Document ZJmGe7RBzyZZE8oBNnQRYyEQd

Enclosed you will find your Technical Bulletin Binder. If properly utilized, it will become your pipe reference bible. Briefly, the binder has been set up with the categories of "General, Pressure and Sewer." Each category will be disected into subcategories which will expound on specific areas of interest. Information on competitive products as well as A/C products have been included. I strongly suggest that you review the information in your binder as it will serve not only as a pipe material refresher but as a continuing source of information. Any comments or suggestions on the binder are welcome. Norm Sutterer CTO029310 y INDEX OF TABS GENERAL 10' vs. 13' Manufacturing Processes Chemical Stability of A/C PRESSURE SEWER Accessories Flow Capacity Competitive Products Corrosion Cost Effectiveness Installation/Testing Specifications Transmission Pipe Irrigation Pipe Infiltration Flow Capacity Competitive Products Corrosion Cost Effectiveness Installation/Testing Specifications CTD029311 PIPE SPECIFICATIONS A/C PRESSURE PIPE SUBJECT Pipe Pipe Selection Transmission Pipe "FT" Pipe Selection Installation Pipe Transmission Pipe A/C SANITARY SEWER PIPE Pipe Pipe SPECIFICATION AWWA C-400 AWWA C-401 AWWA C-402 AWWA C-403 AWWA C-603 ASTM C-296 ASTM C-668 ASTM C-428 ASTM C-644 A/C MISCELLANEOUS Definitions Methods of Testing Pipe Perforated Underdrain Pipe Pipe Linings Storm Drain Pipe Conduit and Fittings Gaskets ASTM C-460 ASTM C-500 ASTM C-508 ASTM C-541 ASTM C-663 ASTM C-875 ASTM D-1869 COMMENTS 4" through 16" 4" through 16" 18" through 42" 18" through 42" 4" through 36" 6" through 42" CL 1500 through CL 7000 Sizes 8" through 42*' CL 1500, CL 2400, CL 3300 Sizes 4", 5", 6" 4" through 12" Sizes 4" through 42" CL II, III, 2500 D, IV, V Sizes 3", 4", 5", 6" Class B & C For Pressure and NonPressure applications CTD029313 CAST IRON PIPE SUBJECT Thickness Design Pipe Pipe Installation DUCTILE IRON PIPE Thickness Design Pipe Culvert Pipe -2- SPECIFICATION AWWA C-101 (ANSI A21.1) AWWA C-106 (ANSI A21.6) AWWA C-108 (ANSI A21.8) AWWA C-600 AWWA C-150 (ANSI A21.50) AWWA C-151 ASTM A-716 COMMENTS 3" through 48" Centrifugally cast in metal molds 3" through 24" Centrifugally cast in sand-lined molds 3" through 48" 3" through 48" 3" through 54" Centrifugally cast in metal molds or sand-lined molds 3" through 54" Centrifugally cast in metal or sand-lined molds 14" through 54" CAST IRON AND DUCTILE IRON PIPE MISCELLANEOUS Cement Linings ASTM C-140 (ANSI A21.4) Polyethylene Encasement AWWA C-150 (ANSI A21.5) Fittings AWWA C-110 (ANSI A21.10) 2" through 48" continued . . CTD029314 -3CAST IRON AND DUCTILE IRON PIPS MISCELLANEOUS SUBJECT Gaskets Dininfecting SPECIFICATION AWWA C-lll (ANSI A21.ll) AWWA C-601 COMMENTS Push-on and Mechanical joints Applied to all water mains CONCRETE PRESSURE PIPE Pipe Pipe Pipe Pipe Pipe Pipe Pipe Joints Manhole AWWA C-300 AWWA C-301 AWWA C-302 AWWA C-303 ASTM C-361 ASTM C-14 ASTM C-76 ASTM C-443 ASTM C-478 Steel cylinder Not prestressed 20" through 96" Steel Cylinder Prestressed 16" through 72" Plain Reinforced 12" through 144" Low head 55 psi Steel Cylinder Prestressed 12" through 108" Low head 55 psi Non-Reinforced 4" through 36" Reinforced 12" through 144" Rubber Gaskets PLASTIC PRESSURE PIPE PVC Municipal Pipe PVC Schedule 40, 80 and 120 Polyethylene (PE) Pipe (SDR-PR) AWWA C-900 ASTM D-1785 ASTM D-2239 4" through 12" 1/8" through 12" 1/2" through 6" continued CTD029315 -4- PLASTIC PRESSURE PIPE SUBJECT SPECIFICATION PVC (SDR-PR) Thermoplastic Gas Pressure Pipe Polybutylene (PB) Pipe (SDR-PR) Polybutylene (PB) tubing Bell - End PVC Pipe Polyethylene (PE) tubing ASTM D-2241 ASTM D-2513 ASTM D-2662 ASTM D-2666 ASTM D-2672 ASTM D-2737 PLASTIC SEWER PIPE ABS DWV Pipe and Fittings Drain, Waste & Vent Pipe & Fittings Acrylonitrile - Butadiene Styrene (ABS) Composite Pipe PVC Sewer Pipe and Fittings ABS Pipe and Fittings Type PSP PVC Pipe & Fittings Type PSM PVC Pipe & Fittings ASTM D-2661 ASTM D-2665 ASTM C-2680 ASTM D-2729 ASTM D-2751 ASTM D-3033 ASTM D-3034 PLASTIC PIPE MISCELLANEOUS Definitions Material Long-term Hydro-test ASTM D-883 ASTM D-1248 ASTM D-1598 COMMENTS 1/8" through 12 1/2" through 12 1/2" through 6" 1/2" through 2" 1/8" through 8" 1/2" through 2" 1 1/2" through 6" PVC (DWV) 8" through 15" 2" through 6" 3" through 12" 4" through 15" 4" through 15" C-T Relating to plastics Polyethylene (PE) Plastic pipe continued CTD029316 -5 - PLASTIC PIPE MISCELLANEOUS SUBJECT SPECIFICATION Short-term Rupture test Material Material Acetone Immersion Test Stress under Internal Pressure Solvent Cement Installation ASTM D-1599 ASTM D-1784 (ABS) ASTM D-1788 ASTM D-2152 ASTM D-2153 ASTM D-2235 ASTM D-2321 Parallel - Plate Loading Test Impact Test PVC pipe fittings, socket type PVC pipe fittings, socket type Solvent Cement Installation Making solvent cemented joints Gaskets Gaskets Handling Solvent Cement ASTM D-2412 ASTM D-2444 ASTM D-2466 ASTM D-2467 ASTM D-2564 ASTM D-2774 ASTM D-2855 ASTM D-3139 ASTM D-3212 ASTM F-402 Definitions AS I'M F-412 Gaskets ASTM F-477 Thermoplastic Well Casings ASTM F-480 Smooth Wall Conduit and fittings ASTM F-512 COMMENTS Plastic tubing & fittings Rigid PVC & Chlorinated PVC PVC pipe Plastic Pipe (ABS) Flexible Thermoplastic Sewer Pipe Plastic Pipe Thermoplastic Pipe Schecule 40 Schedule 80 PVC Pipe Thermoplastic pressure pipe PVC Plastic Pressure pipe Drain and sewer plastic pipe Thermoplastic pipe and fit tings Plastic piping systems Plastic pipe Pipe and couplings (SDR) PVC CTD029317 continued VITRIFIED CLAY SEWER PIPE SUBJECT Pipe -6- SPECIFICATION ASTM C-700 Installation Clay Drain Tile Pipe Joints STEEL Welded Steel Mill Grade Steel Coal Tar Protective Coal Tar Lining & Coating Mortar Linings & Coatings ASTM C-12 ASTM C-498 ASTM C-425 AWWA C2-1-66 AWWA C202-66 AWWA C203AWWA C203AWWA C205- COMMENTS STD & Extra Strength 30" through 42" Perforated 4" through 24" Perforated 4" through 18" Compression Joints CTD029318 dJ\UduMM_SS CertainTeedH Technical Bulletin TO: ALL A/C TECHNICAL BULLETIN BINDER COPYHOLDERS FROM: ROMAN KOROBIJ SUBJECT: PHYSICAL PROPERTIES OF A/C PIPE Attached is a short report on the physical properties of AsbestosCement pipe. Though this information is very technical in nature, you may find it surprisingly useful. By having this information handy in your A/C Technical Bulletin Binder, you will be able to present this information to a customer upon his request. NOTE: This report should be placed after the red colored "General" tab of your A/C Technical Bulletin Binder. CTD029319 & PHYSICAL CHARACTERISTICS OF ASBESTOS CEMENT PIPE Asbestos cement pipe is composed of an intimate mixture of either: (1) portland cement or portland blast furnace slag cement and asbestos fiber with or without silica; or (2) portland pozzolana cement and asbestos fiber. Either can be with or without the addition of curing agents. The pipe is formed under pressure and cured. The finished pipe is free from organic materials. Indestructible Asbestos is as permanent as rock itself. It will not bum, will not rot, cannot corrode. In ready-to-use form, these fibers are finer than silk, stronger than iron, flexible enough to be spun into threads and woven into cloth. The ancient Chinese, the early Greeks and the Egyptians used Asbestos centuries ago. The Greeks named it "Amianthus, " meaning "Incorruptible." We call it "Asbestos." The ancient people prized Asbestos for its resistance to fire, heat, most acids and the weather -- and its durability. They used it for centuries without finding the adequate substitute for these unusual properties. They learned how to card the flexible fiber, and to weave cloth from it. In the nineteenth century a third outstanding quality of Asbestos was discovered. That is as a reinforcing material for portland cement. Asbestos used in the asbestos cement pipe production is brought in from Canada and Africa. Continuous research and "product development has pro duced a formulation wherein the proper amount of several types of fiber are used to assure maximum product strength. Most of the fiber used is Chrysotile which comes from the free world. Asbestos is a broad term applied to numerous fibrous mineral silicates composed of silicon, oxygen, hydrogen, and metal cations such as sodium, magnesium, calcium, or iron. There are two major groups of asbestos, serpentine (chrysotile) and amphibole. The chemical composition of different asbestos fibers varies widely and typical formulas are presented in Table I (U.S. EPA, 1976). It should be noted that the values obtained from actual chemical analysis of the various fibers also may differ slightly from the typical formulas. Al though chrysotile is considered to be a distinct mineral, the five amphibole minerals are each varieties of other minerals. These minerals differ from each other both chemically and physically with the exception that they all contain silicon and all form fibers when crushed. Good quality asbestos will form fibers with higher ratios of length to width than poorer grades. C7D029320 -2- -PHYSICAL CHARACTERISTICS OF ASBESTOS CEMENT PIPE- -11/16/79 TABLE I Typical Formulas for Asbestos Fibers Serpentines chrysotile Mg3Si205(0H)4 Amphiboles amosite (Mg,Fe)7Sig022(OH)2 crocidolite Na/2(Mg,Fe)5Si8022(OH): anthophyllite (Mg,Fe)7Sig022(OH)2 tremolite Ca2Mg5Sig022(0H)2 actinolite Ca2(Mg,Fe)5Si8022(OH)2 The basic crystal form of the amphibole minerals is less complicated than for chrysotile. The basic structure consists of a double silica chain (Si^On) that is paired back-to-back with a layer of hydrated cations between the chains. Some typical physical properties of three different mineral forms are presented in Table 2. TABLE 2 Typical physical properties of chrysotile (white asbestos), crocidolite (blue asbestos) and amosite Units Chrysotile (white asbestos) Approximate diameter of smallest fiber Specific gravity Average Tensile Strength Modulus of elasticity micron -- 0.01 2.55 lb./inch^ 3.5 X 105 lb. /inch^ 23.5 X 106 Crocidolite Amosite (blue asbestos) 0.08 3.37 0.1 3.45 5 X 105 27.0 X 106 1.75 X 105 6 23.5 X 10 CTD029321 -3- -PHYSICAL CHARACTERISTICS OF ASBESTOS CEMENT PIPE- -11/16/79- Asbestos minerals, despite a relatively high fusion temperature, are completely decomposed at temperatures of 1,000C. Both the dehydroxlation temperature and decomposition temperature increase with increased MgO content among the various amphibole species. The solubility product constants for various chrysotile fibers range from 1.0 X 10"11 to 3 X 10"12. Most materials have a negative surface charge in aqueous systems. However, since chrysotile has a positive (+) charge, it will attract, or be attracted to, most dispersed materials. The highly reactive surface of asbestos causes many surface reactions which are intermediate between simple absorption and a true chemical reaction. The absorption of various materials on the surface of chrysotile has a greater affinity for polar molecules (e.g. H2O, NH3) than for non-polar molecules. Of all the asbestos minerals, chrysotile is the most susceptible to acid attack. It is almost completely destroyed within one hour in 1 N HCL at 95D. Amphibole fibers are much more resistant to mineral acids. The resistance of the asbestos fibers to attack by reagents other than acid is excellent up to temperatures of approximately 100Q with rapid deterioration observed at higher temperatures. Chrysotile is completely decomposed in concentrated KOH at 200C. In general, organic acids have a tendency to react slowly with chrysotile. Type 1 Portland Cement is used in manufacturing Asbestos Cement Pipe. This cement meets the appropriate ASTM specification. A complete analysis of each shipment of cement is made by the cement company. The pipe manufacturing company's laboratory also checks the cement for strength. All cement is subject to maximum controls to assure its uniformity and ability to meet the high strength requirements. Silica is subjected to strict specifications as to percentage of pure silica (95% SiC^) and also as to fineness. The silica receives further processing after it is received at the pipe manufacturing plant. First it is dried completely and then fed automatically into a ball mill where it is ground into flour-like fineness. The extremely minute particles that result provide the utmost surface area for maximum chemical and physical combination with the cement-thereby imparting highest strength and corrosion resistance. CTD029322 -4- -PHYSICAL CHARACTERISITCS OF ASBESTOS CEMENT PIPE- -11/16/79- Some of the physical properties of asbestos cement pipe are as follows Modulus of eleasticity Density Thermal conductivity Thermal coef. of expansion Specific heat Moisture coef. of expansion Hazen Williams'coef. Manning's coef. Axial tensile stress Axial compressive stress Shear stress Permeability Poissons ratio Dielectric constant Water absorption Hardness Temperatures 2.5 - 3.5 X 106 psi 100 - 115 lb/ft3 K = 5.5 BTU/Hr/F/sq.ft/in. 4 - 5 X 10`6 in./in./F 0.27 BTU/lb/F at 212F 1.5 - 2.0 X 10"^in./in./% moist, cont. C = 140 n = 0.010 500 - 3000 psi (depending on blend) 8000 psi (full pipe cross section) Laminar 1000 psi Across pipe axis 4000 psi 0.3 - 0.5 grains/Hr/ft^/in.Hg/in.thick 0.2 20 (dry) 100 (wet) 24 hr. Immersion 15 - 20% (depending on blend) Rockwell M ID = 87 OD = 60 A/C material can withstand temperatures on the order of 570F without notable degra dation unless mechanical fissurations are brought about by thermal tensions or by retreats due to irregular desiccations of the mass. Dry A/C pipes do not undergo any degredation until temperatures around -122F. CTD029323 CertainTeedH Technical Bulletin TO: All District Managers All Territory Managers All Sales Engineers - Mr, Roman Korobij All P&PG Personnel FR: J, F. Baker/bam RE: 10' VS. 13' LENGTHS OF A/C PIPE DATE: 3/8/78 Periodically this question raises its ugly head in the marketplace and it appears to be reoccurring with greater frequency in the last few months. Promotion of 10' lengths by one of our competitors should be put in proper perspective. A 10' length has no engineering merit over a 13' length in withstanding failure as a beam, and our competitor knows this ( in my opinion). In my opinion, they are promoting 10' lengths out of desperation because they have 10' machines throughout the country basically built to produce thin wall small diameter products such as telephone duct, electrical duct, small diameter sewer pipe, etc. These markets have now been vitrually lost to plastic materials and they are trying desperately to sell the concept that the 10' length is superior to the 13' length for pressure pipe and 8" sewer pipe. By so doing, they also gain a proprietary position and are free to gouge the customer for any price they desire and at the same time can use their idle 10' machine capacity. Let's examine the facts regarding a 10' vs. 13' length of pipe. Our competitor contends and promotes the idea that a piece of pipe acts as a simple beam wicn a uniform load distributed along its length and supported at the ends: l1 i I _ D~ =0 Tt There pitch is, therefore, that the bending moment is expressed by the formula: 2 W1 M= -- Where M = the bending moment in feet lbs. 1 = the length of the span in feet w = the weight of the soil in lbs/ft. CTD029324 Bulletin No. 28 Date: 3/8/78 2 They therefore allege that the following comparison is valid: 10' length M10 = W (10) 2 8 13' length M13 = W (13) 2 8 Since w, the load per foot is the same in either case and 8 is a constant in either Case, the bending moment of 13' vs. the 10' is equal to the square of the length. Therefore: 169 ------------ 100 = 69% greater bending moment exerted, on the 13' length than on the 10' length. This contention is true if the pipe is only supported by the couplings. But, let's examine what really happens in a ditch to a partically supported piece of pipe. Sometimes poor installation practice or subsequent excavation for other utility lines result in unsupported void areas existing under a pipe. S' a The unsupported void length is the critical length for developing bending moment on the pipe not the length of the pipe itself. If this void length is 6' long the (1) factor in the formula is 36 regardless of the length of the pipe. Only after the void length exceeds 10', the length proposed as the answer to the pipe buyers prayers, does the comparison outlined earlier begin to be true. In prac ticality, it is virtually impossible for the pipe to rest in the ditch with no support throughout its entire length - this just doesn't happen. What does happen in field practice is that the void length can exceed the critical length that the pipe wall can withstand as a beam and a failure can occur. The attached chart shows what void length is required inorder to develop a bending moment greater than the pipe can ,'ithstand. This chart is for class 150 pipe, buried 5', in a 120 lb/ft. soil. What this chart says is that a 6" class 150 pipe has the beam strength to withstand the bending stress developed when a void under the pipe does not exceed 6.33 ft. in length. If that void length is exceeded the pipe will probably faiL - This is true regardless of the length of the pipe. Please study this bulletin and use it to destory the 10' length myth whenever it arises. CTD029325 P.S. An excellent study on this subject was done in 1972 by A. F. Felgendreger of CertainTeed. It is more detailed and technical and would be of particular value if an indepth technical answer is required. By separate cover, a copy of this report is being sent to each district office to be used if more technical detail is required. A copy is also being forwarded to each Sales Engineer. .J. F. Baker CTD029326 BEAM STRENGTH PIPE SIZE (INCHES) 4" 6" 8" 10" 12" EARTH LOAD 5' Dp. (#/ft.) 1026 1171 1267 1365 1458 VOID LENGTH (FEET) 4.19 6.33 8.68 11.97 Exceeds Spar* CTD029327 ' w Pi M Pi o PL o CO CO w CJ g pi Pu o z M Pi D H C_> < Pu G> z <3 2d >4-1 O 0) CO <D CJ O Pi & 60 C H J-4 3 u CJ <0 >4-1 3 C <0 6 01 X 4-4 60 c H 4-1 CO P 4J CO c O E 0) 13 e cO u 60 CO rH 13 > O rH 4H 0) Oa tH *H CO Pu CO Xu C CO a) CO E a> tH a 13 CO a> o x 4-1 u CO CO <d uX U CO << CO 4-J P CD S 0) 0) <D X4-1 Pn Pi Pi <U rH 3 iH iJ <D Pi CD X 3 60 p u O- c 3 4J <D cr rH P 0) u H O P CO CO rH <D r-H H 0B) rH3 U CO CP i3 <U CD a X 4-> CO rH <u CO Pi o u 4-1 Pi cd rH 73 3 O # 13 E C/3 3 C C0 XB O- tH CJ CJ rl O - CO 4J U Q> E CO H 00 >4-1 CJ CO U 0 Pi X CD 4-> H O <D a) X *H B u o P 4-1 o rH CO 60 X CO rH o <D (0 X X 4CHO Pi CO X G O ID N G rH O CO 4h 4-| rH rH rH 4J u o 4-1 H CO o a> *H P +J <u Pi o 4J a CO Pi iH 4-J X 4m co rH 13 5 a u O O 4J 13 Cfl 13 a >> o> H 4-1 c C 4-4 E 13 X <D o P^ CO u cd * c0 P tH CD CJ X 4-4 HI u 6 co E Q> 4-1 CO C a> 13 CD X 3 a) CO a) CO 3 cd <D H CO u TJ CL <d Pi E o CD rH Pi Cd X a> *h X P 3 o iH rH X i--1 CO N CL H 0) 4J 4-J Pi CL 4-1 <D > ^o 6 *H CO 0) CO X X 10 4J H O 3 CO c0 > oE X X <D <D u 4-> u 13 CO fH 4= CH o 0) CO Pi iH E rH H CL fH CD 3 C -u H * 3 13 rH CO Pi 3 o CO o H CO <D cj a) C 3 a co Pu p o 3 CO Pi O CO 6 p> u a rH tH H CO <D 4-J P CO CD *rl c0 CL 0) is P Cm rl Pi 4J cd cd U G CJ H co *3 <D CL 4-1 a> 3 <D CJ o cd 4M 13 <D 73 r-H 73 4- H X <0 c (3 H 4-1 CL tH CO iH 4-1 4-J 4-J CO P CD Pi rH CO CD H Pi CL rl 13 fH CD O 4-> 0 GE M c O 0) P CD a <D U CD CD E CO X CD 4J 4-J CO G iD 4J 0) px ou o 0) p CO cO Pi 0) E X Pi a) 4-1 O 4-1 CL U Pi CO O CO 4H X H E ca CD rH CJ 3 O o X o rH Pi CO X X CO CO u 4-1 13 4J CO <D 3 <D 4-J CO CO CO <D 0) C a Pi a rH a) cd CO CO rH X O O fH CO CD CD Pi P X p tH rH 4-1 fH c Cl *H 4J co a> a. co <u U O 60 4- CD 13 CO O 4-4 rH c0 < p >o a) Pi Pi 4-> P CD CO X P 4-> C <D CO X <D tH CL 13 u 3 0) rH aP r 13 C CO x 3 60 X oo Pi 4-1 CO 4J <D (D * 4-4 fH Pm Pi X <D E <d 3 4-4 3 4-1 ID CO 4-> 60 *0 O O 0 (D rH E 60 X H co CD 13 4-4 T3 a> CO Pi X 0 E Pi a) CO CJ o CO 4-4 c CD <-d 4-4 CD Pi o co c 0) E 0) Ux 4-> CO X *H 3 CO 4J (0 Pi CD 4-4 z rX 4h CO 60 rH O P 4-1 co >> CO 4-4 CO CO QJ C XI 4h c CO X 13 wr 60 rH H X 0) CO s P 0) CO 60 CD P> aP a> P O E cd Vj X <u CO H Pi iH O H CO u rH (U CD 4-4 rH E CO 4m cd > rH c <D (0 X > *H *H Pf CO P CJ 13 iH >> P o Pi 4-i 3 Pi cO CO 0J rH * u o 4-> 3 cd a (0 CD H iH CU - C/3 1 >> CL Pi 4- 4-> a CO U Pi H CO > CO rH rH <D rH 13 a> *h CO C Q) Q> X CO H P > c0 rH CD rH e E H H oE Pi 3 CD 3 4-J rH u X (D PH CO (D CO 4J CO X 13 O co X X cl CO 13 H O P E CD cd CJ 13 P< ID 03 EP HM PX CQ H co E C0 E Q> 4H 4-1 Pi CO CO cd G O *H CO 4m CJ C rH CO CJ CTD029328 P ip e M achine Resistance of asbestos-cement pipe to corrosive soil conditions BY R. L MARKS AND C. R. HUTCHCROFT Reprinted from the July, 1 968 lisue of WATER AND WASTES ENGINEERING Copyright 1968 by The Reuben H. Donnelley Corporation CTD029330 CORROSION Fig. 1. Electron microphotographs of calcium silicate hydrate compounds (binders). Top, normal cured. Bottom, autoclave cured Resistance of asbestos-cement pipe to corrosive soil conditions Asbestos-cement pipe is non-metallic in composition and, therefore, not subject to the same mechanics of cor rosion as are evidenced by most fer rous metal products. A difference in corrosion resistance and chemical re sistance characteristics also exists be tween autoclave-cured asbestos-cement pipe and normal-cured concrete pipe; asbestos-cement pipe produced in the United States is cured at high tempera tures and pressures, reducing the in cidence of free lime in the finished product by 10 to 30 times. High tem- it is helpful to look upon the as bestos-cement silica system as a com posite material consisting of a matrix or binder reinforced with asbestos fiber. The asbestos fiber contributes to the high tensile and impact strength of the product. The portland cement-silica is the binder for this system, and the products formed on curing are largely responsible for the chemical resistance of the product. The chemical reactions that take place during the setting of portland BY R. L MARKS AND C. R. HUTCHCROFT Mr. Marks is staff manager, Johns-Manville Corp., New York, N. Y., and Mr. Hutchcroft is technical service manager. Certain-teed Products Corp., Ambler, Pa. This joint effort was reviewed by technical personnel of the Asbestos-Cement Pipe Co, and the Flintkote Co. perature steam curing makes asbestoscement a more chemically stabilized cement product. This paper discusses the properties of asbestos-cement pipe and its per formance characteristics under actual conditions in service. For background information, and to place asbestos-ce ment pipe in perspective within the framework of the piping industry as a whole, a brief outline of general manu facturing methods, history, and usage is presented. cement are very complex, and the final reaction products produced during au toclaving are substantially different from those produced by the normal curing process. Because different chemical reactions take place in the autoclaving and the normal curing processes, different in gredients are used for each type of product. A typical normal cured asbes tos-cement product contains approxi mately 20 percent asbestos fiber and 80 percent portland cement. A typical au toclave cured product contains 20 per cent asbestos fiber, 40 to 50 percent Portland cement, and 30 to 40 percent silica flour. The binder in a normal cured for mulation (about 28 days in water) con sists of a poorly crystallized gel of hy drated calcium silicate (CSH-I gel) and up to 15 percent calcium hydroxide. The calcium hydroxide is released from the portland cement during the hydra tion process and is the principal cause of the poor chemical stability of nor mal cured asbestos-cement products. The binder produced by the auto claving process is microcrystalline hy drated calcium silicate (tobermorite). The chemical composition of this binder is not greatly different from the binder formed in the normal curing process, but the improved crystallinity of the autoclaved binder (tobermorite) over the amorphous normal cured binder results in a greater chemical re sistance. The electron microphoto graphs of the two types of binder are shown in Fig. 1. The most significant feature of the autoclaved product is the absence of any appreciable amount of free calcium hydroxide. Under autoclave conditions, the free lime produced by the hydra tion of the cement reads with the silica flour to form additional tobermorite. Silica flour is not commonly used in the normal cured formulations because it does not react with the calcium hy droxide at ambient conditions. Soil exposure Soil exposure means potential cor rosion by soils. Each year millions of dollars and much effort are consumed CTD029331 in preventing or retarding attack of underground piping systems by corro sive soils. Typically, pipe is buried in the soil to transport liquids and to act as pro tection to other materials (such as electrical or telephone cable). The choice of piping materials and means of protecting those materials is dictated by the nature of the soil in which the pipe is to be installed. An obvious first choice is a material that offers economy of installation and operation, strength, and a wide range of resistance to soil environments without requiring costly and complicated protective measures. Soils may be divided into two broad categories: natural soils are those that have been produced by purely natural means and are undisturbed other than for installation of pipe. Artificial or manmade soils are those produced, for example, by the disposal of various wastes, dredging operations, or other land fill, or by leveling or elevating op erations. Likewise, corrosive tendencies of soils may be divided into two broad categories: naturally corrosive soils have a basic natural composition that provides an environment inimical to piping materials. Such characteristics as sulfate content, bacterial activity, acid content, compaction, mineral con tent, etc., cause soils to be naturally corrosive. Induced corrosive potential is caused by man's actions in waste disposal, topography alteration, etc., which have either produced an envi ronment corrosive to piping materials or have enhanced an already corrosive soil environment. As knowledge of soil-induced corro sion has become more widespread, terms such as redox potential, cathodic protection, electrolysis, and galvanic action have become common. These terms are used in connection with the subject of corrosion of an electrical or electrochemical character. Corro sion of this type is produced by or produces a flow of electrical current. It relies upon such electrical effects as electrolysis, galvanic action, certain forms of bacterially-associated electri cal activity, soil aeration, electrolyte activity, etc. This type of corrosion is important in pipes composed of elec trically conductive materials, but it has no real bearing on non-metallic, nonconductive piping materials such as as bestos-cement. Acid soils Certain types of soil or soil condi tions can, however, have an effect upon asbestos-cement pipe as well as on me tallic piping. Soils that contain acids, for example, will tend, by chemical ac tion, to attack asbestos-cement pipe as well as metallic pipe, but the attack on the former does not involve electrolytic corrosion. Hardened portland cement silica, which forms the binder in autoclaved asbestos-cement pipe, is composed of many complex silicate structures, all of which are alkaline in nature. These al- Asbestos-cement pipe--What it is The first patents for asbestos-cement pipe were granted in 1913 in Italy, where equipment was installed and produc tion started. By 1921, asbestos-cement pipe was well ac cepted in Europe. In 1929, Johns-Manville Corp. acquired rights to manufacture and sell asbestos-cement pipe, and the first length was made in the United States in September of that year. In many applications, asbestos-cement pipe gradually su perseded other pipe materials because of its good per formance, economic installation, and other characteristics. Steady growth followed, both abroad and in the United States. Continued product improvements such as high pressure steam curing (autoclaving) and tighter, more easily as sembled joints, created increasing demands for increased production and additional plants. There was further ex pansion from water pressure pipe to sewer, building sewer, telephone and electrical ducts, gas vent pipe, industrial vent pipe, stacks, irrigation pipe, air duct, underdrain and storm drain pipe applications. In 1938, the Keasbey and Mattison Co., now Certain-teed Products Corp., entered the in dustry, followed by the Flintkote Corp. in 1963 and Cement Asbestos Products Co. in 1965, bringing further expansion. Today, hundreds of thousands of miles of asbestos-cement pipe are in service throughout the United States. Composition Asbestos-cement pipe is made by combining the basic raw materials--asbestos, portland cement, silica, and water --using modern manufacturing techniques. The asbestos is separated into fibers, which provide high tensile strength reinforcement to the pipe. The fibers are batoh mixed with cement and silica flour in the dry state, water is then added, forming a slurry, which is agitated to assure uniformity. The slurry is deposited on a wide, endless belt where it is carried to the pipe-forming section of the machine as shown in the accompanying flow sheet. Here it is transferred under pressure to a steel mandrel as a continuous sheet wound up to form a high-density homogeneous pipe throughout its thickness and length. The pipe is released from the mandrel, and after an air curing period, is placed in high presssure steam curing tanks (autoclaves) for final curing. After autoclaving, the pipe is trimmed and machined to required dimensions for jointing, then inspected, tested, and packaged for shipment. Asbestoscement pipe couplings are manufactured by the same pro cess as the pipe. Autoclaving process The durability of cement-based structures has been of great concern since the Roman days. The very nature of pipe applications demands a material that has a long op erating life and requires a minimum of maintenance and repair. This requirement is, of course, in addition to the usual ones of high strength and dimensional stability. The adoption of high pressure steam curing (autoclaving)1 by the American asbestos-cement pipe industry was the cul mination of a search for a curing method that would give rapid strength development and improve the chemical sta bility of the products. The autoclaving process refers to the curing of portland cement products in a saturated steam atmosphere at a temperature above the normal boiling point of water. The process is generally carried out in the temperature range of 325 to 385F, with pressures of about 80 to 200 psi. A period of pre-curing, prior to autoclaving, in a moist at mosphere of ambient pressure is used to increase handling strength. The total time required for atmosphere and auto clave curing will range up to 48 hr. In contrast to the above autoclaving method, the socalled "normal curing" process requires 20 to 30 days, with the product either in a moist atmosphere or under water. In addition to the rapid strength development, the autoclaved cured products have the following advantages: Increased resistance to sulfate and other chemically ag gressive environments. An approximate 50 percent reduction in the volume change that takes place during the wetting and drying of the product. CTD029332 Fig. 2. Samples of pipe from Medicine Lake, S. D. Top, normal cured after seven years exposure. Center, autoclave cured after seven years exposure. Bot tom, autoclave cured after 24 years ex posure kalis react with the acid in the soil, causing some of the silicate materials to be chemically altered. Mere presence of acid, however, is not the determin ing factor in such chemical corrosion; corrosion is dependent upon the amount and type of acid. Many soil acids are only weakly ionized, i.e., their effect upon pH is slight, and most soil acids are weak organic acids rather than stronger inorganic acids. Except for sulfuric acid, strong acids are rarely found to occur naturally in soils because they are too reactive and water soluble. Mine drainage water is generally strongly acidic, with pH val ues often ranging down to 1.5 or 2.0, because of the presence of sulfuric acid. Such acid mine waters, when per colating through soil, produce low soil pH values in the range of 3.5 to 5.5. Decomposition of organic matter in swamps and salt marshes can also pro duce acidic conditions. It becomes ap parent that neutralization of alkaline constituents in asbestos-cement materi als by soil acids is theoretically possi ble. The amount of readily available soil acid, as denoted by the pH, is the determining factor in such chemical corrosion. The conclusion could be reached from the above that any condition in which the pH is below the neutral point (7.0) could lead to chemical at tack; this is not, in fact, the case. Con sidering that the amount of acid at tack is the governing factor in the overall service life of an asbestos-ce ment pipe, one may then ask the rela tionship between performance life and acid concentration. Test sample burials reported by the National Bureau of Standards2 for periods up to 12 years in soils of pH as low as 4.3 show only a negligible effect on asbestos-cement pipe in such environments. Actual inservice installations under similar acid conditions for 20 to 25 years substan tiate these findings. The type of soil plays as large a part in chemical ag gression as does its acid concentration. The reaction of an acid with an al kaline material produces a salt of that acid. The nature of the salt produced has substantial effect upon the life of the alkaline material in its acidic envi ronment. The corrosive effects of two strong acids, hydrochloric and sulfuric, present in equal concentrations can be compared as follows: Nearly all the salts produced by the reaction of hy drochloric acid with alkaline materials are very soluble in water. When such salts are formed upon contact of this acid with asbestos-cement pipe (cal cium chloride), they are carried away from their site of formation. While the same reaction (i.e., neu tralization) will take place between sul furic acid and asbestos-cement pipe, the salt produced, gypsum, is only spar ingly soluble in water and so usually remains where it is formed. Its pres ence slows down the rate of attack, substantially prolonging the service life of the product. Most of the common organic acids found in soils also pro duce salts that are sparingly soluble and duplicate the effect noted above. The fact that most of these organic acids are weak acids produces further retardation of reaction and prolonga tion of life. Low hardness waters Waters of very low hardness (i.e., low levels of calcium and magnesium content) tend to extract calcium and magnesium from materials rich in these constituents. Asbestos-cement pipe is composed of complex calcium silicates and hence may be expected to release CTD029333 TABLE 1--FREE LIME CONTENT AND SULFATE RESISTANCE OF NORMAL AND AUTOCLAVE CURED CEMENTS Type of cure Autoclave, 125 psi, 16 hr Normal, underwater 28 days Silica/cement 0.6/1.0 0.0/1.0 u. S. Bureau of Reclamation sulfate after 28 cycles. Cement type 1 V 1 V resistance Free lime (%) 0.4 0.5 15.5 13.7 Sulfate resistance: expansion (%)' 0.03 0.03 0.16 0.11 test; measures expansion TABLE l--Ca(0H), CONTENT AND EXPANSION OF NORMAL AND AUTOCLAVE CURED CEMENTS Product Asbestos-cement Asbestos-cement silica Curing In water, 28 days High pressure steam Expansion in Na,SO< soi'n. Ca(OH),_____ * iven age (%) (%) 28 days 3 months 8 months 9.6 0.047 0.080 0.113 0.2 0.019 0.030 0.037 TABLE t--EFFECT OF AUTOCLAVING ON SULFATE RESISTANCE (Mil contained by weight): I part portland cement A, 1 pari pound tand,* 6 parti 18 to IS mesh sand Curing 7 days, water, 18C Autoclaved, 7 hr, 183.5C Storage solution Na,SO( MgSO< NaiSO< MgSO< Length of storage (weeks) 8 8 200 200 Expansion (%) 0.49 0.49 0 0 * Through 170 BS mesh calcium to a soft or calcium-starved water. While such can be the case, the likelihood of calcium-starved water be ing present in a soil is slight because contact with the soil will increase the hardness. Furthermore, such water in a soil in contact with an asbestos-cement pipe would tend to be quiescent, i.e., not flowing. As such a quiescent soft water picks up calcium, its softness, and hence its aggressiveness, is re duced. Certain gravelly or sandy areas subjected to high rainfall or runoff may produce soft water leaching of calcium from calcium rich materials. A soil's physical characteristics may also play a part in its corrosivity. Aera tion of a soil affects the availability of oxygen and moisture and is dependent upon such physical characteristics as apparent specific gravity, particle size and distribution, and moisture content. Localized differences in these charac- teristics lead to differential aeration. This results in the formation of oxygen concentration cells, wherein low oxy gen areas become anodic (sites of cor rosion) compared to sites along the same conductive pipeline where oxy gen is more accessible. A manmade soil or foreign material in a natural soil can often be more cor rosive than a purely natural soil. Direct addition of some waste materials pro duces acids upon decomposition and creates acidic soil conditions that can be detrimental to piping materials. Sulfate environmental effects Sulfate soils, natural or manmade, provide another corrosion potential, both to metals and to materials com posed of portland cement. Extensive research has been carried out in the laboratory and in the field to determine the main causes for the attack of as bestos-cement products in a sulfate containing environment In general, the sulfate environment will react readily with the free calcium hydroxide or slowly with the available calcium in the loosely bound, poorly crystallized CSHI binder gel, to form gypsum (CaS04-2H,0) and/or ettringite (3CaO-AI2CV 3CaS04-32H20), a complex salt of sulfate and cement clinker component 3CaO A1203, ac companied by volume expansion in both cases. This research has also included a search for ways of protecting the as bestos-cement product from this type of chemical attack. Two interesting field tests, a laboratory study, and other available data illustrate that auto claved asbestos-cement pipe is more sulfate resistant than normal cured pipe. Medicine Lake studies.s-4 Asbestoscement pipe cured by both normal and autoclave techniques was exposed to the waters of Medicine Lake, S. D., for periods up to 24 years. This water is exceptionally aggressive to ordinary cement products because it is high in sulfates (5 to 8 percent) with twothirds of the total salt as magnesium sulfate, one-quarter as sodium sulfate, and the remainder a mixture of sev eral salts present in minor quantities. The sulfate expansion of normal cured pipe and autoclaved pipe ex posed to this severe environment is shown in Fig. 2. At the end of seven years, the normal cured pipe was badly deteriorated, while after 24 years, the autoclaved pipe showed es sentially no attack. The badly deteriorated condition of the normal cured material in the later years made it possible to obtain mean ingful compressive test results. How ever, an interesting aspect of the auto claved sample was the increase in compressive strength from 8320 psi at one year to 14,590 psi after 24 years, an increase in compressive strength of more than 77 percent. Manson* concludes in his report, "it should be emphasized that any concrete that gives a high strength after 10 vears exposure to the sulfate waters of Medicine Lake can be clas sified as highly sulfate resistant. Any Simplified flow diagram of asbestos-cement pipe manufacture FINISHING LINE FINISHED PIPE CTD029334 Asbestos-cement pipe being placed in an autoclave for curing concrete that gives a good test after 20 years exposure to the sulfate waters of Medicine Lake can be classified as an extremely high sulfate resistant concrete." Certainly the performance of the autoclaved asbestos-cement pipe sam ples warrants its classification as a product with extremely high sulfate resistance. Ordway studies * In 1934, a normal cured asbestos-cement pipeline was installed in Ordway, Colo., an area that has high sulfate content soil con ditions (2 to 3.0 percent S03). Ap proximately six years after installation, the deterioration of pipe wall in spots caused leaks and ruptures in the line. Microscopic examination of the af fected portion of the pipe showed bands of a fibrous crystallation ma terial (ettringite, 3CaOAl203-3CaSO,32H20), running perpendicular to the bands. This compound is formed by the reaction between free calcium hydrox ide, portland cement, and the sulfate environments, and is usually accompa nied by large volume expansion. As these breaks occurred in sec tions, new lines of autoclaved asbestoscement pipe replaced the old material. The entire replacement was completed within 13 years. Inspection in 1960 showed no visible evidence of sulfate attack nor failure of the autoclaved product. Laboratory data. Yang and Blair5 tested sulfate resistance of asbestoscement pipe using normal and auto clave curing Type I (general purpose) and Type V (high sulfate resistance) cements in each process. Table 1 shows that Type I cement with autoclaving is as sulfate resistant as the Type V with autoclaving and that autoclaving in either case is superior to normal curing. In addition, the amount of free lime is reduced by autoclaving. Literature data. Committee C-17 of ASTM confirmed by test that auto claving reduced uncombined calcium hydroxide and reduced expansion of autoclaved vs. normal cured products when subjected to a sulfate medium as shown in Table 2. Lea's paper7 provides excellent data on the effect of high pressure steam curing on the sulfate resistance of mortars with ground silica sands, as shown in Table 3. Sulfate resistance of asbestos-ce ment products is determined by the chemical stability of the cement binders. Autoclaved formulations with autoclave curing insure a more re sistant pipe by: Removing free lime, which is sus ceptible to sulfate attack. Forming stable calcium silicate binder tobermorite of crystalline form. Minimizing the volume changes and maintaining structural strength. Forming stable binder material, which is also more chemically re sistant than the binder of normalcured asbestos-cement products. The National Bureau of Standards field test2 involving exposure to a wide range of soils at 15 test sites was conducted for periods up to 13 years. These soils ranged in pH from 2.6 to 9.4, resistivity measured from 84 to 17,800 ohm-cm, and the amount of air present covered a wide range. The summary of this study states: "even under the most adverse conditions to which the specimens were exposed, the bursting and crushing strengths of all of the samples after exposure were considerably higher than the require ments of the Federal Specification for Asbestos-Cement Pressure Pipe." O REFERENCES 1. Washa, G. W., J. Am. Conceit Inst. 62:869 (1965). 2. Romanoff, M. and Denison, I. A., Corrosion 10(5): 169 (1954). 3. Miller, D. G. and Manson, P. W., "Long Time Tests of Concretes and Mortars Exposed to Sulfate Waters." Tech. Bull. 194, Minneapolis Agricultural Experimental Station, 1-111 (1951). 4. Manson, P. W. and Blair, L. R., Mat. Res. and Slds. 2(10):828 (1962). 5. Blair, L. R. and Yang, J. C., In Proc. of the Fourth International Symposium, Chemistry of Cements, Washington, D. C., 1950. 6. Lerch, W., "Chemical Stability of Asbestos-Cement Products." National Bureau of Standards Monograph No. 43, Washington, D. C., Voi. 2. 1962, pp. 849-853. 7. Lea, F. M., Can. J. of Res. 27:297 (1949). ACKNOWLEDGMENTS The authors express appreciation for valuable technical assistance and analytical support to Dr. Julie Chi-Sun Yang, re search associate, H. S. Goodspeed, staff manager, and J. A. Munder, research chemist, Johns-Manville Corp.; S. D. Weaver, vice president and general manager, As bestos Cement Pipe Co., and J. M. Wood ward, works and quality control manager, The Flintkote Co. KEY WORDS Corrosion Control; Pipe. CTD029335 .4'^' A/C & PVC PRESSURE PIPE FLOW CALCULATOR In June of 1974, the attached bulletin concerning the CertainTeed Pressure Pipe Flow Calculator was sent to all field personnel. Due to cost and an adequate place to carry the calculator in this binder, we have chosen not to include the calculator itself. This calculator is still available upon request to the Advertising Department. CTD029336 CertainTeedEI Technical Bulletin June 10, 1974 TO: VF P&PG MARKETING AND SALES PERSONNEL ALL DISTRICT MANAGERS ALL TERRITORY MANAGERS ALL ADMINISTRATIVE ASSISTANTS ALL A-C & PVC PRODUCT MANAGERS ALL FIELD SERVICE MANAGERS ALL SALES ENGINEERS FM: T. SWITALSKI / RE: A-C AND PVC PRESSURE PIPE FLOW CALCULATOR Attached is our new Pressure Pipe Flow Calculator for use with both A-C and PVC Pressure Pipe. It will be a very useful tool for engineers using our pipe. Also enclosed is a new instruction booklet to explain how the calculator can be used. The flow calculator is based on the Hazen-Williams Formula. PVC has a Hazen-Williams flow factor or roughness coefficient of C = 140 for A-C and C = 150 for PVC. An outstanding feature of this calculator is the variable C factor scale which means that the flow rates through pipe of different materials can be compared. Thus, the superior flow capabilities of our A-C and PVC pipe are very evident when using this calculator. Another feature of our calculator is that the pipe diameters are plotted as actual internal diameters but indicated as nominal dia meters thereby giving an exact answer for any flow calculations involving our A-C or PVC Pressure Pipe. Additionally, PVC internal diameter scales are included for IPS and Cast Iron dimensions. If further supplies are needed, please contact the advertising depart ment . CTD029337 BULLETIN NO. Gen.5DATE: 6-10-74 Reprinted from the May 1967 Issue of WATER AND WASTES ENGINEERING Copyright 1967 by The Reuben H. Donnelley Corporation WATER SYSTEMS Dines and piping Jwater and wastes engmeerfnn MANUAL OF PRACTICE NUMBER TWO PART 1/PIPING SYSTEM DESIGN PART 2/MATERIALS PART 3/INSTALLATION PART 4/MAINTENANCE CTD029338 GEORGE E. SYMONS, PH.D. PUBLISHED BY DUN DONNELLEY PUBLISHING CORPORATION, 666 FIFTH AVE,, NEW YORK, NEW YORK 10019 wateernaonidnewearsinteos // manual F practice number two CONTENTS PART 1/PIPING SYSTEM DESIGN Section 1--Transmission lines.................................. M3 Location .................................................................. M3 Type of line..............................................................M3 Capacity .................................................................. M3 Materials.................................................................. M4 Section 2--Distribution system................................ M4 Components ............................................................M4 System planning .....................................................M5 Sizing mains............................................................M5 Materials.................................................................. M7 Section 3--Services.....................................................M7 Materials........................................................ M7 Sizing services......................................................... M7 Location and ownership..........................................M8 Section 4--Inplant systems....................................... M8 Design.......................................................................M8 Material selection.....................................................MS Layout and arrangement..........................................M8 Color-coding ............................................................M8 PART 2/MATERIALS Section 1--Asbestos-cement.................. Design.................................................... Manufacture ......................................... Testing .................................................. Surface characteristics......................... Pipe sizes............................................. Joints .................................................... Shipping ............................................... Section 2--Cast iron pipe....................... Design.................................................... Manufacture ......................................... Testing .................................................. Coating and lining................................ Pipe sizes............................................. Joints .................................................... Shipping ................................................ Section 3--Concrete pipe....................... Design.................................................... Manufacture ......................................... Testing and rejection........................... Coating and lining................................ Pipe sizes ............................................. Joints .................................................... Shipping ............................................... Section 4--Plastic and plastic lined pipe Design.................................................... M9 M9 M10 Mil Ml 2 Ml 2 Ml 2 Ml 2 Ml 3 Ml 3 MIS Ml 6 Ml 7 M17 Ml 7 . M18 Ml 8 Ml 8 M20 M20 M21 . M21 . M21 M21 M22 ,M22 Manufacture .......................................... Pipe sizes ............................................... Testing ................................................... Joints ..................................................... Plastic-lined pipe.................................... Section 5--Steel pipe............................... Design..................................................... Manufacture .......................................... Testing ................................................... Coating and lining................................. Section 6--Wood-stave pipe...................... Design..................................................... Manufacture .......................................... Section 7--Wrought iron pipe.................. Design..................................................... Manufacture .......................................... Section 8--Service lines........................... Section 9--Inplant systems...................... PART 3/INSTALLATION Section 1--Transmission and distribution Pipe handling.......................................... Trenching ............................................... Joints .................................................... Laying pipe ........................................... Testing ................................................. Backfilling............................................. Disinfection........................................... Section 2--Service lines......................... Equipment............................................. Trenching ............................................. Tapping.................................................. Laying and backfilling......................... Section 3--Inplant systems..................... PART 4/MAINTENANCE Section 1--Pipe line leakage.................. Leak surveys......................................... Leak repair........................................... Section 2--Loss of carrying capacity . .. Coefficient tests.................................... Remedies ............................................. Section 3--Cleaning and lining.............. Cleaning ................................................ Lining .................................................... Section 4--Cathodic protection.............. Section 5--Services.................................. Thawing ................................................ Cleaning ................................................ M23 M24 M24 M25 M26 M26 M26 M28 M29 M30 M31 M31 M31 M31 M32 M32 M34 M34 M35 M3S M35 M3S M38 M40 M40 M41 M42 M42 M42 M42 M43 M43 M44 M44 M44 M45 M45 M45 M45 M45 M46 M47 M47 M47 M47 FOREWORD this manual of practice, the second in a projected series to be published by water and wastes engineering, has been prepared for a specific purpose; namely, to assemble, digest, collate, and organize basic information on pipes and piping systems used in water supply systems. No manual of this size or type can include all of the myriad of details that apply to different types of pipe materials, their design, installation, and maintenance. This manual is not intended to be a detailed compendium. It M 2 | WATER AND WASTES ENGINEERING CTDO29339 was prepared to provide concise and basic information on the general subject. A glossary of terminology relating to pipes and piping will appear in Manual of Practice No. 3/Wastewater Systems Pipes and Piping. It is hoped that this manual will be of interest and use to managers, superintendents, designers, engineers, and oper ators of municipal and investor-owned utilities and industrial water supply systems, and to teachers and students as well. water and wastes / engineering / MANUAL OF PRACTICE NUMBER TWO WATER SYSTEMS pipes and piping PART 1/ PIPING SYSTEM DESIGN the origin of the closed conduit, or pipe, is unknown, but in importance to mankind, its discovery ranks only be hind those of fire, the wheel, and the lever. It is known that copper pipes were used in Egypt in 3800 B.C. The Chinese probably used hollow bamboo as pipes about the same time or even earlier. Tile pipe was used in palaces in the Middle East in 2500 B.C., and by King Solomon in 1500 B.C. Lead pipe was used for service connections to aqueducts by the Romans between 300 B.C. and 450 A.D. Modern water pipe had its origin in the development of cast iron cannons in Europe in the mid-14th century. Early water pipes in England and America were bored logs. The first cast iron water distribution system in England was laid in 1774; and the first in America'was in Philadelphia in 1802. All other water piping system materials now being used have been developed since 1900. The importance of water pipe lines to the economy and to the water industry is evident from these facts: As a transportation system, water pipe lines cany a greater tonnage of product per day than any other single transportation system. Approximately two-thirds of the total value of water supply systems is in the transmission and distribu tion systems. Approximately 80 percent of the value of a distribu tion system is in piping and valves. In the five-year period 1961-65, approximately 48 per cent of the total construction costs for water supply systems was for transmission and distribution (19 and 29 percent, respectively). There are four types of p.iping systems in water utilities: transmission lines, distribution mains, services, and in-plant systems. Pipe lines are fixed-installation facilities; they contain no moving parts (except in valves). Therefore, pipelines do not operate; neither are they operated, per se. Any discussion of transmission and distribution system operation actually re fers to the water that flows in the pipes. Included in the subject of operation of these systems are these topics: boost er stations, centralized control, extension of mains, fire flow tests, leakage surveys, metering (main line), nonrevenue water, pump control, records, sanitary checks, storage, and valves and hydrants. The latter topic on valves and hydrants is scheduled for coverage in Manual of Practice No. 4, and the other topics will be covered in another scheduled manu al on distribution system operation. Operation of services is, in reality, a matter principally of metering and customer service, to be covered in a manual on management. Operation of inplant piping systems will be covered in a manual on treatment plant operation. BY GEORGE E. SYMONS, PH.D. Dr. Symons is editor of water and wastes engineering. He is a Diplomate of the American Academy of Environmental Engineers; a Fellow of ASCE and APHA: Life Member and Fuller Awardee of AWWA; an Honoraiy Member of WPCF; and a Member of ACS, AlChE, A1DIS, and NSPE. Author of numerous articles on water supply and wastewater disposal, he was editor of 29 design criteria manuals for the Engineering Facilities Command, U. S. Navy, and author and editor of two manuals on operation and maintenance of water supply and wastewater disposal systems for EFC of the U. S. Navy. Section 1--Transmission Lines Transmission lines are pipes (or open conduits) that carry water from a source of supply to a treatment works or from a treatment works and/or main pumping station to a distribution system in a community. The design of transmission lines must take into account these factors: location, type, carrying capacity (size), oper ating head and velocity, friction loss, material of construc tion, and installation conditions. Location Information required for the design of transmission lines includes a topographic map, soil map, and climatic data. If the line is to be a tunnel, a geologic survey is also necessary. The route selected should provide economical construc tion and also have as many as possible of the following characteristics: gravity flow; shortest possible distance; few, if any, peaks and depressions; accessibility for construction and repairs, and freedom from landslides and flood waters. When possible, it is often desirable to lay transmission lines along highways to avoid right-of-way costs. However, such locations should be used only if there is assurance that no future relocation will be required when the highway is widened, regraded, or moved. Type of line Choice of line type depends on several factors; for ex ample: Aqueducts or canals may be used under special circum stances but are not usually employed in this country. Tunnels, either gravity or pressure, may be used if there is no alternative or where economy of construction dictates their use. Pipe lines are generally preferable to other types, but they should be designed for gravity flow, if possible, to avoid pumping costs and to reduce line pressure. Capacity Transmission lines should be designed to meet future needs, domestic demands, fire flow demands, and flow ve locity limitations. Future requirements. Transmission lines should be sized to provide the capacity that will be desired at least 25 years hence. This capacity must be sufficient to provide domestic, industrial, and fire flow demands. In some cases, it may be desirable to lay two parallel lines, some distance apart, each line with a capacity equal to 75 percent of the capacity required 25 years later. The actual pipe size (diameter) should be such as to provide the desired capacity at the design working pressure. Domestic demand. The per capita consumption to be pro vided varies with the size of the community. Statistical data for I960 by Seidel and Cleasby1 show that water produc tion is related to population size (Table 1). These data show that water consumption (production) varies with community size and that the ratio of mean con- CTD029340 MAY 1967 I M 3 Steel transmission main in mountains of Utah. sumption to maximum demand may range from 1 : 4 in small communities to 1:1.6 or 1:1.9 in large cities. A compromise design criteria should provide transmis sion lines with 150 percent of mean consumption, or pro vide storage on the distribution system for peak loads. With out storage, the capacity must be able to meet peak hour de mands. TABLE 1--WATER UTILITY PRODUCTION BY POPULATION GROUPS Production (gpcd) Group Population Min. Max. Mean i 1000 (85) 2 1,000-5,000 29 495 121 3 5,000-10,000 29 446 123 4 10,000-25,000 30 353 124 5 25,000-50.000 52 543 137 6 50,000-100.000 45 371 129 7 100,000-250.000 66 359 137 8 250,000-500,000 71 214 131 9 500,000 73 274 147 4-9(1960) 128 4-9(1955) 137 . 4-9(1950) 138 Fire flow. Water system capacity must meet the criteria of the American Insurance Association (AIA), formerly NRFU. In general, it is necessary to provide sufficient flow capacity to meet both domestic demand plus a fire-flow ca pacity according to this equation.2 gpm = 1020X1* X (1 - 0.01 Vp) ' where P = 1000 persons Eq. 1 The AIA generally requires that this fire-flow capacity be available for 10 hr in cities of 6000 or more and for 4 to 9 hr in communities of 1000 to 5000 population. Where it is uneconomical to provide this fire-flow capacity plus domes tic demand, then storage on the distribution system must be provided to meet this fire-flow demand. Burdick'* developed a table of rates of flow requited and storage necessary in communities of various sizes (see Table 2). These data are applicable to both transmission lines and distribution systems. Flow velocity. Velocity of flow is a factor in capacity as are operating head and head loss. Velocities should normally be 5 fps or less because of high friction losses. If higher velocities are necessary, however, they should not exceed 15 fps in pipe or 12 fps in unlined tunnels. M 4 | WATER AND WASTES ENGINEERING Materials The various materials available for water supply system pipe lines are set forth in Table 3, adapted from NAVDOCKS DM-5, (Facilities Engineering Command, U. S. Navy) ,4 Selection factors include corrosion resistance, strength against internal and external pressures, hydraulic character istics installation and field conditions, and economic con siderations. These factors will be covered in Part 2 of this manual. Structural requirements. All pipe selected should meet the requirements as set forth in the standards and hand books of the American Water Works Association. (See Table 4.) Protective coatings that provide corrosion resistance must be used wherever soil or water conditions warrant. For in formation on protective coatings see Part 2 of this manual. Installation Criteria for and methods of installing transmission pipe lines are given in Part 3 of this manual. Interconnections should be provided, wherever pqssible, with nearby potable supplies. Section 2--Distribution System Distribution systems are pipelines (mains) that carry water from transmission Jines and distribute it throughout a community. Distribution systems include a network of mains plus distributing reservoirs, elevated storage tanks, booster stations, valves, hydrants, and service lines. (Note: this manual of practice deals only with mains and service lines; other elements will be covered in future manuals.) Components Arterial mains. Sometimes called trunk mains or feeders, arterial mains are pipe lines of fairly large size connected to transmission lines, and they feed the distribution network. All major demand areas should be served by an arterialloop system. Where possible, arterial mains should be laid in duplicate, but not in the same street. It is preferable to lay two moderately-sized arterial mains a few blocks apart than to lay a single large main. If laid in duplicate, arterial mains should be cross-connected at intervals of one mile or so, with the valving arrangements necessary to provide iso lation of areas. Air relief valves and blowoffs need to be pro vided at high and low points respectively. Interconnections should be provided, either on transmission lines or arterial mains, to nearby potable supplies. Distribution mains. All major demand areas should be supplied by distributors tied to the arterial loop to form a complete gridiron system, without dead ends. Areas of extra hazard should be tied into two arterial mains where possi ble. Tree arrangement systems are not recommended. Minor distributors. These components make up the sec ondary system or grid; they supply fire hydrants and domes tic and commercial consumers. TABLE I--RATES OF FLOW REQUIRED IN CITIES OF VARIOUS SIZES Population 1,000 2,000 4,000 10,000 28,000 60,000 100,000 200,000 150% of Flow at probable 140 gpcd max. daily (mgd) flow (Riga) 0.14 0.28 0.56 1,40 3.92 8.40 14.00 28.00 0.21 0.42 0.84 2.10 5.88 10.60 21.00 42.00 100% ot probablo hourly peak (mgd) 0.42 0.84 1.68 4.20 11.76 21.20 42.00 84.00 Storage for hou rly Max. rate peak for fire (20% of protection max. day) (mgd) (mil gal) 1.44 2.16 2.88 4.32 7.20 10.08 12.96 17.28 0.04 0.08 0.13 0.42 1.17 2.12 4.20 8.40 CTD029341 Malarial* Asbestos-cement Cast iron (cement-lined) Cast iron (ductile) (cement-lined) Concrete (reinforced) Concrete (prestressed) Steel Diam. (In.) 4-36 4-48 4-30 12-168 16-120 4-120 CTD029342 TABLE --TRANJMIJS10N AND DISTRIBUTION PIPELINE MATERIALS Normal max. working prasaura (P*l> 200 Corrosion resistant: good flow charac teristics; light weight; easy handling; low maintenance Disadvantages Low flexural strength in small sizes; more subject to impact damage; diffi cult to locate underground 350 Durable and strong; good corrosion re Subject to electrolysis and attack from sistance; easily tapped; flow charac acid and alkali soils; heavy to handle teristics good 350 Durable, strong, high flexural strength; Similar to cast iron lighter weight than cast iron; greater carrying capacity for same external di ameter; fracture resistant; easily tapped 50 Durable with low maintenance; good May deteriorate in alkali or soil, if ce corrosion resistance; flow character ment type is improper, or in acid soil if istics good; resists backfill and external not protected loads 250 Durable, low maintenance; good corro Same as above sion resistance; good flow character istics; resists backfill and external loads High Light weight and easily installed; high tensile strength; low cost; good hy draulically when lined; adapted to loca tions where some movement may occur Subject to electrolysis; external corro sion in acid or alkali soil; poor corrosion resistance unless properly lined, coated, and wrapped; low resistance to external pressure in larger sizes; airvacuum valves imperative large sizes; subject to tuberculation when unlined TABLE 4--AWWA STANDARDS FOR WATER PIPE Pipe material Asbestos-cement Cast iron Concrete Ductile iron Steel AWWA Standard no. C 400-65, H2-64 H 1-67, C104-64, C106-62, C108-62, C 110-64, C 111-64, C112-65 C 300-64, C 301-64, C 302-64, H 3-65, C151-65 C 201-60T, C 202-64T, C 207-55, C 208-59 High service systems. Separate distribution systems that serve areas on high ground or where high pressure require ments exist are called high service systems. Valve system. Shut-off valves should be provided to -sectionalize the distribution system. The sections should be laid out so that most of the flow will be maintained if any one section is cut out of service. Valves for sectionalizing pur poses should be spaced at 1200 ft intervals and at all branches from arterial mains. Where line intersections exist in a grid, no more than one branch, preferably none, should be without a valve. (Note: valve and hydrant selection, installation, and operation will be covered in Manual of Practice No. 4.) Where cross con nections are made between an industrial and domestic sup ply, the connection must be by a backflow preventer that has state health department approval. System planning Information required for distribution system planning and operation includes a topographic map of the area served, location of other utilities, maps of the system, and quantity and pressure requirements. Maps. A topographic map (400 ft to the inch) should show the following information for the entire system: The existing system Present and planned streets Areas outside the system (possible future expansion) Ground level elevations and contours Streams, grade changes, topographic features Installed utility lines including sewers, storm drains, gas and steam lines, and underground electric and telephone cables Population densities in different areas Normal water consumption by areas Pressure at strategic points Sectional maps, usually 24 by 36 in., scaled 50 or 100 ft to the inch, should be drawn for the entire system and should show complete details including valve and hydrant locations. Maps scaled at 20 ft to the inch may be desirable for intersections or congested areas. Distribution system record books should be keyed to the sectional maps. Layout. Distribtuion system layout may be designed to fit one of three configurations or a combination. Loop. A complete loop, or belt, of arterial mains around the area, with branches projecting inward to serve the dis tributors (see Fig. 1). Gridiron. All ends of distributor mains are connected to eliminate dead ends (see Fig. 2). This arrangement may be come a loop system or it may be a single arterial main through the area, with the branches looped. Tree, This arrangement consists of a single arterial main that decreases in size with length. Branches are taken off at right angles, with sub-branches from each branch. Growth planning. System planning must include a long range program for di.tribution system growth. This pro gram should include regular revisions of growth charts showing population data and average- and maximum-day pumpage plotted against years. Projection of these data should be made each year for 10 years hence. The projected data should include population growth and domestic water usage and also expected growth of commercial and indus trial water usage. In large cities, such future projections and planning should be made for important growth areas within the community. Sizing mains The size of a main is a measure of its carrying capacity, and sizes must be selected to provide the flow (capacity) to meet domestic, commercial, and industrial demands plus the fire flow required under the maximum-day demand conditions and pressure required in the area to be served. MAY 1QB7 I M A DI5T RIBUTION MAIN \ ART IRIAL /wain--^ TRANSMISSION LINES- Fig. 1. Arterial loop system. Fig. 2. Grid type of distribution system. These capacity criteria should be for the needs anticipated 25 years hence. Minimum pipe sizes. No main in a distribution system should be less than 6 in. in diameter, a limitation suggested by the American Insurance Association. For sound design, it is desirable to select the next size larger than that indicat ed by calculations of pipe size required. The American Insurance Association further recommends that minimum pipe sizes should be governed in part by the type of area served, for example: High value districts should have minimum pipe sizes of 12 and 8 in.; residential areas should have minimum sizes of 8 and 6 in. The smaller sizes should be used only when they complete a good grid. Quantity requirements. Domestic usage requirements for any service area should be based on the data in Table 1, ad justed for commercial and industrial factors and population growth factors. Fire flow requirements should be based on Eq. 1, and the conditions set forth by the AIA.2 AIA has set required fire flow (in gpm) for cities of 1000 to 200,000 population and the hours of duration that this flow must be 'maintained in these various city sizes.2 In residential districts, the fire flow is determined on the basis of structural conditions and congestion of buildings.2 TABLE S--TYPE OF RESIDENTIAL AREA VS. FIRE FLOW REQUIRED Area description One-third of the lots have buildings of low height and small area Buildings of larger area or greater height Closely built, or high value residences, apartments, etc. Densely-built districts with 3-story or higher buildings Flow required (gpm) 500 1000 1500-3000 6000 M 6 | WATER AND WASTES ENGINEERING In this respect, AIA sets the limitations shown in Table 5. Pressure requirements. Minimum static pressure at all fire hydrants should be 30 psi; pressure should be higher in areas requiring high fire-flow capacity. Pressures at con sumers' residences should be at least 20 psi, preferably 30 psi. For buildings up to ten stories, the pressure should be 50-65 psi. Flow capacity. Pipe-carrying capacity depends on pipe size, pressure, flow velocity, and head loss resulting from friction. Friction factors include roughness of pipe and Reynolds Number, which depends on flow velocity and pipe diameter. The required pipe size is calculated from required flow (in gpm), head loss for pipe length desired, and flow veloci ty. The Hazen-Williams formula (Eq. 2) is: V = 1.318 CR063 s0 M Eq. 2 where V = flow velocity (fps) c = Roughness coefficient CTD029343 R = hydraulic radius of pipe (ft) hydraulic gradient (ft per 1000 ft) The applications of this formula has been simplified by the use of a special slide rule (Fig. 3).* Nomograms, for solving the Hazen-Williams formula, may be used in place of the slide rule.** A number of these published nomograms are listed in a reference work on nomograms.5 Also useful are charts based on the Hazen-Williams formula for differ- * This slide rule may be obtained, free, from The Cast Iron Pipe Research Assn., Chicago, 111., or from the Grinnell Co., Providence, R. I., Interpace Pipe Div., Parsippany, N. J., American Concrete Pipe Assn., Chicago, IU., and CertainTeed Products Corp., Ambler, Pa. ** Available from Johns-Manville, New York, N. Y. Fig. 3. Hazen-Williams slide rule. Inplant piping system in pump station. ent pipe sizes.6 Useful tables of cast iron pipe based on the Hazen-Williams formula have been published for various pipe sizes and various C-values.7 Table 6 lists C-values of new pipe of various materials and age. In making flow calculations for pipe line design, it is good practice to use C-values shown in Table 7. For old lines, these values should be reduced. TABLE 6--0-VALUES OF VARIOUS PIPE MATERIALS Pipe material C-value Asbestos-cement 140+ Cast iron (new) 140+ Bitumastic enamel, centrifugally applied 140+ Cement-lined, centrifugal method, actual diameter 140+ Pit cast, tar dipped 140 Cast iron (20 years old) 100 Tar dipped (inactive water) 130 Bitumastic enamel (inactive water) 135 Cement lined 140 Tuberculated 100* Concrete (quality pipe) 140+ Ductile iron (cement lined)** 140+ Plastic 140+ Steel 140+ Wood stave (smooth) 120 * Less with high degree of tuberculation Greater capacity because of larger internal diameter for normal out* side diameters. TABLE 7--PREFERRED C-VALUES FOR FLOW CALCULATIONS Type of line Transmission lines Arterial mains Distribution mains Old New C*value 140* 130 120 100 In the absence of growths. System analysis. Where the distribution is extensive, it is necessary to analyze the system and balance the flow among all areas in relation to demand. This computation involves determination of the take-off quantity from the arterial mains to the various branches and sub-branches and deter mination of the hydraulic grade line of the system. In short, this analysis requires a plot of the pressures and flows at points throughout the system. There are five principal methods for system analysis: Electric network analyzer, Hardy-Cross method, equivalentpipe method, graphical method, and uncontrolled trial and error. It is also possible to construct a hydraulic model, but this method is exacting and expensive. The electric network analyzer is most useful, but the equipment is expensive, unless it can be used for continuous updating of the system. The Hardy-Cross method8 involves many calculations, but the time-consuming operations can be reduced by the use of a computer. The equivalent-pipe method technique0 offers a simpli fied, yet effective approach to distribution system analysis. Materials The selection of materials for distribution mains should be based on the same criteria that are used for transmission lines; see above and Tables 4 and 6. In addition to meeting these criteria, distribution mains must also be easily tapped. Corrosion protection and maintenance of flow conditions are also important; see Part 2. Installation. Criteria for installation procedures and methods of installation are covered in Part 3. Section 3--Services Services or service lines are pipes of small diameter that run from distributor mains or branch mains to customers' premises. Materials The selection of service line material is influenced by the following factors: size, durability, water characteristics, cor rosion resistance, availability, ease of installation, mainte nance, and economics. All of these factors should be taken into consideration before materials are selected. Types of material. Lead was probably the earliest materi al used for service lines. (It was used in Rome about 300 B.C.) This metal is no longer popular for service lines be cause of its cost and its tendency to dissolve in soft waters at low pH. Copper is now the most popular service line material. Approximately half the water utilities in the United States use copper exclusively, and most of the other half use more copper than other materials. Plastic pipe has gained in pop ularity for service line use; as its formulations improved, ap plication experience grew. Several types of material are available for service line use, including a number of plastics. Plastic pipe selected for potable waters should meet ap proved specifications and should carry the seal of approval of the National Sanitation Foundation. Sizing services Modern practice must take into account the customer de mands including peak-hour demands for lawn sprinkling, dish-washing, laundering, and other household uses. Minimum service-line size should be 3/4 in., preferably 1 in. For large residences with many baths and large lawns, service lines should be 1-1/4 or 1-1/2 in. Multiple dwelling buildings require larger services. The City of Richmond, Va., relates service-line size to number of fixtures, or combi nations of fixtures, together with flow in meters of different sizes, through the use of tables and charts.10 CTD029344 MAY 1967 I M 7 u Air lines Chemical feeding Filter piping Gas lines Heating systems High service Low service Plumbing Pump discharge Pump suction Sampling lines Wash water system Asbestoscement V V V V V V V V V V Cast iron V V V V V V V V V V V V TABLE I--INPUNT PIPING MATERIALS Concrete Galvanized Copper Iron Glass VVV VVV V VVV VV V V V V V VVV V Plastic V V V V V V V Rubber V V V Steel V V V V V V V V V V V V Wrought iron V V V V V V V V V V Rule-of-thumb is not good practice for determining the size of service lines. It is necessary to consider not only the customer demands as estimated from an analysis of fixtures and other factors such as lawn sprinkling, but also the ex pected hydraulic losses. These losses can be relatively high, as indicated by the following data. For a 3/4-in. copper service line 40-ft long and a 5/8-in. meter, the hydraulic friction loss at a flow of 10 gpm is approximately 13 psi. If 30 psi is available at the main, such a loss would leave only 17 psi of head at the house to overcome static head from basement to top floor and fric tion loss in the plumbing system. This pressure is insuffi cient for good service. A 1-in. line would have a friction loss of only 5.5 psi for the same installation. Some indication of the range of hydraulic friction losses is shown in the following data on 1/2- and 3/4-in. service lines. Flow rate (gpm) 1 10 20-ft line 1/2-in. 3/4-ln. 0.28 0.19 15.6 10.73 Friction loss (psi) 100-ft line 1/2-In. 3/4-in. 1.4 0.4 78 22.7 These data show clearly why small service lines should not be used. Complete tables and curves for hydraulic fric tion losses have been published by the American Water Works Association.7 Location and ownership In rapidly growing areas, taps may be made and corpora tion cocks installed on mains as they are laid, with the ser vices spaced according to lot width. About half the water utilities in this country follow this practice, but there are sound reasons for not doing so. The principal objections to this practice are: the service line may be the wrong size or poorly spaced when the area is developed; there is a possi bility that many connections will not be used; and such ser vices are possible sources of leakage. About half of all services are owned by the, utility and half by the customer, but utilities install approximately twothirds of all services (about 20 percent are charged to the customer). When services must be replaced before street re surfacing or installation of permanent pavement, the cost is borne by the utility about 70 percent of the time. Installation Criteria for installation procedures are covered in Part 3. Section 4--Inplant Piping Inplant piping systems include pipes and piping in pump stations, treatment plants and filter galleries. Design Factors important in the design of inplant piping systems include: use (application or service), material selection, M 8 | WATER AND WASTES ENGINEERING size, pressure, flow capacity, and layout and arrangement. The selection of pipe size and material will depend on the required flow capacity and working pressure of the fluid to be handled. Material selection Table 8 lists various uses or systems and types of pipe generally suitable for use. Final selection of the material must include all factors listed above. Layout and arrangement Whatever the particular service of the system, piping should always be arranged to provide a minimum interrup tion of service as a result of any one piping break or outage. This rule is particularly applicable to low and high service lines and suction and discharge headers. Layout of piping and valves should be systematic and should conform to the placement of pumps and other equip ment, with a minimum of bends and fittings so that head loss is held to a minimum. Piping arrangements should provide for easy access to pumps, valves, and other equipment during installation or maintenance procedures. Suction piping, in particular, should be carefully designed to avoid air pockets. These lines should rise gradually to the pump. Eccentric reducers should be used to prevent the for mation of air pockets. Color coding It is highly desirable to color code all pipe lines in every inplant piping system. A standard color-code system11 has been developed by the U. S. A. Standards Institute (former ly the American Standards Association). Most water plant designers and managers prefer some variations of this stand ard system. Whatever the colors selected, they should be easily recognized. Include the following items in the lines to be color-coded: Air lines Chemical feed lines (color code each chemical) Chemical feeder waste lines Filter lines Gas lines Heating systems High service (finished water) Low service (raw water) Potable water systems Plumbing waste line (sewers) Sampling lines Washwater system Color-coding systems may employ solid colors, or solid colors plus distinctive bands, and lettered labels at points where the information is desirable. Directional arrows on all lines are also desirable. The colors and shades should be easily visible and recognizable in the light available at all locations. CTD029345 wateernagnidnewearsintegs // manual F practice number WATER SYSTEMS pipes and piping PART 21 PIPE MATERIALS For use in transmission and distribution systems, pipe materials must have certain characteristics: Ability to withstand internal pressure and external load Ample tensile strength Resistance to beam load failure Maximum flow capacity for particular pipe size Resistance to aggressive soils and waters Long life, toughness, imperviousness, ease of tapping, and tight joints The following sections discuss various types of pipe mate rial including design and manufacture, pipe sizes, testing, protective coatings, joints, and shipping. Section 1--Asbestos-Cement Pipe The ingredients used to make asbestos-cement pipe are simple: asbestos fibers, silica sand, and cement. Although asbestos fibers make up the smallest percentage of the total volume of pipe material ingredients, their high tensile properties add significantly to the overall pipe strength. Asbestos is a mineral fiber produced by extreme geologi cal pressures during the formation of the earth's crust and is found in many countries. It is both strong and silky. Three types occur: chrysotile, amosite, and crocidolite. Most of the asbestos used in this country comes from Canada and South Africa. Design Asbestos-cement pipe was first made in Europe in 1913, and it was introduced into this country in 1929. As a water pipe, it is designed to meet the conditions of installation and service. Factors of design. Pipe strength design is determined by consideration of these factors: internal pressure, external load, and safety. The method for selecting the pipe-wall thickness is set forth in detail in AWWA Handbook H-2 entitled "Standard Fig. 4. Load-pressure curve for pipe. CTD029346 Fig. 5. Three-edge bearing test for A-C pipe. W represents load: R, approximately 0.5 in., the radius of the bearings; D, the nominal diameter of the pipe; and C, the clear space between wooden supports. C should be 0.5 in. for diameters of 12 in. and under, 1 in. for 14 to 24 in. inclusive, and 2 in. for 30 in. and over. Practice for the Selection of Asbestos-Cement Water Pipe."12 The following paragraphs describe the method. Combined loading. The relationship between the com bined effect of internal hydrostatic pressure and external loads is represented by an empirical parabolic curve (Fig. 4) and the following equation: w = W, ~P P Eq. 3 where w = external load at which the pipe will fracture in combination with internal pressure p (lb per lin ft) * W = crushing load of pipe in a three-edge bearing test, with no internal pressure (lb per lin ft) p =: internal pressure at which pipe will fracture in combination with external load w* (psi) P = bursting pressure of pipe when no external load exists (psi) Three-edge bearing test, see accompanying description. Three-edge bearing load. The usual method for determin ing the crushing strength (W) is the three-edge bearing test (Fig. 5). It is necessary to adjust the value obtained from MAY 1967 I M 9 where Ws,- = load on the pipe (lb per lin ft) P = concentrated load on pipe (lb) F = impact factor due to dynamic load of mov ing vehicles (see Table 10) Cs = load coefficient* L = effective length of pipe (ft); use 3 ft for pipe lengths greater than 3 ft and actual length for lengths less than 3 ft * Load coefficient is a function of BC/2H and L/2H; where Bt is pipe diameter (ft), H is distance from ground surface to top of pipe (ft), and L is effective pipe length (ft) (data for these values may be obtairibd from tables in AWWA Handbook H-2).'1 Manufacture of asbestos-cement pipe. this test to field conditions because of the supporting strength of the installation conditions. Therefore, a load factor is applied to the three-edge bearing loads to correlate them to field loads. In this relationship, the value is ex pressed as the external load calculated by multiplying the three-edge bearing load by the bedding conditions load fac tor. Table 9 shows typical field installation conditions and the load factor for various pipe sizes. TABLE *--RELATION OF BEDDING CONDITIONS, PIPE SIZE, AND LOAD FACTORS FOR ASBESTOS-CEMENT PIPE Bedding condition (doss) Description Pipe size (in.) Load factor A Gravel or sand base; backfill tamped 4-12 1.7 14-20 1.8 24-36 2.0 ' B Same as A; but backfill not tamped 4-36 1.5 C Pipe laid on earth mounds or pipe 4-12 1.3 barrel on flat trench bottom with ex 14-20 1.4 cavated coupling holes; backfill 24-36 1.5 tamped D Same as C; but backfill not tamped 4-36 1.1 External loads. Two factors contribute to external loads on pipe: backfill and superimposed loads (either static or moving, or both). Gravity earth loads are computed on the theory18 that the load on a buried conduit is equal to the weight of a prism of earth (interior prism) directly over the pipe, plus or minus frictional shearing forces transferred to that prism from adjacent prisms of earth. The general equation for this theory is: W = Cw B*2 31 4 Eq. 4 where W = vertical load on conduit due to earth load (lb per lin ft) w = weight of earth (lb per cu ft) B = trench width or pipe outside diameter depend ing on installation conditions (ft) C = coefficient consisting of four factors: (1) ratio of fill height to trench or conduit width (2) shearing force between interior and ad jacent earth prisms (3) direction and amount of relative settle ment between interior and adjacent earth prisms for embankment conditions (4) rigidity of conduit support for embank ment conditions Superimposed loads are determined by this equation: PF Wbc Cs -j- Eq. 5 M 10 | WATER AND WASTES ENGINEERING TABLE ID--IMPACT FACTORS DUE TO MOVING VEHICLES (FOR ASBESTOS-CEMENT PIPE) Type of traffic Highway Railway Airfield runways Airfield taxi ways, aprons Impact factor (F) 1.50 1.75 1.00 1.50 Internal pressure. Possible hydrostatic pressure within the pipe results from a combination of operating pressure and surge pressures. Operating pressures are determined from the service provided. For normal service installations, a safety factor of 4.0 is applied to operating pressure in the combined internal-external loading calculation, which is more than adequate for most surge conditions. For excep tional surge conditions, water hammer allowance is calcu lated by special equations (see AWWA Handbook H-2).12 Safety factor. In developing the selection curves,12 a safety factor of 4.0 was applied to internal pressures and a factor of 2.5 to external loads. Pipe selected from the curves12 will have a safety factor of 2.5 for internal pres sure when combined with a safety factor of 2.5 for an exter nal loading of the normal earth load plus a 10,000-lb wheel and impact load. Pipe classes. According to AWWA Standard C400-65,14 asbestos-cement pipe intended for water service is manufac tured in three classes: Class 100, Class 150, and Class 200; to be used respectively for operating pressures of 100, 150, and 200 psi. Detailed requirements for this type of pipe, set forth in the AWWA Standard,14 will be discussed in the paragraphs under the topic "Manufacture." Selection curves. From calculations of the combined loading factors for different laying conditions, pressures, external loads, etc., a set of selection curves for asbestos-ce ment pipe have been published in the AWWA Handbook H-2.12 Two of these sets of curves are shown in Fig. 6. Thickness and surfaces. The AWWA Standard C400- 6514 requires the wall thickness of the machined portion of any length of pipe to be within 0.08 in. of the manufactur er's standard, for pipes with a wall thickness of 1 in. or less, and within 0.10 in., for pipes with a wall thickness greater than 1 in. The standards also require the inside of each pipe to be free from bulges, dents, and tears that could cause a varia tion of more than 0.2 in. from the diameter of adjacent areas. Couplings must be free of dents and gouges. Flaking of the exterior surface and edge of machined ends may not extend back more than 0.50 in. from the end, or have a depth of more than 0.125 in., and may not extend more than 0.50 in. around the perimeter at any point. Manufacture The manufacture of asbestos-cement pipe begins with the opening of the natural "bundles" of fibers. The individual strands are spread apart to develop the ultimate strength of the fiber. The fibers, finer than human hair, are placed in a CTD029347 DESIGN EXTERNAL LOAD (ib/lin ft) 0 1000 4000 MOO 1000 10,000 DESIGN EXTERNAL LOAD (Ib/lin ft) 0 1000 4000 MOO *000 10,000 Fig. 6. Examples of A-' special machine for the bundle-opening operation and are cleaned electromagnetically to remove any iron compounds, which are frequently associated with asbestos deposits. Materials. Besides the asbestos fiber, asbestos-cement is composed of portland cement, or portland blast furnace slag cement, or portland pozzolana cement, and silica. The amount of each used varies but is usually in the following ranges: asbestos, 15 to 20 percent; silica, 32 to 34 percent; and cement, 48 to 51 percent. Process. After the asbestos is milled and cleaned, the var ious types of fibers are blended and stored in hopper bins. The portland cement and finely ground silica are also stored in bins. The ingredients are weighed automatically in the proportional amounts and discharged to a series of blend ers, where they are physically and thoroughly mixed. To this mixture is added a metered amount of water, and a slurry is produced for transport to the pipe-making ma chines. Pipe production. The following brief description of pipe manufacture' is based on the material in Section V of "Sew ers for Growing America."16 The slurry is discharged into vats in which are located long revolving drums covered with a fine-mesh screen. The solid mixture deposits as a thin film on the screen, and water drains through as the drums rotate. The rotating drum carries the film to a point where it makes contact with a moving felt. The thin continuous sheet is transferred to the felt, which moves the film to the next step. The drum length and felt width are slightly more than the finished pipe length. The film and felt pass over a vacuum box, where excess water is removed, and then come in contact with a rotating, smoothly-polished, heavy-walled steel mandrel. As the felt and mandrel make contact, the thin film is continuously de posited on the mandrel until the desired pipe thickness is obtained. Hydraulic pressures on the felt compress the as bestos-cement mixture into a uniform, homogeneous solid with low water-content and high density. Heat drying. When the desired wall thickness has been reached, the mandrel and pipe are taken out of the pipe forming machine and placed in a heat chamber where the pipe wall sets. The mandrel is removed from inside the pipe, and the pipe is subjected to additional heat to increase the strength, rigidity, and stability for further inplant handling. Curing. Asbestos-cement pipe is cured by subjecting it to high-pressure steam in an autoclave. The purpose of the curing process is to reduce the content of uncombined calci um hydroxide that results from the curing of the portland cement mixes. The calcium hydroxide content is reduced to less than 0.5 percent. The result is a more stable and chemically-resistant cementing compound produced by reaction of the calcium hydroxide with the pulverized silica. Steam curing lasts 10 to 12 hr, after which the pipe is removed from the autoclave and trimmed to the standard length of 13 ft. Each pipe end is then machined to accept the cou pling unit. Couplings are produced in the same manner as pipe. Testing In accordance with AWWA Standard C400-65,14 as bestos-cement pipe for use in water lines is subjected to tests to ensure its proper service. All pipe and couplings are test ed in a normal air-dried condition. Hydrostatic test Every length of pipe is subjected to a hydrostatic test for a period of 5 sec. Test pressure are: 350 (Class 100); 525 (Class 150); and 700 psi (Class 200). All air is expelled from the pipe and the pressure increased at a uniform rate of not less than 100 psi per sec. From each 300 standard lengths of each size and class, one length is tested at pressures of four times the operating pressure for that class. MAY" 1967 | M 11 Cement-mortar coating being added to steel pipe. Flexure test Each pipe length of 4-, 6-, or 8-in. diam. pipe is tested for flexure for 5 sec, with the load applied at a minimum rate of 500 lb per sec. The pipe is placed on bear ing points 9 or 12 ft apart, depending on the pipe length. Pressure is applied at third points of the pipe length, onehalf of the total pressure being applied at each point. The total load applied for each pipe class is shown in Table 11. Each pipe must support the loads noted in Table 11 with no evidence of cracks or other defects. TABLE 11--FLEXURAL TEST LOADS FOR ASBESTOS-CEMENT PIPE Pipe size (in.) 4 6 8 Total applied load (psi) Clast 100 1200 2800 5330 Class ISO 1460 3700 7600 Class 200 1860 4900 10130 Crushing test. One length of pipe out of each 300 lengths of each size and class (or each lot of 100 if less than 300 in a lot) is subjected to a crushing test. A 12-in. specimen is cut from the unmachined section of the pipe and is placed on a two-edge bearing support (the distance between sup ports being determined by the pipe size),14 and the load is applied along the full length of the specimen. After 75 percent of the total load is applied, the loading is increased at a uniform rate of 2000 lb per min An ac ceptable test allows failure only after the total load applied exceeds the values given in Table 12. Rejection. When pipe test specimens fail to withstand 75 percent of the crushing load given in Table 12, the entire lot is discarded. When specimens fail between 75 and 100 per cent of the crushing test values in Table 12, testf are made on two additional specimens. If these do not meet the re quirements of Table 12, the entire lot of pipe IS rejected. Uncombined calcium hydroxide. Purchasers may specify a limit for uncombined calcium hydroxide. A standard test procedure utilizes phenolphthalein indicator, glycerol-etha nol solvent, and standard ammonium acetate solution,14 and the results are reported as the percent of uncombined calcium hydroxide by weight. Surface characteristics By virtue of its method of manufacture, asbestos-cement pipe is smooth on the outside, and due to the polished man drel used in its formation, it normally has a very smooth in terior boVe. Therefore no coatings of any kind are used. Because of its chemical composition, the pipe is unaffect ed by corrosive water or soils. With its smooth bore, it has 4 high C value at installation, a value that remains high throughout use. The low content of uncombined calcium hydroxide ensures that the leaching effects of soft waters will be at a minimum. Pipe sizes Asbestos-cement water pipe is supplied in standard sizes in each class as follows: 4, 6, 8, 10, 12, 14, 16, 18, 20, 24, 30, and 36 in. The average inside'diameter of a standard or random pipe length may not be less than the nominal diam eter by more than 5 percent for sizes through 16 in., and 1.5 percent for sizes 18 in. and above. Joints Asbestos-cement pipe lengths are joined by special cou plings, also made of asbestos-cement. These couplings, somewhat larger than the outside diameter of the pipe, are machined to fit over the machined ends of the pipe. Two flexible rubber O-rings are placed within the coupling prop er and make a water tight seal. These joints also provide some degree of flexibility in laying the pipe without leakage. Figure 7 shows a coupling for asbestos-cement pipe. Shipping Asbestos-cement pipe and couplings are marked with the manufacturer's name and a "T" to indicate that the pipe has been hydrostatically tested. Rubber jointing rings are marked for identification with size, year, and class of pipe with which it is to be used. The pipe is carefully handled, palletized, and loaded on trucks or railroad cars and tied down to prevent damage in transit. Installation and handling procedures are covered in Part 3. TABLE 12--CRUSHING TEST LOAOS FOR ASBESTOS-CEMENT PIPE slza (in.) 4 6 8 10 12 14 16 18 20 24 30 36 Load pplld(lb/llntl) Class 100 Class 150 4,100 4,000 5,400 5,400 4,000 5,500 4,400 7,000 5,200 5,200 5,800 6,500 7,100 7,600 8,600 9,200 10,100 10,900 8,100 12,700 9,700 11,200 15,900 19,600 Class 200 8,700 9,000 9,300 11,000 11,800 13,500 15,400 17,400 19,400 22,600 28,400 33,800 M 12 | WATER AND WASTES ENGINEERING Fig. 7. Coupling for A-C pipe. CTD029349 Section 2--Cast Iron Pipe Design There are two types of cast iron available for water pip ing systems: gray cast iron and ductile iron. Gray cast iron has a history of use that dates back more than 300 years. Ductile iron was developed in 1948, and its use has been in creasing since 1960. Gray cast iron. The characteristics of long life, toughness, imperviousness, and ease of tapping are provided in gray cast iron by the chemical composition of the metal, and carrying capacity is ensured by proper lining. (See discus sion on manufacture.) The ability of pipe to withstand in ternal pressure and external load are matters of design of strength and thickness of the pipe. Factors of design. Five factors determine pipe design: in ternal pressure, external load, safety, allowance for corro sion, and foundry tolerance. The method for calculating pipe wall thickness and strength for different pipe sizes and installation and operat ing conditions is generally termed the "American Standard Method of Design." A brief description here will serve to acquaint the reader with the fundamental principles of the method, details of which are set forth in AWWA Handbook H-l, entitled "American Standard for Thickness Design of Cast Iron Pipe."1* This empirical method of cast iron pipe design, based on a series of intensive research studies, provides the means whereby required barrel thickness can be established for use in any reasonable combination of internal pressure and ex ternal loads. The empirical relationship for the combination of external load and internal pressure at which a pipe will fail is shown in Fig. 4. The y-axis intercept of this curve represents the external breaking load (W), when no internal pressure exists. The xaxis intercept represents the bursting pressure (P), when there is no external load on the pipe. This load pressure curve is the basis of the system of barrel thickness computa tion, and the equation of this load-pressure parabola is ex pressed by this formula: W --------- w= VP - p Eq. 6 where w = external load at which the pipe will fracture in combination with internal pressure p (lb per lin ft) W = crushing load in three-edge bearing, with no in ternal pressure (lb per lin ft) p = internal pressure at which pipe will fracture in combination with external load w (psi) P = bursting pressure of pipe with no external load (psi) BACKFILL NOT TAMPED Fig. 9. Types of trench bottoms. BACKFILL TAMPED CTD029350 The value of P is determined from Eq. 7. Eq. 7 where t = pipe thickness (in.) S = bursting strength from full length bursting test (psi) d = internal diameter of pipe (in.) The value of W (lb per lin ft of pipe supported in threeedge bearing) is given by the following equation: t*R W= 0.0795 (d-ft) Eq. 8 where W = crushing load (lb per lin ft) R = modulus of rupture of the metal (psi) d = internal diameter (in.) t = wall thickness (in.) Modulus of rupture is determined from crushing tests in the three-edge bearing test (see Fig. 8), with the pressure applied at the top bearing uniformh; along the full specimen length. R values of 40,000 or 45,000 are standard for gray cast iron. This test is a convenient means for computing field conditions. External loads. The external load on a pipe consists of two factors: weight of backfill and weight of traffic plus im pact. The load-carrying capacity of a pipe is influenced by the laying conditions (see Fig. 9). The best method of laying pipe is the one that provides the highest load factor. The most common methods used and their load factors for 12-in. pipe are: A--Flat bottom trench, backfill not tamped (1.15) B--Flat bottom trench, backfill tamped (1.38) Where greater load capacity is desired, the pipe may be bedded in gravel or sand, with backfill tamped (load factor MAY 1967 | M 13 Hydrostatic testing of wrought iron pipe. All other types of pipe are hydrostatically tested in similar manner. Continuous weld wrought iron pipe is formed from skelp. Internal pressure. Internal pressure consists of two com ponents: normal working pressure and water hammer. The former is readily ascertained, but water hammer, caused by rapidly closing valves or stopping centrifugal pumps, may vary widely. An allowance of 70 to 120 psi is. made, de pending on pipe size. (See Table 13.) TMLE 11--ALLOWANCES FOR WATER HAMMER P(P *ll* (In.) 4-10 12-14 16-18 20 24 30 36 42-48 Water hammer (psi) 120 110 100 90 85 80 75 70 Design calculation. To determine the required barrel thickness, the calculation is made for two conditions: Case 1--normal working pressure plus backfill and traffic loads; Case 2--normal working pressure plus water hammer and backfill load. The thickness selected is the greater of these two values obtained from the calculations. There are eight steps in the calculation, as illustrated by the following example for the determination of the thick ness of a 16-in. gray cast iron pipe for a normal working pressure of ISO psi, installed with laying condition B in a trench of width (d + 2) ft and under 5 ft of earth cover. Step 1: Determine earth fill load for the laying condition, trench width, and depth of cover. (Diagrams and tables are given in AWWA Handbook H-l.)ia Divide the earth fill load by load factor for laying condition and pipe size, mul tiply by a 2.5 factor of safety. This is w for Case l. 1470 lb/ft w X 215 = 2570 Ib/ft 1.43 Step 2: Calculate truck load for two passing 18,000-lb axles with inboard wheels 3 ft apart. (Refer to diagrams and tables in AWWA Handbook H-l.)18 Adjust values ac cording to laying condition and pipe size. Increase the truck load by 50 percent for impact. Add the truck load to the earth fill load, divide the sum by the load factor, and multi ply by a 2.5 factor of safety. This is w for Case 2. 1.50 (393) -I- 1470 w X 2.5 = 3600 lb/ft 1.43 Step 3: Add water hammer allowance (Table 13) to the normal working pressure and multiply the sum by a 2.5 fac tor of safety. This is p for Case 1. p = (150 + 100) 2.5 = 625 psi Step 4: Multiply the normal working pressure by a 2.5 factor of safety. This is p for Case 2. p = 150 X 2.5 = 375 psi Step S: For Case 1, with w = 2570 lb per ft and p = 625 psi, use the appropriate nomograph in AWWA Hand book H-l,1 select a net thickness for 16-in. pipe of 0.39 in. Step 6: For Case 2, with w = 3,600 lb per ft and p = 375 psi, the required net thickness would be 0.38 in. Step 7: To the greater of the two thickness values ob tained in Steps 5 and 6, add a foundry tolerance (see table in AWWA Handbook H-l)18 and a corrosion allowance of 0.08 in. to obtain the calculated thickness. t = (0.39 + 0.08 0.08) = 0.55 in. Step 8: Refer to the table of Standard Thickness Classes in AWWA Handbook H-l,18 and select the thickness nearest the calculated thickness of Step 7. For the 16-in. pipe of the problem, select Class 22. Nomographs and charts are available from which it is possible to read directly the total thickness for conditions A and B and to make all the necessary calculations. Pipe classes. Cast iron pipe is not made in every diameter or in incremental thickness of 0.01 in., but it is available in standard manufacturing thickness classes. These classes are separated in weight by incremental increases of 8 percent. From these tables of standard classes, the pipe designer chooses the pipe class that gives the wall thickness nearest to that calculated as above. (See AWWA Handbook H-l.)18 Ductile-iron pipe. This type of pipe is stronger, tougher, and more ductile than gray cast iron. Its characteristics are due to the configuration of the free carbon or graphite in the iron. The method for thickness design of ductile iron pipe is presented in AWWA Handbook H3-65.17 The method is based on flexible-pipe principles and the characteristics that distinguish flexible pipe from rigid pipe. Particular consid eration is given to the reduction in bending stress from trench load by lateral soil reaction; the rerounding effect of internal pressure on the initial deflection resulting from trench load; and the fact that flexible pipe, in deflecting under earth load, transfers a significant part of the load to the side fill soil columns. Thickness selection. The required wall thickness for duc tile iron pipe is determined as the larger of the net values determined separately for external load (bending stress) and internal pressure (hoop stress). To this net thickness is added a corrosion allowance and a casting tolerance. The M 14 | WATER AND WASTES ENGINEERING CTD029351 Prestressing concrete pipe. final thickness for specifying and ordering is selected from a table of standard thickness classes.17 Steps in calculation. The directions for selecting the re quired pipe thickness are as follows: Step 1: Design for trench load and the usual field condi tions (A and B as for cast iron). Use tables in AWWA Handbook H3-6517 to determine the trench load per linear foot and the earth load and truck super load that is applica ble; then proceed with the calculation for the conditions in volved. Step 2: Design for internal pressure using this equation for hoop stress: where t = net wall thickness (in.) p = working pressure plus surge pressure (psi) D = outside/diameter (in.) s = design hoop stress (psi) Step 3: Select the larger of the two values from Steps 1 and 2. To this figure add a corrosion allowance of 0.08 in. and a foundry tolerance. The foundry tolerance will vary from 0.05 in. (for 3- to 8-in. pipe) to 0.08 in. (for 48-in. pipe). Step 4: Select the standard thickness class that equals the value obtained in Step 3. If the calculated value falls be tween two classes, select the larger class size. If the calcu lated thickness is less than the smallest standard class, select the smallest standard class. Manufacture The production of cast iron pipe begins with the melting of the metal in a furnace (cupola) and the addition of such other materials as contribute to final desired composition. Gray cast iroh pipe. Charges of iron, scrap, coke, and limestone are carefully weighed and proportioned to give the desired chemical composition to the iron. As the molten iron is withdrawn from the cupola to a ladle, small amounts of graphite ano ferrosilicon are added to adjust the carbon and silicon content; this is termed inoculation. The amounts of carbon, silicon, manganese, etc., although small, mate rially affect the structure of the iron. Chemical characteristics. Each of the chemicals added is controlled in amounts to produce the desired qualities in the castings. High carbon content produces soft iron; low car bon, hard iron. Silicon promotes graphitization, and high silicon content makes the iron softer. Manganese is added to minimize the detrimental effects of sulfur. Phosphorus makes molten iron easier to pour at low temperatures. In gray cast iron, the major part of the carbon content occurs as free carbon or graphite in the form of flakes inter spersed throughout the metal. An appreciable volume of graphite flakes makes gray cast iron more resistant to corro- Steel pipe (lined and coated) being loaded. sion than the purer forms of iron because graphite does not corrode. When gray cast iron does corrode, the products of corrosion adhere tightly, protecting the metal underneath. Graphite in cast iron also affects the machinability of the pipe, that is, it makes the pipe more easily tapped and threaded for insertion of a corporation cock. Casting. The first cast iron pipe was molded in a horizon- tal position in short lengths of 3+ ft. Longer pipe lengths were produced by placing the mold at a slight angle, and the length was increased to 5, then to 9 ft, the standard for about 200 years. With the advent of pit casting in 1846, and the adoption of vertical molds, lengths were increased to 12, then 16 ft. Centrifugal casting. There are two centrifugal casting processes. The first, sometimes called the de Lavaud process after its inventor, quickly produces pipe from the molten iron. The casting machine consists essentially of a cylindri cal water-jacketed metal mold mounted on rollers so that it can be rotated at high speeds. The molten iron is fed into the mold from a small casting ladle containing the measured amount of molten metal required to make one length of pipe of the diameter and wall thickness desired. The mold is rotated at original speed until it has cooled to approximately 1500F. The pipe is then removed from the mold. The casting operation requires 1-1/2 to 8 min, de pending on pipe length and diameter. From the casting ma chine, the pipe passes through an annealing oven and is then ready to be coated and lined. Sand-lined mold. A second process for casting pipe cen- trifugally is the sand-lined mold process. Molds are pre pared by either of two methods. In one, a metal cylindrical flask is placed on end, and a metal pattern corresponding to the outside diameter of the pipe is centered within the flask. Molding sand is rammed into the annular space between the pattern and flask, then the pattern is withdrawn. In the other method, no pattern is used, and the mold is prepared by centrifugally lining the flask with a thermosetting, resinbonded sand mixture. The mold is placed horizontally on a centrifugal casting machine, on which it is spun by rollers, and prior to casting, the mold ends are closed with cores, one forming a bell socket. Molten metal is added in exact amounts, while the flask is spun, until the pipe has solidified; whereupon the casting machine is stopped and the flask removed. Gray iron cast in rammed sand molds is allowed to cool in the mold before removal and does not require annealing. Pipe cast in resin-sand molds is removed after solidification and oven-cooled under controlled time-temperature conditions. Ductile iron pipe. Ductile iron is defined as cast iron with graphite in spheroidal (nodular) form. It is produced by adding an inoculant, usually magnesium, to molten iron. Chemical characteristics. Ductile iron is chemically akin CTD029352 MAY *1967 | M 15 Handling cast iron pipe from railroad car to truck. Helicopter transports plastic pipe for service lines. to gray cast iron of low phosphorus and low sulfur content; the latter obtained by desulfurizing in the cupola. Magnesium can be added, after the removal of sulfur, in a post-inoculation treatment with a silicon-base magnesium alloy. These process steps produce a change in the manner by which the graphite is formed during the solidification of the iron. In gray iron, the carbon is interlaced in flake form in the iron. In ductile iron the graphite appeal's as myriads of isolated spheroids (Fig. 10). The matrix becomes rela tively continuous, and the strength, ductility, and impact re sistance of the metal are increased. Fig. 10. Microstructure of gray iron and ductile iron at same magn ification. The mechanical properties of ductile iron are unlike those of gray iron. Ductile iron has a definite yield point, with a modulus of elasticity of 24 million psi. As a result of an extensive period of testing by manufac turers, it was determined that measurement of tensile and impact properties of test specimens cut from a pipe could define the basic quality of the ductile iron in the pipe. The minimum requirements were set at: ultimate strength, 60,000 psi; yield strength, 42,000 psi; elongation, 10 percent. Casting. Ductile-iron pipe is centrifugally cast in the same manner as gray cast iron, but the melting afid inocula tion phase of the process is more complex; the casting phase is the same. A product specification for ductile iron pipe has been established (AWWA C 151), as follows:18 Working pressure (psi) Nominal laying length (ft) Thickness tolerance (in.) 3-8 in. pipe 10-12 in. pipe 14-42 in. pipe 48 in. pipe Weight tolerance ( %) 4-12 in. diam. 12 in. diam. and up Hydrostatic test (psi) Acceptance test (see "Testing") 350 18 and 20 0.05 0 06 0.07 0.08 Not less tl Not less tl 500 Testing In selecting a product for a specific use, it is necessary to know how well the product will meet the requirements of the application to be met. For this reason, pipe production is controlled by specific tests. Gray cast iron pipe. Quality control tests in the modern pipe foundry include: frequent chemical analysis for each mix used in the cupola, chill tests for graphitizing tendency, Talbot strip tests, ring tests, bursting tests, and others. Several physical tests are utilized to make certain that the pipe will meet the following characteristics when installed: imperviousness, internal pressure capacity, tensile strength, toughness, beam-load capacity, and external load capacity. Hydrostatic test. Each length of pipe produced is sub- jected to a hydrostatic test at 500 psi, several times the normal working pressure. This test is made in a special ma chine that handles all sizes of pipe. Bursting test. A pipe's ability to withstand internal pres sure can best be measured by submitting it to high hydrosta tic internal pressures. Periodic bursting tests in a special ma chine are run on full length specimens of pipe selected at random from any run of pipe production. Bursting pres sures, for 6-in. pipe, for example, are in excess of 2700 psi. Tensile strength. Termed the Talbot Strip Test, after the late Professor A. N. Talbot of the University of Illinois, the test for tensile strength consists of loading a 10-1/2-in. strip, cut from a pipe specimen, as a beam on supports 10 in. apart, with the load applied at the third points. These tests permit the manufacturer to certify the design value of the modulus of rupture of the iron. Deflection and beam load capacity. A pipe must be able to withstand beam stresses in handling and service. This characteristic is determined by a full length beam test, made on random selections of pipe at periodic intervals. Full length specimens are placed on supports 15 ft apart and subjected to load at the third points. Both the total load and deflection are recorded. Standard 6-in. pipe will usually deflect 2-1/2 in. and bear 21,000+ lb load before breaking. Ring compression test. To determine the ability of pipe to withstand external stress resulting from backfill and traffic loads, a ring compression or three-edge bearing test is used. A section of pipe, about 12 in. long, depending on pipe diameter, is cut from a pipe and tested as shown in Fig. 8. Load is applied at the top until the ring fails. In this test, a standard 6-in. pipe may be expected to carry a load of more than 19,000 lb per lin ft. The machine used determines both the deflection and the total load, which is applied at a stead ily increasing rate. From this test, the modulus of rupture is calculated; 40,000 psi is a minimum. Ductile cast iron. The acceptance tests applied to ductile cast irop pipe differ from those applied to gray iron. M 16 | WATER AND WASTES ENGINEERING CTD029353 Hydrostatic test. Each pipe is subjected to hydrostatic tests of not less than 500 psi for at least 10 sec, either before or after the standard outside coating and bituminous inside coating have been applied. Tensile strength. The tensile test strip is cut longitudinally from the midsection of the pipe wall, and machined and tested according to ASTM designation E 8-6IT. All tests are made at 70 10F. Minimum acceptable tensile strength is 60,000 psi. Impact test. Two impact tests are made at different temp eratures. The test is made in accordance with ASTM desig nation E-23-62, Notched Charpy Tests, except that the specimens are 0.500 in. wide and full thickness of the pipe wall. The impact values are adjusted to 0.4 in. At least one tensile and impact sample is taken during each casting per iod of 3 hr. Room temperature test. The adjusted acceptance value for tests conducted at 70 i 10F is 7 ft-lb. ers. The hollow shaft is inserted to the far end of the pipe. The pipe is rotated rapidly while the mortar is extruded dur ing the withdrawal of the shaft. High speed rotation com pacts the mortar, removing excess water at the same time. The cement mortar after compaction is about 1/8-in. thick. It adheres closely, and the pipe may be cut or tapped without damage to the lining. Immediately following the lin ing process, the pipes are stored in a moist atmosphere for curing, or a bituminous seal coat may be applied to prevent too rapid loss of moisture. Pipe sizes Cast iron pipe comes in standard classes as to wall thick ness and in the following standard sizes: Gray cast iron (in.): Ductile iron (in.): 2, 3, 4, 6, 8, 10, 12, 14, 16, 18, 20, 24, 30, 36, 42, 48 4, 6, 8, 10, 12, 14, 16, 18, 20, 24, 30, 36, 42, 48, 54 Fig. 11. Types of cast iron pipe joints. Left to right: mechanical, bell and spigot, submarine. Low temperature test. These tests are made on at least one-third of the samples collected. The adjusted acceptance value for tests conducted at --40F is 3 ft-lb. Rejection. If a pipe specimen fails to meet any physical acceptance test requirement, all pipe cast in the same cast ing period is rejected, except as additional tests on other pipe sizes indicate acceptability. Coating and lining Although cast iron has a certain resistance to corrosion, there are some "aggressive" waters that cause the pipe to lose an appreciable part of its carrying capacity because of tuberculation. Tuberculation consists of the formation and growth of nodules of iron corrosion products within the pipe. Tar coating. The first attempt to control tuberculation and corrosion was the coating of pipe inside and out with a bitumastic tar. Hot bitumastic tar is sprayed from applica tion nozzles to the inside and outside of each length of pipe and allowed to cool before storage. Tar-coated pipe resists tuberculation to a greater extent than uncoated pipe, but holidays in the coating allow penetration by the water, and some tuberculation results. Cement lining. The development in 1922 of a process for lining pipe with a thin coating of cement has made it possi ble to eliminate tuberculation and thus maintain the carry ing capacity of the pipe. The process of coating and lining pipe is the same for both gray cast iron and ductile iron pipe. The common method of cement lining is by the extrusion of cement mortar through a hollow shaft inserted into the pipe. The pipe to be lined is mounted horizontally on roll- Joints Pipe lengths may be joined together by several types of joints. Manufacturers can produce many types of joints. The following descriptions are given chronologically by de velopment. Illustrations of the various types of joints are shown in Fig. 11. The earliest type of joint was a tapered end inserted into a flared end of the pipe, probably with a tar seal of some sort. This idea later came to be the bell and spigot, but the original flare and taper joint lasted until the mid-1600s. Flange joints. The late 1600s saw the development of the flanged joint. The famous Versailles palace pipe line in stalled in 1664 utilized leather gaskets. Later gaskets were made of lead. This type of joint is still used for many above ground plant installations. Gaskets are usually of rubber, or rubber with cloth insertion. Bell and spigot. This joint was invented :n 1785 and was used exclusively until the 1920s. It requires some means of sealing to make it watertight. Early installations used a vari ety of jointing materials, but calked lead soon became the preferred material; it is Still in common use. Sulfur joint compounds were developed toward the end of the 19th cen tury and had a wide usage for many years, but are not pop ular now. Portland cement as a jointing material has been used to a limited extent (particularly in the Pacific Coast and Southwest states) for more than 50 years. Mechanical joint. This type of joint was developed for the gas industry in the 1920s; it became popular with water utilities some time later. It utilizes the basic principle of the stuffing box and combines the fluid tightness of a flanged joint with a flexibility greater than that of the bell and spig ot joint. CTD029354 MAY '1967 | M 17 Fig. 12. Examples of slip joints for cast iron pipe joints. Submarine joint This joint is a type of ball and socket and is often so called. It can be deflected up to 15 degrees and is useful for installations across rivers. There is also a boltless type of flexible pipe joint employing the ball and socket principle. Push-on joint The most recently developed pipe joint is the most popular in water distribution systems today. The joint consists of a bell, with a specially designed recess to ac cept a rubber ring gasket, and a bevfcled-end spigot. The joint offers ease of installation, and when made up, the rub ber ring gasket is compressed to produce water tightness and is locked in place against further displacement. It is available in several designs (Fig. 12). Besides ease of in stallation and water tightness, the joint permits about 3 per cent deflection, a fact that makes it possible to install pipe on a curve. Shipping After manufacture, cast iron pipe is stacked in the yard to await shipment. All pipe receives a final inspection be fore shipping to make certain that it is in good condition. When shipped, the pipes are carefully lowered to the floor of the truck or railroad car. Special crane-operated hooks are used to prevent damage as the pipe is picked up. As loading proceeds, bell ends of pipe in alternate rows are stacked to face in opposite directions to guard against damage in transit. Packages of pipe separated by wooden blocking may be banded together by steel bands, for ease of handling and shipment. Damage from rough handling in transit is always a possi bility. Therefore, all pipe should be inspected when it is being unloaded. Rough treatment is usually evidenced by broken straps or wrecked wooden bracing that was placed at the foundry to minimize damage. Handling and unload ing of pipe is discussed in Part 3 on "Installation." Machine trenching operation. Deep trenches in some soils require shoring and sheeting. Section 3--Concrete Pipe Probably the earliest use of concrete as a water pipeline material was for a 12,336-ft. 38-in. concrete tunnel trans mission line installed on the Denver, Colo., supply in 1893. Concrete pipe as used today was first installed in 1910 and oame into wider use after 1930. The ingredients used in making concrete pipe are portland cement, sand and gravel aggregates, water, and rein forcing. Design There are three types of concrete water pipe, classified according to the method of reinforcement. These types are: steel cylinder, not prestressed; steel cylinder, prestressed; and non-cylinder, not prestressed. Table 14 sets forth the general design requirements and specifications for the three types of pipe. The material in this table was abstracted from AWWA Standard C 300-64,18 AWWA Standard C 30164,20 and AWWA Standard C 302-64.21 Steel cylinder type--not prestressed. Minimum thickness of wall and lining, and limitations on reinforcing are shown in Table 15, adapted from AWWA C 300-64.18 Minimum requirements for reinforcing are given in Table 14. Where the pipe is expected to be subjected to abnormal internal loads or water hammer, the reinforcing design must meet design requirements of the contract documents. Steel cylinder type--prestressed.'Core thickness including the steel cylinder, and coating thickness are established ac cording to Table 16, excerpted from AWWA C 301-64.20 Design factors. Pipe may be designed for any normal combination of internal pressure and external load, but the minimum permissible combination is an internal design pressure of 40 psi and external earth load of at least 6 ft of earth cover, where the pipe bedding is ordinary. Unshored trench with 24-in. concrete pipe. CTD029355 TABLE 14--GENERAL DESIGN REQUIREMENTS FOR CONCRETE PIPE Steal cylinder, net nrestreseed; AWWA C 300-64 Steel cylinder, prestressed; AWWA C 301-64 Noncylinder, not prostressod; AWWA C 30Z-64 Material specifications included Pipe length (ft) Mortar coating (in.) Allowable tolerance from true round (in.) 36-in. diam. 42 to 48 in. 54 to 78 in. 84 in. up Min. wall and lining thickness, reinforcing, spacing, cages, etc. Core coating thickness specs. Steel cylinder Reinforcing Joint rings (steel) Rubber gaskets Cement, fine and coarse aggre gate, water, steel (for cylinders, reinforcement, joints, rings, fittings, specials) 12, 14. 16 Same as C 300-64, except fine ag gregate has requirements for both concrete, sand and mortar coating sand Min. 16 5/8 Same as C 300-64 Min.8 Max. 8-1/2 (12 to 15 in. diam.) 12 (16 to 21 in. diam.) 16 (24 in. diam. and up) 1/4 3/8 1/2 3/4 See Table 15 1/4 3/8 1/2 3/4 1/4 3/8 1/2 3/8 See Table 17 See Table 16 Welded steel, not less than 10 gage Same as C 300-64 Cage and cylinder cross section limited to area producing max. stress of 12,500 psi under de sign operating conditions; area of cage must be a min. of 40% of combined area of cage and cylinder Wire for circumferential reinforce Rods or bars--ASTM ment must meet ASTM Des.A 227 Des. A 15 structural for hand drawn spring steel wire grade Min. 8 gage Wire: ASTM Des. A 82 Wire fabric: ASTM Des. Gross wrapping stress less than A 185 75% of wires ultimate min. ten sile strength Min. space between wires, 3/16 in., max. 1-1/2 in. Self-centering Same Same Specified composition to meet specifications for tensile strength, elongation at rupture; specific gravity, and cold flow; must completely fill recess TABLE 15-DESIGN REQUIREMENTS FOR REINFORCED CONCRETE PIPE--NOT PRESTRESSED* Pipe wall Pipe ID On.) Min. ttilcknoss (In.) Allowable variation bolow normal (In.) Concroto lining min. thickness (In.) Min. (In.) Max. (In.) 20 24-30 36 42 48 54 60 66 72 3-1/4 3-1/2 4 4-1/2 5 5-1/2 6 6-1/2 7 1/8 1/8 1/8 3/16 3/16 1/4 1/4 1/4 1/4 1 1 1 1 1-1/4 1-1/4 1-1/4 1-1/2 1-1/2 1-1/4 1-1/4 1-1/4 1-3/4 1-3/4 1-3/4 1-3/4 2 2 4 4 4 5 5 5 5 6 6 * Pipe from 78 to 96 in. also has specified minlmums not included In Table 1, and pipe larger than 96-in. must meet specifications of purchaser. Pipe design must also consider transient conditions caused by short-duration overloads resulting from water hammer or external live loads (traffic). The final design may not exceed the design limits for either of these two con ditions: (1) normal operating pressure plus water hammer plus backfill load, or (2) normal operating pressure plus backfill plus live traffic load plus impact. Design procedures. Either of two procedures may be used for the calculation of the core thickness of the pipe and the wire area, tension, and spacing under which the wire is wound. The Appendix A procedure of AWWA C 300-6419 is generally used east of the Rocky Mountains, and the Appendix B procedure is used west of the Rocky Mountains. The first combination design procedure utilizes the cubic parabola method20 to determine the combination of design pressure and earth load. The design curve is expressed by this equation: w = ^rl^p"-pJWo T ______' Eql where w Wo Po p maximum three-edge bearing load, equivalent to earth load in combination with design pres sure p (psi) 0.9 multiplied by the three-edge bearing load that produces incipient core cracking with no internal pressure (lb per lin ft)* internal pressure require to overcome all com pression in the core concrete, exclusive of ex ternal load (psi) maximum design pressure in combination with the three-edge bearing load (w), it may not exceed 0.8 Po for lined cylinder pipe (psi) Three-edge bearing loads are based on manufacturers' test data. CTD029356 may-1967 | m 19 P0 M J0 INTERNAL PRESSURE Fig. 13. Cubic parabola design curves for concrete pipe.1* Graph (a) is for lined and Graph (b) embedded cylinder pipe. In both graphs, T designates the transient-load curve and 0 the design curve; w, is for the three-edge-bearing load equiva lent to live load; and Pwh Is for water hammer in excess of the normal operating or design pressure. The design resulting from the calculation is varied to make the specific combination of internal pressure and earth load fall on or under the curves (a and b) published in AWWA C 30I-6420 (see Fig. 13). According to Appen dix A of AWWA C 301-64, "the resulting design has a tran sient load capacity equal to the difference between the de sign pressure or earth load and the value determined from the extension of the appropriate line for water hammer or live load until it intersects the transient-load curve." (See AWWA C 301-6420 for details.) Where water hammer exceeds 40 percent of design pres sure, or live load (including impact) exceeds the AASHO H20* loading, the greater value should be used. American Association of State Highway Officials. The second combination design procedure utilizes Ihe stress analysis method. In this method a different equation and a different set of curves are used. The calculation, how ever, results in a design with "a transient-load capacity equal to the difference between the design pressure or earth load and the value determined from the extension of the appropriate line [in the published curves20] or live load until it intersects the transient-load curve." (See AWWA C 301-6420 for details.) If water hammer or earth load exceeds stated values, the design should reflect the conditions to be expected. Noncylinder type--not prestressed. Minimum and nomi nal requirements for pipe wall thickness and reinforcing re quirements are shown in Table 17, extracted from AWWA C 302-64.21 When earth cover is nominal, the pipe is de signed for internal pressure with a steel stress of 12,500 psi. According to AWWA C 302-64,21 where external loading is the determining design factor, a combination analysis must be made to determine the steel area. For combined load designs, tensile stresses in the tension steel should not ex ceed 22,000 psi, and compressive stresses in the concrete should not exceed 45 percent of the specified 28-day strength. Manufacture The manufacture of concrete pipe begins with fabrication of the steel cylinder and/or steel reinforcement cage, a process that is done in accordance with the AWWA Standards.1#'20-21 Table 18 is a brief presentation of the items included in the manufacturing process requirements as set forth in the AWWA Standards, w-20-21 Testing and rejection. There are specifications for limits on various characteristics of materials used in the manu facture of concrete pipe. Most of these characteristics are in cluded in Table 18. For the most part, the specified testing procedures are those set up by pertinent ASTM designa tions. Hydrostatic pressure tests and external loading tests on finished pipe are made only when specified by the pur chaser. Hydrostatic tests of cylinders are made as stated below.21 Hydrostatic tests. This test may be made on individual randomly selected lengths or on two lengths joined together. Watertight bulkheads are used to close the pipe ends. The pipe is filled with water to the design pressure. (This type of pipe is allowed to stand two weeks.) The pressure is then increased gradually to 120 percent of design pressure and checked at the end of 20 min. Evidence of cracks, leakage, or leaking joints is cause for rejection. On noncylinder pipe, damp spots on the surface are not. TABLE 16-DESIGN REQUIREMENTS FOR REINFORCED STEEL CYLINDER CONCRETE PIPE--PRESTRESSED " Pipe with lined cylinder Pipe with embedded cylinder Coating thickness Pipe ID (In.) Core thickness (In.) design pressure (In.) Core thickness (In.) Maximum design pressure (p*i> (mfn. thickness over the wire) (In.) (nominal thickness over the core) (in.) 16 1 250 5/8 1-1/2 18 1-1/8 250 5/8 1-1/2 20 1-1/4 250 5/8 1-1/2 24 1-1/2 200 2-1/4 275 5/8 1-1/2 30 1-7/8 200 2-1/4 240 5/8 1-1/2 36 2-1/4 200 2-1/4 210 5/8 1-1/2 42 2-5/8 175 ' 2-5/8 190 5/8 1-1/2 48 3 150 3 175 5/8 1-1/2 54 4 200 5/8 1-1/2 60 4-1/2 200 5/8 1-1/2 65 5 200 5/8 1-1/2 72 5-1/4 200 5/8 1-1/2 * Pipe from 78 to 96 in. also has specified rnlnlmums not Included in table, and pipe over 96-In. diameter with embedded cylinder must meet design specifications of the purchaser. f M 20 | WATER AND WASTES ENGINEERING CTD029357 TABLE 17--DESIGN REQUIREMENTS FOR NONCYLINDER CONCRETE PIPE-NOT PRESTRESSED* Pipe ID (In.) torn psi Min. pipe wall thickness (In) Min. no. of cages 4500 psi poured concrete Nominal pipe wall thickness (In ) Min. no. of cages Circumferential reinforcement spacing Min. (In.) Max. (in.) Min. total steel area per iin ft (*q In.) 12 2 i 1-1/4 4 0.08 15 2 i 1-1/4 4 0.11 16 2-1/8 i 1-1/4 4 0.12 18 2-1/4 i 1-1/4 4 0.14 20 2-3/8 i 1-1/4 4 0.16 21 2-3/8 i 1-1/4 4 0.17 24 2-1/2 i 3 i 1-1/4 4 0.20 27 2-5/8 i 3-1/4 i 1-1/4 4 0.23 30 2-3/4 i 3-1/2 i 1-1/4 4 0.25 33 2-7/8 i 3-3/4 2 1-1/4 4 0.28 36 3 i4 2 M/4 4 0.30 42 3-1/2 2 4-1/2 2 1-3/4 5 0.35 48 4 25 2 1-3/4 5 0.40 54 4-1/2 2 5-1/2 2 1-3/4 5 0.45 60 5 26 2 1-3/4 5 0.50 66 5-1/2 2 6-1/2 2 2-1/4 6 0.61 72 6 27 2 2-1/4 6 0.71 For pipe larger than 96 in. in diameter, dimensions and details of design shall be subject to approval by the purchaser. TABLE II--MANUFACTURING PROCESS SPECIFICATIONS FOR CONCRETE PIPE Steel cylinder--not prestressed AWWACHfcM Steel cylinder--prestressed AWWA C Ml-64 Noncylinder-- not stressed AWWA C 302-64 Cylinder fabrication Shape to size; lap weld Shape to size; butt weld Reinforcement Continuous or welded steel rod or wire, butt welded, (tested to stress specifications); helically wound Continuous steel rod, applied around core, at designed predetermined spacing and tension, 7 days after pouring Same as C 300-64 Hydrotest Test to 20,000 to 25,000 psi stress Concrete Proportioning ingredients Material measurement Mixing Cylinder test Compressive strength Standard 7 day (psi) 28 day (psi) Control to obtain homogeneous, dense, workable, durable concrete of specified strength Measure cement, aggregate, and water within 1% accuracy Use approved mixing time consistent with mixer used Follow ASTM Des. C-31 CTD029358 3000 4500 3000 4500 3000 4500 Centrifugal cast 7 day (psi) 28 day (psi) 4000 7000 4000 6000 Forms Use smooth welded, steel, nonleaking forms, cleaned and oiled between each pour Placement Use approved methods only. Do not remove forms until concrete sets Core may be centrifugally or vertically cast under specified procedures Pipe coating Use mortar or concrete of approved mixture, and cure Interior seal coat Add bituminous coating if purchaser so specifies Hydrostatic tests on cylinder-type pipe are made on the cylinder, with joint rings welded to its ends, at a steel stress between 20,000 and 25,000 psi. External load crushing tests. These tests are made in ac cordance with ASTM dsignation C 497 and are genarally limited to the loading required to produce the first crack 1 ft long. The purchaser sets the conditions of loading and acceptance. Coating on lining. If the purchaser so specifies, concrete pipe may be coated inside with a cutback asphalt, spray applied. This coating is normally required only for waters having a negative Langlier index. Pipe sizes. The AWWA Standards list specifications up to 96 in. diameter, but concrete pipe can be made in any size and has been produced in diameters up to 180 in. Joints. Jointing for concrete pipe employs a modified bell and spigot arrangement, in which a gasket is used to ensure a tight fit (see Table 14), and the space between pipe lengths is filled with mortar. Pointing is used for the interior joint recess, and the outer joint is filled by placing a cloth diaper around the adjoining pipe ends as a form to pour the mortar. Shipping. Concrete pipe may be manufactured at the site or at a central plant. It may be shipped by rail or truck; in either case it should be protected against damage enroute. MAY 1QR7 I M 21 Section A--Plastic and Plastic-Lined Pipe Plastic pipe as a commercial product was first introduced in Germany in 1930 and in this country in 1940. Polyvinyl chloride (PVC) was the first type produced. Later came cellulose acetate butyrate (CAB) and polyvinyledine chlo ride (Saran). Volume production of plastic pipe began in 1948, when polyethylene (PE) was accepted for various water uses. Early development of pipe for water use was accompanied by studies to determine that the materials were nontoxic when used in water supplies. The outgrowth of these studies was a testing and approval program by the National Sanita tion Foundation. All pipe offered for use in the water sup ply industry now carries an NSF seal of approval. Early production of plastic pipe was in sizes under 2 in., and most of the plastic pipe sold was for service lines and household plumbing systems. As developments in the plas tics industry progressed, larger pipe sizes became available, and plastic pipe is now being used for water distribution mains in many localities in this country, as well as for serv ice and inplant piping systems. With reference to acceptance, the Plastics Pipe Institute reports that more than 50,000 miles of plastic piping was in stalled in potable water systems in 1965, mostly outside buildings. It is also reported that since 1953 the Farmers Home Administration has approved plastic piping for rural water systems, and that from 1960 to 1965, FHA financed more than 10,000 miles of water distribution pipe, most of it plastics. Design There are two major types of plastic material: thermo plastic resins and thermosetting resins. Thermoplastic mate-' rials can be softened and reshaped repeatedly by the appli cation of heat. Thermosetting materials set or harden per manently after a single heating. The former are generally lower in strength and have inferior resistance to deteriora tion by heat, but they are easier to fabricate. Thermosetting resins and the following thermoplastic resins are not used in water systems: acrylics (ethylmethacrylate, Lucite, Plexi- Lowering cast iron pipe into trench with a clamp. glas), high impact styrene, and Lexan (aromatic polycar bonates) . All plastic pipe used in water supply systems is manufac tured in accordance with ASTM, Department of Commerce Commercial Standards, and USASI Standards. A number of manufacturers produce pipe of higher quality characteris tics than specified by the commercial standards. Table 19 contains an alphabetical listing of various plas tic materials that are, have been, or may be used in water systems. Only three are in common use today, PVC, PE, and ABS, in that order; ABS is now used primarily for drainage, waste, and vent (DWV) fittings and pipe for inte rior application. ABS was popular a few years ago for water systems, but inasmuch as it has only half the available hoop stress, compared to PVC, whert subjected to internal pres sure, the latter product is considered to be a better material for water lines. I ( Name ABS Composition Polymers of acrylonitrile, butadiene, styrene CAB Cellulose acetate butyrate Delrin Linear acetal Penton Chlorinated polyether PE Polyethylene PVC Polyvinyl chloride PP Polypropylene Saran Vinylidene chloride Teflon Fluorocarbons TABLE II--PLASTIC PIPING MATERIALS Application Standard No. Inplant chemical lines; service lines ASTM D2282-65 CS 254-63 USASI B72.3-67 Salt water; water lines; inplant systems Water lines Pipe lining Distribution mains; service lines; inplant systems Distribution mains; service lines; Inplant systems. Service lines; Inplant systems ASTM D2239-65 CS 256-63 USASI B72.1-67 ASTM D2241-65 CS 255-63 USASI B72.2-67 Pipe lining Pipe lining; Inplant systems Comment Chemically resistant; lightweight; can be threaded, solventwelded, or slip coupled; low mechanical strength Range from flexible to rigid; can be threaded, slip sleeved, or sol vent welded; low heat resistance Good mechanical properties; sta bility, low heat resistance Good heat resistance; dimensional stability; chemical inertness Resists impact at subzero tem peratures; flexible, noncorrosive, soft Some forms resist impact; can be cut, threaded, welded, drilled; non combustible; rigid Greater high temperature resist ance than PE; poor resistance to low temperature Chemically resistant; brittle at low temperature Self-supporting tubing M 22 | WATER AND WASTES ENGINEERING CTD029359 ( For the purpose of this manual, this section will be limit ed to ABC, PE, PVC, and plastic lined pipe. Characteristics. All plastic pipe has an exceptionally smooth interior surface and a C-value of at least 150, thus minimizing loss of head in lines. All these materials are chemically inert, corrosion resistant, and do not react in any way with the water that passes through the pipe. Pressure rating. All plastic pipe manufactured under the standards listed in Table 19 is made in standard thermo plastic pipe dimensions and is pressure rated for water at 160 psi or above. Plastic pipe is pressure-rated at a standard temperature of 73.4 F, and pressure resistance decreases with temperature until a critical point is reached above 150 to 160 F. Table 20 shows this temperature-pressure relationship. Tempera ture for pipe in buried applications is not critical because most water temperatures run below 73.4 F. The only criti cal time for temperature considerations is during installa tion periods. The standard thermoplastic pipe dimension ratio (SDR) is the ratio of pipe diameter to wall thickness. In the case of ABS and PVC pipe, the outside pipe diameter is used; for PE, the inside pipe diameter is used. Pressure rating (PR) is the estimated maximum operat ing internal water pressure (psi) at which the pipe can function without failure. The relation between SDR, hydrostatic design stress, and pressure rating is given by either Eq. 11 or Eq. 12. These equations are commonly known as the ISO equations. For ABS and PVC pipe: 2 S 2S - SDR -- 1 or P For PE pipe; OP t ^ = SDR+ lor^ = I? + 1 Eq. 11 Eq. 12 where, for the two equations S = hydrostatic design stress (psi) P = pressure rating (psi) OD = outside diameter (in.) ID = inside diameter (in.) t = minimum wall thickness (in.) SDR => standard thermoplastic pipe dimension ratio, i.e., (OD/t for ABS and PVC; and ID/t for PE pipe). Lowering concrete pipe into trench with steel cable. Manufacture All thermoplastic pipe is manufactured by an extrusion process; fittings by an injection mold process. In the extru sion process, pellets of plastic material are heated under pressure and forced through a shaping die, such that they conform to the dimensional requirements of the piping product. Subsequent to this shaping process, the product is TABLE tl--PLASTIC PIPE PRESSURE RATING VS. TEMPERATURE Rating In farms of 73.4*F (%) T*m p ( F) ABS PE PVC 60 105 110 115 73.4 100 100 100 100 84 70 60 130 67 30 slowly cooled and further shaped through sizing devices to make its dimensions fall within that required by standards. Material. The standards under which plastic pipes (ABS, PE, and PVC) are manufactured specify that the plastics used to make pipe are categorized by two criteria: short term tests and long-term tests. ^ ^ TABLE It--MATERIAL REQUIREMENTS AND PIPE CLASSIFICATION FOR AM, PE, AND PVC PIPE dPip.* Mat* Hal Hydrostatic daslan stress Typ* Grad* (psi)* SDR 7 Pr*ssur* rating (psi) SDR I SDR 11.5 SOR U.S SDR IS SDR 17 SDR 21 ABS 1106 I ABS 1210 I ABS 2112 II 1 2 1 630 1000 1250 ACRYLONITRILE-RUTADIENE-STYRENE (ABS)* * 100 80 160 125 200 160 100 125 PE 2305 PE 2306 PE 3206 PE 3306 II II III III 3 3 2 3 POLYETHYLENE <PE)t 500 125 100 80 630 125 100 630 125 100 630 125 100 80 80 80 SDR 2S SDR 12.5 SDR 41 80 100 SDR 64 PVC 1120 PVC 1220 PVC 2110 PVC 4116 I I II IV 1 2 1 1 2000 2000 1000 1600 POLYVINYL CHLORIDE (PVC)tt 315 250 200 160 125 100 63 315 250 200 160 ' 125 100 63 160 125 100 80 63 50 250 200 160 125 100 80 50 At 23'C (73.4'F). ASTM b*s. D178S-60T. t ASTM D*s. D1243-60T. tt ASTM D*s. 01784-60T. CTD029360 MAY 1967 I M 29 Most plastic pipe is manufactured from virgin material, but the standards* allow the use of rework material (only within the same production plant) as long as the pipe produced is of equal quality to that extruded from virgin material. The raw materials used in the manufacture of thermo plastic pipe and fittings are products of petrochemical tech nology and basically consist of extremely long hydrocarbon molecules. By combining various ingredients, an unlimited range of materials and physical properties can be generated. The thermoplastic materials commonly used in water serv ice and distribution lines are selected for this application. They are based on a favorable combination of physical and economic properties to ensure a system of long life at low initial and maintenance costs. Table 21 gives the material requirements, pipe classifica tions, and pressure ratings for ABS, PE, and PVC plastic pipe. Tolerances. Plastic pipe diameters and wall thicknesses are held to close tolerances throughout the range of sizes, types of material, and standard dimension ratios. The limi tations of these acceptable tolerances are shown in Table 22. Within these minimum to maximum ranges are other ranges that relate to different standard dimension ratios for the different pipe materials. A tolerance of 1 in. is allowed in pipe lengths of ABS and PVC pipe. mcnsions, it conforms to IPS dimensions. As a result, the outside diameter of polyethylene pipe "floats" and cannot be associated with any other sizing system. The reason for the ID control on polyethylene pipe was that joining of these materials was first accomplished through ID fittings rather than OD connection commonly found in ABS or PVC. Plastic pipe for water supply system use is available in a wide range of sizes, as follows: ABS: 1/2, 3/4, 1, 1-1/4, 1-1/2, 2, 2-1/2, 3, 3-1/2, 4, 5, 6, 8,JO, 12 PE: 1/2, 3/4, 1, 1-1/4, 1-1/2, 2, 2-1/2, 3, 4, 6, PVC: 1/2, 3/4, 1, 1-1/4, 1-1/2, 2, 2-1/2, 3, 3-1/2, 4, 5, 6, 8, 10, 12, 16 There are smaller sizes available, but these are not used for house service lines. There are also some exceptions to the above listing in some of the SDR categories, particularly in ABS and PVC pipe. ABS and PVC, being semi-rigid products, are normally supplied in 20- to 39-ft lengths. PE pipe, being flexible, is supplied in coils 100 to 500 ft in length. The straight lengths are shipped in bundles containing 100 ft, normally unpro tected. Premium (ultra-high molecular weight PE) is sup plied wrapped or in cartons for on-the-job dispensing of the desired amount for the service line being installed. TABLE ft--MANUFACTURING TOLERANCE RANGES FOR RUSTIC PIPE Measurement Out-of round ness (in.) Wall thickness Tolerance (in.) ID (in.) Tolerance (in.) OD (in.) Tolerance (in.) ABS Min. Max. PE Min. Max. PVC Min. Max. 0.008 0.075 0.10 0.606 0.06 0.404 0.06 0.75 0.020 0.073 0.020 0.048 +0.02 +0.09 0.622 6.065 -0.035 +0.020 0.405 12.75 0.008 +0.075 Pipe sizes There are three different sizing systems commonly used on plastic pipe. The IPS (iron pipe size) was the initial dimensioning system adopted by the plastics pipe industry. It is still in use today. Recognition of the strength properties of plastics brought about a new sizing system, termed the SDR-PR (standard dimension ratio-pressure rated) system. The system differs from the IPS system in that pipe of any size made to the SDR basis has the same pressure rating. That is, the user can purchase ABS or PVC, for instance, with a 160-psi pressure rating in all sizes ranging from Vi to 6 in. Using the IPS system, this is not possible because of the decrease in pressure rating with increasing size, i.e., there is not a con stant relationship between OD and wall thicknesi. The third pipe sizing system, commonly termed the SWP (solvent weld pipe) system, is associated with ABS material exclusively. This system has almost completely given way to the SDR system because it was extremely difficult to use SWP pipe and then adapt the more common IPS system. Although the SWP system is still in existence, it is now used generally for only submersible and jet pump installation rather than for service line or water distribution pipe. It should also be pointed out that the SDR system is based on IPS ODs so that it is completely compatible with the IPS system. SWP pipe is not compatible with either SDR or IPS. Polyethylene pipe is based on the SDR system as well, but instead of the OD conforming to IPS system di- * See Table 19 for standard designation. M 24 | WATER AND WASTES ENGINEERING Testing Plastic pipe is subjected to the following tests during manufacture: Tast ABS PE PVC Carbon black V Ballooning VVV Bursting pressure VVV Density V Eccentricity VVV Environmental cracking V Extrusion quality V V Failure VVV Rattening V ID measure V OD measure V V Seepage or weeping V V V Sustained pressure V V V Wall thickness VVV All tests are conducted under rigid controls at the stand ard test temperature of 23C (73.4F). The test conditions set for pressure tests vary not only with the composition of the pipe, but also with the standard dimension ratio categories. The tabulation of data in Table 23 indicates the ranges of pressures used. The data also in- Lowering 66-in. steel pipe into trench with a sling. TABLE 23--DATA ON PRESSURE TEST RANGES FOR RUSTIC PIPE Pipe des. SDRS SDR 7 SDRS SDR a SDR 13.5 SDR 15 SDR 41 SDR M Sust. press.* (psi) Burst. Sust. Burst. Sust. Burst. Sust. Burst. press.** press. press. press. press. press. press. (p*i> (psi) (psi) (psi) (PSI) (psi) (psi) Sust. press. (psi) Burst. Sust. Burst. Sust. Burst. Sust. Burst. press. press. press. press. press. press. press. (psi) (psi) (psi) (psi) (psi) (psi) (psi) ACRYLONITRILE-BUTADIENE-STYRENE (ABS) ABS 1106 ABS 1210 ABS 2112 680 1070 1350 1650 2620 3300 340 830 270 660 220 530 540 1320 430 1050 340 830 680 1650 540 1320 430 1050 70 160 110 240 140 330 POLYETHYLENE (PE) PE 2305 PE 2306 PE 3206 PE 3306 265 500 210 400 170 320 265 500 210 400 265 500 210 400 265 500 210 400 165 320 165 320 165 320 POLYVINYL CHLORIDE (PVC) PVC 1120 PVC 1220 PVC 2110 PVC 4116 2100 2100 1150 1840 3170 3170 2500 3170 1050 1600 840 1250 670 1000 1050 1600 840 1250 670 1000 580 1250 460 1000 370 800 920 1600 740 1250 580 1000 210 320 130 210 320 130 120 250 70 180 320 120 200 200 160 200 * Sustained pressure--1000 hr. ** Bursting pressure--60 to 90 sec. dicate that as the SDR increases, that is, as the pipe diame ter increases with respect to wall thickness, the maximum sustained pressure and bursting pressure levels decrease. Joints There are several types of jointing methods and systems used for plastic pipe, and these methods vary with the type of materiat. ABS pipe. This type of pipe is available with fittings of all types, and connecting joints may be made by screw-thread ed couplings, solvent weld, or with victaulic or Dresser-type joints. Inasmuch as this type of material is not used for water service systems as frequently as the other materials, the subject of joints is of less interest. PE pipe. There are basically two methods of joining poly ethylene: insert fittings and flaring. One of the reasons that PE pipe sizing is based on inside rather than outside diame ters is that the joining of these materials was first done by means of inside fittings. As a result, joining had to be ac complished by mechanical means, such as insert fittings etc. The polyethylene material, because of its inherent low mod ulus, high flexibility, cold flow, or creep characteristics, could not be permanently joined through an outside clamp ing or mechanical joining device without an internal sup port. The initial joining system thus became associated with internal support and is commonly known as the insert fit ting method. Recent developments with polyethylene have made the material capable of being flared in a manner similar to cop per and joined directly into conventional curb and corpora tion stops. Flaring is normally accomplished by specially de signed flaring tools and the application of heat to the end of the pipe so that the material can be softened and flared easi ly. As a result, a new sizing system, the tubing-size system, has developed for polyethylene. In this system, the OD of polyethylene is exactly the same as ODs for Type K copper tube. The inside diameter thus floats and is dependent on pressure rating. This tubing is joined by flaring rather than by insert fittings. A third system for joining PE pipe is also evolving. It is termed the compression joint method and can be accom plished on copper-tube-sized pipe as well as IPS-ID pipe. In this system, the use of internal metal stiffener sleeves is nor mally recommended. The pine is joined by means of a com pression fit between an O-ring around the circumference of the pipe. The O-ring is pressed against the pipe surface and resisted principally by the internal support sleeve. The use of polyethylene for water service applications has witnessed the use of all three joining methods, although the insert fit ting methods is the most common and oldest system in use. Flaring requires a little more skill in installation than does the use of insert fittings. The compression joint system is probably the easiest to install. PVC pipe. There are several means of joining PVC pipe sections. In the solvent-weld system, the pipe and fitting are chemically joined through the use of solvents that degrade the outer surface of the material. Basically this action plasti cizes the plastic such that when pipe is mated to the fitting, the solvated plastics on the fitting and pipe side are mixed. The solvent evaporates leaving a monolithic joint. In addition, belled-end PVC is available in two fashions, one a straight bell on one end of the pipe, which basically eliminates a coupling. It employs the solvent weld system. The other method is an O-ring joint employing a belled end in which an O-ring is fitted (Fig. 14). This system is devoid of solvent-weld-type of joining; sealing is accomplished Fig. 14. PVC pipe joint for large size pipe. CTD029362 MAY -1967 | M 25 Lowering plastic pipe into trench by hand. completely by compression of the O-ring against the pipe. The O-ring system is associated with the larger PVC water distribution applications because of the relative ease of join ing and the speed to which it can be accomplished com pared to solvent welding. For PVC, other joining methods can be employed, such as the victaulic method, flanged fitting, etc., but the meth ods listed above are the most common, most economical, and easiest to use. Plastic-lined pipe There are at least three plastic materials used to line cast iron and steel pipe. These lining materials are Penton (chlo rinated polyether), polypropylene, and Saran (vinylidene chloride). All three are chemical- and corrosion-resistant. Design. Plastic pipe liners are nearly hydraulically smooth. When it is necessary to estimate the pressure drop in any plastic-lined pipe line, the following equation is used: P = 0.0d2H86 /Gd)Y-" Eql3 where P = pressure loss in line (psi/100 ft) G = flow (gpm) D = inside pipe diameter (in.) Manufacture and testing. Manufacture of .plastic-lined steel pipe involves locking the stabilized plastic liner firmly inside the pipe so that the liner and tube expand and con tract as one unit. The outside diameter of the plastic-lined steel pipe is made to stadard iron pipe sizes. During the lining process, the lined pipe is spark-tested twice to ensure product quality. The pipe is designed for ei ther 125 or 150 psi pressure classes: Pipe sizes, lengths, and joints. Plastic-lined pipe is manu factured in these sizes; 1, 1-1/4, 1-1/2, 2, 2-1/2, 3, 4, 6, and 8-in. diameters, and in 10-ft lengths. Joints are made by flanged fittings screwed on to threaded pipe ends. The pipe may be cut in the field and threaded for use with couplings or flange connections. The pipe ends are protected against damage during shipment. Section 5--Steel Pipe Steel pipe in water systems dates back more than 100 years. Its early use for carrying water was in large, long, and exposed transmission lines in relatively dry areas where corrosion was not a problem. Other applications in other areas became more common as coal-tar coatings became available. Steel pipe is now used in many distribution and inplant systems, as well as in transmission lines. Steel pipe has four characteristics that make it useful in water systems: strength, an ability to resist load but yield to it, an ability to bend without breaking, and resistance to shock, A full treatise (AWWA Mil)22 on steel pipe, its charac teristics, uses, standards, design, manufacture, and installa tion has been published by the American Water Works As sociation, which has also published a number of standards related to steel pipe.2-124 28-27 Design As described by AWWA Standards,23 24 there are two types of steel water pipe*: fabricated, electrically-welded steel pipe and mill-type steel pipe; both may be coated and lined. In determining the required wall thickness of either type, the designer must consider all factors that affect design. These factors are: internal pressure (static and surge), external load (trench load, earth fill, and uniform collapse pressure, either atmospheric or hydraulic), special physical loading (for saddle or ring supports), and practical requirements. Alt of these factors are discussed in detail in AWWA Manual Mil.22 Once the internal pressure conditions are established, the wall thickness is calculated according to this equation where t = wall thickness (in.) p = pressure (psi) d = outside diameter (in.) s = allowable stress (psi)* * Normally 50 percent of yield strength of steel selected. Tables are available22 for selecting wall thickness directly, based on Eq. 14. The following discussion of pipe design is divided be tween the two types of steel pipe and is based on AWWA standards.23,24 Fabricated, electrically-welded pipe. AWWA Standard C201-6623 gives a description of the pipe with respect to material, pipe dimensions, ends, and seams. Steel plate. Plate used for fabrication must be Grade B, C, or D of ASTM Des. A 283 "for low and intermediate tensile strength for structural quality." When requested by the purchaser, specimen plates for testing must be submitted by the manufacturer. When large diameter steel pipe is used, the wall thi kness is often governed by internal pressure, but external load and deflection control may dictate the required wall thick ness. If high water pressures exist, a steel plate of higher strength than the above grade should be used for the pipe. Steel sheets and coils. Sheet or coil steel must be Grade A of ASTM Des. A 245 "for light-gage, structural-quality, flat, hot-rolled carbon steel." Test results certifying physical properties of the steel pipe must be furnished. Plate thickness. In the determination of required steel * These standards relate to the original methods used to produce steel pipe. Now, there is essentially no difference, and a committee has been established to merge the two standards into one. M 26 | WATER AND WASTES ENGINEERING CTD029363 # f pipe plate thickness, Eq. 14 is adapted to include the factor of joint efficirticy as follows: pR t fte Eq. 15 where t = pipe thickness (in.) p = internal bursting pressure (psi) R = pipe radius (in.) ft = allowable unit stress (psi) e = joint efficiency Welded pipe is considered to have a joint efficiency of 1.0, but for riveted pipe the value of e is taken as the smal ler of the two calculated values: plate efficiency and rivet efficiency. With the modern welding techniques available, rivet pipe is rarely used anymore and may be considered obsolete. The design of plate-steel pipe must also take into consid eration combined direct and flexural stresses caused by ex ternal loads, temperature, jointing, and support arrange ments, etc. To prevent buckling as a result of critical external pres sures, stiffening rings may be used. The critical pressure without stiffening rings is given by Equation 16. (Note: these critical pressures refer to uniform pressure exerted on a pipe aboveground or in a subaqueous installation.) 5E(t) 3d Eq. 16 where P = external pressure (lb per lin ft) E = modulus of elasticity of metal (psi) t = pipe wall thickness (in.) d = pipe diameter (in.) Tolerances. Manufacturing tolerances23 are set for end, size, length, straightness, and bead. Ends. For a distance of 10 in. from the ends, both outside and inside diameters for different types of joints must be within these limits: not more than 1/16 in. smaller or more than 1 / 8 in. larger than the nominal circumference calculat ed either from the nominal outside diameter or the nominal inside diameter plus twice the nominal wall thickness. Slip joint bells and tapered sections for lap riveted field joints have these tolerances: inside diameter of bell--plain end diameter + 1/32 to 3/16 in. Tapered sections diameter--inside section diameter + 1/16 to 1/8 in. Size, length, straightness, and bead. Tolerances for these physical measurements of steel pipe are as shown in Table 24. In bell and spigot rubber gasket joint pipe, the tolerance Lowering asbestos-cement pipe into trench with a clamp. # Underwater pipeline installation. difference between inside diameter of the bell and outside diameter of the spigot is 0.06 in. minimum and 0.2 in. maximum. TABLE 14--MEASUREMENT TOLERANCES FOR ELECTRICALLY-WELDED STEEL PIPE Measurement Tolaranca Outside circumference (%) <20 in. diam. >20 in. diam. Straightness deviation (in.) 10-ft length Length (in.) Pipe sections Special straight sections Weld bead height* Outside, max. (in.) Inside, max. (in.) 1.0 0.5 1/8 2 rtl/8 +1/8 +1/16 Bead may not be below surface at any point. Mill-type steel pipe. AWWA Standard C202-64T24 sets forth specifications for chemical and mechanical prop erties for three mill types of pipe, as follows: Type Furnace welded Electrically welded Seamless Grade Wald type Continuous furnace weld or furnace butt weld A, B, or X 42 Induction butt weld; spiral- or straight-seam resistance butt weld; spiral- or straight-seam fusion butt weld A, B, or X 42 Chemical properties. Steel supplied for use in pipe should conform to a ladle analysis as shown in Table 25. Mechanical properties. The minimum required tensile strength of the steel will vary depending on the grade used, as shown in Table 26. TABLE 15--MAXIMUM ALLOWABLE CHEMICAL CONTENT OF STEEL Steal type Manganese Phosphorus Sulfur (%> (%) (%) Furnace butt-welded Grade A Grade B Grade X 42 0.65 1.25 1.25 1.25 0.11 0.04 0.11 0.10 0.06 0.05 0.05 0.05 TABLE IS--MINIMUM REQUIRED TENSILE STRENGTH FOR MILL-TYPE STEEL WATER PIPE Steel type Furnace butt-welded Grade A Grade B Grade X 42 Tensile strength (P*I) 45,000 48,000 60,000 60,000 Yield point (psi) 25,000 30,000 35,000 42,000 CTD029364 MAY 1967 | M 27 Yield strength is the point at which the steel specimen, under load, will return to its original length when the load is removed. Minimum elongation requirements for seamless and electrically-welded mill-type steel water pipe vary with wall thickness, grade of steel, and welding method. These variations are given in AWWA C202-64T.24 For wall thick nesses of seamless and electrically welded pipe not tabulated in this standard,24 the minimum allowable elongation is calculated according to one of these equations: Grade A E = 56t + 17.5 Eq. 17a Grade B E = 48t + 15.0 Eq. 17b Grade X 42 E = 40t + 12.5 where E = minimum elongation in 2 in. (%) t = tabulated wall thickness (in.) Eq. 17c Some manufacturers can supply intermediate diameters and wall thicknesses that are acceptable under these stand ards. Ring deflection. Like other types of pipe material, buried steel water pipe is subjected to compression under external loads that may contribute to ring deflection. Backfill load. Ring deflection is not significantly in fluenced by pipe wall thickness, but it is an important con sideration with respect to the lining thickness. After the steel cylinder thickness has been calculated for factors of in ternal pressure (limited to allowable hoop stress), it is necessary to determine if this thickness, in conjunction with the specified backfilling procedure, will limit ring deflection, caused by external loads, to an acceptable amount. The support offered by soil backfill plays an important part in the proper functioning of a flexible pipe buried under ground. Acceptable deflections that will not damage linings or coatings are based on the following safety factors. Coating and lining Flexible lining and coating Cement-mortar lined and flexible coating Cement-mortar lined and coated Allowable (%) 5 4 2 Tables of predicted percent deflection of the three lining and coating conditions (at 85 and 90 percent backfill com paction), along with formulas and diagrams for calculating ring deflection, have been published.23 Live load. As with other pipeline materials, buried steel pipe is subject to two types of superimposed loads: concen trated and distributed. Below 7- to 8-ft depths, the live-load effect is considered as negligible. For other depths, the equation for superimposed concentrated load is: PF W = C, -- Eq. 18 where W = superimposed load (lb per lin ft) P = concentrated load (lb) F = impact factor , C, = load coefficient [a function of D/2H and L/2H; H = depth of fill to conduit top (ft); D = outside pipe diameter (in.)] L = effective length of conduit (ft) (use actual length under 3 ft, and 3 ft above 3 ft). Impact factors will vary with vehicle speed, vibration, road way roughness, and depth of backfill cover. Use these values: Depth of cover (ft) 0-1 1-2 2-3 >3 Impact factor (F) 1.3 1.2 1.1 1.0 M 28 | WATER AND WASTES ENGINEERING Tolerances. Manufacturing tolerances for mill-type steel water pipe are set forth in brief in Table 27, developed from AWWA C202-64T.24 TABLE 17--MEASUREMENT TOLERANCES FOR MILL-TYPE STEEL PIPE Measurement Max. tolerance Outside diam. <1.9 in. (in.) >1.9 in. (%) <10-3/4 in. (in.)* 12-3/4 to 20 in. (in.)* 22 in. and larger Wall thickness 18 in. or less diam. (% of specified) 20 in. and up diam. (% of specified) Weight Per foot (% variation) Carload lots (% of specified) Length (in.)** Straightness 0.016; -0.031 1.0 -1/64 -1/32 -1/32; +3/32 -12.5; +15.0-10.0; +15.0 -3.5; +10.0 -1.75 1/8 Reasonable For 4 in. from end. ** For specified 17-1/2-ft lengths, no length may be less than 9 ft.; for specified 35-ft lengths, no more than 10 percent may be shorter than 26-1/2 ft, and no lengths less than 14 ft; for specified lengths of 20 ft or more, no more than 10 percent may be less than 75 percent of sped' fied length, and no length may be less*than 40 percent of the specified length. Ends. Tolerances for ends vary with the type of joint to be made, as follows: 24 Joint Specification Plain end for mechanical Square cut, beveled, no burrs coupling Field butt welding Wall thickness of 1/4 in. Bevel inside and out to 30 degrees, with max. plus tolerance of 5 de grees (no minus tolerance); width of root face 1/16 in., with tolerance of 1/32 in. Wall thickness less than Not beveled 1/4 in. Bell and spigot, with rub Difference between outside circum ber gasket ference of spigot and inside cir cumference of bell, min. 0.06 in.; max. 0.20 in. Threaded ends API Spec. S L (Section IX) Other ends By agreement Manufacture The method of fabricating pipe differs according to the type of pipe and the welding process used. Fabricated electrically-welded pipe. This pipe may be produced by automatic welding machines or by manual welding operations. Operators of either process must be qualified under the ASME Boiler and Pressure Vessel Code. AWWA C201-6623 states detailed specifications for plate edge preparation, lap breaking and forming, surface clean ing, fitting up, welding, weld corrections, section rounding, end sizing, end preparation, and automatic and manual welding operations. Pipe ends and seams. Any one of eight types of pipe sec tion ends may be specified. These include four variations for field welding (plain ends for slip or lap joint, plain ends with butt straps, beveled ends with butt straps, and plain or beveled end for field butt welding), plain ends fitted with flanges, bumped ends for field riveting, tapered ends for lap riveted field joints, and bell and spigot ends with rubber gas ket. Longitudinal seams, spiral seams, and girth seams are butt welded. Mill-type steel pipe. As indicated previously, this type of pipe may be furnace welded (continuous butt-welded or furnace butt-welded), electrically welded, or seamless. CTD029365 Furnace-welded pipe. In this process, the pipe may be formed either by bell welding or continuous welding. Bell-welded pipe. In this method of manufacture, pipe is produced in individual lengths from cut-length skelp (the plate or strip of steel from which pipe is made), with its longitudinal butt joint force-welded by mechanical pressure developed in drawing the furnace-heated skelp through a cone-shaped die (welding bell) that serves as a combination forming and welding die. Continuous butt-weld pipe. In the production of small diameter pipe, coiled skelp is formed into continuous-weld pipe at speeds of nearly 8 mph, with the skelp size depend ing on the size of pipe to be formed. The first step consists of unrolling the skelp lengths and welding the ends together to form a continuous strip. The skelp then passes through a furnace, where it is heat ed to about 2200 F, and then through forming rolls, where it is gradually formed and then butt welded to become pipe. From the welding step, the pipe enters a stretch reducing mill where it is stretched to final size (seven pipe sizes can be made from only two skelp widths). The pipe is then marked and cut by a rotary-type hot saw while moving at high speed. After cutting, it moves across cooling tables to the straightening operation, then to crop ping, end-finishing, testing, coating, and preparation for shipment. Electrically-welded pipe. There are two types of electri cally welded pipe: longitudinal-weld (3-1/2 to 36 in.) and spiral weld (6 to 80 in.) Longitudinal weld. This type of pipe is produced in a continuous straight line process. The steel skelp is drawn through a series of vertical and horizontal forming rolls that progressively form the strip of steel into a cylindrical shape. The cylinder then moves through a high-frequency resist ance welder, where the edges are heated to a plastic state. Pressure rolls immediately force the edges together to form a strong continuous weld. After the weld has been accomplished, the pipe cylinder is cooled and then passed through a series of rolls to provide the desired diameter and straightness. Predetermined pipe lengths are cut automatically by a flying cut-off saw. Test ing, coating, etc., follows. Spiral weld. In this process the steel skelp is drawn from the coil holder and fed to main drive rolls. As the steel en ters the forming rolls, it is spirally wound into a cylinder and automatically welded by the submerged arc process. The pipe then proceeds to a cut-off mechanism and is cut to predetermined lengths. Testing follows. Seamless pipe. This type of pipe is made by piercing a solid steel round bar or billet to produce a rough heavywalled tube. In this process, the bar or billet is heated uni formly to the desired forging temperature. The length and diameter of the billet are predetermined to produce the re quired tube size and weight. Only high quality steel is used. After heating, the billet is pulled, by rolls, over a piercing point and mandrel bar, thus producing a rough tube. Fol lowing the piercing operation, different mills use different methods of rolling, heating, and sizing to produce the final seamless tube. Pipe sizes. The following listing shows the most common ly available pipe sizes for the different types of steel pipe. Type Outside diameter (In.) Fabricated, electrically-welded Mill-type Furnace welded Electrical-welded Longitudinal-weld Spiral-weld Seamless 4 to 144 0.405 to 36 31/2 to 36 6 to 80 2 to 4 Testing Tests performed during manufacture are made in accord ance with standards 23'24 to ensure an acceptable product. Fabricated, electrically-welded steel pipe. As set forth in detail in AWWA C201-66, 23 the following tests are made in accordance with the specifications: weld test; free-bend test; root-bend test; nick-break test; and hydrostatic test. The specimens of pipe selected for these tests must meet minimum requirements. Hydrostatic test. Hydrostatic test conditions differ for different sizes of pipe. Above 30-in. diameter. The test pressure used for pipes larger than 30-in. diam. may not exceed that given by this formula: where P = test pressure (psi) s = allowable fiber stress (psi) (85% of yield point of plate), t = wall thickness required for working pressure (in.) D = inside diam. (in.) Below 30-in. diameter. Pipe under 30-in. diam. is tested to specified pressures ranging from 1200 psi in the smaller size to 600 psi in the larger size. The detailed specified pressures are tabulated in AWWA C201-66.13 Mill-type steel pipe. The detailed tests that may be re quired by the purchaser on this type are set forth in AWWA C202-647 24 The listing* includes: Ladle analysis (followed by check analyses on drillings or cuttings from pipe) Tensile strength tests (transverse and longitudinal speci mens) Flattening tests (on nonexpanded electrically-welded pipe; nonexpanded resistance-welded pipe; cold-ex panded electrically-welded pipe; and butt-welded pipe 2-7/8 in. and larger) Bend tests for butt-welded pipe Fusion weld tests CTD029366 Hydrostatic tests Hydrostatic test. Each length of pipe is subjected to a hy drostatic test in the mill. Test pressures for different size pipes are specified 24 and range from a minimum of 700 psi for 1/8-in. pipe to a maximum o'f 2500 psi, with each pipe size having a specified test pressure range depending on the wall thickness and pipe grade (A, B, X 42). Installing pipe line in conduit under railroad. * Many special tests are mill extras and may increase the cost by J20 a ton. Normally, a purchaser will accept the same tests as for ``C201 pipe" and avoid these extras. MAY 1967 | M 29 Coating and lining The American Water Works Association has issued two standards for coating and lining steel pipe, one for coal-tar enamel protective coatings2 and one for cement-mortar protective lining and coating.22 Coal-tar enamel. The AWWA standard2 covers corro sion protection for five conditions: Inside of all pipe Outside of all pipe less than 30-in. diam. for underground placement Outside of all pipe more than 30-in. diam. for under ground placement** Outside of all pipe for aboveground placement Outside of all pipe for aboveground placement where corrosive conditions exist Material. The AWWA standard26 sets forth the specifi cations for the several materials used in connection with this protective coating. These materials include: primer, coal-tar enamel, white wash, synthetic red lead primer, synthetic white enamel, aluminum bronzing pigment, cold-applied coal-tar coating, and cold-applied coal-tar emulsion asbestos felt wrap, fibrous glass mat wrap, and sand shield. Primer. Two types of primer are used: Type A (coal tar) and Type B (fast-drying). Enamel. The coal-tar enamel used must be specially proc essed coal-tar pitch and must not contain any petroleumor natural-base asphalts. It must meet rigid maximum and minimum specifications for physical characteristics set forth in the standard.2* The following tests are conducted to de termine if the characteristics meet the standards: high-tem perature test, low-temperature test, deflection test (initial heating), deflection test (after 2-hr heating), peel, initial bond, bond after 72 hr, impact test (direct and indirect). Aboveground coatings. When steel pipe is installed above ground, it is given two primer coats of red lead pigment in a synthetic-resin vehicle. If exposed to or installed during hot weather, the second primer coat is synthetic white enamel. Application of coal tar. Primers and enamels are applied in the shop, but some application is necessary in the field to protect joints and to repair damage to the coating during handling. Shop application. When coatings are applied in the shop, the pipe surfaces are cleaned and, if necessary, wanned to 85 to 100 F; primer is added by hand brushing, air-gun spraying, or spraying and brushing. The prime-coated pipe must be protected from moisture, dust, etc. After the primer has dried for the specified time, the coal tar, which has been heated to the proper temperature, is applied to the pipe. For coating the inside of the pipe, the enamel is applied by centrifugal casting. Either of two application methods may be used: trough method, or re tracting weir, i.e., feed-line method. Details of those methods appear in AWWA C203-62.2 Coal tar is applied to exterior surfaces by pouring the heated material onto the pipe as it revolves, making certain that each spiral of applied coating overlaps the next, and that the coating is continuous, free from defects, and 3/32 1/32 in. thick. Electrical inspection with a flaw detector operating at 8000 to 10,000 v (and low amperage) is used to check for holidays in the coating. Field application. Coated pipe must be handled from shop to installation with care to prevent damage to the coating. In the field, both interiors and exteriors of joints must be inspected for damage and repaired. ** This procedure is not generally followed today. Nearly all pipe is coated and wrapped in a manner similar to the standards for pipe 30 in. and less. M 30 I WATER AND WASTES ENGINEERING Application of aboveground coating. Exterior surfaces of pipe installed aboveground are cleaned and coated according to specifications in the AWWA standard.2 For ordinary service in a noncorrosive atmosphere, two coats of red lead primer (or one coat of synthetic red lead and one coat of synthetic white enamel) and one coat of aluminum bronze paint are applied. For corrosive atmospheres, the steel surface receives one coat of heavy-bodied, cold-applied coal-tar coating, one coat of heavy-bodied coal-tar emulsion, and one coat of alu minum paint. Additional exterior coating. Where additional exterior coating is desired on pipe to be placed underground, the coating process consists of a coat of primer, followed by ahot coat of coal-tar enamel onto which is bonded a single layer of asbestos felt wrap, followed by one coat of waterresistant white wash, or a single wrap of kraft paper. Coaltar enamel and bonded double-asbestos felt wrap may be called for where extraordinarily severe soil conditions exist or for submarine lines and river crossings. Another type of wrap that may be used for these severe conditions is a coaltar enamel, fibrous-glass mat, and bonded asbestos felt wrap. A sand shield (i.e., bedding and immediate backfill) may be used in severe soil conditions. A reinforced cementmortar shield for additional protection may be required in some areas. This shield is covered in AWWA C205-62T.27 Mortar lining. Specifications for cement-mortar lining and coating are covered in AWWA-C205-62T.27 Pipe surfaces to which cement-mortar is to be applied must be clean, and the mortar used must be proportioned correctly by weight (3 parts sand to 1 part cement, with a maximum water-to-cement ratio of 0.5 to 1.0, by weight). Materials used should meet the specifications in Table 28. TABLE II--SPECIFICATIONS FOR MATERIALS FOR CEMENT-MORTAR LINING AND COATING OF STEEL WATER PIPE Materia Specification Cement Type II, ASTM C50 Sand Inert, hard, strong, durable, and uncoated; tree from dirt, with no more than 1% shale, 1% clay lumps, and 3% mica (maximum allowable dele terious substances, 5%) Water Clean, colorless; no objectionable amounts of organic matter, alkali, or salt Sealing ASTM Des. C309; may not impart taste or odor to compound water after drying Paint 4-hr-drying, corrosion resistant, with good bond ing characteristics Straight sections are lined by rotating the pipe in a special machine with the mortar applied centrifugally to the inside of the pipe. Specials are lined by mechanical or pneumatic placement, or by hand trowelling, and finished to produce a smooth, dense surface. Acceptable mortar lining thicknesses are given in Table 29. (Note: Linings and coatings covered by AWWA Stand ards C203 and C205 can be used interchangeably, that is, the pipe can be cement-mortar lined and coal-tar enamel coated or coated and lined with any other desirable com bination.) TABLE M--THICKNESS SPECIFICATIONS FOR CEMENT-MORTAR LINING FOR STEEL WATER PIPE Pipe size tin.) 4-10 11-23 24-36 >36 Thickness (In.) 1/4 5/16 3/8 1/2 Tolerance (In.) 1/32 1/16 1/16 1/16 CTD029367 Curing. Immediately after the mortar is applied, the pipe ends are closed to prevent drying of the lining, and within 1 hr thereafter, the pipe lining is subjected to curing by either water or steam. Water curing. This treatment consists of keeping the lin ing moist and within temperature limits, by sprinkling heads or other methods, for a period of 7 days before shipment. If exterior coating is to be applied, the application is made after 24 hr of curing, and the pipe is then cured for 6 days more. Steam curing. This treatment consists of introducing steam into the pipe and making certain that the temperature of the pipe is maintained between 130 and 150 F for a pe riod of at least 42 hr. Mortar coating. External protection of steel pipe is pro vided by a mortar coating. The cement-mortar (3-1/2 parts of sand to 1 part cement by weight, with controlled water content) is applied, over reinforcing, by mechanical place ment or by the steam-pneumatic process. Application by the air-pneumatic (gunite) process is permissible, with the mor tar composition limitation being 4 parts sand to 1 part ce ment, and controlled water content to prevent sag, run, or segregation of the mortar. The material used for the coating should be the same as that given in Table 28. Mortar thickness. Exterior coating thickness is usually specified to meet the limitations given in Table 30. TAILE M--THICKNESS SPECIFICATIONS FOR CEMENT-MORTAR COATINQ FOR STEEL WATER PIPE Pip. sIh (In) 4-12 13-19 20 and up THIcknats On.) 1/2 5/8 3/4 Tolsranca (In.) +1/8 +1/8 +1/8 Reinforcement. Cement-mortar coatings must be rein forced. The reinforcing may be by spiral wire, wire fabric, or wire mesh (ribbon mesh), specified as follows: Typ. Spiral wire Wire fabric Ribbon mesh Gap* 15 13 18 17 Max. spacing (In.) 11/4 2X4 1X1 1-1/2 X 1-1/2 ASTM D. A-82 A-185 A-82 A-82 Machine coating. When application is by mechanical or pneumatic placement, the coating may be applied in cours es, but the application time interval between first and last course may be no more than 2 hr. The AWWA standard29 places restrictions on such factors as support and interrupt ed placement, particularly with respect to spiral-wire and wire fabric or ribbon mesh reinforcement. Curing. Cement-mortar coatings must be cured after the initial set. The water curing process (see linings, above) may be used (minimum curing period--7 days); or steam curing (as with linings) may be used (minimum period--42 hr). Field joints. For inside joints, the cement mortar for field joints should be composed of 1 part cement to 2 parts sand, dry-mixed, and moistened just enough to make troweling and calking possible without crumbling. For outside joints, the mortar is composed of 1 part of cement and 3 parts sand, with sufficient water to provide a flowing consisten cy. Details of application for different size pipes are given in AWWA C205-62T.27 Section 6--Wood-stave Pipe Wood-stave pipe is not used in water distribution systems but is used in large-diameter transmission lines, particularly for industrial or power plants located in rough terrain, where the pipeline is usually located above ground. This type of pipe has certain advantages: light weight, fairly long life, high carrying capacity, corrosion resistance, and ease of construction in difficult locations. Design There are two types of wood-stave pipe, continuous stave and machine-banded. Both may be made in any desired di ameter up to 20 ft and for pressures up to 150 psi. Wood-stave pipe is designed to resist internal bursting pressure but not external flexural stress, although the latter may have some importance if the pipe is installed in a trench and backfilled. In addition to internal pressure, the diameter and spacing of the bands are important design factors. The latter two are interdependent. Generally, the band diameter is determined first to develop the full crushing strength of the wood. Then the spacing is determined. Equations relating stress to pipe diameter, wood-stave thickness and strength, and band radi us and strength, etc. are used to calculate the band diameter and spacing. Manufacture Continuous-stave pipe is usually manufactured in cradles at the site. Staves are laid together in such a way that joints between staves are staggered. Joints are planed radially and may have a copper or zinc plate between the stave ends to make them water tight. These joint "gaskets" are used be cause longitudinal swelling of the wood stave is small. Wire bands are placed around the pipe and spaced as cal culated, but never more than 12 in. apart. The bands are held firmly in metal shoes, which are connected by bolts that apply the required tension. Continuous stave pipe is usually made in one continuous length. It can be curved without difficulty on a minimum radius of 50 times the pipe diameter. Machine-banded pipe is usually factory made and shipped to the site. The staves are held together by ten sioned spirally wound steel bands. Pipe lengths, usually lim ited to 20 ft for ease of handling, are joined by collars placed around the outside of the pipe, or by means of re cessed or tenon joints. Recessed joints are suitable only for low pressure. Collars may be of wood stave, cast iron, or steel. Connections to wood pipe are generally made by special iron castings fastened to a saddle held in place by iron bands. Section 7--Wrought Iron Pipe One of the earliest recorded uses of wrought iron pipe in water systems is that of some 12,500 't of small diameter (1 Vi and 2-in.) laid in Alexandria, Va,, In 1852. More than a third of this pipe was still in use a century later. Another early use was in San Francisco, where more than 250,000 ft of large diameter pipe (23- and 20-in.) was in stalled in the 1860s. About half was still in use 80 years later. Probably the most historical installation of OD wrought iron pipe was in a portion of New York City's Croton Aq ueduct, built under the Harlem River in 1860 and still in service. It was constructed of !A-in. wrought iron plates, fabricated to form a 90-in. pipeline. Another historical installation of interest is the 21 mile, 11 Vi-m. wrought iron pipeline installed in 1873 to bring water to famed Virginia City, Nev., site of the Comstock lode. Much of the line is an inverted syphon that carries CTD029368 MAY" 1967 | M 31 water 2000 ft down one side of the Washoe Valley and up 1600 ft on the other side. Although the population has dwindled from more than 15,000 to less than 1000, the sy phon is still in service. Wrought iron pipe also finds wide use for inplant sys tems, for submarine lines, cooling lines, well casings, heating and plumbing systems, and electrical conduits. Design Wrought iron is a two-component material consisting of high-purity iron and iron-silicate (slag). The silicate (about 2Vi percent of the total weight) is not chemically combined with the iron. Rather, it is physically distributed throughout the iron (Fig. 15) and gives the iron a distinctively fibrous structure, similar to that of green wood. Characteristics. Wrought iron possesses qualities of tough ness, ductility, malleability, mechanical strength, weldabil ity, and corrosion resistance. These characteristics stem al most wholly from the even distribution of silicate fibers, of which there are approximately 250,000 in each cross-sec tional square inch (see Fig. 15). Fig. 15. Photomicrograph of wrought iron (100 X) shows glass-like siliceous fibers in metal. These glass-like fibers form a defense against corrosion and force it to to disperse, thus preventing deep pitting and penetration of the pipe. Wrought iron can be welded easily by any electric or oxyweld method. It can readily be bent formed, hot or cold, by hand or machine, merely by following good bending prac tices. Because of the presence of the silicate fibers, the surface of wrought iron is rougher than that of other mate rials. This rougher surface provides a better anchorage for galvanizing or for nonmetallic coating. Typical wrought iron contains the following substances in the amounts indicated: carbon, 0.03 percent maximum; manganese, 0.06 percent maximum; phosphorus, 0.120 to 0.140 percent; sulfur, 0.15 percent maximum; silicon, 0.10 to 0.20 percent; and iron silicate slag, 2.50 percent. Physical and mechanical properties. All wrought'iron pipe, including that made from plate, must meet recognized engi neering standards. ASTM Des. A-419 covers the fabrication of large OD pipe, and wrought iron plate is manufactured in accordance with ASTM Des. A-42. Typical physical de sign properties under these ASTM Designations are given in Table 31. Wrought iron pipe may also be specified in accordance with Federal Specification WWP-441, and welded tubing according to Military Specification MIL-T-17168 (NAVY). Manufacture Wrought iron is manufactured either by hand puddling or by the Byers-Aston process. The former method was used in both the United States and Britain until about 1930, M 32 | WATER AND WASTES ENGINEERING when the latter process was introduced in this country. There are three basic steps in the manufacture of wrought iron: melting and refining of the metallic iron or base metal; production of a controlled iron silicate slag; and mechanical incorporation of the refined iron into the iron silicate slag by pouring melted iron (2900F) into molten slag (2500F). The temperature of the molten slag is a few hundred degrees lower than that of the molten iron at the time the two are mixed. This causes the iron to solidify rapidly as it is poured into the liquid silicate slag. Rapid solidification of the refined iron causes dissolved gases to be liberated with such force that the metal shatters into small fragments. This results in the formation of a 3- to 4-ton "sponge ball." Rolling this ball into a bloom causes the iron silicate to elongate in the direction of rolling. Microscopic inspection (Fig. 15) shows the glass-like iron (nonrusting) fibers. Pipe sizes. Wrought iron pipe from Vi to 4 in. is produced on a special machine that utilizes a continuous weld system. Sizes from 4>/2- through 14-in. are lap-welded. These pipe sizes are threaded for couplings or flanges. Table 32 shows pipe sizes and physical data up to 14-in. diam. pipe. Large OD pipe (above 14-in. diam.) is produced from plates of desired size and thickness by fusion welding. Table 33 lists physical data for pipes 14-in. in diameter and above. Coating and lining. Wrought iron pipe may be specified with either of two types of protective coatings, metallic or nonmetallic. Hot dip galvanizing is a very popular coating process. Nonmetallic coatings range from cement mortar to simple paints. Some wrought iron pipe manufactured for distribu tion system mains is cement-lined. The method of applica tion of cement lining is the same as that used in cast iron pipe manufacture. Handling and shipping. Wrought iron pipe should be handled with the same care given to other pipes, especially if the pipe is coated or lined. Shipping practice is similar to that for other pipe; i.e., truck or rail. TMLE 11-TYPICAL PHYSICAL PROPERTIES OF WROUGHT IRON* Property Tensile strength, min. (psi) Yield strength, min. (psi) Elongation in 8 in., min. (%) Pipe A-72 42,000 25,000 12 Plat* A-42 48,000 27,000 14 Weight (Ib/cu ft) Specific gravity Modulus of elasticity (psi) Shear strength (psi) Shear modulus (psi Tension modulus (psi) Poisson's ratio Hardness, Brinell Hardness, Rockwell Impact, strength Standard Charpy, keyhole notch, double refined rounds (ft/lb) standard Izod, Izod V-notch (double) refined rounds (ft/lb) Modified Charpy, Izod V-notch (double) refined rounds (ft/lb) Modified Charpy, Izod V-notch, plate (ft/ib) Melting point, approximate (F) Specific heat (BTU lb/"F) Thermal conductivity, K (BTU in./hr/sq ft/*F) At 64"F At 212"F Mean coefficient of thermal expansion, (68-200*F) (in./in./*F) Electrical resistivity at 69.8"F (ohms cm/sq cm) 480 7.70 29 X 10 46,000 11.8 X 10* 29.5 X 10 0.30 97 to 105 B55to B60 24 to 28 50 to 60 70 to 85 40 to 44 2750 0.11 417.89 414.99 7.4 X 10X* 11.97 Properties at 68F unless otherwise stated. CTD029369  / I?i Z Is I oo oo oo *r oo oo^ HHlOMfONHHfOH <M<M<NJ<MCM<M*j,*r*t`,tj' ror*UOfOlflif)OlflO IofmiHinMofNlOoSomNoOioNcMO *--< --< --< OsJ CM <M fO 'T If) H CO ipplT) oioin Nroio io r- o> O m r* -h 00 00 w H m co O KO 88 oo "= ivWm k*. ""S OOOOOOOOOO mmmooooooo oMMrofOfor*r>* oopv. oor roo*-. C <SJ<NJ<NJ<M 4HOOCOCOOO 88 00 00 00 C sa. ' ^HNrofniniNC HHNmfnifiNON' = JUt * inmooCTiocNiooocNi^- HHHHNNNrtMrt OOOOOOOOOO -E-7 OrtoorrmoN^OrOvoOXaN>rHCj^NOoiu^r-nHtoefoovirm.>0o*-H^o dddrHHHNNfOM MHO 0co0 ^5 fi-nH N CO If) 0r-)r>^*0m ^ m r-. Q ro m mm c = >co E' mal m ^ *rH <sj <NJ i m in > CM CM O* 3I i z aat -- o rH 00 <D If) r^i-HCNicNJCNirvjrnrorOfO a. ro \'Vrv*.rvs,'v>ovo hhmmcoh oo co Ml-H C'sO co^'mmmmmm m m o oEoo-i- Z" ucoDommHuNmiopioONokNonNiofioOomiNoOoo 3 m t fSN< Jrotoi. 3> mrO- Omr-- Oo <<c VOfNCDOHHr s c i --= w gC" sS*3s c oooooooooe or-.or-ro-'-oooooooooCoMoCc <NICVJ<M<M i 00 00 00 00 oooooooc OOOOOOOC CM<M<M<MOOOC 00 00 00 00 00 00 00 00 00 00 z uf o <9 ao a * o o *1 |-| H <CM<MPr>U_>r-01C -(MN m inrvcno -x 3~ i|?i ~c E ^e Hr--Hiu^inrn-Hmo^Cm^rHoro-jmo<Moo<oMo<CvHjNrHoIC^rMj OOOOOOOOOO SHj)oOHo^'MoS^O^iiPOoloOO*IOrTo'fWiOnHotf ooHHHNNmro^ MAC W=c. omoomiDOOo 'U30r^r.000 oooromoSpooomom OHHp.Hf\J<Njffl^ V F" DM^-s <"H CO H r-* T-- f-H rH <NJ CM CO C*S * <00000' rtOoCO3fCnOoM>CfOmHMSiMcrCoOiot CMCMCMPnCMmcOCOCOCO OOOOOOOOOO fomminotMorscom OOOOlHHOOOKM miccoNoooNHm cmIfMocMmCCOmvjOcmgNmoNmoNmoNmoNmoOQo mmodooooocMCMW mmooooooocsi<Mr "5 1f = * CTD029370 MAY. 1967 | M 33 Material Asbestos-cement Grass Cast iron Copper Galvanized iron Lead Plastics ABS PE PVC Steel Wrought iron TAILE M--DATA ON SERVICE UNE MATERIALS Type Standard no. AWWA C400-65 AWWA H3 Red seamless ASTM B43-47 Regular Extra strong Gray AWWA C102 Type K1 AWWA C800-55 ASTM B88-47 AA (XS) AAA (XXS) AWWA C800-50 CS 95-41 Flex ible V V Rigid V Size range (In.) 3, 4,6 V 1/2 to 6 1/2 to 6 V 2, 3, 4, 6 1/2 to 6 V 1/2 to 3 3/8 to 2 Weight range1 <ib/ft> 0.93-19.0 Working pressure (p*i> Class 100, 150, 200 12-30 Class 50, 100, 150, 200 0.344-13.9 2.0-19.5 75 100 Comments Noncorrosive; not available below 3-In.; slip coupling joints Longlife under normal conditions; corrodes in acid soils; uses threaded coupling joints; re quires gooseneck connection Corrosion resistant when lined and coated; not available in small diameters; rigidity and short length require joints and goose neck connection Direct connection to mains; cor rosion resistant; dissolves m soft water with high COs content Not highly resistant to corrosion; requires threaded joints and gooseneck connection Direct connection mains; corro sion resistant except in soft waters with high . CCh; some tendency to creepor crack un less properly formulated i i i Black or gal vanized Cement-lined CS 254-63 ASTM D2282-65 USASI B72.3-67 CS 255-63 ASTM D7239-65 USASI B72.1-67 CS 256-66 ASTM D2241-65 USASI B72.2-67 ASTM A120-47 Fed. Spec. WWP-406 V Black or gal ASTM A72-95 vanized ASTM A90-39 V 1/2 to 6 0.05-2.8 40-160 V 1/2 to 2 0.07-1.8 80-160 0.16-3.2 V 1/2 to 6 160-300 V 1/2 to 6 0.85-53.16 200 V ^ 1/2 to 6 1/2 to 6 0.85-53.16 200 All sizes not available in all types and all pressure ratings; ail types will resist limited number of freeze-thaw cycles; will hold pressures up to 150-160^. Check with manufacture for available sizes and pressure ratings Available in three grades: strong, extra-strong, double extra strong. Weight per foot range covers three grades; not resist ant to corrosion unless cementlined Same comments apply as for steel 1 Weight per foot varies with material, type, wall thickness, etc. 1 Type L specified by Copper Development Association "Copper Tube Handbook." * See Part 2, Section 4 of this manual. Section 8--Service Lines According to AWWA Manual M8,7 "The most impor tant factor affecting the useful life of service lines is the ability of the material used to resist internal and external corrosion." Internal corrosion, either pitting or tuberculation, adversely affects the carrying capacity of the pipe. Ex ternal corrosion may result in leakage. Table 34 lists the most commonly used materials, the more important pertin ent physical characteristics, and advantages and disadvant ages. An AWWA Committee Report published as a part of AWWA C800-5528 covers current standards for certain types of service line materials. Hydraulic-flow characteristics are good on all newly in stalled pipe and remain so on lines of asbestos-cement, copper, lead, and plastics. More detailed information on the characteristics of asbestos-cement, cast iron, plastics, steel, and wrought iron is presented in previous sections of Part 2. Flexible materials can be connected directly to the corpo ration cock in the main and to the stop-and-waste valve in side the foundation wall of the house. Nonflexible materials require a flexible "gooseneck" connection to the corpora tion cock and sometimes may need a flexible connection to the house plumbing system. Gooseneck connections may be lead, copper, or flexible plastic. Flexible materials are not damaged by freezing, but electrically-nonconductive materi als, when frozen, cannot be thawed electrically. Relative costs of these various materials are not com pared in Table 34. Costs vary, not only with time, but also with location, point of manufacture, installation conditions. and other local factors. Inasmuch as the cost of installing service may exceed 10 percent of the total investment of a water utility, it is important to select service line materials that will provide the longest possible effective service. Selec tion should be made only after consideration of all data. Section 9--inpiant Systems As indicated in Table 8, almost every type of material used in water systems may be and is used for all types of inplant systems piping, including lines for air, chemical feed, filter influents, effluents, and wash lines, gas, heat, high and low service, plumbing, pump suction and dis charge, and sampling. Pipe materials used in inplant systems have the same design and are manufactured by the same process as ma terials used for distribution and service lines. With the ex ception of glass and rubber, these materials have been dis cussed in previous sections of Part 2. Pyrex glass has been used for chlorine gas and solution lines, a notable example being the Chicago Central District Filtration Plant. These lines are rigid, and require support and special fittings. Copper is also used where flexible chlorine connections are required. Hard rubber and iron are used for conducting liquid chlorine under pressure. Flexible rubber lines are also used to handle chlorine so lutions and to transport other solutions, carbon slurries, etc. Inplant piping systems, particularly of large size pipe used on high- and low-service lines, usually utilize flanged joints. Other types of joints may be used, depending on line size, material, and application. M 34 | WATER AND WASTES ENGINEERING CTD029371 water and wastes / engineering / MANUAL OF PRACTICE NUMBER TWO WATER SYSTEMS pipes and piping Section 1--Transmission and Distribution Several operations in the installation of transmission and distribution lines are the same regardless of the pipe materi al used. Therefore these operations will be discussed here without reference to specific materials, except as may be necessary. The American Water Works Association has is sued standards for laying asbestos-cement pipe28 and for laying cast iron pipe,30 for rubber gaskets for cast iron pipe, 31 and for field welding of steel pipe joints.32 Pipe handling All pipe receives a final inspection before shipment. Care is taken to make certain that every length leaving the manu facturing plant is in first-class condition. Damage from rough handling in transit will occur occasionally, so pipe should be inspected when it arrives or as it is being unload ed from the railroad car or truck. Rough treatment in trans it is usually evident from broken tie straps or wrecked wooden blocking placed at the factory. Metal pipe can be checked for in-transit damage by "ringing" each length with a hammer. Failure to ring properly indicates damaged pipe, which should be reported to the manufacturer and rejected for use. Fig. 16. Method of unloading pipe with snubbing ropes and skids. Unloading. Handling includes unloading from the trans porting vehicle (railroad car or truck). Small diameter pipe may be unloaded by derrick. Large diameter pipe should be unloaded with the aid of skids and snubbing ropes using a rolling hitch at each end (Fig. 16). Pipe unloaded on skids should never be rolled against other pipe. When pipe is unloaded to storage, it should be stacked ac cording to the manufacturer's directions, with the stack height controlled within the limits of safety and practicality, and with blocking as necessary..Belled-pipe is stacked with the bells at right angles in each layer. For smaller pipe di PART 3/INSTALLATION PRACTICES ameters, the maximum number of layers is ten; for larger diameters, the maximum is less; the maximum practical stack height is 12 ft. In the delivery of small diameter pipe to be laid by hand, the pipe lengths should be strung along the route. (Belledpipe should have the bells facing in the direction the work is to proceed.) The method of unloading pipe from trucks or cars may utilize a derrick and cable with hooks for engaging each pipe end. Hooks for handling lined pipe should be rubber cov ered. Both small and large-diameter pipe may be handled by sling, hooks, or by skids and snubbing ropes. Some types of pipe may be handled by fork-lift truck. Stringing pipe. To avoid unnecessary handling, both pipe and fittings should be placed as near as possible to their final location in the line, with due respect to the safety of the traveling public. Pipe should be placed as close to the trench site as possible and on the side opposite that where the excavated dirt is to be piled. Asbestos-cement pipe is usually not strung along the trench line in advance of laying operations but is delivered from storage to trench site as needed. When pipe is to be moved only a short distance, it should be rolled by hand or moved by hoist; it should never be pushed by bulldozer blade. Pipe with a special exterior coat ing should be handled by canvas belt sling or special cable around the middle of the pipe. Patented lifting tongs are also available for handling pipe by hoist and cable. Whenev er rubber gaskets are to be used in pipe joints, they should be stored out of direct sunlight and protected from dirt until needed. Detailed directions and precautions for handling, storing, and stringing pipe along the right-of-way may be obtained from the manufacturer or from the pipe manufacturing as sociations. Trenching Water mains are generally installed to a definite tine and grade as established by the project engineer. This is particu larly true where other subsurface utilities are located in the streets. The trench itself may be dug by hand or by excavating machine. Earth trenching employs one technique, rock ex cavation, another. Solid rock must be blasted. Trench depth. Generally the designing engineer'specifies the trench depth or, more particularly, the depth of cover over the pipe after the trench is backfilled. The amount of cover specified usually depends on the frost line in northern states (minimum cover 5 ft) and on the surface load condi tions in southern states (minimum cover 2'A to 4 ft). Sometimes the pipe is laid aboveground, as for example, the pipeline from Hollywood to Key West, Fla., long transmis sion mains in the west, and on bridges over water. Some times pipe is laid in subaqueous trenches across rivers, har bors, and lakes. Laying subaqueous lines requires special underwater excavating equipment, divers, and special laying techniques. The trench should be as shallow as possible and still pro vide for frost protection and surface loading. Deep trenches are costly; they require shoring and bracing and are often CTD029372 MAY 1967 I M 35 wet, a situation that requires pumping. Standard pipe selec tion tables are based on pipe installed with a 5-ft cover, with the pipe laid on a flat-bottom trench, and with the backfill tamped to the centerline of the pipe. Trench widths. The width of the trench should be suffi cient to permit proper installation of the pipe, with room for the workmen to make up the joints and to tamp backfill under and around the pipe. Trench widths are governed by type of soil, pipe size, and excavating equipment. Most trench specifications allow the trench width to be 1 to 2 ft more than the outside pipe diameter. For asbestos-cement pipe, the following widths are sug gested. Pipe diam. (In.) 4 6 or 8 10 or 12 14 or 16 Min. (In.) 18 20 24 30 Trench width Max. (In.) 28 32 36 42 For cast iron pipe, the suggested trench width for pipe 4 to 18 in. in diameter is the pipe diameter plus IS in.; for pipe 20 to 60 in. in diameter, the suggested width is the pipe diameter plus 18 in. Suggested trench widths for concrete pipe are as follows (where D is inside diameter of pipe). Pipe dlam. (In.) 16,18,20 24 30, 36 42 48 Trench width Min. (In.) Max. (In.) D + 12 D + 22 D + 13 D + 23 D + 14 D + 24 D + 15 D+ 25 D + 16 D + 26 Wide trenches for small diameter pipe should be avoided, particularly in hard clay soils. The weight of backfill in a wide trench is out of proportion to the beam strength of small pipe. For example, if the specifications call for a trench width of 4 ft, and if the trench is actually 5 ft wide, the load on the pipe could increase by 56 percent. The ex cess load is not in direct relation to the change in the pipe diameter-trench width ratio. Pipe laid in a curve. Where pipe is to be laid on a curve, it will utilize the available deflection characteristic of the joint. For such situations, the trench width will be some what wider than normal. The offset of pipe and radius of permissible curve for asbestos-cement pipe are given in Table 35, for cast iron pipe in Table 36,** and for concrete pipe in Table 37. TABLE IS--OFFSET OF PIPE AND RADIUS OF PERMISSIBLE CURVE FOR ASBESTOS-CEMENT PIPE Degree deflection i 2 3 4 5 3-1/4 Offset Radius (In.) () .7 187 1.4 93 2.0 62 2.7 46 3.4 37 Pipe length (ft) 4-1/1 Offset Radius (In.) () 1.3 374 2.7 186 4.0 124 5.4 93 6.8 74 u Offset Radius (In.) () 2.7 748 5.4 372 8.0 248 10.8 186 13.6 148 TABLf 16--MAXIMUM DEFLECTION FULL LENGTH CAST IRON PIPE" Pipe (In.) Deflec. (d6) Approx, radius of curve (ft) produced by succession of Max. deflec. (in.) for pipe joints for pipe lengths (ft) of lengths (ft) of 12 16 IS 20 12 16 IS 20 PUSH-ON TYPE JOINT 2 2-1/4 3 4 6 8 10 12 14 16 18 20 24 30 36 42 48 5 12 5 12 5 12 5 5 5 5 5 3 3 3 3 3 2 2 2 2. 17 19 21 140 185 205 230 17 19 21 140 185 205 230 17 19 21 140 185 205 230 17 19 21 185 205 230 17 19 21 185 205 230 17 19 21 185 205 230 17 19 21 185 205 230 17 19 21 185 205 230 10 11 12 300 340 380 10 11 12 300 340 380 10 11 12 300 340 380 10 11 12 300 340 380 10 11 12 300 340 380 6 7-1/2 8 450 510 570 6 7-1/2 8 450 510 570 6 7-1/2 8 450 510 570 6 7-1/2 8 450 510 570 MECHANICAL-JOINT PIPE Bend in one Joint angle (deg-min) 3 8-18 21 28 31 85 110 125 4 8-18 21 28 31 6 7- 7 18 24 27 85 ,110 125 100 *130 145 8 5-21 13 18 20 130 170 195 10 5-21 13 18 20 130 170 195 12 5-21 13 18 20 22 130 170 195 220 14 3-35 9 12 13-1/2 15 190 250 285 320 16 3-35 9 12 13-1/2 15 190 250 285 320 18 3- 0 7-1/2 10 11 12 230 300 340 380 20 3- 0 7-1/2 10 11 12 230 300 340 380 24 2-23 6 89 10 300 400 450 500 30 2-23 6 89 10 300 400 450 500 36 2- 5 5 78 9 330 440 500 550 42 2- 0 5 6 7-1/2 8 340 450 510 570 48 2- 0 5 6 7-1/2 8 340 450 510 570 ( TABLE ST--DEFLECTION DATA ON CONCRETE PRESSURE PIPE" Offsets (in.) Pipe Half-bevel Bevel Angles (deg) Pipe Half-bevel Bevel Grade change (%) Pipe Half-bevel Bevel 16 0 to 5-1/4 7-3/4 to 18-1/4 0 to 1-1/2 2-1/4 to 5-1/2 0 to 2.7 4.0to 9.6 18 20 0 to 4-1/2 ' 9-1/4 to 18-1/2 0 to 4-1/4 3-1/4 to 11-1/2 10-1/2 to 18-3/4 0 to 1-1/4 0 to M/4 1 to 3-1/2 2-3/4 to 5-1/2 3 to 5-1/2 0 to 2.4 4.8to 9.6 Oto 2.2 1.6to6.0 5.4to 9.8 Pipe diameter (In.) 24 30 0 to 3-1/2 3-1/2 to 10-1/2 10-1/2 to 17-1/2 0 to 2-3/4 '4-1/4 to 9-3/4 11-1/4 to 16-3/4 Oto 1 1 to 3 0 to 3/4 1-1/4 to 3 3 to 5-1/4 3-1/4 to 5 Oto 1.8 l.Bto 5.5 5.5 to 9.1 Oto 1.5 2.2 to 5.1 5.8 to 8.8 86 0 to 2-1/4 4-3/4 to 9-1/4 11-3/4 to 16-1/2 0 to 3/4 1-1/2 to 2-3/4 3-1/2 to 5 Oto 1.2 2.4to4.9 6.1 to 8.5 42 Oto 2 5 to 9 12-1/4 to 16-1/4 0 to 1/2 1-1/2 to 2-3/4 3-3/4 to 4-3/4 Oto 1.1 2.6to 4.8 6.3to 8.5 48 0 to 3/4 5-1/4 to 8-3/4 12-1/2 to 16 0 to 1/2 1-1/2 to 2-3/4 3-3/4 to 4-3/4 0 to 0.9 2.8to 4.6 6.5 to 8.3 * Deflection In any length of pipe can be obtained by opening the joint. The offsets in this table are based on a maximum joint opening of 1/2 In. on a 16-ft length. For zO-ft lengths. Increase offsets by 25 percent. The long and short sides of elbows and bevel pipe are Indicated by punch marks on the end of the spigot ring. Halt and full bevel adapters have same deflection as beveled pipe. M 36 I WATER AND WASTES ENGINEERING CTD029373 Fig. 17. Examples of trench sheeting. Left, open; center, closed; right, movable shield. Excavation. Whether excavation is by hand or by ma chine, the excavated soil is piled on one side of the trench at a distance sufficiently away from the trench wall to prevent excavated material from rolling back into the trench, and also to allow room for walking along the trench. The pipe is strung out on the opposite side of the trench. Rock excavation. The term "rock" applies to solid rock, ledge rock, and to loose boulders more than 8 in. in diame ter occurring in large gravel formations. In any type of rock formation, the rock must be excavated to a level 6 in. below the grade line of the pipe bottom (see Bedding). Excavated rock should be hauled away and not used for backfill. Bad soil. Where soil conditions are bad (e.g., coal mine debris, cinders, sulfide clays, mine tailings, factory waste, or garbage), the soil should be excavated to a depth 6 in. below the grade line for the bottom of the pipe (see Bed ding). All excavated bad soil should be hauled away and not used for backfill. Sheeting and bracing. Whether or not the sidewalls must be protected against cave-in depends on soil conditions and trench depth. This protection is accomplished by the use of sheeting and bracing (see Fig. 17), and serves not only to prevent delays in pipe laying, but also as a safety measure to protect both the workman and the public. Many cities have established regulations for sheeting and bracing based on local soil conditions, as determined from experience. Bedding. All types of pipe must be supported properly by the trench bottom. Pipe can be laid directly on the trench bottom if the bottom has been leveled properly. A leveling board should be used to ensure that there are no voids or high spots and that the grade is correct. Any high spots should be shaved off, and voids should be filled with well tamped soil. For greater load-bearing ability by the pipe, the trench bottom may be hollowed out to conform to the contour of the pipe circumference. This method of bedding is used in special cases. Usually, the design engineer specifies the type of bedding, including tamped backfill (see Backfill). Asbestos-cement pipe may be laid directly on the trench bottom or on earth pads (see Joint holes and Backfill). Special bedding. For pipe laid in rock, bad soil, or soft or wet soil, special bedding must be provided. In rock soil areas, the rock is excavated to a depth of 6 in. below the grade line for the bottom of the pipe. The trench bottom is then built up with a 6-in. bed of sand or good soil free of clods, placed, leveled, and tamped to grade. In bad soil areas, the material is excavated 6 in. below grade and replaced with sand or good soil. Where soils are soft or wet, the ground may have inade quate bearing. In such areas, either crushed stone or gravel should be used to support the pipe throughout its entire length. In extreme situations, pile supports and stringers may be utilized. Joint holes. Where pipe lengths are joined together, pro vision is made in the trench to allow proper jointing with the type of joint employed. Asbestos-cement pipe joints. Where the pipe is directly on the trench bottom, a coupling hole is dug at the joint loca tion; the hole is 3 in. deep and 6 in. longer than the cou pling. Instead of using coupling holes, the pipe may be laid on two earth pads, 12 in. wide, minimum 2 in. high, and full trench width. These pads are located 31 in. from each end of a 13-ft length, or one-fifth of the pipe length from each end for shorter pipe lengths. These pads should be made of tamped good backfill material, free of stones, lumps, or other hard material. Pipe should be firmly positioned on these pads and aligned for coupling. The space between pads is backfilled later (see Backfill). Cast iron pipe joints. For cast iron pipe joints of the bell and spigot type, which are to be made up with lead calking, the trench is excavated somewhat wider and deeper at the joint location to allow room for the calker to work. Cast iron pipe utilizing the slip-on type of joint requires no extra trench width but does require the trench bottom to be excavated below grade sufficient to receive the bell and to make certain that the remainder of the pipe length rests solidly on the trench bedding. Mechanical joints require no extra trench width at the joint location and only a hole in the trench bottom suffi cient to allow the bolts to be inserted and tightened. Concrete pipe joints. Joint holes for this type of pipe must be large enough to allow for bells or couplings and for making up and mortaring the joint. Plastic pipe joints. Bell and spigot type of plastic pipe, with O-ring gasket, requires no extra working width in the trench but does require a slightly deeper excavation at the joint locations to accept the bell. Steel and wrought iron pipe. Pipe that is joined by weld ing requires no extra width or extra trench depth at the joints if the welding is done outside of the trench. Joints Types of available joints are discussed in some detail in Part 2, Section 2 under each type of material. The listing in Table 38 brings this information together for convenience. Where a metal line must be maintained as an electrical conductor for cathodic protection, or where the pipe may need electrical thawing, some special provision must be made in jointed pipe installations. For example, in cast iron, lead-tipped rubber gaskets are used on mechanical joints, and conductor wedges are used at the side of the bell on push-on joints. On steel pipe, bondingvables and lugs are CTD029374 MAY 1967 | M 37 TMLE U--PIK JOINTS UNO THOR MfUCATIONS Pip* material Type of Joint Application Asbestos-cement Cast iron Coupling with rubber ring gasket Push-on Mechanical Bell and spigot Flanged All locations General use Soft soils where set tlement is antici pated, or where flexibility is required Only in stable soil where settlement is not excessive Where valves or fit tings are to be at tached in vaults or above grade Concrete Plastics Steel Wood Wrought iron Flexible ball River crossings Galvanized steel-ring, All locations bell and spigot types or their variations, with rubber gaskets and cement fills Solvent weld In small lines Couplings In small lines Bell and spigot with In large sizes rubber O-ring Mechanical-type couplings Pipes <24 in. ID especially with coal tar linings Welded joints Pipes >24 in. ID with inside coatings Ranged joints Where valves or fit tings are to be at tached Expansion joints (stuffing box type) At points to relieve strain on welded, joints Woodstave collars On machine-made pipe Welded All locations used at rubber-gasketed expansion joints. Welded joints do not require special provisions for electrical conductance. Packing for bell and spigot joints on cast iron pipe may be calked lead or special rubber gaskets in push-on joints. Rub ber gaskets (O-ring) are also used for asbestos-cement, con crete, some plastic pipe, and steel pipe expansion joints. Laying pipe A number of general directions for laying pipe apply to all types of pipe. The more important ones follow: 1. Before pipe is lowered into the trench, it should be in spected for damage and any unsatisfactory lengths rejected for use. The inside of each pipe length should be swabbed to remove loose dirt and other foreign matter. 2. If mud and surface water have been permitted to stand or flow through strung-out pipe, the inside should be swabbed with strong hypochlorite solution. A(1 gaskets should be kept clean and dry. 3. Pipe should never be pushed off the bank or allowed to fall into the trench. Pipe up to 12-in. in diameter may be lowered by two ropes, one at each end; larger pipe must be handled by machinery. 4. Pipe that is joined by couplings may be laid in either direction, but belled-end pipe is normally laid with the bells facing in the direction in which the work progresses, except downhill, where the direction is reversed. 5. When pipelaying is not in progress, the open ends of installed pipe should be closed by appropriate means to pre vent the entrance of dirt and trench water. 6. Pipe lengths should never be deflected in the joint to any greater degree than recommended by the manufacturer. Jointing procedures. The particular method for making M 38 | WATER AND WASTES ENGINEERING up pipe joints depends on the type of pipe material and type of joint. Asbestos-cement pipe. This type of pipe is joined by a coupling with rubber ring gaskets that permit easy assembly and provide a tight seal (Fig. 7). The surfaces of the gasket are tapered to facilitate assembly of the joint. Standards for installing this type of joint appear in AWWA C603-647.20 To make up the joint, place rubber gaskets inside the cou pling as directed by manufacturer's instructions; clean and lubricate pipe ends; place coupling on installed length; align pipe ends; insert last length into coupling, and push on free end untij the joint is seated properly. Some pipe (pre belled) is furnished with a coupling already present on one end of each length. "Pushing the pipe home" is accomplished by pressure from a crowbar against a block of wood across the free end of the pipe (Fig. 18). For large pipes, a mechanical puller device may be used. Details on the use of the puller may be obtained from the pipe manufacturer. Fig. 18. Method of pushing pipe lengths together. Cast iron pipe. The procedures for making up joints on cast iron pipelines vary with the type of joint used. Bell and spigot joint. This joint generally uses a yarn and lead calking. As each length of pipe is placed in the trench, the spigot end of the pipe is centered in the bell and forced home. The pipe is forced home with a crowbar or mechani cal jack. The procedure for making up the joint has five steps.0 Step I: Bring the pipe length to correct line and grade and secure it in that posidon by soil tamped under the pipe, except at the bells. Step 2: Place yam (preferably braided) around the spig ot end and push it into the bell as far as it will go. The yam should overlap at its ends when around the pipe. Step 3: Place a heat resistant runner around the spigot end and push it tightly against the bell face; add a pouring gate of clay at the top of the pipe. Step 4: Pour melted lead into the pouring gate. On smaller diameter pipes, the entire pour should be from one ladle; if more than one ladle of lead is required, the interval between pourings should be as short as possible. On extremely large pipes, pouring may be done in halves. The depth of the lead joint should be at least 2V* in. for pipes under 20-in. diam., 2!/2 in. for pipes 20 to 36 in.; and 3 in. for pipe diameters greater than 36 in. Step 5: After the lead has solidified and cooled to the temperature of the pipe, compact (calk) it with either pneumatic or hand calking tools until the finished joint shows a hard and even hammered surface overall. Cement joints may be used in place of lead, in a propor tion of 1 quart of cement to V* pint of water. The cement is placed inside the bell and thoroughly compacted. When CTD029375 Steel pipeline installed on concrete piers above ground. using this type of joint, six or eight pipe lengths are usually left uncovered behind the length being installed. Mechanical joints. This type of joint consists of four parts: a flange cast as an integral part of the bell of the pipe, a rubber gasket 31 that fits a recess in the socket, a gland (follower ring) to compress the gasket, and nuts and bolts to tighten the joint. The installation steps are four in number. Step 1: Clean the pipe ends, and paint with a soap solu tion. Step 2: Place gland on spigot end with the face toward the bell; then place rubber gasket over the spigot end, with the thick edge facing the follower gland. Step 3: Push the pipe forward to seat the spigot, and press the follower gland into place within the bell. Step 4: Insert bolts in flange and follower gland; screw on nuts thumb tight; then tighten nuts at opposite positions using a torque wrench until all are tightened equally. Push-on joints. This type of joint consists of a special bell cast integrally with the pipe and a special rubber gasket31 designed to fit into a groove inside the bell. The spigot end of the pipe is beveled. The joint is put together in three steps. Step 1: After the inside of the bell and the outside of the spigot are cleaned, the circular rubber is flexed and inserted into the gasket recess in the bell socket. Step 2: A thin film of gasket lubricant (supplied by the manufacturer) is applied either to the inside of the gasket or to the beveled spigot end of the pipe, or to both. Step 3: The spigot end is entered into the bell, using some care to keep it from coming into contact with any soil, and the joint is completed by forcing the plain (spigot) end to the bottom of the bell, using a forked tool, or jack-type tool. Complete detailed instructions are furnished by the pipe manufacturer. Underwater joints. Where the installation is to be in shal low water and only small joint deflections are required, standard mechanical joint pipe is generally used. Where the water is deep and the contour of the river bed requires con siderable joint deflection, a ball and socket type of joint is used. Deflections up to 15 degrees are possible. The pipe is generally laid in a trench cut in the bottom of the stream bed. The pipe lengths may be joined on shore and the pipe pulled into the water, using buoyant barrels at tached to keep the pipe off the bottom until the crossing is complete. Sometimes several lengths are assembled on land then floated to the desired location, lowered to the bottom, and joined by divers. Submarine pipelines are usually laid with joints that are provided with positive locking devices to prevent the pipe from being pulled apart. This type of pipe may also be assembled on a barge and lowered from the rear end of the barge to the bottom as the work progresses. Concrete pipe. Concrete pipe may be of a bell and spigot or a steel joint type; both use rubber gaskets. Concrete pipe is frequently lowered into the trench by cable sling attached to the backhoe, or by cable attached to a mobile crane. There are four steps involved in making concrete pipe joints. Step 1: After the ends of the pipe are thoroughly cleaned inside and out, the pipe length is lowered halfway into the trench, and both the spigot and bell ends are lubricated thoroughly with a vegetable soap. Where steel joints are used, they too are thoroughly cleaned with rags, a wire brush, emery cloth, or file as may be necessary, then lubri cated thoroughly with a compound furnished by the manu facturer. Step 2: When the pipe is lowered halfway into the ditch, the rubber gasket is immersed in the lubricating compound, then stretched around the spigot end, and pushed into the groove designed to receive it. Next the gasket is completely covered with lubricant. Step 3: The pipe is then lowered to position, the spigot in serted into the bell and pushed home. In the case of concrete pipe joints, the pipe is not pushed home until a feeler gage has indicated that the gasket is properly placed around the pipe. In large pipe, this "feeler gage" operation is done by a man inside the pipe; on pipe less than 20 in., the "feeler gage" operation is from outside the pipe. The choice of method for "pushing the pipe home" de pends on various factors: size of pipe, location, equipment available, etc. The operation may be accomplished by manipulating the backhoe supporting the pipe by attached cable, or by crane with pulleys. In the latter case, there are three methods rec ommended for making the actual jointing. One consists of using a deadman three lengths back, with a cable connected through a 3-ton pull lift to a strong-back across the bell of the pipe. The second utilizes a winch anchored in a joint re cess three lengths back, connected by cable to a strong-back across the bell. The third method utilizes a cable choker sling around the last pipe installed, attached by ratchet hoist to the laying sling of the pipe length being installed. Exert ing the necessary tension in any of these methods will pull the pipe into final position. Step 4: The joint is completed with a dry mix cement (1:2) inside wetted up for the outside. (Pipe lines smaller than 20-in. diam. do not require an inside mortaring as the exposed metal on these sizes has received an extra heavy zinc coating.) On large pipe sizes, the inside joint is packed with mortar and troweled smooth. Outside joints on steel-type joints are covered with a cloth (or burlap) diaper held tightly in place by wire (or straps). Grout is poured to fill the joint on both sides of the pipe. A stiffer mix is troweled over the top of the pipe. Joints are left uncovered for several lengths back to allow for setting before backfill operations begin. Plastic pipe. This type of pipe, being flexible or some what flexible, is usually joined outside the trench and low ered into the trench as the work progresses, except in the larger sizes where bell-and-spigot type joints are used. Bell and spigot joints. This type of joint requires a three- step operation. Step 1: Clean the bell and plain end and set the gasket ring in its depression in the bell, with the marked edge fac ing toward the end of the bell. Step 2: Lubricate the plain end of the pipe. Step 3: Push pipe end into the bell so the the reference mark on the pipe is in line with the fade of the bell or is just within the bell. Other joint types. In Part 2,-Section 4, under the discus sion of manufacture of plastic materials, the methods of jointing are discussed with reference to insert fittings, to flaring and compression joints for polyethylene pipe, and to solvent weld and coupling methods for PVC pipe. CTD029376 MAY -1967 | M 39 Steel and wrought iron pipe. This type of pipe is welded in the trench. Standards for equipment, welding procedures, operators joint design (butt or lap), design and procedure details, testing, etc., have been published by the American Water Works Association.32 Anchoring. In most pipe lines, particularly those with joints, all dead end fittings, along with bends, tees, and hy drants must be anchored to prevent movement caused by in ternal pressure. Various methods are used depending on the pipe material. This subject will be covered in Manual of Practice No. 4/Valves, Hydrants, and Fittings. Fittings. Crosses, tees, ells, hydrants, and valves are in stalled as the pipeline is laid. Usually, they utilize joints such as have been discussed above. The subject of fittings will be covered in Manual of Practice No. 4. Pipe under railroads. Whenever pipelines are installed under railroad tracks, it is essential that the installation be such that the pipe is protected against superimposed extra dead and impact loads. One of the most general methods used is to install a culvert pipe capable of withstanding the load and to pull the water main through this culvert by wire cable. The culvert should be at least 6 in. larger in diameter than the outside diameter of the pipe bells or couplings. Joints that provide some degree of flexibility are preferred. The space between the pipe and the culvert should not be filled. Some types of pipe may be designed to be jacked di rectly under the tracks. Pipe laid under highways does not require the culvert treatment. Deflection. Many joints have an inherent ability to be de flected to some small degree, a characteristic that permits pipe to be laid on a long-radius curve. The permissible off set and deflection for different types of joints and different pipe materials are given in Tables 35, 36, and 37. Testing All pipelines, of whatever material, should be subjected to hydrostatic test, either by sections as completed or in toto after completion. Such testing is usually done after the trench has been partially backfilled.28-30 Asbestos-cement pipe. In asbestos-cement pipelines, teakage and pressure tests are usually made at the same time over a period of at least l hr. After the pipeline is com pleted, it is filled with water, allowed to stand 24 hr, and then subjected to hydrostatic test. The test pressure is usually 1.5 times the operating pressure, and the test is made on sec tions before the backfilling is completed. Allowable leakage is set by AWWA standard;29 it ranges from 0.71 gph per 100 couplings on 4-in. pipe at 50 psi pressure to 13.5 gph> per 100 couplings on 36-in. pipe at 225 psi pressure. TTie data in AWWA C603-64T29 are based on a standard pres sure of 150 psi and a leakage of 30 gpd per mile of pipe per inch of pipe diameter for 13-ft pipe lengths. Cast iron pipe. The usual procedure for testing cast iron pipe is to fill each valve section of the pipeline slowly until all air is expelled, usually through corporation oocks. Then the pressure is brought up to the test level to determine if any leakage exists at joints. When joints do show evidence of leakage, they should be recalked, otherwise adjusted, or repaired as the joint-type may require. Following observations for leaking joints, cracked pipe, etc., and when the necessary repairs have been made, a leakage test is made over a 2-hr period at the required pres sure. In reference to cast iron pipe lines, leakage is defined30 as the quantity of water that must be supplied intb newly laid pipe (or any valved section) to maintain the specified leakage-test pressure in the pipeline after all air is expelled. For cast iron pipe lines, the allowable leakage is limited by two formulas; For mechanical and push-on joints: = ND\/P 3700 Eq. 20A M 40 | WATER AND WASTES ENGINEERING and for calked bell and spigot joints: = NPVP 1850 Eq. 20B where L = allowable leakage (gph) N = number of joints in section tested D = nominal pipe diameter (in.) P = average test pressure (psi) These formulas29 are based on an allowable leakage in mechanical and push-on joints of 23.3 gpd per mile of pipe per inch diameter for 18-ft pipe lengths at a pressure of 150 psi, or a leakage of twice that amount for bell and spigot pipe of the same length under the same conditions. Other pipe materials. Standard procedures for testing pipelines of materials other than asbestos-cement or cast iron have not yet been issued by the American Water Works Association, but it is good practice to test all pipelines for leakage regardless of pipeline material and to make certain that leakage is within acceptable limits. Backfilling Regardless of the type of pipe material, the proper han dling of backfilling operations is important and deserves more than casual attention. Common practice involves a two-step procedure: partial backfill before leakage tests and completed backfill after tests. The partial backfill procedure usually leaves joints ex posed or covered only by a relatively shallow layer. Whatever the pipe material or the method of backfill, the backfill material should be good soil which does not contain any rocks, bad soil, or frozen clods. The following directions are abstracted from AWWA standards.29-30 Asbestos-cement pipe. Backfill material is deposited at both sides of the trench uniformly and for full trench width up to the horizontal centerline of the pipe. It is then tamped in layers 4-in. thick after compaction. The backfill material should contain sufficient moisture to permit thorough com paction under and on each side of the pipe to provide voidfree support for the pipe. Where visual inspection during leakage tests is not re quired, backfill is added to the depth indicated above and then a cushion of hand-placed material is added to cover the pipe -to a depth of 12 in. for all pipe sizes. When visual inlspection is required and joints are left exposed during leak age tests, hand-placed material is deposited to a depth of 12 in. over pipe 8-in. in diameter or less, and to a depth of 24 in. over larger pipe. After leakage tests are completed, exposed couplings are covered with hand-placed material to a depth of 12 in. The remainder of the backfill material (no more than 25 percent stones, all less than 6-in. in diameter) is deposited in the trench by hand or by bulldozer. If trenches are in a roadway right-of-way, the backfill is compacted to a 90 percent compaction density. Backfill in other trenches need not be' tamped. Cast-iron pipe lines. Selected backfill (i.e., sand, gravel, crushed rock, or limestone) is used only to a depth of 1 ft above the pipe, in situations requiring such material (see Bedding). Backfilling under pipe, bells, valves, fittings, and appur tenances is done by hand from the trench bottom to the hor izontal centerline of the pipe, with the fill being placed in 3-in. layers and compacted by tamping. Backfilling material is deposited in the trench to its full width on each side of the pipe. Backfilling above the pipe centerline to a depth of 1 ft above the pipe is placed by hand or by approved mechanical methods to avoid either injury to or movement of the pipe. The type of backfill material must be suitable for local con ditions. CTD029377 From the point 1 ft above the pipe to the surface grade, the trench is backfilled either by hand or approved mechan ical means, with backfill material suitable to the local condi tions; usually this is excavated material, except in cases of rock or bad soil. AWWA standards30 specify details for backfilling under pavement, where settlement is important, backfilling in freezing weather, and type of selected backfill materials. Also covered are matters of removal, restoration, and main tenance of pavement surfaces, as well as cleanup after back filling operations. Concrete pipe. Only good soil or selected backfill mate rial should be used. It is generally placed in 6- to 8-in. layers and tamped with curved tampers (Fig. 19) so that the fill is firmly compacted around the pipe to the springline. From this point to a depth of 12 in. above the pipe, the backfill is shovel tamped. Above this point, the backfill material is placed in the trench by bulldozer or other mechanical equipment. Fig. 19. Haunch hand tamping device for backfilling opera tions. Other pipe materials. Similar backfilling and compaction operations are used for other types of pipe. In the case of plastic materials, the selection and placement of backfill material should be made with due consideration to the pos sible effect on the pipe. Disinfection Observations throughout the country have indicated that no single procedure for new main disinfection has been uni versally satisfactory. The procedure presented in brief here is based on the one set forth in AWWA Standard C601-54,34 as it was adapted in BIF Industries Keep Sheet 12A.35 Contamination sources. Water pipe lying on the ground before installation is subject to contamination, and there is also a strong possibility of contamination while the line is being made up. Undesirable bacteria may be in the trench soil, and contaminated trench water may find its way into the open end of a pipe. In pipelaying, the interior of pipes should be kept free from foreign matter and swabbed with an effective bacteri cide; open ends should be blocked to prevent trench water from entering pipe. Joint packing materials (in order of preference) are; solid molded or tubular rubber rings, asbestos rope, treated paper rope, and braided cotton. Preliminary flushing. Flushing a main prior to disinfec tion is desirable to remove foreign material from new or re paired mains. Flushing should be done after the pressure test at a minimum flushing velocity of 2.5 fps. Actual prac tice has shown that a velocity of approximately 3 fps is re quired for scouring. The chart in BIF Industries Keep Sheet 12A35 reveals the volume of water (in gallons per linear foot) required to fill various pipe sizes. From these values, the bleed rate to obtain a flushing velocity of 3 fps can be determined. For example, for a 24-in. main, each foot of length contains 23.5 gal. For a minimum velocity of 3 fps, the flow must be at least 23.5 X 3 = 70.5 gps or 42.30 gpm. Disinfectant. The following disinfectants may be used on pipe: chlorine or chlorine water; calcium hypochlorite (HTH, Perchloron, Pittchlor, etc.); sodium hypochlorite solution; or chlorinated lime-water mixture. Application point Chlorine should be applied at one ex tremity of a pipe section and bled at the opposite extremity of a properly segregated section. Precautions must be taken to prevent dosed water from flowing into the potable water supply. Chemicals are injected through corporation cock or capcock inserted in line for that purpose. All high points on section treated should be properly vented for air escape. Chlorine dose. The chlorine requirement depends on the degree of contamination, type of packing used, and pH of water. These factors must be all considered in deciding on the dose. The rate of application should give a uniform dose of at least 25 mg per L at the end of section being treated. Higher chlorine dosages may be required. Contact period. The average disinfecting period should be 24 hr and should produce no less than 10 mg per L at the end of the line after the retention period. If unfavorable or unsanitary conditions of installation, poor packing, or high pH exist, the period may need to be extended to 48 or 72 hr. If shorter retention periods must be used, the chlorine concentration must be increased to 50 or 100 mg per L. Experience dictates requirements. The rate of final removal of chlorinated water is not im portant, but the line should be bled until the chlorine residu al approaches that normally carried. The efficiency of disin fection should be checked by bacteriological tests wherever possible. Calculations involved. Uniform application of the disin fecting solution involves the calculation of the capacity of the pipeline, using the pipe size and length of line to be sterilized. The amount of hypochlorite required is deter mined from the selected chlorine dosage, the available chlo rine content of the hypochlorite solution, and the bleed rate. It is necessary to know the duration of the bleed-off period so that the chlorine dosage may be carried to the extremity of the line. To accpmplish constant bleed rate, an open nozzle dis charge (calculated from formulas) may be used, or a Rate Setter, with flow reading in gpm, may be attached to a hydrant. The chart in Keep Sheet 12A is useful in making all of these calculations. An example on the chart shows steps for its use. Equipment. Three factors govern the selection of equip ment for main disinfection: the line pressure involved; the amount of chlorine compound to be fed; and the method of operating the feeding unit. These factors are considered in some detail in BIF Keep Sheet 12A.35 Repetition of procedure. If this procedure does not effect a thorough disinfection of the line, the operation should be repeated, or a residual chlorine content of 0.4 mg per L should be maintained in the main for a period of 20 to 30 days after it is put into operation. CTD029378 MAY 1967 I M 41 Tunneling mole for service line installation. Section 2--Service Lines Components of a customer's service line include a con nection to the main (corporation cock), curb cock or turn off valve, and the line itself. The installation of service lines is usually done during the early construction period of the structure to be served. Gen erally, the service tap to the main is made at the same time, although some utilities have installed corporation cocks when the mains are laid (see discussion in Part 1, Section 3). Determination of the size of the service (Part 1, Section 3) and selection of the materials (Part 2, Section 8) pre cede the installation operations. These operations consist of trenching, main tapping, laying the line, installing the valves, and backfilling. Equipment Every utility should have one or more trucks equipped with tools and materials for making service line installa tions. The truck should contain all necessary tools for trenching and installing the line and its appurtenances, as well as safety barricades and emergency items. In addition, it should contain service line pipe and appurtenances. The number of trucks needed depends on the size of the utility and the number of installations to be made in a normal work day. The size of the work crew will depend on the number of installations to be made and the extent of the work involved. This latter factor depends on whether or not the utility installs the line only to the property line or curb box and valve or to the premises. The number of men needed for an installing crew de pends on the extent of the work involved in each installa tion, but the minimum number should include a foreman, one skilled workmen for making the taps, plus unskilled la borers as needed. Some utilities maintain a separate truck and crew for installing services larger than 3 in. Trenching The depth at which service lines are laid is important. If too deep, the installation is too expensive; if too shallow, the line will be subject to freezing in cold climate areas. The trench may be dug by hand or by small backhoe. When dug by hand, the width must be sufficient to accom modate the digger. Trenches dug by backhoe may be nar rower, except at the location of the curb box and tap. At these points, the excavated area must be sufficiently large to permit workmen to carry out the task of making up the nec essary connections. The trench bottom should be relatively flat and on the grade necessary. Special bedding is not required unless the soil is corrosive in nature and the pipe is not corrosion re sistant. Where the service line connection must be made under a pavement, it is necessary to remove the pavement and re place it after the installation is completed. Tunneling for installing service lines is possible with a pneumatic underground piercing tool. The missile-shaped device is 45 in. long and has a bit in the nose; it is powered by compressed air. It will pierce holes up to 5% in. diam. for distances up to 100 ft. In operation, the device is moved through the soil by rapid hammer blows from an internal piston operating against the bit. The forward movement of the tool may be as much as 4 fpm in sandy soils, or as little as 1 in. per min in hard cemented soils. The use of this de vice requires only two holes to be dug, one at each end of the line, each hole large enough for a workman to operate the tool. If the service line to be installed is of flexible material, the flexible service line itself may be used to carry air to the tool. As the tool moves forward, it pulls the service line with it, and when the hole is complete, the line is already in place. Shale and small stones do not alter the line of move ment of the tool, but large rocks will deflect or stop it, requiring that an opening be dug at that point and the tool redirected on its course. Tapping Methods for making service line connections to mains vary depending on the service line size and material and the main size and material. Where the size and the wall thick ness of the main are sufficient to provide adequate full threads for the corporation cock, service lines of V* in. are connected to the main by direct drilling, tapping, and inser tion of the corporation cock into the main. If the main is under pressure, the tapping, drilling, and insertion operation is done with a special tapping device. This operation is known as a wet tap. In multiple tappings for a single line, the taps should be spaced 10 in. apart and staggered around the pipe to avoid weakening it. Most utilities usually install single taps at a point 45 degrees above the horizontal center line of the pipe and on the side of the main nearest the premises to be served. Some utilities, however, install taps on top of or at the side of the pipe, and some at 22'A degrees above hori zontal. If the pipe wall is too thin for direct tapping or will not provide the required number of full threads, service clamps are used. In such cases, drilling is done through a corpora tion cock that has been screwed into the service clamp. M 42 | WATER AND WASTES ENGINEERING CTD029379 Tees, wyes, or special branch connections are used for connecting larger service lines, and larger drilling machines are used to drill through tapping sleeves and valves for mak ing lateral or branch connections to mains in service. This whole subject of valves, fittings, and their installa tion will be covered in detail in Manual of Practice No. 4 on valves, hydrants, and fittings. Laying and backfilling Installing the pipe involves not only the laying of the pipe line, but the installation and connection of the curb cock and valve box at the property line, and the connection of the line to the corporation cock and sometimes to the shut off valve or meter at the premises. Where outside meters are set, the operation is frequently done as a part of the service line installation operation. When the service line material is not flexible, a flexible gooseneck connection is made from the corporation cock to the curb shutoff valve, and, if necessary, from the line to the house shutoff valve or meter. The flexible gooseneck may be of lead, copper, or plastic. The line itself should be laid on the trench bottom or snaked through the tunnel, as the case may be, with con sideration given to prevention of kinds or bends. When the final connections are made, the installation should be tested under pressure. Backfilling of trenches may be done by hand or by ma chine. In either case, large stones or boulders should not be placed directly on the line. Backfilling without tamping is usually done to some reasonable level above grade to allow for settlement. Backfill in areas to be paved should be tamped to at least 90 percent of the compaction value of surrounding areas, then allowed to stand with temporary pavement for at least 3 months before permanent pavement is replaced. Restrictions on and specifications for excavat ing, backfilling, and resurfacing paved areas are usually set forth explicitly by the utility or in contracts a utility may make with an independent contractor. Section 3--Inplant Systems Inplant piping systems are usually installed by the con tractor during the construction of the facility, but additions to or revisions of installed lines may be done by utility personnel. As indicated earlier, most large cast iron lines in plants utilize flange-type joints. Steel and wrought iron lines may be welded, or flange joints may be used where connections are made to equipment that is removable for maintenance and repair. Asbestos-cement pipelines utilize regular cou plings or special fittings. Concrete pipelines are assembled in the same manner as in the field, except where connections are made to pumps, for example. Small pipelines are usually joined by couplings or unions where the pipe has to be broken for removal or for removal of attached equipment. Plastic pipe is joined in the same manner as previously described. Rubber hose is connected through inside fittings, and glass through special joints. Pipelines that are small or do not have sufficient rigidity to support themselves over the span of their length must be supported by hangers from above or below, by concrete blocks or pillars, or by metal pipe supports. Pipelines installed in plant facilities should be painted and color-coded at the time of installation (see Part 1, Section 4). water and wastes j MANUAL OF PRACTICE NUMBER TWO engineering WATER SYSTEMS pipes and piping Maintenance and repair procedures on pipelines are per formed only when necessary to prolong the life of the line and to maintain its carrying capacity. In essence, this means to prevent or remedy deterioration effects on both the out side and inside of the pipe and to repair structural failure or leaks in the pipe system. Deterioration effects result from the corrosive or erosive action of water inside and of soil moisture outside. The cause and nature of this corrosive action is a subject for a future Manual of Practice in this series and therefore will not be discussed here. It is sufficient, for the purpose of this manual, to recog nize that metals, concrete, and asbestos-cement all may be subjected to deleterious conditions, both inside and outside, and that, under some circumstances, these conditions may adversely affect the life and carrying capacity of the pipe. Pipelines constructed from any of these materials also may be subject to failure or leaks, under some circumstances, es pecially if the line has not been laid properly, or if joints are improperly made. If a pipe should deteriorate or if the line should leak or fail, maintenance procedures are in order. Various techniques to prevent corrosion and its adverse effects are used in modern pipe manufacture. These meth ods include coating and lining the pipe, curing, etc. These various methods have been discussed in some detail in the part 4/ MAINTENANCE sections dealing with pipe manufacture in Part 2. The performance of a transmission or distribution system depends on the ability of the pipe to resist unfavorable con ditions and to operate at or near the capacity and efficiency that existed when the pipe was laid. This performance is checked in several ways: measurement of flow, fire flow tests, loss of head tests, pressure tests, simultaneous flow and pressure tests, and tests for leakage. These tests are car ried out as a part of operation, and therefore, the details of the methods will be covered in a Manual of Practice on the distribution system. However, the results of some of these tests, particularly those related to leakage losses and loss of carrying capacity, are important to maintenance operations and will be covered here. In general, the subject of maintenance as presented here is limited to a discussion of leakage, loss of carrying capac ity, pipeline cleaning, lining mains in place, main break re pair, cathodic protection, service line cleaning, and thawing of frozen pipelines. Maintenance of inplant piping systems is usually confined to external painting or the renewal of color-coding. Inplant line cleaning or repair, when neces sary, generally can be done by the same methods as dis cussed in the following sections. The cutting of pipe and the insertion or installation of valves, hydrants, or branches will be covered in Manual of Practice No. 4/Valves, Hydrants, and Fittings. CTD029380 MAY' 1967 | M 43 Pitometer unit for leak survey. Section 1--Pipeline Leakage Distribution mains and transmission lines are generally buried, and it is therefore not possible to carry out a com prehensive and systematic checking on any routine basis. One way to minimize incipient failures or deficiencies is to keep records of leakage and breakage observations; another way is to make pressure, flow, and pipe coefficient surveys on a more or less regular basis. A third approach is to have the employees in the field (installation and distribution crews, meter readers, and servicemen) note and report any unusual conditions related to pipe failure or leaks. Whenever the amount of water pumped into a system is more than the quantity sold, as indicated by customers' me ters, or by main line metering, then there is either leakage on the system or incorrect registration by the meters. Gen erally, nonrevenue or unaccounted-for water is a result of both factors. Meter repair and maintenance are not a part of piping system maintenance, but pipeline repair is. Leak surveys Leak surveys are essential to the location of wasted water. The importance of finding leaks is greater where main pressures are high because a system pressure of 100 psi results in more leakage than a pressure of 50 psi. Pitometer surveys. The most effective method of locating leaks in a distribution system is a survey utilizing pitometer measurements to determine flows. These surveys are usually made at night, at times of minimum flow, with observations being made in sequential areas. Usually, most of the valves in the area are closed so that the water entering the area will come from one line only. A pitometer is inserted into this line, and the flow determined. If the flow is greater than should be expected for that area at that time of day, the area is divided into sub-areas, and pitometer flow meas urements are made in each. In this manner, the location of the leak is narrowed to a small area. Once the area of the leak is determined, the location of the actual leak is necessary before repairs oan be made. Finding the leak itself may involve a number of different approaches, including the following: house to house inspec tion, observation of ground surface for wet spots, observa M 44 | WATER AND WASTES ENGINEERING tion of sewer flows in the vicinity, sounding rods, study of the hydraulic grade line by pressure tests along the line, lis tening for sounds of running water by means of electronic sound amplification or sonoscope (aquaphone, geophone, or detectophone). Leak repair Having located the leak, the next step is to uncover the pipe and make the necessary repairs. Maintenance crews for this work need a truck and such tools, instruments, and communication and repair equipment as may be necessary to make the excavation and perform the repair operation. It is frequently necessary to utilize a dewatering pump to make it possible to work around the pipe. Repair equipment and material used will depend on the type of leak. For example, joint leaks in calked bell and spigot joints can be recalked. Sometimes lead yarn is used. Sometimes new gaskets are driven into joints. In some cases, it may be necessary to shut off the line, remove the joint, and replace it. The type of pipe and joint will dictate the re pair method. If the pipe is cracked or has failed for any of the possible causes, it is usually necessary to shut off the line and re move the damaged section. A whole length may be removed and replaced, or the damaged section of a single pipe length may be cut out and replaced by an insert. Various types of tools and saws for cutting through the pipe are available. The design and operation of these cutting devices depend on the material to be cut. Whether a whole pipe length or a short section is re placed, the operation should be performed with as much care as is used in installing new pipelines, and the equip ment and materials used should be made for that specific purpose. Splits or cracks in pipe or leaks through the pipe wall caused by corrosive pitting may also be repaired by cutting out the affected section, or they may be more simply re paired by the use of special repair sleeves. These sleeves come in various sizes and lengths and are simply placed around the pipe and tightened to produce an effective repair. Leaks around valve stems are repaired by repacking the stem. Broken or damaged corporation cocks and service lines are replaced. After the repair is made, the excavated hole is backfilled. Backfilling operations should receive the same attention as in installation of new pipelines. When paving has been cut, the process of repaving should be the same as used after in stalling new pipelines. Before the repaired pipeline is placed back in service, it should be disinfected, using the same procedure as for disin fecting new lines. It is not usually necessary, however, to maintain any extra chlorine residual in the line after the disinfecting water has been bled off. Value of leak repair. The effectiveness of such leak sur veys and repairs is exemplified by this tabulation of results found in a large Midwestern city .' Location Service Abandoned service Main Hydrant Valve packing Meter Number of leaks 146 14 32 22 6 43 Leakage(gpd) 1,728,000 830,000 2,502,000 248,000 67,000 . 154,000 It is not economically feasible to locate and repair all leaks. A rule of thumb regarding leak surveying of any area is that there is little likelihood of water waste when the night consumption rate of an area is less than 50 percent of its av erage daily use. In the city cited above, nonrevenue water was reduced from 19.6 to 8.3 percent. That city also established the CTD029381 value of 3000 gpd per mile of main as the level below which it costs more to locate and repair the leak than to allow it to exist. Another value for this minimum has been stated as 250 gpd per inch diameter per mile of pipe. On this basis, the above minimum value of 3000 gpd would be for an av erage main size of 12 in. Section 2--Loss of Carrying Capacity Decreases in the carrying capacity of pipelines result from increased friction in the system, caused by roughness of the interior walls of the pipe, or from a decrease in the effective inside diameter of the pipe, or from both factons. Friction increases when the internal surface of the pipe be comes rough because of corrosion, pitting, tuberculation, deposits of sediment, or slime growths. In addition to caus ing rough or uneven surfaces, tuberculation, deposits, and slime growths reduce the internal diameter of the pipe. Tu berculation, that is, the growth of conelike barnacles, is lim ited to unlined metals of ferrous composition, but all other pipeline materials are subject to corrosion (or erosion), pit ting, deposits, and slime growths. Coefficient tests The method used to determine loss of carrying capacity is generally called a flow coefficient test or C-value test. In this test, a section of the distribution system is isolated, and branch lines are shut off, so that no water can be withdrawn by consumers. A pitometer is inserted into each end of the isolated section, and pressure values at each end are re corded over a period of time, either under normal or induced-flow conditions. The difference between the pres sure values at the two locations is a measure of the loss of head. From values for the slope of the pipeline, velocity of flow as indicated by the pitometer readings, and pipe diam eter, the flow coefficient (C-value) is calculated. Any ap preciable drop from the value for the pipe when new or from a previous observation indicates loss of carrying ca pacity and, therefore, a need to remedy the situation. Remedies Means for remedying loss of carrying capacity include operating procedures, or the use of special mechanical pro cedures for improving the internal surface of the pipe. Operating procedures. Methods for improving carrying capacity by operating procedures are characterized as physi cal or chemical. The physical method involves line flushing to remove sediments and sometimes slimes. The chemical methods have one of two purposes: to prevent slimes or to prevent corrosive action. Flushing. Flushing is accomplished simply by opening a fire hydrant at the end of a line or on a line and allowing the water to discharge freely until it runs clear. Greater flows through the line with fewer customer complaints can be achieved if the flushing is done late at night. Higher pumping pressures and/or the shutting-off of branch lines will increase the effectivness of the flushing operation. Ur, planned main flushing may occur when hydrants are opened for fire-fighting purposes. Chemical treatment. Chemicals may be added at the treatment plant to prevent loss of carrying capacity. The choice of chemical treatment depends on the desired effect. Slime control. When loss of carrying capacity is caused by slime growths in pipelines, the use of chlorine or ammonia-chlorine treatment may be quite effective. The amounts of the chemicals added, point of application, and residual control are all matters of operation and relate to the particular situation and local conditions. Control of aggressive water. Another operating treatment is the control of the aggressive characteristic of the water, either by pH control or by the maintenance of a positive calcium carbonate index. The addition of a hydroxide com pound to react with carbon dioxide will increase the pH to a level that is not deleterious to pipe materials. Passage of highly carbonated water over limestone beds is also effec tive. The maintenance of a small excess of colloidal calcium carbonate will provide for a deposition of calcium carbon ate on the interior surface of the pipe and protect against attack. Glassy phosphates. The addition of sodium hexametaphosphate or sodium-zinc hexametaphosphates in small quantities is an effective means for combatting "red water," which is caused by attack on ferrous metal pipes. The amounts used (dosages of 2 to 4 mg per L), the point of ap plication, control, etc., are all matters of operation. Section 3--Cleaning and Lining The process of removing corrosion deposits and slimes from the inside of pipelines by mechanical means is known simply as cleaning. The process of placing a protective coating on the inside of a pipeline that has been cleaned is termed lining, or lining-in-place. Cleaning Three basic techniques are used for in-place pipeline cleaning; these are drag, hydraulic, and mechanical. The choice of method depends on these factors: pipe diameter, water volume and pressure available, length of pipe to be cleaned, amount of encrustation or sediment, ease of access, distance between access points, provisions for disposal of wastewater from cleaning operations, and other local condi tions. Cleaning without lining is effective, but there can be no assurance that the pipe's carrying capacity will remain at its improved level for very long because cleaning does not re move the causes of pipeline deterioration. Cleaning alone is an expensive means of maintaining carrying capacity. Drag cleaning. This method of cleaning is usually limited to pipe diameters of 4 to 24 in. The cleaning equipment is pulled through an out-of-service line by a power winch. Normal service may be maintained by a temporary bypass line. Scraper tool for main cleaning. Drag cleaning utilizes a spring-steel cleaning tool that is composed of a series of scrapers, followed by an assembly of tight-fitting squeegees. As the tool moves through the line, accumulated deposits are loosened by the scrapers, and then mechanically removed by the squeegees. The separate drag operations are repeated until the pipe wall is clean. Access openings are made in the pipeline at intervals of 300 to 500 ft, depending on pipe size, line configuration, and condition of pipe. Hydraulic cleaning. This method of cleaning is most practical in long, comparatively straight runs of transmis sion or arterial mains. The method requires an adequate supply of water at a given pressure. The volume of water available and the required pressure depend on pipe size. The greater the volume of water available the lower the pressure required. The tool used in the hydraulic cleaning process consists of spring scrapers so arranged that part of the water push ing the tool is released through it to flush the scrapings and debris ahead of it. The tool usually travels at a rate of 50 to 100 fpm. The travel speed is controlled by regulating the rate of discharge of wastewater at the end of the pipe run being cleaned. The operation begins by cutting out a section of the pipe, inserting the tool, replacing the removed section, and mak ing up the joints. At the discharge end of the run, a cut is made into the pipe and a special line attached to discharge the wastewater and debris above ground for ultimate dispos al to sewers, storm drains, or acceptable runoff areas. If the tool cannot be discharged through the discharge line, it is stopped in the main and a out is made in the pipe to remove it. Hydraulic cleaning is relatively rapid, effective, and eco nomical. Mechanical cleaning. In pipelines greater than 30 in. in diameter, hydraulic cleaning becomes less practical, and mechanical cleaning is used. Mechanical cleaning is accom plished by an electrically-driven and manually-operated ma chine with rotating scraping blades, which remove tuberculation, debris, and existing coatings by a honing action. These machines are driven by an operator who actually ob serves and controls the entire cleaning operation. Lining Lining of the pipe in place after the line is cleaned not only prevents recurrence of the internal surface deteriora tion, but also eliminates red water and stops leakage. There are three methods of applying cement-mortar linings to pipelines in place: centrifugal method, reinforced centrifu gal method, and mandrel process. Prior to the lining proc ess, the pipeline is cleaned by one of the methods outlined above. Centrifugal process. After the pipe has been cleaned, ac cess openings are cut every 500 to 700 ft (less in small pipes where bends occur). Bends cannot be negotiated in 4-, 6-, or 8-in. pipe sizes. After placement, the lining in these di ameters may be troweled; in sizes above 10-in. diam., trow eling is always done to provide a smoother finish and the extra carrying capacity that results. The field equipment for centrifugal lining includes a var iable speed winch for pulling the lining machine with its mortar hose and electric cable through the pipe; an electric generator to supply power to the winch and to the revolving head that dispenses the mortar; a specially-designed mortar mixer of the capacity needed to ensure ample mixing time; and a feeder to pump the mortar to the lining machine. The lining material is usually a 1:2 Portland cement mor tar, and the volume of mortar applied to the wall is con trolled by the travel speed of the machine. A lining thick ness of 3/16 to 1/4 in. is common on cast iron pipelines, but it may be as little as 1/8 in. The thinner the lining, tha smaller the reduction of the original cross-sectional area of the pipe. Fig. 20 -is a diagram of the lining. Thin coatings may be sufficient in smaller pipelines. The thickness of lin ing for steel pipe lines depends on age, plate thickness, and condition of the metal. In large mains that contain few service taps or lateral connections, all openings a:e plugged prior to lining and opened after lining by men working in the pipe. In lines under 16-in. diam., where men cannot work, very little mor tar is thrown into lateral openings, and any obstruction at the corporation cock is removed by blowing out the service line before the mortar sets completely. Small mains tapped for service lines are usually bypassed by a temporary aboveground line to maintain custotner service. The cost of centrifugal in-place lining depends on a num ber of factors, principally: pipe diameter, pipe length, con dition of the line, plan and profile of the line, bends, loca tion and type of valves, length of section that can be re moved from service during the operation, bypass require ments, depth and type of soil cover, access, and traffic problems. The greater the length that can be lined at one M 46 | WATER AND WASTES ENGINEERING PIPE WALL /AREA OF HIGH pH APPARENTLY UNAFFECTED BY f AGE OR SOLUTION 1/32 TO 1/16 in. LIMIT OF DEPTH TO WHICH LINING IS AFFECTED BY SOLUTION EARTH PIPE WALL CEMENT LINING PIPE INTERIOR Fig. 20. Diagrams of cement-mortar linings; above, the in herent arch action, and below, the zone of alkalinity in the lining. time, the greater the production rate and the lower the cost. Centrifugal in-place lining is applicable to pipe sizes up to 144 in. One of its advantages is that the line can be placed in service 24 hr after the lining process. The effectiveness of this type of lining after cleaning is shown in Fig. 21. The process has also been used on newly-installed steel pipelines. 130 124 120 no 100 90 >0 70 60 Fig. 21. Carrying capacity before and after cement-mortar lining of a 48-in. riveted steel pipe. Reinforced lining. When pipelines of 24-in. or greater di ameter are badly deteriorated, it may be desirable to rein force the cement-mortar lining. This reinforcing process consists of three steps: first, a course of mortar one-half the final lining thickness is placed by centrifugal machine, with out troweling. Next, spirally-wound reinforcing rod is placed. (The rod spacing depends on pipe size and strength requirements of the equivalent steel area. The size of the rod varies with the size of the pipe and the required rein forcing.) After the steel rod is placed, a second course of mortar is spun into place to the final desired thickness. The spiral rod has two advantages over prefabricated cage steel: it requires less steel, and it conforms to the inside contour of the line. Mandrel process. The mandrel process, commonly called the Tate process after its Australian inventor, is applicable to lines from 4 to 16 in. in diameter containing relatively few service connections or laterals. The process uses a pressurized extrusion technique, which can be described briefly as follows: after cleaning, a tight-fitting baffle is threaded onto a cable in the pipeline; a two-part sand, one-part cement mortar mix is loaded into the pipe against the baffle; and a conically-shaped mandrel is then secured to the cable. The mandrel is composed of centering springs, metering springs, a perforated skirt, and a troweling edge. The assembly is pulled through the pipe, usually for dis tances of 350 to 450 ft. Back-pressure of the baffle forces the mortar over the cone of the mandrel and against the pipe wall. The perforated skirt squeezes out excess moisture, and the troweling edge produces a smooth, dense coating. Because of the pressure created during the lining process, existing side lines must be removed or plugged. Section A--Cathodic Protection This type of protection against pipe deterioration is not economical or feasible to use for protecting a distribution system, but it may be useful on long transmission lines. The economic considerations that enter into any justifica tion of the use of cathodic protection of pipelines include the following: service life of line, importance of uninter rupted service, costs and hazards of leaks or failures, availa bility of repair crews, comparison of coating methods with cathodic protection, and probable cost of adding protection after construction. There are two cathodic protection sys tems: galvanic (or sacrificial) anode and applied potential. In the galvanic system, use is made of the preferential so lution potential of metals in the electromotive-force series. This system uses no external power but employs magnesi um, zinc, or aluminum anodes. This type of system is par ticularly applicable where the current requirements are small, as in coated pipelines, or where no external source of electrical energy is available. In the applied-potential system, an external source of power is necessary to impress the required potential onto the line. This system uses graphite, carbon, steel, iron, or aluminum anodes. The system also requires power conver tor devices. Pipelines to be protected by cathodic protection must be insulated from all other sections of the system, and they must provide continuous electrical connection from one sec tion to another, as mentioned in Part 3 on installation. The design of cathodic protection systems will be dis cussed in a manual on corrosion. CTD029384 Section 5--Thawing and Cleaning Services Where pipelines or services do not have sufficient cover to prevent freezing, it is often necessary to thaw the lines. This practice is generally confined to service lines, but may be applied to mains of relatively small diameter. There are two methods, electrical and steam thawing. Electrical thawing is only applicable in -metal lines capa ble of carrying an electrical current. Steam thawing is slow and most useful only on metal lines where insulating materi al in the pipe joints makes it impossible for the line to con duct electricity. Thawing services Electrical thawing is quick and relatively inexpensive. It requires a source of current (a d-c generator, such as a welding outfit, or a transformer connected to an a-c outlet) and two insulated wires connecting the current source and the pipe at points that define the frozen section. As current flows through the pipe, heat is generated, and the ice begins to melt at the wall. When the water starts to flow, the rest of the ice is melted by the flowing water. Services are usually thawed with 50 v or less; mains (600 ft maximum length) with 100 v. The detailed procedures, which involve current and volt age control, time, precautions, personnel, etc., are matters of operation rather than maintenance and will be covered in a manual on distribution system management and opera tion. Cleaning services Under some conditions, service lines may become en crusted with calcium carbonate deposits or partially plugged by sediment. Cleaning may be accomplished by dragging or pushing a scraper through the lines. These scrapers consist of cutting knives and brushes on a cable that is twisted as it progresses forward. Power twisting is most effective. Carbonate encrustation may be removed by treatment with inhibited muriatic acid, which also will attack rust but not the pipeline itself. Two percent of aniline oil in a 5 per cent solution of muriatic acid is effective. The line must be thoroughly flushed after cleaning. Service line "shooting" with compressed air may be used to blow out sediment. An air compressor with reservoir tank is attached at the house, and the line is exposed at the cor poration cock or shut off valve so that waste may be dis charged freely to the air. Compressed air under 90 or 100 psi pressure is used to force the water out of the line. The air pressure is released into the line suddenly. When air ex its from the open end of the line, the line is refilled with water and flushed, then the operation repeated until the flushing water flows clean. MAY 1967 | M 47 Author's Note In many places in this manual, it has been stated that cer tain subjects, related to the discussion at hand, were matters of operation that would be covered in subsequent manuals in this series. In a project of this type, limitations of page space available dictate the extent of coverage of any one manual. The reader may disagree with the organization of the material and the selection of material to be included in the several manuals. It is hoped, however, that as future manuals are published, the reasons for the content of each will be apparent, and a maximum overall usefulness of each will be attained. ACKNOWLEDGMENT For the preparation of this manual, the author has drawn heavily on both manuals and standards published by the American Watei Works Association, as well as on source material and illustrations supplied by associations of pipe manufacturers and by individual pipe-producing companies. The author is also indebted to a number of individuals for their assistance in reviewing various sections of the manual during its preparation. These reviewers are: J. F. Baker, product manager--water pipe, Pipe Dtv., JohnsManvdle Corp. R. E. Bald, chief engineer, Pipe Div., International Pipe and Ceramics Co. Joseph Braslow, market director, Plastic Pipe Institute Palmer Brown; manager--pipe products, Visqueen Div., Ethyl Corp. Gerald D. Cornell, United States Steel Corp. Roger Ditlig, manager--technical services, Cast Iron Pipe Research Association. M. H. Ellis, senior market specialist, Armco Steel Co. William Gonsier, chief engineer, Price Brothers Co. Inc. H. S. Goodspeed, senior engineer, Pipe Div., Johns-Manville Corp. Dennis Healy, supervisor--market planning and services, Celanesc Plastics Corp. E. R. Lassone, service manager. Certain-teed Products Corp. G. A. Nielson, senior engineer, Pipe Div., Johns-Manville Corp. A. B. Perrone, senior engineer, Pipe Div., Johns-Manville Corp E. N. Seward, sales manager, Smith-Scott Co. Joseph Smith, advertising manager, A. M. Byers Co. Additionally, the author is deeply indebted to his staff for exten sive help in the production of this manual, in particular: Priscilla G. Perlman, associate editor; Josette Trenchard, assistant editor; and Eleanor Trenchard, editorial assistant. Many of the illustrations used in this manual were furnished by individual manufacturers or by manufacturer associations. The author's indebtedness to these contributors is hereby acknowledged. REFERENCES I. Seidel, H. F. and Cleasby, J. L., "A Statistical Analysis of Water Works Data I960," J.AWWA 60, 1507 (1966). 2. Anon., "Standard Schedules for Grading Cities and Towns," New York, American Insurance Assn., 1956, p. 15. J. Burdick, C. B., Wat. & Sew. Wks. 94: 233 (1944). 4. Anon., "Design Manual, Civil Engineering" NAVDOCKS DM-5, Washington, D. C., Engineering Facilities Command, U. S. Navy, 5. Adams, D. P., "An Index of Nomograms," New York, John Wiley & Sons, Inc., 1950, Ch. 6, p. 112. 6. Anon., "Handbook of Cast Iron Pipe," 4th ed., Chicago, 111., Cast Iron Pipe Research Assn., 1967. 7. Anon., "A Training Course in Water Distribution" (AWWA M8), New York, AWWA, 1962, p. 141. 8. Abbett, R, W., "American Civil Engineering Practice" Vol. II, New York, John Wiley A Sons, Inc., 1956. 9. Tong, A., O'Connor, T. F., Stearns, D. E,, and Lynch, W. O . l.AWWA S3: 192 (1961). 10. Smith, M. C., Wat. & Sew. Wks. 95: R-69 (1948). 11. Anon., "U.S.A. Standard Scheme for the Identification of Piping Systems" (A 13.1), New York, Amer. Standards Assn. (Now U S A. Standards Institute), 1956. 12. Anon., "Standard Practice for the Selection of Asbestos-Cement Water Pipe" (AWWA H-2), New York, AWWA, 1964. 13. Marston, Anson, "The Theory of External Loads on Closed Conduits in Light of Latest Experiments," Iowa State Coll. Eng. Exp. Sta. Bull. No. 96, 1930. 14. Anon, "AWWA Standard for Asbestos-Cement Water Pipe" (AWWA C400-65), New York, AWWA, 1965. 15. Cohn, M. M., "Sewers for Growing America," Ambler, Pa. Certain-Teed Products Corp., 1966. 16. Anon., "American Standard for Thickness Design of Cast Iron Pipe" (AWWA H-l), New York, AWWA, 1967. 17. Anon., "American Standard for Thickness Design of Ductile Iron Pipe" (AWWA H-3), New York, AWWA 1965. 18. Anon., "American Standard for Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds for Water or Other Liquids." (AWWA C151-65), New York, AWWA, 1965. 19. Anon., "AWWA Standard for Reinforced-Concrete Water Pipe-- Stne Cylinder Type, Not Prestressed" (AWWA C300-64), New York, AWWA, 1964. 20. Anon "AWWA Standard for Reinforced-Concrete Water Pipe-- Steel Cylinder Type, Preslressed" (AWWA C301-64), New York, M 48 | WATER AND WASTES ENGINEERING 21. Anon., "AWWA Standard for Reinforced-Concrete Water Pipe-- Noncylinder Type, Not Prestressed" (AWWA C302-64), New York, AWWA, 1964. 22. Anon., "Steel Pipe Design and Installation" (AWWA Manual Mil), New York, AWWA, 1964 23 Anon., "AWWA Standards for Fabricated Electrically-Welded Steel Water Pipe" (AWWA C201-66), New York, AWWA, 1966. 24. Anon., "AWWA Tentative Standard for Mill-Type Steel Pipe" (AWWA C202-64T), New York, AWWA, 1964. 25. Anon., "Ring Deflection Design for Welded Steel Pipe," River side, Calif., Smith-Scott Co., Inc., 1966. 26. Anon., "AWWA Standard for Coal Tar Enamel Protective Coal ings for Steel Pipe" (AWWA C203-62), New York, AWWA. 1962. 27. Anon., "Tentative AWWA Standard for Cement-Mortar Protec tive Lining and Coating for Steel Water Pipe" (AWWA C205 62T), New York, AWWA, 1962. 28. Anon., "Collected Standards for Service Line Materials" (AWWA C800-55), New York, AWWA, 1955. 29. Anon., "Tentative AWWA Standard for Installation of Asbestos Cement Water Pipe" (AWWA C603-64T), New York, AWWA, 1964. 10. Anon., "AWWA Standard for Installation of Cast Iron Water Mains" (AWWA C600-64), New York, AWWA, 1964. 31. Anon., "American Standard for Rubber Gasket Joints for Cast Iron Pressure Pipe and Fittings" (AWWA Clll-64), New York. AWWA, 1964. 32. Anon., "AWWA Standard for Field Welding of Steel Water Pipe Joints" (C206-62), New York, AWWA, 1962. 33. Anon., "A Guide for Installation of Cast Iron Water Mains," Chicago, 111., Cast Iron Pipe Research Assn. 34. Anon., "AWWA Standard for Disinfecting Water Mains" (C60154), New York, AWWA, 1954. 35. Anon., "Keep Sheet 12A--Water Main Disinfection" Providence. R. I., BIF Div., New York Air Brake Co., 1956. LIST OF TABLES 1. Water utility production by population groups. 2. Rate of flow required in cities of various sizes. 3. Transmission and distribution pipeline materials 4. AWWA standards for water pipe. 5. Type of residential area vs. fire-flow required. 6. C-values of various pipe materials. 7. Preferred C-values for flow calculation. 8. In-plant piping materials. 9. Relation of bedding conditions, pipe size, and load factors for A-C pipe. 10. Impact factors due to moving vehicles (for A-C pipe). 11. Flexural test loads for A-C pipe. 12. Crushing test loads for A-C pipe. 13. Allowances for water hammer (C.l. pipe). 14. General design requirements for concrete pipe. 15. Design requirements for reinforced concrete pipe--not prestressed. 16. Design requirements for reinforced steel cylinder con crete pipe, prestressed. 17. Design requirements for noncylinder concrete pipe, not prestressed. 18. Manufacturing process specifications for concrete pipe. 19. Plastic piping materials. 20. Plastic pipe pressure rating vs. temperature. 21. Material requirements and pipe classifications for ABS, PE, and PVC pipe. 22. Manufacturing tolerance ranges for plastic pipe. 23. Data on pressure test ranges for plastic pipe. 24. Measurement tolerances for steel pipe. 25. Maximum allowable chemical content of milli-type steel pipe. 26. Minimum required tensile strength for mill-type steel water pipe. 28. Specifications for materials for cement-mortar lining and coating of steel pipe. 29. Thickness specifications for cement-mortar lining for steel pipe. 30. Thickness specifications for cement-mortar coating for steel pipe. 31. Typical physical properties of wrought iron. 32. Physical data on wrought iron pipe sizes to 12-in. diam. 33. Physical data on wrought iron pipe 14-in. diam. and above. 34. Data on service line materials. 35. Offset of pipe and radius of permissible curve for A-C pipe. 36. Maximum deflection for full length cast-iron pipe. 37. Deflection data on concrete pressure pipe. 38. Pipe joints and their applications. CTD029385 CertainTeedH TO: W. A. Krivsky All P&PG Group Officers All A/C Marketing Personnel All District Sales Managers All Territory Managers All Field Service Managers All Sales Engineers All A/C Plant Managers Technical Service People Director of Communications FR: J. F. Baker/ba RE: FUNDAMENTALS OF CORROSION DATE: 6/12/78 Attached is a paper written by Roman Korobij on the basic fundamentals of corrosion of metallic pipe. A complete understanding of the principal of corrosion is a necessity if we hope to compete with metal pipe in the marketplace. Your attention is particularly directed to the explanation of Galvanic Corrosion detailed in paragraph IV. Please study this until it is clearly understood, then familarize yourself with the resistivity levels outlined in paragraph VI-5. Those resistivity levels are widely recognized in the industry and the iron people use them to analyze soil for customers to advise them when the polyethylene bag on iron pipe is required. After you are conversant with this bulletin, make a call on the corrosion engineers for the gas company or power company providing service to your potential "Target City". He will be able to give you facts about the resist ivity of the soil in your "Target City" and arm you with facts to refute the iron people's claim. CTD029386 Bulletin No. 30 Date: 6/12/78 O oGO case History The Product: A/C Water Pipe The Location: San Antonio, Texas The Issue: Corrosion San Antonio, tenth largest city in the United States, found that metallic water pipe cor roded disastrously in soil characterized by low resistivity and that, by converting to A/C, its soaring maintenance costs could be cut in half. The Situation The corrosive effect of San Antonio's low soil resistivity on metallic water pipe was widely pub licized during the 1960's. (See attached reprint from the April, 1961 issue of Southwest Water Works Journal). This report is an update on what has happened to the San Antonio water system over the past 10 years. The Problem Maintenance costs for metallic pipe had increased from $350,000 in 1951, to almost $900,000 in 1959. The projected cost for the year 1970 was estimated at an "increasing rate of increase" to be $4,000,000. This was in terms of 1959 dollars and without provision for the towering inflation of the 'seventies. Certairifeed t The City Water Board realized that additional municipal funding to cover such costs would be next to impossible to obtain. It further recognized that the necessity of continuing to provide quality water to the city's rapidly rising population was absolute. The Solution City Water Board General Manager Robert P. Van Dyke explained how San Antonio tackled its problem just as 4,500 other cities have done: it converted the system to A/C pipe. "When pipe fails, the real cost of replacement comes from the labor involved in digging it up, burying new pipe and covering it up," he says. Today, 99% of all pipe being installed in both replacement and new development areas of San Antonio is A/C. Director of Engineering Hugh R. Anderson says A/C now represents over one-half of all pipe in the system. He says the conversion rate to A/C will continue at the current rate. The Benefit Maintenance expense for the sys tem today is well under $2,000,000 (half the figure projected in 1959). And this covers a 2400-mile system that is about 25% larger than it was only 10 years ago. The Results By 1973, the system had reached an equal balance between A/C and metallic pipe in miles. In that year, the number of all breaks per mile of metallic pipe was 0.34, compared with 0.09 breaks per mile of A/C That same year, breaks due to corrosion alone on metallic pipe were 0.25 per mile. From 1967 through 1976, the San Antonio water system experienced a total of 11,815main breaks, 8,970 (75.9%) of which were in metallic pipe Corrosion was the direcj cause of 6,781 (75.5%) of the metallic pipe breaks. (The remaining 2,189 breaks occurring in metallic pipe were attributed to soil shift and accidental causes.) During the same period, there were 2,738 breaks in A/C pipe, or only 23% of the total number of breaks in the entire system and all attributed to accident or soil shift In this connection, Mr. Anderson said in a 1975 report to the Water Board: "The bonding action of highly plastic clay soil as the clay shrinks could probably be minimized by the use of an envelope of four to six inches of tamped sand around the 10-Year Incidence of Main Breaks: Year 1976 1975 1974 1973 1972 1971 1970 1969 1968 1967 Total Breaks 1,185 1,439 1,395 999 963 1,104 1,143 1,163 1,116 1,308 Metallic Pipe Breaks 888 957 923 741 751 898 931 909 923 1049 Metallic Breaks per Mile 0.37 0.40 0.40 0.34 0.36 0.44 0.47 0.46 0.48 0.69 Breaks Caused by Corrosion 640 562 631 548 700 870 825 683 650 672 Total A/C Breaks 288 477 465 202 212 206 212 254 193 229 A/C Breaks per Mile 0.12 0.20 0.20 0.09 0.10 0.10 0.10 0.13 0.10 0.15 Break Repair Expense Miles in System $1,180,647 1,050,222 900,677 765,826 552,822 612,189 601,960 520,214 486,538 445.238 2,373.5 2,347 3 2,258.0 2,167.7 2,090.0 . 2,034.4 1,981.5 1,957.9 1,915.7 1,870.0 CTD029391 over pipe." This recommendation has since been adopted for all A/C pipe through the 12-inch diameter Since sand is a relatively low-cost com modity, it adds only minimally to installation expense. Mr Anderson observes that, al though the 1975 study of main breaks blamed "soil shifts" as the cause of a number of metallic pipe failures, "most of these breaks occurred on pipe sections that had already been significantly deteriorated and weak ened by prior corrosion action." "In the context of main breaks," he concludes, "the primary concern with metallic pipes is corrosion." A/C pipe does not corrode. This is one major factor that has prompted so many municipalities to convert to value-engineered asbestos cement pipe Other factors include 1. Low installed cost 2. Structural integrity 3. Self purging 4. Joint reliability 5. Versatility 6. Long service life Case History The Product: A/C Water Pipe The Location: Waterford Township, Michigan The Issue: Maintenance Costs Waterford Township, a sub urb of Detroit, found that because A/C water pipe is impervious both to extremely low ambient temperatures and to extremely "hot" (low resis tivity) soil, repair costs literally are reduced to zero. The Situation Since the city of Detroit supplies water to 40% of the population of Michigan, it specifies the kinds of materials that may be used by many suburban water systems. Until the 1960's, the specification was pre dominantly for metallic pipe. But because Waterford Township, located in the center of Oakland County, pumps its own water from 12 wells to serve 11,000 customers over a 36 sq. mi. area, it has never been under Detroit's aegis. It is the only suburban community free to make its own rules and draw up its own specifications for materials. Rapid growth of sub-divisions in the late '50's and early '60's turned Waterford Township from open farmlands dotted with lakes and recreaction areas, into a community of homes. And with this growth came demands for a quality water system to serve the burgeoning community. The Problem Waterford Township has hot soil with high electrolytic concentrations. It also faces frequent "deep freezes" in wintertime. The Water and Sewer Department of the township was well aware of the fragility of iron pipe under these con ditions. Iron pipe, laid during the depression in an older section in the extreme southeastern corner of the township, was undergoing breaks at the rate of up to 40 a year with repair Certairileed El costs running up to $400 a break. The Department sought an alternative to metallic pipe, something which Alfred E. Beanblossom, assistant utility manager for the township, said would provide "more miles for the dollar" and stand up to the demand ing climatic and soil conditions prevalent in the area. The Solution The township decided to go all the way with A/C pipe. Today, there are only ten miles of metallic pipe left in the entire system and, as it deterio rates, A/C is being used to replace it The Result Mr. Beanblossom put it best when he said: "I can't recall even one break in our A/C pipe due to natural causes since it was installed in the early '60's." Any breaks occurring as a result of contractor error or accident stem ming from operations of other utilities are billed back to the party at fault so the program indeed is one with almost zero maintenance expense. Mr. Beanblossom said that during the very cold winter of 1977-1978, he personally examined a section of A/C pipe that had been completely encased in frost four feet below ground level. "The water was flowing through that pipe as freely as it does on a summer day," he said. The Waterford Township system was designed by computer, Mr. Beanblossom s^id. It employs A/C pipe in alt available dimensions: Class 150 in the 6", 8", 10" and 12" diameters and Class 200 in the 16" "Fifteen years ago, the city of Detroit tried to persuade us we shouldn't put in A/C pipe," he recalled. "Today, due to the success we're having with it, Detroit is relaxing its previous rules on A/C for the subur ban systems it serves." He cites Independence Township, just to the north of Waterford, as one example of a system that is converting to A/C as a result of Waterford Township's experience. As a footnote, Mr Beanblossom observed: "We use A/C everywhere' in our sewer system which serves 9,955 customers--as well as in our water system, and we re getting good results from both." CTD029393 Case History The Product: A/C Water Pipe The Location: Hutchinson, Kansas The Issue: Installation Cost CertainTeed mi*** This city, in the geograph ical center of the U.S., saved $149,000 (20%) by installing A/C water pipe and proved that, due to A/C's cost effec tiveness, its very appearance in the specifications creates spirited competitive bidding on all materials specified. The Situation Until recently, metallic pipe, in one form or another, was the only material ever permitted in specifi cations written for the Hutchinson City Commission's water system. Except for certain circumstances, this also would have been the only specification permitted in a recent project for a municipal expansion area requiring 52,412 ft. of pipe as follows: 11,516ft. of 12". 1,476 ft. of 10". 35,980 ft. of 6". The above to be installed complete, including all related engineering work, fittings and valves. As is the case in most municipal ities, soaring inflation and the threat of further rate increases put mounting pressures upon the City Commission to keep down capital and mainten ance costs and still provide satis factory service to the community. City Engineer Bernie Williams was faced with a financial dilemma of major proportions. After careful, calculation, he estimated that this job would come in at about $739,000 Both he and the Commission recog nized that the time had come to reexamine the city's standard speci fications in a search for more costeffective alternatives. The Solution The search led the city to consider for the first time A/C Class 150 pipe. The Commission listened to the case for "A/C as equal to Metallic" on the basis of both performance and cost. It heard estimates that the city could expect savings on first costs alone of from 10 to 15% by using A/C versus metallic in the city system. (Events proved even that estimate to be conservative.) The Commission voted unanimous ly to allow A/C into the specifications, with one member expressing curiosity about why this had not been done long before. The Benefits Opening bids to A/C pipe had an immediate effect Ductile Iron pipe prices for the first time in many years became truly competitive. In fact, some contractors at tempted unsuccessfully to stockpile quantities of D.l. pipe at these drastically reduced prices for their own inventories. Successful bidder was Eve, Inc., Hutchinson contractor, who quoted the job with CertainTeed A/C Class 150 pipe, installed complete, at $589,551. "This bid represented a savings to the city of $149,500, or 20% below the original estimate," said Mr. Williams. City officials said this further as sured the community that water rates would not be increased for at least the next two years The Hutchinson project was fi nanced in the main through a federal grant from the HUD-administered Community Development Fund, with the balance supplied by the City Water Fund. Had financing come through a typical 5%, 20-year bond issue, the savings achieved through A/C would have totaled a quartermillion dollars at maturity. The Results After the installation was complet ed, the system tested out on the very first try without a single leak or any other problem. Mr. Williams was unable to estimate projected savings in maintenance costs through use of A/C pipe because: "We have no track record with A/C as yet on which to base such an estimate." However, Mr. Williams said. "Prior to the specifications being changed to include A/C pipe, I was satisfied with its performance based on information received from other cities " It would appear that after its textbook perfect acceptance test, Hutchinson will experience what other municipalities have already found: that A/C demonstrates the best track record of any pipe in the ground in every city where it replaces D.l. An interesting sidelight was that the Hutchinson system was installed by a crew and foreman brand new to A/C pipe. Training was provided by CertainTeed personnel and some of the contractor's older hands, and the work proceeded without problem or incident. Don Munsil, director of public works, said that by permitting A/C pipe to be bid, it resulted in a sub stantial saving in initial construction cost. "This left additional budgeted funds that could be allocated for other Water Department maintenance and operations or for future capital expenditures," he said. "Because of Hutchinson's water main extension policy, any saving in construction activity is a benefit for all our customers " As a result of the success of the Hutchinson project, Sodth Hutchin son has specified A/C pipe for a water main project that comes up for bid August 15. It comprises 11,000 ft. of 20" pipe, 11,000 ft. of 16", 6,000 ft of 14", 4,000 ft. of 12", and 1,400 ft. of 10" Here, too, ductile iron was originally to have been the only material allowed. CTD029394 Case History The Product: A/C Water Pipe The Location: Northern California to Los Angeles The Issue: Cost Effectiveness Certairileed H This is one of the largest, privately-owned, profit-moti vated water companies in the western U S. It serves 300,000 customers in 37 communities through 3,682 miles of pipe. The company feels that the pipe it uses must be costeffective if it is to contribute to profits while fulfilling its pri mary mission of providing an uninterrupted flow of high quality water. Company officials feel that widespread use of A/C pipe is a major contributor to its profitability because, in the words of one spokesman, "It costs from 30 to 50 percent less than ductile iron, is less expensive to install, and is considerably more reasonable to maintain." In the ten years since 1968, company revenues have dou bled, its net profit has grown 60 percent, and it has increased its dividends to some 10,000 shareholders every single year. The Situation California Water Service Company has 500 employees. It operates throughout the state from the upper Sacramento River Valley in the north, through the San Francisco Peninsula, down to Los Angeles County in the south. It supplies water at retail through 21 separate systems. Shortly after World War II, the company found its iron mains suddenly disintegrating at a di sastrous rate. As many as 80 breaks a day were commonplace. In one district of 25,000 customers, a sixmonth moratorium had to be declared on new connections be cause of the mounting break rate. The causes: corrosion due to low soil resistivity in a number of areas, including populous Stockton and East Los Angeles. Additionally, salt intrusion was "playing hob" with fer rous pipe in the "blue mud" flats of the San Francisco Peninsula. Repair costs were becoming prohibitive. The Solution The company, upon the advice of its Engineering Department, turned to A/C--all it could get its hands on, even though it was in short supply at the time. A/C became an absolute "must specification" for all areas with "hot" or salty soil characteristics. From that critical time, A/C has been used to supplant ferrous pipe and is installed exclusively in all new and expansion areas in diameters up to 18" The Benefits Company Purchasing Agent Wil liam R. Lewis said the installed cost of A/C is considerably lower than for steel or ductile iron. "In diameters of 6" to 8", A/C costs 50 percent less than ductile," he said. "In larger diameters, the cost of A/C is from 25 to 30 percent less." Mr. Lewis also stated that when A/C is installed right, breaks from all causes are few and far between. "We sand-bed most of our A/C," he said. "That gives excellent pro tection at a nominal cost, especially in adobe soil which has a tendency to dry and shift during late summer" The Results The California Water System Com pany now has 2,097 miles of A/C pipe in its system. Approximately 98 percent of it is Class 150. Here are the footages of A/C pipe in the system by diameters: 4" 879,000 6" 5,463,000 8" 3,276,000 10" 267,000 12" 964,000 14" 44,000 IS 97.000 IS" 57,000 20- 17,000 Most of the A/C pipe being installed in the system is CertainTeed. Since A/C has replaced iron in "hot" soil, salty soil, and even in earthquake-prone areas, mainten ance and repair costs per foot have been substantially lower, according to Mr. Lewis. An interesting sidelight is that the company does not require pressure tests after installation on pipe diameters up to 8" The reason is that the contractors used for these installations guarantee no leaks on these sizes for one year. On sizes over 8", the company does require pressure tests of 50 psi above the maximum operating pressures and never less than 150 psi. "Our contractors are very pleased with the performance surety of A/C," Mr. Lewis said. "They have been for over 25 years." Financing for sub-division instal lation work usually is done by the developer as is common with private utilities throughout California Developers can use one of the com pany-recommended contractors and advance the cost of piping and hydrants under a 20-year refundable contract. The alternative is to use the water company's specs aqd choose their own approved contractor under the same financial arrangement. Mr. Lewis.summed up A/C's positive impact on company earn ings by stating "A/C makes a definite contribution to our company's profits, not only because of its low initial cost, but because of its ease of installation, and much lower maintenance costs." CTD029395 ~(\Z? -' American Water Works Association ANSI/AWWA C600-77 Revision of C600-64 SUCAN NATIONAL] STANDAROI /or INSTALLATION OF GRAY AND DUCTILE CAST-IRON WATER MAINS AND APPURTENANCES Approved by AWWA Board of Directors May 8, 1977. Approved by American National Standards Institute Jun. 22, 1977. AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTD029396 Committee Personnel The AWWA Standards Committee on Installation of Cast-Iron Water Mains, which developed this standard, had the following personnel at the time of approval: A. M. Tin key, Chairman W. Harry Smith, Vice-Chairman Robert Zimmerman, Secretary Consumer Members H. Kenneth Anderson, Water Bureau, Portland, OR (AWWA) E. M. Bonadeo, Detroit Water and Sewage Department, Detroit, MI (AWWA) Charles A. Froman Jr., Gary-Hobart Water Corp., Gary, IN (AWWA) Albert Helt, The Water Bureau, Metropolitan District, Hartford, CT (NEWWA) William H. Priester, Department of Water & Power, Los Angeles, CA (AWWA) John E. Readey, Department of Water & Sewers, Chicago, IL (AWWA) Mark Sadolf, Utilities Department, Broward County, Ft. Lauderdale, FL (AWWA) William R. Thompson,* Metropolitan District Commission, Boston, MA (NEWWA) A. M. Tinkey, St. Louis County Water Co., University City, MO (AWWA) General Interest Members Gordon C. Anderson,* Insurance Services Office, New York, NY William A. Barkley, College of Engineering, Las Cruces, NM Kenneth J. Carl, Insurance Services Office, New York, NY Martin P. Daly, Malcolm Pirnie, Inc., Paramus, NJ Joseph M. Dennis, Department of Human Resources, Raleigh, NC Edwin J. Laszewski, City of Milwaukee, Milwaukee, WI J. Samuel Slicer Jr., Factory Mutual Research Corp., Norwood, MA Joseph Vellano, Latham, NY Henry Wilkens Jr., Water Division, Houston, TX Robert Zimmerman, Greeley & Hansen, Chicago, IL (ISO) (ASCE) (ISO) (AWWA) (CSSE) (APWA) (FMR) (NUCA) (AWWA) (AWWA) Producer Members T. C. Jester, American-Darling Valve, Birmingham, AL Harold Kennedy Jr., U.S. Pipe & Foundry Co., Birmingham, AL Edward C. Sears, American Cast Iron Pipe Co., Birmingham, AL W. Harry Smith, Cast Iron Pipe Research Assn., Oak Brook, IL (MSS) (CIPRA) (CIPRA) (CIPRA) * Alternate Copyright 1977 by American Water Worlts Assn. Printed in US Ii / CTD029397 Table ol Contents SEC. PAGE Foreword i History of Standard ...................... iv ii Information Regarding the Use of This Standard ............................... iv iii Major Revisions ............................. iv Standard 1 General ............................................. n Scope ................................................... 1.2 References ......................................... U Definitions ....................................... i i i > 2 Inspection, Receiving, Handling, and Storage ............ 2.1 Inspection ........................................... 2.2 Handling and Storage .................... 2 2 3 3 Installation ..................................... 3.1 Alignment and Grade ...................... 3.2 ' Trench Construction ........................ 3.3 Pipe Installation .............................. 3.4 Joint Assembly ............................... 3.5 Backfilling ......................................... 3.6 Valve-and-Fitting Installation .... 37 Hydrant Installation ........................ 3.8 Thrust Restraint ............................. 4 4 4 6 7 11 12 13 13 4 Hydrostatic Testing .................... 14 4.1 Pressure Test .................................... 14 4.2 Leakage Test ................................... 15 SEC. PAGE 5 Disinfection ................................... 17 6 Highway and Railroad Crossings ..................................... 6.1 Casing Pipe ....................................... 6.2 Carrier Pipe ...................................... 17 17 17 7 Service Taps ................................. 10 7.1 Tapping ............................................. 10 Tables 1 Maximum Stacking Heights--Gray Cast-Iron Pipe .............................. 3 2 Maximum Stacking Heights-- Ductile Cast-Iron Pipe ................ 3 3 Suggested Trench Widths at the Top of the Pipe ............................ 5 4 Mechanical Joint--Bolt Torques .. 10 5 Maximum Deflection Full Length Pipe--Push-on Type Joint ........ 10 6 Maximum Deflection Full Length Pipe--Mechanical-Joint Pipe ... 11 7 Allowable Leakage per 1000 ft of Pipeline ..................................... 16 Figures l Laying Conditions for Gray Cast-Iron Pipe .............................. 7 2 Laying Conditions for Ductile Cast-Iron Pipe .............................. 8 3 Push-on Joint Assembly ................ 9 iii CTD029398 Foreword This foreword is for information only and is not a fart of AWWA C-600. I. History of Standard The first AWWA standard specifi cations. "Laying Cast Iron Pipe," (7D. 1-1938) were adopted in Apr. 1938. They were intended as a guide in making extensions to existing dis tribution systems, and in preparing specifications for contracts for the con struction of new systems or extensions. The standard was to be used as a guide for installing bell-and-spigot cast-iron pipe and did not cover the furnishing and delivery of material, any other type of pipe, or any other type of joint. The standard included a model addendum, which was to be used with project specifications, and was designed to be used as a part of the contract document. The standard was published in the Feb. 1938 edition of Journal AWWA. The standard was revised in 1949, including a change of title to. "Stan dard Specifications for Installation of Cast-Iron Water Mains," (7D.1-T1949 and C600-49T). The standard was expanded, adding numerous tables and installation guidelines. The model addendum was also expanded. The revised standard was published in the Dec. 1949 edition of Journal AWWA. An additional section, Sec. 9b-- Jointing of Mechanical-Joint Pipe-- was added in May 1954. Section 9c-- Joining of Push-on Joint Pipe--was added in 1964. In 1975 the Standards Council formed the present C-600 Committee to revise C-600 to current practices and to add ductile iron as a pipe ma terial. In order to do this, the committee decided to completely change the char acter of the standard, removing the model addendum and making the stan dard more in compliance with the style of other AWWA standards. II. Information Regarding the Use of This Standard The AWWA standard, "Installation of Gray and Ductile Cast-Iron Water Mains and Appurtenances," can be used as a reference when making ex tensions to existing or constructing new distribution systems, using either ductile or gray cast-iron mains, with either mechanical- or push-on joints. It is not the intent for this standard to be used as a contract document but it may be used as a reference in the contract documents. It is based upon a consensus of the committee on the minimum practice consistent with sound, economical service under nor mal conditions, and its applicability under any circumstances must be re viewed by a responsible engineer. The standard is not intended to preclude the manufacture, marketing, purchase, or use of any product, process, or pro cedure. III. Major Revisions The standard has been rewritten completely and restructured to con form with the present style of AWWA standards. Ductile-iron pipe has been added to the standard, and normal in stallation practices have been updated completely. The addendum has been deleted. Allowable leakage for both mechan ical- and push-on joints has been re duced to one half of the value pre scribed in the 1964 standard. IV i CTD029399 American Water Works Association ANSI/AWWA C600-77 Revision of C600-64 [AMERICAN NATIONAL^ VHSTANQARDMP lot Installation of Gray and Ductile Cast-Iron Water Mains and Appurtenances Section 1--General Sec. 1.1--Scope Sec. 1.2--References This standard covers installation This standard references the follow procedures for gray and ductile cast- ing documents. They form a part of v iron pipe and appurtenances for water this standard to the extent specified service. herein. In any case of conflict, the re 1.1.1 Conditions not covered. In quirements of this standard shall pre stallations that require special atten vail. tion, techniques, and materials are not AWWA C101, Thickness Design of covered. Each such installation re Cast-Iron Pipe. quires special considerations based on AWWA C104, Cement-Mortar Lin many influencing factors and cannot ing for Cast-Iron and Ductile-Iron be covered adequately in a single stan Pipe and Fittings for Water. dard. This type of installation can AWWA C105, Polyethylene Encase best be accomplished by competent en ment for Gray and Ductile Cast-Iron gineering design in consultation with Piping for Water and Other Liquids. representatives of the material manu AWWA C106, Cast-Iron Pipe Cen- facturing industry. Some of these typ trifugally Cast in Metal Molds, for ical installations are Water or Other Liquids. 1. Piping through rigid walls. AWWA C108, Cast-Iron Pipe Cen- 2. Subaqueous piping. trifugally Cast in Sand-Lined Molds, 3. Piping on supports above or be for Water or Other Liquids. low ground. AWWA C110, Gray-Iron and Duc 4. Piping requiring insulation. tile-Iron Fittings, 3 in. Tkrough 48 in., 5. Plant- or pump-station piping. for Water and Other Liquids. CTD029400 2 GRAY AND DUCTILE CAST-IRON MAINS AWWA Cl 11, Rubber-Gasket Joints for Cast-Iron and Ductile-Iron Pres sure Pipe and Fittings. AWIVA Cl 15, Flanged Cast-Iron and Ductile-Iron Pipe With Threaded Flanges. AWWA C150. Thickness Design of Ductile-Iron Pipe. AWWA C151. Ductile-Iron Pipe, Ccntrifugally Cast in Metal Molds or Sand-Lined Molds, for Water or Other Liquids. AWWA C500, Gate Valves--3-in. Through 48-in.--for Water and Other Liquids. AWWA C502, Dry-Barrel Fire Hydrants. AWWA C503, Wet-Barrel Fire Hydrants. AWWA C504, Rubber Seated But terfly Valves. AWWA C601, Disinfecting Water Mains. AWWA No. 20104, Handbook of Occupational Safety and Health Stan dards for Water Utilities. AASHTO * T-99, Standard Method of Test for Moisture-Density Relation ship for Soils. Sec. 1.3--Definitions Under this standard, the following definitions shall apply: 1.3.1 Gray cast iron. Cast ferrous material in which a major part of the carbon content occurs as free carbon in the form of flakes interspersed through the metal. 1.3.2 Ductile cast iron. Cast fer rous material in which a major part of the carbon content occurs as free carbon in nodules or spheroidal form. 1.3.3 Owner. The municipality or other organization that will own and operate the completed piping system. The owner may designate agents, such as an engineer, purchaser, or inspector for specific responsibilities with regard to piping construction projects. 1.3.4 Contractor. The party re sponsible for water main construction. 1.3.5 Mechanical joint. The gas keted and bolted joint as detailed in AWWA cm. 1.3.6 Push-on joint. The single rubber-gasket joint as described in AWWA cm. Section 2--Inspection, Receiving, Handling, and Storage Sec. 2.1--Inspection At the discretion of the owner, all materials furnished by the contractor are subject to inspection and approval at the manufacturer's plant. 2.1.1 Post delivery. All pipe and appurtenances are subject to inspec tion at the point of delivery by the owner. Material found to be defective * American Association of State Highway and Transportation Officials, 341 National Press Bldg., Washington, D.C. 20004. due to manufacture or damage in ship ment shall be rejected or recorded on the bill of lading and removed from the job site. The owner may perform tests as specified in the applicable AWWA standard to ensure conform ance with the standard. In case of failure of the pipe or appurtenance to comply with such specifications, re sponsibility for replacement of the de fective materials becomes that of the manufacturer. SECTION 2--INSPECTION 3 2.1.2 Workmanship. All pipe and appurtenances shall be installed and joined in conformance with this stan dard and tested under pressure for defects and leaks in accordance with Sec. 4 of this standard. Sec. 2.2--Handling and Storage All pipe, fittings, valves, hydrants, and accessories shall be loaded and un loaded by lifting with hoists or skid ding in order to avoid shock or dam age. Under no circumstances shall such material be dropped. Pipe han dled on skidways shall not be rolled or skidded against pipe on the ground. 2.2.1 Padding. Slings, hooks, or pipe tongs shall be padded and used in such a manner as to prevent damage to the exterior surface or internal lin ing of the pipe. 2.2.2 Storage. Materials, if stored, shall be kept safe from damage. The interior of all pipe, fittings, and other appurtenances shall be kept free from dirt or foreign matter at all times. Valves and hydrants shall be drained and stored in a manner that will pro tect them from damage by freezing. 2.2.2.1 Pipe shall not be stacked higher than the limits shown in Tables 1 and 2. The bottom tier shall be kept of? the ground on timbers, rails, or concrete. Pipe in tiers shall be alter nated: bell, plain end; bell, plain end. At least two rows of 4-in. X 4-in. tim bers shall be placed between tiers and chocks affixed to each end in order to prevent movement. 22.2.2 Gaskets for mechanical- and push-on joints to be stored shall be placed in a cool location out of direct sunlight. Gaskets shall not come in contact with petroleum products. Gas kets shall be used on a first-in, firstout basis. TABLE 1 Maximum Stacking HeightsGray Cast-Iron Pipe Pipe Size (rn.) 3 4 6 8 10 12 14 16 18 20 24 Number of Tiers 18-ft length | 20-ft length 18 18 16 16 13 13 11 11 98 87 77 66 65 54 43 TABLE 2 Maximum Stacking Heights--Ductile CastIron Pipe* Pipe Size (in.) 3 4 6 8 10 12 14 16 18 20 24 30 36 42 48 54 Number of Tiers 18 16 13 11 10 9 8 7 6 6 5 4 4 3 3 3 * For 18- or 20-ft lengths. 2.2.2.3 Mechanical-joint bolts shall be handled and stored in such a man ner that will ensure proper use with respect to types and sizes. CTD029402 4 GRAY AND DUCTILE CAST-IRON MAINS Section 3-Installation 3 Sec. 3.1--Alignment and Grade The water mains shall be laid and maintained to lines and grades estab lished by the plans and specifications with fittings, valves, and hydrants at the required locations unless otherwise approved by the owner. Valve-operat ing stems shall be oriented in a man ner to allow proper operation. Hy drants shall be installed plumb. 3.1.1 Prior investigation. Prior to excavation, investigation shall be made to the extent necessary to determine the location of existing underground structures and conflicts. Care should be exercised by the contractor during excavation to avoid damage to existing structures. 3.1.2 Unforeseen obstructions. When obstructions that are not shown on the plans are encountered during the prog ress of work and interfere so that an alteration of the plans is required, the owner will alter the plans or order a deviation in line and grade or arrange for removal, relocation, or reconstruc tion of the obstructions. 3.1.3 Clearance. When crossing ex isting pipelines or other structures, alignment and grade shall be adjusted as necessary, with the approval of the owner, to provide clearance as re quired by federal, state, or local reg ulations or as deemed necessary by the owner to prevent future damage or contamination of either structure. Sec. 3.2--Trench Construction The trench shall be excavated to the required alignment, depth, and width and in conformance with all federal, state, and local regulations for the pro tection of the workmen. 3.2.1 Trench preparation. Trench preparation shall proceed in advance of pipe installation for only as far as stated in the specifications. 3.2.1.1 Discharge from any trench dewatering pumps shall be conducted to natural drainage channels, storm sewers, or an approved reservoir. 3.2.1.2 Excavated material shall be placed in a manner that will not ob struct the work nor endanger the workmen, obstruct sidewalks, drive ways, or other structures and shall be done in compliance with federal, state, or local regulations. 3.2.2 Pavement removal. Removal of pavement and road surfaces shall be a part of the trench excavation and the amount removed shall depend upon the width of trench required for installa tion of the pipe and the dimensions of area required for the installation of valves, hydrants, specials, manholes, or other structures. The dimensions of pavement removed shall not exceed the dimensions of the opening required for installation of pipe, valves, hy drants, specials, manholes, and other structures by more than 6 in. in any direction unless otherwise required or approved by the owner. Methods, such as sawing, drilling, or chipping, shall be used to ensure the breakage of pavement along straight lines. 3.2.3 Width. The width of the trench at the top of the pipe shall be that of the single-pass capabilities of normally available excavating equip ment and ample to permit the pipe to be laid and joined properly and allow the backfill to be placed as specified. Trench widths as shown in Table 3 may be used as a guide. Trenches shall be of such extra width, when re quired, to permit the placement of tim- 0 CTD029403 SECTION 3--INSTALLATION 5 TABLE 3 Suggested Trench Widths at the Top of the Pipe* Nominal Pipe Size in. 6 8 10 12 14 16 18 20 24 30 36 42 48 54 Trench Width in. 28 30 32 34 36 38 40 42 44 48 54 60 66 72 78 * The trench should never be wider than the width used as design criteria. ber supports, sheeting, bracing, and appurtenances. 3.2.4 Bell holes. Holes for the bells shall be provided at each joint but shall be no larger than necessary for joint assembly and assurance that the pipe barrel will lie flat on the trench bottom. Other than noted previously, the trench bottom shall be true and even in order to provide support for the full length of the pipe barrel, ex cept that a slight depression may be provided to allow withdrawal of pipe slings or other lifting tackle. 3.2.5 Rock conditions. When ex cavation of rock is encountered, all rock shall be removed to provide a clearance of at least 6 in. below and on each side of all pipe, valves, and fittings for pipe sizes 24 in. or smaller, and 9 in. for pipe sizes 30 in. and larger. When excavation is completed, a bed of sand, crushed stone, or earth that is free from stones,, large clods, or frozen earth, shall be placed on the bottom of the trench to the previously mentioned depths, leveled, and tamped. 3.2.5.1 These clearances and bedding procedures shall also be observed for pieces of concrete or masonry and other debris or subterranean struc tures, such as masonry walls, piers, or foundations that may be encountered during excavation. 3.2.5.2 This installation procedure shall be followed when gravel forma tions containing loose boulders greater than 8 in. in diameter are encountered. 3.2.5.3 In all cases, the specified clearances shall be maintained between the bottom of all pipe and appurten ances and any part, projection, or point of rock, boulder, or stones of sufficient size and placement which, in the opinion of the owner, could cause a fulcrum point. 3.2.6 Previous excavations. Should the trench pass over a sewer or other previous excavation, the trench bottom shall be sufficiently compacted to pro vide support equal to that of the native soil or conform to other regulatory re quirements in a manner that will pre vent damage to the existing installa tion. 3.2.7 Blasting. Blasting for excava tion shall be permitted only after se curing the approval of the owner who will establish the hours of blasting. The blasting procedure, including pro tection of persons and property, shall be in strict accordance with federal, state, and local regulations. 3.2.8 Protection of property. Trees, shrubs, fences, and all other property and surface structures shall be pro tected during construction unless their removal is shown in the plans and spec ifications or approved by the owner. 3.2.8.1 Any cutting of tree roots or branches shall be done only as ap proved by the owner. CTTD029404 6 CRAY AND DUCTILE CAST-IRON MAINS 3.2.8 2 Temporary support, ade quate protection, and maintenance of all underground and surface struc tures, drains, sewers, and other ob structions encountered in the progress of the work shall be furnished by the contractor. 3.2.8.3 All properties that have been disturbed shall be restored as nearly as practical to their original condition. 3 2.9 Unstable subgrade. When the subgrade is found to be unstable or to include ashes, cinders, refuse, organic material, or other unsuitable material, such material shall be removed, to a minimum of at least 3 in., or to the depth ordered by the owner and re placed under the directions of the owner with clean, stable backfill mate rial. When such materials are encoun tered, polyethylene encasement should be provided (see paragraph 3.4,5). The bedding shall be consolidated and leveled in order that the pipe may be installed in accordance with Sec. 3.2.4. 3.2.9.1 When the bottom of the trench or the subgrade is found to con sist of material that is unstable to such a degree that, in the judgment of the owner it cannot be removed, a founda tion for the pipe and/or appurtenance shall be constructed using piling, tim ber, concrete, or other materials at the direction of the owner. 3.2,10 Safety. Appropriate traffic control devices shall be provided in accordance with federal, state, or local regulations to regulate, warn, and guide traffic at the work site. Sec. 3.3--Pipe Installation Proper implements, tools, and facil ities shall be provided and used for the safe and convenient performance of the work. All pipe, fittings, valves, and hydrants shall be lowered care fully into the trench by means of a derrick, ropes, or other suitable tools or equipment, in such a manner as to prevent damage to water-main mate rials and protective coatings and lin ings. Under no circumstances shall water-main materials be dropped or dumped into the trench. The trench should be dewatered prior to installa tion of the pipe. 3.3.1 Examination of material. All pipe fittings, valves, hydrants, and other appurtenances shall be examined carefully for damage and other defects immediately before installation. De fective materials shall be marked and held for inspection by the owner, who may prescribe corrective repairs or re ject the materials. 3.3.2 Pipe ends. All lumps, blisters, and excess coating shall be removed from the socket and plain ends of each pipe, and the outside of the plain end and the inside of the bell shall be wiped clean and dry and be free from dirt, sand, grit, or any foreign material before the pipe is laid. 3.3.3 Pipe cleanliness. Foreign ma terial shall be prevented from entering the pipe while it is being placed in the trench. During laying operations, no debris, tools, clothing, or other mate rials shall be placed in the pipe. 3.3.4 Pipe placement. As each length of pipe is placed in the trench, the joint shall be assembled and the pipe brought to correct line and grade. The pipe shall be secured in place with approved backfill material. 3.3.5 Pipe plugs. At times when pipe laying is not in progress, the open ends of pipe shall be closed by a water tight plug or other means approved by the owner. When practical, the plug shall remain in place until the trench is pumped completely dry. Care must be taken to prevent pipe flotation should the trench fill with water. ""''j r ( k CTD029405 SECTION 3--INSTALLATION 7 Flat bottom trench, untamped backfill. Flat bottom trench, tamped backfill. Pipe bedded in sand or gravel, tamped backfill. Fig. 1. Laying Conditions for Gray Cast-Iron Pipe 3.3.6 Gray-iron laying conditions. The specified laying conditions for gray cast-iron pipe shall be completed in accordance with AWWA C101 and as illustrated in Fig. 1. 3.3.7 Ductile-iron laying conditions. The specified laying conditions for ductile-iron pipe shall be completed in accordance with AWWA C150 and as illustrated in Fig. 2 (page 8j. Sec. 3.4--Joint Assembly 3.4.1 Push-on joints. Push-on joints shall be assembled as described and illustrated in Fig. 3 (page 9). 3.4.2 Mechanical joints. Mechanical joints shall be assembled as follows: 1. Wipe clean the socket and plain end. The plain end, socket, and gasket should be washed with a soap solution to improve gasket seating. CTDO29406 8 GRAY AND DUCTILE CAST-IRON MAINS 1 Flat-bottom trench,f Loose backfill. Flat-bottom trench.f Backfill lightly consol idated to centerline of pipe. I \ Pipe bedded in 4-in. minimum loose soil.t Backfill lightly consolidated to top of pipe. c r Pipe bedded in sand, gravel, or crushed stone to depth of i pipe diameter, 4-in. minimum. Backfill compacted to top of pipe. (Ap proximately 80 per cent Standard Proctor, AASHTO r-99.) Pipe bedded in compacted granular material to centerline of pipe. Compacted granular or select t material to top of pipe. (Ap proximately 90 per cent Standard Proctor, AASHTO T-99.) * For 30-in. and larger pipe, consideration should be given to the use of laying conditions other than Type 1. f `'Flat-bottom" is defined as undisturbed earth t "Loose soil" or ``select material" is defined as native soil excavated from the trench, free of rocks, foreign materials, and frozen earth. Fig. 2. Laying Conditions for Ductile Cast-Iron Pipe l I CTD029407 SECTION 3--INSTALLATION 9 1. Thoroughly clean the groove and bell socket and insert the gasket, making sure that it faces the proper direction and that it is correctly seated. 2. After cleaning dirt or foreign material from the plain end, apply lubricant in ac cordance with the pipe manufacturer's rec ommendations. The lubricant is supplied in sterile cans and every effort should be made to keep it sterile. 3. Be sure that the plain end is beveled/ square or sharp edges may damage or dis lodge the gasket and cause a leak. When pipe is cut in the field, bevel the plain end with a heavy file or grinder to remove all sharp edges. Push the plain end into the bell of the pipe. Keep the joint straight while pushing. Make deflection after the joint is assembled. 4. Small pipe can be pushed into the bell socket with a long bar. Large pipe require additional power, such as a jack, lever puller, or backhoe. The supplier may provide a jack or lever pullers on a rental basis. A timber header should be used between the pipe and jack or backhoe bucket to avoid damage to the pipe. Fig. 3. Push-on Joint Assembly 2. Place the gland on the plain end with the lip extension toward the plain end, followed by the gasket with the narrow edge of the gasket toward the plain end of the pipe. 3. Insert the pipe into the socket and press the gasket firmly and evenly into the gasket recess. Keep the joint straight during assembly. Make de flection after joint assembly but before tightening the bolts. 4. Push the gland toward the bell 10 GRAY AND DUCTILE CAST-IRON MAINS and center it around the pipe with the gland lip against the gasket. 5. Align bolt holes and insert bolts, with bolt heads behind the bell flange, and tighten opposite nuts to keep the gland square with the socket. 6. Tighten the nuts in accordance with Table 4. 3.4.3 Pipe deflection. When it is necessary to deflect pipe from a straight line in either the vertical or horizontal plane, or where long radius curves are permitted, the amount of deflection shall not exceed that shown in Tables 5 or 6. TABLE 4 Mechanical Joint--Bolt Torques Bolt Diameter in. I \ i U Torque ft-lb 45-60 75-90 85-100 105-120 3.4.4 Pipe cutting. Cutting pipe for the insertion of valves, fittings, or clo sure pieces shall be done in a neat, workmanlike manner without creating damage to the pipe or cement-mortar lining. 3.4.4.1 Gray cast-iron pipe may be cut using a hydraulic squeeze cutter, abrasive pipe saw, rotary wheel cutter, guillotine pipe saw, or milling wheel saw. 3.4.4.2 Ductile cast iron may be cut using an abrasive pipe saw, rotary wheel cutter, guillotine pipe saw, mill ing wheel saw, or oxyacetylene torch. 3.4.4.3 Cut ends and rough edges shall be ground smooth, and for pushon joint connections, the cut end shall be beveled. 3.4.5 Polyethylene encasement. When polyethylene encasement is specified for gray and ductile cast-iron pipe, it shall be installed in accordance with Sec. 5-4 of AWWA C105. 1 TABLE 5 Maximum Deflection Full Length Pipe--Push-on Type Joint Pipe Diameter in. 3 4 6 8 10 12 14 16 18 20 24 30 36 42 48 54 Deflection Angle deg 5 5 5 5 5 5 3 3 3 3 3 3 3 2 2 li Maximum Deflection--in. Approx. Radius of Curve Produced by Succession of Joints--ft (18-ft length) 19 19 19 19 19 19 11 11 11 11 11 11 11 7* 7} Si (20-ft length) 21 21 21 21 21 21 12 12 12 12 12 12 12 8 8 6 (18-ft length) 205 205 205 205 205 205 340 340 340 340 340 340 340 510 510 680 (20ft length) 230 230 230 230 230 230 380 380 380 380 380 380 380 570 570 760 ( CTDO29409 Size of Pipe 3 4 6 8 10 12 14 16 18 20 24 30 36 42 48 SECTION 3--INSTALLATION TABLE 6 Maximum Deflection Full Length Pipe--Mechanical Joint Pipe 11 Deflection Angle deg-mw 8-18 8-18 7-7 5-21 5-21 5-21 3-35 3-35 3-0 3-0 2-23 2-23 2-5 2-0 2-0 Maximum Deflection--**. {IS-ft length) 31 31 27 20 20 20 13i 13J 11 11 9 9 8 7* n (20-ft length) 35 35 30 22 22 22 15 15 12 12 10 10 9 8 8 Approx. Radius of Curve Produced by Succession of Joints--ft (18-ft length) 125 125 145 195 195 195 285 285 340 340 450 450 500 510 510 (20-ft length) 140 140 160 220 220 220 320 320 380 380 500 500 550 570 570 Sec. 3.S--Backfilling Backfill shall be accomplished in ac cordance with the specified laying con dition as described in Sec. 3.3. 3.5.1 Backfill material. All backfill material shall be free from cinders, ashes, refuse, vegetable or organic ma terial, boulders, rocks or stones, frozen soil, or other material that, in the opinion of the owner, is unsuitable. 3.5.1.1 From 1 ft above the top of the pipe to the subgrade of the pave ment, material containing stones up to 8 in. in their greatest dimension may be used, unless otherwise specified. 3.5.1.2 When the type of backfill material is not indicated on the draw ings or is not specified, the excavated material may be used, provided that such material consists of loam, clay, sand, gravel, or other materials that, in the opinion of the owner, are suit able for backfilling. 3.5.1.3 If excavated material is in dicated on the drawings or specified for backfill, and there is a deficiency due to a rejection of part thereof, the required amount of sand, gravel, or other approved material shall be pro vided. . 3.5.1.4 All sand used for backfill shall be clean, graded from fine to coarse, not lumpy or frozen, and free from slag, cinders, ashes, rubbish, or other material that, in the opinion of the owner, is objectionable or delete rious. It should not contain a total of more than 10 per cent by weight of loam and clay, and all material must be capable of being passed through a J-in. sieve. Not more than 5 per cent shall remain on a No. 4 sieve. 3.5.1.5 Gravel used for backfill shall consist of clean gravel having durable particles graded from fine to coarse in a reasonably uniform combination with no boulders or stones larger than 2 in. in size. It shall be free from slag, cinders, ashes, refuse, or other delete rious or objectionable materials. It shall not contain excessive amounts of 12 GRAY AND DUCTILE CAST-IRON MAINS loam and clay and shall not be lumpy or frozen. No more than 15 per cent shall pass a No. 200 sieve. 3.5.1.6 Screenings used for backfill shall consist of the products obtained from crushing sound limestone or do lomite ledge rock and shall be free from shale, dust, excessive amounts of clay, and other undesirable materials. All materials shall pass a 3-in. sieve, and no more than 25 per cent shall pass a No. 100 sieve. 3.5.2 Compaction. When special backfill compaction procedures are re quired. they shall be accomplished in accordance with project specifications or applicable federal, state, and local regulations. 3.5.3 Partial backfilling during test ing. When specified by the owner, pressure and leakage testing may be accomplished before completion of backfilling and with pipe joints acces sible for examination. In such cases, sufficient backfill material shall be placed over the pipe barrel between the joints to prevent movement. Sec. 3.6--Valve-and-Fitting Installation 3.6.1 Examination of material. Prior to installation, valves shall be inspected for direction of opening, freedom of operation, tightness of pressure-con taining bolting, cleanliness of valve ports and especially seating surfaces, handling damage, and cracks. Defec tive valves shall be corrected or held for inspection by the owner. 3.6.2 Placement. Valves, fittings, plugs, and caps shall be set and joined to the pipe in the manner specified in Sec. 3.3 for cleaning, laying, and joining pipe, except that 12-in. and larger valves should be provided with special support, such as treated timbers, crushed stone, concrete pads, or suffi ciently tamped trench bottom so that the pipe will not be required to sup port the weight of the valve. 3.6.3 Valve location. Valves in water mains shall, where practical, be located on the street property lines ex tended in unpaved areas unless shown otherwise on the plans. 3.6.3.1 Mains shall be drained through drainage branches or blowoffs. Drainage branches, blowoffs, air vents, and appurtenances shall be pro vided with valves and shall be located and installed as shown on the plans. Drainage branches or blowoffs shall not be directly connected to any storm or sanitary sewer, submerged in any stream, or be installed in any other manner that will permit back siphonage into the distribution system. 3.6.4 Valve protection. A valve box or a vault shall be provided for every valve. 3.6.4.1 A valve box shall be pro vided for every valve that has no gear ing or operating mechanism, or in which the gearing or operating mech anism is fully protected with a gear case. The valve box shall not transmit shock or stress to the valve and shall be centered over the operating nut of the valve, with the box cover flush with the surface of the finished area or such other level as may be directed by the owner. 3.6.4.2 A valve vault designed to prevent sett'ing on the pipe shall be provided for every valve that has ex posed gearing or operating mecha nisms. The operating nut shall be readily accessible for operation through the opening in the valve vault which shall be set flush with the surface of the finished pavement or such other level as may be specified. Vaults shall be constructed to permit minor valve CTD029411 SECTION 3--INSTALLATION 13 repairs and afford protection to the valve and pipe from impact where they pass through the vault walls. 3.6.4.3 In no case shall valves be used to bring misaligned pipe into alignment during installation. Pipe shall be supported in such a manner as to prevent stress on the valve. 3.6.5 Plugs and caps. All dead ends on new mains shall be closed with plugs or caps that are suitably re strained to prevent blowing off under test pressure. If a blowoff valve pre cedes the plug or cap. it too shall be restrained against blowing off. All dead ends shall be equipped with suit able blowoff facilities. Sec. 3.7--Hydrant Installation 3.7.1 Examination o} material. Prior to installation, inspect all hydrants for direction of opening, nozzle threading, operating-nut and cap-nut dimensions, tightness of pressure-containing bolt ing. cleanliness of inlet elbow, handling damage, and cracks. Defective hy drants shall be corrected or held for inspection by the owner. 3.7.2 Placement. All hydrants shall stand plumb and shall have their noz zles parallel with, or at right angles to, the curb, with the pumper nozzle fac ing the curb, except that hydrants hav ing two-hose nozzles 90 deg apart shall be set with each nozzle facing the curb at an angle of 45 deg. 3.7.2.1 Hydrants shall be set to the established grade, with the centerline of the lowest nozzle at least 12 in. above the ground, or as directed by the owner. 3.7.2.2 Each hydrant shall be con nected to the main with a 6-in. branch controlled by an independent 6-in. valve, unless otherwise specified by the owner. 3.7.2.3 When a dry-barrel hydrant is set in soil that is pervious, drainage shall be provided at the base of the hydrant by placing coarse gravel or crushed stone mixed with coarse sand, from the bottom of the trench to at least 6 in. above the waste opening in the hydrant and to a distance of 1 ft around the elbow. Where ground wa ter rises above the drain port or when the hydrant is located within 8 ft of a sewer, the drain port shall be plugged and water pumped from the hydrant when freezing may occur. 3.7.2.4 When a dry-barrel hydrant with an open drain is set in clay or other impervious soil, a drainage pit 2 ft X 2 ft X 2 ft shall be excavated below each hydrant and filled with coarse gravel or crushed stone mixed with coarse sand, under and around the elbow of the hydrant and to a level of 6 in. above the drain port. 3.7.3 Location. Hydrants shall be located as shown on the plans or as directed by the owner. 3.7.4 Protection. In the case of hy drants that are intended to fail at the ground-line joint upon vehicle impact (traffic hydrants), specific care must be taken to provide adequate soil re sistance to avoid transmitting shock moment to the lower barrel and inlet connection. In loose or poor loadbearing soil, this may be accomplished by pouring a concrete collar approx imately 6 in. thick to a diameter of 2 ft at or near the ground line around the hydrant barrel. Sec. 3.8--Thrust Restraint 3.8.1 Hydrants. The bowl of each hydrant shall be well braced against a sufficient area of unexcavated earth at the end of the trench with stone slabs or concrete backing, or it shall be tied 14 GRAY AND DUCTILE CAST-IRON MAINS to the pipe with suitable metal tie rods, clamps, or restrained joints as shown or directed by the owner. 3.8.1.1 Tie rods, clamps, or other components of dissimilar metal shall be protected against corrosion by hand application of a bituminous coating or by encasement of the entire assembly with 8-mil thick, loose polyethylene film in accordance with AWWA C105. 3.8.1.2 Thrust-restraint design pres sure should be equal to the test pres sure. 3.8.2 Fittings. All plugs, caps, tees, and bends, unless otherwise specified, shall be provided with reaction back ing, or suitably restrained by attaching metal rods, clamps, or restrained joints as shown or specified by the owner. 3.8.3 Restraint materials. Vertical and horizontal reaction backing shall be made of concrete having a compres sive strength of not less than 2000 psi after 28 days. 3.8.3.1 Backing shall be placed be tween solid ground and the fitting to be anchored; the area of bearing on the pipe and on the ground in each instance shall be that shown or di rected by the owner. The backing shall, unless otherwise shown or di rected, be so located as to contain the resultant thrust force and so that the pipe and fitting joints will be accessi ble for repair. 3.8.3.2 Restrained push-on joints, mechanical joints utilizing set-screw retainer glands or metal harness of tie rods, or clamps may be used instead of concrete backing if so indicated in the plans and specifications. Tie rods, clamps, or other components of dis similar metal shall be protected against corrosion by hand application of a bi tuminous coating or by encasement of the entire assembly with 8-mil thick, loose polyethylene film in accordance with AWWA C105. Section 4--Hydrostatic Testing Sec. 4.1--Pressure Test After the pipe has been laid, all newly laid pipe or any valved section thereof shall be subjected to a hydro static pressure of at least 1.5 X the working pressure at the point of test ing. 4.1.1 Test pressure restrictions. Test pressures shall 1. Not be less than 1.25 X the work ing pressure at the highest point along the test section. 2. Not exceed pipe or thrust re straint design pressures. 3. Be of at least 2-hr duration. 4. Not vary by more than 5 psi. 5. Not exceed twice the rated pres sure of the valves or hydrants when CTD029413 SECTION 4--HYDROSTATIC TESTING IS I the pressureboundary of the test sec- 4.2.1 Leakage defined. Leakage I tion includes closed gatevalves or ! hydrants. shall be defined as the quantity of water that must be supplied into the 6. Not exceed the rated pressure of newly laid pipe, or any valved section the valves if resilient-seated butterfly thereof, to maintain pressure within valves are used. 5 psi of the specified test pressure after 4.1.2 Pressurization. Each valved the air in the pipeline has been ex section of pipe shall be filled with wa pelled and the pipe has been filled with ter slowly and the specified test pres water. sure, based on the elevation of the 4.2.2 Allowable leakage. No pipe lowest pointof the line or section installation will be accepted if the leak under test and corrected to the eleva age is greater than that determined by tion of the test gage, shall be applied the following formula: by means of a pump connected to the pipe in a manner satisfactory to the owner. ND^[P L ~ 7400 4.1.3 Air removal. Before applying the specified test pressure, air shall be expelled completely from the pipe, valves, and hydrants. If permanent air in which L is the allowable leakage, in gallons per hour; N is the number of joints in the length of pipeline tested; D is the nominal diameter of the pipe, vents are not located at all high points, in inches; and P is the average test the contractor shall install corporation pressure during the leakage test, in - cocks at such points so that the air can pounds per square inch gage. be expelled as the line is filled with 4.2.2.1 Allowable leakage at various water. After all the air has been ex pressures is shown in Table 7 (page pelled, the corporation cocks shall be 16). closed and the test pressure applied. 4.2.2.2 When testing against closed At the conclusion of the pressure test, metal-seated valves, an additional leak the corporation cocks shall be removed and plugged, or left in place at the dis cretion of the owner. 4.1.4 Examination. All exposed pipe, fittings, valves, hydrants, and joints shall be examined carefully dur ing the test. Any damage or defective pipe, fittings, valves, or hydrants that are discovered following the pressure test shall be repaired or replaced with sound material and the test shall be repeated until it is satisfactory to the owner. age per closed valve of 0.0078 gal/ hr/in. of nominal valve size shall be allowed. 4.2.2.3 When hydrants are in the test section, the test shall be made against the closed hydrant. 4.2.3 Acceptance of installation. Ac ceptance shall be determined on the basis of allowable leakage. If any test of pipe laid discloses leakage greater than that specified in Sec. 4.2.2, the contractor shall, at his own expense, locate and repair the defective material until the leakage is within the specified Sec. 4.2--Leakage Test allowance. 4.2.3.1 All visible leaks are to be A leakage test shall be conducted repaired regardless of the amount of concurrently with the pressure test. leakage. 16 GRAY AND DUCTILE CAST-IRON MAINS odccc^r^'0'0`Ol/^Lr)'^,',^',:^ CfNN(NO>f'*tON,f OO O'C^--cOv-^0cfN0a0'r''^"0T'0f-tN^o*'o0ifo<)*v-o' O o to UO IO r} <t 'tVi fn' r^s-O1`C0O'CO'#OnMCO(*Nl6,6-(0NNO lO uS 1^)^'" 'trt'f ro (^5 fN fC'^C(NOC-O?N^^Uo0OiYO)-'OOO'. 'NOltON(iNfl TP ^ rf d tT> rO d <N CS CM CM ^n^KlCNNNNNNN' OOO-nOO'NI/lNaO'tOOO '^OOCiO'tfOiN'-O'OO'OiO ''l HN (N (N (N M - -- rt ^ MNiON-fN^O^NOlOPO CM CM <N cm' CM cm' CM dd dd N <N N M . U1 J CQ < lO Ifl tJ< N) M -n -- O O' O' < 1^,-^0000000 oooooooooooo ^OOtNOMOfOON^O dddddddddddo 00`^CMOs^'O^CMOOO'Oc<> dddddddddddo Nf<O)fOeONOC'MO'Nt^n^NONOINiiN-(i'-Oi dddddddddddo i& M W0^<)0J0,|0P/)OO0nl`^sNOlf(liNN^)NOC(M)N`0O0fM*`0-Oi0^ 1 CTD029415 SECTION 3--INSTALLATION 17 Section 5--Disinfection Upon completion of a newly in stalled main or when repairs to an existing pipe are made, the main shall be disinfected according to instructions listed in AWWA C601 of latest re vision. Section 6--Highway and Railroad Crossings Sec. 6.1--Casing Pipe Sec. 6.2--Carrier Pipe When casing pipe is specified for highways or railroad crossings, the project shall be completed in accord ance with applicable federal, state, and local regulations. In the case of rail road crossings, the project should comply further with regulations estab lished by the railroad company. Gen eral practice permits boring for casing diameters through 36 in. with max imum length of about 175 ft; jacking for diameters 30 in. through 60 in. with lengths of about 200 ft; and tun neling for pipes 48 in. and larger for longer lengths. The casing pipe should be 6-8 in. larger than the outside diameter of the gray or ductile cast-iron pipe bells. Carrier pipe may be pushed or pulled through the completed casing pipe. Chocks or skids should be placed on the carrier pipe to ensure approximate centering within the casing pipe and to prevent damage during installation. Care must be exercised in order to avoid metal-to-metal contact. In order to avoid the transfer of earth and live loads to the carrier pipe, the space be tween the carrier and casing pipes should not be filled completely. Section 7--Service Taps Sec. 7.1--Tapping Corporation stops may be installed either before or after pipe installation. Generally, they are located at ten or two o'clock on the circumference of the pipe and may be screwed directly into the tapped and threaded main without any additional appurtenances. When more than one tap in a gray cast-iron pipe is necessary to deliver the re quired flow, they should be staggered around the circumference at least 12 in. apart (not in a straight line). Duc tile-iron pipe in all classes may be directly tapped with standard corpo ration stops; however, torque require ment for the installation may be effec tively reduced by the application of two layers of 3-mil TFE tape to the male threads of the corporation stop. 2 P--5N1--9/78--43600 CTD029417 "> American Wafer V\brks Associalion AWWA C401-77 (Revision of AWWA C401-64) AWWA STANDARD PRACTICE for THE SELECTION OF ASBESTOS-CEMENT DISTRIBUTION PIPE. 4 IN. THROUGH 16 IN., FOR WATER AND OTHER LIQUIDS First edttion approved by AWWA Board of Directors Jan. 27, 1964. This edition approved May 8, 1977. AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTD029418 Committee Personnel The Standards Committee on Asbestos-Cement Pressure Pipe, which reviewed and approved this standard, had the following personnel at the time of approval: R. S. Bryant, Chairman J. L. Warden, Vice-Chairman T. R, Gillen, Secretary 'll Consumer Members S. C. Baker, Naval Facilities Engineering Command, Alexandria, VA (NAVFAC) L. C. Bradley, Water Department, Fort Worth, TX (AWWA) P. J. Brady, Portsmouth Water Department, Portsmouth, VA (AWWA) R. S. Bryant, Department of Water and Power, Los Angeles, CA (ASCE) F. G. Denson, Works & Operations Department, Winnepeg, Manitoba (AWWA) R. Graff, Water Utilities, San Diego, CA (AWWA) J. E. Johnson,* U.S. Bureau of Reclamation, Denver, CO (BUREC) R. A. Marchand, Water Department, Warren, OH (AWWA) J. L. Warden, U.S. Bureau of Reclamation, Denver, CO (BUREC) General Interest Members G. C. Anderson, Insurance Services Office, New York, NY R. A. Barrows, C.E. Maguire, Inc., Waltham, MA V. R. Bickel, Department of Environmental Health, Albuquerque, NM S. L. Bishop,* Metcalf & Eddy, Boston, MA C. L. Frick,* Insurance Services Office, New York, NY R. S. Holmgren Jr., James M. Montgomery, La Jolla, CA F. A. Obert, Metcalf & Eddy, Boston, MA J. S. Slicer, Factory Mutual Research, Norwood, MA M. R. Suchomel, Underwriters Laboratories, Northbrook, IL W. Taggart, Wright-McLaughlin Engineering, Denver, CO (ISO) (NEWWA) (APWA) (NEWWA) (ISO) | )' (AWWA) (WPCF) (FMR) (UL) (ASCE) Producer Members A. E. Alpine, Cement Asbestos Products Co., Birmingham, AL T. R. Gillen, Johns-Manville Sales Corp., Denver, CO J. C. Jackson, Asbestos-Cement Pipe Producers Association, Washington, D.C. A. I. Leff,* CertainTeed Products Corp., Valley Forge, PA W. R. Seipt, CertainTeed Products Corp., Valley Forge, PA D. W. Sullivan, Carlon, An Indian Head Co., Cleveland, OH (AWWA) (AWWA) (ACPPA) (AWWA) (AWWA) (AWWA) * Alternate <0 Copyright 1977 by American Water Works Assn. Printed in US ii CTD029419 Table of Contents Foreword r. History of Standard n. Major Revisions Standard 1 General ................. u Scope .......................... 1.2 References ................ 1 1 1 2 Pipe Design and Selection 2 2.1 Strength and Design Factors ........ 2 2.2 Combined-Loading Theory ......... 2 2.3 Three-Edge Bearing LoadFactors 3 2.4 Hydrostatic Pressures .................... 3 2.5 External Loads .................................. 4 2.6 Selection Curves ............................... 7 Appendix A1 General ............................................... A2 Tables ................................................. 17 17 Tables 1 Typical Field Installation Conditions ..................................... 2 2 Correlation of Bedding Conditions, Pipe Size, and Load Factors ... 3 3 Impact Factors Caused by Moving Vehicles ......................... 4 Values of Load Coefficients for 7 Concentrated and Distributed Superimposed Loads Centered Vertically Over Conduit ............ 8 SEC. 5 Values of Load Coefficients C. for Concentrated Superimposed Loads Centered Vertically Over Conduit ................................ A1 Determination of Design Load tv Applied in 3-Edge Bearing........ A2 Design Internal Pressure and Design Earth Load Intercepts for Use With Selection Curves .. 8 18 20 Figures Load Pressure Curve ...................... Crushing Test Assembly ................ Graph for Determining Load Coefficient Values ........................ Graph for Determining C Coefficients ...................................... Concentrated Superimposed Load .. 6 Distributed Superimposed Load .. 7 Selection Curves for 4-in. Asbestos-Cement Pipe .............. . 8 Selection Curves for 6-in. Asbestos-Cement Pipe .............. . 9 Selection Curves for 8-in. Asbestos-Cement Pipe .............. . 10 Selection Curves for 10-in. Asbestos-Cement Pipe .............. . 11 Selection Curves for I2-in. Asbestos-Cement Pipe .............. . 12 Selection Curves for 14-in. Asbestos-Cement Pipe .............. . 13 Selection Curves for I6-in. Asbestos-Cement Pipe .............. . A1 Earth Load Conditions .................. . A2 Bedding Conditions Illustrated ... . 3 3 5 6 7 7 10 11 12 13 14 15 16 17 17 CTD029420 Foreword This foreword is for information only and is not a part of AIVIVA C401. I. History of Standard The information contained in this standard was first published as. "AWWA Handbook H2," with AWWA Board of Directors approval on Jan. 27, 1964. The designation was changed later to, "AWWA C401-64." Originally, it covered sizes 4-36 in. although the design was primarily based on service conditions generally related with smaller (4--16 in.) distri bution sizes. In the smaller diameters the effect of water hammer generated by the opening and closing of fire hy drants can be of significant magnitude because of the high velocities gener ated by open hydrant flow conditions on small diameter lines in distribution systems. It is difficult to evaluate ac curately the magnitude of surges, and if calculated, it would be impractical to attempt to control the surge by the use of surge tanks or other devices. Rather than employ a rule-of-thumb surge allowance based upon an as sumed velocity change, a large factor of safety is applied to the class pres sure rating of the pipe to take into account the undetermined surges. AWWA C403, "Standard Practice for the Selection of Asbestos-Cement Transmission and Feeder Main Pipe, 18 in. Through 42 in.,'' is a standard containing information similar to that contained herein but dealing with larger diameter pipes. In AWWA C403 the design is based on evaluation of all design conditions including surge pressures. Also, adequate factors of safety are applied to the combination of pressures to which the pipe line will be subjected. The primary difference between AWWA C401 and AWWA C403 is one of differing methods for designing pipelines to account for surge pres sures. In the small sizes where surges can be of great magnitude and are im practical to control, a large factor of safety is employed to compensate for the unknown. In the large sizes the design is based upon a more detailed evaluation of the magnitude of surge pressures, and a factor of safety based upon a more precise knowledge of ac tual operating conditions is employed. II. Major Revisions Major changes to the 1964 edition of this standard made in this revision are: 1. The title has been changed to in dicate that the pipe is intended for use in distribution systems. 2. The size range has been changed to limit the maximum size covered by this standard to 16-in. diameter pipe. 3. Figure 2, Crushing Test Assem bly, has been changed to show the C dimension to be approximately 1 in./ft of internal pipe diameter but in no case less than 1 in. IV c c 0 I CTD029421 American Waier \Mxks Association AWWA C401-77 (Revision of AWWA C401-64) AWWA Standard Practice for The Selection of Asbestos-Cement Distribution Pipe, 4 in. Through 16 in., for Water and Other Liquids Section 1--General Sec. 1.1--Scope Sec. 1-2--References This standard has been prepared so that design engineers can quickly de termine the correct class of asbestoscement pipe to use under various com binations of internal pressure and ex ternal loading. Curves are included to expedite the selection of the correct class of pipe. Detailed analyses of the various structural factors affecting pipe design and selection are treated under separate headings. 1.1.1 Pressure classes. Pipe pres sure class designations of 100, 150, and 200 refer to the similarly numbered classes specified in AWWA C400, "Standard for Asbestos-Cement Dis tribution Pipe, 4 in. Through 16 in., for Water and Other Liquids." 1.1.2 Installation. Detailed coverage of the installation of asbestos-cement pipe can be found in AWWA C603, "Standard for the Installation of As bestos-Cement Pressure Pipe." This standard references the follow ing documents. They form a part of this standard to the extent specified herein. In any case of conflict, the re quirements of this standard shall pre vail. 1. Schlick, W.J. Supporting Strengths for Cast-Iron Pipe for Wa ter and Gas Service, Iowa State Col. Eng. Sta. Bull., No. 146 (Jun. 1940). 2. ASCE. Design and Construction of Sanitary and Storm Sewers, Man ual of Engineering Practice No. 37, Am. Soc. Civ. Engrs., New York (1967). 3. Kerr, S.L. Practical Aspects of Water Hammer, Jour. AWWA, 40: 699 (Jun. 1948). 4. Marston, Anson. The Theory of External Loads on Closed Conduits in the Light of Latest Experiments, Iowa State Coll. Eng. Exp. Sta. Bull., No. 96 (1930). CTD029422 2 A-C DISTRIBUTION PIPE Section 2--Pipe Design and Selection Sec. 2.1--Strength and Design Factors The strength of asbestos-cement water pipe must be sufficient to with stand the combined forces of internal hydrostatic pressure and external loads. Furthermore, the conditions under which the pipe is installed will have a direct relationship to its ability to re sist these forces. Therefore, satisfac tory pipe performance in field service requires that the bedding conditions, as well as the internal and external forces acting on the pipe, be taken into consideration when selecting a class of pipe for any given installation. Finally, sound engineering practice requires that adequate safety factors be applied to strength requirements to ensure per formance under less than ideal condi tions. 2.1.1 Bedding conditions. The bed ding conditions described in Table 1 have been selected as representative of typical installation conditions encoun tered in the field. They are illustrated in Fig. A2 in the appendix. TABLE 1 Typical Field Installation Conditions Bidding Condition Class Description A Gravel or sand base, backfill Camped B Same as A. but backfill not tamped C Pipe laid on earth mounds or pipe barrel on flat trench bottom with excavated cou pling holes, backfill tamped D Same as C but backfill not tamped 2.1.2 Safety factors. In the selec tion curves, a safety factor of 4.0 is applied to the operating pressure and a safety factor of 2.5 is applied to earth loads. Furthermore, pipe selected from the curves will have a safety factor of at least 2.5 for the operating pressure when combined with a safety factor of 2.5 for resisting an earth load consist ing of the total equivalent earth load plus a 10 000-lb wheel load and impact load. Under impact loading condi tions, the 2.5 safety factor for the op erating pressure represents sound de sign practice, for it is unlikely that internal surge pressure would occur at the same instant as external impact. Sec. 2.2--Combined-Loading Theory Tests of asbestos-cement pipe under various combinations of internal pres sure and external load applied in threeedge bearing (see Sec. 2.3) indicate that there is a relationship between the combined loads at the point of pipe fracture. This relationship can be rep resented by a parabolic curve as shown in Fig. 1. The equation for the load pressure parabolic curve shown in Fig. 1 may be expressed as: Eqi in which, P is the internal pressure, in pounds per square inch, that will burst the pipe when no external load exists; W is the external load, in pounds per lineal foot of pipe in the three-edge bearing test, that will crush the pipe when no internal pressure exists; p is the internal pressure, in pounds per square inch which, in combination with some external load w applied in three- CTDO29423 DESIGN AND SELECTION 3 Tig. 2. Crushing Test Assembly P represents the internal pressure; W the external load. edge bearing, will fracture the pipe; and w is the external load, in pounds per lineal foot of pipe applied in threeedge bearing which, in combination with some internal pressure p, will fracture the pipe. The diagram at the left shows a side viezv of the test assembly; that at the right, an end view. P represents load; R, approximately 0.5 in.--the radius of the bearings; D, the nominal diameter of the pipe; and C, the clear space between sup ports. C should be approximately l tn./ft of internal pipe diameter but in no case less than l in. TABLE 2 Correlation of Bedding Conditions, Pipe Size, and Load Factors Sec. 2.3--Three-Edge Bearing Load Factors A convenient method of testing pipe for crushing strength IV is the threeedge-bearing method of loading shown in Fig. 2. Because the field supporting strength of a conduit is influenced by the bedding conditions and the lateral pressure acting against the sides of the conduit, it is necessary to apply a load factor to the three-edge bearing loads in order to correlate them to the field loads. Since the external load equals the load factor times the three-edge bearing load, the load factor equals the external load divided by the three-edge bearing load. Table 2 shows load fac tors to be applied for each of the bed ding conditions described in Table I. Bedding Class A B C D Pipe Size in. 4-12 14-16 4-16 4-12 14-16 4-16 Load Factor 1.7 1.8 1.5 1.3 1.4 1.1 Sec. 2.4--Hydrostatic Pressures The hydrostatic pressures to be con sidered in pipeline design are static operating pressure and surge pressure. The static pressure will be fixed by the particular field service condition. Or dinary surge pressure conditions are allowed for in this standard by apply ing a safety factor of at least 4.0 to internal pressure in combined loading. CTD029424 4 A-C distribution pipe 2 4,1 Exceptional surge pressures. When exceptional surge pressures are a necessary specific consideration in design, a conservative basis for surge allowance determination is the method proposed by S. Logan Kerr. His method considers the fundamental re lations affecting water hammer, includ ing velocity of flow in the pipeline, length of the pipeline, time of valve operation or interruption of flow, and the pressure wave velocity. Water hammer allowance is determined by the formulas of Eq 2 and 3. aV k -- 2.3p = -- S Eq 2 in which, h is the water hammer allowance, in feet; p is the water hammer allowance, in pounds per square inch; a is the velocity of the pressure wave, in feet per second; g is the acceleration due to gravity (32.2 fps/s) ; and V is the flow line velocity, in feet per second, cut off by the valve operation or other action in the critical time, or less. in which, a is the pressure wave velocity in feet per second; k is the modulus of compression of water, in pounds per square inch (290 000-300 000 psi) ; E is the modulus of elasticity of asbes tos-cement pipe, in pounds per square inch (3 400 000 psi) ; d is the internal diameter, in inches; and e is the wall thickness, in inches. Sec. 2.S--External Loads External-load determinations for un derground conduit used in this stan dard are based on the data in Chapter 9 of the Manual on Design and Con struction of Sanitary and Storm Sew ers produced jointly by ASCE and WPCF. External loads on conduit are of two types: (1) those due to gravity earth loads and (2) those due to su perimposed loads that may be static or moving. 2.5.1 Gravity earth loads. The mag nitude of gravity earth loads may be computed by using the theory devel oped by Anson Marston which states, in general, that the load on a buried conduit is equal to the weight of a prism of earth (called the interior prism) directly over the conduit plus or minus the frictional shearing forces transferred to that prism by the adja cent prisms of earth. The magnitude and direction of these frictional forces are a function of the amount of relative settlement occurring between the inte rior and adjacent earth prisms. The general form of Marston's equation is W = CwB' Eq 4 in which, W is the vertical load, per lineal foot, acting on the conduit because of gravity earth loads; w is the weight of earth, in pounds per cubic foot; B is the trench or conduit width, depending on installation conditions; and C is the coefficient that includes the effect of: 1. The ratio of the height of the fill to the width of the trench or conduit, 2, the shearing forces between the interior and adjacent earth prisms, 3, the direction and amount of rela tive settlement between interior and adjacent earth prisms for embankment conditions, and 4. the rigidity of conduit support for embankment conditions. 2.5.1.1 Values for external loads may be determined by Marston's for- DESIGN AND SELECTION 5 0 10 20 30 40 50 60 Coefficient-Cc Tig. 3. Graph for Determining Load Coefficient Values 70 The graph shows a plot of load coefficient values Cc against values obtained by dividing the height of the fill above the conduit by the outside width of the conduit H/Bc. muia as shown in Eq 5. Tables of external loads based on soil weight of 120 Ib/cu ft are presented in Table A1 in the appendix. W' = C'W(B<y Eq S in which, Wc is the load on the conduit, in pounds per lineal foot; w is the unit weight of the soil, in pounds per cubic foot; Bc is the outside width of con duit, in feet; and Cc is the load co efficient. In this formula load coefficient Cc is a function of H/Bc, p, rti, p, and k. H is the height of the fill above the conduit, in feet. The projection ratio p is the ratio of the distance of the top of the conduit above the natural grade to the width of the conduit. rt<t is the settlement ratio, i*. is the coefficient of internal friction of the backfill mate rial, and k is the Rankins ratio of lat eral pressure to vertical pressure. 2.5.1.2 Based..on a Class C flatbottomed, backfill-tamped trench, con servative values of p = 1.0, rtip = 0.70, and k/j. -- 0.192 were used in the deter mination of external loads for the per formance curves. Cc values may be determined from Fig. 3, which shows a plot of Cc against H/Bc ratios. For values of H/Bc greater than 1.3, when r94p = 0.70, the graph is linear and values may be determined by the em pirical equation C = X .892 ~5e - 0.96 Eq 6 2.5.1.3 Occasionally, a trench con dition exists in which the width of the trench is less than two or three times the widths of the conduit. In such cases, Marston's trench condition for mula may be used for determinations of the gravity loads. Wi - CiwfBiY Eq 7 in which, Wi is the vertical load, in pounds per lineal foot; Bt is the width of the trench; w is the weight of the backfill soil in pounds per cubic foot, and C4 is a load coefficient. (See Fig. 4 for values of Cd.) CTD029426 6 A-C DISTRIBUTION PIPE r Each of the above curves represent Ca values for kji and k;/. A represents 0.1924 for granular materials without cohesion; B is 0.165 maximum for sand and gravel; C is 0.150 maximum for saturated top soil; D, 0.13 maximum for ordinary clay; and E, 0.110 maximum for saturated clay. The symbol p.', is the coefficient of friction be tween the backfill material and the sides of the ditch. 2.5.2 Superimposed loads. Where unusually heavy superimposed loads or impact loads are present, the solution of their magnitude may be computed for either a concentrated load (such as a truck load) or a distributed load condition. Normal truck and accom panying impact loads need not be con sidered when the depth of the cover is greater than 6 ft. 2.5.2.1 Concentrated load. The mag nitude of a superimposed load pro duced by a concentrated load (see Fig. 5) is determined by use of the formula W = C. --PF Eq 8 in which, Wtc is the load on the conduit, in pounds per lineal foot; P is the con centrated load, in pounds ; F is the im pact factor used to allow for the effects ( ! C7D029427 DESIGN AND SELECTION 7 D and M are the width and length, in feet, respectively, of the area over which the distributed load acts. The uniform load is lbs per sq ft acting on area D X M. P represents the concentrated load; H, the height from the top of the conduit to the ground surface; Bc, the width of the conduit; and L, the length of the conduit. TABLE 3 Impact Factors Caused by Moving Vehicles Type of Traffic Impact Factor F of dynamic loads due to moving ve hicles (see Table 3) ; C, is a load co efficient, a function of BC/2H and L/2H (see Tables 4 and S) ; Bc is the width of the conduit, in feet (OD of the pipe J ; H is the height from the top of the conduit to the ground surface, in feet; and L is the effective length of the conduit, in feet. L is 3 ft for conduits greater than or equal to 3 ft in length, but is the actual length for conduits less than 3 ft in length. 2.5.2.2. Distributed load. In the case of a distributed superimposed load, the formula may be written in the form of Highway Railwav Airfield runways, taxiways, aprons, or handstands 1.50 1.75 1.00 1.50 impact factor (see Table 3) ; Bc is the width of conduit, in feet; C, is a load coefficient, a function of D/2H and Mj2H (see Table 4) ; H is the height from the top of the conduit to the ground surface, in feet; and D and M are the width and length, respectively of the area over which the distributed load acts, in feet. W* = C,pFBe Eq 9 Sec. 2.6--Selection Curves in which, fL.d is the load on the conduit, in pounds per lineal foot (see Fig. 6) ; p is the intensity of distributed load, in pounds per square foot; F is the Research tests and the application of statistical analysis have shown that asbestos-cement pipe strength may be graphically illustrated by combinedloading parabolic curves. The com- 8 A-C DISTRIBUTION PIPE TABLE 4 Values of Load Coefficients for Concentrated and Distributed Superimposed Loads Centered Vertically Over Conduit D/IH Of B,/2H 0.1 0.2 0.3 0.4 0.5 0.6 0,7 0.8 0.9 (.0 1.2 1.5 2.0 Af L 2H 01 2H 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.2 1.5 2.0 5.0 0.019 0.037 0.053 0.067 0.037 0072 0.103 0.131 0.053 0.103 0.(49 0.190 0.067 0.131 0.190 0.241 0.079 0.089 0.155 0.174 0.224 0.252 0.284 0.320 0.097 0.189 0.274 0.349 0.103 0.202 0.292 0.373 0.108 0.112 0.117 0.211 0.219 .0.229 0.306 0.318 0.333 0.391 0.405 0.425 0.121 0.238 0.345 0.440 0.124 0.244 0.355 0.454 0.128 0.248 0.360 0.460 0.079 0.089 0.097 0.103 0.155 0.174 0.189 0.202 0.224 0.252 0.274 0.292 0.284 0.320 0.349 0.373 0.336 0.379 0.414 0.441 0.379 0.428 0.467 0.499 0.414 0.467 0.511 0.546 0.441 0.499 0.546 0.584 0.463 0.524 0.584 0.615 0.481 0.544 0.597 0.639 0.505 0.572 0.628 0.674 0.525 0.596 0.650 0.703 0.540 0.613 0.674 0.725 0.548 0.624 0.688 0.740 0.108 0.112 0.117 0.121 0.124 0.211 0.219 0.229 0.238 0.244 0.306 0.318 0.333 0.345 0.355 0.391 0.405 0.425 0.440 0.454 0.463 0.481 0.505 0.525 0.540 0.524 0.544 O.S72 0.596 0.613 0.574 0.597 0.628 0.650 0.674 0.615 0.639 0.674 0.703 0.725 0.647 0.673 0.673 0.701 0.711 0.740 0.742 : 0.774 0.766 0.800 0.711 0.740 0.783 0.820 0.849 0.742 0.774 0.820 0.861 0.894 0.766 0.800 0.849 0.894 0.930 0.784 0.816 0.868 0.916 0.956 TABLE 5 Values of Load Coefficients C. for Concentrated Superimposed Loads Centered Vertically Over Conduit tn. 2 2.5 3 4 5 6 8 10 12 16 20 4 0.105 0.076 0.055 0.033 0.022 0.016 0.009 0.006 0.004 0.002 0.0015 6 0.147 0.106 0.078 0.046 0.031 0.023 0.013 0.008 0.006 0.003 0.002 8 0.191 0.137 0.102 0.061 0.041 0.029 0.017 0.010 0.008 0.004 0.003 10 0.237 0.174 0.129 0.078 0.052 0.037 0.022 0.013 0.009 0.006 0.0035 12 0.279 0.202 0.153 0.092 0.062 0.044 0.025 0.016 0.011 0.007 0.004 14 0.317 0.232 0.175 0.106 0.071 0.050 0.030 0.018 0.013 0.008 0.005 16 0.354 0.259 0.197 0.121 0.081 0.057 0.034 0.021 0.015 0.009 0.0055 bined-loading theory developed by the late W.J. Schlick is used as the basis for selection curves for asbestos-ce ment water pipe. 2.6.1 Curve development. The se lection curves included in this standard were developed using the load-pressure formula, with the external load inter cept being the external load as tabu lated in Table 2 of AWWA C400-77, "Standard for Asbestos-Cement Dis tribution Pipe, 4 in. Through 16 in., for Water and Other Liquids," and the design point on the parabolic curve being that condition existing at a 5-ft depth of cover with the trench width assumed as pipe ID plus 2 ft, a bed ding condition of Class C and a soil weight of 120 lb/cu ft. The external loads were based on the positive pro jecting conduit analysis because this analysis produced the governing load on the pipe at the conditions pre viously set forth. The design point for each class of pipe is based on a safety factor of 4 times the pipe pressure class and 2.5 times the three-edge bear ing equivalent of the trench load. Once the parabolic curve has been estab lished through the external load inter- CTD029429 DESIGN AND SELECTION 9 ^ cept and the control point, the equiv 2.6.2. Example. The application of alent depth of cover scale is correlated the curves to design is shown in the for the various bedding conditions uti following problem : lizing either the trench load condition Required: A 6-in. pipe to operate or the positive-projecting conduit-load at a pressure of 120 psi at 8 ft depth condition, whichever is the governing of cover. Bedding condition Class C, load condition. soil weight 120 Ib/cu ft. 2.6.2 Curve use. The curves may Solution: Enter the selection curve be used conveniently by entering them for 6-in. pipe at bedding condition through the depth of cover and bed Class C, 8 ft cover. The intersection ding condition scales. The scales are of the 8-ft cover line with the 120 psi correlated to the three-edge bearing operating pressure line falls between equivalents of the design external loads pipe Classes 100 and 150. Use 6 in.. with a safety factor of 2.5. When Class 150. there is an external loading condition different from that due only to depth of cover, or when conditions warrant a change in the safety factor, the equivalent external load should be de termined and the selection curve en tered at the proper value on the design external load scale. The field support ing strength listed for pipe so selected has been proved conservative during The intersection of the 8-ft cover line with the Class 150 curve is at 135 psi operating pressure, or 550 psi de sign pressure. Therefore, the pressure safety factor equals 550/120 = 4.6, with a safety factor of 2.5 for external load. 2.6.3 Curves. The selection curves for 4 in. through 16 in. asbestos-ce many years of performance under var ment pipe are shown in Figs. 7 through ious field conditions. 13 respectively. Design Pressure-psl Operating pressure - to A-C DISTRIBUTION PIPE ( < K Fig. 7. Selection Curves for 4-in. Asbestos-Cement Pipe CTD029431 Bedding Conditions DESIGN AND SELECTION 11 Operating Pressure-psl Bedding Conditions Depth of Cover-ft Fig. 8. Selection Curves for 6-ln. Asbestos-Cement Pipe CTD029432 12 A-C DISTRIBUTION PIPE Design Pressure-psl Operating Pressure psl- Bedding Conditions Depth of Cover>ft Fig. 9. Selection CurveB for 8-in. Asbestos-Cement Pipe i CTD029433 DESIGN AND SELECTION Design External Load-lb/lin ft 13 Operating Pressure psi- Bedding Conditions Fig. 10. Selection Curves for 10-in. Asbestos-Cement Pipe CTD029434 14 A-C DISTRIBUTION pipe Design External load-lb/lin ft 1 Operating Pressure psi- Bedding Conditions Tig. 11. Selection Curves for 12-ln. Asbestos-Cement Pipe CTD029435 DESIGN AND SELECTION 15 Operating Pressure psl- Bedding Conditions Depth of Cover-ft Fig. 12. Selection Curves for 14-in. Asbestos-Cement Pipe CTD029436 Operating Pressure - 16 A-C DISTRIBUTION PIPE Fig. 13. Selection Curves for 16-in. Asbestos-Cement Pipe CTD029437 Bedding Conditions APPENDIX 17 Appendix This appendix is for information only and is not a part of AWWA C401. Al. General Data developed for the preparation of the selection curves are included in this appendix. Figures illustrating the various bedding conditions and the earth load conditions used in the prep aration of the selection curves are in cluded. in the tables, and for Class 200 pipe, the loads would be greater. The max imum variation would be less than 5 per cent. A2. Tables In Table A2 of design internal pres sure and design external load inter cepts, the external loads are the crush ing loads that the pipe must be able to support without failure as specified in AWWA C400. The tables of design earth load w for various field bedding conditions and depths of cover show the calculated loads for Class 150 pipe. For Class 100 pipe, similar calculated loads would be less than those shown Fig. A2. Bedding Conditions Illustrated Tig. Al. Earth Load Conditions The illustration on the left shows trench conduit conditions, that is, the trench width is less than two or three times Bc. The illustration on the right shows a pos itive projecting conduit condition; that is, the trench width is greater than two or three times Bc. The shaded area repre sents backfill. Class A bedding conditions are shown in (a) and (6). Class C conditions are shown in (c) and (d). In all four di agrams, the lightly shaded area represents approved backfill, not frozen and free from lumps, large stones, boulders, or other unsuitable substances. The heavily shaded areas represent approved backfill, carefully compacted in 4-in. layers as specified by the engineer. In (a), a min imum of 2 in. of sand is placed in a shaped bottom under the pipe. In (b), the pipe is bedded in a gravel base. In (c), the pipe barrel rests on earth mounds and then the backfill betiveen the earth mounds is compacted. In (d), the pipe barrel is resting on the fiat bottom of the trench. Class B condition is the same as Class A, and Class D is the same as Class C except that the backfill is not tamped in B or D. CTD029438 18 A-C DISTRIBUTION PIPE TABLE A1 Determination of Design Earth Load w Applied in 3-Edge Bearing Pipe Sue m. 1 El lerstl Lead lb 2 31 w Equivalent Three-Edge Bearing Load / C<J. 1 \ Earth Load Applied in Three-Edge Bearing VLoad Factor/ (Col. 2 X 2.5 Factor of Safety) Eitemal Load 1b 2 3l Equivalent Three-Edge Bearing Load / c3.i \ VLoad Factor/ w Earth Load Applied in Three-Edge Bearing (Col. 2 X 2i Factor of Safety) Ex ternal Load 16 23 Earth Equivalent Load Three-Edge Applied m Bearing Load Three-Edge / Col. 1 \ Hearing \Load Factor/ (Col. 2X2J Factor of Safety) Class A Bedding Condition 2.5 ft of Cover 4 219 6 297 8 371 10 450 12 507 14 559 16 604 129 175 218 264 298 311 335 323 438 545 660 745 778 838 12 ft of Cover 4 1,127 6 1,584 8 2,051 10 2,451 12 2,678 14 2,886 16 3,130 663 932 1,206 1,441 1,575 1,603 1,738 1,658 2,330 3,015 3,603 3,938 4,008 4,345 5 ft of Cover 458 634 814 1,012 1,174 1,336 1,484 269 373 479 595 691 742 825 673 933 1,198 1,488 1,728 1,855 2,063 16 ft of Cover 1,510 2,124 2,602 2,835 3,078 3,367 3,663 888 1,249 1,531 1,668 1,811 1,870 2,035 2,220 3,123 3,828 4,170 4,528 4,675 5,088 8 ft of Cover 744 1,041 1,344 1,688 1,975 2,267 2,398 438 612 790 993 1,162 1,259 1,332 1,095 1,530 1,975 2,483 2,905 3,148 3,330 20 ft of Cover 1,893 2,550 2,816 3,076 3,402 3,727 4,063 1,113 1,500 1,656 1,809 2,001 2,070 2,257 2,783 3,750 4,140 . 4,523 5,003 5,175 5,643 Class B Bedding Condition 2.5 ft of Cover 4 219 6 297 8 371 10 450 12 507 14 559 16 604 146 198 248 300 338 373 402 365 495 620 750 845 933 1,005 12 ft of Cover 4 1,127 6 1,584 8 2,051 10 2,451 12 2,678 14 2,886 16 3,130 751 1,056 1,367 1,634 1,785 1,924 2,086 1,878 2,640 3,418 4,085 4,463 4,810 5,215 5 ft of Cover 458 634 814 1,012 1,174 1,336 1,484 305 423 542 674 783 890 989 763 1,058 1,355 1,685 1,958 2,225 2,473 16 ft of Cover 1,510 1,224 2,602 2,835 3,078 3,367 3,663 1,007 1,416 1,735 1,890 2,052 2,244 2,442 2,518 3,540 4,338 4,725 5,130 5,610 6,105 8 ft of Cover 744 1,041 1,344 1,688 1,975 2,267 2,398 496 694 896 1,126 1,317 1,512 1,598 1,240 1,735 2,240 2,815 3,293 3,780 3,995 20 ft of Cover 1,827 2,550 2,816 3,076 3,402 3,727 4,063 1,218 1,700 1,877 2,050 2,268 2,485 2,708 3,045 4,250 4,693 5,125 5,670 6,213 6,770 CTDO29439 I APPENDIX 19 TABLE A1--Determination oj Design Earth Load w Applied in 3-Edge Bearing (contd.) 2 31 2 31 2 3 w w Earth Earth Earth Pipe Site t n. Ex ternal Load lb Equivalent TVee-Edge Load Applied in Bearing Load Three-Edge / Col. 1 \ Bearing VLoad Factor/ (Col. 2X25 Ex ternal Load ib Equivalent Three-Edge Bearing Load / Col. 1 \ \ Load Factor/ Load Applied in Three-Edge Bearing (Col. 2X2.5 Ex ternal Load lb Equivalent Load Three-Edge Applied in Hearing Load Three-Edge / CJ. ! \ Hearing V, Load Factor/ (Col. 2 X 2.S Factor of Factor of Factor of Safety) Safety) Safety) Class C Bedding Condition 2.5 ft of Cover 5 ft of Cover 8 ft of Cover 4 219 6 297 8 371 10 450 12 507 14 559 16 604 168 228 286 346 390 400 431 420 570 715 865 975 1,000 1,078 458 634 814 1,012 1,174 1,336 1,484 352 488 626 778 903 954 1,060 880 1,220 1,565 1,945 2,258 2,385 2,650 744 1,041 1,344 1,688 1,975 2,267 2,398 573 801 1,034 1,299 1,519 1,619 1,712 1,433 2,003 2,585 3,248 3,798 4,048 4,280 12 ft of Cover 16 ft of Cover 20 ft of Cover 4 1,127 6 1,584 8 2,051 10 2,451 12 2,678 14 2.886 16 3,130 867 1,219 1,578 1,885 2,060 2,061 2,235 2,168 3,048 3,945 4,713 5,150 5,153 5,588 1,510 2,124 2,602 2,835 3,078 3,367 3,663 1,161 1,634 2,002 2,181 2,368 2,405 2,616 2,903 4,085 5,005 5,453 5,920 6,013 6,540 1,893 2,550 2,816 3,076 3,402 3,727 j 4,063 1,456 1,961 2,166 2,366 2,617 2,662 2,902 3,640 4,903 5,415 5,915 6,543 6,655 7,255 Class D Bedding Condition 2.5 ft of Cover 4 219 6 297 8 371 10 450 12 507 14 559 16 604 199 270 338 409 461 509 549 498 675 845 1,023 1,153 1,273 1,373 12 ft of Cover 4 1,127 6 1,584 8 2,051 10 2,451 12 2,678 14 2,886 16 3,130 1,025 1,440 1,864 2,228 2,434 2,623 2,845 2,563 3,600 4,660 5,570 6,085 6 558 7,113 5 ft of Cover 458 634 814 1,012 1,174 1,336 1,484 416 577 740 920 1,068 1,214 1,349 1,040 1,443 1,850 2,300 2,670 3,035 3,373 16 ft of Cover 1,510 2,124 2,602 2,835 3,078 3,367 3,663 1,373 1,931 2,366 2,578 2,798 3,061 3,330 3,433 4,828 5,915 6,445 6,995 7,653 8,325 8 ft of Cover 744 1,041 1,344 1,688 1,975 2,267 2,398 677 946 1,221 1,535 1.795 2,061 2,180 1,693 2,365 3,053 3,838 4,488 5,153 5,450 20 ft of Cover 1,893 2,550 2,816 3,076 3,402 3,727 4,063 1,721 2,318 2,560 2,796 3,093 3,388 3,693 4,303 5,795 6,400 6,990 7,733 8,470 9,233 CTD029440 20 A-C DISTRIBUTION PIPE TABLE A2 Design Internal Pressure and Design Earth Load Intercepts for Use With Selection Curves Pipe Site tm. 4 6 8 10 12 14 16 Clan 100 Pw pst Ib/ltn ft 417 4,100 441 4,000 472 4,000 490 4,400 490 5,200 500 5,200 500 5,800 Class ISO Pw psi Ib/lin ft 616 5,400 632 5,400 653 5,500 650 7,000 658 7,600 650 8,600 654 9,200 Class 200 P psi iy Ib/hnft 809 8,700 815 9,000 824 9,300 826 11,000 830 11,800 826 13,500 825 15,400 \ :P -ftM- 5 "S- 4J40I CTD029441 Ameftcan V\fcier Works Associalon AWWA C400-77 (Revision of AWWA C400-75) AWWA STANDARD for ASBESTOS-CEMENT DISTRIBUTION PIPE, 4 IN. THROUGH 16 IN., FOR WATER AND OTHER LIQUIDS First edition approved by AWWA Board of Directors May 15, 1953. This edition approved Jan. 30, 1977. AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTDO29442 Committee Personnel The Standards Committee on Asbestos-Cement Pressure Pipe that reviewed and approved this standard had the following' personnel at the time of approval: R. S. Bryant, Chairman J. L. Warden, Vice-Chairman T. R. Gillen, Secretary Consumer Members S. C. Baker, Naval Facilities Engineering Command, Alexandria, VA P. J. Brady, Director of Utilities, Portsmouth, VA R. S, Bryant, Department of Water & Power, Los Angeles, CA F. G. Denson, Works & Operations Department, Winnepeg, Manitoba J. R. Hendrick, Water Department, Fort Worth, TX J. E. Johnson,* U.S. Bureau of Reclamation, Denver, CO R. W. King, Water Utilities, San Diego, CA R. A. Marchand, Water Department, Warren, OH J. L. Warden, U.S. Bureau of Reclamation, Denver, CO (NAVFAC) (AWWA) (ASCE) (AWWA) (AWWA) (BUREC) (AWWA) (AWWA) (BUREC) General Interest Members G. C. Anderson, Insurance Services Office, New York, NY R. A. Barrows, C. E. Maguire, Inc., Waltham, MA V. R. Bickel, Department of Environmental Health, Albuquerque, NM S. L. Bishop,* Metcalf & Eddy, Boston, MA C. L. Frick,* Insurance Services Office, New York, NY R. S. Holmgren Jr., James M. Montgomery, La Jolla, CA F. A. Obert, Metcalf & Eddy, Boston, MA J. S. Slicer, Factory Mutual Research, Norwood, MA M. R. Suchomel, Underwriters Laboratories, Northbrook, IL W. Taggart, Wright-McLaughlin Engineering, Denver, CO (ISO) (NEWWA) (APWA) (NEWWA) (ISO) (AWWA) (WPCF) (FMR) (UL) (ASCE) Producer Members A. E. Alpine, Cement Asbestos Products Co., Birmingham, AL F. T. Duffy, The Flintkote Company, Akron, OH T. R. Gillen, Johns-Manville Sales Corp., Denver, CO J. C. Jackson, Association of A/C Pipe Producers, Washington, DC A. I. Leff,* Certain-Teed Products Corp., Valley Forge, PA W. R. Seipt, Certain-Teed Products Corp., Valley Forge, PA (AWWA) (AWWA) (AWWA) (AACPP) (AWWA) (AWWA) * Alternate Copyright 1977 by American Water Works Assn. Printed in US ii c f V ( CTD029443 Table oi Contents SEC. PAGE Foreword I History of Standard ........................ v II Information Regarding Use of This Standard ................................ v III Major Revisions................................ viii Standard 1 General .............................................. 1.1 Scope .................................................... 1.2 Definitions .......................................... 1.3 Affidavit of Compliance .................. I 1 1 1 2 Materials .......................................... 2.1 Composition ........................................ 2.2 Physical Requirements .................... 2.3 Chemical Requirements .................. 2 2 2 2 3 Design ................................................ 3 3.1 Pipe Classes ...................................... 3 3 2 Pipe Diameters.........................................1 3.3 Pipe Lengths ...................................... 3 3.4 Couplings ............................................ 3 3.5 Joints .................................................... 3 3.6 Wall Thickness ................................ 3 4 Workmanship andFinish ............ 4 4.1 Imperfections .................................... 4 SEC. PAGE 5 Inspection, Testing, and Rejection ...................................... 5.1 Inspection ............................................ 5.2 Physical Test Requirements.......... 5.3 Retests (Physical) and Rejection 5.4 Test for Uncombined Calcium Hydroxide ...................................... 5.5 Test Records ...................................... 4 4 5 6 7 8 6 Marking and Delivery ................ 6.1 Marking .............................................. 6.2 Preparation for Shipment .............. 9 9 9 Tables 1 Flexural Test Loads ........................ 2 2 Design Internal Pressure and Design External Load................ 2 3 Wall Thickness Tolerance ............ 3 4 Hydrostatic Tests ............................ 5 Figures 1 Flexure Test Assembly .................. 5 2 Crushing Test Assembly ................ 6 iii ww ^ii^jpgrcf CTD029444 Foreword This forneord is for information only and is not a fort of AH'IVA C400 I--History of Standard A new pipe materia! consisting of an intimate mixture of portland ce ment and asbestos fibers was intro duced to the North American market m 1931 following several years of sat isfactory usage in other countries, par ticularly Italy. In the ensuing years this type of pipe gained popularity, and in 1949 AWWA established a committee on standard specifications for asbestoscement pipe under the chairmanship of S.M. Clark of Greeley and Hanson. Chicago. The committee developed a standard for asbestos-cement water pipe which was approved by the AWWA Board of Directors as a tentative standard. AWWA C400-53T. May 15. 1953. In I95S. the committee was reacti vated as Committee 8340D on Asbes tos-Cement Pipe under the chairman ship of Roy H. Ritter of Whitman. Requardt and Assocs., Baltimore to review several suggested changes and to recommend revisions to the stan dard. The committee produced a re vised tentative standard adopted by AWWA as C400-64T Jan. 27, 1964, which was advanced to standard with out revision Jul. 2, 1965. In 1968 the committee was reacti vated as the Standards Committee on Asbestos-Cement Pipe to review and revise all AWWA standards on asbes tos-cement pipe. The committee pro duced a revised standard approved by the Board of Directors Jan. 31. 1972 designated as AWWA C400-72, "As bestos-Cement Pressure Pipe for Wa ter and Other Liquids." In 1972 and 1973 the committee was reorganized and enlarged to include representation of national organiza tions having an interest in the scope of the committee and wishing to par ticipate in the work. The reorganized committee reaffirmed C400-72 without revision so that it could be presented to the American National Standards Institute for designation as an Ameri can National Standard. In 1975 the committee produced a revised standard approved by the AWWA Board of Directors Jan. 26, 1975 designated as AWWA C400-75. "Asbestos-Cement Pressure Pipe. 4 in. Through 24 in., for Water and Other Liquids." At that same time a new standard was produced by the com mittee and approved bv the AWWA Board of Directors and designated as AWWA C402-75. "Asbestos-Cement Transmission Pipe. 18 in. Through 42 in., for Water and Other Liquids." The possibility of confusion between the two standards--C400 and C402-- was carefully reviewed by the commit tee. The result is this edition of C400-77 which reduces the sizes cov ered from 4 in. through 24 in. to 4 in. through 16 in. There is no overlap of sizes anymore. II--Information Regarding Use of This Standard II.A General. When ordering pipe covered by this standard, local instal lation and operating conditions should he considered to determine the class and type of pipe to specify. Also, cer tain other items must be specified to describe completely the pipe required. VI A-C DISTRIBUTION PIPE--4 IN. THROUGH 16 IN. According to the conditions of in stallation and operation in many water distribution systems, the pipe may be used at operating pressures equal to the class designations. The purchaser should determine for himself from AWWA C401, "Standard Practice for the Selection of Asbestos-Cement Dis tribution Pipe," the proper class of pipe to be used under the installation and operating conditions that will ex ist for the project on which the pipe is to be used. The purchaser is referred to AWWA C603. "Installation of Asbestos-Ce ment Pressure Pipe," for guidance in laying of the pipe. IT B Flexural load test. The flex ural load tests for pipe sizes 4, 6, and 8 in. (Sec. 2.2.1 and 5.2.3) are in tended only for use as a quality con trol test, not as a simulated service test. Asbestos-cement pipe will not be subjected to flexural stresses if properly installed with satisfactory bedding methods. For diameters 10 in. and larger, the wall thickness increases to a point at which the flexural strength is not a controlling factor, and hence, routine testing is not required. II.C Type of pipe. The following criteria are presented for determining the type of pipe to be used under var ious soil and water conditions. Each condition should be considered sepa rately even though each may exist in combination with others. These cri teria are based on exposures within the temperature range of 40-80F (528C). For exposure of pipe to tem peratures beyond these limits, consult the manufacturer. The following criteria are refer enced as: 1. Internal water (Table F.l). 2. External water (Table F.2). 3. Nonacid soluble sulfates--inter nal and external (Table F.3). 4. Acid soluble sulfates--internal and external. II.C.l Internal water. Aggressive ness of water transported through as bestos-cement pipe is related to the type designation of asbestos-cement pipe suitable for such use in Table F.l. Aggressiveness of water is defined as follows: a. Highly aggressive: pH + log (AH) < 10.0 b. Moderately aggressive: TABLE F.l pH + log (AH) = 10.0-11.9 A sbestos-Cement Pipe Type Recommended for Internal II ater Aggressiveness Internal Water Aggressiveness Highly aggressive Moderately aggressive Nonaggressive Recommended Pipe Type* t ii I and 1 [ 'Type ^--no limit on uncombined calcium hydroxide, Type II--per cent or less uncombined calcium hydroxide t The serviceability of pipe for such applications should be established by the purchaser in conjunction with the manufacturer. c. Nonaggressive: pH + log (AH) > 12.0 where pH = Index of acidity (or alka linity) of the water-- standard pH units A = Total alkalinity--ppm (mg/I) as CaCOj H = Calcium hardness--ppm (mg/1) as CaCC>3 (\ ( CTD029446 FOREWORD vii TABLE F.2 Aggressiveness of Nonsulfate Acidic Soils lo Asbestos-Cement Pipe Water Conditions Wtthm the Soil Environment Minimum pH of Acidic Soils When Using AsbestosCement Pipe Essentially quiescent Mildly fluctuating Rapidly moving or grossly cyclic Type [ 5.0 5.5 6.3 Type II 4.0 5.0 5.5 TABLE F.3 Asbestos-Cement Pipe Type Designation Chemical Resistance to Nonacid (pH = 7,0) Soluble Sulfates in Water and Soils Type Designation Chemical Resistance to Nonacid Soluble Sulfates in Water and Soils i* Will be attacked to various degrees by all but the nonaggressive levels of sulfate concentrations in waters and soils. ii Resistant to all levels of soluble sulfates. It should be recognized that water that has a pH + log (AH) less than or equal to 10 is an extremely aggres sive water and would be very corro sive to almost all materials found in a typical water system, including the plumbing in consumers' homes. Such waters should be treated to increase pH or hardness to protect the entire network of materials making up the system. If such water treatment is not undertaken, the manufacturer of each item used in the water system should be consulted for recommenda tions regarding the use of his product in an extremely corrosive environment. Note: The expression pH + log (AH) is a modification of the Langelier Index. It has been prepared so that the aggressiveness of the water can be determined easily. A reason able comparison of the two would be as indicated below. The guideline criteria for sulfate resistance of Type l pipe were taken from the Concrete Manual. Sth edition. Bureau of Reclamation. 1974. Sulfate resistance here applies to all soluble sulfates regardless of the cation. II.C.2 External water. Aggressive ness of external water (water within the soil environment) is related to as bestos-cement pipe in Table F.2. The guidelines for the use of asbestos-ce ment pipe in nonsulfate acidic soils are based upon minimum pH factors alone. Asbestos-cement pipe may or may not perform satisfactorily in acidic soil en vironments that have pH values below those listed in Table F.2. To deter mine the suitability of asbestos-cement pipe in soils having lower pH values, each situation should be evaluated in dividually and take into consideration all aspects of soil environment that af fect asbestos-cement pipe corrosive ness. II.C.3 Nonacid soluble sulfates-- internal and external. Aggressiveness of nonacid (pH > 7.0) soluble sulfates in water and soils is related to the type designation of . asbestos-cement pipe suitable for such use in Table F.3. Highly aggressive water Moderately aggressive water Nonaggressive water pH + log (AH) <10.0 10.0-11.9 >12.0 Langelier Index < - 2.0 -2.0 to -0.1 >0 VIII A-C DISTRIBUTION' PIPE--4 [\ THROUGH 16 IX Sullace Aggressiveness Classification Nonnggrcssive Mildly aggressive Moderately aggressive Highly aggressive Water Soluble Sulfates -- s'0 150 and less 150-1500 1500-10 000 10 000 and greater Soil Water Soluble Neutral Sulfates--fifim SO* 1000 and le^s 1000-2000 2000-20 000 20 000 and greater Sulfate aggressiveness in water and soil can he classified as indicated above. II.C.4 Acid soluble sulfates--inter nal and external. Aggressiveness of acid (pH <7 0) soluble sulfate wa ters and soils to asbestos-cement pipe must be evaluated independently. Acid sulfate soils and waters, whether the acid is inorganic or or ganic. must be evaluated independently of the criteria and guidelines set forth in Sec. II.C.2 and II.C.3 and must take into consideration soil permeabil ity and other factors. Consult the manufacturer for guidance. If.D Supplementary specifications. The following information summarizes the conditions and items that the pur chaser should consider when prepar ing his supplementary specifications. The section in the standard where they can be found is also listed. 1. The standard used; that is, AWWA C400-77. 2. Affidavit of compliance, if re quired (Sec. 1.3). 3. Type of pipe to be furnished (Sec. 2.3 and Foreword II.C). 4. Class of pipe (Sec. 3.1). 5. Nominal inside diameter (Sec. 3.2). 6. Lineal feet to be furnished in standard and random lengths (Sec 3.3 I. 7. Number, size, type, class, lengths, and extent of machining of special short lengths (Sec. 3.3.3). S Whether inspection bv the pur chaser (Sec. 5.1) and special marking (Sec. 6.14) are required. Ill--Major Revisions Major changes to the 1975 standard that were made in this revision are 1. The title has been changed to in dicate that the pipe is intended for use in distribution systems. 2. The size range has been changed to limit the maximum size covered by this standard to 16-in. diameter pipe. 3. A more detailed description of aggressive soil and water criteria has been added in Sec. II of the Fore word. 4. The lot definition of paragraph 1.2.3 has been revised to limit the quantity to a maximum of 300 sec tions instead of all sections manufac tured in a shift. 5. Paragraph 5.2.5 Machines for Testing has been revised to allow couplings to be hydrostatically tested with a rubber bladder inside the cou pling at 4x the pipe's class rating. American Waler Works Assnoalon AWWA C400-77 (Revision of AWWA C400-75) AWWA Standard for Asbestos-Cement Distribution Pipe, 4 in. Through 16 in., tor Water and Other Liquids Section 1--General Sec. 1.1--Scope This standard covers three pressure classes of Type T and Type II asbes tos-cement pipe. 4-16 in. in diameter, for water and other liquids intended to he laid underground in public and pr.\ ate nghts-ot-wav 1 1.1 I'sc. Asbestos-cement distri bution pipe is to be used in pipe sys tems having relatively unpredictable flows and many appurtenances that do not permit reasonable hydraulic anal yses. including that for surge pressure. 1 1.1 Pressure classes. The pres sure class designations of class 100, class 1 50. and class 200 are the same as those used in AWWA C401 (for merly AWWA H2) ``.Standard Prac tice for the Selection of Asbestos-Ce ment Distribution Pipes." [iipe produced and tests performed under this standard. 1 2 3 Lot. A lot as used herein is defined as all pipe of any one class, type, and size manufactured on any one machine in 24 hr but not to ex ceed 410 lengths. I 24 Manufacturer. The person, firm, or corporation that manufactures the pipe. 1.2.5 0perating pressure. The max imum hydrostatic pressure to which the pipe will be subjected in normal operation after installation, exclusive of allowance for water hammer. 1.2 6 Purchaser. The person, firm, corporation, or government agency en tering into a contract or agreement to purchase pipe according to the provi sions of this standard. Sec. 1.2--Definitions Under this standard, the following definitions shall apply : 1 2 1 Inspection. Inspection of the pipe and the tests by the inspector. 1.2 2 Inspector. The authorized representative of the purchaser, en trusted with the duty of inspecting Sec. 1.3--Affidavit of Compliance Whether factory inspection has been required or not. the purchaser's sup plemental specifications may require an affidavit of compliance front the manufacturer to the effect that the ma terials furnished under the purchaser's order comply with all applicable re quirements of this standard. CTD029449 A-C DISTRIBUTION PIPE--4 IN. THROUGH 16 IN. Section 2--Materials Sec. 2.1--Composition Asbestos-cement pipe shall be com posed of an intimate mixture of either: (1 ) portland cement or portland blast furnace slag cement and asbestos fiber with or without silica; or (2) portland pozzolana cement and asbestos fiber. Both (1) and (2) can be with or without the addition of curing agents. The pipe shall be formed under pres sure and cured. The finished pipe shall be free from organic materials. Sec. 2.2--Physical Requirements 2.2.1 Flexural strength. Each length of 4-, 6-, and 8-in. pipe tested in flex ure by the procedure specified in this standard shall, except as otherwise provided, support the load indicated in Table 1. 2.2.2 Bursting strength. Each length of pipe and each coupling sleeve shall have sufficient strength to withstand the design internal pressure indicated for its class in Table 2 when subjected to the hydrostatic test procedure spec ified in this standard. TABLE 1 Flexural Test Leads Nominal Diameter in. Class 100 Class 150 Class 200 Total Applied Load--lb 4 1,200 1,470 1,870 6 2,800 3,700 4,900 8 5,330 7,600 10,130 2.2.3 Crushing strength. Each length of pipe shall have sufficient strength to support the design external load indi cated for its class in Table 2 when subjected to the crushing-test proce dure specified in this standard. Sec. 2.3--Chemical Requirements Pipe shall be designated as either Type I or Type II according to its content of uncombined calcium hydrox ide as determined by the test proce dures in this standard for uncombined calcium hydroxide. The requirements for each type are Type I--no limit on uncombined cal cium hydroxide, Type II--1 per cent or less uncom bined calcium hydroxide. TABLE 2 Design Internal Pressure and Design External Load* Pipe Size in. 4 6 8 10 12 14 16 Class 100 Internal Pressure psi 417 441 472 490 490 500 500 External Load Ib/lin ft 4,100 4,000 4,000 4,400 5,200 5,200 5,800 Class 150 Internal Pressure pi* 616 632 653 650 658 650 654 External Load Ib/lin ft 5,400 5,400 5,500 7,000 7,600 8,600 9,200 Class 200 Internal Pressure psi 809 815 824 826 830 826 825 External Load Ib/lin ft 8,700 9,000 9,300 11,000 11,800 13,500 15,400 * It is necessary to apply a load factor (see AWWA C401) to the three-edge bearing loads obtained in the crushing tests specified in Sec. 5.2.4 of this standard in order to correlate them to the field loads. SECTION 3--DESIGN 3 Section 3--Design Sec. 3.1--Pipe Classes Sec. 3.4--Couplings Pipe supplied under this standard shall be made in one or more of the following classes: 100, 150, or 200. Sec. 3.2--Pipe Diameters Pipe shall be made with nominal in side diameters of 4, 6, 8, 10, 12, 14, and 16 in. The average inside diam eter of a standard or random pipe length shall not be less than the nom inal diameter by more than 5 per cent. Sec. 3.3--Pipe Lengths Pipe shall be produced in standard, random, and short lengths. At least 90 per cent of the total footage of pipe of any class, type, and size, excluding short lengths, shall be furnished in standard lengths. The remaining 10 per cent may be in random lengths. 3.3.1 Standard lengths. Standard lengths shall be 10 or 13 ft 1 in. for pipe 4 in. and 6 in. in diameter, and 13 ft 1 in. for pipe 8 in. in diameter or larger. 3.3.2 Random lengths. Random lengths shall be cut from standard lengths and shall not be less than 7 ft. 3.3.3 Short lengths. Short lengths for making connections to valves, fit tings, or structures and for making closures shall be furnished as specified by the purchaser. 3.3.4 Coupling areas. Coupling areas for all lengths of pipe shall be properly. machined at ends or over their entire length to serve their in tended purpose, as specified by the purchaser. A coupling shall consist of an asbes tos-cement sleeve of the same type and class as the pipe and two rubber rings or a device that has equal or better jointing characteristics, strength, and serviceability as that of an asbestoscement coupling. The manufacturer shall submit specifications and draw ings of alternate couplings to the pur chaser for approval prior to manufac turing. 3.4.1 Amount furnished. One cou pling of the same size and class as the pipe shall be furnished with each stan dard and random length of pipe. 3.4.2 Rubber rings. Rubber rings shall conform to the requirements of the latest edition of ASTM D1869, "Rubber Rings for Asbestos-Cement Pipe." Sec. 3.5--Joints Joints shall be capable of withstand ing, without leakage, a hydrostatic pressure test as defined in Sec. 5.2.2.1. Sea 3.6--Wall Thickness The wall thickness of the machined portion of any length of pipe shall not be less than the manufacturer's stan dard by the tolerance listed in Table 3. TABLE 3 Wall Thickness Tolerance | Pipe Sue--in. Wall Thickness i Tolerance-- in 4-12 14-16 i -0.06 -0.12 j CTD029451 4 A-C DISTRIBUTION PIPE--4 IN. THROUGH 16 IN. Section 4--Workmanship and Finish Sec. 4.1--Imperfections 4.1.1 Interior surfaces. The inside surface of each length of pipe shall be free from bulges, dents, and tears that could result in a variation in diameter of more than 0.20 in. from the diam eter of adjacent unaffected portions of the surface. 4.1.2 Confiling areas. The coupling areas of the barrel of each length of pipe shall be free from dents and gouges that could cause leakage from the joint. 4.1.3 Exterior surfaces. Flaking on the exterior surface and edge of ma chined ends shall not extend back by more than 0.500 in. from the end, have a depth of more than 0.125 in , or ex tend around the perimeter for more than 0.500 in. at any one location. 4.1.4 Straightness. Each length of pipe shall not vary in straightness by more than 0.05 in./ft of length when the variation is measured as follows: Measure the maximum ordinate from the exterior surface of the pipe by placing a straightedge or line that exceeds the pipe length against the exterior surface and mea sure the maximum distance from the exte rior pipe surface to the straightedge or line. c f Section 5--Inspection. Testing, and Rejection Sec. 5.1--Inspection 5.1.1 General. Inspection by the purchaser shall not relieve the manutacturer of the responsibility to furnish material conforming in all respects to the requirements of this standard. 5.1.2 Notification. If inspection is specified by the purchaser under para graph 5.1.4, the manufacturer shall no tify the purchaser in advance of the date, time, and place of testing of the pipe so that the purchaser may be rep resented at the test. 5.1.3 Access. The inspector shall have free access to those parts of the manufacturer's plant that are involved m work performed under this standard. The manufacturer shall afford him, without charge, all reasonable facilities lor determining whether the pipe meets the requirements of this standard. 5.1.4 Testing. If inspection is spec ified by the purchaser, he may. at his option, witness any or all test phases. The pipe to be tested will have passed the routine inspection and testing of this specification. The number of tests to be conducted for flexural strength (4, 6, and 8 in.), hydrostatic proof (34X class), and, when required, crushing strength, shall be limited to 1 per each 300 standard lengths of each size, type, and class of pipe on the order. If uncombined calcium hy droxide tests are required, the number of tests will be one for each size, type, and class of pipe on the order. The purchaser or his authorized inspector may select the pipe to be tested Re testing and rejection stipulations as shown m Sec. 5.3 shall apply. CTD029452 SECTION 5--INSPECTION, TESTING, AND REJECTION 5 Sec. 5.2--Physical Test Requirements 5.2.1 Test specimens. All pipe and couplings tested under this standard shall be in a normal air-dried condi tion when tested. 5.2.2 Hydrostatic tests. 5.2.2.1 Each standard, random, or short length of pipe and each coupling sleeve shall be tested under an internal hydrostatic pressure as shown for the proof test in Table 4. All air shall be expelled and the water pressure shall be increased to the test pressure at a uniform rate of not less than 100 psi/s. The test pressure shall be maintained for at least 5 s. Any pipe length or coupling sleeve showing leakage, sweating, or other defects shall be re jected. 5.2.2.2 From each lot that has passed the hydrostatic proof test, one stan dard length shall be hydrostatically tested to the lot test in Table 4 for that class in the manner specified in paragraph 5.2.2.1. Each length of the pipe so tested shall be retested in the manner and at the pressure specified in paragraph 5.2.2.1. 5.2.3 Flexure tests. Each standard length of pipe and each random length The numbers not in parentheses represent the distances between bearings S and load points P for lengths of pipe shorter than 123 ft. The numbers in parentheses indicate the spacing that may be used on lengths of pipe longer than 125 ft. One half of the total load is applied at each point P. TABLE 4 Hydrostatic Tests Class 100 150 200 Proof Test* P 350 525 700 Lot Testt psi 400 600 800 * Every length per paragraph 5.2.2.1. t One per lot per paragraph 5.2.2.2. of more than 9.5 ft, having a nominal diameter of 4, 6, or 8 in., shall be tested in flexure for at least 5 s. The supports shall be 9 ft apart, except that, at the manufacturer's option, lengths greater than 12.5 ft may be tested on supports 12 ft apart at 75 per cent of the load specified in Table 1. The total load shall be divided equally and applied at the third points of the clear span as shown in Fig. 1. Each pipe so tested shall support, without evidence of cracks or other defects, the applicable total load shown in Table 1. The load shall be applied at a minimum rate of 250 lb/s, and the total load shall be maintained for at least 5 s. 5.2.4 Crushing tests. On lots con taining more than 100 lengths of each size and class, one length from each 300 lengths or fraction thereof, shall be tested for crushing strength. If in spection by the purchaser has been specified, the length of pipe to be tested may be selected by the inspec tor. From each selected length, one unmachined section of pipe 1 ft long shall be cut. This section shall be tested by the crushing test method shown in Fig. 2. After 75 per cent of the specified load has been reached, the loading shall be applied at a uni form rate of approximately 2000 lb/ min. The test section shall not fail 6 A-C DISTRIBUTION PIPE--4 IN. THROUGH 16 IN. PP Fig. 2. Crushing Test Assembly The diagram at the left shows a side view of the test assembly; that at the right, an end view. P represents load; R, approximately Ob in.--the radius of the bearings; D, the nominal diameter of the pipe; and C, the clear space between supports. C should be approximately 1 in./ft of internal pipe diameter but in no case less than 1 in. until the total load applied meets or exceeds the applicable value shown in Table 2. 5.2.4.1 For this test, the two lower bearings shall consist of two straight strips with vertical sides, each strip having its interior top edge rounded to a radius of approximately 0.5 in. The strips shall be of hardwood or metal; if metal, a piece of leather belting in. in thickness shall be laid over each of them. The strips shall be fastened securely to a rigid block with the interior vertical faces parallel and at a distance apart of approximately 1 in./ft of internal pipe diameter but in no case less than 1 in. The upper bearing shall be a rigid wooden block straight and true from end to end. The upper and lower bearings shall ex tend the full length of the test section. 5.2.5Machines for testing. 5.2.5.1 The machine used for the hydrostatic test shall have gaskets that seal the ends of the pipe, coupling, or pipe and coupling with factory assem bled joint, but exert no end pressure. Couplings may be hydrostatically tested with a rubber bladder inside the cou plings, and if so tested, each coupling shall have sufficient strength to with stand a test pressure of 4 times the class of the coupling. 5.2.5.2 The machines used for the flexure and crushing test shall be sub stantial and rigid throughout so that the distribution of the load will not be appreciably affected by the deforma tion or yielding of any part of the machine. Sec. 5.3--Retests (Physiccd) and Rejection 5.3.1 Crushing strength. The fail ure of any specimen tested for crush ing strength to support 75 per cent of the crushing load required in Table 2 shall be cause for rejection of that por tion of the lot of that size, type, and class manufactured during the same shift as the test specimen. If any specimen tested for crushing strength supports more than 75 per cent but less than 100 per cent of the crushing load, two additional pipe sections of the same size, type, and class manu factured during the same shift shall be subjected to the same crushing test. The additional lengths may be selected by the inspector if inspection by the purchaser has been specified. The fail ure of one of these additional speci mens to meet the full crushing strength requirement shall be cause for rejec tion of that portion of the lot of that size, type, and class manufactured dur ing the same shift as the test specimen. 5.3.2 Hydrostatic tests. If any pipe subjected to the hydrostatic tests spec ified in Sec. 5.2.2.2 fails to withstand the specified pressure, two additional lengths of the same size and class man- OK i i CTD029454 SECTION 5--INSPECTION, TESTING, AND REJECTION 7 ufactured during the same shift shall be subjected to the same hydrostatic test. The failure of one of these addi tional lengths to withstand the speci fied pressure shall be cause for rejec tion of that portion of the lot of that size, type, and class manufactured dur ing the same shift as the test lengths. Sec. 5.4--Test for Uncombined Calcium Hydroxide The manufacturer shall perform this test as often as necessary to ensure compliance with the requirements for uncombined calcium hydroxide in Type II pipe. 5.4.1 Reagents. Phenolphthalein indicator. Dissolve 1.0 g of phenolphthalein in 100.0 ml'of absolute ethanol.* Glycerol-ethanol solvent. Prepare a solution consisting of glycerol and an hydrous, or absolute ethanol,* 1:2 by volume. To each liter of this solution, add 2.0 ml phenolphthalein indicator. Adjust the solvent to slightly basic with either dilute NaOH in absolute ethanol * or standard ammonium ac etate, depending on the original pH. Strontium nitrate [Sr(N03)2]Standard ammonium acetate solu tion. Dissolve 16.0 g of dry crystal line ammonium acetate in 1 1 of an hydrous or absolute ethanol.* Standardize the ammonium acetate solution by titrating against pure CaO that has been freshly prepared by cal cining pure calcium carbonate or cal cium oxalate to constant weight in a platinum crucible at 1650-1830F (9001000C). When the calcined CaO has cooled in a desiccator, perform the following * Specially denatured alcohol No. 30, 3a, or 2b of the US Bureau of Internal Rev enue, or alcohol consisting of 95 per cent specially denatured alcohol No. 3a plus 5 per cent isopropanol may be substituted. operations in rapid succession. Grind the CaO in an agate mortar. Then weigh out 0.05-0.06 g into a clean, dry 250-ml Erlenmeyer flask and add 60 ml of the glycerol-ethanol solvent and 2.0 g of anhydrous strontium nitrate to the flask. Place a TFE-encapsulated magnetic stirring bar into the flask and attach a reflux condenser. Adjust the heating rate and stirring speed to obtain a vigorous boiling and complete agitation. Titrate the hot so lution with ammonium acetate solution every 5 min. The end point is reached when no further color appears in the solution after 10 min. of boiling. Ti tration is to be carried out only on a hot solution. A good titration proce dure is evidenced by a change in the color of the solution to pink upon cooling. 5.4.2 Procedure. Step 1. Brush representative pieces of the pipe free of dust and drill with a clean, sharp 0.25-in. carbide-tipped drill inward from the outer surface at a rate of penetration of approximately 1 in./min until the drill point emerges from the inside wall. Catch the drill ings on a dean sheet of glazed paper, using a soft brush to collect all drill ings. Screen through a 20-mesh screen immediately, and place in a weighing bottle. Step 2. Place the bottle, with top removed, into a drying oven at 220F (105C) for 2 hr and then cool to room temperature in a desiccator. Step 3. Weigh out 1 g -- 0.010 g of the dried sample to the nearest 0.001 g and place in a clean, dry 250-ml Er lenmeyer flask to which a TFE-encap- sulated stirring bar, 60 ml of the glyc erol-ethanol solvent, and 2.0 g Sr- (NO,)a have been added. Attach the flask to a water-cooled condensor (with a standard 24/40 glass joint) and CTD029455 8 A-C DISTRIBUTION PIPE- IN. THROUGH 16 IN. place on a hot plate with a magnetic stirrer. Boil the solution gently for 30 min, stirring slowly. Then remove the flask and filter the mixture, under vacuum, through a Buchner funnel. Bring the filtrate to a boil and titrate to a colorless end point with the stan dardized ammonium acetate reagent. Determine the end point by compar ison with a similar mixture containing no phenolphthalein indicator. 5.4.3 Calculations. n U'CaO X 1.32 =------ F.------ where r. = the volume in milliliters of standardized ammo nium acetate used in titration of the solution. Percentage uncombined Ca(OH)j where V = the volume of standardized ammonium acetate solution required by the sample, in milliliters. W = the weight of the sample in grams. E = the weight in grams of Ca(OH)2 per milliliter of standardized ammo nium acetate solution. Sec. 5.5--Test Records fTCaO = the weight in grams of CaO in the standard ized ammonium ace tate solution. The results of all tests shall be re corded and retained for one year, and shall be available to the purchaser at the place of manufacture. SECTION 6--MARKING AND DELIVERY 9 Section 6--Marking and Delivery Sec. 6.1--Marking 6.1.1 Standard and random lengths. Each standard or random length of pipe shall be clearly marked on the outside surface with the trade name, nominal inside diameter, class, type, hydrostatic test pressure, and date and shift of manufacture. 6.1.2 Short lengths. Each short length of pipe shall be clearly marked on the outside surface with the nom inal inside diameter, class, type, and the letter T to indicate that it has been hydrostatically tested. 6.13 Couplings. All component parts of each coupling shall be clearly marked for use with the pipe for which they are intended. Each cou pling sleeve shall also he marked with the letter T to indicate that it has been hydrostatically tested. 6.1.4 Special markings. If factory inspection is made by the purchaser or his authorized inspector, each pipe and each coupling sleeve shall receive an additional special marking of no more than three letters, as specified by the purchaser. Sec. 6.2--Preparation for Shipment All pipe and couplings, unless other wise specified, shall be prepared for standard commercial shipment. IP--ISM--7/77--43400 CTD029458 ANSI/ AWWA C101--67 (R1977) Reaffirmed without revision 1977 AMERICAN NATIONAL STANDARD lor THICKNESS DESIGN OF CAST-IRON PIPE With Tables of Pipe Thicknesses In Four Parte Sec. 1-1--Thickness Tables for Standard Conditions Sec. 1-2--General Procedure for Thickness Determination Sec. 1-3--Design Theory--Determination of Net Thickness. Earth Load, and Truck Superload Sec. 1-4--Thickness Determination for Pipe on Piers or Piling Aboveground or Underground SPONSORS American Gas Association American Society for Testing and Materials American Water Works Association New England Water Works Association Approved by The American National Standard Institute, Nov. 10, 1967 Reaffirmed without revision Jim. 9. 1977 PUBLISHED BY AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue. Denver, Colorado 80235 CTD029459 American National Standard An American National Standard implies a consensus of those substantially concerned with its scope and provisions. An American National Standard is intended as a guide to aid the manufacturer, the consumer, and the general public. The existence of an American National Standard does not in any respect preclude anyone, whether he has approved the standard or not, from manufacturing, marketing, purchasing, or using products, processes, or procedures not conforming to the standard. American National Standards are subject to periodic review, and users are cautioned to obtain the latest editions. Producers of goods made in conformity with an American National Standard are encouraged to state on their own responsibility in advertising and promotion ma terial or on tags or labels that the goods are produced in conformity with particular American National Standards. CAUTION NOTICE. This American National Standard may be revised or with drawn at any time. The procedures of the American National Standards Institute require that action be taken to reaffirm, revise, or withdraw this standard no later than five (5) years from the date of publication. Purchasers of American National Stand ards may receive current information on all standards by calling or writing the American National Standards Institute, 1430 Broadway, New York, N.Y. 10018, (212) 868-1220. Q Copyright 1977 by American Water Works Assn. Printed in US ii t CTD029460 Committee Personnel Subcommittee 1--Pipe, which reviewed and recommended reaffirmation of this standard without revision, had the following personnel at that time: Edward C. Sears, Chairman Walter Amory, Vice-Chairman User Members Robert S. Bryant Frank E. Dolson Lee J. Dosedlo George F. Keenan Leonard Orlando Jr. Producer Members Alfred F. Case W. D, Goode Thomas D. Holmes Harold M. Kennedy Jr. W. Harry Smith Sidney P. Teague Standards Committee A21--Cast Iron Pipe and Fittings, which reviewed and reaffirmed this standard without revision, had the following personnel at that time. Lloyd W. Weller, Chairman Edward C. Sears, Vice-Chairman Paul A. Schulte, Secretary Organization Represented American Gas Association American Society of Civil Engineers American Society of Mechanical Engineers American Society for Testing and Materials American Water Works Association Cast Iron Pipe Research Association Individual Producer Manufacturers' Standardization Society of the Valve and Fittings Industry Xew England Water Works Association Xaval Facilities Engineering Command Underwriters' Laboratories, Inc. Canadian Standards Association Xante oj Representative Leonard Orlando Jr. Kenneth W. Henderson James S. Vanick Ben C. Helton * Joseph J. Palmer* J. Porter Hennings Raymond J, Kocol Robert L. Lee Arnold M. Tinkey Lloyd W. Weller Thomas D. Holmes Harold M. Kennedy Jr. Edward C. Sears W. Harry Smith Alfred F. Case Abraham Fenster Walter Amory Stanley C. Baker Lee J. Dosedlo W. F. Semenchuk * * Liaison representative without vote. iii CTD029461 Table of Contents Section Foreword Pace History of Standard ............................. vii Major Features of 1967 Revision .... viii Standard Thicknesses of Pit-Cast Pipe ix References and Bibliography .............. x Sec. 1-1--Thickness Tables for Standard Conditions 1-1.1--General ............................................. 1-1.2--Trench Load and Internal Pres sure ............................................... 1-1.3--Traffic Superload and Surge Pressure ....................................... 1-1.4--Corrosion Allowance and Cast ing Tolerance ............................. 1 I 2 2 Table 1-1--Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength........................................... 1-2--Schedule of Barrel Thickness for Water Pipe of 21/43 Iron Strength ........................................... 1-3--Schedule of Barrel Thickness for Gas Pipe of 18/40 Iron Strength 3 18 33 Sec. 1-2--General Procedure for Thick ness Determination Section 1-2.1--Scope ................................................. 43 Section Pace 1-2.2--Procedure for Thickness Deter mination ....................................... 43 1-2.3--Example for Determining Thick ness of 18-in. Water Pipe -- 46 Tuile 1-4--Ring Test Load Equivalents (to) of Trench Loads--Ib/lin ft -- 1-5--Internal Pressure (p) ..................... 1-6--Allowances for Casting Tolerance 1-7--Standard Thickness Classes of Cast-Iron Pipe ............................... 47 49 49 50 FtGlTEE 1-1--Thickness Nomogram for Pipe of 18/40 Iron Strength, Low-Range Load ........................................... 1-2--Thickness Nomogram for Pipe of 18/40 Iron Strength, High-Range Load ................................................. 1-3--Thickness Nomogram for Pipe of 21/43 Iron Strength, Low-Range Load .................................................. 1-4--Thickness Nomogram for Pipe of 21/43 Iron Strength, MediumRange Load..................................... 1-5--Thickness Nomogram for Pipe of 21/43 Iron Strength, High-Range Load ................................................. SO 51 52 S3 54 VI AMERICAN NATIONAL STANDARD Sec. 1-3--Design Theory--Determination of Net Thickness, Earth Load, and Track Superload Ssctiom Pa ci 1-3.1--Determination of Net Thick ness .................................................. 55 1-3.2-Earth Loads (W.) ....................... 57 1-3.3--Truck Superloads (W,) ............. 60 Tabls 1-8 --Earth Loads (W.) and Truck Superloads (IV,)--Ib/lin ft ... 1-9 --Load Factors for Cast-Iron Pipe in Ditch and Embankment Conditions ................................... 1-10--Allowances for Surge Pressure .. 1-11--Surface Load Factors (C) for One Truck on Unpaved Road or Flexible Pavement .............. 1-12--Surface Load Factors (C) for Two Passing Trucks on Un paved Road or Flexible Pave ment ............................................... 1-13--Reduction Factors (/?) ............... 1-14--Surface Load Factors (K) for One Truck and Two Passing Trucks on Rigid Pavement ... 1-15--Outside Diameters of Cast-Iron Pipe ................................................ 62 63 63 64 65 66 66 67 Ficuu 1-6 --Load-Pressure Curve..................... 1-7 --Installation Conditions for Earth Load Calculations .................... 67 68 Ficuu Paci 1-8 --Calculation Coefficients (Ct) for Ditch Condition........................... 1-9 --Calculation Coefficients (C) for Positive-Projection Condition , 1-10--Earth Loads on Pipe for Trench Width (rf + 2) ft....................... 1-11--Earth Loads on Pipe for Trench Width (rf+1) ft....................... 1-12--Earth Loads on Pipe in Trench 68 69 70 71 With 1:1 Side Slopes............... 1-13--Earth Loads on Pipe in Trench With 2:1 Side Slopes............... 1-14--Calculation Coefficients (C) for Negative Projection Condition 72 73 74 Sec. 1-4--Thickness Determination for Pipe on Piers or Piling Above ground or Underground Section 1-4.1--Scope ................................................. 1-4.2--Pipe Installed Aboveground With out Earth Cover......................... 1-4.3--Pipe Installed Underground With Earth Cover................................. 1-4.4--Design Examples ........................... 1-4.5--Calculation of Beam Stress and Deflection ..................................... 75 75 75 76 76 Table Pack 1-16--Weights of Pipe and Contained Water for Design of Above ground Pipe................................. 1-17--Load Factors for Pipe on Spaced Supports Aboveground and Underground ............................... 77 78 I $ CTD029463 Foreword This foreword is provided for information only and is not a part of ANSI/AWWA C101. History oi Standard On Sep. 10, 1902, NEWWA adopted a "Standard Specification for CastIron Pipe and Special Castings," covering bell-and-spigot pit-cast pipe and fittings of ten thickness classes. The thickness classes were based on allowable internal pressures varying by increments of 50 ft of head. On May 12, 1908, AWWA adopted a "Standard Specification for Cast-Iron Pipe and Special Castings," covering bell-and-spigot pit-cast pipe and fittings of eight classes, A through H, with allowable working pressures varying by in crements of 100 ft of head from 100 to 800 ft. Dimensions and weights were given for pipe and fittings. In 1926, ASA Sectional Committee (now ANSI Standards Committee) A21 on Cast-Iron Pipe and Fittings was organized under the sponsorship of AGA, ASTM, AWWA, and NEWWA. The present scope of Committee A21 is: Standardization of specifications for cast-iron and ductile-iron pressure pipe for gas, water, and other liquids, and fittings for use with such pipe. These specifications to include design, dimensions, materials, coatings, linings, joints, accessories, and methods of inspection and test. Sectional Committee A21 sponsored many tests of pipe and fittings; these included subjection of pipe to combined earth load and internal pressures (which form the basis of pipe-thickness design), corrosion tests, measurement of hy draulic friction loss in fittings, and tests of bursting strengths of pipe and fittings. After exhaustive study of the test results and other research, the committee in 1939 issued A21.1, "American Standard Practice Manual for the Computation of Strength and Thickness of Cast-Iron Pipe." The manual included nomograms and thickness tables for pit-cast pipe with 11/31 * iron strength. As stated in the preface to that manual, however, the design method was applicable to pipe of any iron strength. Discussions and interpretations '1 of the method of design of cast-iron pipe were published in 1939 and presented to AWWA and AGA. As a result of these publications and because of the general acceptance of A21.1, a substantial volume of cast-iron pipe was designed by the new method and furnished to manu facturers' standards between 1939 and 1953. A standard (A21.2) for pit-cast pipe with 11/31 iron strength also was issued in 1939. Work on standards for centrifugally cast pipe with 18/40 iron strength was started after the design was completed in 1939, but, owing to the intervention of World War II and other causes, they were not formally issued until 1953. The first figure designates the bursting tensile strength in units of 1,000 psi and the second figure designates the ring modulus of rupture in units of 1,000 psi. vii CTD029464 VI11 AMERICAN NATIONAL STANDARD In 1957, a revision of A21.1 was issued. In that revision, designated ASA A21.1-1957 (AWWA Hl-57) the major change was the addition of a method for computing earth loads on pipe laid under embankments and of nomograms and thickness tables for centrifugally cast pipe with 18/40 iron strength. In 1958, Sectional Committee A21 was reorganized. Subcommittees were established to study each group of standards in accordance with the review and revision policy of ASA (now ANSI). The scope of Subcommittee 1--Pipe is: ^ w J * To include the periodic review of all current A21 standards for pipe, the prepara tion of revisions or new standards when needed, as well as other matters pertaining to pipe standards. As a result of the work of Subcommittee No. 1 on this assignment, revisions of the cast-iron pipe standards A21.6 (AWWA 006), A21.7, A21.8 (AWWA C108), and A21.9 were issued in 1962 and again in 1970. Revision of A21.11957 (AWWA Hl-57) was delayed in order for the subcommittee to carry out a new assignment from the sectional committee to develop a design standard and pipe standards for ductile-iron pipe. Subsequently, the subcommittee com pleted its study and a revision of A21.1 was issued in 1967. In 1971 and again in 1976, Subcommittee No. 1 reviewed the 1967 edition and submitted a recommendation to Committee A21 that the standard be re affirmed without change. Therefore, this reaffirmed edition is unchanged from the 1967 edition, except for the updating of this foreword. For convenience, the major features listed in the foreword of the 1967 edition are repeated here. Major Features of 1967 Revision Although ANSI A21.1-1967 (AWWA Hl-67) contained no changes in the basic design method, a number of revisions were incorporated to simplify the design procedure and to reflect changes in technology. Major features of the 1967 revision are discussed.1 2 1. Format. This revision is divided into four major sections: Sec. 1-1 gives thickness tables for standard conditions; Sec. 1-2 gives the general procedure for thickness determination; Sec. 1-3 gives design theory and provides methods for determining pipe thicknesses, earth loads, and truck superloads for both standard and special conditions; and Sec. 1^1 gives the design procedure for a special installation condition, pipe on piers aboveground or underground. 2. Iron strength. Thickness tables, nomograms, and other data for pit-cast pipe (11/31 iron strength) were deleted, as this type of pipe is seldom furnished today. Centrifugally cast pipe covered under ANSI Standards A21.6 (AWWA C106), A21.7, A21.8 (AWWA C108), and A21.9 are specified to have an iron strength of not less than 18/40. Advances in production technology have en abled the manufacturers to furnish pipe with greater strength, and pipe with 21/45 iron strength has been available for many years. Thus, for the con- CTD029465 thickness design of cast-iron pipe IX venience of users, tables and figures in the standard cover pipe with iron strengths of both 18/40 and 21/45. 3. Laying conditions. Laying conditions C, D, and E (also called "field conditions" in the 1957 revision) were deleted. Conditions C and D were for pipe laid on blocks, a method sometimes used in the 1920s and 1930s. This method has been recognized as undesirable and is seldom used today. Condition E was for pipe laid with special bedding but without tamping the backfill. It was felt that this combination would rarely be used today; when special bedding is used, the backfill is almost always tamped, giving laying condition F, which was retained in this revision. 4. Earth loads. Formulas and procedures were added (Sec. 1-3) for de termining earth loads for standard and special conditions. Earth loads shown in Table 1-8 are the same as those given in the 1957 revision, except that loads for 20 and 24 ft of cover were added. 5. Allowance for truck superloads. Formulas and procedures were added (Sec. 1-3) for determining truck superloads for standard and special conditions. These procedures may be used to compute truck superloads for unpaved roads, flexible pavement, or rigid pavement; one truck or two passing trucks; and any wheel load and impact factor, including AASHO truck loadings. Truck superloads for standard conditions are shown in Table 1-8 and are the same as given in the 1957 revision, except that loads for 20 and 24 ft of cover were added. 6. Allowance for surge pressure. The allowances for surge pressure (water hammer), shown in Table 1-10, are unchanged from those given in the 1957 revision. 7. Allowance for corrosion. A standard allowance for soil corrosion of 0.08 in., based on judgment and experience of early engineers, was used in the 1939 manual and continued in the 1957 revision. The allowance of 0.08 in. was also retained in this edition. It is very conservative for many soils, and has proved to be adequate in most. In areas suspected or known to be highly corrosive, however, the designer should take special precautions. Where un usually corrosive soil conditions are anticipated, a soil survey is recommended. 8. Pipe on piers. A new section (Sec. 1-4) was added to provide pro cedures for computing thicknesses of pipe installed on piers or piling, a condition sometimes encountered in laying pipe in unstable soil, across streams or swamps, either aboveground or underground, and in installing pipe on bridges and other aboveground structures. Standard Thicknesses oi Pit-Cast Pipe As stated in the foregoing, thickness tables for pit-cast pipe were deleted in the 1967 edition. During the review of this standard in 1971, it was determined that some standards and codes refer to the table of standard thickness classes for pit-cast pipe shown as Table 10 in the 1957 edition of A21.1. For reference, the contents of that table are reproduced on the next page: CTD029466 X AMERICAN NATIONAL STANDARD Pipe Sire tn. Standard Thickness Classes for Pit-Cast Pipe* Pipe-Wall Thickness (in.) for Standard Thickness Class No,: I I l 2 J456 s 9 to 11 12 13 14 3 0.37 0.40 0.43 0.46 0.50 0.54 0.58 0.63 0.68 0.73 0.79 0.85 0.92 0.99 4 0.40 0.43 0.46 0.50 0.54 0.58 0.63 0.68 0.73 0.79 0.85 0.92 0.99 1.07 6 0.43 0.46 0.50 0.54 0.58 0.63 0.68 0.73 0.79 0.85 0.92 0.99 1.07 1.16 8 0.46 0.50 0.54 0.58 0.63 0.68 0.73 0.79 0.85 0.92 0.99 1.07 1.16 1.25 10 0.50 0.54 0.58 0.63 0.68 0.73 0.79 0.85 0.92 0.99 1.07 1.16 1.25 1.35 12 0.54 0.58 0.63 0.68 0.73 0.79 0.85 0.92 0.99 1.07 1.16 1.25 1.35 1.46 14 0.54 0.58 0.6J 0.68 0.73 0.79 0.85 0.92 0.99 1.07 1.16 1.25 1.35 1.46 16 0.58 0.63 0.68 0.73 0.79 0.85 0.92 0.99 1.07 1.16 1.25 1.35 1.46 1.58 18 0.63 0.68 0.73 0.79 0.85 0.92 0.99 1.07 1.16 1.25 1.35 1.46 1.58 1.71 20 0.66 0.71 0.77 0.83 0.90 0.97 1.05 1.13 1.22 1.32 1.43 1.54 1.66 1.79 24 0.74 0.80 0.86 0.93 1.00 1.08 1.17 1.26 1.36 1.47 1.59 1.72 1.86 2.01 30 0.87 0.94 1.02 1.10 1.19 1.29 1.39 1.50 1.62 1.75 1.89 2.04 2.20 2.38 36 0.97 1.05 1.13 1.22 1.32 1.43 1.54 1.66 1.79 1.93 2.08 2.25 2.43 2.62 42 1.07 1.16 1.25 1.35 1.46 1.58 1.71 1.85 2.00 2.16 2.33 2.52 2.72 2.94 43 1.18 1.27 1.37 1.48 1.60 1.73 1.87 2.02 2.18 2.35 2.54 2.74 2,96 3.20 54 1.30 1.40 1.51 1.63 1.76 1.90 2.05 2.21 2.39 2.58 2.79 3.01 3.25 3.51 60 1.39 1.50 1.62 1.75 1.89 2.04 2.20 2.38 2.57 2.78 3.00 3.24 3.50 3.78 * Each class is made ft per cent heavier than the preceding class, starting with the thinnest, i.e.. minimum thickness, as the base dass. References 1. Wiggin, T. H.; Enge*, M. L.; St Schlick, W. J. A Proposed New Method for De termining Barrel Thickness of Cast-Iron Pipe. Jour. AWWA, 31:841 (May 1939). 2. Moore, W. D. Discussion of the New Law of Design of Cast-Iron Pipe. Jour. AWWA, 31:1655 (Oct 1939). 3. Schlick, W. J. Supporting Strength of Cast-Iron Pipe for Water and Gas. Iowa State College Eng. Exp. Sta. Bui. 146 (1940). Bibliography Marston, Anson. The Theory of External Loads on Closed Conduits in the Light of the Latest Experiments. Iowa State College Eng. Exp. Sta. Bui. 96 (1930). Schlick, W. J. Loads on Pipe in Wide Ditches. Iowa Slate College Eng. Exp. Sta. Bui. 103 (1932). Schuck, W. J. & Moore, B. A. Strength and Elastic Properties of Cast-Iron. Iowa State College Eng. Exp. Sta. Bui. 127 (1936). Spangler, M. G. Soil Engineering. International Textbook Co., Scranton, Pa. (2nd ed., 1960). Spangler, M. G. The Supporting Strength of Rigid Pipe Culverts. Iowa State College Eng. Exp. Sta. Bui. 112 (1933). Spangler, M. G., et al. Experimental Determination of Static and Impact Loads Trans mitted to Culverts. Iowa State College Eng. Exp. Sta. Bui. 79 (1926). Spangler, M. G. & Schlick, W. J. Negative Projecting Conduits. Iowa State College Eng. Report No. 14 (1952-53). Standard Specifications for Highway Bridges. American Association of State Highway Officials, Washington, D.C. (8th ed., 1961). Vertical Pressure on Culverts Under Wheel Loads on Concrete Pavement Slabs. Bui. ST 65, Portland Cement Assn., Chicago, 111. (1951). CTD029467 ANSI/AWWA C101-77 Beafflnned without revision 1977 Americon National Standard lor Thickness Design of Cast-Iron Pipe Sec. 1-1--Thickness Tables for Standard Conditions Sec. 1-1.1--General Tables 1-1, 1-2, and 1-3, as appli cable, permit the direct determination of the required thickness of cast-iron pipe limited to the following condi tions : a. Vertical-sided trench of width at top of pipe not greater than the nominal pipe diameter plus 2 ft b. Unit weight of soil 120 lb/cu ft c. =0.1924, K)i = 0.130 (see Sec. 1-3.2 for definition) d. Truck superload based on two passing trucks with adjacent wheels 3 ft apart, 9,000 lb wheel load, un paved road or flexible pavement, 1.S0 impact factor e. Surge allowances as shown in Table 1-10 }. Iron strengths of 18/40 and 21/45* g. The three most common laying conditions: A--Pipe laid on flat-bottom trench, backfill not tamped B--Pipe laid on flat-bottom trench, backfill tamped The first figure designates the bursting tensile strength (S) in units of 1,000 psi and the second figure designates the ring modulus of rupture (f?) In units of 1,000 psL F--Pipe bedded in gravel or sand, backfill tamped h. Allowances for casting tolerance as shown in Table 1-6 i. A corrosion allowance of 0.08 in. Sec. 1-1.2--Trench Load and Inter nal Pressure The required thickness of cast-iron pressure pipe is determined from a con sideration of trench load and internal pressure in combination. Trench load is considered to consist of the earth load on the pipe plus any superload re sulting from traffic over the trench. Internal pressure is considered to con sist of the design working pressure plus an additional allowance for surge pres sure. Two different combinations of trench load and internal pressure are considered in the design : Case 1. Trench load (earth load but no truck superload) in combination with internal pressure (working pres sure plus surge pressure) and with 2.5 factor of safety applied to both trench load and internal pressure Case 2. Trench load (earth load plus truck superload) in combination with internal pressure (working pres sure but no surge pressure) and with CTD029468 7 AMERICAN NATIONAL STANDARD a 2.5 factor of safety applied to both trench load and internal pressure. Sec. 1-1.3--Traffic Superload and Surge Pressure In designing water pipe it is cus tomary to assume that neither traffic superload nor surge pressure will oc cur in important magnitude simultane ously. Thus, calculations for the re quired thickness of water pipe are made for both conditions independently, and the greater of the two thicknesses thus determined is chosen as the net thick ness. In designing gas pipe the procedure is the same, except that surge pressure is not a factor and only Case 2 is con sidered. Sec. 1-1.4--Corrosion Allowance and Casting Tolerance To the net thickness determined as explained above, a corrosion allowance and a casting tolerance are added to obtain the calculated thickness shown in Tables 1-1, 1-2, and 1-3. The stand ard thickness class and/or the nominal thickness for this class shown in Tables 1-1, 1-2, and 1-3 are used for specifying and ordering pipe. For other than standard conditions the formulas, tables, and diagrams in Sec. 1-2 may be used. The design theory on which Tables 1-1, 1-2, and 1-3 are based is presented in Sec. 1-3. Procedures for determining the net thickness of pipe on piers or piling above- or belowground are presented in Sec. 1-4. * W f I CTD029469 TABLE 1-1 Schedule of Barrel Thickness for Water Pipe of 13/40 Iron Strength Condi tion Depth of Cover Thickness Specification* internal Pressure--9si 50 100 ISO 200 250 | 500 Bartel Thicknesses in. Three-Inch Water Pipe 350 Calculated Thickness -2/* 21* 22* 22* 42* 22* 33* 21 Tt__ /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness 42 42 42 42 42 42 42 Calculated Thickness 31* 21* 22* 42* 22* 22* 23* Jk Hi* /Thickness Class 22 22 22 22 22 22 22 Uie \Thickness .32 42 42 42 42 42 42 Calculated Thickness 31* 21* 22* 22* 23 43 24 5 .Tm /Thickness Class 22 22 22 22 12 22 22 u,< \Thictneaa 42 42 42 .32 .32 42 42 Calculated Thickness 22* 23* 23* .23 34 34 35 8 r / Thickness Class 22 22 22 22 21 22 22 u#e \ Thickness .32 42 42 42 42 J2 42 Calculated Thickness 24* 23* 25* 26 36 47 28 [2 M., /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness 42 42 42 42 42 42 .32 Calculated Thickness 27 27 22 28 28 4* 4P 16 ,/Thickness Class 22 22 22 22 22 22 22 u#e \ Thickness J2 J2 42 42 42 .32 42 Calculated Thickness 21* 21* 22* -22* 42* 32* 43* 2 rtM /Thickness Class 22 22 22 22 22 22 22 UB* (Thickness .32 42 42 .32 42 42 42 Calculated Thickness 21* 21* 22* 22* 42* .22* 43* 5k T]m /Thickness Class 22 22 22 22 22 22 22 Uie \Thicknm .32 J2 42 42 42 42 42 Calculated Thickness 21* 21* 22* 42* 33 23 24 3 ,r,, /Thickness Class 22 11 22 22 21 22 22 (Thickness .32 42 42 42 42 42 42 Calculated Thickness 22* 22* 23* 4J* 43 34 43 8 , IThickneg* Claa 22 22 22 22 22 22 22 Uk VTbickne* 42 .32 42 42 42 42 42 Calculated Thickness 24* 24* 23 25 36 4tf 27 12 r r_* /Thickness Class 22 22 22 22 22 22 22 U#e (Thickness 22 42 42 42 42 .32 42 Calculated Thickness 25 26 27 47 28 2* 29 16 nu#eii /(TThhiicckknneessss Class 22 22 22 22 22 U 22 42 42 42 42 42 .32 42 Calculated Thickness 21* Jt* .2/* 4/* 42* 42* 43 2k >. (Thickneg* Claj* 22 22 22 22 22 22 22 u" \Thlcknegg 42 42 42 42 42 42 42 Calculated Thickness 21* 31* 21* 4/* 42* 42* 43 3i /Thickness Class 22 22 22 22 22 22 22 \Thlcknegg 42 42 42 42 42 .32 J2 Calculated Thickness 21* 21* 21* 22* 22* 32* 33 $ t 1 Thickne** Claa 22 22 22 22 22 22 22 \Thickneg* .32 .32 42 42 42 .32 .32 Calculated Thickness 21 21 22 22 4J .23 43 8 r r__ /Thickness Class 22 22 22 22 22 22 22 ut* \Thicknea* .32 42 42 32 42 42 .32 Calculated Thickness 23 23 .23 43 43 43 35 12 rI,, /Thickness Class 22 22 22 22 22 22 22 Uf* (Thickness .32 42 42 42 42 42 .32 Calculated Thickness 24 24 23 25 36 26 .27 16 r / Thickness Class 22 22 22 22 22 21 22 (Thickness 42 .32 42 42 .32 42 42 * Asterisk following total calculated thicksesa indicates that truck superload (Caee 2) la the controlling factor. When total calculated thickneia is not followed by asterisk, surge preseure (Case 1) la the controlling factor. See Sec. 1-2.1. 3 CTD029470 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi* lion Depth q( /< Thickness Specifications Internal Preaure--psi 30 100 | 150 | 200 j 250 | 300 | 3S0 Barrel Thicknesse*--**. Four*Inch Water Pipe Calculated Thickness 23* 23* 24* 24* 24* 25* .27 2t /Thickness Class 22 22 22 22 22 22 22 Lac (Thickness J5 JS JS JS JS JS .35 Calculated Thickness .23* 23* 23* 24 24 25 27 3 ,. /Thickness Claw 22 22 22 22 22 22 22 (Thickness .is .35 JS JS JS JS JS Calculated Thickness 23* 24* 24* 25 26 27 29 5 /Thickness Class 22 22 22 22 22 22 22 L#e \Thickneas .25 JS JS JS JS JS JS Calculated Thickness 25* 26 27 29 29 JO B {. /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness .35 J5 JS JS JS JS JS Calculated Thickness 29 29 JO JO Jl Jl J2 12 .. /Thickness Class 22 22 22 22 22 22 11 L,t \Thicknet. .35 .35 .35 JS JS .35 JS .31 Jt .32 J* JJ JJ J4 16 .. /Thickness Class 22 22 22 22 22 22 22 Ui* (Thickness .35 JS JS JS JS JS .35 Calculated Thickness -23* 23* 23* 23* 24* 25 .27 21 /Thickness Class 22 22 22 22 22 21 22 u#e (Thickness JS .35 JS JS .35 .35 JS Calculated Thickness 23* 23* 23* 24 25 26 27 J* .. j Thickness Class 22 22 22 22 22 22 22 0** \ThiduiM JS JS JS JS .35 JS .35 Calculated Thickness 23 24 24 JJ 26 27 29 5 f. /Thickness Class 22 22 22 22 22 22 21 \Thicknea JS JS JS JS .35 .35 .35 Calculated Thickness .25 26 .27 27 29 29 29 8 .. /Thickness Class 22 22 22 22 22 22 22 \Thiclcn<* .35 JS JS JS JS JS .35 Calculated Thickness 29 29 29 JO JO J/ JJ 12 ,Tau> /Thickness Class 22 22 22 22 22 22 22 Uie (Thicknm .35 JS JS .35 .35 JS JS Calculated Thickness JO Jl Jt J2 Jl JJ JJ 16 .. /Thickness Class 22 22 22 22 22 22 22 Ll* (Thickness JS J5 JS JS 35 .35 JS Calculated Thickness 23* 23* 23* 24* 24 25 26 21 . (Thickness Class L$e (Thickness 22 22 11 22 12 22 21 .35 .35 JS JS JS JS JS Calculated Thicknres 23* 23* 23 .24 24 25 26 31 * ^ /Thickness Class \Thicltni 22 22 22 22 22 22 22 .35 .35 .35 JS .35 JS .35 Calculated Thickness 23 23 23 24 24 25 26 s /Thickness Claas 22 22 22 22 22 22 22 (Thickness .35 J5 JS JS .35 JS JS Calculated Thickness 24 24 25 25 25 26 27 8 t. /Thickness Class 22 22 22 22 22 12 22 Lte (Thickness JS JS JS .35 .35 JS JS Calculated Thicknesa 25 26 27 29 JJ 29 JO 12 /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness JS .35 J5 JS .35 JS .35 Calculated Thicknesa .28 29 29 29 JO JO J! t16 /Thickness Class 22 22 22 22 22 22 22 iThiCkness .35 .35 JS . 35 J5 .35 .35 * Asterisk f ollowtng total calculated thickness indicates that truck luperload (Cate 2) is the controllinf factor. When total calculated tb'ckness is not followed by asterisk, surge pressure (Case l) is tbr controlling factor. See Sec. 1-2.1. 4 CTD029471 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi* tioo Depth of ft Thickness Specifications Internal Pressure--0j 100 | ISO | 200 | 2S0 | 300 j 350 Barrel Thicknesses--. Six-Inch Water Pipe Calculated Thicknen .29* .29* J0* Jt* 22* J3* .34 21 rr,. /Thickness Class 22 22 22 22 22 22 22 Use (Thickness .38 .38 .38 .38 .38 .38 .38 Calculated Thickness .28* 28* .29* .30* Jf* J2* J4 31 /Thickness Class 22 22 22 22 22 22 22 L#c (Thickness .J8 .38 JS .38 .38 .38 .38 Calculated Thickness .29* 29* J0* J/* JJ J4 JS 5 /Thickness Class 22 22 22 22 22 22 22 u" \TMcltnesa .38 J8 .38 JS J8 ,38 .38 Calculated Thickness J2 .32 J4 .35 .36 .37 JJ a I Thickness Class 22 22 22 22 22 22 22 u#e (Thickness .38 JB J8 .38 J8 .38 .38 Calculated Thickness .36 J7 J* .38 .39 .40 At 12 i. _ /Thickness Class 22 22 22 22 22 23 23 \TUicknefS .38 .38 .38 .38 JS .41 .41 Calculated Thickness J9 .40 At .42 .48 .4J .44 16 /Thickness Class 22 23 23 23 23 24 24 u#e \Thickness .38 .41 .41 .41 .41 .44 .44 Calculated Thickness .29* 28* 29* JO* J/* .32* .JJ* 2t i'. /Thickness Class 22 22 22 22 22 22 22 \Thickness .38 .38 .38 J8 JS .38 J8 Calculated Thickness 27* 28* JJ* 29* JO* .32 ,J4 3 /Thickness Class 22 22 22 22 22 22 22 L#e (Thickness J8 J8 .38 .38 .38 .38 .38 Calculated Thickness .22* 29 J0 Jt J2 JJ .34 s t_- /Thickness Class 22 22 22 22 22 22 22 U9* (Thickness .38 .38 .38 J8 .38 .38 .38 Calculated Thickness J / .32 .33 J4 JJ J4 J7 8 /Thickness Class 22 22 22 22 22 22 22 (Thickness J8 38 .38 .38 J8 .38 .38 Calculated Thickness J5 JJ J* J7 Ji JP .40 12 /Thickness Class 22 22 22 22 22 22 23 u#e (Thickness .38 .38 .38 JS J8 JB .41 Calculated Thickness JS .38 J9 .40 .41 .42 .43 16 i*. /I hickness Class 22 22 22 23 23 23 24 L** \Thiclme** .38 .38 .38 .41 .41 .41 .44 Calculated Thickness .26* .27* 28 29 JO .32 .34 21 r /Thickness Class 22 22 22 22 22 22 22 u-e (Thickness .38 .38 .38 .38 .38 .38 .J8 Calculated Thickness .27 27 28 29 JO .32 .34 31 i. /Thickness Class 22 22 22 22 22 22 22 LK \Thickna .38 .38 .38 .38 .38 .38 J8 Calculated Thickness .28 .28 JP 29 JO .32 JJ 5 /Thickness Class 22 22 22 22 22 22 22 Lse (Thickness .38 .38 .38 .38 .38 .38 .38 Calculated Thickness .29 .30 J/ J2 JJ J4 JJ 8 /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness .38 .38 .38 .38 J8 J8 38 Calculated Thickness .32 .33 .34 J5 .36 .37 JJ 12 , /Thickness Class 22 22 22 22 22 22 22 (Thickness .38 .38 .38 .38 J8 .38 .38 Calculated Thickness .JS JS .36 .37 JJ JP .40 16 < r /Thickness Class 22 22 22 22 22 22 23 L,e \Thictne .38 .38 .38 .38 .38 .38 41 Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the coatrolliQg factor. See Sec. 1-2.1. s CTD029472 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--psi t50 100 | ISO | 200 | 2S0 | 200 350 Barrel Thicknesses--in. Eight-Inch Water Pipe Calculated Thickness .34* .JJ* .26* J7* JS* Jfr* JC* 2 ft,. /Thickness Class 22 22 22 22 22 22 22 (Thickness .41 .41 .41 .41 .41 .41 .41 Calculated Thickness Ji* J4* J4* .35* J6* J9 .41 31 /Thickness Clsss 22 22 22 22 22 22 22 (Thickness .41 .41 .41 .41 .41 .41 .41 Calculated Thickness J4* JJ* .36* J7* J9 .41 .43 5 ,r,, /Thickness Class 22 22 22 22 22 22 23 Lt* (Thickness .41 .41 .41 .41 .4! .41 .44 Calculated Thickness Ji J9 .40 .41 .43 .44 .46 8 Ttm /Thickness Clasts 22 22 22 22 23 23 24 (Thickness .41 .41 .41 .41 .44 .44 .48 Calculated Thickness .43 .44 .45 .46 .47 .49 .50 12 r,, /Thickness Class 23 23 23 24 24 24 25 (Thickness .44 .44 .44 .48 .48 .48 J2 Calculated Thickness .46 .47 .4S .49 .51 .52 53 16 t /Thickness Class 24 24 24 24 25 25 25 (Thickness .46 .48 .48 .46 .52 .52 52 Calculated Thickness JJ* JJ* .34* JJ* .36* Ji* .39* 21 /Thickness Class 22 22 22 22 22 22 22 u,e (Thickness .41 .41 .41 .41 .41 4! .41 Calculated Thickness JJ* JJ* JJ* .34* J6* Ji .40 31 Taa /Thickness Class 22 22 22 22 22 22 22 u" (Thickness .41 .41 .41 .41 .41 .41 .41 Calculated Thickness JJ* J4* JJ .36 Ji .40 .42 5 Tt,, /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness .41 .41 .41 .41 .41 .41 .41 Calculated Thickness J6 J7 .38 .40 .41 JJ JJ 8 ITm /Thickness Class 22 22 22 22 22 23 23 u* (Thickness .41 .41 .41 .41 .41 .44 .44 Calculated Thickness .41 .42 .43 .44 .46 .47 .48 12 IT** /Thickness Class 22 22 23 23 24 24 24 u#e (Thickness Calculated Thickness Si.41 .41 .44 .44 .48 .48 .48 ,44 .45 .46 .47 .48 .50 .51 16 irM /Thickness Class 23 23 24 24 24 25 25 u,e (Thickness .44 .44 .48 .48 .48 .52 .52 Calculated Thickness JO* JI* .32* JJ* JJ J7 J9 21 it-- /Thickness Class 22 22 22 22 22 22 22 u" (Thickness .41 .41 .41 .41 .41 .41 .41 Calculated Thickness .29* JO* .31 JJ JJ .37 J9 31 rui /Thickness Clan 22 22 22 22 22 22 22 Lie (Thicknen .41 .41 .41 .41 .41 .41 .41 Calculated Thickness JO* JI* J2 .34 .36 Ji .40 5 T1,, /Thickness Clan 22 22 22 22 22 22 22 Ul* (Thickness .41 .41 .41 .41 .41 .41 .41 Calculated Thicknen J4 JS .36 .37 J9 .41 JJ S /Thicknen Clan 22 22 22 22 22 22 23 (Thicknen .41 .41 .41 .41 .41 .41 .44 Calculated Thicknen Ji J9 .40 .41 JJ .44 .46 12 tf,, /Thicknen Clan 22 22 22 22 23 23 24 (Thickness .41 .41 .41 .41 .44 .44 .48 Calculated Thicknen .40 .41 .42 .43 .45 .46 .48 16 r /Thicknen Clan 22 22 22 23 23 24 24 (Thicknen .41 .41 .41 .44 .44 .48 .48 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is oot followed by asterisk, surge pressure (Case 1) is the controlling factor. See t> 6 CTDO29473 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--psi 50 100 ISO j 200 j 250 300 Barrel Thicknesses--*. Ten-Inch Water Pipe 350 Calculated Thickness 40 .41* .42* .43* .45* .46* .42* 21 rr /Thickness Class 22 22 22 22 22 23 23 \ Thickness .44 .44 .44 .44 .44 .48 .48 Calculated Thickness J9* .40* .41* .42* .44* .46 .49 31 I'mM /Thickness Class 22 22 22 22 22 23 23 *-** (Thickness .44 .44 .44 .44 .44 .48 .48 Calculated Thickness .40* .41* .42* .44 .46 .48 .51 5 i-,, /Thickness Class 22 22 22 22 23 23 24 L,c (Thickness .44 .44 .44 .44 .48 .48 .52 Calculated Thickness .44 .46 .47 .49 Jt .53 .55 8 /Thickness Class 22 23 23 23 24 24 25 (Thickness .44 .48 .49 .48 .52 .52 .56 Calculated Thickness .51 .52 .53 .55 .56 .58 .60 12 ,t-- /Thickness Class 24 24 24 25 25 26 26 \Thickno. .52 .52 .52 .56 .56 .60 .60 Calculated Thickness .53 .54 .56 .57 .59 .60 .62 16 r T_. / Thickness Class 24 25 25 25 26 26 26 Uie (Thickness .52 .56 .56 .56 .60 .60 .60 2! 31 5 B S 12 16 Calculated Thickness m,, /Thickness Class (Thickness Calculated Thickness . (Thickness Class L#e (Thickness Calculated Thickness *__ /Thickness Class u,e (Thickness Calculated Thickness rrM J Thickness Class u#e (Thickness Calculated Thickness Vmm i Thickness Class u#e (Thickness Calculated Thickness TTm /Thickness Class u#e (Thickness .J** .39* .40* .41* .43* .45* .47* 22 22 22 22 22 22 23 .44 .44 .44 .44 .44 .44 48 .37* .38* .39*- .40* .42* .44 22 22 22 22 22 22 .44 44 .44 .44 .44 .44 .48 23 .48 .38* .39* .40* .42 .45 .47 .50 22 22 22 22 22 23 24 .44 .44 .44 .44 .44 .48 .52 .41* .44 .45 .47 .49 .5/ .53 22 22 22 23 23 24 24 .44 .44 .44 .48 .48 52 .52 .48 .49 .51 .52 .54 .56 .58 23 23 24 24 25 25 26 .49 .49 .52 .52 .56 .56 .60 .50 .52 .53 .54 .56 .58 .60 24 24 24 25 25 26 26 .52 .52 .52 .56 .56 .60 .60 Calculated Thickness .35* .36* ,J7* .38* .41 .44 .47 21 f.t4 /Thickness Class 22 22 22 22 22 22 23 ITbicknnj .44 .44 .44 44 .44 .44 .48 Calculated Thickness .34* .35* .36* .38 .41 .44 .47 3 /Thickness Class 22 22 22 22 22 22 23 ''* \Thicltnesi .44 .44 .44 .44 .44 .44 .48 Calculated Thickness .35* .36* .38 .40 .42 .46 .48 5 rv. /Thickness Class 22 22 22 22 22 23 23 \Thiclmeas .44 .44 .44 .44 .44 .48 .48 Calculated Thickness .39 .41 .42 .44 .46 .48 .51 3 /Thickness Class 12 22 22 22 23 23 24 (Thickness .44 .44 .44 .44 .48 .48 .52 Calculated Thickness .44 ,4S .46 .48 .50 .52 .54 12 r* /Thickness Class 22 22 23 23 24 24 25 Ls* \TbickncM .44 .44 .48 .48 .52 .52 .56 Calculated Thickness .46 .47 .49 .51 .52 .54 .56 16 /Thickness Class 23 23 23 24 24 25 25 LSe (Thickness .48 .48 .48 .52 .52 .56 .56 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 7 CTD029474 TABLE 1-1 (Continued) 0 Schedule of Barrel Thickness for Water Pipe of 13/40 Iron Strength Laying Condi tion Depth or Coftver Thickness Specifications Internal Pressure--psi 50 100 | 150 | 200 | 250 | 500 | 550 Barrel Thicknesses--it. Twelve-Inch Water Pipe Calculated Thickness M* .46* .47* .49* .51* .S3* .55* 21 /Thickness Class 22 22 22 22 23 23 24 Lx 1 Thickness .48 .48 .48 .48 .52 .52 .56 Calculated Thickness .45* .46* .49* .50* .Si .55 51 tr-- /Thickness Class 22 22 22 22 25 23 24 Use \ Thickness .48 .48 .48 .48 .52 .52 .56 Calculated Thickness 45* .46* .47* .49 .52 .54 J7 5 t... /Thickness Class 22 22 22 22 23 24 24 u$e (Thickness .48 .48 .48 .48 .52 .56 .56 Calculated Thickness .50 .52 .53 .55 .57 .60 .62 8 ,/Thickucss Class 23 23 23 24 24 25 25 use (Thickness .52 .52 .52 .56 56 .60 .60 Calculated Thickness .56 .57 .59 .60 .62 .64 .67 12 ... /Thickness Class 24 24 25 25 25 26 26 L** iTliicluieit .56 .56 .60 .60 .60 .65 .65 Calculated Thickness .59 .60 .61 .63 .65 .67 .69 16 /Thickness Class 25 25 25 26 26 26 27 L#c (Thickness .60 .60 .60 .65 .65 .65 .70 Calculated Thickness .42* .44* .45* .46* .49* .50* S3* 21 r. /Thickness Class 22 22 22 22 22 23 25 U8C (Thickness .48 .48 .48 .48 .48 .52 .S2 Calculated Thickness .4/* .42* .44* .45* .47* .51 .55 51 .. / Thickness Class 22 22 22 22 22 23 24 Lse \ThickneM .48 .48 .48 .48 .48 .52 .56 Calculated Thickness .42* .43* .45* .47 .SO .53 .56 5 /Thickness Class 22 22 22 22 23 23 24 Lie (Thickness .48 .48 .48 .48 .52 .52 .56 Calculated Thickness .49 .49 .51 S3 .55 .57 60 8 /Thickness Class 22 22 23 25 24 24 25 u#e (Thickness .48 .48 .52 .52 .56 .56 .60 Calculated Thickness .53 J4 .56 .57 .59 .61 .64 12 rt,, / Thickness Clast 23 24 24 24 25 25 26 u#e (Thickness .52 .56 .56 .56 .60 .60 .65 Calculated Thickness .5J .57 .5* .60 .62 .64 .66 16 r, /Thickness Class 24 24 25 25 25 26 26 u* (Thickness .56 .56 .60 .60 .60 65 .65 Calculated Thickness JO* .40* .41* .45* .45* .49 .53 21 .. /Thickness Class 22 22 22 22 22 22 23 Lie (Thickness .48 .48 .48 .48 .48 .48 .52 Calculated Thickness J9* JO* .40* .42* .45 .50 .iJ 51 ,. /Thickness Class 22 22 22 22 22 23 23 Lx IThicknoa .48 .48 .48 .48 .48 .52 .52 Calculated Thickness J9* .40* .41* .43* .46 .50 .54 5 .... /Thickness Class 22 22 22 22 22 23 24 (Thickness .48 .48 .48 .48 .48 .52 .56 Calculated Thickness .44 .45 .47 .49 .52 .55 .59 8 ?r /Thickness Class 22 22 22 22 23 24 25 (Thickness .48 .48 .48 .48 .52 .56 .60 Calculated Thickness .49 .40 .51 .53 .55 .53 .61 12 i.,, /Thickness Class 22 22 23 25 24 25 25 L5e \Thicknesi .48 .48 .52 .52 .56 .60 .60 Calculated Thickness .50 .52 .5J .55 .57 .59 .62 16 , /Thickness Class 23 25 25 24 24 25 25 Lse IThickncM .52 .52 .52 .56 .56 .60 .60 * Asterisk following total calculated thickness indicates that truck superioad (Case 2) Is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1} is the coatrolling factor. See Sec. 1-2.1. CTD029475 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi> tioo Depth of /t Thickness Specifications Internal Pressure--psi 50 100 150 200 250 300 Barrel Thicknesses--in. Fourteen-Inch Water Pipe 350 Calculated Thickness .51* .52* .54* .55* .58* .60* .62* 21 , 1 Thickness Class 22 22 23 23 24 24 25 Lsc (Thickness .51 .51 .55 .55 .59 .59 .64 Calculated Thickness JO* Jl* .53* .54* .57* .60 .64 31 /Thickuess Class 22 22 23 23 24 24 25 u" \ Thickness .51 .51 .55 .55 ,59 .59 .64 Calculated Thickness r- /Thickness Class (Thickness .51* 5J* .54* .56* .59 .62 .66 22 2J 23 23 24 25 25 .51 .55 .55 .55 .59 .64 .64 Calculated Thickness J8 .60 .62 .64 .66 .69 .72 8 . J Thickness Class 24 24 25 25 25 26 27 Lse (Thickness .S9 .59 .64 .64 .64 .69 .75 Calculated Thickness .63 .65 .67 .69 .71 .74 .76 12 ft-. /Th'ckncss Class 25 25 26 26 26 27 27 Us< (Thickness .64 .64 .69 .69 .69 .75 .75 Calculated Thickness .67 .62 .70 .72 .74 .76 .70 16 i>,, /Thickness Class 26 26 26 27 27 27 28 u$e (Thickness .69 .69 .69 .75 .75 .75 .81 21 31 5 a 8 12 16 Calculated Thickness /Thickness Class \Thickncss Calculated Thickness ,. (Thickness Class (Thickness Calculated Thickness r. IThickuess Class cse (Thickness Calculated Thickness .... /Thickness Class \Thickiiess Calculated Thickness it.. /Thickness Class u,e IThicitno. Calculated Thickness itm / Thickness Class (Thickness .47* .49* .SI* .52* J4* .57* .62 21 21 22 22 23 24 25 .48 .48 .SI .51 .55 .59 .64 .46* .47* .49* .51* .54 .57 .63 21 21 22 22 23 24 25 .48 .48 .51 .51 .55 .59 .64 .48* .40* .52 .54 .57 .61 .65 21 22 22 23 24 24 25 .48 .51 .51 .55 .59 .59 .64 J4 .56 .58 .61 63 66 .60 23 23 24 24 25 25 26 .55 .55 .59 .59 .64 .64 .69 .50 .61 .63 .65 .68 .70 .73 24 24 25 25 26 26 27 .59 .59 .64 .64 .69 .69 .75 .62 .64 .66 .68 .70 .7J .75 25 25 25 26 26 27 27 .64 .64 .64 .69 .69 .75 .75 Calculated Thickness .44* .45* .47* .49* .52 .57 .61 21 ,. / Thickness Class 21 21 21 21 22 24 24 \Thickness .48 .48 .48 .48 .Si .59 .59 Calculated Thickness .44* .45* .47 JO .5J .57 .62 31 r. /Thickness Class 21 21 21 22 23 21 25 L5e \ Thickness .48 .48 .48 .51 .55 .59 .64 Calculated Thickness 45 .47 .49 .52 .55 .59 .64 5 ,. /Thickness Class 21 21 21 22 23 24 25 LM (Thickness .48 .48 .48 Si .55 .59 .64 Calculated Thickness .50 J2 .54 .57 .60 .64 .66 S /Thickness Class 22 22 23 24 24 25 25 (Thickness .51 .51 .S5 .59 .59 .64 .64 Calculated Thickness .54 .56 .58 .61 .63 .66 .69 12 . /Thickness Class 23 23 24 24 25 25 26 Lft (Thickneis .55 .S5 .59 .59 .64 .64 .69 Calculated Thickness .57 .58 .60 .63 .65 .68 .71 16 ,. /Thickness Class 24 24 24 25 25 26 26 Lse (Thickness .59 .59 .59 .64 .64 .69 .69 * Asterisk following total calculated thickness indicates that truck superload (Case 2} is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case l) is the controlling factor. See Sec. 1-2.1. 9 CTDO29476 TABLE 1~1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi tion Depth of Cover Thickness Specifications Internal Pressure--psi so 100 | 150 J 200 | 250 500 Barrel Thicknesses is. Sixteen-Inch Water Pipe 550 2| 5f 5 A 8 12 16 Calculated Thickness r;* /Thickness Class u#e (Thickness Calculated Thickness itm> /Thickness Class u#e (Thickness Calculated Thickness r /Thickness Class L*e (Thickness Calculated Thickness r/Thickness Class L,e iThicluiM. Calculated Thickness /Thickness Class Uw (Thickness Calculated Thickness rrM /Thickness Class ^ (Thickness .54* 22 .54 .54+ 22 .54 .56+ 23 .58 .62 24 .63 .68 25 .68 .72 26 .73 .56+ 23 .58 .55* 22 .54 .57* 23 .58 .64 24 .63 .70 25 .68 .74 26 .73 23 .S8 .57* 23 .58 .59* 23 .58 .66 25 .68 .72 26 .73 .76 27 .79 .60* 23 .58 .59* 23 .58 .67* 24 .63 .69 25 .68 .74 26 .73 .78 27 .79 .62* 24 .63 .67 24 .6J .64 24 .63 .72 26 .73 .77 27 .79 .87 27 .79 .65* 24 63 .65 24 .63 .68 25 .68 .75 26 .73 .80 27 .79 S3 28 .85 .68* 25 .68 .70 25 .68 .72 26 .73 .78 27 .79 .33 28 .85 .86 28 .85 n Si 5 B 8 12 16 Calculated Thickness /Thickness Class (Thickness Calculated Thickness m-. /Thickness Class 1 Thickness Calculated Thickness T-,, /Thickness Class 1 Thickness Calculated Thickness rr__ /Thickness Class U* (Thickness Calculated Thickness /Thickness Class L>* (Thickness Calculated Thickness r/Thickness Class (Thickness .50* .52+ .54* .56+ .59* .62* .65* 21 22 22 23 23 24 25 .50 .54 .54 .58 .58 63 .68 .50+ .52* .S3* .56* .59 .63 .68 21 22 22 23 23 24 25 s>.50 ,54 .54 .58 .58 .63 .68 .52* .53* .55* .58 .62 .66 .70 22 22 22 23 24 25 25 .54 .54 .54 .58 .63 .68 .68 .58 .60 .62 .65 .68 .77 .75 23 23 24 24 25 26 26 .58 .58 .63 .63 .68 .73 .73 .63 .65 .68 .70 .73 .76 .79 24 24 25 25 26 27 27 .63 .63 .68 .68 .73 .79 .79 .67 .69 .71 .73 .76 .79 .82 25 25 26 26 27 27 28 .68 .68 .73 .73 .79 .79 .85 2! 51 p s 12 16 Calculated Thickness r- /Thickness Class L,e (Thickness Calculated Thickness t- /Thickness Class "x (Thickness Calculated Thickness /Thickness Class (Thickness Calculated Thickness r/Thickness Class u,e (Thickness Calculated Thickness r** / Thickness Class (Thickness Calculated Thickness r /Thickness Class (Thickness .47* .48* .50* .52* .56 .d/ .67 21 21 21 22 23 24 25 .50 .50 .50 .54 .58 .63 .68 .46* .47* .50 5J .57 .63 .67 21 21 21 22 23 24 25 .50 .50 .50 .54 .58 .63 .68 .48* .50 .52 .56 .59 .64 .68 21 21 22 23 23 24 25 .50 .SO .54 .58 .58 .63 .68 .53 .55 .58 .67 .64 .d8 .72 22 22 23 24 24 25 26 .54 .54 .58 .63 .63 .68 .73 .57 .59 .62 .65 .68 .77 .75 23 23 24 24 25 26 26 .58 .58 .63 .63 .68 73 .73 61 .63 .65 .68 .71 74 .77 24 24 24 25 26 26 27 .63 .63 .63 .68 .73 .73 .79 Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case l) is the controlling factor. See Sec. 1-2.1. 10 CTD029477 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi tion Depth of ft Thickness Specifications Internal Pressure--pH Barrel Thickni Eighteen-Inch Water Pipe 300 Calculated Thickness J5* .60* .62* .65* .67* .70* ,74* 2* rr.* /Thickness Class 22 22 23 23 24 24 25 U8C (Thickness .58 .58 .63 .63 .68 .68 .73 Calculated Thickness .54* .Si* .62* .64* .67* JO it /Thickness Class 22 22 23 23 24 24 26 u" (Thickness .58 .58 .63 .63 .68 .68 .79 Calculated Thickness 60* .62* .64* .67 .70 .75 .79 5 Uk (??!'"" C1"* 22 23 23 24 24 25 26 (Thickness .58 .63 .63 .68 .68 .73 .79 Calculated Thickness .67 .69 .72 .74 .77 .81 .85 8 17 /Thickness Class 24 24 IS 25 26 26 27 U#e (Thickness .68 .68 .73 .73 .79 .79 .85 Calculated Thickness ,7J .75 .79 JO .93 .86 P0 12 /Thickness Class 25 25 26 26 27 27 28 u#e (Thickness .73 .73 .79 .79 .85 .85 .92 Calculated Thickness .77 JO .82 .95 .98 .91 .95 16 7__ /Thickness Class 26 26 27 27 27 28 28 u" iThicknesa .79 .79 .85 .85 .85 92 .92 21 Si 5 B 8 12 16 '? n Si 5 8 12 16 Calculated Thickness / Thickness Class u#e (Thickness Calculated Thickness TT__ /Thickness Class u* (Thickness Calculated Thickness T. /Thickness Class tThickncaa Calculated ThicknMa TT__ /Thickness Class u#e (Thickness Calculated Thickness rr,, /Thickness Clan u#e (Thicknen Calculated Thicknen rw /Thicknen Clan u" \Thickness Calculated Thicknen ttm /Thicknen Clan u#e (Thicknen Calculated Thicknen rr-- /Thicknen Clan \Thiclcne* Calculated Thicknen /Thicknen Clan \Thicltnc*. Calculated Thicknen it.a /Thicknen Clan \Thicknen Calculated Thicknen /Thickness Clan L** iThickncM Calculated Thickness ,ru /Thicknen Clan \ Thickness .54* .56* .59* .60* .63* .67 21 22 22 22 23 24 .54 .58 .58 .58 .63 .68 .S3* .55* .57* .60 .64 .69 21 21 22 22 23 24 .54 .34 .58 .58 .63 .68 .55* .58* .60 .63 .67 .72 21 22 22 23 24 25 .54 .58 .58 .63 .68 .73 .62 .64 .67 .70 .74 .77 23 23 24 24 25 26 .6J .63 .68 .68 .73 .79 .69 .70 .73 .75 .78 .82 24 24 25 25 26 27 .68 .68 .73 .73 .79 .85 .72 .74 .76 .79 .82 .85 25 25 26 26 27 27 .73 .73 .79 .79 .85 .85 ,7J 25 .73 .75 25 ,73 .77 26 .79 .82 27 .85 .86 27 .85 .89 28 .92 .SO* .51* .53* .56* .61 .67 .73 21 21 21 22 23 24 25 .54 54 .54 .58 .63 .68 .73 .49* .51 .53 .57 .62 .67 .73 21 21 21 22 23 24 25 .54 .54 .54 .58 .63 .68 .73 .51* .S3 .57 .60 .65 .70 .75 21 21 22 22 23 24 25 .54 .54 .58 .58 .63 .68 .73 .57 .59 .62 .65 .69 .74 .78 22 22 23 23 24 25 26 .58 .58 .63 .63 .68 .73 .79 .61 .64 .67 .70 .7J .77 .8/ 23 23 24 24 25 26 26 .63 .63 .68 .68 .73 .79 .79 .65 .67 .69 .72 .76 .50 .84 23 24 24 25 26 26 27 .63 .68 .68 .73 .79 .79 .85 * Asterisk following total calculated thickness indicates that truck superload (Case 2) la the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1.11 11 CTDO29478 TABLE l-l (Continued) Schedule of Darrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi- Depth of Cover /i Thickness Specifications Internal Pressure--psi r 50 100 | 150 200 | 250 | 500 350 Barrel Thicknesses--in. t Twenty-Inch Water Pipe Calculated Thickness .62* .65* .67* .70* .73* .76* .30* 2i J Thickness Class b** iThickno. 22 23 23 24 24 25 25 .62 .67 .67 .72 .72 .7B .78 Calculated Thickness .62* .64* .66* .69* .72* .76* .30 5J .. /Thickness Class L,e (Thickness 22 22 23 23 24 25 26 .62 .62 .67 .67 .72 .78 .84 .65* .67* .69* .72* .75* .80 .35 s /Thickness Class 23 25 23 24 25 25 26 (Thickness .67 .67 .67 .72 .78 .78 .84 Calculated Thickness .71 .73 .76 .79 .33 .37 .9i 8 /Thickness Class 24 24 25 25 26 26 27 (Thickness .72 .72 .78 .78 .84 .84 .91 Calculated Thickness .79 JO .83 .86 .89 .93 .97 12 r. /Thickness Class 25 25 26 26 27 27 28 L,#c (Thickness .78 .78 .84 .84 .91 .91 .98 Calculated Thickness .83 .86 .88 .91 .94 .07 /.0f 16 t -- /Thickness Class 26 26 27 27 27 28 28 \TUiclcna .84 .84 .91 .91 .91 .98 .98 Calculated Thickness .57* .59* .62* .65* .68* .72 .73 2* /Thickness Class Ls* (Thickness 21 21 22 23 23 24 25 .57 .S7 .62 .67 .67 .72 .78 Calculated Thickness .57* .58* .62* .64* .68 .74 .30 I3k ... /Thickness Class \TliiduiM. 21 21 22 22 23 24 25 .57 .57 .62 .62 .67 .72 .78 Calculated Thickness .59* .61* .64* .67 .72 .77 82 5 fu /Thickness Class 21 22 22 23 24 25 26 L#e (Thickness .57 .62 .62 .67 .72 .78 .84 Calculated Thickness .65 .68 .7/ .74 .71 .82 87 8 r, /Thickness Class 23 23 24 24 25 26 26 u#e (Thickness .67 .67 .72 .72 .78 .84 .84 Calculated Thickness .71 .74 .77 .80 .84 .37 .03 12 .i,, /Thickness Class 24 24 25 25 26 26 27 U#e (Thickness .72 .72 .78 .78 .84 .84 .91 Calculated Thickness .76 .78 .81 .84 .87 Pf .05 16 /Thickness Class 25 25 26 26 26 27 28 (Thickness .78 .78 .84 .84 .84 .91 .98 Calculated Thickness .St* .53* .57* .60* .64 .70 .77 2 /Thickness Class 21 21 21 22 22 24 25 L$e (Thickness .57 .57 .57 .62 .62 .72 .78 Calculated Thickness .52 .54 .57 .61 .66 .72 .78 3k it-- /Thickness Class 21 21 21 22 23 24 25 u,e (Thickness .57 .57 .57 .62 .67 .72 .78 Calculated Thickness j * / Thickness Class cse (Thickness .5J .56 .60 .64 .69 .74 .30 21 21 22 22 23 24 25 .57 57 .62 .62 .67 .72 .78 Calculated Thickness .60 .62 .65 .69 .73 .78 .3J 8 .t_- /Thickness Class 21 22 23 23 24 25 26 (Thickness .62 .62 .67 .67 .72 .78 .84 Calculated Thickness .65 .68 .71 .74 .78 .82 .87 12 rv /Thickness Class 23 23 24 24 25 26 26 Ls* \ Thickness 67 67 .72 ,72 .78 .84 .84 Calculated Thickness .69 .77 .74 .77 .81 .35 90 16 rt /Thickness Class 23 24 25 26 26 27 ** (T luckness .67 .72 .72 .78 .84 .84 .91 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor When total calculated thickness is not followed by asterisk, surge pressure (Case l) is the controlling factor. See Sec. 1-2.1. 12 CTD029479 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18(40 Iron Strength Laying Condi tion Depth of /< Internal Pressure--psi Thickness Specifications Barrel Thicknesses--mi. Twenty-four-Inch Water Pipe Calculated Thickness .69* .72* .75* .78* .82* .86* .91* 2t /Thickness Class 22 23 23 24 25 25 26 usc (Thicknen .68 .73 .73 .79 .85 .85 .92 Calculated Thickness .69* .71* .74* .78* .81* .86 .93 u r / Thickness Class 22 23 23 24 24 25 26 u* \Thickness .68 .73 .73 .79 .79 .85 .92 Calculated Thickness .72* .75* .78* Jt* .85* .91 .Pd 5 /Thickness Class 23 23 24 24 25 26 27 u" \Thicknesa .73 .73 .79 .79 .85 .92 .99 Calculated Thickness .80 .82 .86 .90 .94 .99 1.04 S n,, /Thickness Class 24 25 25 26 26 27 28 u#e (Thickness .79 .85 .85 .92 .92 .99 1.07 Calculated Thickness .88 .91 .94 .98 1.02 1.06 1.10 12 it.. /Thickness Class 25 26 26 27 27 28 28 IThicknesa .85 .92 .92 .99 .99 1.07 1.07 Calculated Thickness .94 .97 too 1.03 1.07 1.11 1.15 16 /Thickness Class 26 27 27 28 28 28 29 L*' \ Thickness .92 .99 .99 1.07 1.07 1.07 1.16 Calculated Thickness .63* .65* .68* .72* .76* .82 .P0 21 r /Thickness Clast 21 21 22 23 24 25 26 1 Thickness .63 .63 .68 .73 .79 .85 .92 Calculated Thickness .62* .65* .68* .71* .77 .84 .91 3 /Thickness Class 21 21 22 23 24 25 26 \ Thickness .63 .63 .68 .73 .79 .85 .92 Calculated Thickness .65* .67* .71* .76 .81 .88 .P4 s iUrsMe /1TThhiicckknneessss Class 21 22 23 24 24 25 26 .63 .68 .73 .79 .79 .85 .92 Calculated Thickness .72 .75 .79 .83 M .94 sPP 8 / Thickness Clan 23 23 24 25 25 26 27 \ Thickness .73 .73 .79 .85 .85 .92 .99 Calculated Thickness .79 .82 .86 .90 .94 .99 /.04 12 i /Thickness Class 24 25 25 26 26 27 28 u,e \ Thickness .79 .85 .85 .92 .92 .99 1.07 Calculated Thickness .85 .88 .91 .95 .99 1.03 1.08 16 /Thicknen Clan 25 25 26 26 27 28 28 1 Thickness .85 .85 .92 .92 .99 1.07 1.07 Calculated Thickness .56* .58* .63* .67* .73 .81 .8P 21 /Thickuess Clan 21 21 21 22 23 24 26 u#e \ Thickness .63 .63 .63 .68 .73 .79 .92 Calculated Thickness .56* .59 .63 .69 .75 .82 .90 3! ,/Thickness Clan 21 21 21 22 23 25 26 L>e (Thickness .63 .63 .63 .68 .73 .85 .92 Calculated Thickness .59 .63 .67 .72 .78 .84 .92 5 /Thickness Clan 21 21 22 23 24 25 26 L#e (Thickness .63 .63 .68 .73 .79 .85 .92 Calculated Thickness .66 .69 .73 .77 .83 .89 .P5 8 ti,, /Thickness Clan 22 22 23 24 25 26 26 1 Thickness .68 .68 .73 .79 .85 .92 .92 Calculated Thickness .72 .75 .79 .83 .88 .93 .P9 12 /Thickness Clan 23 23 24 25 25 26 27 l Thickness .73 .73 .79 .85 .85 .92 .99 Calculated Thickness .77 .80 .83 .87 .91 .Pd / 02 16 . * } Thickness Clan 24 24 25 25 26 27 27 LM \Thickness .79 .79 .85 .85 .92 .99 .99 * Asterisk following total calculated thickness indicates that truck superload (Case 2} is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case l) is the controlling factor. See Sec. 1-2.1. 13 CTD029480 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18J40 Iron Strength `Laying Condi* tion Depth of Thickness Specifications Internal Pressure--pu Barrel Thicknesses--in. Thirty-Inch Water Pipe Calculated Thickness .S3* .86* .90* .94* .98* 1.04* 1.10 2) rr_ /Thickness Clan 23 23 24 24 25 26 26 Lie \ Thickness .85 .85 .92 .92 .99 1.07 1.07 Calculated Thickness .82* .85* .89* J3* .98* 1.04 1.12 3 r*_ /Thickness Clan 23 23 24 24 25 26 27 1 Thickness .85 .85 .92 .92 .99 1.07 1.16 Calculated Thicknen .86* .90* .PJ* .97* 1.03 1.10 1.18 5 rr /Thicknen Clan 23 24 24 25 26 26 27 Use \ Thicknen .85 .92 .92 .99 1.07 1.07 1.16 Calculated Thicknen .94* .98 1.02 1.07 1.12 1.19 1.25 8 fr,, /Thicknen Clan 24 25 25 26 27 27 28 u#e (Thicknen .92 .99 .99 t.07 1.16 1.16 1.25 Calculated Thicknen 1.05 1.08 1.12 1.17 1.22 1.28 1.33 12 r__ /Thicknen Clan 26 26 27 27 28 28 29 u#e X Thicknen 1.07 1.07 1.16 1.16 1.25 1.25 1.35 Calculated Thicknen 1.13 1.17 1.20 1.25 1.29 1.35 1.40 16 . . /Thicknen Clan 27 27 27 28 28 29 29 ^Thickness 1.16 1.16 1.16 1.25 1.25 1.3S 1.35 I I 21 31 5 B 8 12 16 Calculated Thicknen .... /Thickness Clan L#e (Thicknen Calculated Thicknen . t /Thicknen Clan LBe (Thicknen Calculated Thicknen rt /Thicknen Class (Thicknen Calculated Thicknen r*,, /Thicknen Clan u#e (Thicknen Calculated Thicknen fU_ / Thicknen Clan u#e (Thicknen Calculated Thicknen fTt, /Thicknen Clan U9e (Thicknen .74* 21 .73 .73* 21 .73 .77* 22 .79 .84 23 .85 ,PJ 24 .92 1.00 25 .99 .77* 22 .79 .76* 22 .79 .80* 22 .79 .88 23 .85 .97 25 .99 1.04 26 1.07 .81* 22 .79 .80* 22 .79 .84* 23 .85 .93 24 .92 1.01 25 .99 1.08 26 1.07 .85* 23 .85 .85* 23 .85 .90 24 .92 .98 25 .99 1.06 26 1.07 1.13 27 1.16 .90* 24 .92 .92 24 .92 .97 25 .99 1.05 26 1.07 1.12 27 1.16 1.18 27 1.16 .99 25 .99 1.01 25 .99 1.05 26 1.07 1.11 26 1.07 1.18 27 1.16 1.24 28 1.25 1.09 26 1.07 1.10 26 1.07 1.13 27 1.16 1.18 27 1.16 1.25 28 1.25 1.30 29 1.35 Calculated Thicknen .66* .70* .74* .79* .88 .98 1.08 21 r.,, /Thickness Clan 21 21 21 22 23 25 26 C5e (Thickness .73 .73 .73 .79 .85 .99 1.07 Calculated Thicknen .66* .70* .74* .80 .90 1.00 I.to 31 .... /Thickness Class 21 21 21 22 24 25 26 Lse \Thickness .73 .7 3 .73 .79 .92 .99 1.07 Calculated Thickness 70* .73* .7P .86 .PJ 1.01 /.// 5 , /Thickness Class 21 21 22 23 24 25 26 0,e \ Thickness .73 .73 .79 .85 .92 .99 1.07 Calculated Thickness .77 .81 .86 .PJ 1.00 1.07 1.15 8 r... / Thicknen Clan 22 22 23 24 25 26 27 (Thicknen .79 .79 .85 .92 .99 1.07 1.16 Calculated Thickness .85 .89 .94 .99 1.0S 1.12 1.20 12 T... /Thickness Class 23 24 24 25 26 27 27 use (Thicknen .85 .92 .92 .99 1.07 1.16 1.16 Ca culated Thickness .91 .95 .99 1.04 1.10 1.16 1.23 16 .... /Thickness Clan 24 24 25 26 26 27 28 Lse (Thicknen V.92 .92 .99 1.07 1.07 1.16 1.25 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 14 CTD029481 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength > Laying Condi Depth of tion n Thickness Specifications Internal Pressure--psi 200 2 SO Barrel Thicknesses--hi. Thirty-six-inch Water Pipe Calculated Thickness .94* .98* 1.02* 1.07* 1.13* 1.19* 1.27 21 r /Thickness Clast 23 24 24 25 25 26 27 L" \ThickHM. .94 1.02 1.02 1.10 1.10 1.19 1.29 Calculated Thickness .93* .97* 1.02* 1.07* 1.12* 1.19 1.31 3* rTtf /Thickness Class 23 23 24 25 25 26 17 Us* \ Thickness .94 .94 1.02 1.10 1.10 1.19 1.29 Calculated Thickness .99* 1.02* 1.07* 1.12* 1.17* 1J6 1.35 s it.* /Thickness Class Uje (Thickness 24 24 25 25 26 27 28 i.02 1.02 1.10 1.10 1.19 1.29 1.39 Calculated Thickness 1.07* 1.11* 1.16 1.22 1.28 1.36 1.44 s it,, /Thickness Class 25 25 26 26 27 28 28 U8C ( Thickness 1.10 1.10 1.19 1.19 1.29 1.39 1.39 Calculated Thickness 1.19 1.24 1.28 1.34 1.40 1.47 1.54 12 i^ /Thickness Class 26 27 27 28 28 29 29 L,e \Thiclcne 1.19 1.29 1.29 1.39 1.39 1.50 1.50 Calculated Thickness 1.29 1J3 1.38 t.43 1.49 1.55 1.62 1 i . (Thickness Class 27 27 28 28 29 29 30 L5e \Thicknm 1.29 1.29 1.39 1.39 1.50 1.50 1.62 Calculated Thickness .92* .86* .91* .97* 1.03* 1.14 1.26 2| r,, /Thickness Class 21 22 23 23 24 25 27 t3e (Thickness .81 .87 .94 .94 1.02 1.10 1.29 Calculated Thickness .81* .85* .90* .96* 1.04 1.15 1.28 H /Thickness Class 21 22 22 25 24 26 27 Uae (Thickness .81 .87 .87 .94 1.02 1.19 1.29 Calculated Thickness .86* .90* .94* 1.01 1.10 1J0 1.30 s t'm /Thickness Class 22 22 23 24 25 26 27 (TUicknea. .87 .87 .94 1.02 1.10 1.19 1.29 Calculated Thickness .94 .99 1.05 1.11 1.18 1.27 1.36 8 /Thickness Class Uw (Thickness 23 24 24 25 26 27 28 .94 1.02 1.02 1.10 1.19 1.29 139 Calculated Thickness 1.0S 1.09 1.14 1.20 U7 1.34 1.43 12 _ /Thickness Class 24 25 25 26 27 28 28 La* (Thickness 1.02 1.10 1.10 1.19 1.29 139 139 Calculated Thickness 1.12 1.17 1.22 1.27 1.34 1.40 1.48 16 /Thickness Class 2S 26 26 27 28 28 29 UiC (Thickness 1.10 1.19 1.19 1.29 1.39 1.39 1.50 21 n 5 p 8 12 16 Calculated Thickness it /Thickness Class L,e IThicIcneaa Calculated Thickness t'- /Thickness Class U3< (Thickness Calculated Thickness t' / Thickness Class iThicItnea* Calculated Thickness t-#- /Thickness Class (Thickness Calculated Thickness /Thickness Class iThicitnes. Calculated Thickness r-- /Thickness Class L" iThickoeM .73* 21 81 .7J* 21 .81 .7** 21 .81 .86 21 .87 .95 23 .94 / 02 24 1.02 .79* 21 .81 .78* 21 .81 .82* 21 .81 .91 23 .94 1.00 24 1.02 1.07 25 1.10 .84* 22 .87 .83* 21 .81 .89 22 .87 .97 23 .94 1.06 25 1.10 1.12 25 1.10 .89 22 .87 .92 23 .94 .97 23 .94 1.04 24 1.02 1.12 25 t.io /./* 26 1.19 1.01 14 1.02 1.03 24 t.02 1.07 25 1.10 1.13 25 1.10 1.20 26 1.19 1.25 27 1.29 1.13 25 1.10 1.14 25 1.10 1.17 26 1.19 1.22 26 1.19 1.28 27 1.29 1.33 27 1.29 1.25 27 1.29 1.26 27 1.29 1.28 27 1.29 1.33 27 1.29 1.37 28 1.39 1.42 28 1.39 Asterisk following total calculated thickness indicates that truck superload (Case 2> is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case l) is the controlling factor. See Sec. 1-2.1. 15 CTD029482 Laying Condi' tioo TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Depth Ol Cover ft Thickness Specifications Internal Pressure--psi 50 | 100 | ISO | 200 | 250 ) 300 ) 350 Barrel Thicknesses--in. Forty-two-Inch Water Pipe ^ 4 21 31 5 A 8 12 16 Calculated Thickness * T__ 1 Thickness Class V9e \ Thickness Calculated Thickness r/Thickness Class (Thickness Calculated Thickness ,. /Thickness Class LSe (Thickness Calculated Thickness rI,, /Thickness Class u,e iTbiduo* Calculated Thickness tm /Thickness Class \Thicknen Calculated Thickness , /Thickness Class \Thtckneia 1.04* 23 1.05 1.04* 23 1.05 1.09* 24 1.13 1.19* 25 1.22 1.33 26 1.32 1.46 27 1.43 1.06* 23 1.05 1.06* 23 1.05 U4* 24 1.13 1.24* 25 1.22 1J6 27 1.43 1.51 28 1.54 1.14* 24 1.13 1.14* 24 1.13 1.19* 25 1.22 1.30 26 1.32 1.44 27 1.43 1.56 28 1.54 1.20* 25 1.22 1.20* 25 1.22 1.25* 25 1.22 1.37 26 M2 1.50 28 1.54 1.62 29 1.66 1.27* 26 1.32 1.27* 26 1.32 1J2* 26 1.32 1.45 27 1.43 1J8 28 l 54 1.66 29 1.66 1.34* 26 1.32 i.JJ 26 M2 MJ 27 1.43 MJ 28 1.54 MJ 29 1.66 US 30 1.79 MJ 27 1.43 1.46 27 1.43 IJ2 28 1.54 MJ 29 1.66 1.74 30 1.79 MJ 30 1.79 21 31 5 U 8 12 16 Calculated Thickness /Thickness Class IThiclcae* Calculated Thickness .. - /Thickness Class \Thickncaa Calculated Thickness /Thickness Class L,e \Thickne* Calculated Thickness rr__ /Thickness Clan u,e IThickne* Calculated Thickness /Thickness CIass u,e IThickneaa Calculated Thickness jr /Thickness Class \Thickness .39* 21 .90 .39* 21 .90 .94* 22 .97 1.04 23 1.05 1.15 24 1.13 1.2S 25 1.22 .94* 22 .97 .94* 22 .97 .96* 22 .97 1.09 24 1.13 1.21 25 1.22 I JO 26 1.32 1.00* 22 .97 1.00* 22 .97 1.04* 23 1.05 1.16 24 1.13 1.27 26 1.32 1.36 26 1.32 1.07* 23 1.05 1.07* 23 1.05 1.13 24 1.13 1.23 25 1.22 1J3 26 1.32 1.43 27 1.43 /./> 24 1.13 1.17 24 1.13 1.23 25 1.22 1.32 26 1.32 M2 27 1.43 1.50 28 l .54 1.28 26 M2 1.30 26 1.32 /J4 26 M2 1.42 27 1.43 l.Sl 28 1.54 1.58 28 1.54 1.42 27 1.43 MJ 1.43 f) /.47 27 1.43 1.53 28 1.54 r.60 29 1.66 M7 29 1.66 | 21 31 F 8 12 16 Calculated Thickness /Thickness Class iTlncIcnn* Calculated Thickness tT,, 1 Thickness Class \Thiclcnesa Calculated Thickness ? __ l Thickness Class L,e iThkkMM Calculated Thickness /Thickness Class (ThickneM Calculated Thickness i- /Thickness Class L* \Tliickntj. Calculated Thickness r_- /Thickness Class (Thickness .80* .86* .92* 1.00 1.15 1 28 1.42 21 21 21 22 24 26 27 .90 .90 .90 .97 1.13 1.32 1.43 80* .86* .92* 1.04 1.17 1 29 1.43 21 21 21 23 24 26 27 .90 .90 .90 1.05 1.13 1.32 1.43 .90* .98 1.08 1.19 MJ M5 21 21 22 23 25 26 27 .90 .90 .97 1.05 1.22 1.32 1.43 .94 1.00 1.08 1.16 1.26 t.36 1.49 22 22 23 24 25 26 28 .97 .97 1.05 1.13 1.22 1.32 1.54 1.05 1.10 1.17 1.25 MJ /.54 23 24 24 25 26 27 28 1.05 1.13 1.13 1.22 1.32 1.43 1.54 l.U 1.18 1.24 1.32 J.-W 1.49 /.59 24 1.13 25 1.22 25 1.22 26 1.32 27 1.43 28 1.54 1.54 D Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 16 CTD029483 TABLE 1-1 (Continued) Schedule of Barrel Thickness for Water Pipe of 18/40 Iron Strength Laying Condi* tion Depth of /i Thickness Specifications Internal Pressure--fist ISO 200 250 Barrel Thicknesses in. Forty-eight-inch Water Pipe 350 Calculated Thickness 1.14* 1.19* 7.2J* 1J2* 1.40* 1.49* 1.61 21 it-- /Thickness Class 23 24 24 25 26 26 27 u#e VThickness 1.14 1.23 1.23 1.33 1.44 1.44 1.56 Calculated Thickness 1.14* 1.20* 1.26* 1J3* 1.40* 1.50 1.66 >i ,, /Thickness Class 23 24 24 25 26 27 28 Uie {Thickness 1.14 1.23 1.23 1.33 1.44 1.56 1.68 Calculated Thickness 1.22* L27* 1.32* 1.39* 1.47 1.58 1.71 5 ri-- /Thickness Class 24 24 25 26 26 27 28 Ul* t Ttuclcnett 1.2J 1.23 1.33 1.44 1.44 1.56 1.68 Calculated Thickness i.33* 1J8* 1.44 /.5J 1.61 1.71 1.83 8 it-- /Thickness Class 25 23 26 27 27 28 29 \Thlcknen l .33 1.33 1.44 1.56 1.56 1.68 1.81 Calculated Thickness 1.49 LSS 1.61 1.69 1.77 1.85 1.94 12 r t-- / Thickness Class 26 27 27 28 29 29 30 u>e {Thickness 1.44 1.56 1.56 1.68 1.81 1.81 1.95 Calculated Thickness 1.43 1.68 1.74 1.81 1.89 1.98 2.08 16 ,. /Thickness Class 28 28 28 29 30 30 u,e \ThickneM 1.68 1.68 1.68 1.81 1.95 1.95 Calculated Thickness .97* 1.03* 1.09* 1.17* 128 1.43 7.54 2* T 1 Thickness Class 21 22 22 23 25 26 27 L,e lThicltnaa .98 1.06 1.06 1.14 1.33 1.44 1.56 Calculated Thickness .98* IJQS* 1.10* 1.17 1.31 1.45 1.61 31 rr-- /Thickness Class 21 22 23 23 25 26 27 u,e \Thlcknaa .98 1.06 1.14 1.14 1.33 1.44 1.56 Calculated Thickness LOS* 1.09* 1.15* 1.25 1.37 1.50 7.65 5 TT__ /Thickness Class 22 22 23 24 25 27 28 LK: \Thickness 1.06 1.06 1.14 1.23 1.33 1.56 1.68 Calculated Thickness 1.13 1.20 1.28 1.37 1.47 1.58 1.72 8 I'm /Thickness Class 23 24 25 25 26 27 28 u#e {Thickness 1.14 1.23 1.33 1.33 1.44 1.56 1.68 Calculated Thickness 1.28 1.J4 1.41 1.49 1.58 1.69 1.80 12 ,, /(TThhiicckknneessss Class 25 25 26 26 27 28 29 1.33 1.33 1.44 1.44 1.56 1.68 1.81 Calculated Thickness 1.38 1.43 1.50 1.58 1.67 1.77 7 87 L6 n-- /Thickness Class 25 26 27 27 28 29 29 Uie {Thickness U3 1.44 1.56 1.56 1.68 1.81 1.81 Calculated Thickness .88* .93* LOO* 1.12 1.27 1.43 1.59 21 Use /Thickness Class (Thickness 21 21 21 23 24 26 27 .98 .98 .98 1.14 1.23 L .44 1.56 Calculated Thickness .88* .94* LOl* 1.14 L29 1.44 7.60 31 n-- /Thickness Class 21 21 21 23 25 26 27 (Thickness .98 .98 .98 1.14 1.33 1.44 1.56 Calculated Thickness tt-- /Thickness Class {Thickness .93* .99* 1.08 1.20 1.33 L48 1.63 21 21 22 24 25 26 28 .98 .98 1.06 1.23 1.33 1.44 1.68 Calculated Thickness 1.03 1.10 1.19 128 1.40 1.52 1.67 8 r'-- /Thickness Class 12 23 24 25 26 27 28 L,e \Thickness 1.06 1.14 t.23 1.33 1.44 1.56 1.68 Calculated Thickness 1.15 1.22 1.29 1.39 1.48 1.60 1.73 12 ,- /Thickness Class 23 24 25 26 26 27 28 LK \Thicknees 1.14 1.23 1J3 1.44 1.44 1.56 1.68 Calculated Thickness 1.25 1.31 1.38 1.46 1.54 1.67 1.78 16 r. /ThickAess Class 24 25 25 26 27 28 29 LK (Thickne* 1.23 1.33 1.33 1.44 1.56 1.68 1.81 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is ths controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1, TABLE 1-2 Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--pit 50 100 | ISO | 200 250 | 500 Barrel Thickness--1. Three-Inch Water Pipe Calculated Thickness rt.. (Thickness Class u#e \Thickness 0.20* 22 0.32 0.20* 22 0.32 0.20* 22 0.32 0.20* 22 0.32 0.21* 22 0.32 0.21* 22 0.32 0.21 22 0.32 Calculated Thickness 0.20* 0.20* 0.20* 0.21* 0.21* 0.22* 0.22 a >tm / Thickness Class 22 22 22 22 22 22 22 u,e (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.21 0.21 0.21 0.22 0.22 0.23 0.23 5 fr,, /Thickness Class 22 22 22 22 22 22 22 Use (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.22 0.23 0.23 0.23 0.24 0.24 0.25 8 r tu / Thickness Class 22 22 22 22 22 22 22 u" (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.24 0.25 0.25 0.25 0.26 0.26 0.26 12 r/Thickness Class 22 22 22 22 22 22 22 U9e (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 16 Calculated Thickness 0.26 0.26 0.2? 0.27 0.27 0.28 0.28 tt.~ /Thickness Class 22 22 22 22 22 22 22 use (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 | f Calculated Thickness 0.19* 0.20* 0.20* 0.20* 0.2t 0.22 0.22 21 /Thickness Class 22 22 22 22 22 22 22 Use (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.19* 0.20* 0.20 0.21 0.21 0.22 0.22 3 fIo- /Thickness Class 22 22 22 22 22 22 22 . u* (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 4 Calculated Thickness 0.21 0.21 0.21 0.21 0.22 0.22 0.23 5 /Thickness Class 22 22 22 22 22 22 22 u" (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.22 0.22 0.22 0.23 0.23 0.24 0.24 8 ! r. / Thickness Class 22 22 22 22 22 22 22 u#c (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 i Calculated Thickness 0.24 0.24 0.24 0.25 0.25 0.25 0.26 ! 12 TT. /Thickness Class 22 22 22 22 22 22 22 Use (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 # Calculated Thickness 0.25 0.26 0.26 0.26 0.27 0.2 7 0.27 16 r... /Thickness Class 22 22 22 22 22 22 22 (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.19* 0.19* 0.19 0.20 0.20 0.21 0.22 21 r / Thickness Class 22 22 22 22 22 22 22 Lse (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.19* 0.19 0.19 0.20 0.20 0.21 0.22 31 r. /Thickness Class 22 22 22 22 22 22 22 L* (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.19 0.20 0.20 0.21 0.21 0.22 0.22 5 , /Thickness Class 22 22 22 22 22 22 22 Lse | Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 ! Calculated Thickness 0.21 0.21 0.21 0.22 0.22 0.23 0.23 8 r T-. /Thickness Class 22 22 22 22 22 22 22 Use (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.22 0.22 0.23 0.23 0.24 0.24 0.25 12 /Thickness Class 22 22 22 22 22 22 22 U3e (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 Calculated Thickness 0.24 0.24 0.24 0.25 0.25 0.25 0.26 16 r__ /Thickness Class 22 22 22 22 22 22 22 (Thickness 0.32 0.32 0.32 0.32 0.32 0.32 0.32 i) * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 18 CTD029485 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21145 Iron Strength Laying Condi- uon Depth of /< Thickness Specifications Internal Pressure--psi 50 100 150 200 250 | 300 | 350 Barrel Thickness--in. Four-Inch Water Pipe Calculated Thickness 0.22* 0.23* 0.23* 0.24* 0.24* 0.25* 0.25* 21 I7a_ /Thickness Class Uae \Thickness 22 045 22 045 22 0.35 22 045 22 045 22 045 22 045 Calculated Thickness 0.22* 0.22* 0 23* 0.23* 0.24 0.25 0.26 3 r,,, /Thickness Class 22 22 22 22 22 22 22 U9C (Thickness 0.35 045 045 0.35 045 045 0.35 Calculated Thickness 0.23* 0.23* 0.24* 0.24* 0.25 0.26 0 26 5 7,, /Thickness Class 22 22 22 22 22 22 22 (Thickness 0.35 045 045 045 045 045 045 Calculated Thickness 0.25 0.26 0.26 0.27 0.27 0.28 0 78 S tt_ /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness 0.35 045 0.35 0.35 045 045 045 Calculated Thickness 0.28 0.28 0.29 0.29 0.29 0.30 0.31 12 lT,, /Thickness Class 22 22 22 22 22 22 22 u#e (Thickness 0.35 045 045 045 045 045 045 Calculated Thickness 0.30 040 041 041 042 042 043 16 Tt__ /Thickness Class 22 22 22 22 22 22 22 Ua* (Thickness 0.35 045 045 045 045 045 045 Calculated Thickness 0.22* 0.22* 0.23* 0.23* 0.24* 0.24* 0.24 2 /Thickness Class 22 22 22 22 22 22 22 use (Thickness 0.35 045 0.35 045 045 0.35 045 Calculated Thickness 0.22* 0.22* 0.22* 0.23* 0.24 0.24 0.25 31 rr,, /Thickness Class 22 22 22 22 22 22 22 use (Thickness 0.35 045 045 0.35 045 045 045 Calculated Thickness 0.22 0.23 0.23 0.24 0.25 0.25 0.26 5 n,, /Thickness Class 22 22 22 22 22 22 22 use (Thickness 0.3S 045 045 0.35 045 045 045 Calculated Thickness 0.25 0.25 0.25 0.26 0.27 0.28 0.28 3 iT-_ /Thickness Class 22 22 22 22 22 22 22 \Thickne, 0.35 045 045 045 045 045 045 Calculated Thickness 0.27 0.27 0.28 0.28 0.29 0.29 040 12 /Thickness Class 22 22 22 22 22 22 22 u#c (Thickness 045 045 045 045 045 045 045 Calculated Thickness 0.29 0.29 040 040 041 041 0.32 16 Tt* /Thickness Class 22 22 22 22 22 22 22 u* \Thickne 045 045 045 045 0.35 045 045 Calculated Thickness 0.21* 0.21* 0.21* 0.22* 0.23 0.24 0.25 21 rr,, /Thickness Class 22 22 22 22 22 22 22 u#c (Thickness 045 045 045 045 045 045 0.3S Calculated Thickness 0.20* 0.21 0.21 0.22 0.23 0.24 0.25 31 TTm, /Thickness Class 22 22 22 22 22 22 22 u* iThicknes, 045 045 045 045 045 045 0.35 Calculated Thickness 0.21 0.22 0.22 0.23 0.24 0.25 0.25 5 /Thickness Class 22 22 22 22 22 22 22 U9e (Thickness 045 0.35 045 045 045 045 0.35 Calculated Thickness 0.23 0.24 0.24 0.25 0.25 0.26 0.27 3 ./Thickness Class 22 22 22 22 22 22 22 \Thlckno. 045 045 045 045 045 045 0.35 Calculated Thickness 0.25 0.26 0.26 0.27 0.27 0.28 0.28 12 rT,, / Thickness Class 22 22 22 22 22 22 22 ue (Thickness 045 045 045 045 0.35 045 0.35 Calculates Thickness 0.27 0.27 0.28 0.28 0.29 0.29 040 16 7_- /Thickness Class 22 22 22 22 22 22 22 u* (Thickness 045 045 045 0.35 0.35 045 045 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. Condi tion TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength Depth of Cover ft Thickness Specifications Internal Pressure--pH SO | 100 | 150 200 250 Barrel Thickness--*. J00 | JSO Six-Inch Water Pipe Calculated Thickness 0.28* 0.28* 0.29* 0.30* 0.30* 0.31* 0.32* ji i?,, /Thickness Class 21 21 21 21 21 21 21 use \ Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 Calculated Thickness 0.27* 0.27* 0.28* 0.29* 0.29* OJO* 0.32 SI f Ta / Thickness Class 21 21 21 21 21 21 21 use (Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 5 .4 8 Calculated Thickness r -c 1 Thickness Class use (Thickness Calculated Thickness r__ / Thickness Class usc (Thickness 0.28* 21 0.35 0.31 21 0.35 0.28* 21 0.35 0.31 21 0.35 0.29 21 0.35 0.32 21 0.35 0.30 21 0.35 0.33 21 0.35 0.31 21 0.35 0.34 21 0.35 0.32 21 0.35 0.35 21 0.35 0.33 21 0.35 0.36 21 0.35 Calculated Thickness 0.34 0.35 0.36 0.36 0.37 0.38 0.39 12 i 1 Thickness Class 21 21 21 21 22 22 22 (Thickness 0.35 0.35 0.35 0.35 0.38 0.38 0.38 Calculated Thickness 0.38 0.38 0.39 0.39 0.40 0.41 0.42 16 it-- P hickness Class 22 22 22 22 23 23 23 use (Thickness 0.38 0.38 0.38 0.38 0.41 0.41 0.41 I t Calculated Thickness 0.27* 0.27* 0.28* 0.29* 0.29* 0.30* 0.31* Si ,. (Thickness Class 21 21 21 21 21 21 21 Lsc (Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 Calculated Thickness 0.26* 0.27* 0.27* 0.28* 0.29* 0.30 0.31 J1 / Thickness Class 21 21 21 21 21 21 21 (Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 D Calculated Thickness 0.27* 0.27* 0.28* 0.29 0.30 0.31 0.32 5 / Thickness Class 21 21 21 21 21 21 21 u,e \ Thickness 0.35 0.35 0.35 0.3S 0.35 0.35 0.35 Calculated Thickness 0.30 0.30 0.31 0.32 0.33 0.34 0.35 8 r/Thickness Class 21 21 21 21 21 21 21 \ Thickness 0.35 0.35 0.J5 0.35 0.35 0.35 0.35 Calculated Thickness 0.33 0.34 0.34 0.35 0.36 0.37 0.38 12 11-- i Thickness Class 21 21 21 21 21 22 22 use (Thickness 0.35 0.35 0.35 0.35 0.35 0.38 0J8 Calculated Thickness 0.36 0.37 0.37 0.38 0.39 0.39 0.40 16 t'.~ /Thickness Class 21 22 22 22 22 22 23 \Thickness 0.35 0.38 0.38 0.38 0.38 0.38 0.41 Calculated Thickness 0.25* 0.26* 0.26* 0.27* 0.28* 0.29* 0.30 21 f Thickness Class 21 21 21 21 21 21 21 I Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 Calculated Thickness 0.24* 0.25* 0.25 0.26 0.28 0.29 0.31 SI /Thickness Class 21 21 21 21 21 21 21 Lse (Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 Calculated Thickness 0.25 0.26 0.27 0.28 0.29 0.30 0.31 5 (Thickness Class 21 21 21 21 21 21 21 Ls* ITh.ckness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 Calculated Thickness 0.23 0.28 0.29 0.30 0.31 0.32 0.33 3 .. /Thickness Class 21 2t 21 21 21 21 21 (Thickness 0.35 0.35 0.3S 0.35 0.35 0.35 0.35 Calculated Thickness 0.31 0.31 0.32 0.33 0.34 0.34 0.35 12 ,. (Thickness Class 21 21 21 21 21 21 21 \Thickness 0.35 0.3S 0.35 0.35 0.35 0.35 0.35 Calculated Thickness 0.33 0.34 0.34 0.35 0.36 0.37 0.38 16 ,, /Thickness Class 21 21 21 21 21 22 22 Lse (Thickness 0.35 0.35 0.35 0.35 0.35 0.38 0.38 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 20 0 CTD029487 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength ) Condi tion Depth of Cover Thickness Specifications Internal Pressure--psi 50 100 | ISO | 200 2S0 | 300 350 Barrel Thickness in. Eight-Inch Water Pipe Calculated Thickness 0.J3* 0.33* 0.34* 0.35* 0.J6* 0.37* 0.J8* 21 r r*> 1 Thickness Class 20 20 20 20 20 21 21 (Thickness 0.35 0.35 0.35 0.35 0.35 0.38 0.38 Calculated Thickness 0.32* 0.32* 0.33* 0.34* 0.35* 0.36* 0.38 n-. /Thickness Class 20 20 20 20 20 20 21 u* [Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.38 5 A Calculated Thickness !T,, /Thickness Class use (Thickness 0.32* 20 0.35 0.33* 20 0.3S 0.34* 20 0.3S 0.35 20 0.3S 0.36 20 0.3S 0.38 21 0.38 0.39 21 0.38 Calculated Thickness 0.36 0.37 0.38 0.39 0.40 0.41 0.43 8 r ,, / Thickness Class Use (Thickness 20 21 21 21 22 22 23 0.35 0.38 0.38 0.38 0.41 0.41 0.44 Calculated Thickness 0.41 0.42 0.43 0.44 0.45 0.46 0.47 12 ri* /Thickness Class 22 22 23 23 23 24 24 U9e (Thickness 0.41 0.41 0.44 0.44 0.44 0.48 0.48 Calculated Thickness 0.44 0.45 0.46 0.47 0.47 0.48 0.50 16 /Thickness Class 23 23 24 24 24 24 25 u,e \ Thickness 0.44 0.44 0.48 0.48 0.48 0.48 0.S2 Calculated Thickness 0.31* 0.32* 0.33* 0.34* 0.35* 0.36* 0.37* 21 /Thickness Class U* (Thickness 20 0.35 20 0.35 20 0.3S 20 0.35 20 0.35 20 0.35 21 0.38 Calculated Thickness r r__ / Thickness Class Use (Thickness 0.30* 20 0.35 0.31* 20 0.35 0.32* 20 0.35 0.33* 20 0.35 0.34* 20 0.35 0.35 20 0.35 0.37 21 0.38 5 B 8 Calculated Thickness r / Thickness Class use [Thickness Calculated Thickness *t__ /Thickness Class use [Thickness 0.31* 20 0.35 0.35 20 0.35 0.32* 20 0.35 0.35 20 0.35 0.33 20 0.35 0.36 20 0.35 0.34 20 0.35 0.37 21 0.38 0.35 20 0.J5 0.39 21 0.38 0.37 21 0.38 0.40 22 0.41 0.38 21 0.38 0.41 22 0.41 12 Calculated Thickness i/Thickness Class 0.39 0.40 0.41 0.42 0.43 0.44 0.45 21 22 22 22 23 23 23 ) u* [Thickness Calculated Thickness 0.38 0.42 0.41 0.43 0.41 0.44 0.41 0.44 0.44 0.45 0.44 0.46 0.44 0.48 16 tr,, /Thickness Class 22 23 23 23 23 24 24 usc (Thickness 0.41 0.44 0.44 0.44 0.44 0.48 0.48 Calculated Thickness 0.29* 0.30* 0.30* 0.31* 0.32* 0.34 0.36 2| ir__ /Thickness Class 20 20 20 20 20 20 20 use (Thickness 0.35 0.35 0.35 0.35 0.35 0.33 0.35 Calculated Thickness 0.28* 0.29* 0.30* 0.31* 0.33 0.35 0.36 3 T,, /Thickness Class 20 20 20 20 20 20 20 use [Thickness 0.35 0.35 0.35 0.35 0.35 0.35 0.35 F s Calculated Thickness r / Thickness Class Lse [Thickness 0.29* 20 0.35 0.30 20 0.35 0.31 20 0.35 0.32 20 0.35 0.34 20 0.35 0.36 20 0.3S 0.37 21 0.38 Calculated Thickness 0.32 0.33 0.34 0.35 0.36 0.38 0.39 8 i / Thickness Class 20 20 20 20 20 21 21 Lx [Thickness 0.35 0.35 0.35 0.J5 0.35 0.38 0.38 Calculated Thickness 0.36 0.37 0.38 0.39 0.40 0.41 0.42 12 /Thickness Class 20 21 21 21 22 22 22 Lse [Thickness 0.35 0.38 0.38 0.38 0.41 0.41 0.41 Calculated Thickness 0.38 0.39 0.40 0.41 0.42 0.43 0.44 16 /Thickness Class 21 21 22 22 22 23 23 l [Thickness 0.38 0 38 0.41 0.41 0.41 0.44 0.44 Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 21 CTD029488 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications Interna] Pressure--pH 50 100 150 200 250 Barrel Thickness--in. Ten-Inch Water Pipe Calculated Thickness 0.38* 0.39* 0.40* 0.41* 0.42* 0.44* 0.45* 21 rj.. /Thickness Class 20 20 21 21 21 22 22 UM (Thickness 0.38 0.38 0.41 0.41 0.41 0.44 0.44 Calculated Thickness 0.37* 0.38* 0.39* 0.40* 0.41* 0.43* 0.44 31 /Thickness Class u* ( Thickness 20 20 20 21 21 22 22 0.38 0.38 0.38 0.41 0.41 0.44 0.44 Calculated Thickness 0.38* 0.39* 0.40* 0.41 0.43 0.44 0.46 5 r _ /Thickness Class 20 20 21 21 22 22 23 UJ* \Thicknejj * 0.38 0.38 0.41 0.41 0.44 0.44 0.48 Calculated Thickness 0.42 0.44 0.45 0.46 0.47 0.49 0.S1 8 /Thickness Class 21 22 22 23 23 23 24 u* \ Thickness 0.41 0.44 0.44 0.48 0.48 0.48 0.52 Calculated Thickness 0.48 0.49 0.50 0.51 0.53 0.54 0.56 12 ri-_ /Thickness Class 23 23 24 24 24 25 25 Use (Thickness 0.48 0.48 0.52 0.52 0.S2 0.56 0.56 Calculated Thickness 0.51 0.52 0.53 0.54 0.S5 0.56 0.58 16 n,, /Thickness Class 24 24 24 25 25 25 26 U3C (Thickness 0.52 0.52 0.52 0.56 0.56 0.56 0.60 I 21 J 5 B 8 12 16 Calculated Thickness it-- / Thickness Class use (Thickness Calculated Thickness rr*~ /Thickness Class Use (Thickness Calculated Thickness /Thickness Class Use (Thickness Calculated Thickness n,, /Thickness Class U9e (Thickness Calculated Thickness i[,, 1 Thickness Class u* 1 Thickness Calculated Thickness it.. /Thickness Class LK lThickness 0.36* 20 0.38 0.35* 20 0.38 0.36* 20 0.38 0.40 21 0.41 0.46 23 0.48 0.48 23 0.48 0.37* 20 0.38 0.36* 20 0.38 0.37* 20 0.38 0.42 21 0.41 0.47 23 0.48 0.49 23 0.48 0.38* 20 0.38 0.37* 20 0.38 0.38* 20 0.38 0.43 22 0.44 0.48 23 0.48 0.50 24 0.52 0.39* 20 0.38 0.39* 20 0.38 0.40 21 0.41 0.44 22 0.44 0.49 23 0.48 0.51 24 0.52 0.41* 21 0.41 0.40* 21 0.41 0.41 21 0.41 0.46 23 0.48 0.50 24 0.52 0.52 24 0.52 0.42* 21 0.41 0.41 21 0.41 0.43 22 0.44 0.47 23 0.48 0.S2 24 0.52 0.54 25 0.56 0.44* 22 0.44 0.44 22 0.44 0.46 23 0.48 0.49 23 0.48 0.53 24 0.52 0.55 25 0.56 I i Calculated Thickness 0.33* 0.34* 0.35* 0.37* 0.38* 0.40 0.43 21 rLs-e. /(TThhiicckknneessss Class 20 20 20 20 20 21 22 0.38 0.38 0.38 0.38 0.38 0.41 0.44 Calculated Thickness 0.33* 0.33* 0.35* 0.36* 0.38 0.40 0.43 31 / Thickness Class 20 20 20 20 20 21 22 (Thickness 0.38 0.38 0.38 0.38 0.38 0.41 0.44 Calculated Thickness 0.33* 0.34 0.36 0.38 0.40 0.42 0.44 5 r- /Thickness Class 20 20 20 20 21 21 22 L3e \Thickness 0.38 0.38 0.38 0.38 0.41 0.41 0.44 Calculated Thickness 0.37 0.38 0.40 0.41 0.43 0.4S 0.47 8 rr._ /Thickness Class 20 20 21 21 22 22 23 ^Thickness 0.38 0.38 0.41 0.41 0.44 0.44 0.48 Calculated Thickness 0.42 0.43 0.44 0.45 0.47 0.48 0.50 12 /Thickness Class 21 22 22 22 23 23 24 L3e iThicknesj 0.41 0.44 0.44 0.44 0.48 0.48 0.52 Calculated Thickness 0.44 0.45 0.46 0.47 0.48 0.50 0.52 16 r I Thickness Class 22 22 23 23 23 24 24 IThifkneM 0.44 0.44 0.48 0.48 0.48 0.52 0.52 * Asterisk following total calculated thickness indicates that truck superload (Case 2) Is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See >ec. 1-2.1. 22 0 CTD029489 i 1 - TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe cf 21/45 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications so | 100 Internal Pressure--psi ISO 200 250 Barrel Thickness-- Twelve-Inch Water Pipe 2* Calculated Thickness 0.4J* 0.44* 0.45* 0.47* 0.48* 0.49* 0.51* /Thickness Class 21 21 21 22 22 22 23 L* l Thickness 0.44 0.44 0.44 0.48 0.48 0.48 0.52 Calculated Thickness r._ /Thickness Class \Thickness 0.42* 20 0.41 0.43* 21 0.44 0.44* 21 0.44 0.45* 21 0.44 0.47* 22 0.48 0.48* 22 0.48 0.50* 23 0.52 Calculated Thickness 0.43* 0.44* 0.45* 0.46* 0.48 0.50 0.S2 s r>M /Thickness Class 21 21 21 22 22 23 23 usc (Thickness 0.44 0.44 0.44 0.48 0.48 0.52 0.52 Calculated Thickness 0.48 0.49 0.50 0.52 0.54 0.55 0.57 3 tt* /Thickness Class 22 22 23 23 24 24 24 Use (Thickness 0.48 0.48 0.52 0.52 0.56 0.56 0.56 Calculated Thickness 0.53 0.54 0.56 0.57 0.58 0.60 0.62 12 it-- /Thickness Class 23 24 24 24 25 25 25 u,e \Thickaen 0.52 0.56 0.S6 0.56 0.60 0.60 0.60 Calculated Thickness 0.56 0.57 0.58 0.60 0.61 0.63 0.64 16 it-- /Thickness Class 24 24 25 25 25 26 26 u#e (Thickness 0.56 0.56 0.60 0.60 0.60 0.65 0.65 Calculated Thickness 0.41* 0.42* 0.43* 0.44* 0.46* 0.47* 0.49* 21 n-- /Thickness Class 20 20 21 21 22 22 22 UK (Thickness 0.41 0.41 0.44 0.44 0.48 0.48 0.48 Calculated Thickness 0.39* 0.40* 0.42* 0.43* 0.45* 0.46* 0.49 JJ it-- /Thickness Class 20 20 20 21 21 22 22 u#c (Thickness 0.41 0.41 0.41 0.44 0.44 0.48 0.48 Calculated Thickness 0.40* 0.41* 0.42* 0.44* 0.46 0.48 0.51 5 it-- /Thickness Class 20 20 20 21 22 22 23 u#e (Thickness 0.41 0.41 0.41 0.44 0.48 0.48 0.52 Calculated Thicn ess 0.45 0.46 0.48 0.49 0.51 0.53 0.55 8 TTm /Thickness Class 21 22 22 22 23 23 24 u#e \ Thickness 0.44 0.48 0.48 0.48 0.52 0.52 0.56 Calculated Thickness 0.50 0.51 0.52 0.54 0.56 0.57 0.59 12 rt- /ThicknessClass 23 23 23 24 24 24 25 LK (Thickness 0.52 0.52 0.52 0.56 0.56 0.S6 0.60 Calculated Thickness 0.52 0.54 0.55 0.56 0.58 0.60 0.61 16 n-- /Thickness Class 23 24 24 24 25 25 25 u* (Thickness 0.52 0.S6 0.56 0.56 0.60 0.60 0.60 Calculated Thickness 0.37* 0.38* 0.39* 0.41* 0.42* 0.44* 0.48 2 it-- /Thickness Class 20 20 20 20 20 21 22 U5e (Thickness 0.41 0.41 0.41 0.41 0.41 0.44 0.48 Calculated Thickness 0.36* 0.37* 0.38* 0.40* 0.42 0.45 0.48 SJ rr-- /Thickness Class 20 20 20 20 20 21 22 use (Thickness 0.41 0.41 0.41 0.41 0.41 0.44 0.48 Calculated Thickness 0.37* 0.38* 0.39* 0.42 0.44 0.47 0.49 s ... /Thickness Class 20 20 20 20 21 22 22 \ThickneM 0.41 0.41 0.41 0.41 0.44 0.48 0.48 Calculated Tjickness 0.41 0.43 0.44 0.46 0.48 0.50 0.53 8 r^-- /Thickness Class 20 21 21 22 22 23 23 b,e \Thickneu 0.41 0.44 0.44 0.48 0.48 0.52 0.52 Calculated Thickness 0.45 0.47 0.48 0.50 0.52 0.54 0.56 U t'-- /Thickness Class 21 22 22 23 23 24 24 L5e (Thickness 0.44 0.48 0.48 0.52 0.52 0.56 0.56 Calculated Thickness 0.48 0.49 0.50 0.52 0.54 0.55 0.57 16 y,, /Thickness Class 22 22 23 23 24 24 24 \Thickneia 0.48 0.48 0.52 0.52 0.56 0.56 0.56 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21(45 Iron Strength Laying Condi> tlOQ Depth of Cover ft Thickness Specifications Internal Pressure--pst so 100 ISO 200 250 300 Barrel Thickness--. Fourteen-Inch Water Pipe 350 Calculated Thickness 0.48* 0.50* 0.51* 0.53* 0.54* 0.56* 0.56* 2| iTm /ThicknessClass 21 22 22 23 23 23 24 u,e \Thickness 0.48 0.51 0.51 0.55 0.55 0.55 0.59 Calculated Thickness 0.47* 0.49* 0.50* 0.52* 0.53* 0.55* 0.58 3* /Thickness Class 21 21 22 22 23 23 24 0,e t Thickness 0.48 0.48 0.51 0.51 0.55 0.55 0.59 Calculated Thickness 0.49* 0.51* 0.52* 0.53* 0.55* 0.58 0.60 s r.,, /Thickness Class 21 22 22 23 23 24 24 u" \ Thickness 0.48 0.51 0.51 0.55 0.55 0.59 0.59 Calculated Thickness 0.55 0.56 0.58 0.60 0.62 0.64 0.66 8 rrM /Thickness Class 23 23 24 24 25 25 25 u#e (Thickness 0.55 0.55 0.59 0.59 0.64 0.64 0.64 Calculated Thickness 0.60 0.61 0.63 0.65 0.67 0.68 0.71 12 /Thickness Class 24 24 25 25 26 26 26 *'*' l Thickness 0.59 0.59 0.64 0.64 0.69 0.69 0.69 Calculated Thickness 0.63 0.65 0.66 0.68 0.69 0.71 0.73 16 ri- /Thickness Class 25 25 25 26 26 26 27 UK iThickness 0.64 0.64 0.64 0.69 0.69 0.69 0.75 o (r 21 31 5 B 8 12 16 Calculated Thickness n- /Thickness Class (Thickness Calculated Thickness rr,, /Thickness Class use (Thickness Calculated Thickness /Thickness Class \ Thickness Calculated Thickness I7m /Thickness Class IThickness Calculated Thickness /Thickness Class VK \Thickness Calculated Thickness /Thickness Class use l Thickness 0.45* 21 0.48 0.44* 21 0.48 0.46* 21 0.48 0.52 22 0.51 0.56 23 0.55 0.59 24 0.59 0.47* 21 0.48 0.46* 21 0.48 0.47* 21 0.48 0.53 23 0.55 0,57 24 0.59 0.60 24 0.59 0.48* 21 0.48 0.47* 21 0.48 0.49* 21 0.48 0.55 23 0.55 0.59 24 0.59 0.62 25 0.64 0.50* 22 0.51 0.49* 21 0.48 0.50 22 0.51 0.57 24 0.59 0.61 24 0.59 0.64 25 0.64 0.51* 22 0.51 0.51* 22 0.51 0.53 23 0.55 0.59 24 0.59 0.63 25 0.64 0.65 25 0.64 0.53* 23 0.55 0.53 23 0.55 0.S6 23 0.55 0.61 24 0.59 0.65 25 0.64 0.67 26 0.69 0.56* 23 0.55 0.57 24 0.59 0.59 24 0.59 0.64 25 0.64 0.67 26 0.69 0.70 26 0.69 fl I Calculated Thickness 0.42* 0.43* 0.44* 0.46* 0.48* 0.51 O.SS 2 itm. /Thickness Class 21 21 21 21 21 22 23 \ Thickness 0.48 0.48 0.48 0.48 0.48 0.51 0.5S Calculated Thickness 0.41* 0.42* 0.44* 0.45* 0.48 0.52 0.56 31 /Thickness Class 21 21 21 21 21 22 23 L'*e (Thickness 0.48 0.48 0.48 0.48 0.48 0.51 0.55 Calculated Thickness 0.42* 0.43* 0.45 0.48 0.51 0.54 0.57 s rrM /Thickness Class 21 21 21 21 22 23 24 Lse \Thickness 0.48 0.48 0.48 0.48 0.51 0.55 0.59 Calculated Thickness 0.47 0.49 0.51 0.53 0.55 0.58 0.61 8 T /Thickness Class 2t 21 22 23 23 24 24 \Thickness 0.48 0.48 0.51 0.55 0.55 0.59 0.59 Calculated Thickness 0.51 0.53 0.54 0.56 0.59 0.61 0.63 12 rr,, /Thickness Class 22 23 23 23 24 24 25 U9e (Thickness 0.51 0.55 0.55 0.55 0.59 0.59 0.64 Calculated Thickness 0.54 0.S5 0.57 0.59 0.61 0.63 0.65 16 i* . /Thickness Class 23 23 24 24 24 25 25 lThickness 0.55 0.55 0.59 0.59 0.59 0.64 0.64 Asterisk following total calculated thickness indicates that truck superload (Case 2) Is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case l) is the controlling factor. See Sec. 1-2.1. 24 0 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength Laying Condi Depth of ) tion Internal Pressure--pri Thickness Specifications ISO 200 250 Barrel Thickness--in. Sixteen-Inch Water Pipe Calculated Thickness 0.52* 0.53* 0.55* 0.57* 0.59* 0.61* 0.63* 2 ,. /Thickness Class 22 22 22 23 23 24 24 Lie (Thickness 0.54 0.54 0.54 0.58 0.58 0.63 0.63 Calculated Thickness 0.51* 0.53* 0.54* 0.56* 0.58* 0.60* 0.63* n i'-- /Thickness Class 21 22 22 23 23 23 24 (Thickness 0.50 0.54 0.54 0.58 0.58 0.S8 0.63 Calculated Thickness 0.55* 0.55* 0.56* 0.58* 0.60* 0.63 0.66 5 ,r__ /Thickness Class 22 22 23 23 23 24 25 L'*c \ Thickness 0.54 0.54 0.58 0.58 0.58 0.63 0.68 8 Calculated Thickness . - (Thickness Class 0.59 23 0.61 24 0.62 24 0.64 24 0.67 25 0.69 25 0.72 26 | Thickness 0.58 0.63 0.63 0.63 0.68 0.68 0.73 Calculated Thickness 0.64 0.66 0.68 0.70 0.72 0.74 0.77 12 I'mm /Thickness Class 24 25 25 25 26 26 27 LM (Thickness 0.63 0.68 0.68 0.68 0.73 0.73 0.79 Calculated Thickness 0.68 0.70 0.71 0.73 0.75 0.77 0.80 16 r / Thickness Class 25 25 26 26 26 27 27 (Thickness 0.68 0.68 0.73 0.73 0.73 0.79 0.79 Calculated Thickness 0.48* 0.50* 0.51* 0.53* 0.55* 0.58* 0.60* 21 r._ /Thickness Class 21 21 21 22 22 23 23 u* (Thickness 0.50 0.50 0.50 0.54 0.54 0.58 0.58 Calculated Thickness 0.48* 0.49* 0.51* 0.53* 0.55* 0.57 0.61 c J ,/Thickness Class 21 21 21 22 22 23 24 (Thickness 0.50 0.50 0.50 0.54 0.54 0.58 0.63 Calculated Thickness 0.49* 0.51* 0.53* 0.54 0.57 0.60 0.64 5 r / Thickness Class 21 21 22 22 23 2J 24 L#e (Thickness 0.50 0.50 0.54 0.54 0.58 0.58 0.63 8 Calculated Thickness /Thickness Class 0.55 22 0.57 23 0.59 23 0.61 24 0.63 24 0.66 25 0.69 25 ^ (Thickness 0.S4 0.58 0.58 0.63 0.63 0.68 0.68 Calculated Thickness 0.60 0.62 0.63 0.65 0.68 0.70 0.73 12 r- /Thickness Class 23 24 24 24 25 25 26 > U8e (Thickness 0.58 0.63 0.63 0.63 0.68 0.68 0.73 Calculated Thickness 0.63 0.65 0.67 0.69 0.71 0.73 0.76 16 . / Thickness Class 24 24 25 25 26 26 27 u,e (Thickness 0.63 0.63 0.68 0.68 0.73 0.73 0.79 Calculated Thickness 0.44* 0.46* 0.47* 0.49* 0.52* 0.55 0.60 2* >. /Thickness Class 21 21 21 21 22 22 23 u#e (Thickness 0.50 0.50 0.50 0.50 0.54 0.54 0.S8 Calculated Thickness 0.44* 0.45* 0.47* 0.49* 0.52 0.56 0.60 J! /Thickness Class 21 21 21 21 22 23 23 (Thickness 0.50 0.50 0.50 0.50 0.54 0.58 0.58 Calculated Thickness 0.45* 0.47* 0.49 0.52 0.55 0.58 0.62 5 rt. /Thickness Class u,e (Thickness 21 21 21 22 22 23 24 0.50 o.so 0.50 0.54 0.54 0.58 0.63 Calculated Thickness 0.50 0.52 0.54 0.57 0.59 0.62 0.66 8 n.. /Thickness Class 21 22 22 23 23 24 25 u" (Thickness 0.51 0.54 0.54 0.58 0.58 0.63 0.68 Calculated Thickness 0.55 0.56 0.58 0.61 0.63 0.66 0.69 12 /Thickness Class 22 23 23 24 24 25 25 usc (Thickness 0.54 0.58 0.58 0.63 0.63 0.68 0.68 Calculated Thickness 0.58 0.59 0.61 0.63 0.66 0.68 0.71 16 f... / Thickness Class 23 23 24 24 25 25 26 ! L" (Thickness 0.58 0.58 0.63 0.63 0.68 0.68 0.73 * Asterisk following total calculated thickness indicates that truck supertoad (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 25 CTD029492 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of Zl145 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--pn SO 100 | ISO 200 | 250 | 500 | 5S0 Barrel Thickness--in. Eighteen-Inch Water Pipe Calculated Thickness 0.56* 0.57* 0.59* 0.61* 0.63* 0.66* 0.68* 2i /Thickness Class 22 22 22 23 23 24 24 u" \ThickM. 0.58 0.58 0.58 0.63 0.63 0.68 0.68 Calculated Thickness 0.S5* 0.57* 0.58* 0.60* 0.63* 0.65* 0.68 /Thickness Class 2k 22 22 22 23 23 24 UK \ThiekneM 0.54 0.58 0.58 0.58 0.6J 0.63 0.68 Calculated Thickness 0.57* 0.59* 0.61* 0.63* 0.65 0.68 0.72 5 ru /Thickness Class 22 22 23 23 23 24 25 u" iThickOfM 0.S8 0.58 0.63 0.63 0.63 0.68 0.73 Calculated Thickness 0.63* 0.65 0.67 0.69 0.72 0.75 0.78 8 fTa /Thickness Class 23 23 24 24 25 25 26 vm {Thickness 0.63 0.63 0.68 0.68 0.73 0.73 0.79 Calculated Thickness 0.69 0.71 0.73 0.75 0.78 0.80 0.83 12 /Thickness Class 24 25 25 25 26 26 27 u,e tThickMM 0.68 0.73 0.73 0.73 0.79 0.79 0.85 Calculated Thickness 0.73 0.75 0.77 0.79 0.82 0.84 0.87 16 TT-_ /Thickness Class 25 25 26 26 27 27 27 u* \Thtcknen 0.73 0.73 0.79 0.79 0.85 0.85 0.85 Calculated Thickness 0.51* 0.53* 0.55* 0.57* 0.59* 0.62* 0.65 2 rr* /Thickness Class 21 21 21 22 22 23 23 U** {Thickness 0.54 0.54 0.54 0.58 0.58 0.63 0.63 Calculated Thickness 0.51* 0.53* 0.54* 0.56* 0.S9* 0.62 0.67 J rr,, /Thickness Class 21 21 21 22 22 23 24 u,e \Thicknett 0.54 0.54 0.54 0.58 0.58 0.63 0.68 5 B 8 Calculated Thickness ft.* /Thickness Class \ThicknM. Calculated Thickness /Thickness Class UK \Thickiia. 0.53* 21 0.54 0.58 22 0.58 0.54* 21 0.54 0.60 22 0.58 0.56* 22 0.58 0.62 23 0.63 0.59 22 0.58 0.65 23 0.63 0.62 23 0.63 0.68 24 0.68 0.66 24 0.68 0.71 25 0.73 0,70 24 0.68 0.74 25 0.73 Calculated Thickness 0.64 0.66 0.68 0.70 0.73 0.76 0.79 12 t fu /Thickness Class 23 24 24 24 25 26 26 u" (ThickiM*. 0.63 0.68 0.68 0.68 0.73 0.79 0.79 Calculated Thickness 0.68 0.70 0.72 0.74 0.76 0.79 0.82 16 ru /Thickness Class 24 24 25 25 26 26 27 U* lThickness 0.68 0.68 0.73 0.73 0.79 0.79 0.85 Calculated Thickness 0.47* 0.49* 0.50* 0.53* 0.55* 0.60 0.65 2 /Thickness Class 21 21 21 21 21 22 23 u" \ThicknM. 0.54 0.54 0.54 0.54 0.S4 0.58 0.6J Calculated Thickness 0.46* 0.48* 0.50* 0.52* 0.56 0.61 0.66 3* r / Thickness Class 21 21 21 21 22 2J 24 iThickntw 0.54 0.54 0.54 0.54 0.58 0.63 0.68 Calculated Thickness 0.48* 0.50* 0.52 0.S6 0.59 0 63 0.68 5 n,, /Thickness Class 21 21 21 22 22 23 24 \ThickneM 0.54 0.S4 0.54 0.58 0.58 0.63 0.68 Calculated Thickness 0.54 0.56 0.58 0.61 0.64 0.67 0.71 8 /Thickness Class 21 22 22 23 23 24 25 ''* {Thickness 0.54 0.58 0.58 0.6J 0.63 0.68 0.73 Calculated Thickness 0.58 0.60 0.63 0.65 0.68 0.71 0.74 12 ft.* /Thickness Class 22 22 23 23 24 25 25 u#e \Thickness 0.58 0.58 0.63 0.63 0.68 0.73 0.73 Calculated Thickness 0.61 0.63 0.66 0.68 0.71 0.74 0.77 16 r/Thickness Class 23 23 24 24 25 25 26 {Thickness 0.63 0.63 0.68 0.68 0.73 0.73 0.79 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case l) is the controlling factor. See Sec. 1-2.1. TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength i Condi ) tion Depth of Cover ft Thickness Specifications Internal Pressure--psi 50 100 | 150 | 200 | 250 j 500 Barrel Thickness--*. Twenty-Inch Water Pipe 550 Calculated Thickness 0.59* 0.61* 0.63 0.65* 0.68* 0.71* 0.74* 21 11-_ /Thickness Class 21 22 22 23 23 24 24 u* \Thickness 0.57 0.62 0.62 0.67 0.67 0.72 0.72 Calculated Thickness 0.59* 0.61* 0.63* 0.65* 0.68* 0.70* 0.73* 3 /Thickness Class 21 22 22 23 23 24 24 L#e \Thickness 0.S7 0.62 0.62 0.67 0.67 0.72 0.72 5 A 3 Calculated Thickness r /Thickness Class L,e IThicIcnia, Calculated Thickness Ir,, /Thickness Class Ufe (Thickness 0.62* 22 0.62 0.67* 23 0.67 0.64* 22 0.62 0.69 23 0.67 0.65* 23 0.67 0.71 24 0.72 0.67* 23 0.67 0.74 24 0.72 0.70* 24 0.72 0.77 25 0.78 0.73 24 0.72 0.80 2S 0.78 0.77 25 0.78 0.83 26 0.84 Calculated Thickness 0.74 0.76 0.78 0.80 0.83 0.86 0.89 12 r/Thickness Class 24 25 25 25 26 26 27 \Thickne* 0.72 0.78 0.78 0.78 0.84 0.84 0.91 16 Calculated Thickness 0.78 0.80 0.83 0.85 0.87 0.90 0.93 it.* /Thickness Class 25 25 26 26 26 27 27 l,e (Thickness 0.78 0.78 0.84 0.84 0.84 0.91 0.91 Calculated Thickness 0.55* 0.56* 0.58* 0.61* 0.63* 0.66* 0.70* 2 ?'.* /Thickness Class 21 21 21 22 22 23 24 iThickaM, 0.57 0.S7 0.57 0.62 0.67 0.67 0.72 Calculated Thickness 0.54* 0.56* 0.58* 0.60* 0.63* 0.66* 0.71* 31 TTm /Thickness Clan 21 21 21 22 22 23 24 Use (Thickness 0.57 0.57 0.57 0.62 0.62 0.67 0.72 Calculated Thickness 0.57* 0.58* 0.60* 0.63* 0.66 0.70 0.74 s rt__ /Thickness Class 21 21 22 22 23 24 24 Use (Thickness 0.57 0.57 0.62 0.62 0.67 0.72 0.72 Calculated Thickneaa 0.62 0.64 0.66 0.69 0.72 0.76 0.79 3 ,Tm /Thickness Class 22 22 23 23 24 24 25 u#e (Thickness 0.62 0.62 0.67 0.67 0.72 0.78 0.78 Calculated Thickness 0.68 0.70 0.72 0.75 0.77 0.81 0.84 12 it** /Thickness Class 23 24 24 25 25 26 26 u* \Thtcknew 0.67 0.72 0.72 0.78 0.78 0.84 0.84 Calculated Thickness 0.72 0.74 0.76 0.78 0.81 0.34 0.87 16 r r-- / Thickness Class 24 24 25 25 25 26 26 use (Thickness 0.72 0.72 0.78 0.78 0.84 0.84 0.84 Calculated Thickness 0.50* 0.52* 0.54* 0.56* 0.59* 0.64 0.69 2 iTm /Thickness Class u#e (Thickness 21 21 21 21 21 22 23 0.57 0.57 0.57 0.57 0.57 0.62 0.67 Calculated Thickness 0.49* 0.51* 0.53* 0.56* 0.60 0.65 0.70 3* ii,, /Thickness Class 21 21 21 21 22 23 24 use (Thickness 0.57 0.57 0.57 0.57 0.62 0.67 0.72 Calculated Thickness 0.51* 0.53 0.55 0.59 0.63 0.67 0.72 5 rr /Thickness Class 21 21 21 21 22 23 24 (Thickness 0.57 0.57 0.57 0.S7 0.62 0.67 0.72 Calculated Thickness 0.56 0.59 0.61 0.64 0.68 0.72 0.76 8 it.* /Thickness Class 21 21 22 22 23 24 25 Use (Thickness 0.57 0.57 0.62 0.62 0.67 0.72 0,78 Calculated Thickness 0.61 0.64 0.66 0.69 0.72 0.75 0.79 12 /Thickness Class 22 22 23 23 24 25 25 \Thicltne9. 0.62 0.62 0.67 0.67 0.72 0.7B 0.78 Calculated Thickness 0.65 0.67 0.70 0.72 0.75 0.78 0.82 16 r'* /Thickness Class 23 23 24 24 25 25 26 (Thickness 0.67 0.67 0.72 0.72 0.78 0.78 0.84 * Asterisk following total calculated thickness Indicate* that truck auperload (Caae 2 )ia the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1, 27 CTD029494 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength Laying Condi- Depth of Cover /i Thickness Specifications Internal Pressure--psi 50 100 | 150 200 | 250 | 300 Barrel Thickness--*. Twenty-four-inch Water Pipe 350 Calculated Thickness 0.66* 0.68* 0.71* 0.73* 0.76* 0.80* 0.84* 2i rr-- /Thickness Class UK (Thickness 22 0.68 22 0.68 23 0.73 23 0.73 24 0.79 24 0.79 25 0.85 Calculated Thickness 0.66* 0.68* 0.70* 0.73* 0.76* 0.79* 0.83* 3* n- /Thickness Class u#e (Thickness 22 22 22 23 24 24 25 0.68 0.68 0.68 0.73 0.79 0.79 0.8S Calculated Thickness 0.69* 0.71* 0.74* 0.76* 0.79* 0.83 0.88 5 /Thickness Class 22 23 23 24 24 25 25 Uie (Thickness 0.68 0.73 0.73 0.79 0.79 0.85 0.85 Calculated Thickness 0.75* 0.77 0.80 0.83 0.87 0.91 0.9S 8 23 24 24 25 25 26 26 U* (ThickuM. 0.73 0.79 0.79 0.85 0.85 0.92 0.92 0.83 0.85 0.88 0.91 0.94 0.98 1.01 12 /Thickness Class UBC (Thickness 2S 25 25 26 26 27 27 0.85 0.85 0.85 0.92 0.92 0.99 0.99 0.89 0.91 0.94 0.96 0.99 1.03 1.06 16 rr-- /Thickness Class 26 26 26 27 27 28 28 u#e (Thickness 0.92 0.92 0.92 0.99 0.99 1.07 1.07 f C Calculated Thickness 0.60* 0.62* 0.65* 0.67* 0.71* 0.74* 0.80 n rr-- /Thickness Class utc (Thickness 21 21 21 22 23 23 24 0.63 0.63 0.68 0.68 0.73 0,73 0.79 Calculated Thickness 0.S9* 0.62* 0.64* 0.67* 0.70* 0.75 0.81 I31 t. /Thickness Class use (Thickness 21 21 21 22 22 23 24 0.63 0.63 0.63 0.68 0.68 0.73 0.79 Calculated Thickness 0.62* 0.65* 0.67* 0.70 0.74 0.79 0.85 5 !rM /Thickness Class 21 21 22 22 23 24 25 Lse (Thickness 0.63 0.63 0.68 0.68 0.73 0.79 0.85 0.68 0.71 0.74 0.77 0.81 0.85 0.90 8 /Thickness Class 22 23 23 24 24 25 26 (Thickness 0.68 0.73 0.73 0.79 0.79 0.85 0.92 Calculated Thickness 0.75 0.78 0.80 0.83 0.87 0.91 0.95 12 i /Thickness Class 23 24 24 25 25 26 26 u#e (Thickness 0.73 0.79 0.79 0.85 0.85 0.92 0.92 0.80 0.82 0.85 0.88 0.91 0.95 0.99 I 16 ,T- /Thickness Class 24 25 25 25 26 26 27 u,e \TKicltntM 0.79 0.85 0.85 0.85 0.92 0.92 0.99 Calculated Thickness 0.54* 0.57*' 0.59* 0.62* 0.66* 0.72 0.79 2| ri- /Thickness Class u#e (Thickness 21 21 21 21 22 23 24 G.6J 0.62 0.63 0.63 0.68 0.73 0.79 Calculated Thickness 0.S4* 0.56* 0.59* 0.62* 0.67 0.73 0.80 Ji r.M /Thickness Class \Thicknes. 21 21 21 21 22 23 24 0.63 0.63 0.63 0.63 0.68 0.72 0.79 Calculated Thickness 0.57* 0.59* 0.62 0.66 0.71 0.76 0.82 5 ,/Thickness Class 21 21 21 22 23 24 25 usc (Thickness 0.63 0.63 0.63 0.68 0.73 0.79 0.85 Calculated Thickness 0.62 0.65 0.68 0.72 0.76 0.81 0.86 8 .? /Thickness Class 21 21 22 23 24 24 25 L#e (Thickness 0.63 0.63 0.68 0.73 0.79 0.79 0.85 Calculated Thickness 0.68 0.7t 0.74 0.77 0.81 0.85 0.90 12 /Thickness Class 22 23 23 24 24 25 26 UiC (Thickness 0.68 0.73 0.73 0.79 0.79 0.85 0.92 Calculated Thickness 0.72 0.75 0.78 0.81 0.85 0.89 0.93 16 ,. /Thickness Class 23 23 24 24 25 25 26 (Thickness 0.73 0.73 0.79 0.79 0.85 0.92 0.92 Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk* surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 28 CTD029495 TABLE 1-2 {Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength II Lay ing Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--psi 50 100 | 150 | 200 j 250 | 300 350 Barrel Thickness--in. Thirty-Inch Water Pipe Calculated Thickness 0.79* 0.81* 0.84* 0.88* 0.92* 0.96* 1.01* 21 i / Thickness Class 22 22 23 23 24 25 25 {Thickness 0.79 0.79 0.85 0.85 0.92 0.99 0.99 Calculated Thickness 0.78* 0.81* 0.84* 0.87* 0.91* 0.95* 1.00 21 /Thickness Class 22 22 23 23 24 24 25 {Thickness 0.79 0.79 0.85 0.85 0.92 0.92 0.99 Calculated Thickness 0.82* 0.85* 0.88* 0.91* 0.94 1.00 1.06 5 /Thickness Class 2J 23 23 24 24 25 26 u#e (Thickness 0.85 0.85 0.85 0.92 0.92 0.99 1.0# Calculated Thickness 0.89* 0.92 0.95 0.99 1.04 1.09 1.14 8 /Thickness Class 24 24 24 25 26 26 27 use (Thickness 0.92 0.92 0.92 0.99 1.07 1.07 1.16 Calculated Thickness 0.99 1.02 1.05 1.09 1.13 1.17 1.22 12 r . I Thickness Class 25 25 26 26 27 27 28 0s* (Thickness 0.99 0.99 1.07 1.07 1.16 1.16 1.25 Calculated Thickness 1.06 1.09 1.12 1.16 1.20 1.24 1.29 16 r/Thickness Class 26 26 27 27 27 28 25 {Thickness 1.07 1.07 1.16 1.16 1.16 1.25 1.29 Calculated Thickness 0.70* 0.73* 0.76* 0.80* 0.84* 0.89* 0,88 n . /Thickness Class 20 21 22 22 23 24 25 (Thickness 0.68 0.73 0.79 0.79 0.85 0.92 0.99 ) B Calculated Thickness 0.69* 0.72* 0.75* 0.79* 0.83* 0.90 0.98 31 /Thickness Class 20 21 21 22 23 24 25 Lae (Thickness 0.68 0.73 0.73 0.79 0.85 0.92 0.99 Calculated Thickness 0.73* 0.76* 0.79* 0.83* 0.88 0.9S 1.02 5 /Thickness Class 21 22 22 23 23 24 23 {Thickness 0.73 0.79 0.79 0.85 0.85 0.92 0.99 Calculated Thickness 0.79 0.83 0.86 0.91 0.96 1.01 1.07 8 r,, /Thickness Class 22 23 23 24 2S 25 26 Use (Thickness 0.79 0.85 0.85 0.92 0.99 0.99 1.07 Calculated Thickness 0.88 0.91 0.95 0.99 1.03 1.08 1.14 12 /Thickness Class 23 24 24 25 26 26 27 use {Thickness 0.85 0.92 0.92 0.99 1.07 1.07 1.16 Calculated Thickness 0.94 0.97 1.01 1.05 1.09 1.13 1.18 16 /Thickness Class 24 25 25 26 26 27 27 {Thickness 0.92 0.99 0.99 1.07 1.07 1.16 1.16 2* - 3| 5 8 12 16 Calculated Thickness rTt* /Thickness class (Thickness Calculated Thickness r__ /Thickness Class L"* (Thickness Calculated Thickness rr-- /Thickness Class Ul* {Thickness Calculated Thickness r/Thickness Class cse (Thickness Calculated Thickness >,,. /Thickness Class L9e (Thickness Calculated Thickness c / riiickness Class (Thickness 0.64* 20 0.68 0.6J* 20 0.68 0.66* 20 0.68 0.72 21 0.73 0.80 22 0.79 0.85 23 0.35 0.67* 20 0.68 0.66* 20 0.68 0.69* 20 0.68 0.76 22 0.79 0.84 23 0.85 0,89 24 0.92 0.70* 20 0.68 0.69* 20 0.68 0.73 21 0.73 0.80 22 0.79 0.87 23 0.85 0.92 24 0.92 0.74* 21 0.73 0.73* 21 0.73 0,78 22 0.79 0.85 23 0.85 0.91 24 0.92 0.96 25 0.99 0.79* 22 0.79 0.81 22 0.79 0.85 23 0.85 0.90 24 0.92 0.96 25 0.99 1.01 25 0.99 0.87 23 0.85 0.88 23 0.85 0.92 24 0.92 0.96 25 0.99 1.02 25 0.99 1.06 26 1.07 0.96 25 0.99 0.97 25 0.99 0.99 25 0.99 1.03 26 1.07 1.08 26 1.07 1.12 27 191 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See Sec. 1-2.1. 29 CTDO29496 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 2lj45 Iron Strength Laying Condi* tion Depth of Cover n Thickness Specifications Internal Pressure--psi 50 100 150 j 200 | 250 | 500 Barrel Thickness--*w. Thirty-six-inch Water Pipe 350 Calculated Thickness 0.89* 0.92* 0.96* 1.00* 1.05* 1.10* 1.16* 2| ./ThicknessClass 22 23 23 24 24 25 26 ^ (Thickness 0.87 0.94 0.94 1.02 1.02 1.10 1.19 Calculated Thickness 0.88* 0.92* 0.95* 1.00* 1.04* 1.10* 1.15 31 r- . /Thickness Class 22 23 23 24 24 25 26 L5t [Thickness 0.87 0.94 0.94 1.02 1.02 1.10 1.19 Calculated Thickness 0.93* 0.96* 1.00* 1.04* 1.09* 1.14 1.22 5 rT__ /Thickness Class 23 23 24 24 25 25 26 (Thickness 0.94 0.94 1.02 1.02 1.10 1.10 1.19 Calculated Thickness 1.01* 1.04* 1.08 1.13 1.18 1.24 1.31 S r-. /Thickness Class 24 24 25 25 26 27 27 L1* [Thickness 1.02 1.02 1.10 1.10 1.19 1.29 1.29 Calculated Thickness 1.13 1.16 1.20 1.25 1.30 1.35 1.41 12 r t-- / Thickness Class 25 26 26 27 27 28 28 u#e lThickness 1.10 1.19 1.19 1.29 1.29 1.39 1.39 Calculated Thickness 1.22 1.25 1.29 1.33 1.38 1.43 1.48 16 it.. /Thickness Class 26 27 27 27 28 28 29 t'*e [Thickness 1.19 1.29 1.29 1.29 1.39 1.39 1.50 S 1 Calculated Thickness 0.78* 0.81* 0.85* 0.90* 0.95* 1.01* 1.12 21 /Thickness Class 21 21 22 22 23 24 25 L8C \ Thickness 0.81 0.81 0.87 0.87 0.94 1.02 1.10 Calculated Thickness 0.77* 0.81* 0.85* 0.89* 0.95* 1.03 1.12 3 t / Thickness Class 20 21 22 22 23 24 25 [Thickness 0.75 0.81 0.87 0.87 0.94 1.02 1.10 Calculated Thickness 0.81* 0.85* 0.89* 0.93* 1,00 1.08 1.16 # 5 r- /Thickness Class 21 22 22 23 24 25 26 L,e [Thickness .81 .87 .87 .94 1.02 1.10 1.19 Calculated Thickness 0.88 0.92 0.97 1.02 1.08 1.15 1.22 8 r- /Thickness Class 22 23 23 24 25 26 26 ''* [Thickness 0.87 0.94 0.94 1.02 1.10 1.19 1.19 Calculated Thickness 0.99 1.02 1.07 1.12 1.17 1.23 1.30 12 rs^. /Thickness Class 24 24 25 25 26 26 27 [Thickness Calculated Thickness 1.02 1.02 1.10 1.10 1.19 1.19 1.29 1.06 1.10 1.14 1.19 1.24 1.29 1.35 I 16 r/ Thickness Class 25 25 25 26 27 27 28 LK [Thickness 1.10 1.10 1.10 1.19 1.29 1.29 1.39 Calculated Thickness 0.71* 0.74* 0.78* 0.83* 0.90 1.00 1.10 2| i* /Thickness Class 20 20 21 21 22 24 25 [Thickness 0.75 0.75 0.81 0.81 0.87 1.02 1.10 Calculated Thickness 0.70* 0.74* 0.78* 0.83 0.92 1.01 l.ll 3 r*. J Thickness Class 20 20 21 21 23 24 25 L,e [Thickness 0.75 0.7S 0.81 0.81 0.94 1.02 1.10 Calculated Thickness 0.74* 0.77* 0.82 0.88 0.96 1.05 1.14 s /Thickness Class 20 20 21 22 23 24 25 [Thickness 0.75 0.75 0.81 0.87 0.94 1.02 1.10 Calculated Thickness 0.81 0.85 0.90 0.96 1.02 1.10 1.18 8 T- /Thickens Class 21 22 22 23 24 25 26 Lse (Thickness 0.81 0.87 0.87 0.94 1.02 1.10 1.19 Calculated Thickness 0.90 0.94 0,98 1.04 1.09 1.16 1.23 12 j- /Thickness Class 22 23 24 24 25 26 26 3 [Thickness 0.S7 0.94 1.02 1.02 1.10 1.19 1.19 Calculated Thickness 0.96 LOO 1.04 1.09 1.15 1.21 1.28 16 /Thickness Class 23 24 24 25 26 26 27 Lse \ Thickness 0.94 1.02 1.02 1.10 1.19 1.19 1.29 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor When total calculated thickness is not followed by asterisk, surge pressure [Case 1) is the controlling factor. See Sec. 1-2.1. 30 \ CTD029497 TABLE 1-2 {Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength Lay'n Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--psi j J50 100 150 200 | 250 | 500 550 Barrel Thicknesa--**. Forty-two-Inch Water Pipe " Calculated Thickness 0.99* 1.02* 1.07* 1.12* 1.17* 1.24* 1.31* 2 r,,, /ThicknessClast 22 23 23 24 24 25 26 u* IThicknew 0.97 1.05 1.05 1.13 1.13 1.22 1.32 Calculated Thickness 0.99* 1.02* 1.07* 1.12* 1.17* 1.24* 1.30 U /Thickness Class 22 23 23 24 24 25 26 U* \Thickneta 0.97 1.05 1.05 1.13 1.1J 1.22 1.32 Calculated Thickness 1.04* 1.08* 1.12* 1.17* 1.22* 1.28* 1.37 5 `m- /Thickness Class 23 23 24 24 25 26 26 \ThicknM 1.05 1.0S 1.13 1.13 1.22 1.32 1.32 Calculated Thickness 1.13* 1.17* 1.21 1.27 1.33 1.40 1.48 a /Thickness Class 24 24 25 26 26 27 27 iThicknesa 1.13 1.13 1.22 1.32 1.32 1.43 1.43 Calculated Thickness 1.26 1.30 1.35 1.40 1.46 1.52 1.59 12 ru.. /Thickness Class 25 26 26 27 27 28 28 \ThickneM 1.22 1.32 L.J2 1.43 1.43 1.54 1.54 Calculated Thickness 1.37 1.41 1.46 1.51 1.56 1.62 1.68 Id I*.. /Thickness Class 26 27 27 28 28 29 29 iThicknen 1.32 1.43 1.43 1.54 1.54 1.66 1.66 Calculated Thickness 0.85* 0.89* 0.94* 0.99* 1.05* 1.13 1.25 2 11__ /Thickness Class 20 21 22 22 23 24 25 \Thicknes. 0.83 0.90 0.97 0.97 1.05 1.13 1.22 Calculated Thickness 0.85* 0.89* 0.94* 0.99* 1.05 1.15 1.27 51 t /Thickness Class 20 21 22 22 23 24 26 \Thicknesa 0.83 0.90 0.97 0.97 1.05 1.13 1.32 Calculated Thickness 0.89* 0.93* 0.98* 1.03* 1.11 1.21 1.31 5 ru* /Thickness Class 21 21 22 23 24 25 26 u" IThickaen 0.90 0.90 0.97 1.05 1.13 1.22 1.32 Calculated Thickness 0.97 1.02 1.07 1.13 1.21 1.29 1.37 a r.,, /Thickness Class 22 23 23 24 25 26 26 use 1 Thickness 0.97 1.05 1.05 1.13 1.22 1.32 1.32 Calculated Thickness 1.09 1.13 1.18 1.24 1.30 1.38 1.45 12 rrM /Thickness Class 24 24 25 2S 26 27 27 u$e \ Thickness 1.13 1.13 1.22 1.22 1.32 1.43 1.43 Calculated Thickness 1.18 1.22 1.27 1.32 1.38 1.45 1.52 16 it.* /Thickness Class 25 25 26 26 27 27 28 \Thickneaa 1.22 1.22 1.32 1.32 1.43 1.43 1.54 Calculated Thickness 0.77* 0.81* 0.86* 0.92* 1.00 1.12 1.24 21 r,, /Thickness Class 20 20 20 21 22 24 25 L*' \Thicknen 0.83 0.83 0.83 0.90 0.97 1.13 1.22 Calculated Thickness 0.77* 0.81* 0.86* 0.92* 1.02 1.14 1.25 51 r Tm / Thickness Class 20 20 20 21 23 24 25 usc 1 Thickness 0.83 0.83 0.83 0.90 1.05 1.13 1.22 Calculated Thickness 0.81* 0.85* 0.90 0.98 1.07 1.17 1.28 5 /Thickness Class 20 20 21 22 23 24 26 \Thickness 0.8J 0.83 0.90 0.97 1.05 1.13 1.32 Calculated Thickness 0.89 0.94 0.99 1.06 1.14 1.23 1.33 8 r /Thickness Class 21 22 22 23 24 25 26 v-,c (Thickness 0.90 0.97 0.97 1.05 1.13 1.22 1.32 Calculated Thickness 0.99 1.03 1.09 1.15 1.22 1.30 1.39 12 T /Thickness Class 22 23 24 24 25 26 27 IThicknesa 0.97 1.05 1.13 1.13 1.22 1.32 1.43 Calculated Thickness 1.07 1.11 1.16 1.21 1.28 1.36 1.44 16 /Thickness Class 23 24 24 25 26 26 27 (Thickness 1.05 1.13 1.13 1.22 1.32 1.32 1.43 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed by asterisk, surge pressure (Case 1) is the controlling factor. See *c. 1-2.1. 31 CTDO29498 TABLE 1-2 (Continued) Schedule of Barrel Thickness for Water Pipe of 21/45 Iron Strength Laying Condi tion Depth of /i Thickness Specifications Internal Pressure--psi SO | 100 | ISO | 200 | 2SO Barrel Thickness--*. Forty-eight-inch Water Pipe 300 350 Calculated Thickness 1.08* 1.12* 1.17* 1.23* 1.29* t.37* 1.45* 2 / Thickness Class 22 23 23 24 25 25 26 u,e \Thickne* 1.06 1.14 1.14 1.23 1.33 1.33 1.44 Calculated Thickness 1.09* 1.13* 1.18* 1.24* 1.30* IJ7* 1.46 U rr /Thickness Class 22 23 23 24 25 25 26 UK \Thicicons 1.06 1.14 1.14 1.23 1.33 1.33 1.44 Calculated Thickness 1.15* 1.19* 1.24* 1.30* 1.36* 1.43 1.53 s rr /Thickness Class 23 24 24 25 25 26 27 ''* \Thickns t.U 1.23 1.23 133 1.33 1.44 1.56 Calculated Thickness 1.25* 1.29* 1.34 1.41 1.48 1.56 1.65 s r'M /Thickness Class 24 25 25 26 26 27 28 u#e \ Thickness 1.23 1.33 1.33 1.44 1.44 1.56 1.68 Calculated Thickness 1.41 1.45 1.51 1.57 1.63 1.70 1.77 12 rr,, /Thickness Class 26 26 27 27 28 28 29 u,e \Thickneas 1.44 1.44 1.56 1.56 1.68 1.68 1.81 Calculated Thickness 1.53 1.58 1.63 1.68 1.75 1.81 1.89 16 j/Thickness Class 27 27 28 28 29 29 50 UI* \Thicknna 1.56 1.56 1.68 1.68 1.81 1.81 1.9$ c r Calculated Thickness 0.92* 0.97* 1.02* 1.08* 1.16* 1.26 1.40 2k /Thickness Class 20 21 22 22 23 24 26 u* IThicknns 0.91 0.98 1.06 1.06 1.14 1.23 1.44 Calculated Thickness 0.93* 0.97* 1.03* 1.09* 1.17 1.29 1.42 Sk r imm 1 Thickness Class 20 21 22 22 23 25 26 u* \Thiclcnna Calculated Thickness 0.91 0.98 1.06 1.06 1.14 IJJ 1.44 0.98* 1.02* 1.08* 1.14 1.23 1.34 1.46 4 5 rr-- /Thickness Class 21 22 22 23 24 25 26 u#e \Thickness 0.98 1.06 1.06 1.14 1.23 1.33 1.44 B Calculated Thickness 1.06 1.12 1.18 1.25 1.34 1.43 1.53 8 /Thickness Class 22 23 23 24 25 26 27 u* \Thicknna 1.06 1.14 1.14 1.23 1.33 1.44 1.56 Calculated Thickness 1.20 1.2S 1.31 1.37 1.45 1.53 1.62 12 rr,, / Thickness Class 24 24 25 25 26 27 28 use \Thicknn* Calculated Thickness 1.23 1.23 1.33 1.33 1.44 1.56 1.68 1.30 1.3S l.4t 1.47 1.54 1.61 1.70 4 16 ru!m"m 1ITTh. iicckknnenss. Class 25 25 26 26 27 27 28 1.33 1.33 1.44 1.44 1.56 1.56 1.68 Calculated Thickness 0.83* 0.88* 0.94* 1.01* 1.12 1.25 1.39 2k v-- /Thickness Class 20 20 20 21 23 24 26 \ThKluuw 0.91 0.91 0.91 0.98 1.14 1.23 1.44 Calculated Thickness 0.84* 0.89* 0.94* 1.02 1.14 1.27 1.40 Sk ! /Thickness Class 20 20 20 22 23 24 26 \ Thickness 0.91 0.91 0.91 1.06 1.14 1.23 1.44 Calculated Thickness 0.88* 0.93* 0.99 1.08 1.19 1.30 1.43 5 T-_ /Thickness Class 20 20 21 22 24 25 26 \ Thickness 0.91 0.91 0.98 1.06 1.23 1.33 1.44 Calculated Thickness 0.97 1.03 1.09 1.17 1.27 1.37 1.48 8 T'. /Thickness Class 21 22 22 23 24 25 26 \Thickness 0.98 1.06 1.06 1.14 1.23 1.33 1.44 Calculated Thickness 1.09 1.14 1.20 1.27 1.35 1.45 1.55 12 /Thickness Class 22 23 24 24 25 26 27 \Thickness 1.06 L .14 1.23 1.23 1.33 1.44 1.56 Calculated Thickness 1.17 1.23 1.28 1.35 1.43 1.51 1.60 16 ,, /Thickness Class 23 24 25 25 26 27 27 (Thickness 1.14 1.23 1.33 1.33 1.44 1.56 1.56 * Asterisk following total calculated thickness indicates that truck superload (Case 2) is the controlling factor. When total calculated thickness is not followed hv asterisk, surge pressure (Case 1) is the controlling factor. See Sec 1-2.1. 32 C CTD029499 TABLE L-3 Schedule of Barrel Thickness for Gas Pipe of 18/40 Iron Strength Condi- Depth of Cover ft Thickness Specification! Internal Pressure--pti 10 so | too | ISO 200 Barrel Thicknesses---in. Four-Inch Gas Pipe 250 Calculated Thickness .23 .23 23 24 24 24 21 ,i,, /Thickness Claas 22 22 22 22 22 22 u>e (Thickness .35 .35 .35 .35 .35 35 Calculated Thickness t T /Thickness Class u#e \ Thickness .22 .23 23 23 .23 23 22 22 22 22 22 22 .35 .35 .35 .35 .35 .35 Calculated Thickness .23 .23 24 .24 .24 25 s * T__ /Thickness Class 22 22 22 22 22 22 (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness .25 .25 25 .26 .26 27 8 rr,, /Thickness Class 22 22 22 22 22 22 U9e (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness .27 .28 28 .2 ' .29 .29 12 lie* /Thickness Class 22 22 22 22 22 22 uie (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness .30 .30 .30 .3/ .3/ .32 16 rtM /Thickness Class 22 22 22 22 22 22 u* IThicItoess .35 .35 .35 .35 .35 .35 Calculated Thickness .23 .23 .23 .2J ,2J .24 2 i r / Thickness Class 22 22 22 22 22 22 use (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness .22 .23 .23 23 24 .24 s rr* /Thickness Class 22 22 22 22 22 22 use (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness .23 .23 23 24 .24 5 tt,, /Thickness Class 22 22 22 22 22 22 Usc (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness 24 .24 .24 .25 .25 .26 8 IT.* /Thickness Class 22 22 22 22 22 22 u#e (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness .28 .29 .29 .29 .30 .30 12 /Thickness Class 22 22 22 22 22 22 U9e (Thickness .35 .35 .35 .35 .35 J5 Calculated Thickness .29 .29 .29 .30 .30 .31 16 it** /Thickness Class 22 22 22 22 22 22 U9e (Thickness .35 .35 .35 .35 .35 .35 Calculated Thickness 21 Tt__ /Thickness Class bse (Thickness Calculated Thickness Si T7,, /Thickness Class use IThiclcnesi Calculated Thickness 5 /Thickness Class Lse \Thiclcness Calculated Thickness 8 r*a* /Thickness Class Lse \Thtckneaa Calculated Thickness 12 rT__ /Thickness Class use (Thickness Calculated Thickness 16 rr=* /Thickness Class UaC (Thickness .22 .22 22 .22 .23 .23 22 22 22 22 22 22 .35 .35 .35 .35 .35 .35 .22 .22 .22 .22 .23 .23 22 22 22 22 22 22 .35 .35 .35 .35 .35 .35 22 .22 .22 .22 .23 .23 22 22 22 22 22 22 35 .35 .35 .35 .35 .JS 23 .23 .23 24 .24 24 22 22 22 22 22 22 35 .35 .35 .35 .35 .35 .24 .24 .23 .25 26 .27 22 22 22 22 22 22 .35 .35 .35 .35 .35 J5 .26 .26 .27 28 .28 29 22 22 22 22 22 22 .35 .35 .35 .35 .35 .35 33 CTD029500 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of IS/40 Iron Strength Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--psi 10 50 100 150 200 Barrel Thicknesses--'*. Six-Inch Gas Pipe Calculated Thickness 2i it.. /Thickness Class Use \ Thickness .28 .29 .29 ,30 JO 22 22 22 22 22 .38 .38 .38 JS J8 Calculated Thickness ,27 .28 .28 .29 .30 5( t._ /Thickness Class 22 22 22 22 22 \ Thickness .38 .38 ,38 .38 .38 Calculated Thickness .28 .29 .29 .JO Jl 5 /Thickness Class 22 22 22 22 22 U9e \Thickness .38 .38 J8 .38 .38 Calculated Thickness .JJ J2 JJ JJ 8 it-- /Thickness Class 22 22 22 22 22 \ Thickness .38 .38 .38 .38 .38 Calculated Thickness J4 JS JS .36 J7 12 r\>. /Thickness Class 22 22 22 22 22 Lse \Thicknai .38 .38 .38 .38 .38 Calculated Thickness .38 J8 J9 .39 .40 16 tu. /Thickness Class 22 22 22 22 23 U3* (Thickness J8 .38 js JS .41 Calculated Thickness .27 .28 .28 .29 JO 2* /Thickness Class 22 22 22 22 22 U9e (Thickness .38 .38 .JS JS .38 Calculated Thickness .27 .27 .28 .28 .29 31 IT*. /Thickness Class 22 22 22 22 22 L'se (Thickness .38 .38 .38 .38 .38 Calculated Thickness .28 .28 .28 .29 .30 5 rre. /Thickness Class 22 22 22 22 22 use (Thickness .38 .38 .38 .38 .38 Calculated Thickness .29 JO Jt Jl .32 8 rt,, /Thickness Class 22 22 22 22 22 use (Thickness .38 .38 JS JS J8 Calculated Thickness JJ .34 .34 JS JS 12 r . /Thickness Class 22 22 22 22 22 use (Thickness .38 .38 JS .38 .38 Calculated Tliickness J6 J6 .37 .38 .38 16 Mu /Thickness Class 22 22 22 22 22 u* (Thickness .38 .38 JS .38 .38 21 31 5 8 12 16 1 1 Calculated Thickness tr* /Thickness Class (Thickness Calculated Thickness rie. /Thickness Class Lse (Thickness Calculated Thickness tr.. /Thickness Class (Thickness Calculated Thickness /Thickness Class u* (Thickness Calculated Thickness xr-. /Thickness Class (Thickness Calculated Thickness T* /Thickness Class L5e IThicknes* .26 .26 ,27 .27 .28 22 22 22 22 22 .38 .38 .38 JS .38 .26 .26 .26 .27 .28 22 22 22 22 22 .38 .38 .38 .38 .38 .26 .27 .27 .28 .28 22 22 22 22 22 .38 .38 .38 JS .38 28 28 .29 .29 JO 22 22 22 22 22 .38 .38 JS .38 .38 .JO Jl Jl .32 JJ 22 22 22 22 22 J8 .38 JS .38 .38 JJ JJ .34 JS JS 22 22 22 22 22 .38 .38 JS .38 .38 34 250 .32 22 .38 Jt 22 J8 J2 22 J8 .34 22 JS .33 22 JS .41 23 .41 .31 22 .38 .JO 22 JS Jl 22 .38 JJ 22 J8 .36 22 .38 .36 22 J8 .29 22 .38 .29 22 .38 .29 22 .38 .3/ 22 .38 22 J8 .36 22 38 ( ( I l f { CTD029501 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of 18/40 Iron Strength Laymg Condi tion Depth of Cover ft Thickness Specifications Internal Pressure---pti 10 SO | 100 150 200 Barrel Thicknesses--in. Eight-Inch Gas Pipe Calculated Thickness 21 /Thickness Class Use \Thickness .33 .34 .35 .36 .37 22 22 22 22 22 .41 .41 .41 .41 .41 Calculated Thickness .32 .33 .34 .34 ,J5 21 r-- /Thickness Class 22 22 22 22 22 u* (Thickness .41 .41 .41 .41 .41 Calculated Thickness .33 .34 J5 .36 .37 * 5 n* /Thickness Class 22 22 22 22 22 u* \Thickness .41 .41 .41 .41 .41 Calculated Thickness .36 .37 .37 .39 J9 8 rtM /Thickness Class 21 22 22 22 22 u" IThJckneta .41 .41 .41 .41 .41 Calculated Thickness .41 .42 .42 .43 .44 12 > t__ /Thickness Class 22 22 12 23 23 u#e (Thickness .41 .41 .41 .44 .44 Calculated Thickness .44 .45 .45 .46 .47 16 TT-- /Thickness Class 23 23 23 24 24 U8e (Thickness .44 .44 .44 .46 .46 250 .39 22 .41 .36 22 .41 .JJ 22 .41 .40 22 .41 .45 23 .44 .48 24 .46 Calculated Thickness .32 .32 .JJ .34 .35 .36 21 rT-- /Thickness Class 22 22 22 22 22 22 Use (Thickness .41 .41 .41 .41 .41 .41 Calculated Thickness Ji .32 .33 .JJ .34 .Jtf 51 ru /Thickness Class 22 22 22 22 22 22 use (Thickne* .41 .41 .41 .41 .41 .41 Calculated Thickness .32 .JJ J4 .34 .35 .37 5 rT__ /Thickness Class 22 22 22 22 22 22 u* (Thickness .41 .41 .41 .41 .41 .41 Calculated Thickness .35 .JJ .36 .37 .39 .39 8 T /Thickness Class 22 22 22 22 22 22 u#e (Thickness .41 .41 .41 .41 .41 .41 Calculated Thickness .39 .39 .40 .4t .42 .43 12 it_ /Thickness Class 22 22 22 22 22 23 u* (Thickness .41 .41 .41 .41 .41 .44 Calculated Thickness .42 .42 .43 .44 .45 .46 16 .t,, /Thickness Class 22 22 23 23 23 24 U8e (Thickness .41 .41 .44 .44 .44 .46 Calculated Thickness 29 .30 .3t .32 .33 .34 21 p__ /Thickness Class 22 22 22 22 22 22 Lse (Thickness .41 .41 .41 .41 .41 .41 Calculated Thickness .29 .29 .30 JO Jt .33 3} r /Thickness Class 22 22 22 22 22 22 Lse (Thickness .41 .41 .41 .41 .41 .41 Calculated Thickness 29 .30 Jt .32 .33 .J4 5 tt /Thickness Class 22 22 22 22 21 22 Lse \Thickness .41 .41 .41 .41 .41 .41 Calculated Thickness .32 .JJ .33 .34 .35 .36 8 tt*. /Thickness Class 22 22 22 22 22 22 u* (Thickness .41 .41 .41 .41 .41 .41 Calculated Thickness .35 .36 .37 .37 .39 .39 12 r /Thickness Class 22 22 22 22 22 22 Lse (Thickness .41 .41 .41 .41 41 .41 Calculated Thickness JS .39 .39 .40 .4/ .42 16 tt-- /Thickness Class 22 22 22 22 72 22 Use 1 Thickness .41 .41 .41 .41 .41 .41 35 CTD029502 TABLE 1-3 (Continued) Schedule 0} Barrel Thickness for Gas Pipe of18/40 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications Incernal Pressure--psi 10 SO IOO J 150 | 200 | 250 Barrel Thicknesses--i*. Ten-Inch Gas Pipe Calculated Thickness .39 .40 .41 .42 .45 .45 21 n,, /Thickness Class 22 22 22 22 22 22 use \ Thickness .44 .44 .44 .44 .44 .44 Calculated Thickness 31 rT,, / Thickness Class u#e \Thickness .38 .39 .40 .4/ .42 .44 22 22 22 22 22 22 .44 .44 .44 .44 .44 .44 Calculated Thickness .39 .40 .4/ .42 .45 .44 5 rr* /Thickness Class 22 22 22 22 22 22 use \Thickness .44 .44 .44 .44 .44 .44 Calculated Thickness .43 .43 .44 .48 .47 .48 8 /Thickness Class 22 22 22 25 25 13 u,e iThickness .44 .44 .44 .48 .48 .48 Calculated Thickness .44 .49 .49 .50 .51 .52 12 n*. /Thickness Class 23 23 23 24 24 24 use iThickness .48 .48 .48 52 .52 .52 Calculated Thickness .SO .51 .52 .55 .54 .56 16 . t-_ /Thickness Class 24 24 24 24 25 25 u* \Thickness .52 .52 .52 .52 .56 .56 Calculated Thickness 21 /Thickness Class use \Thickness .37 .38 .39 .40 .41 45 22 22 22 22 22 22 .44 .44 .44 .44 .44 .44 Calculated Thickness .36 .37 .39 .39 .40 .42 31 rrM /Thickness Class 22 22 22 22 22 22 use IThickness .44 .44 .44 .44 .44 .44 Calculated Thickness .37 .38 .50 .40 .41 .43 s rT,, (Thickness Class 22 22 22 22 22 22 u* (Thicknm .44 .44 .44 .44 .44 .44 Calculated Thickness .40 .41 .42 .43 .44 .46 & n.* /Thickness Class 22 22 22 22 22 21 Uac \Thickness .44 .44 .44 .44 .44 .48 Calculated Thickness .45 .48 .47 .48 .49 .50 12 n** /Thickness Class 22 23 25 23 25 24 u" \Thickness .44 .48 .48 .48 .48 .52 Calculated Thickness .47 .48 .49 .50 .51 .55 16 !? /Thickness Class 23 23 25 24 24 24 \ Thickness .48 .48 .48 .52 .52 .52 Calculated Thickness .34 .35 .36 .57 .52 .40 21 /Thickness Class 22 22 22 22 22 22 uae IThickness .44 .44 .44 .44 .a .44 Calculated Thickness .55 .34 .55 .58 .57 .39 31 /Thickness Class 22 22 22 22 22 22 1 Thickness .44 .44 44 .44 .44 .44 Calculated Thickness .34 .35 .36 .57 .40 5 rr* /Thickness Class 22 22 22 22 22 22 U9C IThickness .44 .44 .44 .44 .44 .44 Calculated Thickness .36 .37 .55 .59 .41 .42 3 < /Thickness Clast 22 22 22 22 22 22 u,e iThicknwl .44 .44 .44 .44 .44 44 Calculated Thickness .41 .42 .43 .44 .45 .46 12 rrM (Thickness Class 22 22 22 22 22 25 \Thicta>M .44 .44 .44 .44 .44 .48 Calculated Thickness .43 .44 .45 .48 .47 .48 16 if,, /Thickness Class 22 22 22 25 25 25 u#e iThickness 44 .44 .44 .48 .48 .48 36 t I CTD029503 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of 18/40 Iren Strength Condj- Depth of Cover ft Thickness Specification* Internal Pressure--psi to 50 | 100 | 150 j 100 Barrel Thicknesses--**. Twelve-Inch Gas Pipe Calculated Thickness .44 .45 .46 .47 .49 2* ?t /Thickness Class 22 22 22 22 22 U9e (Thickness .48 .48 .48 .48 .48 Calculated Thickness .43 .43 .45 .46 .48 51 rr,, /Thickness Class 22 22 22 22 22 use \ Thickness .48 .48 .48 .48 .48 Calculated Thickness .44 .45 .46 .47 .48 5 n,, /Thickness Class 22 22 22 22 22 use (Thickness .48 .48 .48 .48 .48 Calculated Thickness .43 .49 .50 .52 .5J 8 tT /Thickness Class 22 22 23 23 23 use IThJckjfM .48 .48 .52 .52 .52 Calculated Thickness .53 .54 .55 .57 .58 12 ft /Thickness Class 23 24 24 24 25 U3e IThickness .52 .56 .56 .56 .60 Calculated Thickness .56 .56 .58 .59 .60 16 *,, /Thickness Class 24 24 25 25 25 bse iThicknesa .56 .56 .60 .60 .60 Calculated Thickness 2 IT__ /Thickness Class Vm (Thickness Calculated Thickness 51 rr,, /Thickness Class Ux iThicknesa Calculated Thickness 5 tT.* /Thickness Class u* (Thickness Calculated Thickness 8 rr,, /Thickness Class iThicknesa Calculated Thickness 12 jr,, /Thickness Class (Thickness Calculated Thickness 16 rT__ /Thickness Class u#e (Thickness .41 .42 .44 .45 .46 22 22 22 22 22 .48 .48 .48 .48 .48 .40 .4/ .42 .44 .45 22 22 22 22 22 .48 .48 .48 .48 .48 .41 .42 .43 .45 .46 22 22 22 22 22 .48 .48 .48 .48 .48 .45 .46 .47 .40 .50 22 22 22 22 23 .48 .48 .48 .48 .52 .50 .Si .52 .53 .55 23 23 23 23 24 .52 .52 .52 52 .56 .52 .53 .54 .56 .57 23 23 24 24 24 .52 .52 .56 .56 .56 Calculated Thickness 21 /Thickness Class u* \Thjckneaa .33 .39 .40 .41 .43 22 22 22 22 22 .48 .48 .48 .48 .48 Calculated Thickness .37 .33 .39 .40 .42 51 /Thickness Class 22 22 22 22 22 u* iThicknesa .48 .48 .48 .48 .48 Calculated Thickness .33 .39 .40 .4/ .43 5 TT,, /Thickness Class 22 22 22 22 22 u* IThickness .48 .48 .48 .48 .48 Calculated Thickness .41 .42 .4J .45 .46 8 tt-. /Thickness Class 22 22 22 22 22 \Thicknesa .48 .48 .48 .48 .48 Calculated Thickness .45 .46 .47 .48 .50 12 rIa_ /Thickness Class 22 22 22 22 23 U9e (Thickness .48 .48 .48 .48 .52 Calculated Thickness .47 .43 .40 .50 .52 16 /Thickness Class 22 22 22 23 23 Lle iThicknesa .48 .48 .48 .52 .52 37 250 .51 23 .52 .50 23 .52 .50 23 .52 .55 24 .56 .59 25 .60 .62 25 .60 .43 22 .48 .47 22 .48 .48 22 .48 .52 23 .52 .56 24 .56 .59 25 .60 .45 22 .48 .44 22 .48 .45 22 .48 .43 22 .48 .52 , 23 .52 .5J 23 .52 CTD029504 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of IS/40 Iron Slrenith Laying Condi tion Depth of ft Thickness Specifications Internal Pressure--pti 50 | [00 | 150 | 200 | 250 Barrel Thicknesses--in. Sixteen-Inch Gas Pipe Calculated Thickness .S3 .54 .56 .58 .60 H r__ /Thickness Class 22 22 23 23 23 Use (Thickness .54 .54 .58 .58 .58 Calculated Thickness .52 .54 .55 .57 .59 H ,Tm } Thickness Class 22 22 22 23 23 u* \ThickneM .34 .54 .54 .58 .58 Calculated Tliickness .54 .55 .57 .59 .6/ 5 Tr__ /Thickness Class 22 22 23 23 24 iThicfcoM* .54 .54 .58 .58 .63 Calculated Thickness .60 .61 .63 .65 .67 8 TT_, /Thickness Class 23 24 24 24 25 Uie (Thickness .58 .63 .63 .63 .68 Calculated Thickness .65 M .67 .69 .71 12 IT,, /Thickness Class 24 25 25 25 26 u* (Thickness .63 .68 .68 .68 .73 Calculated Thickness .68 .69 .7/ .73 .75 16 TTm /Thickness Class 25 25 26 26 26 u* (Thickness .68 .68 .73 .73 .73 21 5 B 8 12 16 Calculated Thickness __ /Thickness Class (Thickness Calculated Thickness tt_- /Thickness Class Use (Thickness Calculated Thickness rrM /Thickness Class vn (Thickness Calculated Thickness rr,, /Thickness Class U9C (Thickness Calculated Thickness tt* /Thickness Class Use (Thickness Calculated Thickness rr /Thickness Class Use (Thickness .49 .50 .52 .54 56 21 21 22 22 23 .50 .50 .54 .54 .58 .49 .50 .52 .53 .56 21 21 22 22 23 .50 .50 54 .54 .58 .51 .51 .53 .55 .57 21 21 22 22 23 .50 .50 .54 .54 .58 .55 .56 .53 .60 .62 22 23 23 23 24 .54 .58 .58 .58 .63 .60 .61 .62 .64 .66 23 24 24 24 25 .58 .63 .63 .63 .68 .63 .64 .66 .67 .69 24 24 25 23 25 .63 .63 .68 .66 .68 Calculated Thickness .46 .47 .48 .50 .52 2t rr.. /Thickness Class Use (Thickness 21 21 21 21 22 .50 .50 .50 .50 .54 Calculated Thickness .45 .46 .47 .49 .52 M r'_. /Thickness Class 21 21 21 21 22 \Thicknes* .SO SO .50 .50 .54 Calculated Thickness rT,, /Thickness Class Lse (Thickness .47 .48 .49 .St S3 21 21 21 21 22 .50 .50 .50 .50 .54 Calculated Thickness St .52 .53 .55 .57 8 r'c- /Thickness Class 21 22 22 22 23 (Thickness .50 .54 54 .54 .58 Calculated Thickness .54 .55 .57 .59 .61 12 Km /Thickness Class 22 22 23 23 24 36 (Thickness .54 .54 .58 .58 .63 Calculated Thickness .57 .58 .59 .61 .63 16 /Thickness Class 23 23 23 24 24 Ls* (Thickness .58 .58 .58 .63 .63 38 r r s 4 CTD029505 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of 18/40 Iron Strength Laying Condi tion Depth of Coi*er ft Thickness Specifications Internal Pressure psi .0 so 100 150 | 200 Barrel Thicknesses--in. Twenty-Inch Gas Pipe Calculated Thickness .61 .62 .65 .67 .70 21 rie* /Thickness Class 22 22 23 23 24 use {Thickness .62 .62 .67 .67 .72 Calculated Thickness 3* iUts*e. /Thickness Class {Thickness .61 .62 .64 .66 .60 22 22 22 23 23 .62 .62 .62 .67 .67 Calculated Thickness .63 .65 .67 .69 .73 5 r.,, /Thickness Class 22 23 23 23 24 u" \Thickneu .62 .67 .67 .67 .72 Calculated Thickness .69 .70 .72 .75 .77 8 ir__ /Thickness Class 23 24 24 25 25 U8< {Thickness .67 .72 .72 .78 .78 Calculated Thickness .74 .76 .73 .30 .8J 12 rt,, /Thickness Class 24 25 25 25 26 U9e {Thickness .72 .78 .78 .78 .84 Calculated Thickness .79 .30 .33 .84 .87 16 tt-- /Thickness Class 23 25 26 26 26 ux (Thicknen .78 .78 .84 .84 .84 Calculated Thickness 2* tr*. /Thickness Class U$e {Thickness Calculated Thickness 31 tr* /Thickness Class u* {Thickness Calculated Thickness 5 rr,, /Thickness Class Use {Thickness Calculated Thickness 8 ttc* /Thickness Class us< {Thickness Calculated Thickness 12 r/Thickness Class L9e {Thickness Calculated Thickness 16 r /Thickness Class Lse \ Thickness .56 .57 .59 .63 .45 21 21 21 22 23 .57 .37 .62 .67 .55 ij .57 21 .59 21 .63 22 .64 22 .s/7 .57 .57 .62 .62 .53 .59 .61 .64 .67 21 21 22 22 23 .37 .57 .62 .62 .67 .63 .64 .64 .69 .71 22 22 23 23 24 .62 .62 .67 .67 .72 .63 .69 .71 .73 .76 23 23 24 24 25 .67 .67 .72 .72 .78 .71 .73 .75 .77 .80 24 24 25 25 25 .72 .72 .78 .78 .78 Calculated Thickness 21 n__ /Thickness Class UK \Thickness Calculated Thickness 3 /Thickness Class uie {Thickness Calculated Thickness 5 t;* /Thickness Class 0,e \Thickness Calculated Thickness 8 rre-1 /Thickness Class use {Thickness Calculated Thickness 12 r.,, /Thickness Class tse {Thickness Calculated Thickness 16 t*.- /Thickness Class iThicknes. .50 .51 .53 .57 .60 21 21 21 21 22 .57 .57 .57 .57 .62 .50 .51 21 21 .5 7 .57 .53 .57 21 21 .57 .57 .60 22 .62 .52 .54 .56 .58 .62 21 21 21 21 22 .57 .57 .57 .57 .62 .56 .53 .60 .62 .65 21 21 22 22 23 .57 .57 .62 .62 67 .61 .62 .64 .67 .70 22 22 22 23 24 .62 62 .62 .67 .72 .64 .66 .63 .70 .72 22 23 23 24 24 .62 .67 .67 .72 .72 2SO 39 CTD029506 TABLE 1-3 (Continued) Schedule of Barrel Tkictnesi for Gas Pipe of tS/40 Iron Strength Condi* Depth of Cover ft Thickness Specifications Internal Pressure--psi .0 SO j 100 j ISO j 200 Barrel Tliicknesses--in. Twenty-four-inch Gas Pipe Calculated Thickness 2* n* /Thickness Class 1 Thickness .67 .69 .72 .75 .78 22 22 23 23 24 .68 .68 .73 .73 .79 Calculated Thickness .61 .69 .71 .74 .78 St n-- /Thickness Clan 22 22 23 23 24 (Thickness .68 .68 .73 .73 .79 Calculated Thickness .71 .72 .75 .78 .81 5 __ /Tliickness Class 28 23 23 24 24 u* (Thickness .73 .73 .73 .79 .79 Calculated Thickness .77 .79 .8/ .84 .87 8' tT* /Thickness Class 24 24 24 25 25 Ule IThickness .79 .79 .79 .85 .85 Calculated Thickness .34 .36 .33 .91 .04 12 /Thickness Class 25 25 25 26 26 Use IThickness .85 .85 .85 .92 .92 Calculated Thickness .90 .91 .04 .97 1.00 16 {fM /Thickness Class 26 26 26 27 27 ^Thickness .92 .92 .92 .99 .99 2| SI 5 B 8 12 16 Calculated Thickness /Thickness Class \Thickness Calculated Thickness tr-- /Thickness Class U3e (thickness Calculated Thickness tT-_ /Thickness Class IThickness Calculated Tbicknes** ir_ /Thickness Class Use (Thickness Calculated Thickness it,, /Thickness Class IThickness Calculated Thickness tt_ /Thickness Class u* IThickness .61 .63 .65 .68 .72 21 2! 21 22 23 ,6J .63 .63 .68 73 .59 .62 .65 .68 .71 21 21 21 22 23 .63 .63 .63 .68 .73 .63 .65 .67 .71 .75 21 21 22 23 23 .63 .63 .68 .73 .73 .69 .71 .73 .76 .70 22 23 23 24 24 .68 .73 .73 .79 .79 .75 .77 .70 .82 .85 23 24 24 25 25 .73 .79 .79 .85 .85 .30 .31 .84 .37 .90 24 24 25 25 26 .79 .79 .85 .85 .92 Calculated Thickness .55 .56 .58 .65 .67 21 timm /Thickness Class 2\ 21 21 21 22 UK iThickness .63 .63 .63 63 .68 Calculated Thickness St rt_- /Thickness Class use IThickness .54 .56 .S3 .67 .66 21 21 21 21 22 .63 63 .63 .63 68 Calculated Thickness .57 .53 .62 .65 .68 5 ft,, /Thickness Class 21 21 21 21 22 ''* IThickness 63 .63 .63 .63 .68 Calculated Thickness .62 .64 .67 .70 .7J 8 /Thickness Class 21 21 22 22 23 IThickness 6 J .63 68 68 .73 Calculated Thickness 67 .69 .72 .75 .78 12 TT--, /Thickness Class 22 22 23 2J 24 IThickness .68 .63 .73 .73 .79 Calculated Thickness 71 .73 .76 .79 .87 16 !,, (Thickness Class 2J 23 24 24 25 Lse IThickness .73 .73 .79 .79 .85 40 2S0 I 1 o CTD029507 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of 1S/40 Iron Strength Laying Condi* lion Depth of it Thickness Specifications InternaJ Pressure--psi 10 SO 100 ISO 200 Barrel Thicknesses--in. Thirty-Inch Gas Pipe Calculated Thickness 21 na- (Thickness Class UBe (Thickness .80 .83 .86 .90 22 23 23 24 .79 .85 .85 .92 Calculated Thickness rT_. /Thickness Class Use (Thickness .79 .82 .85 .89 22 23 23 24 .79 .85 .85 .92 Calculated Thickness .84 .86 .90 .03 S /Thickness Class 23 23 24 24 use (Thickness .85 .85 .92 .92 Calculated Thickness .92 .94 .97 1.01 8 ir^, /Thickness Class 24 24 25 25 u* (Thickness .92 .92 .99 .99 Calculated Thickness tot 1.03 1.06 1.09 12 /Thickness Class 25 26 26 26 U9C (Thickness .99 1.07 1.07 1.07 Calculated Thickness 1.07 1.09 1.12 1.15 16 (Thickness Class 26 26 27 27 U8C (Thickness 1.07 1.07 1.16 1.16 Calculated Tliickness 21 rr__ /Thickness Class U9C (Thickness Calculated Thickness 21 it-- /Thickness Class u$e (Thickness Calculated Thickness 5 rr,, /Thickness Class usc (Thickness Calculated Thickness 8 tj /Thickness Class Use (Thickness Calculated Thickness 12 ir /Thickness Class u#e (Thickness Calculated Thickness 16 /Thickness Class use (Thickness .69 .74 .77 .81 21 21 22 22 .73 .73 .79 .79 .69 .73 .76 .80 21 21 22 22 .73 .73 .79 .79 .7$ .77 .80 .85 21 22 22 23 .73 .79 .79 .85 .8! .83 .86 .90 22 23 23 24 .79 .85 .85 .92 .88 .90 .93 .97 23 24 24 25 .85 .92 .92 .99 .94 .96 .09 1.03 24 25 25 26 .92 .99 .99 1.07 Calculated Thickness 21 T7m /Thickness Class u#e (Thickness Calculated Thickness 21 rr_ /Thickness Class u* \ Thickness Calculated Thickness 5 r^ /Thickness Class Lse \Thicknes Calculated Thickness 8 t/Thickness Class Use (Thickness Calculated Thickness 12 m.. /Thickness Class tse (Thickness Calculated Thickness 16 i /Thickness Class L* (Thickness .63 .66 .70 .74 21 21 21 21 .73 .73 .73 .73 .63 .66 .70 .74 21 21 21 21 .73 .73 .73 .73 .68 .70 .73 .77 21 21 21 22 .73 .73 .73 .79 .73 .75 .70 .83 21 21 22 23 .73 .73 .79 .85 .79 .81 .85 .88 22 22 23 23 .79 .79 .85 .85 .84 .86 SO .03 23 23 24 24 .85 .85 .92 .92 2 SO 41 CTD029508 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of 18/40 Iron Strength Laying Condi* Depth of Cover ft Thickness Specifications Internal Pressure--psi 10 so 100 | 150 | 200 Barrel Thicknesses--'*. Thirty-six-Inch Gas Pipe Calculated Thickness .91 .94 .93 1.02 21 itm /Thickness Class 23 23 24 24 1 Thickness .94 .94 1.02 1.02 Calculated Thickness 31 tw /Thickness Class uae \ Thickness .90 .93 .07 1.02 22 23 25 24 .87 .94 .94 1.02 Calculated Thickness .95 .93 1.02 1.07 5 mm /Thickness Class 23 24 24 25 u#e \Thickness .94 1.02 1.02 1.10 Calculated Thickness 1.04 1.07 1.11 1.15 S t_- /Thickness Class 24 25 25 26 Use \Thickness 1.02 1.10 1.10 1.19 Calculated Thickness 1.15 1.17 1.21 1.25 12 rr_ /Thickness Class 26 26 26 27 1 Thickness 1.19 1.19 1.19 1.29 Calculated Thickness 1.23 1.26 1.29 1.33 16 Tr,, /Thickness Class 26 27 27 27 ute \Thickness 1.19 1.29 1.29 1.29 21 21 5 B 8 12 16 Calculated Thickness /Thickness Class L#e \ Thickness Calculated Thickness /Thickness Class U3e \Thickness Calculated Thickness (Ta_ /Thickness Class U9e \Thickness Calculated Thickness /Thickness Class Use (.Thickness Calculated Thickness rr,, /Thickness Class ute \Thickness Calculated Thickness rr-- /Thickness Class Usc (.Thickness .79 21 .81 1 .70 21 .81 .93 21 .81 .90 22 .87 .00 24 1.02 1.06 25 1.10 .32 21 .81 .31 21 .8! .36 22 .87 .93 23 .94 t.ot 24 1.02 1.03 25 1.10 .36 22 .87 .85 22 .87 .90 22 .87 .96 23 .94 1.05 24 1.02 1.13 25 1.10 .91 23 .94 .00 22 .87 .94 23 .94 1.0/ 24 1.02 1.10 25 1.10 1.17 26 1.19 Calculated Thickness 21 t? /Thickness Class \TWcknesa .71 .7J .70 .54 2t 21 21 22 .81 .81 81 .87 Calculated Thickness .7/ .73 .78 .33 21 rr,, /Thickness Class 21 21 21 21 Use (.Thickness .81 .81 .61 .81 Calculated Thickness 75 .73 .82 .87 5 ft-- /Thickness Class 21 21 21 22 Use \ Thickness .81 .81 .81 .87 Calculated Thickness .St .34 .38 .93 8 /Thickness Class 21 22 22 23 use (Thickness .81 .87 .87 .94 Calculated Thickness .39 .91 .95 1.00 12 t/Thickness Class 22 23 23 24 u* iThicItnen .87 .94 94 1.02 Calculated Thickness .95 97 1.01 1.06 16 /Thickness Class 23 23 24 25 (.Thickness .94 .94 1.02 1.10 42 220 I* * ( t) ( CTD029509 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of 18/40 Iron Strength Laying Condi tion Depth of Cover ft Thickness Specifications Internal Pressure--psi 10 50 | 100 150 200 Barrel Thicknesses--in. Forty-two-inch Gas Pipe 21 5 8 12 16 Calculated Thickness T7,,_ /Thickness Class use [Thickness Calculated Thickness TT-_ /Thickness Class use (Thickness Calculated Thickness tt- /Thickness Class U9C (Thickness Calculated Thickness tu /Thickness Class Use (Thickness Calculated Thickness tu. /Thickness Class Uae (Thickness Calculated Thickness i?* /Thickness Class use (Thickness t.Ol 23 1.05 t.ot 23 1.05 tar 23 1.05 1./6 24 1.13 1.29 26 1.32 1.39 27 1.43 1.04 23 1.05 1.04 23 1.05 1.09 24 U3 1.19 25 1.22 1.32 26 1.32 1.42 27 1.43 1.08 25 1.05 1.08 23 1.05 1.14 24 1.13 1.24 25 1.22 1.36 26 1.32 1.46 27 1.43 1.14 24 1.13 1.14 24 1.13 1.19 25 1.22 1.29 26 1.32 1.41 27 1.43 1.51 28 1.54 250 2) n 5 B 8 12 16 Calculated Thickness /Thickness Class \ Thickness Calculated Thickness *T /Thickness Class V-Se (Thickness Calculated Thickness tt,, /Thickness Class U8e (Thickness Calculated Thickness rr* /Thickness Class Use (Thickness Calculated Thickness rr-- / Thickness Class Uae (Thickness Calculated Thickness n,, /Thickness Class usc (Thickness .26 21 .90 .86 21 .90 .9! 21 .90 .99 22 .97 t.to 24 1.13 1.18 25 1.22 .89 21 .90 .29 21 .90 .94 22 .97 1.02 23 1.05 1.13 24 1.13 1.21 25 1.22 .94 22 .97 .94 22 .97 .98 22 .97 LOT 23 1.05 1.17 24 1.13 1.25 25 1.22 LOO 22 .97 LOO 22 .97 1.04 23 1 05 LIZ 24 1.13 1.22 25 1.22 1.30 26 1.32 Calculated Thickness 2t /Thickness Ctass (Thickness .77 .20 .86 .92 21 21 21 21 .90 .90 .90 .90 Calculated Thickness J* /Thickness Class u" IThickness .77 .80 .26 .92 21 21 21 21 .90 .90 .90 .90 Calculated Thickness .82 .25 .90 .96 5 /Thickness Class 21 21 21 22 L3e IThickness .90 .90 .90 .97 Calculated Thickness .89 .92 .97 1.03 3 rt0. /Thickness Class 21 21 22 23 L3e 'Thickness .90 .90 .97 1.05 Calculated Thickness .98 / 01 1.06 t.tt 12 rt /Thickness Class 22 23 23 24 Lse 1 Thickness .97 1.05 1.05 1.13 16 -- Calculated Thickness rM /Thickness Class ose (Thickness i 06 1.08 1.13 1.18 23 23 24 25 l 05 1.05 1.13 1.22 ' 1 43 CTD029510 TABLE 1-3 (Continued) Schedule of Barrel Thickness for Gas Pipe of 18/40 Iron Strength Condi tion Depth of Cover fl Thickness Specifications Internal Pressure--pst 0 SO | 100 | 150 J 200 BarreJ Thicknesses--in. Forty-eight-Inch Gas Pipe Calculated Thickness 110 U4 U9 1.25 2 ,r__ /Thickness Class 23 23 24 24 uae 1 ThiclcnMi 1.14 1.14 1.23 1.23 Calculated Thickness 1.11 U4 1.20 1.26 n lT,, /Thickness Class 23 23 24 24 U3e (Thickness 1.14 1.14 1.23 1.23 Calculated Thickness U8 1.22 1.27 1.32 5 tu /Thickness Class 23 24 24 25 u* 1 Thickness 1.14 1.23 1.23 1.33 Calculated Thickness 1.29 1.33 1.38 1.43 8 /Thickness Class 25 25 25 26 use (Thickness 1.3J 1.33 1.33 1.44 Calculated Thickness 1.43 1.47 1.52 1.57 12 ,u /Thickness Class 26 26 27 27 u* \Thickness 1.44 1.44 1.56 1.56 Calculated Thickness /.J5 1.58 1.63 1.69 16 /Thickness Class 27 27 28 23 Usc (Thickness 1.56 1.56 1.68 t.68 Calculated Thickness .93 .97 1.03 1.09 24 TTc_ /Thickness Class 21 21 22 22 Use (Thickness .98 .98 1.06 1.06 Calculated Thickness .94 .98 1.03 UO 51 it-. /Thickness Class Use (Thickness 21 21 22 23 .98 .98 1.06 1.14 Calculated Thickness .99 1.03 1.09 US s rr,,, /Thickness Class 21 22 22 23 Use (Thickness .98 1.06 1.06 1.14 Calculated Thickness it-- /Thickness Class u#c (Thickness 1.09 22 1.06 U2 23 1.14 1.17 23 1.14 1.24 24 1.23 Calculated Thickness 1.21 1.25 1.30 1.3S 12 it-- /Thickness Class 24 24 25 25 u#e (Thickness 1.23 1.23 1.33 1.33 Calculated Thickness 1.30 1.34 1.38 1.44 16 # * /Thickness Class 25 25 25 26 u,e \ThJckneas 1.J3 1.33 1.33 1.44 Calculated Thickness .34 .88 .93 1.00 2* it-- /Thickness Class 21 21 21 21 (Thickness .98 .98 .98 .98 Calculated Thickness .84 .88 .94 1.01 31 /Thickness Class 21 21 21 21 (Thickness .98 .98 .98 .98 Calculated Thickness it-- /Thickness Class use (Thickness .90 .93 .99 1.06 21 21 21 22 .98 .98 .98 1.06 Calculated Thickness .97 1.01 1.07 1.13 3 tt-- /Thickness Class 21 21 22 23 t5e (Thickness .98 .98 1.06 1.14 Calculated Thickness 1.08 U2 1.16 1.23 (2 r.,, /Thickness Class 22 23 23 24 use (Thickness 1.06 1.14 1.14 1.23 Calculated Thickness US 1.20 1.25 1.31 16 rr,, /Thickness Class 23 24 24 25 \ThicIcnesa 1.14 1.23 1.23 1.33 44 250 f) CTD029511 Sec. 1-2--General Procedure for Thickness Determination J Sec. 1-2.1--Scope \ This section gives the general method for determining the thicknesses of castiron pressure pipe. Thickness nomo grams (Fig. 1-1 through 1-5) are in cluded for two commonly used iron strengths (18/40 and 21/45); thick nesses for other iron strengths may be computed by the method presented in Sec. 1-3.1. The required thickness of cast-iron pipe is determined by considering trench load and internal pressure in combination, and calculations of net thickness are made for two cases, namely: Case 1. Trench load (earth load but no truck superload) in combination with internal pressure (working pres sure plus surge pressure) and with a 2.5 factor of safety applied to both trench load and internal pressure Case 2. Trench load (earth load plus truck superload) in combination with internal pressure (working pres sure but no surge pressure) and with a 2.5 factor of safety applied to both trench load and internal pressure. The larger thickness thus deter mined is chosen as the net thickness (only Case 2 is used for gas pipe). To the net thickness is added a cor rosion allowance to obtain the minimum manufacturing thickness and a casting tolerance to obtain the total calculated thickness. Finally, the thickness for specifying and ordering is selected from a table of standard class thick nesses. An example of this method is shown in Sec. 1--2.3. Sec. 1-2.2--Procedure for Thickness Determination This section gives the procedure for determining total calculated thick nesses and standard class thicknesses for pipe. This procedure was used in calculating the values shown in Sec. 1-1, Tables 1-1, 1-2 and 1-3. 1-2.2.1--Determination of Net Thick ness The net thickness for the more usual conditions may be readily determined using Tables 1-4 and 1-5 and the nomograms in Fig. 1-1 through 1-5. The bases for these tables and nomo grams are described in Sec. 1-3. The three most commonly used methods of laying pipe, called "laying conditions," are defined below: Laying Condition A B F Description Pipe laid on flat-bottom trench, backflll not tamped Pipe laid on flat-bottom trench, backfill tamped Pipe bedded in gravel or sand, backfill tamped After the pipe size, working pressure, iron strength, laying condition, and depth of cover have been established, the procedure for determining net thickness is as follows: a. From Table 1-4, select for both Case 1 and Case 2 the value of w, which is the ring test load equivalent of trench load including a 2.5 safety factor (see Sec. 1-3.1 for definition of ring test load equivalent). b. From Table 1-5, select for both Case 1 and Case 2 the value of p, which is the internal pressure including a 2.5 safety factor. c. Thickness nomograms are pro vided in Fig. 1-1 through 1-5 for iron strengths of 18/40 * and 21/45.* Se- The first figure designates the bursting tensile strength in 1,000 psi and the second figure designates the ring modulus of rupture in 1,000 psi. 45 CTD029512 46 AMERICAN NATIONAL STANDARD lect the nomogram for the desired iron strength and range of loads and pres sures. Locate the values of w and p for Case 1 on the vertical scales. Con nect these values with a straightedge and read the required thickness for Case I. d. Repeat this procedure using the above values of w and p for Case 2 and read the required thickness for Case 2. e. The larger thickness, as deter mined for Cases 1 and 2, is the net thickness for water pipe. (For gas pipe, only Case 2 is applicable.) 1-2.22--Addition of Allowances to Net Thickness a. A corrosion allowance of 0.08 in. is added to the net thickness. The re sulting thickness is the minimum manu facturing thickness. Where severe cor rosion is anticipated, an analysis of the condition should be made. b. A casting tolerance from Table 1-6 is added to the minimum manufac turing thickness and the resulting thickness is the total calculated thick ness. 1-2.2.3--Selection of Standard Thick ness Refer to Table 1-7 and select the standard class thickness nearest to the total calculated thickness. When the calculated thickness is halfway between two standard thicknesses, the larger of these is selected. When the calculated thickness is less than the smallest stand ard thickness, the smallest standard thickness is selected. Sec. 1-2.3--Example for Determining Thickness of 18-in. Water Pipe Determine the thickness for 18-in. cast-iron pipe laid on flat-bottom trench with tamped backfill (laying condi tion B), under 5 ft of cover for a working pressure of 200 psi. Iron strength is 18/40. 1-2.3.1--Step 1--Determination of Net Thickness a. From Table 1-4, the ring test load equivalents of trench load, includ ing a safety factor of 2.5, are For Case 1, w = 2,786 Ib/lin ft For Case 2, w = 3,876 lb/lin ft b. From Table 1-5, the internal pres sures, including a safety factor of 2.5, are For Case 1, p -- 750 psi For Case 2, p = 500 psi c. Using Fig. 1-1, locate w = 2,786 and p = 750 on the vertical scales. Connect these values with a straight edge and read the thickness for Case 1, which is 0.47 in. d. Using Fig. 1-1, locate w = 3,876 and p = 500 and read the thickness for Case 2, which is 0.46 in. e. The larger of these two thick nesses is the net thickness. The con trolling one in this example is 0.47 in. (Case 1). 1-2.3.2--Step 2--Addition of Allow ances to Net Thickness The total calculated thickness, as shown in Table 1-1, is determined as follows: Met thickmesj Corrosion allowance Minimum manufacturing thickness Casting tolerance (Table 1-6) Total calculated thickness 0.47 in. 0 08 in. 0.55 in. 0.08 in. 0.63 in. 1-2.3.3--Step 3--Selection of Stand ard Thickness From Table 1-7, the total calculated thickness of 0.63 in. is exactly the same as Class 23. Therefore, Class 23 is the standard thickness class for the pipe in this example. In ordering or specifying, the fore going pipe is identified as 18-in. size, thickness Class 23, conforming to ANSI Standard A21.6 or A21.8 as applicable. THICKNESS DESIGN OF CAST-IRON PIPE 47 TABLE 1-4 Ring Test Lead Equivalents (w) of Trench Loads--Ib/lin ft* Laying Pipe Condi Size tion in. 2 JJ Depth of Cover--ft s 8 12 16 20 Cue l--Ring Test Load Equivalent of Earth Load (Use With Surge Pressure) 3 396 4 491 6 672 8 826 10 974 12 Mil 14 1.235 16 1.341 18 1.446 K 20 1,552 24 1,770 30 2.093 36 2,437 42 2.761 48 3,102 54 3,437 00 3,778 3 355 4 438 6 585 8 709 10 824 12 926 14 1.007 16 1,079 18 1,147 B 20 1,214 24 1,339 30 1,524 36 1.709 42 1,879 48 2.074 54 2.259 60 2,455 3 261 4 323 6 434 8 528 10 612 12 14 16 18 P 20 691 755 812 861 915 24 1,018 30 1,157 36 1,310 42 1,443 48 1.586 54 1.726 60 1,881 565 704 974 1,211 1,448 1.674 ]tH87 2.085 2,265 2.433 2.730 3,167 3.626 4.083 4.550 5,022 5.493 508 628 848 1.039 1.224 1.395 1.539 1.677 1,797 1.903 2,066 2,305 2,543 2.778 3.042 3,300 3.569 374 463 629 774 910 1,041 1,154 1.262 1.350 1.435 1.570 1.751 1.949 2,134 2,326 2.522 2.735 817 1,024 1.428 1.791 2,157 2,520 2,865 3.196 3,513 3.S1S 4.372 5,087 5,713 6,341 6,991 7.650 8.313 734 913 1.244 1,537 1,823 2.100 2.337 2,570 2,786 2,985 3.307 3.703 4,006 4,315 4,674 5,027 5.401 540 673 923 1,144 1,355 1.566 1.753 1.934 2,093 2,250 2,514 2,812 3,070 3,315 3.573 3,842 4,139 1.324 1.663 2.337 2,948 3,576 4,239 4,822 5.176 5.506 5.839 6.509 7,520 8,537 9,556 10,580 11,609 12.643 1,189 1.483 2,036 2,530 3,024 3.533 3.933 4,163 4,367 4.568 4.924 5.473 5.986 6.503 7,074 7.629 8,215 875 1.093 1.510 1.883 2.247 2.635 2.949 3.133 3.281 3.444 3,742 4.157 4,588 4.996 5.408 5.830 6.295 2,000 2,515 3,548 4,491 5,376 5,839 6.304 6,776 7,250 7.728 8,693 10,161 11,643 13,078 14,646 16,161 17,815 1,797 2.242 3,091 3,855 4,546 4,866 5,142 5,449 5.750 6,046 6.577 7.396 8,165 8.899 9.792 10,620 11,575 1,322 1.653 2.292 2.869 3.378 3,630 3.856 4.101 4.320 4.S58 4,999 5,618 6.257 6.837 7,485 8.116 8,869 2.674 3,367 4,756 5.635 6,198 6,774 7.356 7,954 8,548 9.150 10.378 12.256 14,167 16,104 18,061 20,039 22,028 2.402 3,002 4,144 4,836 5,241 5,645 6,000 6,397 6,779 7.158 7,852 8,921 9.935 10,959 12,076 13,169 14,312 1.767 2.213 3,073 3.600 3.895 4.2H 4,300 4.815 5.093 5,396 5.968 6,776 7.613 8.418 9.231 10.063 10,967 3.J43 4.222 5,487 6.120 6,770 7,433 8,115 8,804 9.509 10,224 11,678 13,915 16,220 18,554 20,92 8 23.346 25,776 3.004 3,764 4,780 5.252 5,724 6.194 6,618 7,080 7,541 7,998 3.836 10.128 11,373 12,626 13,993 15,342 16.747 2,210 2,774 3.545 3,910 4.254 4.620 4.964 5,329 5.666 6.029 6,715 7,693 8.716 9.699 10,697 11.724 12.832 24 4,026 5.(174 5,754 6,446 7.163 7,902 8,659 9.433 10.224 11.033 12,680 15,237 17.882 20.S60 23,354 26,161 28, 3,617 4,523 S.Q14 5.531 6,057 6.586 7,062 7,586 8.109 8,631 9.593 11.090 12,540 14,015 15,615 17.191 18,841 2,661 3.334 3,718 4.118 4.502 4.912 5.297 5.709 6,092 6,506 7.291 8.424 9.610 10,766 11,937 13.138 14,436 A safety factor of 2.5 is included. These ring test load equivalents are based oo the earth loads in Table f-8. CTD029514 48 AMERICAN NATIONAL STANDARD TABLE 1-4 (Continued) Ring Test Load Equivalents (w) of Trench Loads--Ib/lin ft* Laying Pipe Depth of Cover--ft Condi Size tion in. 21 Jl 5 8 | 12 16 20 24 Case 2--Ring Test Load Equivalent of Earth Load Plua Truck Superload (Use Without Surge Pressure)! 3 748 4 1.137 6 1.904 8 2.528 10 3,087 741 1.057 1.678 2,267 2.798 935 1,200 1.839 2.437 2.978 12 3,635 14 3,880 16 4,183 18 4.489 A 20 4,865 3.317 3.641 3.996 4,361 4,772 3.517 4.039 4,478 4,887 5,400 24 5,383 30 6,278 36 7.180 42 7.878 48 8,596 5.250 6.115 7.054 7.887 8,728 6.043 7.083 8.083 9.035 10,035 54 9.165 9,483 60 9.789 10.237 10.967 11,904 3 672 4 1,014 6 1.659 8 2,170 10 2,610 666 942 1.462 1.946 2,366 840 1.070 1.602 2.09V 2.518 12 3.029 14 3,165 16 3.364 B ts 3,560 20 3,806 2.765 2.970 3.213 3.459 3.733 2.931 3,294 3,601 3,876 4,225 24 4.072 30 4,570 36 5,035 42 5.361 48 5.747 3.972 4.451 4.947 5.367 5,836 4.572 5.155 5,668 6,148 6.709 54 6,023 60 6,360 6.232 6.651 7.207 7.734 3 494 4 747 6 1,230 8 1.615 10 1.940 490 694 1,084 1,449 1.758 618 789 1.188 t.557 1.872 12 2.260 14 2.374 16 2.532 P 18 2.675 20 2,869 2.062 2.227 2.418 2,598 2.814 2,187 2,471 2.711 2.912 3.185 24 3.095 30 3.471 36 3.859 42 4,118 48 4.393 3.019 3.381 3.79! 4,123 4,461 3.475 3,916 4.343 4.723 5.129 54 4.603 60 4.874 4.762 5.097 5,508 5,927 1,411 1.780 2.541 3.270 3.987 4.767 5.409 5,880 6.298 6.730 7.513 8.746 9.911 11,113 12,350 IJ.56J 14.78J 1,268 1.587 2,2t4 2,806 3.371 3,973 4.411 4,729 4,995 5.265 5.684 6,366 6,950 7,564 8,257 8.913 9.604 932 1,170 1.642 2,089 2.505 2.964 3.309 3.559 3.752 3.969 4.320 4.835 5.326 5.810 6,312 6.811 7.360 2,059 2,602 3.696 4.696 5,611 6,104 6.598 7.128 7.661 8.198 9.250 10,865 12.465 14.076 15,761 17.452 19.193 1,850 2,320 3.220 4.030 4,744 5.087 5.381 5,733 6.076 6.413 6.998 7,908 8.741 9.578 10.538 11,469 12,470 1.361 1.710 2,388 3.000 3.526 3.795 4.036 4.315 4.565 4.835 5.319 6.007 6,698 7.358 8,055 8,764 9.556 2.704 3,426 4.843 5.752 6,346 6.950 7.561 8.220 8.841 9.502 10.761 12,726 14,724 16,778 18.824 20,861 22.909 2.430 3.054 4.220 4.937 5.366 5.792 6.166 6.610 7.012 7,434 8,141 9.263 10,325 11,417 12.586 13.709 14.884 1.787 2.251 3,129 3,675 3.988 4.320 4.625 4.975 5,268 5,604 6.188 7,036 7.912 8.771 9,621 10,476 11,405 3,363 4,261 5,543 6.198 6.867 7.548 8.250 8,980 9.702 10,456 11.930 14.226 16,587 19,000 21.432 23.902 26.393 3.021 3.798 4.830 5.319 5.807 6.290 6.729 7.222 7,695 8.180 9,026 10.J54 11.631 12,929 14,330 15,707 17.148 2.223 2.800 3,581 3.960 4,316 4.692 5.046 5.436 5.781 6.167 6,860 7.865 8.914 9.932 10,954 12.003 13,140 4.041 5.104 5.798 6.506 7.239 7.90| 8.763 9,567 10.J74 11.213 12.876 15,476 18,167 20,939 23,743 26.572 29.437 3,631 4.550 5,051 S.584 6.121 6.659 7.147 7,694 8,228 8.772 9,742 11,264 12.739 14,248 15,875 17,461 19,126 2.671 3.354 3.746 4.157 4,549 4,968 5.360 5.791 6.181 6.613 7.404 8.556 9.763 10,945 ' 12.136 13,344 14,655 A safety factor of 2.5 ia included. These ring test load equivalents are based on the earth loads and truck superloads in Table 1-8. t Truck superload is based on two passing trucks with adjacent wheels J ft apart, having a 9,000-lb wheel load on unpaved road or flexible pavement and an impact factor of 1.50 (see Sec. 1-3.3). o m THICKNESS DESIGN OF CAST-IRON PIPE 49 TABLE 1-5 Internal Pressures (p)* Rated Working Pressure---fsi 10 50 100 150 200 250 300 Case 1--Internal Pressure With Surge Pressure Allowancesf 3 ___ 4' -- 6-- 8-- 10 -- 12 ___ 14 -- 16 -- 18 -- 20 -- 24 ___ 30 -- 36 -- 42 -- 48 __ 54 ___ 60 -- 425 550 675 800 925 1,050 425 550 675 800 925 1,050 425 550 675 800 925 1,050 425 550 675 800 925 1,050 425 550 675 800 925 1,050 400 525 650 775 900 1,025 400 525 650 775 900 1,025 375 500 625 750 875 1,000 375 500 625 750 875 1,000 350 475 600 725 850 975 338 463 588 713 838 325 450 57S 700 825 313 438 563 688 813 300 425 550 675 800 300 425 550 675 800 963 950 938 925 925 300 425 550 675 800 300 425 550 675 800 925 925 Case 2--Internal Pressure Without Surge Pressure Allowances 3-60 all 25 125 250 375 500 625 750 Safety factor of 2.S included. t For surge pressure allowances, see Table 1-10. 1,175 1,175 1,175 1,175 1,175 1,150 1,150 1,125 1,125 1,100 1,088 1,075 1,063 1,050 1,050 1,050 1,050 875 Pipe Size in. 3-8 10-12 TABLE 1-6 Allowances For Casting Tolerance Casting Tolerance in. 0.05 0.06 Pipe Size Ml. 14-24 30-48 Casting Tolerance in. 0.08 0.10 CTD029516 50 AMERICAN' NATIONAL STANDARD TABLE 1-7--Standard Thickness Classes of Cast-Iron Pipe (See note on facing page) Thickneaa for Standard Thickneaa Claaa NumberPipe IK, 20 21 22 23 24 25 26 27 23 3 0.32* 0.35 0.38 0.41 0.44 0.48 0.52 4 0.35* 0.38 0.41 0.44 0.48 0.52 0.56 6 0.35* 0.38 0.41 0.44 0.48 0.52 0.56 0.60 8 0.35* 0.38 0.41 0.44 0.48 0.52 0.56 0.60 0.65 10 0.38* 0.41 0.44 0.48 0.52 0.56 0.60 0.65 0.70 12 0.41* 0.44 0.48 0.52 0.56 0.60 0.65 0.70 0.76 14 0.43 0.48* 0.51 0.55 0.59 0.64 0.69 0.75 0.81 16 0.46 0.50* 0.54 0.58 0.63 0.68 0.73 0.79 0.85 18 0.50 0.54* 0.58 0.63 0.68 0.73 0.79 0.85 0.92 20 0.53 0.57* 0.62 0.67 0.72 0.78 0.84 0.91 0.98 24 0.58 0.63* 0.68 0.73 0.79 0.85 0.92 0.99 1.07 30 0.68* 0.73 0.79 0.85 0.92 0.99 1.07 1.16 1.25 36 0.75* 0.81 0.87 0.94 1.02 1.10 1.19 1.29 1.39 42 0.83* 0.90 0.97 1.05 1.13 1.22 1.32 1.43 1.54 48 0.91* 0.98 1.06 1.14 1.23 1.33 1.44 1.56 1.68 29 0.56 0.60 0.65 0.70 0.76 0.82 0.87 0.92 0.99 1.06 1.16 1.35 1.50 1.66 1.81 JO 0.60 0.65 0.70 0.76 0.82 0.89 0.94 0.99 1.07 1.14 1.25 1.46 1.62 1.79 1.95 Fig. 1-1. Thickness Nomogram for Pipe of 18/40 Iron Strength, Low-Eange Load Thicknesses are net, and computations are made using nominal pipe diameter for in side diameter. S equals 18,000, R equals 40,000. The encircled values at the end of each curve are for pipe size, in inches. I CTD029517 THICKNESS DESIGN OF CAST-IRON PIPE 51 Tig. 1-2. Thickness Nomogram for Pipe of 18/40 Iron Strength, High-Bangs Load Thicknesses are net, and computations are made using nominal pipe diameter for inside diameter. S equals 18/300, R equals 40,000. The encircled values at the end of each curve are for pipe site, inches. Explanatory Note to Table 1-7 Irrespective of calculated thickness, standard thicknesses are not made less than certain minimums, which are the smallest thickness classes shown in the table. They have been chosen by judgment based on experience with the shocks received by pipe in handling and transporting. AMSI Standards A21.6, A21.7, A21.8, and A21.9 are based on iron strength of 18/40. The recommended minimum nominal thicknesses for such pipe are shown in boldface type. Pipe of 21/45 iron strength for water service may have thicknesses less than those pipe of 18/40 iron strength. Pipe of such reduced thickness should be used only after consideration of possible adverse conditions of installation and environment. The recommended minimum nominal thicknesses for such pipe are shown with an asterisk. Pipe with 21/45 iron strength in Thickness Class 20 are sometimes used in sizes 14-24 in., when the cal culated thicknesses permit and where provisions are made for special handling. -1 ,0 0 0 Ib /lin It -1 0 0 psi 52 AMERICAN NATIONAL STANDARD Fig. 1-3. Thickness Nomogram for Pipe of 21/45 Iron Strength, Low-Range Load Thicknesses are net, and computations are made using nominal pipe diameter for in side diameter. S equals 21,000. R equals 45,000. The encircled values at the end of each curve are for pipe size, in inches. CTD029519 THICKNESS DESIGN OF CAST-IRON PIPE 53 -1,000 Ib /iin It Fig. 1-4. Thickness Nomogram for Pipe of 21/45 Iron Strength, Medium-Bangs Load Thicknesses are net, and computations are made using nominal pipe diameter for in side diameter. S equals 21,000, R equals 45/100. The encircled values at the end of each curve are for pipe site, in inches. CTD029520 54 AMERICAS NATIONAL STANDARD -1 0 0 PU < Fig. 1-5. Thickness Nomogram for Pipe of 21/45 Iron Strength, High-Range Load Thicknesses are net, and computations are made using nominal pipe diameter for in side diameter. S equals 21,000, R equals 45,000. The encircled values at the end of each curve are for pipe size, in inches. I I CTD029521 Sec. 1-3--Design Theory--Determination of Net Thickness. Earth Load, and Truck Superload Sec. 1-3.1--Determination oi Net Thickness Tests made for ANSI Committee A21* showed that, when a pipe has both an external load applied in threeedge bearing (such as the laboratory ring test) and an internal pressure, the relation between external load and internal pressure at the point of breaking can be represented, with sufficient accuracy, by a parabola drawn as in Fig. 1-6. The mathematical relationships expressed by the formula for the loadpressure curve are the basis for the whole system of pipe thickness calcu lations used in this standard. The equation of the load-pressure parabola is in which: R = ring modulus of rupture (psi) _ 5 = bursting tensile strength (psi) t = net thickness (in.) d = nominal pipe size (in.). The symbols 5 and R denote the strength of the iron in the pipe and are based on periodic full-length bursting tests and ring tests as specified in ANSI Standards A21.6 (AWWA C106), A21.7, A21.8 (AYVWA 008), and A21.9. The design values of w to be used in solving Eq 1, either by nomogram or by trial calculation, are determined as follows: For Case 1, in which: IF = ring test crushing load with no internal pressure (lb/ lin ft) P = bursting pressure with no external load (psi) p and w are any combination of internal pressure and ex ternal load that will just cause fracture. The values of IV and P are calcu lated as follows: W= Rl' 0.0795(rf + 0 (2) 25/ P d (3) * See Ref. 3, "Foreword," p. x 2.5W, W" L, <D For Case 2, W in which: 2.5(W. + Wt) L/ (5) ~uu = ring test load equivalent of trench load (lb/linft), in cluding a 2.5 safety factor IV, = earth load (lb/ft) (Table 1-8 and Sec. 1-3.2) Wt = truck superload (lb/ft) (Table 1-8 and Sec. 1--3.3) L; = load factor dependent on laying condition (Table 1-9) 2.5 = safety factor. The load factor Lr converts the trench load (earth load only or earth (5 0 C7D029522 56 AMERICAN' NATIONAL STANDARD load plus truck superload) to an equivalent load in the laboratory ring test. Table 1-4 gives values of w computed from Eq 4 and 5 for stand ard depths of cover using the earth loads and truck superloads in Table 1-8 and the load factors in Table 1-9. The design values of p to be used in solving Eq 1, either by nomogram or by trial calculation, are determined as follows: For Case 1, P * 2.5 (p. + p,) (6) For Case 2, p " 2.5 p9 in which: (7) p = internal pressure (psi), in cluding a 2.5 safety factor = working pressure (psi) p. = allowance for surge pres sure (psi) (Table 1-10) 2.5 = safety factor. Table 1-5 gives values of p com puted by Eq 6 and 7 for standard working pressures using the allow ances for surge pressure in Table 1-10. As described in Sec. 1-2.2, calcula tions for net thickness for water pipe are made for two conditions of com bined loading: Case 1, which includes surge pressure but not truck super load ; and Case 2, which includes truck superload but not surge pres sure. The larger of the two thick nesses is used for design. Truck Supcrioad and surge pressure are transient and occasional loads, and it is considered extremely unlikely that they will occur simultaneously. \\ hen Eq 2 and 3 are substituted in Eq 1, the result is a high-order equa tion which cannot be solved directly for the net thickness t by conventional mathematical procedure. It is nec essary to resort to graphical solution or to successive approximation. The more convenient method for routine work is to use a nomogram as shown in Fig. 1-1 through 1-5. Such nomo grams are prepared by the following steps: a. Using the appropriate iron strength values of 5 and R, calculate W and P for a series of thicknesses for each pipe size by means of Eq 2 and 3. b. For each thickness select two values of p and compute the corre sponding values of w using Eq 1. c. Set up parallel scales for w and p, using linear increments for the p scale and increments proportional to the square of the load for the w scale. d. Using a straightedge to connect the corresponding values of w and p, locate and mark the intersection of the two lines determined by the two sets of values for each thickness. e. Repeat for the full series of thicknesses to lay out the curve for each pipe size. If it is desired to determine net thickness for iron strengths or loads and pressures not covered in the nomograms in Fig. 1-1 through 1-5, a trial calculation method may be used to solve Eq 1, as follows: a. Based on the values of w and p corresponding to the design condi tions, assume a trial value of t. b. Using the known iron strength values 5 and R and the trial value of /, calculate W and P from Eq 2 and 3. c. Using these values of W and P and the design value of p, solve Eq 1 for w. d. Compare this calculated value of w to the design value of w and assume a smaller or larger value of t, as re quired, for the second trial calculation. e. Continue until a change in as sumed thickness of less than 0.01 in. results in a calculated w equal to or greater than the design w. THICKNESS DESIGN OF CAST-IRON PIPE 57 A graphical method may also be ^ used (or determining thicknesses for conditions not covered in the nomo grams in Fig. 1-1 through 1-5. The parabolic graphical method is de scribed in Sec. 1-12.3 of ANSI A21.11957 (AWWA Hl-57). Sec. 1-3.2--Earth Loads (W.) For computation of earth loads on cast-iron pipe the type of installation is identified as shown in Fig. 1-7. Ditch condition (Fig. l-7a, b, c) de notes pipe laid in a relatively narrow trench and backfilled to the original ground surface. The trench width at the top of the pipe determines the load and the ditch may be widened above the top of the pipe for installation convenience (Fig. 1-7 b, c) without increasing the load on the pipe. Em bankment condition includes two types of installation: positive projec tion condition (Fig. 1--7d) which de notes pipe laid on top of a subgrade and covered with fill, and negative projection condition (Fig. l-7e) which denotes pipe laid in a trench in the subgrade and covered with fill, which extends substantially above the sub grade. Methods for calculating earth loads for these three installation con ditions are given below: in which: W, = earth load, lb per linear ft Cd = calculation coefficient, ditch condition C, = calculation coefficient, positive projection condi tion w = soil density (120 Ib/cu ft assumed in standard cal culations) Bt = width of trench at top of pipe (ft) (for standard cal culations use nominal pipe diameter plus 2 ft) B,, = outside diameter of pipe, ft. This procedure was established by work done at Iowa State College,* which proved that for certain com binations of pipe size, trench width, and depth of cover, the load given by Eq 9 for positive projection condition should be used when it is the lesser of the two loads even though the pipe is laid in a trench. The calculation coefficient Cd is obtained from Fig. 1-8 or from the following equation: in which: 1-3.2.1--Ditch Condition The ditch condition is the most common method of installing castiron pipe and is the basis of the earth loads shown in Table 1-8. The load is obtained by selecting the lesser of the two loads computed by Eq 8 and 9. IV. = CjwB.1 (ditch condition) (8) it'. = C'WB,` (positive projection condition) (9) K = ratio of active horizontal pressure at any point in the fill to the vertical pressure which causes the active horizontal pressure n' = coefficient of sliding fric tion between fill materials and sides of trench K)i -- 0.130 for standard calcu lations * Spangler, M. G. Soil Engineerin(. International Textbook Co., Scranton, Pa. (2nd ed., I960), p. 416. 58 AMERICAN NATIONAL STANDARD e = the base of natural logarithms (2.71828) H = depth of cover to top of pipe (ft). The calculation coefficient, Ce, is obtained from Fig. 1-9 or from the following equation: in which: r,i = settlement ratio* p = projection ratio* For standard calculations the value of the product rtip is taken to be 0.75. For this value, the height of equal settlement calculated by Eq 13 is, H. = 1.75 B, and Eq 12 reduces to: C. 2 Kil (U) C. - 1.961 ~ - 0.934 B, (12a) or I2KKit H-=f' C. 2K.il B. B.) (12) in which: fi = coefficient of internal fric tion in fill materials Kfi = 0.1924 for standard calcu lations H. = Height of equal settlement (ft) (vertical height from the top of conduit to the level at and above which the fill materials directly over the conduit settle equally with the adjacent fill materials). Equation 11 is used when the height of fill, H, is equal to or less than the height of equal settlement, H.. Equa tion 12 is used when the height of fill, H, is greater than the height of equal settlement, H,, The height of equal settlement, H,, is obtained from the following equa tion : 2*"` ff. e -2 K* = 2Kii(r*p) 4- 1 Be (13) In most cases Eq 12a is used to calcu late C, becuase the depth of cover usually exceeds 1.75 times the pipe outside diameter. Table 1-8 and Fig. 1-10 show earth loads computed by the above proced ures for cast-iron pipe laid in trenches with widths, Bd, equal to the nominal pipe diameter plus 2 ft. Figure 1-11 shows a chart of earth loads computed by the above procedures for pipe in stalled in trenches where Bd is equal to the nominal pipe diameter plus 1 ft. Figures 1-12 and 1-13 show charts computed by the above procedures for pipe laid in trenches with sides sloped 1:1 and 2:1, respectively. For standard calculations, Kn = 0.1924 is used for C, and Kil' = 0.130 is used for Cd in order to obtain conservative earth loads. Other values of Kil and Kn't which may be used in calculating earth loads for special soil conditions, are shown below with the corresponding soil type: Soil Type Value ol K* or Km' Granular materials without cohesion Sand and gravel, maximum 0.1924 0.165 * For a definition of these terms see: Spangler, M. G. Soil Engineering. International Textbook Co., Scranton, Pa. (2nd ed., 1960). p. 403. CTD029525 THICKNESS DESIGN OF CAST-IRON PIPE 59 Saturated top soil, maximum Clay, ordinary maximum Saturated clay, maximum 0.150 0.130 0.110 1-3.2.2--Positive-Projection Embank ment The positive-projection condition may be encountered with pipe laid on top of a subgrade and covered with fill for highway or dam construction. The earth load is calculated from Eq 9 using Eq 12a for calculation of C. when standard values of r,dp and Kfi are used. For such standard values the load may also be read directly from Fig. 1-12 which was constructed from loads computed by Eq 9. The loads in Fig. 1-12 are based on soil weighing 110 Ib/cu ft and may be ad justed to soil of 120 lb/cu ft by multi plying the graph load by 120/110. For calculation of pipe thicknesses, special load factors are used for posi tive projection embankment condition as shown in Table 1-9. 1-3.2.3--Negative-Projection Embank ment Condition The negative-projection embank ment condition may be encountered in highway or dam construction when the pipe is laid in a relatively narrow trench cut in the subgrade, a more de sirable method than installation di rectly on top of the subgrade. Loads for negative projection are calculated as follows. W. - C.wBf (14) in which: C,, = calculation coefficient (neg ative projection condition). Other terms are as defined for Eq 8 and 9. of p' and H/Bd have been determined as follows: p' = h/Bd h = depth of cover in trench from top of pipe to sub grade (ft) H = total height of fill from top of pipe to top of embank ment (ft) Bd = width of subgrade trench at top of pipe (ft) Equation 14 is considered to give the maximum load that could occur on pipe laid in trenches under embank ment conditions such as the case of embankment or additional fill added at some time, generally years, after the pipe was laid as a ditch conduit and backfill placed. In many em bankment cases, Eq 14 may give loads which are too conservative. In cases where pipe is laid in a sub grade trench with the embankment completed shortly thereafter, the load may be closer to that given by Eq 8 for ditch condition, and the embank ment fill above the subgrade trench may be considered as equivalent to an increase of the trench width above the top of the pipe without significant effect on the earth load. For other cases the load may lie somewhere between those given by Eq 8 and Eq 14. The correct load depends largely on relative soil com paction in the subgrade trench and overlying embankment and selection of the proper load for pipe design will be governed by engineering judgment based on the specific factors in each installation. 1-3.2.4--Sample Calculation of Earth Load The calculation coefficient, C, is Determine earth load on 12-in. cast- read from Fig. 1-14 after the values iron pipe with 5 ft of cover. Pipe laid 60 AMERICAN NATIONAL STANDARD in a flat-bottom trench (d -f 2) ft wide. Step 1. Calculate earth load for ditch condition using Eq 8. 1 - Ci = 2Kn' K)x 0.130 ff` -5 ft (10) Bi- +2-3 ft (!)- 2 (0.1JO) I --e 03516 Ci 2(0.130) ' 0.260 = r1.35 W.-CiwBJ -1.35(120)(3) -1,460 Ib/ft (8) Step 2. Calculate earth load for projection condition using Eq 9. H. - 1.75 B, - -75(^) = 1.75(1.10) = 1.92 ft H is greater than H,, therefore use Eq 12 or 12a to calculate C,. Using Eq 12a: C. - 1.961 ^ - 0.934 (12a) -1961 (no)-0934 - 7.98 tV, -- CcwBtl - 7.98 (120)(1.10)* - 1,159 lb/ft (9) Step 3. Select lesser load from Step 1 or 2. The load for projection condition is the lesser. Therefore, the earth load, W,, is 1,159 lb/ft. This load is shown in Table 1-8. Sec. 1-3.3--Truck Superloads (TV,) The procedures in this section may be used to compute truck superloads for unpaved roads, flexible pavement or rigid pavement; one truck or two passing trucks; and any wheel load and impact factor. For unpaved road or flexible pavement Eq 15 is used. For rigid pavement Eq 16 is used. W, - CRPF (15) tV, - KB.PF (16) in which: W, -- Truck superload (lb/linft) C = Surface load factor for un paved road or flexible pave ment (for one truck, see Table 1-11; for two trucks, see Table 1-12). R = Reduction factor which takes account of the fact that the part of the pipe directly below the wheels receives the truck super load in its full intensity but is aided in carrying the load by adjacent parts of the pipe that receive little or no load from the truck. (See Table 1-13.) P = Wheel load (lb) F = Impact factor K = Surface load factor for rigid pavement (see Table 1-14). B, = Outside diameter of pipe (ft) (see Table 1-15). Equations 15 and 16 may be used in computing AASHO truck loading which is described in "Standard Specifications for Highway Bridges,'' American Assn, of State Highway Officials, 1961. The wheel loads and impact factors to be used in the equa tions are given in Art. 1.2.5 and THICKNESS DESIGN OF CAST-IRON PIPE 61 1.2.12 of the AASHO specification, as follows: AASHO Truck H-10 H-I5 H-20 Gross Weight 10 tons 15 tons 20 tons Depth of Cover 0 ft to 1 ft, 0 in. 1 ft, 1 in., to 2 ft, 0 in. 2 ft, I in., to 2 ft, 11 in. 3 ft, 0 in., or more Wheel Load. P 8.000 lb 12,000 lb 16,0001b Impact Factor, F 1.30 1.20 1.10 1.00 The truck superload allowances given in Tables 1-4 and 1-8 are in tended for standard conditions. They are based on two passing trucks with adjacent wheels 3 ft apart, 9,000-lb wheel load, unpaved road or flexible pavement, 1.50 impact factor. These loads in most cases equal or exceed the static load from a single AASHO H-20 truck with 16,000 lb on each rear wheel. These truck super loads are based on having the design depth of cover over the pipe. Con sideration should be given to the loads that may be transmitted to the pipe if either truck superloads or heavy construction equipment is per mitted to pass over the pipe at less than the design depth of cover. CTD029528 62 ao fc ' A. lii a<ot ca a < (i H a 5 t3 AMERICAN NATIONAL STANDARD 594 378 256 189 634 405 284 202 r-- ^* <JO w> tp 00r PM Os -o0o Ot -- C--O 0to0 Po CM IP0fM0l ^co Ptt tOooS tOPoM' tOO o CO OO0 9o o coO t' P0* CcoO O' pm P^" C*PO CO Q CM M1 P Tcop 9CcoO it cm cm cm co CO cO tP to to f*. 00 Os PM co V<*0<* Os 0--0 PM fo to s* O M ^ O' p* to oo 00 o -- co Tp Os to PM co (S ao cm tp to tp cO-spCM-r-r io o so ao -- 3-sOO iOrtPsfOO St P O IO P Np -lOfONPM fO <sp ^p to POCOs- PtGo-Os Q - - N N <0 O fo tt sf tO P 00 9 -- t <-- fPNM tP ttOfX --. Tf CM to CM 00 Os CM CO P-- PmMm ClOM C--O l--COO sf O PM O^' to 0C--0O POMs--ui to 00 CM PM CM O-ss- So<o0t On Pf9oM OoCM CO co co CO sj> pPp-* oo CO pt--o- oTPc ocoo Tp w> p* oo 0P--M0 cc--oo 9 Cl r- pm ^ oO Tp 9 ao PPMM lC--OO PM *r OCOs t tm PM SCMOsCC*OM0cP0o-I9-Osp c--o so P4 56 P9Ms P" l--O CM CO CO tT--P oo Osr^* to co co o to to O0' 9 TPp* so CO --s Pco~ t- Tp CTPO lO -- -s PM PM PM CM CO CO CO CO rp to p oo tP t*oP Os 0^0 9s 00 crof f- ^CM ^ -^ PM CM CO PO ^P CM ** PM t-- sptoCOP-s t--P 00 Tp 00 ao 9s ` 9 to *" tPo tfOo vo ------ * -* 9 P* 00 to oo oo r6 PM eo i f' t> PIrt (M POMs co 00 Os to 0--0 0>0s cCoO 00 O' PM <*) to -- PM CM PM PM OtO' sO* O' PcMo OPMs to to CH O oo to to p* to -- CO Tf C- Tp ^ 9to rPM Os ** Os O' PO 00 CM ro co p p O' P* 00 -- Os 9 OcO' PM ** -- 00 P ~ *P PM -- --i O CO PM CM PM PM PM CO TP -t CO 00 to to PM CtoM to -* *" 9 TP -- PM to 00 co co -- PM tP ,-- i 00 PM 00 PM -r cO ^< f* Os -P to r-- r t- oo 00 9 --i 9to to PP" to PCMM "OIOP'O' PM PM to oo -- CM CM > O 1*fiO t- PM^ to 2e PM <0*P tO P- 00 fsQ0 o90iOPM O to P-s to 00 0r0 co O' CM Tp 00 *s PPMCO lO - -m -s *m PM CM CM (S N P O N -- POM' *0 P00 9P> -- p p- Tp -- C--M CO Tp PM0 -- ^ PM tCoMPOMO -- CTtoOp rtP-oM --< CM CM PM to to CO P- CM CM cm 5t PM QO PM Os 00 CTOp es ^ o m* -- CO f to -- ~- -- to to P- 0--0 CO Os P-M *-s oPPM^ PPsMp> -- 00 CO co tO P -T ^ -- -- ~~ ISri Xl/1 * O sf CO CM Tp CO Tp cj o o CsMt 0sp0 TP to CTD029529 THICKNESS DESIGN OF CAST-IRON PIPE 63 TABLE 1-9 Load Factors for Cast-Iron Pipe in Ditch and Embankment Conditions Pipe Size i*. B Laying Condition ABF Load Factor {,/) Pipe Size u* 8. Laying Condition ABF Load Factor (L/) Ditch and Negative Projection Conditional 3 1.15 1.28 1.74 4 1.15 1.29 1.75 6 1.15 1.32 1.78 8 1.15 1.34 1.80 10 1.15 1.36 1.83 12 1.15 1.38 1.85 14 1.15 1.41 1.88 16 1.15 1.43 1.90 18 1.15 1.45 1.93 20 1.15 1.47 1.95 24 1.15 1.52 2.00 30 1.15 1.58 2.08 36 1.15 1.64 2.14 42 1.15 1.69 2.20 48 1.15 1.72 2.25 Ditch and Negative Projection Conditions! (Continued) 54 1.15 1.75 2.29 60 1.15 1.77 2.31 Positive-Projection Conditionf 0.5 1.50 2.16 1.0 1.36 1.84 1.5 1.29 1.74 2.0 1.26 1.68 3.0 1.26 1.64 5.0 1.26 1.60 10.0 1.26 1.58 H it depth of cover to top of pipe, io feet; B* is outside diameter of pipe, in feet (see Table l-15). t See Fig. 1-7 and See Sec. 1-3.2. Pipe Size in. 3-10 12-14 16-18 20 TABLE 1-10 Allowances for Surge Pressure Surge Pressure {>Si 120 110 100 90 Pipe Size tn. 24 30 36 42-60 Surge Pressure pji 85 80 75 70 CTD029530 64 AMERICAN NATIONAL STANDARD 0.0002 0.0003 0.0004 0.0005 0.0006 0.0017 0.002 0.0025 0.003 0.0033 0.0036 0.004 SIOOO 3100 0 1000 80000 toooo I*N 0.0012 0.001 s 0.0017 0.002 0.0025 0.003 0.0035 0.004 0.0045 0.005 900 0 6000 SSOOO S8000 1000 8000 0 iOOOO soooo wooo O 0.0045 0.005 0.006 0.007 0.008 91000 nooo 100 0 80000 90000 N (iNn CO ^u"> 8888 odddo 9100 SI0 0 900 0 SS000 S000 WOO SfOOO fOOO szooo 3000 SI000 100 0 NON^ 88000 0o' o' o' o' woo SfOOO fOOO 3000 1 1 SIOOO 0.068 0.081 0.093 0.103 0.113 0.120 0.126 0.030 0.034 0.038 0.042 0.046 0.101 0.107 0.004 o.oos 0.007 0.009 0.012 0.026 0.031 0.037 0.043 0.048 0.053 0.057 600 0 800 0 tooo 900 0 SOOO o <N W> f- Ol OOOOO ddodd * Ul a < T0 $>o5 u c u<a. ~*3 jCO 3 fc> a VrsI >o 0.002 0.003 0.004 0.006 0.007 90 O ** e* to Soooo d o o' d o' wmW--1 O <fsN| VfS4) O<*4l OOOOO doddd wOm00OM NN OOOOO o' o' o o o t-- PO S8ooo 90000 <> CJ V7 00 - (S (S (N ro ooooo o' o o o' 9"*^- i17f1 flM/l l/l O OOOOO doddd o9>4UM)0N<7N) 5ooo dodo /> l/> HI MOiOahOoOOOO doddd *---fNooNf-l ONNN00 n 9 ^ Ifl IO *> o o o o o o o o o' o o' o o o' d o' d o 5 a *> ^-M OfN ^nO? o5o Imrt '--O oCo t> NCO O N-- N-- -- OCN' i-t ^*0 -- dodo o' d dodo d d d d d 0.147 0.153 0.072 0.077 0.032 0.03S 0.021 0.023 va jzo, b-. oc. "S it i>> Ms i! S". Si -- a iS Is Ji is <N P4 a.. 7a1 *- 0.028 0.034 0.048 0.062 0.074 0.216 0.222 or^i ?n *r ^** io o' o* o' o' o' ^<5tNf-N00oOa' o. OOOO dodo d f--lN<*C1 OO0 Ot** 0d d o' o* NOO(NN g g fN dodo o' 0W-->l-Nn4--flO<0rsO0" o' o'do'd 0.178 0.184 S'j ss --o K"! 0^ -f O 00 O n ^ o e o f OON00 t-o* O CTD029531 THICKNESS DESIGN OF CAST-TRON PTPE 65 iOO o-- -- C"M oCS ss o' o' d o oOoo oooO ooot too--o ooc-- doddd r-- r r ra O0OOC0 OO0OO---O^ doddd O^ Oto 00 dd *3 J5J2 S 5o*a pO* <--"0 --s rra* fcoO f O O *" <WO'0OVN)tNflNN O OO 0 O 0 rOa 6 o o 6 6 doddd OOOOO d d -- rsi f7 3> i 8 8 81? dodo0 Cn^On 08800 doddd f--o --0 0* r^a r0a OOOOO doddd r0a0 0*0 OO dd )M s Ck ra CO lO f-* 2 88883 O (N f 0 00000 O (aNf 0N0 n* 00 OOOOO ** rS3 ddo'd doddd OOOOO 0 o' o VNO t'OOOft8888S o o o' o o-a f- M Nra 00000 doddd 'OCOS NOnOOO OttO^ odddd pto --O OO dd *3 VO S2 a. it T o ^ , r. 888SS doddd aO*oON0 ONf OrW*Ora doddd f <N 0 r* OOOOO odddd r0-* 00--0 0d ra >o u UJ i3 -J oa < w Q CJ 0 J 9 tOo tfl O_ " SSooo do'ddd pCON O'--O OO Ot--"Of0 o' d d d o' iO'OrtO'fOPOto.aOroOOr-i doddd 000 p-- o' d k(v4. JjU5 r d9 6^ - (CNN aNo O<r OO OtiOora Oo tg-- w tgo 0O0 CraM PO Tf< 5S doddd OOOOO o' o' o' O o' o' d - a *3 ?* OVO O> NO OO 'n9> doddd M}OOtf/liNOOOOrOO90 doddd g-- fO-- rt*s Otf 1p*0 doddd 0r a--0 0d 1 "i ON* ^ra'O*0Ot* >tOOo O1O0 ON^SO^OO0ft OO (vS >401 (sO 0N0 OO-- rOraa doddd doddd oo'ddd d 0 2 <*> 3 '-0 <n <* Sv a -t') jifl d o' d d o' 0rO-0PO0O0---m---- d o' o' o' d 0<--N> 0tf*^O--9O--0O ^OCN d o' d o' o' SraO* 0rraa0 o' O* N* (MN tN l*O0 hM* odddd 00 aOO -- Cr--aN <--0 doddd N O N 90 t--fl N-- 0ra ra ^ra doddd r**44a>* trOoa OO & roa go to s n raa doddd 9O0 (NS ^O O' NO doddd u--l N--pa mfO n tO n ^f'Oa odddd Pr-4a-* Cr*aO* dd 'O'tCOOO N-- -- C 9--0 CON ^ra O *O0 N<r 9-*0 *t4o* O>0 Of- O a H& t* : *v* JTjU 2 a, -2qI ?ES *11 CTD029532 66 AMERICAN NATIONAL STANDARD TABLE 1-13 Reduction Factors (R) Pipe Size m. Depth of Cover--/! 21-H 4-7 8-10 >10 Reduction Factor Pipe Size in. Depth of Cover--/! 2-J 4-7 8-10 >10 Reduction Factor 3-12 14 16 18 1.00 0.92 0.88 0.85 1.00 1.00 0.95 0.90 1.00 1.00 1.00 1.00 1.00 20 0.83 0.90 0.95 1.00 24-30 0.81 0.85 0.95 1.00 36-60 0.80 0.85 0.90 1.00 1.00 1.00 1.00 TABLE 1-14 Surface Load Factors (K) For One Truck and Two Passing Trucks on Rigid Pavement* One Truck Two Passing Trucks Depth of Cover /i Pavement Thickness--**. 4 6 8 to Pavement Thickness--in. 4 6 8 to Surface Load Factor 2 0.0244 0.0149 0.0101 0.0076 0.0213 0.0139 0.0097 0.0072 3 0.0186 0.0126 0.0090 0.0070 3J 0.0164 4 0.0144 5 0.0114 0.0114 0.0102 0.0084 0.0085 0.0079 0.0066 0.0066 0.0061 0.0054 6 0.0093 0.0071 0.0057 0.0047 8 0.0065 0.0052 0.0043 0.0036 10 0.0046 0.0039 0.0033 0.0029 12 0.0034 0.0030 0.0026 0.0023 16 0.0022 0.0019 0.0017 0.0016 20 0.0013 0.0011 0.0010 0.0009 24 0.0008 0.0007 0.0006 0.0005 0.0410 0.0364 0.0333 0.0290 0.0262 0.0210 0.0170 0.0114 0.0080 0.0059 0.0034 0.0024 0.0015 0.0263 0.0246 0.0228 0.0206 0.0187 0.0156 0.0133 0.0097 0.0070 0.0054 0.0032 0.0023 0.0014 0.0186 0.0177 0.0167 0.0156 0.0146 0.0123 0.0107 0,0081 0.0062 0.0049 0.0030 0.0022 0.0013 0.0142 0.0136 0.0129 0.0122 0.0117 0.0102 0.0088 0.0069 0.0055 0.0045 0.0028 0.0021 0.0012 * These factors were computed by the methods explained in "Vertical Pressure on Culverts under Wheel Loads on Concrete* Pavement Slabs". BuU. ST6S, Portland Cement Assn.. Chicago. IU. In Bulletin ST65, K if expressed as c/L*. These factors are based on a modulus of subgrade reaction of 100 Ib/cu in. and a modulus os elasticity of 4.000.000 psi for the pavement concrete. The factors for two passing trucks are based on the inside rear wheels passing 1 ft apart. f Pipe Size IK. 3 4 6 8 10 12 14 16 18 THICKNESS DESIGN OF CAST-TRON PlfE 67 TABLE 1-15 Outside Diameters of Cast-Iron Pipe Outside Diameter in. 3.96 4.80 6.90 9.05 11.10 13.20 15.30 17.40 19.50 Outside Diameter (5) ft 0.330 0.400 0.575 0.754 0.925 1.100 1.275 1.450 1.625 Pipe Size tn. 20 24 30 36 42 48 54 60 Outside Diameter in. 21.60 25.80 32.00 38.30 44. SO 50.80 57.10 63.40 Outside Diameter (B) /* 1.800 2.150 2.667 3.192 3.708 4.233 4.758 5.283 ( Fig. 1-6. Load-Preseure Curve The parabola represents the relation betiveen external load and internal pressure at the point of breaking. CTD029534 6> AMERICAN' NATIONAL STANDARD Natural Ground Surface # Natural Ground Surface Bc < +-Bd -* sss. a Fig. 1-7. Installation Conditions for Earth1 Load Calculations Fig. l-7(a)-(c) are for ditch conditions; Fig. 1-7(d) and (e) are for positive tnd negative projection embankment con ditions, respectively. t 0 12 3 4 3 Fig. 1-8. Calculation Coefficients (C4) for Ditch Condition Curve A is for Cd for K/j. and K/ of 0.1924, the minimum for granular ma terials without cohesion; Curve B, Cd for K/i and K// of 0.165, the maximum for sand and gravel; Curve C, Cd for Kp and K/i of 0.150, the maximum for saturated topsoil; Curve D, Cd for and K^' of 0.150, the ordinary maximum for clay; and Curve E, Cd for K/i and K/j.' of 0.110, the maximum for saturated clay. CTD029535 THICKNESS DESIGN' OF CAST-IRON PIPE 69 ol 23456739 Cc 10 Fig. 1-9. Calculation Coefficients (C.) for Positive-Projection Condition The values of Cc may also be determined by Eq 11 or Eq 12, given in the text. CTD029536 Fig. 1-10. Earth Loads on Pipe for Trench Width of Id + 2) ft Values associated with each curve are for pipe site, in inches. It is assumed that the unit weight of fill is 120 Ib/cu ft, that equals 0.1924 and Kff equals 0.120, and that r,dp is 0.75 for all sizes. Bc is pipe OD. For J- and 8-60-in. pipe, OD is as shown in Table 1-15. OD of 4- and 6-in. pipe is 5.00 and 7.10 in., respectively. CTD029537 lu<U l ,0 0 0 lt> /tin 1l- TitICKN'EiS DESIGN' OF CAST-tRO.V PIPE Fig. 1-11. Earth Loads on Pipe for Trench Width of (d + 1) ft Values associated with each curve are for pipe si:e, in inches. It is assumed that the unit weight of fill is 110 Ib/cuft, that K/i equals 0.1914 and Kji' equals 0.110. For unde ditches, rIdp is 0.75. Bc if pipe OD. For 5- and 8-60-in. pipe, OD is as shown in Table 1-15. OD of 4- and 6-in. pipe is 5.00 and 7.10 in., respectively. CTD029538 AMERICAN' NATIONAL STANDARD Fig. 1-12. Earth Loads on Pipe In Trench With 1:1 Side Slopes Values associated with each curve are for pipe size, in inches. It is assumed that the unit weight of fill is 110 Ib/cu ft; this load may be adjusted to soil of 120 Ib/cuft by multiplying the graph load by 120/110. For wide ditches, rldp is 0.75. Kg. equals 0.1924, Kg' equals 0.120. Bc is pipe OD. For 3- and 8-60-in. pipe, OD is as shown in Table 1-15. OD of 4- and 6-in. pipe is 5.00 and 7.10 in., respectively. CTD029539 THICKNESS DESIGN OF CAST-IRON PIPE 73 Fig. 1-13. Earth Loads on Pipe in Trench With 2:1 Side Slopes 1'jlues associated with each curve are for pipe size, in inches. It is assumed that the unit weight of fill is 120 Ib/cuft. For wide ditches, rI(jp equals 0.75. equals 0.1924, Kfi equals 0.130. Bc is pipe OD. For 3- and 8-60-in. pipe, OD is as shown tn Table 1-15. OD of 4- and 6-m. pipe is 5.00 and 7.10 in., respectively. CTD029540 74 AMERICAN' NATIONAL STANDARD % I 0 123456789 IQ Load Coefficient (C,,) Fig. 1-14. Calculation CoeIBdents (0,) for Negative-Projection Conditions The values associated with the jive curves to the right are for p'. Kfi equals 0.130. rtdp equals 0.0. t * CTD029541 Sec. 1-4--Thickness Determination for Pipe on Piers or Piling Aboveground or Underground Sec. 1-4.1--Scop* This section gives the procedures for determining the net thickness of cast-iron pipe supported at intervals rather than continuously. These pro cedures are applicable to pipe in stalled on piling bents and piers, with or without earth cover, as well as to pipe installed on bridges and other structures with hangers and other types of spaced supports. Sec. 1-4.3--Pip* Installed Under ground With Earth Cover Thicknesses are computed for two cases as described in Sec. 1-2.2 and the larger of the two thicknesses is used for design. Case 1: a. Determine the ring test load equivalent from the following formula: Sec. 1-4.2--Pipe Installed Above ground Without Earth Cover a. Determine the ring test load equivalent of external load, including 2.S safety factor, as follows: to in which: 2.S{W,+ W.) L, on w = ring test load equivalent (lb/ft) Wr = weight of pipe (lb/ft) (see Table 1-16) lVm = weight of contained water (lb/ft) (see Table 1-16) Lf = load factor (see Table 1-17) in which: w = ring test load equivalent (lb/ft) W, = earth load (see Table 1-8) Lf = load factor (see Table 1-17) b. Select the internal pressure to. Case 1 from Table 1-5 which includes surge pressure and 2.5 safety factor. c. Enter the above values of ring test load equivalent and internal pressure in the appropriate nomogram and read the net thickness. Case 2: b. Select the internal pressure for Case 1 from Table 1-5 which includes surge pressure and 2.5 safety factor. c. Enter the above values of ring test load equivalent and internal pres sure in the appropriate nomogram and read the net thickness. To ob tain total calculated thickness, cor rosion allowance and casting tolerance are added to this net thickness as described in Sec. 1-2.2. a. Determine the ring test load equivalent from the following formula : . - gdja (W, in which W, is the truck superload in pounds per foot (see Table 1-8) and other factors are as defined for Eq 18. b. Select the internal pressure for Case 2 from Table 1-5 which includes a safety factor of 2.5. 75 CTD029542 76 AMERICAN NATIONAL STANDARD c. Enter the values of ring test load equivalent and internal pressure in the appropriate nomogram and read the net thickness. The net thickness is selected from Case 1 or Case 2, whichever gives the greater computed thickness. To ob tain total calculated thickness, cor rosion allowance and casting tolerance are added to this net thickness as de scribed in Sec. 1-2.2. Sec. 1-4.4--Design Examples a. Calculate the thickness of 24-in. cast-iron pipe, 18/40 iron strength, installed aboveground on piers spaced 18 ft apart on centers with 60-deg saddle support. Working pressure is 150 psi. Load factor (Table 1-17), L, = 0.29 X 1.55 = 0.45 Ring test load equivalent, 2.5(177 + 196) w = -- ---- - 0.45 = 2,071 lb/ft Internal pressure (Table 1-5), p = 588 psi Using the above values of w and p in the nomogram, Fig. 1-1, the net thickness is determined to be 0.49 in. Adding 0.08 in. corrosion allowance and 0.08 in. casting tolerance, the total calculated thickness is deter mined to be 0.65 in. b. Calculate the thickness of 16-in. cast-iron pipe, 18/40 iron strength, installed underground on piers spaced 18 ft apart on centers with 120-deg saddle support, with 5-ft cover. Working pressure is 150 psi. Case 1: Load factor (Table 1-17), Lt = 0.24 X 2.13 = 0.51 Ring test load equivalent, 2.5 X 1470 fQ = 0.51 = 7,206 lb/ft Internal pressure (Table 1-5), p = 625 psi Using the above values of w and p in the nomogram, Fig. 1-1, the net thickness is determined to be 0.57 in. Case 2: Ring test load equivalent, 2.5(1,470 + 590) w-- 0.51 10,980 lb/ft Internal pressure (Table 1-5), p -- 375 psi Using the above values of w and p in the nomogram, Fig. 1-2, the net thickness is determined to be 0.65 in. Case 2 gives the larger computed thickness, 0.65 in., which is selected as the net thickness. Adding 0.08 in. corrosion allowance and 0.08 in. casting tolerance, the total calculated thickness is determined to be 0.81 in. Sec. 1-4.5--Calculation of Beam Stress and Deflection For small-diameter pipe, generally 3 in. through 8 in., a check of the beam stress may be required. If the calcu lated beam stress exceeds 14,000 psi, the thickness is increased or the span between supports is decreased to limit the beam stress to 14,000 psi. In CTD029543 THICKNESS DESIGN OF CAST-IRON PIPE 77 some types of installations, such as gravity flow sewers, beam deflection may be a significant factor in the design. Beam stress and deflection are calculated from the following two formulas: , iS.tawuL* J D* - i* (20) 30/L* 3 DE (21) in which: / -- beam stress maximum) (14,000 psi W = external load, lb per ft (for aboveground pipe W = Wt -f- W,,\ for underground pipe, W = W. + Wt) L = distance on centers between supports (ft) D = outside diameter of pipe (in.) d = inside diameter (D-2l) (in.) f = net thickness (in.) y = deflection at mid-span (in.) E = modulus of elasticity, 15,000,000 psi. TABLE 1-16 Weights of Pipe and Contained Water for Design of Aboveground Pipe Pipe Size is. Weight--Ib/ft Pipe (WP)* Water (W.jt l!S in. Weight--Ib/ft Pipe ( Water (FP.)t 3 12 3 18 114 no 4 16 6 20 135 136 6 26 12 24 177 196 8 37 22 30 257 307 10 49 34 12 63 49 14 78 67 16 94 88 36 339 442 42 439 601 48 545 785 Based on Class 22 pipe. Although the computed thickness may differ from that given for Class 22. the effect of the difference in pipe weight usually will not have a significant effect on the computed thickness and recalculation usually will not be necessary. t Based on nominal pipe size. CTDO29544 78 AMERICAN NATIONAL STANDARD TABLE 1-17 Load Factors for Pipe on Spared Supports Aboveground and Underground Pipe Size \n. 6 Distance on Centers Between Supports--ft & 9 10 12 16 IS 20 Load Factor for Flat Support 3 0.19 0.14 4 0.22 0.17 6 0.31 0.23 8 0.40 0.30 10 0.50 12 0.60 14 0.67 16 0.73 0.38 0.45 0.50 0.5S 18 0.78 0.59 20 0.81 0.61 24 0.87 0.65 30 0.93 0.70 36 0.96 42 0.98 48 0.99 0.72 0.73 0.74 0.13 0.15 0.21 0.27 0.33 0.40 0.45 0.49 0.52 0.54 0.58 0.62 0.64 0.65 0.66 0.11 : 0.10 ' 0.07 0.13 0.11 0.08 0.19 0.16 0.12 0.24 0.20 0.15 0.30 0.36 0.40 0.44 0.25 0.30 0.33 0.36 0.19 0.23 0.25 0.27 0.47 0.49 0.52 0.56 0.39 0.40 0.43 0.46 0.29 0.30 0.33 0.35 0.58 0.59 0.60 0.48 0.49 0.50 0.36 0.37 0.37 0.06 0.07 0.10 0.13 0.17 0.20 0.22 0.24 0.26 ' 0.27 0.29 0.31 0.32 033 0.33 0.06 0.07 0.09 0.12 0.15 0.18 0 20 0.22 0.23 0.24 0.26 0.28 0 29 0.29 0.30 Explanatory Note. 1. Load factor for saddle support is obtained by multiplying the load factor for flat support by the following modifiers: Saddle Angle deg. 30 45 60 90 120 180 Modifier 1.25 1.40 1.55 1.87 2.13 2.35 2. Load factors for other distances between supports or for other saddle angles may be obtained by interpolation between tabulated values. 3. The load factor for flat support is equal to the load factor for laying condition C, A21.1-1957, multiplied by the ratio of 6-ft, the block spacing of laying condition C, to the distance between supports. The modifier for saddle support is obtained from Table 2 of Stresses in Pressure Pipelines and Protective Casing Pipes [M. G. Spang ler, J. Struct. Div. ASCE, Vol. 82, No. ST5 (Sep. 1956)], by dividing for 180 deg load and 0 deg support by TCj for 180 deg load and a support angle equal to the saddle angle. 4. The recommended minimum axial bearing length of supports, for underground pipe is 6 in. for 3-8-in. pipe, 12 in. for 10-24-in. pipe, and 18 in. for 30-48-in. pipe. ii'--iM--5,4jioi CTD029545 ANSI A21.50-1376 (AWWA C150-76) Revision of A21.50-1971 (AWWA 050-71) AMERICAN NATIONAL STANDARD tor the THICKNESS DESIGN OF DUCTILE-IRON PIPE Secretariats AMERICAN GAS ASSOCIATION AMERICAN WATER WORKS ASSOCIATION NEW ENGLAND WATER WORKS ASSOCIATION Revised edition approved by American National Standards Institute, Inc. Aug. 4, 1976 PUBLISHED by AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTD029546 $ American National Standard An American National Standard implies a consensus of those substantially concerned with its scope and provisions. An American National Standard is intended as a guide to aid the manufacturer, the consumer, and the general public. The existence of an American National Standard does not in any respect preclude anyone, whether he has approved the standard or not, from manufacturing, marketing, purchasing, or using products, processes, or procedures not conforming to the standard. American National Standards are subject to periodic review, and users are cautioned to obtain the latest editions. Producers of goods made in conformity with an American National Standard are encouraged to state on their own responsibility in advertising and promotion ma terial or on tags or labels that the goods are produced in conformity with particular American National Standards. CAUTION NOTICE. This American National Standard may be revised or with drawn at any time. The procedures of the American National Standards Institute require that action be taken to reaffirm, revise, or withdraw this standard no later than five (5) years from the date of publication. Purchasers of American National Stan dards may receive current information on all standards by calling or writing the American National Standards Institute, 1430 Broadway, New York, N.Y. 10018, (212) 868-1220. ) Copyright 1976 by the American Water Works Assn, Printed in US n CTD029547 Committee Personnel Subcommittee 1, Pipe, which reviewed this standard, had the following per sonnel at that time: Edward C. Sears, Chairman Walter Amory, Vice-Chairman User Members Robert S. Bryant Frank E. Dolson George F. Keenan Leonard Orlando J r. John E. Perry Producer Members Alfred F. Case W. D. Goode Thomas D. Holmes Harold Kennedy J r. W. Harry Smith Sidney P. Teague Standards Committee A21, Cast-Iron Pipe and Fittings, which reviewed and approved this standard, had the following personnel at the time of approval: Lloyd W. Weller, Chairman Edward C. Sears, Vice-Chairman James B. Ramsey, Secretary Organization Represented American Gas Association American Society of Civil Engineers American Society of Mechanical Engineers American Society for Testing and Materials American Water Works Association Cast Iron Pipe Research Association Individual Producer Manufacturers' Standardization Society of the Valve and Fittings Industry New England Water Works Association Naval Facilities Engineering Command Underwriters' Laboratories, Inc. Canadian Standards Association Name of Representative Leonard Orlando Jr. Kenneth W. Henderson James S. Vanick H. M. Cobb* Arnold M. Tin key Lloyd W. Weller Thomas D. Holmes Harold Kennedy J r. Edward C. Sears W. Harry Smith Alfred F. Case Abraham Fenster Walter Amory Stanley C. Baker John E. Perry W. F. SEMENCHUKt Alternate t Liaison representative without vote in CTD029548 Table of Contents SEC. PAGE Foreword..................................................... vi Standard 50-1 50-2 50-3 50-4 Scope................................................... Procedure for Calculating Thick ness .................................................. Design Example for Calculating Thickness....................................... Design Method................................. 1 1 2 3 Tables 50.1 Earth Loads P,, Truck Loads Pi. and Trench Loads P,......... *50.2 Design Values for Standard Lay ing Conditions............................ 50.3 Allowances for Casting Tolerance 50.4 Reduction Factors R for TruckLoad Calculations...................... 0.5 Standard Thickness Classes of Ductile-Iron Pipe....................... I 6 8 8 8 10 SEC. PACE 50.6 50.7 50.8 50.9 50.10 50.11 50.12 50.13 50.14 Surface-Load Factors for Single Truck on Unpaved Road......... Diameter-Thickness Ratios for Laying Condition Type 1........ Diameter-Thickness Ratios for Laying Condition Type 2......... Diameter-Thickness Ratios for Laying Condition Type 3......... Diameter-Thickness Ratios for Laying Condition Type 4......... Diameter-Thickness Ratios for Laying Condition Type 5........ Thickness for Earth Load Plus Truck Load.................................. Thickness for Internal Pressure Rated Working Pressure and Maximum Depth of Cover.... 11 12 14 16 19 22 26 31 32 Figures 1. Standard Pipe Laying Conditions.. 9 CTD029549 Foreword This foreword is for information only and is not a part of ANSI A21.50 (/l I VIVA CI50). American National Standards Com mittee A21, Cast-Iron Pipe and Fit tings, was organized in 1926 under the sponsorship of the American Gas Association, the American Society for Testing and Materials, the American Water Works Association, and the New England Water Works Associ ation. Since 1972, the co-secretariats have been A.G.A., AWWA, and NEWWA, with AWWA serving as the administrative secretariat. The present scope of Committee A21 activity is Standardization of specifications for cast-iron and ductile-iron pressure pipe for gas, water and other liquids, and fittings for use with such pipe. These specifications to include design, dimensions, materials, coatings, lin ings, joints, accessories and methods of in spection and test. The work of Committee A21 is con ducted by subcommittees. The di rective to Subcommittee 1--Pipe is that The scope of the subcommittee activity shall include the periodic review of all current A21 standards for pipe, the preparation of re visions and new standards when needed, as well as other matters pertaining to pipe standards. The first edition of A21.50, the standard for thickness design of duc tile-iron pipe, was issued in 1965 and a revision was issued in 1971. Sub committee 1 reviewed the 1971 edition and submitted a proposed revision to American National Standards Com mittee A21 in 1975. Major Revisions editions. Certain design parameters hate been changed to the following. 1. Trench load, which includes earth load and truck load, is expressed as vertical pressure in pounds per square inch. Earth loads for all pipe sizes are based on the prism load concept. Truck load is based on a single AASHTO* H-20 truck with 16 000-lb wheel load and 1.5 impact factor. Truck load is included at all depths of cover. In addition to tabu lated truck loads, equations are in cluded for complete calculation of truck loads. 2. The design ring bending stress is 48 000 psi, which provides safety factors under trench loading of at least 1.5 based on ring yield strength, and at least 2.0 based on ultimate strength of the material. 3. The design pipe deflection is 3 per cent of the outside diameter. Tests have shown that 3 per cent deflection is permissible without caus ing any damage to cement linings of ductile-iron pipe. 4. The standard laying conditions have been expanded to include five types. Types 1, 2, and 5 replace A, B, and S, respectively, in A21.50-1971. Types 3 and 4 have been added to provide a wider selection of laying conditions. 5. The design for internal pressure is based on a 2.0 safety factor. The design pressure is obtained by adding 100-psi surge allowance to the working pressure and multiplying the sum by the 2.0 safety factor. (If anticipated surge pressures are greater than 100 The basic design procedures are * American Association of State Highway unchanged from the 1965 and 1971 and Transportation Officials. vu CTD029550 AMERICAN NATIONAL STANDARD psi, the maximum anticipated pres sure must be used.) The resulting design pressure is then applied to the minimum yield strength in tension of 42 000 psi. 6. The standard thickness classes have been renumbered. Class 1 be comes Class 51, Class 2 becomes Class 52, and so on. Class 50 has been added for 6-54-in. pipe and Class 51 has been expanded to include 3-12-in. pipe. 7. The tables have been modified to reflect the preceding changes. Also, a table has been added to show rated working pressure and maximum depth of cover for all the standard laying conditions and standard thickness classes. $ t VIII CTD029551 > ANSI A21.50-1976 (AWWA Cl50-76) 1 Revision of A21.50-1971 (AWWAC150-71) American National Standard for the Thickness Design of Ductile-Iron Pipe Sec. 50-1--Scope Sec. 50-2--Procedure for Ccdculatlnq Thickness This standard covers the thickness design of ductile-iron pipe complying The thickness of ductile-iron pipe with the requirements of ANSI A21.51 is determined by considering trench ) (AWWA, C151), "Ductile-Iron Pipe, load and internal pressure separately. Centrifugally Cast in Metal Molds or Sand-Lined Molds for Water or Other 50-2.1 Step l--Design for trench Liquids." load. Section 50-2 outlines the design a. Determine trench load P,. procedure and Sec. 50-3 gives a design Table 1 gives trench load, including ) example. Section 50-4 explains the bases of design. earth load, P,, plus truck load Pt, for 2.5-32 ft cover. b. Determine the standard laying condition from the descriptions in As opposed to using procedures in Table 2 and select the appropriate Sec. 50-2 or 50-4, the designer may table for diameter-thickness ratios reference Tables 12-14 directly. from Tables 7-11. Each table lists Table 12 lists thicknesses for stan diameter-thickness ratios calculated dard laying conditions and depths of for both bending stress and deflection cover up to 32 ft. over a range of trench loads. Table 13 lists thicknesses for 150-- c. For bending stress design, enter 350 psi water working pressure. the column headed "Bending Stress The greater thickness from Table 12 Design" in the appropriate table of or 13 for given trench load or internal Tables 7-11 and locate the tabu pressure should be used. lated trench load, P,, nearest to the Table 14 lists working pressures calculated P, from paragraph 50- and maximum depths of cover for 2.1.a. (If the calculated P, is half I standard laying conditions and thick- way between two tabulated values, ness classes. use the larger P, value.) 1 CTD029552 2 AMERICAN NATIONAL STANDARD Select the corresponding -- value for this P,. Divide the pipe's outside diameter D D (Table 5) by the -- value to obtain the net thickness t. d. For deflection design, enter the column headed "Deflection Design'' in the appropriate table of Tables 7-11 and locate the tabulated trench load, P,, nearest to the calculated P, from paragraph 50-2.1.a. (If the calcu lated P, is less than the minimum P, listed in the table, design for trench load is not controlled by deflection and this determination need not be com pleted.) If the calculated P, is half way between two tabulated values, use the larger P, value. D Select the corresponding -- value for n this P,, Divide the pipe's outside diameter D (Table 5) by the -- value to obtain M minimum manufacturing thickness h. Deduct 0.08-in. service allowance to obtain net thickness t. e. Compare the net thicknesses from steps c and d and select the larger of the two. This will be the net thickness required for trench load. 50-2.2 Step 2--Design for internal pressure. Calculate the net thickness required for internal pressure using the equation for hoop stress: in which t is net thickness in inches; P, is the design internal pressure, which is equal to the safety factor of 2.0 times the sum of working pressure (Pv) in pounds per square inch, plus 100 psi surge allowance (P,) for water pipe. That is, Pi = 2.0 (P,, + P,). If anticipated surge pressures are greater than 100 psi, then the maxi mum anticipated pressure must be used. D is outside diameter of pipe in inches, and 5 is minimum yield strength in tension (42 000 psi). 50-2.3 Step 3--Selection of net thickness and addition of allowances. a. Select the net thickness t from step 1 or 2, whichever thickness is larger. b. Add the service allowance of 0.08 in. to the net thickness /. The resulting thickness is the minimum manufacturing thickness h. c. Add the casting tolerance from Table 3 to the minimum manufactur ing thickness tx. The resulting thick ness is the total calculated thickness. 50-2.4 Step 4--Selection of stan dard thickness and class. Use the total calculated thickness from Sec. 50-2.3.c to select a standard class thickness from Table 5. Select the standard thickness nearest to the calculated thickness. When the calculated thick ness is halfway between two standard thicknesses, select the larger of the two. In specifying and ordering pipe, use the class number listed in Table 5 for this standard thickness. Sec. 50-3--Design Example for Calculating Thickness Problem : Calculate the thickness for 30-in. ductile-iron pipe laid on a flatbottom trench with backfill lightly consolidated to centerline of pipe, lay ing condition Type 2, under 10 ft of cover for a working pressure of 200 psi. 50-3.1 Step I--Design for trench load. a. Earth load (Table 1) P, Truck load (Table 1) Pi =8.3 psi =0.7 psi Trench load, P. = P. 4- P, = 9.0 psi THICKNESS DESIGN OF DUCTILE-IKON PIPE 3 b. Select Table 8 for diameterthickness ratios for laying condition Type 2. c. Entering P, of 9.0 psi in Table 8, the bending stress design requires y of 128. From Table 5, diameter D of 30-in. pipe is 32.00 in. Net thickness t for bending stress D 32.00 = 0.25 in. D 128 t d. Also, from Table 8, the deflec- D tion design requires -- of 108. n Minimum thickness t\ for deflection design D D 32.00 ' 0.30 in. 108 <i Deduct service allowance --0.08 in. Net thickness t for deflection control 0.22 in e. The larger net thickness is 0.25 in., obtained by the design for bending stress. 50-3.2 Step 2--Design for internal pressure. Pi = 2.0 (Working pressure + 100 psi surge allowance) (If anticipated surge pressures are greater than 100 psi, then the actual anticipated pressures must be used.) Pi = 2.0 (200 + 100) = 600 psi P.D 600 X 32.00 1 = 25 " 2 X 42 000 0.23 in. Net thickness t for internal pressure is 0.23 in. 50-3.3 Step 3--Selection of net thickness and addition of allowances. The larger of the thicknesses is given by the design for trench load, Step 1, and 0.25 in. is selected. Net thickness Service allowance =. 0.25 in. = 0.08 in. Minimum thickness Casting tolerance = 0.33 in. = 0.07 in. Total calculated thickness = 0.40 in. 50-3.4 Step 4--Selection of stan dard thickness and class. The total calculated thickness of 0.40 in. is nearest to 0.39, Class 50, in Table 5. Therefore, Class 50 is selected for specifying and ordering. Sec. 50-4--Design Method 50-4.1 The thickness of ductileiron pipe is determined by considering trench load and internal pressure separately. Calculations are made for the thick nesses required to resist the bending stress and the deflection caused by trench load. The larger of the two is selected as the thickness required to resist trench load. Calculations are then made for the thickness required to resist the hoop stress of internal pressure. The larger of these is selected as the net design thickness. To this net thickness is added a service allowance to obtain the minimum manufacturing thickness and a casting tolerance to obtain the total calculated thickness. The standard thickness and the thickness class for specifying and ordering are selected from a table of standard class thicknesses. The reverse of the preceding pro cedure is used to determine the rated working pressure and maximum depth of cover for pipe of a given thickness class. 50-4.2 Trench load, PT. Trench load is expressed as vertical pressure in pounds per square inch, and is equal to the sum of earth load P, and truck load P,. 50--4.3 Earth load, P,, Earth load is computed by Eq 4 for the weight of the unit prism of soil with a height equal to the distance from the top of the pipe to the ground surface. The unit weight of backfill soil is taken to be 120 Ib/cu ft. If the designer antici CTD029554 4 AMERICAN NATIONAL STANDARD pates additional loads because of frost, the design load should be in creased accordingly. 50-4.4 Truck load, Pt. The truck loads shown in Table 1 were computed by Eq 5 using the surface load factors in Table 6 and the reduction factors R from Table 4 for a single AASHTO H-20 truck on unpaved road or flexible pavement, 16 000-lb wheel load, and 1.5 impact factor. The surface load factors in Table 6 were calculated by Eq 6 for a single concentrated wheel load centered over an effective pipe length of 3 ft. 50--4.5 Design for trench load. Tables 7-11, the tables of diameterthickness ratios used to design for trench load, were computed by Eq 2 and 3. Equation 2 is based on the bending stress at the bottom of the pipe. The design bending stress / is 48 000 psi, which provides at least a 1.5 safety factor based on minimum ring yield strength and a 2.0 safety factor based on ultimate strength. Equation 3 is based on the deflection of the pipe ring section. The design deflection AX is 3 per cent of the out side diameter of the pipe, which is well below the deflection that might dam age cement linings. Design values of the trench parameters ', Kt, and K, are given in Table 2. Tables similar to Tables 7-11 may be compiled for laying conditions other than those shown in this stan dard by calculating the trench loads P, for a series of diameter-thickness DD ratios, -- and --, using Eq 2 and 3 * 11 with values of ', Ki, and K, appro priate to the bedding and backfill conditions. Design Equations P,D 2S P, *(?X?-0 K> K, 8E + 0.732 (1) (2) s 12 K. 8E + 0.732E' wH _ 120H H_ P. = 144 ~ 144 = 1.2 C-R-P-F P. = 12D -- 1JC- = -1 -- --2 arcsin [>\GN* + H* + 1.5' 3 St + tf*)(tf* + 1.5*) + _______ W/l* + H> + 1.5*1- -41 ++ Ht + H' + (5) (4) (5) (6) CTD029555 THICKNESS DESIGN OF DUCTILE-IRON PIPE Explanation of Symbols for Equations 5 .4 = Outside radius of pipe in feet = -- 24 C = Surface load factor (Table 6) D = Outside diameter in inches (Table 5) E = Modulus of elasticity (24 X 10* psi) ' = Modulus of soil reaction in pounds per square inch (Table 2) F = Impact factor--l.S / => Design bending stress--18 000 psi H = Depth of cover in feet Ki = Bending moment coefficient (Table 2) K, = Deflection coefficient (Table 2) P == Wheel load--16 000 lb P. = Earth load in pounds per square inch Pi = Design internal pressure in pounds per square inch = 2.0 (working pressure + 100 psi surge allowance) P, = Truck load in pounds per square inch P, = Trench load in pounds per square inch = P, + P, R = Reduction factor which takes account of the fact that the part of the pipe directly below the wheels is aided in carrying the truck load by adjacent parts of the pipe that receive little or no load from the wheels (Table 4) 5 = Minimum yield strength in tension--42 000 psi t = Net thickness in inches q => Minimum thickness in inches (f + 0.08) w = Soil weight--120 pounds per cubic foot AX = Design deflection in inches ( = 0.03 ) Note: In Eq 6, angles are in radians. CTD029556 6 AMERICAN NATIONAL STANDARD Depth of Cover ft 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 Cover ft 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 TABLE 50.1 Earth Loads P,, Truck Loads Pt, and Trench Loads PT--psi P, 2.1 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3 10.0 11.7 13.3 16.7 20.0 23.3 26.7 3-in. Pipe Pi P, 9.9 12.0 7.4 9.9 4.4 7.7 3.0 7.2 2.1 7.1 1.6 7.4 1.2 7.9 1.0 8.5 0.8 9.1 0.6 10.6 0.4 12.1 0.3 13.6 0.2 16.9 0.2 20.2 0.1 23.4 0.1 26.8 4-in. Pipe Pi P. 9.9 12.0 7.4 9.9 4.5 7.8 3.0 7.2 2.1 7.1 1.6 7.4 1.2 7.9 1.0 8.5 0.8 9.1 0.6 10.6 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 6-in. Pipe P* P. 9.9 12.0 7.3 9.8 4.4 7.7 3.0 7.2 2.1 7.1 1.6 7.4 1.2 7.9 1.0 8.5 0.8 9.1 0.6 10.6 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 8-in. Pipe P. P. 9.8 11.9 7.3 9.8 4.4 7.7 3.0 7.2 2.1 7.1 1.6 7.4 1.2 7.9 1.0 8.5 0.8 9.1 0.6 10.6 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 10-in. Pipe 12-in Pipe 14-in Pipe 16-in. Pipe Pi P. Pi P. Pi P, P P, 2.1 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3 10.0 11.7 13.3 16.7 20.0 23.3 26.7 9.7 11.8 9.6 11.7 7.2 9.7 7.2 9.7 4.4 7.7 4.4 7.7 2.9 7.1 2.9 7.1 2.1 7.1 2.1 7.1 1.6 7.4 1.6 7.4 1.2 7.9 1.2 7.9 1.0 8.5 1.0 8.5 0.8 9.1 0.8 9.1 0.5 10.5 0.5 10.5 0.4 12.1 0.4 12.1 0.3 13.6 0.3 13.6 0.2 16.9 0.2 16.9 0.1 20.1 0.1 20.1 0.1 23.4 0.1 23.4 0.1 26.8 0.1 26.8 8.7 10.8 8.2 10.3 6.6 9.1 6.2 8.7 4.4 7.7 4.1 7.4 2.9 7.1 2.8 7.0 2.1 7.1 2.0 7.0 1.6 7.4 1.5 7.3 1.2 7.9 1.2 7.9 1.0 8.5 1.0 8.5 0.8 9.1 0.8 9.1 0.5 10.5 0.5 10.5 0.4 12.1 0.4 12.1 0.3 13.6 0.3 13.6 0.2 16.9 0.2 16.9 0.1 20.1 0.1 20.1 0.1 23.4 0.1 23.4 0.1 26.8 0.1 26.8 1 CTD029557 THICKNESS DESIGN OF DUCTILE-IRON PIPE 7 Depth of Cover ft 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 P, 2.1 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3 10.0 11.7 13.3 16.7 20.0 23,3 26.7 ft 2.5 2.1 3 2.5 4 3.3 5 4.2 6 5.0 7 5.8 8 6.7 9 7.5 10 8.3 12 10.0 14 11.7 16 13.3 20 16.7 24 20.0 28 23.3 32 26.7 TABLE 50.1--(coni.) 18-in. Pipe P. P. 7.8 9.9 5.9 8.4 3.9 7.2 2.6 6.8 1.9 6.9 1.4 7.2 1.2 7.9 1.0 8.5 0.8 9.1 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 20-in. Pipe Pi P, 7.5 9.6 5.7 8.2 3.9 7.2 2.6 6.8 1.9 6.9 1.4 7.2 1.1 7.8 0.9 8.4 0.7 9.0 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 24-in. Pipe Pi P* 7.1 9.2 5.4 7.9 3.6 6.9 2.4 6.6 1.7 6.7 1.3 7.1 1.1 7.8 0.9 8.4 0.7 9.0 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 36-in. Pipe p. P, 6.2 8.'3 4.9 7.4 3.4 6.7 2.3 6.5 1.7 6.7 1.3 7.1 l.l 7.8 0.8 8.3 0.7 9.0 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 42-in. Pipe P. P. 5.8 7.9 4.6 7.1 3.3 6.6 2.3 6.5 1.7 6.7 1.3 7.1 1.0 7.7 0.8 8.3 0.7 9.0 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 4&-io. Pipe Pi P. 5.4 7.5 4.4 6.9 3.1 6.4 2.2 6.4 1.6 6.6 1.2 7.0 1.0 7.7 0.8 8.3 0.7 9.0 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 30-in. Pipe P. P. 6.7 8.8 5.2 7.7 3.5 6.8 2.4 6.6 1.7 6.7 1.3 7.1 1.1 7.8 0.9 8.4 0.7 9.0 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 54-in. Pipe Pi P. 5.0 7.1 4.1 6.6 3.0 6.3 2.1 6.3 1.6 6.6 1.2 7.0 1.0 7.7 0.8 8.3 0.7 9.0 0.5 10.5 0.4 12.1 0.3 13.6 0.2 16.9 0.1 20.1 0.1 23.4 0.1 26.8 CTD029558 8 AMERICAN NATIONAL STANDARD TABLE 50.2 Design Values for Standard Laying Conditions Laying Condition* Description Type If Type 2 Type 3 Type 4 Type 5 Flat-bottom trench. J Loose backfill. Flat-bottom trench. Backfill lightly con solidated to centerline of pipe. Pipe bedded in 4-in.-minimum loose soil.} Backfill lightly consolidated to top of pipe. Pipe bedded in sand, gravel, or crushed stone to depth of 1 pipe diameter, 4-in. minimum. Backfill compacted to top of pipe. (Approx. 80 per cent Standard Proctor, AASHTO T-99)" Pipe bedded to its centerline in compacted granular material, 4-in. minimum under pipe. Compacted granular or select} material to top of pipe. (Approx. 90 per cent Standard Proctor, AASHTO T-99)" Bedding E' Angle Kb deg K. 150 30 0.235 0.108 300 45 0.210 0.105 400 60 0.189 0.103 500 90 0.157 0.096 700 150 0.128 0.085 * See Fig. 1. t For pipe JO in. and larger, consideration should be given to the use of laying conditions other than Type 1. t Flat-bottom is defined as "undisturbed earth." \ Loose soil or select material is defined as "native soil excavated from the trench, free of rocks, foreign material, and frozen earth." * AASHTO T-99. "Moisture Density Relations of Soils Using a 5.5 lb (2.5 kg) Rammer 12-in. (305-mm) Drop." TABLE 50.3 Allowances for Casting Tolerance . Size Lasting lolerance in. in. 3-8 10-12 14-42 48 54 0 05 0.06 0.07 0.08 0.09 TABLE 50.4 Reduction Factors R for Truck Load Calculations ------------------ Depth of Cover--ft s, m. <4 4-7 8-10 >10 Reduction Factor 3-12 14 16 18 20 24-30 36-54 1.00 0.92 0.88 0.85 0.83 0.81 0.80 1.00 1.00 0.95 0.90 0.90 0.85 0.85 1.00 1.00 1.00 1.00 0.95 0.95 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 THICKNESS DESIGN OF DUCTILE-IRON PIPE 9 Figure 1. Standard Pipe Laying Conditions See Table Z CTD029560 10 AMERICAN NATIONAL STANDARD TABLE 50.5 Standard Thickness Classes of Ductile-Iron Pipe Thickness Class Size IK, Outside Diameter--tn. SI 52 55 54 Thickness--ik. 3 3.96 0.25 0.28 0.31 0.34 4 4.80 ___ 0.26 0.29 0.32 0.35 6 6.90 0.25 0.28 0.31 0.34 0.37 8 9.0S 0.27 0.30 0.33 0.36 0.39 10' 11.10 0.29 0.32 0.35 0.38 0.41 12 13.20 0.31 0.34 0.37 0.40 0.43 14 13.30 0.33 0.36 0.39 0.42 0.45 16 17.40 0.34 0.37 0.40 0.43 0.46 18 19.50 0.35 0.38 0.41 0.44 0.47 20 21.60 0.36 0.39 0.42 0.45 0.48 24 25.80 0.38 0.41 0.44 0.47 0.50 30 32.00 0.39 0.43 0.47 0.51 0.55 36 38.30 0.43 0.48 0.53 0.58 0.63 42 44.50 0.47 0.53 0.59 0.6S 0.71 48 50.80 0.51 0.58 0.65 0.72 0.79 34 57.10 0.57 0.65 0.73 0.81 0.89 55 0.37 0.38 0.40 0.42 0.44 0.46 0.48 0.49 0.50 0.51 0.53 0.59 0.68 0.77 0.86 0.97 56 0.40 0.41 0.43 0.45 0.47 0.49 0.51 0.52 0.53 0.54 0.56 0.63 0.73 0.83 0.93 1.05 CTO029561 THICKNESS DESIGN OF DUCTILE-IRON PIPE 11 fl Depth of Cover ft 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 TABLE 50.6 Surface Load Factors for Single Truck on Unpaved Road Pipe Size--. 3 4 6 3 10 12 14 16 Surface Load Factor--C 0.0196 0.0146 0.0088 0.0059 0.0042 0.0031 0.0024 0.0019 0.0015 0.00 U 0.0008 0.0006 0.0004 0.0003 0.0002 0.0002 0.0238 0.0177 0.0107 0.0071 0.0050 0.0038 0.0029 0.0023 0.0019 0.0013 0.0010 0.0007 0.0005 0.0003 0.0002 0.0002 0.0340 0.0253 0.0153 0.0102 0.0072 0.0054 0.0042 0.0033 0.0027 0.0019 0.0014 0.0011 0.0007 0.0005 0.0003 0.0003 0.0443 0.0330 0.0201 0.0134 0.0095 0.0071 0.0055 0.0043 0.0035 0.0025 0.0018 0.0014 0.0009 0.0006 0.0005 0.0003 0.0538 0.0402 0.0245 0.0163 0.0116 0.0087 0.0067 0.0053 0.0043 0.0030 0.0022 0.0017 0.0011 0.0008 0.0006 0.0004 0.0634 0.0475 0.0290 0.0194 0.0138 0.0103 0.0079 0.0063 0.0051 0.0036 0.0027 0.0020 0.0013 0.0009 0.0007 0.0005 0.0726 0.0546 0.0335 0.0224 0.0159 0.0119 0.0092 0.0073 0.0060 0.0042 0.0031 0.0024 0.0015 0.0011 0.0008 0.0006 0.0814 0.0614 0.0379 0.0254 0.0181 0.0135 0.0104 0.0083 0.0068 0.0047 0.0035 0.0027 0.0017 0.0012 0.0009 0.0007 Depth of Cover ft 2.5 3 4 5 6 7 8 9 -10 12 14 16 20 24 28 32 Pipe Size--in. IS 20 24 30 36 42 48 54 Surface Load Factor--C 0.0899 0.0681 0.0422 0.0283 0.0202 0.0151 0.0117 0.0093 0 0076 0.0053 0.0039 0.0030 0.0019 0.0013 0.0010 0.0008 0.0980 0.0746 0.0464 0.0312 0.0223 0.0167 0.0129 0.0103 0.0084 0.0059 0.0043 0.0033 0.0021 0.0015 0.0011 0.0008 0.1130 0.0867 0.0545 0.0369 0.0264 0.0198 0.0154 0.0122 0.0100 0.0070 0.0052 0.0040 0.0025 0.0018 0.0013 0.0010 0.1321 0.1028 0.0657 0.0449 0.0323 0.0243 0.0189 0.0151 0.0123 0.0086 0.0064 0.0049 0.0032 0.0022 0.0016 0.0012 0.1479 0.1169 0.0761 0.0525 0.0381 0.0288 0.0224 0.0179 0.0147 0.0103 0.0076 0.0059 0.0038 0.0026 0.0019 0.0015 0.1604 0.1286 0.0853 0.0595 0.0435 0.0329 0.0258 0.0206 0.0169 0.0119 0.0088 0.0068 0.0044 0.0030 0.0022 0.0017 0.1705 0.1384 0.0936 0.0661 0.0486 0.0370 0.0290 0.0233 0.0191 0 0135 0.0100 0.0077 0.0050 0.0035 0.0026 0.0020 0.1784 0.1466 0.1008 0.0720 0.0534 0.0409 0.0322 0.0259 0.0213 0.0151 0.0112 0.0087 0.0056 0.0039 0.0029 0.0022 CTD029562 12 AMERICAN NATIONAL STANDARD TABLE 50.7 Diameter-Thickness Ratios for Laying Condition Type /* Trench Load (P.)--psi Trench Load (P)--Psi Bending Stress Design 4.40 4.43 4.46 4.50 4.54 4.57 4.61 4.64 4.68 4.72 4.76 4,80 4.84 4.88 4.92 4.96 5.00 5.04 5.08 5.13 5.17 5.21 5.26 5.30 5.35 5.40 5.45 5.49 5.54 5.59 5.65 5.70 5.75 5 80 5.86 5.91 5.97 6.03 6.09 6.15 6.21 6.27 Deflection Design 3.46 3.48 3.50 3.51 3.53 3.55 3.57 3.59 3.61 3.63 3.65 3.67 3.69 3.71 3.74 3.76 3.78 3.81 3.83 3.86 3.89 3.91 3.94 3.97 4.00 4.03 4.06 4.09 4.13 4.16 4.20 4.23 4.27 4.31 4.35 4.39 4.43 4.47 4.52 4.56 4.61 4.66 Of D t r (i 170 169 168 167 166 165 164 163 162 161 160 159 158 157 156 155 154 153 152 151 150 149 148 147 146 145 144 143 142 141 140 139 138 137 136 135 134 133 132 131 130 129 Bending Stress Design 6.33 6.40 6.46 6.53 6.60 6.67 6.74 6.82 6.89 6.97 7.05 7.13 7.21 7.29 7.38 7.47 7.56 7.65 7.75 7.85 7.95 8.05 8.16 8 27 8.38 8.49 8.61 8.74 8.86 8.99 9.13 9.27 9.41 9.56 9.71 9.87 10.03 10.20 10.37 10.55 10.74 10.93 11.13 Deflection Design 4.71 4.76 4.82 4 87 4.93 4.99 5.05 5.11 5.18 5.25 5.32 5.39 5.46 5.54 5.62 5.71 5.79 5.88 5.97 6.07 6.17 6.27 6.38 6.49 6.61 6.73 6.86 6.99 7.12 7.26 7.41 7.57 7.73 7.89 8.07 8.25 8.44 8.64 8.85 9.06 9.29 9.53 9.78 t Dt D i r *i 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 112 111 110 109 108 107 106 105 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 CTD029563 THICKNESS DESIGN OF DUCTILE-IRON PIPE 13 TABLE 50.7-- (cont.) Trench Load (P,)--psi Trench Load (P)--pii Bending Stress Design 11.34 11.55 11.78 12.01 12.25 12.50 12.76 13.03 13.31 13.60 13.91 14.23 14.56 14.91 15.27 15.65 16.05 16.46 16.89 17.35 17.83 18.33 18.85 19.40 19.98 20.59 21.23 Deflection Design 10.04 10.31 10.60 10.90 11.22 11.56 11.91 12.28 12.67 13.08 13.51 13.97 14.45 14.96 15.50 16.07 16.68 17.32 18.00 18.73 19.50 20.32 21.19 22.12 23.12 24.18 25.32 Dt D i or i. 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 Bending Stress Design 21.91 22.63 23.38 24.18 25.02 25.92 26.86 27.87 28.94 30.07 31.28 32.57 33.95 35.42 37.00 38.69 40.50 42.46 44.56 46.84 49.30 51.96 54.86 58.02 61.46 65.23 69.36 73.92 Deflection Design 26.54 27.85 29.26 30.77 32.39 34.15 36.05 38.10 40.32 42.73 45.35 48.20 51.31 54.72 58.44 62.53 67.03 71.99 77.47 83.54 90.28 97.80 106.20 115.62 126.21 138.18 151.73 167.15 Dt D ior i. 58 57 56 55 54 53 52 51 so 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 ' - 150; Kt - 0.2J5; K. - 0.101. t The for the tabulated P, neareet to the calculated P. is selected; wheo the calculated P. is halfway between two tabulated values, the smaller ~ should be used. CTD029564 14 AMERICAN NATIONAL STANDARD TABLE 50.8 Diameter-Thickness Ratios for Laying Condition Type 2* Trench Load (P.)--pst Trench Load (P)--psi Bending Stress Design 6.29 6.3+ 6.39 6.44 6.50 6.55 6.60 6.66 6.71 6.77 6.82 6.88 6.94 6.99 7.05 7.11 7.17 7.23 7.29 7.35 7.42 7.48 7.54 7.61 7.67 7.74 7.80 7.87 7.94 8.01 8.08 8.15 8.22 8.29 8.37 8.44 8.52 8.59 8.67 8.75 8.83 8.91 Deflection Design 6.18 6.19 6.21 6.23 6.25 6.26 6.28 6.30 6.32 6.34 6.37 6.39 6.41 6.43 6.46 6.48 6.50 6.53 6.56 6.58 6.61 6.64 6.67 6.70 6 73 6.76 6.79 6.83 6.86 6.89 6.93 6.97 7.01 7,05 7.09 7.13 7.17 7.22 7.26 7.31 7,36 7.41 Df D < ori, 170 169 168 167 166 165 164 163 162 161 160 159 158 157 156 155 154 153 152 151 150 149 148 147 146 145 144 143 142 141 140 139 138 137 136 135 134 133 132 131 130 129 Bending Stress Design 8.99 9.07 9.16 9.25 9.33 9.42 9.51 9.60 9.70 9.79 9.89 9.99 10.09 10.19 10.29 10.40 10.51 10.62 10.73 10.84 10.96 11.08 11.21 11.33 11.46 11.59 11.73 11.87 12.01 12.16 12.31 12.46 12.62 12.79 12.96 13.13 13.31 13.49 13.68 13.88 14.08 14.30 14.51 Design 7.46 7.51 7.57 7.63 7.69 7.75 7.81 7.87 7.94 8.01 8.08 8.16 8.23 8.31 8.40 8.48 8.57 8.66 8.76 8.86 8.96 9.07 9.18 9.29 9.41 9.54 9.67 9.80 9.94 10.09 10.24 10.40 10.56 10.73 10.91 11.10 11.29 11.50 11.71 11.94 12.17 12.42 12.67 *> ) Df D Tor 7, 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 112 111 110 109 108 107 106 )105 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 ( CTD029565 THICKNESS DESIGN OF DUCTILE-IRON PIPE 15 TABLE 50.8--(cont.) Trench Load (P)--psi Trench Load (P,)--psi Bending Stress Design 14.74 14.97 15.21 15.46 15.72 15.99 16.28 16.57 16.87 17.19 17.52 17.86 18.22 18.59 18.98 19.39 19.82 20.27 20.73 21.23 21.74 22.28 22.85 23.45 24.07 24.74 25.43 26.17 Deflection Design 12.94 13.22 13.52 13.83 14.16 14.50 14.86 15.24 15.64 16.06 16.51 16.98 17.48 18.00 18.56 19.14 19.77 20.43 21.13 21.87 22.67 23.51 24.41 25.37 26.39 27.49 28.66 29.91 Dt D t r h 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 Bending Stress Design 26.95 27.77 28.64 29.56 30.53 31.57 32.67 33.84 35.08 36.41 37.83 39.34 40.96 42.70 44.57 46.57 48.73 51.06 53.57 56.30 59.25 62.46 65.96 69.79 73.98 78.57 83.64 Deflection Design 31.26 32.71 34.26 35.93 37.74 39.69 41.80 44.09 46.56 49.26 52.19 55.40 58.89 62.73 66.93 71.56 76.66 82.29 88.54 95.48 103.21 111.85 121.54 132.44 144.74 158.68 174.54 Df D ror7, 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 * ' - WO: Kk - 0.210: Km - 0.105. t The ~ for the tabulated P. nearest to the calculated P it selected; when the calculated P*la halfway between two tabulated values, the smaller y should be used. CTD029566 16 AMERICAN NATIONAL STANDARD TABLE 50.9 Diameter-Thickness Ratios for Laying Condition Type J* Trench Load (P)--psi Trench Load (P.) --pst Bending Stress Design 3.25 3.29 3.33 3.37 3.41 3.45 3.49 3.54 3.58 3.63 3.67 3.72 3.76 3.81 3.86 3.91 3.96 4.01 4.06 4.11 4.17 4.22 4.28 4.33 4.39 4.45 4.51 4.57 4.63 4.69 4.76 4.82 4.89 4.96 5.03 5.10 5.17 5.24 5.31 5.39 5.47 5.54 Deflection Design 7.26 7.27 7.27 7.27 7.28 7.28 7.28 7.29 7.29 7.30 7.30 7.30 7.31 7.31 7.32 7.32 7.33 7.33 7.34 7.34 7.35 7.35 7.36 7.36 7.37 7.38 7.38 7.39 7.39 7.40 7.41 7.42 7.42 7.43 7.44 7.45 7.46 7.47 7.48 7.48 7.49 7.51 Dt D / u` 7i 310 308 306 304 302 300 298 296 294 292 290 288 286 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 250 248 246 244 242 240 238 236 234 232 230 228 Bending Stress Design 5.62 5.70 5.79 5.87 5.96 6.04 6.13 6.22 6.32 6.41 6.51 6.60 6.70 6.80 6.91 7.01 7.12 7.22 7.33 7.45 7.56 7.68 7.80 7.92 8.04 8.16 8.29 8.42 8.55 8.62 8.69 8.75 8.82 8.89 8.96 9.03 9.10 9.17 9.25 9.32 9.39 9.47 9.54 Design 7.52 7.53 7.54 7.55 7.56 7.58 7.59 7.60 7.62 7.63 7.65 7.66 7.68 7.70 7.72 7.74 7.76 7.78 7.80 7.82 7.84 7.87 7.89 7.92 7.95 7.98 8.01 8.04 8.07 8.09 8.11 8.13 8.14 8.16 8.18 8.20 8.22 8.24 8.27 8.29 8.31 8.33 8.36 Dt D i r h 226 224 222 220 218 216 214 212 210 208 206 204 202 200 198 196 194 192 190 188 186 184 182 180 178 176 174 172 170 169 168 167 166 165 164 163 162 161 160 159 158 157 156 * > * } ' ( ( CTD029567 THICKNESS DESIGN OF DUCTILE-IRON PIPE TABLE 50.9--(cont.) Trench Load (P*)--psi Trench Load (P,)--*psi Bending Stress Design 9.62 9.69 9.77 9.85 9.92 10.00 10.08 10.16 10.24 10.33 10.41 10.49 10.58 10.66 10.75 10.83 10.92 11.01 11.10 11.19 11.28 11.37 11 46 11.56 11.65 11.75 11.84 11.94 12.04 12.14 12.25 12.35 12.45 12.56 12.67 12.78 12.89 13.00 13.11 13.23 13.34 13.46 13.58 Deflection Design 8.38 8.41 8.43 3.46 8.49 8.52 8.54 8.57 8.60 864 8.67 8.70 8.73 8.77 8.81 8.84 8.88 8.92 8.96 9.00 9.04 9.09 9.13 9.18 9.23 9.28 9.33 9.38 9.44 9.49 9.55 9.61 9.67 9.74 9.80 9.87 9.94 10.02 10.09 10.17 10.25 10.34 10.42 Dt D ror 7, 155 154 153 152 151 150 149 148 147 146 145 144 143 142 141 140 139 138 137 136 135 134 133 132 131 130 129 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 Bending Stress Design 13.71 13.83 13.96 14.09 14.22 14.36 14.50 14.64 14.78 14.93 15.08 15.23 15.39 15.55 15.71 15.88 16.06 16.23 16.42 16.61 16.80 17.00 17.21 17.42 17.64 17.86 18.10 18.34 18.59 18.85 19.12 19.40 19,68 19.99 20,30 20.62 20.96 21.31 21.68 22.07 22.47 22.88 Deflection Design 10.51 10.61 10.71 10.81 10.91 11.02 11.13 11.25 11.37 11.50 11.63 11.77 11.91 12.06 12.21 12.37 12.54 12.72 12.90 13.09 13.29 13.50 13.72 13.95 14.18 14.43 14.70 14.97 15.26 15.56 15.88 16.21 16.56 16.93 17.31 17.72 18.15 18.61 19.09 19.59 20.13 20.69 1? Dt D < or<, 112 111 110 109 108 107 106 10S 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 CTD029568 18 AMERICAN NATIONAL STANDARD TABLE 50.9--(cont.) Trench Load (P%)--psi Trench Load (P,)--psi Bending Stress Design 23.32 23.78 24.26 24.76 25.29 25.85 26.43 27.04 27.68 28.36 29.08 29.83 30.63 31.47 32.36 33.31 34.30 35.37 36.49 37.69 Deflection Design 21.29 21.93 22.60 23.32 24.08 24.88 25.74 26.66 27.64 28.68 29.80 30.99 32.27 33.64 35.12 36.70 38.41 40.25 42.24 44.39 Of D t r h 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 Bending Stress Design 38.97 40.33 41.78 43.33 44.98 46.76 48.66 50.71 52.91 55.28 57.84 60.61 63.61 66.86 70.40 74.27 78.49 83.11 88.19 93.79 Deflection Design 46.72 49.25 51.99 54.98 58.25 61.81 65.72 70.01 74.72 79.92 85.67 92.04 99.11 106.99 115.80 125.67 136.78 149.32 163.54 179.71 Of D t or<. 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 ' - 400; Kt - 0.189; K, - 0.103. t The ~ for the tabulated Pw nearest to the calculated Pw Is selected; when the calculated Pw is hallway betweeD two tabulated values, the smaller ~ should be used. ) J t CTD029569 THICKNESS DESIGN OF DUCTILE-IRON PIPE TABLE 50.10 Diameter-Thickness Ratios for laying Condition Type 4* Trench Load (P.)--psi Trench Load (P.) --psi Bending Street Design 5.93 6.00 6.07 6.14 6.21 6.29 6.36 6.43 6.51 6.59 6.67 6.74 6.83 6.91 6.99 7.08 7.16 7.25 7.34 7.43 7.52 7.61 7.71 7.80 7.90 8.00 8.10 8.20 8.31 8.41 8.52 8.63 8.74 8.85 8.97 9.08 9.20 9.32 9.44 9.57 9.69 9.82 Deflection Design 9.70 9.70 9.71 9.71 9.71 9.72 9.72 9.73 9.73 9.73 9.74 9.74 9.75 9.75 9.76 9.76 9.77 9.77 9.78 9.78 9.79 9.79 9.80 9.81 9.81 9.82 9.83 9.83 9.84 9.85 9.86 9.86 9.87 9.88 9.89 9.90 9.91 9.92 9.93 9.94 9.95 9.96 Df D t or h 310 308 306 304 302 300 298 296 294 292 290 288 286 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 250 248 246 244 242 240 238 236 234 232 230 228 Bending Stresa Design 9.95 10.08 10.21 10.35 10.49 10.62 10.77 10.91 11.05 11.20 11.35 11.50 11.66 11.81 11.97 12.13 12.29 12.45 12.62 12.79 12.96 13.13 13.30 13.48 13.66 13.84 14.02 14.20 14.39 14.48 14.57 14.67 14.76 14.86 14.96 15.05 15.15 15.25 15.34 15.44 15.54 15.64 15.74 Deflection Design 9.97 9.98 9.99 10.01 10.02 10.03 10.05 10.06 10.08 10.09 10.11 10.13 10.15 10.17 10.19 10.21 10.23 10.25 10.27 10.30 10.32 10.35 10.37 10.40 10.43 10.46 10.50 10.53 10.57 10.59 10.60 10.62 10.64 10.66 10.69 10.71 10.73 10.75 10.78 10.80 10.82 10.85 10.87 19 cn d -- or7T 226 224 222 220 218 216 214 212 210 208 206 204 202 200 198 196 194 192 190 188 186 184 182 180 178 176 174 172 170 169 168 167 166 165 164 163 162 161 160 159 158 157 156 CTD029570 20 AMERICAN NATIONAL STANDARD TABLE 50.10--(coni.) Trench Load (f*)--psi Bending Stresa ! Deflection Design Design 15.84 15.94 16.04 16.14 16.24 10.90 10.93 10.96 10.98 11.01 16.34 16.45 16.55 16.65 16.76 11.04 11.07 11.11 11.14 11.17 16.86 16.96 17.07 17.18 17.28 11.21 11.24 11.28 11.31 11.35 17.39 17.50 17.60 17.71 17.82 11.39 11.43 11.48 11.52 11.56 17.93 18.04 18.15 18.26 18.37 11.61 11.66 11.71 11.76 11.81 18.49 18.60 18.72 18.83 18.95 11.86 11.92 11.97 12.03 12.09 19.06 19.18 19.30 19,42 19.54 12.15 12.22 12.28 12.35 12.42 19.66 19.78 19.91 20.04 20.16 12.50 12.57 12.65 12.73 12.82 20.29 20.42 20.55 12.91 13.00 13.09 D--f or --D th 155 154 153 152 151 150 149 148 147 146 145 144 143 142 141 140 139 138 137 136 135 134 133 132 131 130 129 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 Trench Load (Z\)--psi Bending Stresa Design 20.69 20.82 20.96 21.10 21.24 21.39 21.54 21.69 21.84 22.00 22.16 22.32 22.49 22.66 22.83 23.01 23.20 Deflection Design 13.19 13.29 13.39 13.50 13.61 13.73 13.85 13.98 14.11 14.24 14.38 14.53 14.68 14.84 15.01 15.18 15.36 23.38 23.58 23.78 23.99 24.20 15.55 15.75 15.95 16.17 16.39 24.42 24.64 24.88 25.12 25.37 16.62 16.87 17.12 17.39 17.67 25.63 25.90 26.18 26.47 26.77 17.97 18.28 18.60 18.94 19.30 27.09 27.42 27.76 28.11 28.49 19.67 20.07 20.48 20.92 21.38 28.87 29.28 29.70 30.15 30.62 21.87 22.38 22.93 23.50 24.11 Dt D t r 112 111 110 109 108 107 106 105 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 ) J ) CTD029571 THICKNESS DESIGN OF DUCTILE-IRON PIPE 21 TABLE 50.10--(cont.) Trench Load (P.)--psi Trench Load (P*)--psi Bending Stress Design 31.11 31.62 32.16 32.72 33.32 33.95 34.61 35.30 36.04 36.81 37.63 38.50 39.42 40.39 41.42 42.51 43.67 44.91 46.22 47.62 Deflection Design 24.75 25.43 26.16 26.92 27.74 28.60 29.53 30.51 31.56 32.68 33.88 35.16 36.53 38.00 39.58 41.28 43.12 45.09 47.22 49.53 cn d r<, 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 Bending Stress Design 49.11 50.70 52.41 54.23 56.18 58.27 60.52 62.93 65.54 68.35 71.39 74.67 78.24 82.11 86.33 90.93 95.97 101.49 107.56 114.25 Deflection Design 52.03 54.74 57.69 60.90 64.40 68.23 72.42 77.02 82.08 87.66 93.82 100.65 108.24 116.70 126.15 136.74 148.66 162.12 177.37 194.72 Df D t r h so 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 *' 500; Kh - 0.157; Km - 0.096. t The j for the tabulated P. nearest to the calculated P. is selected; when the calculated P Is halfway between two tabulated values, the smaller ^ should be used. CTD029572 22 AMERICAN NATIONAL STANDARD TABLE 50.11 Diameter-Thickness Ratios for Laying Condition Type 5* Trench Load (P)--psi Trench Load (P*)--Psi Design 3.06 3.10 3.15 3.20 3.25 3.30 3.35 3.40 3.46 3.51 3.57 3.63 3.68 3.75 3.81 3.87 3.94 4.00 4.07 4.14 4.21 4.29 4.36 4.44 4.52 4.60 4.69 4.77 4.86 4.95 5.05 5.14 5.24 5.35 5.45 5.56 5.67 5.78 5.90 6.02 6.15 6.28 Deflection Design 15.09 15.09 15.09 15.09 15.09 Ot D t ord 660 655 650 645 640 15.09 15.09 15.09 15.09 15.09 635 630 625 620 615 15.10 15.10 15.10 15.10 15.10 610 605 600 595 590 15.10 15.10 15.10 15.10 15.10 15.10 15.10 15.10 15.11 15.11 15.11 15.11 15.11 15.11 15.11 15.11 15.11 15.12 15.12 15.12 585 580 575 570 565 ! 560 555 ! 550 545 540 ! i 535 530 525 520 515 510 505 500 495 490 15.12 15.12 15.12 15.13 15.13 485 480 475 470 465 15.13 15.13 460 455 Bending Stress Design 6.41 6.54 6.68 6.83 6.98 7.13 7.29 7.46 7.63 7.80 7.98 8.17 8.36 8.56 8.77 8.98 9.20 9.43 9.66 9.91 10.16 10.42 10.69 10.97 11.26 11.56 11.87 12.19 12.52 12.66 12.80 12.94 13.08 13.23 13.37 13.52 13.67 13.83 13.98 14.14 14.30 14.46 14.62 Deflection Design 15.13 15.14 15.14 15.14 15.14 15.14 15.15 15.15 15.15 15.16 15.16 15.16 15.17 15.17 15.17 15.18 15.18 15.19 15.19 15.20 15.20 15.21 15.22 15.22 15.23 15.24 15.24 15.25 15.26 15.27 15.27 15.27 15.28 15.28 15.29 15.29 15.30 15.30 15.30 15.31 15.31 15.32 15.33 Dt . . D t f h 450 445 440 435 430 425 420 415 410 405 400 395 390 385 380 375 370 365 360 355 350 345 340 335 330 325 320 315 310 308 306 304 302 300 298 296 294 292 290 288 286 284 282 ) ) 3 CTDO29573 THICKNESS DESIGN OF DUCTILE-IRON PIPE TABLE 50.11--(cont.) Trench Load (/%)--pu Trench Load (\)--psi Bending Stress Design 14.79 14.96 15.13 15.30 15.48 15.65 15.83 16.02 16.20 16.39 16.58 16.77 16.97 17.16 17.36 17.57 17.77 17.98 18.19 18.40 18.62 18.84 19.06 19.28 19.51 19.73 19.97 20.20 20.43 20.67 20.91 21.16 21.40 21.65 21.90 22.15 22.40 22.66 22.92 23.18 23.44 23.70 23.97 Deflection Design 15.33 15.34 15.34 15.35 15.35 15.36 15-37 15.37 '15.38 15.39 15.40 15.40 15.41 15.42 15.43 15.44 15.45 15.45 15.46 15.47 15.48 15.49 15.51 15.52 15.53 15.54 15.55 15.57 15.58 15.59 15.61 15.62 15.64 15.65 15.67 15.69 15.71 15.73 15.75 15.77 15.79 15.81 15.83 Dt D TorZ 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 250 248 246 244 242 240 238 236 234 232 230 228 226 224 222 220 218 216 214 212 210 208 206 204 202 200 198 196 Bending Stress Design 24.24 24.50 24.77 25.04 25.31 25.59 25.86 26.13 26.41 26.68 26.96 27.23 27.51 27.65 27.78 27.92 28.06 28.19 28.33 28.47 28.60 28.74 28.87 29.01 29.15 29.28 29.41 29.55 29.68 29.82 29.95 30.08 30.21 30.34 30.48 30.61 30.74 30.87 30.99 31.12 31.25 31.38 Deflection Design 15.86 15.88 15.91 15.93 15.96 15.99 16.02 16.06 16.09 16.12 16.16 16.20 16.24 16.26 16.28 16.31 16.33 16.35 16.37 16.40 16.42 16.45 16.48 16.50 16.53 16.56 16.59 16.62 16.65 16.68 16.71 16.74 16.78 16.81 16.85 16.89 16.92 16.96 17.00 17.04 17.09 17.13 23 Df D TorZ 194 192 190 188 186 184 182 180 178 176 174 172 170 169 168 167 166 165 164 163 162 161 160 159 158 157 156 155 154 153 152 151 150 149 148 147 146 145 144 143 142 141 CTD029574 24 AMERICAN NATIONAL STANDARD TABLE 50.11--(coni.) Trench Load (Pp)--psi Trench Load (P.)--pri Bending Stress Design 31.50 31.63 31.76 31.88 32.01 32.13 32.25 32.38 32.50 32.62 32.75 32.87 32.99 33.11 33.23 33.35 33.47 33.59 33.71 33.83 33.95 34.07 34.19 34.31 34.43 34.55 34.68 34.80 34.92 35.05 35.17 35.30 35.43 35.56 35.69 35.83 35.96 36.10 36.25 36.39 36.54 36.69 36.85 Deflection Design 17.17 17.22 17.27 17.32 17.37 17.42 17.47 17.53 17.58 17.64 17.70 17.76 17.83 17.89 17.96 18.03 18.11 18.18 18.26 18.34 18.42 18.51 18.60 18.69 18.78 18.88 18.98 19.09 19.20 19.31 19.43 19.55 19.68 19.81 19.95 20.09 20.24 20.39 20.55 20.72 20.89 21.07 21.26 Dt D i orz 140 139 138 137 136 135 134 133 132 131 130 129 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 112 lit 110 109 108 107 106 105 104 103 102 101 100 99 98 Bending Stress Design 37.01 37.17 37.34 37.52 37.70 37.89 38.08 38.28 38.49 38.71 38.93 39.17 39.41 39.67 39.94 40.22 40.51 40.82 41.14 41.48 41.84 42.21 42.60 43.02 43.45 43.92 44.40 44.91 45.46 46.03 46.64 47.28 47.96 48.68 49.44 50.25 51.11 52.02 52.99 54.02 55.12 56.28 Deflection Design 21.45 21.66 21.87 22.09 22.32 22.56 22.82 23.08 23.36 23.65 23.95 24.27 24.60 24.95 25.31 25.70 26.10 26.52 26.97 27.44 27.93 28.46 29.01 29.59 30.20 30.85 31.53 32.26 33.03 33.85 34.71 35.63 36.61 37.65 38.77 39.95 41.21 42.57 44.01 45.56 47.23 49.01 # md th 97 96 95 94 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 CTD029575 THICKNESS DESIGN OF DUCTILE-IRON PIPE 25 TABLE 50.11-- (cont.) Trench Load (P.)--pit Trench Load (P*)--pH Bending Stress Design 57.S3 58.86 60.28 61.79 63.41 65.14 67.00 68.99 71.12 73.41 75.88 78.54 81.40 Deflection Design 50.93 53.00 55.23 57.64 60.25 63.07 66.13 69.46 73.09 77.04 81.36 86.10 91.29 Dt D -orn 55 54 53 52 51 50 49 48 47 46 45 44 43 Bending Stress Design 84.50 87.85 91.47 95.40 99.67 104.32 109.40 114.94 121.02 127.69 135.03 143.14 Deflection Design 97.01 103.31 Dt D ` or it 42 41 110.27 117.98 126.56 136.11 146.78 40 39 38 37 36 158.75 172.21 187.41 204.63 224.22 35 34 33 32 31 ' - 700; Kt - 0.128; K. - 0.083. t The y for the tabulated P. nearest to the calculated P. is selected; when the calculated P. is halfway between two tabulated values, the smaller ^ should be used. ) / CTD029576 26 AMERICAN NATIONAL STANDARD TABLE 50.12 Thickness for Earth Load Plus Truck Load Laying Condition Pepth of Cover ft Type L Total Calculated Use Thickness* Class in. Type 2 Total Calculated L'se Thickness* Class in. Type J Total Calculated Use Thickness* Class tn. Type 4 Total Calculated Use Thickness* Class in. Type 5 Total Calculated Use Thickness* Class in. 2.5 0.18 51 0.17 51 0.16 51 0.15 51 0.14 51 3 0.17 51 0.16 51 0.16 51 0.15 51 0.14 51 4 0.17 51 0.16 51 0.15 51 0.14 51 0.14 51 5 0.16 51 0.16 5t 0.15 51 0.14 51 0.14 51 6 0.16 51 0.16 51 0.15 51 0.14 51 0.14 51 7 0.16 51 0.16 51 0.15 51 0.14 SI 0.14 51 8 0.17 51 0.16 51 0.15 51 0.15 51 0.14 51 9 0.17 51 0.16 51 0.15 5t 0.15 51 0.14 51 10 0.17 51 0.16 51 0.15 51 0.15 51 0.14 51 12 0.17 51 0.17 51 0.16 51 0.15 51 0.14 51 14 0.18 51 0.17 51 0.16 51 0.15 51 0.14 51 16 0.18 51 0.17 51 0.17 51 0.15 51 0.14 51 20 0.19 51 0.18 51 0.17 51 0.16 51 0.15 51 24 0.19 51 0.19 51 0.18 51 0.16 51 0.15 51 28 0.20 51 0.19 51 0.19 51 0.17 51 0.15 51 32 0.21 51 0.20 51 0.19 51 0.18 51 0.15 51 2.5 0.19 51 0.18 51 0.17 51 0.15 51 0.15 51 3 0.18 51 0.17 51 0.16 51 0.15 51 0.14 51 4 0.17 51 0.16 51 0.16 51 0.15 51 0.14 51 5 0.17 51 0.16 51 0.15 51 0.15 51 0.14 51 6 0.17 51 0.16 51 0.15 51 0.15 51 0.14 51 7 0.17 51 0.16 51 0.16 51 0.15 51 0.14 SI 8 0.17 51 0.16 51 0.16 51 0.15 51 0.14 51 9 0.18 51 0.17 51 0.16 51 0.15 51 0.14 51 10 0.18 51 0.17 51 0.16 51 0.15 51 0.14 51 12 0.18 51 0.17 51 0.16 51 0.15 51 0.14 51 14 0.19 51 0.18 51 0.17 51 0.15 51 0.15 51 16 0.19 51 0.18 51 0.17 51 0.16 51 0.15 51 20 0.20 51 0.19 51 0.18 51 0.16 51 0.15 51 24 0.21 51 0.20 51 0.19 51 0.17 51 0.15 51 28 0.22 51 0.21 51 0.20 51 0.18 51 0.15 51 32 0.22 51 0.21 51 0.21 51 0.19 51 0.16 51 2.5 0.21 50 0.20 50 0.18 50 0.16 50 0.15 50 3 0.20 50 0.19 50 0.18 so 0.16 50 0.15 50 4 0.19 50 0.18 50 0.17 50 0.16 50 0.15 50 5 0.19 50 0.17 50 0.17 50 0.15 50 0 15 50 6 0.19 50 0.17 50 0.17 50 0.15 50 0.15 50 7 0.19 50 0.18 50 0.17 50 0.16 50 0.15 50 8 0 19 50 0.18 50 0.17 50 0.16 50 0 15 50 9 0.20 50 0.18 50 0.17 50 0.16 50 0.15 50 10 0.20 50 0.18 50 0.17 50 0.16 50 0.15 50 12 0.21 50 0.19 50 0.18 50 0.16 50 0.15 50 14 0.21 50 0.20 50 0.18 50 0.17 50 0.15 50 16 0.22 50 0.21 50 0.19 50 0.17 50 0.15 SO 20 0.23 50 0.22 50 0.21 50 0.18 50 0 16 50 24 0.24 50 0.23 50 0.22 50 0.19 50 0.16 50 28 0.25 50 0.24 50 0.23 50 0.20 50 0.16 50 32 0.26 50 0.25 50 0.24 50 0.22 50 0.17 50 Total calculated thicknew includes service allowance and casting tolerance added to net thickneaa. THICKNESS DESIGN OF DUCTILE-IRON PIPE 27 TABLE 30.12-- {coni.) Laying Condition Depth of Cover ft Type 1 Total Calculated Use Thickness* Class IN. Type 2 Total Calculated Use Thickness* Class in. Type 3 Total Calculated Use Thickness* Class i*. Type 4 Total Calculated Use Thickness* Class in. Type 5 Total Calculated Use 1 Thickness* Class] in. 2.S 0.24 50 0.22 50 0.20 50 0.18 50 0.16 50 3 0.23 50 0.21 50 0.19 50 0.17 50 0.16 50 4 0.21 50 0.19 50 0.18 50 0.16 50 0.15 50 5 0.21 50 0.19 50 0.18 50 0.16 50 0.15 50 6 0.21 50 0.19 50 0.18 50 0.16 50 0.15 50 7 0.21 50 0.19 50 0.18 50 0.16 so 0.15 50 8 0.21 50 0.19 50 0.18 50 0.16 50 0.15 50 9 0.22 50 0.20 50 0.18 50 0.17 50 0.15 50 10 0.22 50 0.20 50 0.19 50 0.17 50 0.15 50 12 0.23 50 0.21 50 0.19 50 0.17 so 0.16 50 14 0.24 50 0.22 50 0.20 50 0.18 50 0.16 50 16 0.25 50 0.23 50 0.21 50 0.18 50 0.16 50 20 0.27 50 0.25 50 0.23 50 0.19 50 0.17 50 24 0.28 50 0.26 50 0.24 50 0.21 50 0.17 50 28 0.29 51 0.28 50 0.26 50 0.23 50 0.18 50 32 0.30 51 0.29 51 0.27 50 0.24 50 0.18 50 2.S 0.27 50 0.25 50 0.23 50 0.20 50 0.17 SO 3 0.26 50 0.23 50 0.21 50 0.19 50 0.17 50 4 0.24 50 0.22 50 0.20 50 0.18 50 0.17 50 5 0.23 50 0.21 50 0.20 50 0.18 50 0.17 50 6 0.23 50 0.21 50 0.20 50 0.18 50 0.17 50 7 0.24 50 0.21 50 0.20 50 0.18 50 0.17 50 8 0.24 50 0.22 50 0.20 50 0.18 50 0.17 50 9 0.25 50 0.22 50 0.20 50 0.18 50 0.17 50 10 0.25 50 0.23 50 0.21 50 0.19 50 0.17 50 12 0.26 50 0.24 50 0.22 50 0.19 50 0.17 50 14 0.28 50 0.25 50 0.23 50 0.20 50 0.18 50 16 0.29 50 0.26 50 0.24 50 0.20 50 0.18 so 20 0.31 51 0.28 50 0.26 50 0.22 50 0.18 50 24 0.32 51 0.30 50 0.28 50 0.24 50 0.19 50 28 0.34 52 0.32 51 0.30 50 0.26 50 0.20 50 32 0.35 52 0.33 51 0.32 51 0.28 50 0.20 50 2.5 0.30 50 0.27 50 0.24 50 0.21 50 0.18 "3 0.28 50 0.25 50 0.23 50 0.20 50 0.18 4 0.26 50 0.23 50 0.21 50 0.19 50 0.17 5 0.25 50 0.23 50 0.21 50 0.19 50 0.17 6 0.25 50 0.23 50 0.21 50 0.19 50 0.17 7 0.26 50 0 23 50 0.21 50 0.19 50 0.17 8 0.26 50 0.23 50 0.21 50 0.19 50 0.17 9 0.27 50 0.24 50 0.22 50 0.19 50 0.17 10 0.27 50 0.24 50 0.22 50 0.20 50 0.18 12 0.29 50 0.26 50 0.23 50 0.20 50 0.18 14 0.30 50 0.27 50 0.24 50 0.21 50 0.18 16 0.31 50 0.29 50 0.26 50 0.21 50 0.18 20 0.34 51 0.31 50 0.28 50 0.23 50 0.19 24 0.36 52 0.33 51 0 31 50 0.25 50 0.20 28 0.38 52 0.35 51 0.33 51 0.28 50 0.21 32 0.39 53 0.37 52 0.35 51 0.30 50 0.23 Total calculated thickness includes service allowance and casting tolerance added to net thickness. 50 50 50 50 50 50 50 so 50 50 50 50 50 50 50 50 CTD029578 28 AMERICAN NATIONAL STANDARD TABLE 50.12--(cont.) Laying Condition Depth of Cover ft Type I Total Calculated Use Thickness* Class Type 2 Total Calculated Use Thickness* Class in. Type 4 Total Calculated Use Thickness* Class is. Type 4 Total Calculated Use Thickness* Class in. Type 5 Total Calculated Use Thickness* Class in. 2.S 0.32 50 0.29 50 0.26 50 0.22 50 0.20 50 3 0.31 50 0.27 50 0.24 50 0.21 50 0.19 50 4 0.29 50 0.26 50 0.23 50 0.21 SO 0.19 50 5 0.28 50 0.25 so 0.23 50 0.20 50 0.19 50 6 0.28 50 0.25 50 0.23 50 0.20 50 0.19 50 7 0.28 50 0.25 50 0.23 so 0.21 50 0.19 50 8 0.29 50 0.26 50 0.23 50 0.21 50 0.19 50 9 0.30 50 0.26 50 0.24 50 0.21 so 0.19 50 10 0.31 50 0.27 50 0.24 50 0.21 50 0.19 50 12 0.32 50 0.29 50 0.26 so 0.22 50 0.19 50 14 0.34 50 0.30 50 0.27 50 0.23 50 0.20 50 16 0.35 51 0.32 50 0.29 50 0.24 so 0.20 50 20 0.38 52 0.35 51 0.32 50 0.26 50 0.21 50 24 0.40 52 0.38 52 0.34 50 0.28 50 0.22 50 28 0.42 53 0.40 52 0.37 St 0.31 50 0.24 50 32 0.44 54 0.42 53 0.39 52 0.34 50 0.26 50 2.3 0.34 50 0.30 50 0.27 50 0.23 50 0.20 50 3 0.32 50 0.28 50 0.25 50 0.22 50 0.20 50 4 0.30 ' 50 0.27 50 0.24 50 0.21 50 0.19 50 5 0.30 50 0.26 50 0.24 50 0.21 50 0.19 so 6 0.30 so 0.26 50 0.24 50 0.21 50 0.19 50 7 0.30 so 0.26 50 0.24 so 0.21 50 0.19 50 8 0.31 50 0.27 50 0.25 50 0.22 50 0.19 50 9 0.32 50 0.28 50 0.25 50 0.22 50 0.20 50 10 0.33 50 0.29 50 0.26 50 0.22 50 0.20 50 )12 0.35 50 0.31 50 0.27 50 0.23 50 0.20 50 14 0.36 51 0.33 50 0.29 50 0.24 50 0.20 50 16 0.38 51 0.34 so 0.30 50 0.25 50 0.21 50 20 0.41 52 0.38 51 0.34 50 0.27 so 0.22 50 24 0.44 53 0.41 52 0.37 51 0.30 50 0.24 50 28 0.46 54 0.43 53 0.40 52 0.33 so 0.27 50 32 0.48 55 0.46 54 0.43 53 0.36 51 0.29 50 2.5 0.36 50 0.32 50 0.28 50 0.24 50 0.20 50 3 0.34 50 0.29 50 0.26 50 0.23 50 0.20 50 4 0.32 50 0.28 50 0.25 50 0.22 50 0.20 50 5 0.31 50 0.27 50 0.25 50 0.22 50 0.19 50 6 0.31 50 0.27 50 0.25 50 0.22 50 0.19 50 7 0.32 50 0.28 50 0.25 50 0.22 50 0.20 so 8 0.33 50 0.29 50 0.26 50 0.22 50 0.20 50 9 0.34 50 0.30 50 0.26 50 0.23 50 0.20 50 10 0.35 50 0.30 50 0.27 50 0.23 50 0.20 50 12 0.37 51 0.32 50 0.29 50 0.24 50 0.21 50 14 0.39 51 0.35 50 0.30 50 0.25 50 0.21 50 16 0.41 52 0.37 51 0.32 50 0.26 50 0.22 50 20 0.44 53 0.40 52 0.36 50 0.29 50 0.23 50 24 0.47 54 0.44 53 0.40 52 0.32 50 0.26 50 28 0.50 55 0.46 54 0.43 53 0.36 50 0.29 50 32 0.53 56 0.49 55 0.46 54 0.39 51 0.32 50 Total calculated thickness includes service allowance and casting tolerance added to net thickness. cTD029579 THICKNESS DESIGN OF DUCTILE-IRON PIPE 29 TABLE 50.12--(coni.) Laying Condition Depth of Cover ft Type 1 Total Calculated Use Thickness* Class in. Type 2 Total Calculated Use Thicinkn. ess* Class Type 3 Total Calculated Use Thiciknn. ess* Class Type 4 Total Calculated Use .Thickness* Class in Type 5 Total Calculated Use Thicinkn. ess* Class 2.5 0.38 51 0.33 50 0.29 50 0.24 50 0.21 50 3 0.35 50 0.31 50 0.27 50 0.23 50 0.20 50 4 0.34 50 0.29 50 0.26 50 0.23 50 0.20 50 5 0.33 50 0.28 50 0.26 50 0.23 50 0.20 SO 1 6 0.33 50 0.29 50 0.26 50 0.23 50 0.20 50 1 r 0.34 50 0.29 50 0.26 50 0.23 50 0.20 50 8 0.35 50 0.30 50 0.27 50 0.23 50 0.20 50 9 0.36 50 0.31 50 0.28 50 0.24 50 0.21 50 10 0.37 50 0.32 50 0.28 50 0.24 50 0.21 50 1 12 0.39 51 0.34 50 0.30 50 0.25 50 0.21 50 u 0.41 52 0.37 50 0.32 50 0.26 50 0.22 50 16 0.43 52 0.39 51 0.34 50 0.27 50 0.22 50 ` 20 0.47 54 0.43 52 0.39 51 0.31 50 0.23 50 24 0.50 55 0.47 54 0.42 52 0.34 50 0.28 50 28 0.54 56 0.50 55 0.46 53 0.38 51 0.31 so 32 0.57 -- 0.53 56 0.49 54 0.42 52 0.34 50 J 2.5 0.42 51 0.35 50 0.31 50 0.26 50 0.22 so 3 0.39 50 0.33 50 0.29 50 0.25 50 0.21 50 4 0.37 50 0.31 50 0.28 50 0.24 50 0.21 50 5 0.36 50 0.31 50 0.28 50 0.24 50 0.21 50 6 0.36 50 0.31 50 0.28 50 0.24 50 0.21 50 7 0.37 50 0.32 50 0.28 50 0.24 50 0.21 50 8 0.39 50 0.33 so 0.29 50 0.25 50 0.21 50 9 0.40 51 0.34 50 0.30 50 0.25 50 0.22 so 10 0.41 51 0.35 50 0.31 50 0.26 50 0.22 50 12 0.44 52 0.38 50 0.33 50 0.27 50 0.23 50 14 0.46 53 0.41 51 0.35 50 0.28 50 0.23 50 16 0.49 54 0.44 52 0.38 50 0.31 50 0.24 50 20 0.54 55 0.49 54 0.43 52 0.36 50 0.25 50 24 0.57 56 0.53 55 0.48 S3 0.40 51 0.32 50 28 0.61 -- 0.57 56 0.52 55 0.43 52 0.36 50 32 0.65 0.60 -- 0.56 56 0.47 53 0.40 51 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 t t 0.40 50 0.34 50 0.28 50 0.23 50 0.37 50 0.32 50 0.27 50 0.23 50 0.35 50 0.31 50 0.26 50 0.22 50 0.35 50 0.31 50 0.26 50 0.22 50 0.35 50 0.31 50 0.26 50 0.22 50 0.36 50 0.31 50 0.26 50 0.23 50 0.37 50 0.33 50 0.27 50 0.23 50 0.39 50 0.34 50 0.28 50 0.23 50 0.40 50 0.35 50 0.28 50 0.24 50 0.44 51 0.37 50 0.30 50 0.24 50 0.47 52 0.40 50 0.32 50 0.25 50 0.51 53 0.43 51 0.37 50 0.26 50 0.57 55 0.50 53 0.43 51 0.29 50 0.62 56 0.56 54 0.48 52 0.37 50 0.67 -- 0.61 56 0.51 53 0.43 51 0.71 --- 0.66 -- 0.55 54 0.47 52 * Total calculated thickness .ncludes service allowance and casting tolerance added to net thickness, t For pipe JO in. and larger, consideration should be given to laying conditions other than Type 1. CTD029580 30 AMERICAN NATIONAL STANDARD TABLE 50.12--(cowl.) Laying Condition Depth of Cover ft Type 1 Total Calculated Use Thickness* Class t. Type 2 Total Calculated Use Thickness* Class in. Type 2 Total Calculated Use Thickness* Class *. Type Total Calculated Use Thickness* Class in. Type S Total Calculated Use Thickness* Class t's. 2.5 t 3 4 5 6 7 S 9 10 12 14 16 20 24 28 32 t 0.43 50 0.37 50 0.30 50 0.25 50 0.40 50 0.35 50 0.29 50 0.24 50 0.39 50 0.34 50 0.28 50 0.24 50 0.38 50 0.34 so 0.28 50 0.24 50 0.39 50 0.34 50 0.28 50 0.24 50 0.40 50 0.35 so 0.29 50 0.24 50 0.42 50 0.36 so 0.30 50 0.24 50 0.43 50 0.37 50 0.30 50 0.25 50 0.45 50 0.38 50 0.31 50 0.25 50 0.49 51 0.42 50 0.33 50 0.26 50 0.54 52 0.46 51 0.37 50 0.27 50 0.58 53 0.49 51 0.42 so 0.28 50 0.65 54 0.57 53 0.50 51 0.33 50 0.71 56 0.63 54 0.55 52 0.43 50 0.77 -- 0.70 55 0.60 S3 0.50 51 0.82 -- 0.76 -- 0.64 54 0.55 52 2.5 t 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 t 0.46 50 0.40 50 0.32 50 0.26 50 0.44 50 0.38 50 0.31 50 0.25 50 0.42 50 0,37 50 0.30 50 0.25 50 0.42 50 0.37 so 0.30 50 0.25 50 0.42 50 0.37 50 0.30 so 0.25 50 0.44 50 0.38 50 0.31 50 0.25 50 0.46 50 0.39 50 0.32 50 0.26 50 0.48 50 0.41 so 0.33 50 0.26 50 0.50 51 0.42 50 0.33 50 0.27 50 0.55 51 0.47 50 0.35 50 0.28 so 0.60 52 0.52 51 0.42 50 0.29 50 0.64 53 0.56 52 0.48 50 0.30 50 0.73 54 0.64 53 0.57 52 0.37 50 0.80 56 0.71 54 0.63 53 0.49 50 0.87 -- 0.79 55 0.69 54 0.57 52 0.93 -- 0.86 -- 0.73 54 0.63 53 2.5 t t 0.50 50 0.43 50 0.35 50 0.28 50 3 0,48 50 0.42 50 0.34 50 0.28 50 4 0.46 50 0.40 SO 0.33 50 0.27 50 5 0.46 50 0.40 50 0.33 so 0.27 50 6 0.47 50 0.41 50 0.33 50 0.27 50 7 0.48 50 0.42 50 0.34 50 0.28 50 8 0.51 50 0.44 50 0.35 50 0.28 50 9 0.53 50 0.45 50 0.36 50 0.29 50 10 0.56 51 0.47 50 0.37 50 0.30 50 12 0.61 51 0.53 50 0.39 50 0.31 50 14 0.67 52 0.59 51 0.48 50 0.32 50 16 0.72 53 0.64 52 0.55 51 0.33 50 20 0.82 54 0.72 53 0.65 52 0.43 50 24 0.91 56 0.80 54 0.72 53 0.56 51 28 0.98 -- 0.89 55 0.79 54 0.65 52 32 1.05 -- 0.97 -- 0.84 55 0.72 53 * Total calculated thickness include* service allowance and casting tolerance added to net thickness, t For pipe JO in. and larger, consideration should be given to laying conditions other than Type l. CTD029581 THICKNESS DESIGN OF DUCTILE-IKON PIPE 31 TABLE 50.12--(coni.) Laying Condition Depth of Cover n Type 1 Total Calculated Use Thickness* Class m. Type 2 Type S Total Total Calculated Use Calculated Use Thickness* Class Thickness* Class in. in. Type 4 Type 5 Total Total Calculated Use Calculated Use Thickness* Class Thickness* Class in. in. 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 t t 0.54 50 0.46 50 0.37 50 0.30 50 0.52 50 0.45 50 0.37 50 0.30 50 0.51 50 0.44 50 0.36 50 0.30 50 0.51 50 0.44 50 0.36 50 0.30 50 0.52 50 0.45 50 0.37 50 0.30 50 0.53 50 0.46 50 0.37 50 0.30 50 0.56 50 0.48 50 0.38 50 0.31 50 0.59 50 0.50 50 0.39 50 0.32 50 0.62 51 0.52 50 0.41 so 0.32 50 0.68 51 0.60 50 0.43 50 0.34 50 0.74 52 0.67 51 0.54 50 0.35 50 0.80 53 0.72 52 0.62 51 0.36 50 0.91 54 0.81 53 0.73 52 0.48 50 1.01 56 0.89 54 0.81 53 0.63 51 1.09 -- 0.99 55 0.88 54 0.73 52 1.17 -- 1.08 --" 0.94 55 0.81 53 * Total calculated thickness includes service allowance and catting tolerance added to net thickness, t For pipe JO in. and larger, consideration should be given to laying condit ona other than Type 1. TABLE 50.13 Thickness for Internal Pressure Reted Water Working Pressure* pit ISO 200 2S0 300 350 in. Total Total Total Total Total Calculated Use Calculated Use Calculated Use Calculated Use Calculated Use Thickness Class Thickness Class Thickness Class Thickness Class Thickness Class in.t in.t in.t in.t in.t 3 0.15 51 0.16 51 0.16 51 0.17 51 0.17 51 4 0.16 51 0.16 51 0.17 51 0.18 51 0.18 51 6 0.17 50 0.18 50 0.19 50 0.20 50 0.20 50 8 0.18 50 0.19 50 0.21 50 0.22 50 0.23 50 10 0.21 50 0.22 50 0.23 50 0.25 50 0.26 50 12 0.22 50 0.23 50 0.2S 50 0.27 50 0.28 50 14 0.24 50 0.26 50 0.28 50 0.30 SO 0.31 50 16 0.25 50 0.27 50 0.30 50 0.32 50 0.34 so 18 0.27 50 0.29 50 0.31 50 0.34 50 0.36 50 20 0.28 50 0.30 50 0.33 50 0.36 50 0.38 51 24 0.30 50 0.33 50 0.37 50 0.40 51 0.43 52 30 0.34 50 0.38 50 0.42 51 0.45 52 0.49 53 36 0.38 50 0.42 50 0.47 51 0.S1 [52 0.56 53 42 0.41 50 0.47 50 0.52 51 0.57 i,52 0.63 53 48 0.46 50 0.52 50 0.58 51 0.64 52 .0.70 53 54 0.51 50 0.58 50 0.65 51 [0.71 J2 0.78 53 * There pipe ere adequate tor the rated working prewure plug a (urge allowance of 100 pel. t Total calculated thlckneaa include* eervtce allowance and caatlng tolerance added to net thlckneea. AMERICAN NATIONAL STANDARD TABLE 50.14 Working Pressure and Maximum Depth of Cover Rated Water Working Pressure psi* Type l Laying Condition Type 2 Type S Type 4 Maximum Depth of Cover--/rf Type S > I 51 350 98 loot loot loot loot 52 350 100| loot toot 100t toot 53 350 loot loot loot loot toot 54 350 loot loot loot loot toot 55 350 loot loot loot loot loot 56 350 loot loot loot loot loot 51 350 76 86 96 toot loot 52 350 loot toot loot loot loot 53 350 loot toot loot loot loot 54 350 loot loot loot loot loot 55 350 toot loot loot loot loot 56 350 loot loot loot loot toot 50 350 32 38 44 56 75 51 350 49 57 64 80 loot 52 350 67 77 86 toot loot 53 350 91 loot loot loot loot > 54 350 loot loot loot toot loot 55 350 toot loot loot loot loot 56 350 loot toot loot loot loot 50 350 25 30 36 46 64 51 350 36 42 49 61 81 52 350 47 54 62 77 99 353 350 64 73 82 loot loot 54 350 80 91 loot loot loot 55 350 98 toot toot loot loot 56 350 toot loot loot loot loot 50 350 19 24 29 38 55 51 350 27 32 38 49 66 52 350 35 41 47 59 79 53 350 45 52 59 74 95 54 350 57 65 74 91 loot 55 350 67 77 86 loot loot 56 350 81 92 loot loot loot 50 350 17 22 27 36 52 51 350 23 28 33 43 60 52 350 30 35 41 53 71 53 350 36 42 49 61 81 54 350 45 52 59 74 95 55 350 54 62 71 87 loot 56 350 64 73 83 loot loot che raced working preaeure plus a surge allowance of 100 psi. Ductile-iron n J5Q psi is available. 20 truck with 1.5 impact factor is included for all depths of cover, of cover exceeds 100 ft. CTD029583 THICKNESS DESIGN OF DUCTILE-IRON PIPE 33 TABLE 50.14--{coni,) Pipe Size IS. Thickness Class Nomina] Thickness in. Rated Water Working Pressure psi* Type 1 Laying Condition Type 2 Type 3 Type* Maximum Depth of Cover-- Type 5 14 so 51 52 53 54 55 56 16 50 51 52 53 54 55 56 18 50 51 52 53 54 5S 56 20 50 51 52 53 54 55 56 24 50 51 52 53 54 55 56 30 50 51 52 53 54 55 56 0.33 0.36 0.39 0.42 0.45 0.48 0.51 0.34 0.37 0.40 0.43 0.46 0.49 0.52 0.35 0.38 0.41 0.44 0.47 0.50 0.53 0.36 0.39 0.42 0.45 0.48 0.51 0.54 0.38 0.41 0.44 0.47 0.50 0.53 0.56 0.39 0.43 0.47 0.51 0.55 0.59 0.63 350 350 350 350 350 350 350 350 350 350 350 350 350 3S0 350 350 350 350 350 350 350 300 350 350 350 350 350 350 250 300 350 350 350 350 350 200 250 300 350 350 350 350 15 19 24 33 49 19 23 28 38 55 24 29 34 44 62 30 35 41 53 71 36 42 49 61 81 43 50 57 71 92 52 59 67 83 loot 13 17 21 30 47 16 21 25 34 51 20 25 30 40 57 25 30 36 46 64 30 35 41 53 71 35 41 47 59 79 41 48 55 68 89 11 IS 20 29 42 14 19 23 32 49 18 22 27 36 53 22 26 31 41 58 25 30 36 46 64 30 35 41 53 71 35 41 47 59 79 10 14 18 27 38 13 17 21 30 44 16 20 25 34 50 19 23 28 38 54 22 27 32 42 59 26 31 37 47 65 30 35 41 53 71 8 12 17 23 31 10 15 19 27 36 13 17 21 30 41 15 19 24 33 47 18 22 27 36 53 20 25 30 40 57 24 29 34 44 61 s 10 14 18 25 12 16 21 29 14 19 24 33 17 21 29 38 19 24 33 44 22 27 36 51 26 31 41 57 These pipe are adequate for the rated working pressure plus a surge allowance of 100 psj. Ductile-iron pipe or working pressures higher than 350 psi is available, t An allowance for a single H-20 truck with 1.5 impact 'factor is Included for all depths of cover, t Calculated maximum depth of cover exceeds 100 ft. I For pipe 30 in. and larger, consideration should be given to laying conditions other than Type I. CTD029584 34 American national standard TABLE 50.14--(cont.) Pipe Size in. Thickness Class Nominal Thickness in. Rated Water Working Pressure fist* Type 1 Laying Condition Type 1 Type 3 Type t Maximum Depth of Cover---/ft Type S 9 > 36 50 51 52 53 54 55 56 42 50 51 52 53 54 55 56 0.43 0.48 0.53 0.58 0.63 0.68 0.73 0.47 0.53 0.59 0.65 0.71 0.77 0.83 200 250 300 350 350 350 350 200 250 300 350 350 350 350 i 10 13 17 25 12 16 20 28 15 19 24 32 17 21 28 37 20 25 33 43 23 28 37 50 26 31 41 59 i 9 13 16 24 12 15 19 27 14 18 22 30 17 22 27 35 20 24 32 42 23 28 38 48 26 31 41 57 48 50 51 52 53 54 55 56 0.51 0.58 0.65 0.72 0.79 0.86 0.93 200 250 300 350 350 350 350 5 9 12 15 23 12 14 18 26 14 18 21 30 17 21 25 34 9 20 24 30 40 23 28 37 47 26 31 41 55 54 so 51 52 53 54 55 56 0.57 0.65 0.73 0.81 0.89 0.97 1.05 200 250 300 350 350 350 350 i 9 12 15 23 12 14 18 25 14 17 21 29 317 21 25 34 20 25 30 40 23 28 37 47 27 32 42 55 * These pipe are adequate for the rated working pressure plus a surge allowance of 100 pel. Ductile-iron pipe for working pressures higher than 350 psi is available. t An allowance for a single H-20 truck with 1.5 impact factor is included for all depths of cover. * Calculated maximum depth of cover exceeds 100 ft. i For pipe 30 in. and larger, consideration should be given to laying conditions other than Type t. J CTD029585 M--4/78--43150 3 ) 3 3 3 CTD029586 ANSI A21.4-1974 (AWWA C104-74) Revision of A21.4-1971 (AWWA C104-71) AMERICAN NATIONAL STANDARD for CEMENT-MORTAR LINING FOR CAST-IRON AND DUCTILE-IRON PIPE AND FITTINGS FOR WATER Administrative Secretariat AMERICAN WATER WORKS ASSOCIATION Co-Secretariats AMERICAN GAS ASSOCIATION NEW ENGLAND WATER WORKS ASSOCIATION Revised edition approved by American National Standards Institute, Inc., Mar. 7, 1974. PUBLISHED BY AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue. Denver. Colo. 80235 C7D029587 American National Standard An American National Standard implies a consensus of those substantially concerned with its scope and provisions. An American National Standard is intended as a guide to aid the manufacturer, the consumer, and the general public. The existence of an American National Standard does not in any respect preclude anyone, whether he has approved the standard or not, from manufacturing, marketing, purchasing, or using products, processes, or procedures not conforming to the standard. American National Standards are subject to periodic review, and users are cautioned to obtain the latest editions. Producers of goods made in conformity with an American National Standard are encouraged to state on their own responsibility in advertising and promotion ma terial or on tags or labels that the goods are produced in conformity with particular American National Standards. CAUTION NOTICE. This American National Standard may be revised or with drawn at any time. The procedures of the American National Standards Institute require that action be taken to reaffirm, revise, or withdraw this standard no later than five (5) years from the date of publication. Purchasers of American National Stand ards may receive current information on ail standards by calling or writing the American National Standards Institute, 1430 Broadway, New York, N.Y. 10018, (212) 868-1220. J C Copyright 1974 by the American Water Works Assn., lac. Printed in USA it J CTD029588 Table of Contents SEC. Foreword PAGE I History ofStandard ............................. II Major Revision ................................... III Options ................................................... v vi vi Standard 4-1 Scope ..................................................... 4-2 Cement .................................................. 4-3 Sand ....................................................... 4-4 Water .................................................... 4-3 Mortar .................................................. 1 1 1 2 2 sec. page 4-6 Preparation of Pipe and Fittings for Lining ...................................... 4-7 Method of Lining ............................. 4-S Socket ................................................. 4-9 Protection of Work ........................ 4-10 Thickness of Lining ........................ 4-11 Determination of Thickness.......... 4-12 Curing ................................................ 4-13 Lining Quality .................................. 4-14 Seal Coat ............................................. 2 2 3 3 3 3 3 3 4 Table 1 Requirements for Sand Tested With Standard Sieves................ ill CTD029589 Committee Personnel 0 Subcommittee 4--Coatings and Linings--which reviewed and developed this revision, had the following personnel at the time of revision : W. Harry Smith, Chairman Kenneth W. Henderson, Vice-Chairman User Members Stanley C. Baker Kenneth W. Henderson Raymond C. Holman David A. Lincoln R. E. Morris Jr. Peter E. Pallo Everett C. Rowley Producer Members Frank J. Camerota W. D. Goode William U. Maher James H. Sale Edward C. Sears W. Harry Smith Ernest F. Wagner Standards Committee A21--Cast-Iron Pipe and Fittings--which reviewed and approved this standard, had the following personnel at the time of approval ' Walter Amory, Chairman Carl A. Henrikson, Vice-Chairman James B. Ramsey, Secretary ) Organisation Represented American Gas Association American Society of Civil Engineers American Society of Mechanical Engineers American Society for Testing and Materials American Water Works Association Cast Iron Pipe Research Association Individual Producers Manufacturers' Standardization Society of the Valve and Fittings Industry New England Water Works Association Naval Facilities Engineering Command Underwriters' Laboratories, Inc. Canadian Standards Association * Liaison representative without vote. iv Name of Representative Leonard Orlando Jr. Kenneth W. Henderson James S. Vanick Albert H. Smith Jr. Lloyd W. Weller Carl A. Henrikson Edward C. Sears W. Harry Smith Alfred F. Case William T. Maher Abraham Fenster Walter Amory Stanley C. Baker Stanley E. Auck W. F. Semenchuk* -3 CTD029590 r c Foreword This foreword is for information and is not a part of ANSI A21.4--1974 (A W WA C104-74). I--History oi Standard were established to study each group The first recorded installation of cement-mortar linings in cast-iron pipe was in 1922 at Charleston, S.C., un of standards in accordance with ASA's review and revision policy. Subcommittee 4 (Coatings and Lin der the supervision of J. E. Gibson. ings for Cast-Iron Pipe) was organ From 1922 to 1929, many installa ized to examine the existing ASA tions were made under various manu A21.4-1953, "Standard for Cement- facturers' specifications. In 1929, ASA Mortar Lining for Cast-Iron Pipe and (now ANSI) Sectional Committee A21 Fittings." This subcommittee com issued a tentative standard for cement- pleted its study of A21.4-53 and sub mortar linings. This was published as mitted a proposed revision to Sectional a tentative standard by AWWA in Committee A21 in 1963. The revised 1932. After many revisions and refine third edition was approved and is ments, it was finally adopted by ASA sued in 1964. in 1939 under the designation A21.4-- The 1964 standard reduced the Specifications for Cement-Mortar Lin- minimum permissible thickness of the * ' ing for Cast-Iron Pipe and Fittings. lining. This reduction was based on During the period 1940-52, much more than 20 years of Cast Iron Pipe research was done on various types of Research Association (CIPRA) stud cement, methods of manufacture, and ies of experimental test lines having methods of curing cement mortar to cement-mortar linings varying from ^ c improve the quality of cement-mortar in. to J in. in thickness, on field tests linings. As a result of this research, of linings of these thicknesses that had a revised edition of the 1939 standard been in service for more than 30 years, was approved and issued in 1953. and on the assurance of uniformity of The centrifugal process for lining thickness afforded by improvements was further developed during the in the centrifugal lining process. 1940-52 period to provide the con Two thicknesses of lining were made trols and techniques necessary for as available, and purchasers who required surance of uniformity of thickness a lining thickness twice the standard throughout the length of a pipe. An thickness had the option of so specify other major revision recognized the ing. ability of cure-assist bituminous ma The cement linings were specified terials to provide controlled curing of for use in water lines only. This qual the mortar. The use of this method was permitted as a substitute for the moist-curing process. ification was made to avoid the use of cement-mortar linings in pipe carrying aggressive liquids, which would react In 1958, Sectional Committee A21 with the lining to produce undesirable was reorganized and subcommittees results. CTD029591 VI AMERICAN NATIONAL STANDARD The purchaser of cement-mortarlined pipe or fittings for use with a water that is corrosive to calcium car bonate. such as a very soft water, is advised, before specifying the omis sion of the seal coat, to satisfy him self by appropriate test that such a lining will not impart objectionable hardness or alkalinity to the water. The procedure outlined in Sec. 4--14.4, modified by the substitution of the wa ter with which the pipe is to be used for distilled water, is suggested as a convenient form of test. The 1971 revision incorporated a standard test for toxicity of the seal coat material. This standard does not include pro visions for cement-mortar lining of pipelines in place. II--Major Revision The title of Sec. 4--13 has been changed from Finished Lining to Lin ing Quality, and the entire section has been rewritten to provide new require ments of acceptable lining. Ill--Options This standard includes certain op tions, which, if desired, must be speci fied. These are: 1. Thickness of lining. Two thick nesses of lining are available, and pur chasers who require a lining thickness twice the standard thickness have the option of so specifying (Sec. 4-10). 2. Seal coat. As other seal coats than bituminous ones are available, this standard makes provision for their use (Sec. 4--14). % CTD029592 ANSI A21.4-1974 (AWWA Cl 04-74) Revision of A21.4--1971 (AWWA 004--71) American National Standard lor Cement-Mortar Lining for Cast-Iron and Ductile-Iron Pipe and Fittings for Water Sec. 4-1--Scope This standard covers cement-mortar linings specified in the A21 series of ANSI Standards for Cast-Iron and Ductile-Iron Pipe and Fittings for Water and is intended for use as a supplement to those standards. Sec. 4-2--Cement The cement shall meet the require ments of "Standard Specifications for Portland Cement," ASTM Designa tion Cl30-73-a. The analysis and physical test records of each shipment shall be kept for reference for 1 year. The type of cement selected shall be left to the option of the pipe and fitt ings manufacturer. 4--3.2.2. Sieve tests. The sand shall be tested with standard sieves, as defined in ASTM Designation Ell-70, "Standard Specification for Wire-Cloth Sieves for Testing Pur poses," and shall meet the require ments listed in Table 1. One sieve analysis shall be performed on each carload of sand delivered. For sand delivered by other means, one sieve analysis shall be made for each 50 tons. 4-3.2.3. Colorimetric test. The test for impurities shall be in accordance with ASTM C40-73, "Standard Method of Test for Organic Impuri ties in Sands for Concrete." Sec. 4--3--Sand 4-3.1. Type of sand. The sand shall be well graded, from fine to coarse, and consist of inert granular material having hard, strong, durable, uncoated grains and meet the test re quirements of Sec. 4--3.2. 4--3.2. Testing of saud. The sand shall be tested in accordance with the requirements of these sections: 4-3.2.1. Sampling. The sand to be tested shall be sampled according to Sections 14 and 15 of ASTM D75-71, "Standard Methods of Sampling Ag gregates." TABLE 1 Requirements for Sand Tested With Standard Sieves Min. Thickness of Lining t*. Sieve Requirement* 100 Per Cent of 75 Per Cent of Sand Shall Pass Sand Shall Pass (Sieve No.) (Sieve No.) 12 20 A 12 16 i 12 A8 t t i 6t * Not more than 10 per ceat. by weight, of any sand shall pass through sieve No. 100. t Not applicable. 1 dt. CTD029593 2 AMERICAN NATIONAL STANDARD Under this test, the sand shall not the United States Public Health Serv produce a color darker than required ice Drinking Water Standards 1962. in the standard. The sand shall be ac ceptable, however, if it is shown by Sec. 4-5--Mortar adequate test that the impurities caus ing the color are not harmful to the strength or other specified properties of the finished lining. The colorimetric tests of sand from an established source of supply shall be made once each 6 months. For sand from a new source, these tests shall be made not less than once a month for a period of 6 months. 4--3.2.4. Decantation test. The sand shall be tested according to ASTM Mortar for the lining shall be com posed of cement, sand, and water. The mortar shall be well mixed and of proper consistency to produce a dense, homogeneous lining that will adhere firmly to the pipe or fitting surface. Admixtures may be used, provided the linings meet all the requirements of this standard. The cement mortar shall contain not less than one part of cement to two parts of sand, by volume. Cl 17-69, "Standard Method of Test Sec. 4-6--Preparation of Pipe and for Materials Finer Than No. 200 Fittings for Lining (75-/cm) Sieve in Mineral Aggregates by Washing." The surface to be lined shall be free At the option of the manufacturer, the clay content and sand grain fine ness may be determined by using the American Foundrymen's Society pro cedure, described in the Foundry Sand Handbook, Seventh Edition, Section from foreign material,' which would adversely affect the lining adhesion or cause inclusions, blisters, or voids in the lining. The surface shall be free from projections of iron which may protrude through the lining. 5. By this latter method, the total percentage finer than No. 200 sieve, as defined in ASTM Designation Cl 1971, is-equal to the AFS percentage of clay plus the percentage passing through the No. 200 sieve. No more than 2 per cent shall be lost in the decantation test. The decantation tests of sand from an established source of supply shall be made once each 6 months. For sand from a new source, these tests shall be made not less than once a month for a period of 6 months. 4-3.2. S. Test records. The require ments of Sec. 4--32.2, 4-3.2.3, and 4--3.2.4 shall be met, and the records shall be filed for reference for 1 year. Sec. 4-4--Water Sec. 4-7--Method of Lining 4-7.1. Lining of pipe and fittings. Pipe shall be lined by the centrifugal process. Fittings shall be lined by a process that will produce linings meet ing the requirements of this standard. 4-7.2. Mortar. The waterway sur faces of pipe and fittings shall be com pletely covered with the specified mor tar. The mortar shall be entirely free from holidays or visible bubbles of air and shall be thoroughly compacted throughout. The consistency of the mortar and the time and speed of spinning of the pipe shall be so ad justed as to minimize the segregation of the sand from the cement and to deliver the finished lining substantially free of laitance. The water used for tempering the 4-7.3. Repair of defective or dam mortar shall meet the requirements of aged areas of linings. Defective or CEMENT-MORTAR LININGS 3 damaged areas of linings may be patched by cutting out the defective or damaged lining to the metal so that the edges of the lining not removed are perpendicular or slightly undercut. A stiff mortar shall be prepared in ac cordance with Sec. 4-5. The cut-out area and the adjoining lining shall be thoroughly wetted, and the mortar ap plied and troweled smooth with the adjoining lining. After any surface water has evaporated, but while the patch is still moist, it shall be cured as specified in Sec. 4--12. Sec. 4-8--Socket The socket shall be free of mortar. Sec. 4-9--Protection of Work The lined pipe and fittings shall be protected from extreme heat due to direct rays of the sun, from impact of rainfall, and from freezing tem peratures until the linings have cured sufficiently to withstand these condi tions. Sec. 4-10--Thickness of Lining 4-10.1. Standard thickness. The thickness of linings for pipe and fit tings, as determined in Sec. 4-11, shall be not less than -fa in. for 3-12 in. pipe, in. for 14--24 in. pipe, and $ in. for 30-54 in. pipe. 4-10.2. Double thickness. Linings with thicknesses twice those specified in Sec. 4-10.1 shall be furnished if specified by the purchaser. 4-10.3. Taper of linings. Lining thickness may taper to less than the specified minimum thickness at the ends of the pipe or fitting. The length of the taper shall be as short as practi cable and shall not exceed 2 in. 4-10.4. Permitted tolerances. A thickness tolerance of +J in. shall be permitted on pipe and +$ in. on fittings. Sec. 4-11--Determination of Thickness Lining thickness shall be determined at intervals frequent enough to assure compliance. Thickness of lining may be determined by means of spear mea surement, with a hardened-steel point not larger than iV in. in diameter. The inspector shall pierce the lining immediately after it is placed in the pipe or fitting and before the mortar has set. The lining shall be pierced at four equidistant points on two cross sections of the barrel at each end of the pipe or fitting. The first set shall be not more than 4 in. from the re spective ends of the pipe or fitting. The second set shall be made as far into the interior of the pipe or fitting as can be readily reached without injuring the lining. Sec. 4-12--Curing The lining shall be cured in such a manner as to produce a properly hy drated mortar lining that is hard and durable and will otherwise meet the requirements of Sec. 4-13. The cure may be effected by the application of a seal coat to the still-moist lining. Sec. 4-13--Lining Quality The lining shall be free from voids, ridges, or corrugations that reduce the thickness of lining to less than the specified thickness. Unbonded areas of cement lining in a pipe or fitting are acceptable if the dimension of any single area does not exceed the nominal diameter in the cir cumferential direction and in longitudi nal direction does not exceed the nom inal diameter or 12 in., whichever is greater. Longitudinal cracks less than 9 in. in length or less than the nominal diam eter, whichever is greater, are accept 4 AMERICAN NATIONAL STANDARD able. Circumferential cracks of any length are acceptable. Surface crazing is acceptable. Repair of any unacceptable condition is permitted in the field, in accordance with Sec. 4--7.3. Sec. 4-14--Seal Coat 4--14.1. General. Unless otherw;se specified, the cement lining shall be given a seal coat of bituminous ma terial. Other seal coat materials may be used, but they shall be agreed upon at the time of purchase and shall be specified on the purchase order. 4-14.2. Seal coat characteristics. The seal coat shall be continuous and shall adhere to the mortar lining at all points. The seal coat, after drying for at least 48 hr, shall have no deleterious effect upon the quality, color, taste, or odor of potable water. 4-14.3. Limit of toxic substances. 4-14.3.1. Requirements. The seal coat material shall not yield chloro form-soluble extractives, corrected for zinc extractives as zinc oleate, in ex cess of 18 mg per sq in. of surface exposed or of 50 ppm by weight of the water capacity of the test container. 4--14.3.2. Frequency of test. The seal coat material shall be tested at suf ficiently frequent intervals to deter mine that it meets the requirements prescribed in Sec. 4--14.3.1. 4--14.3.3. Method of testing. The procedure used in the determination of the amount of toxic substances shall be in accordance with the FDA "Method of Testing for Toxicity of Coating Material Intended for Use in Transporting or Holding Food or Pot able Water," as described in Food Ad ditives Amendment and Code of Fed eral Regulations, pp. 13.0 through 13.8, April 16, 1963, Food and Drug Administration, US Department of Health, Education and Welfare. The seal coat material shall be extracted with distilled or demineralized water at 120F for 24 hr. 4-14.4. Leaching resistance. 4--14.4.1. Requirements. The sealcoated pipe shall impart to the water during any 24-hr test period no more than 25 ppm of hardness or 25 ppm of total alkalinity, and shall impart no caustic alkalinity. 4--14.4.2. Frequency of test and records. Leaching tests shall be made at sufficiently frequent intervals to as sure compliance. The results of one test each month shall be filed for reference for 1 year. 4-14.4.3. Method of testing. The seal-coated pipe shall be tested as follows: The test specimen shall be at least 6 in. in length, either cut or isolated by suitable closure pieces. When a cut section is used, it shall be bedded on end in a shallow pan of molten paraf fin. After the paraffin has cooled, the cut section shall be filled nearly to the top with distilled or demineralized wa ter at laboratory temperature. The top shall be covered with a glass plate and sealed with petroleum jelly. If an iso lated section is used, it shall be filled through a tap in the closure device with distilled or demineralized water at laboratory temperature. In either case, the water in the specimen shall be changed and tested after 24-hr contact on each of 3 suc cessive days. The methods and pro cedures used in the determination of hardness and alkalinity shall be those prescribed in Standard Methods for the Examination of Water and Wasteivater, APHA, AWWA, and WPCF, thirteenth edition, 1971. V Ti 7 CTD029596 M--11 ;i--4ilC4 CTD029597 (AWWA C1SI-76) ANSI A21.51-1976 Revision of A21.51-1971 (AWWA 051-71) AMERICAN NATIONAL STANDARD /or DUCTILE-IRON PIPE, CENTRIFUGALLY CAST IN METAL MOLDS OR SAND-LINED MOLDS, FOR WATER OR OTHER LIQUIDS Secretariats AMERICAN GAS ASSOCIATION AMERICAN WATER WORKS ASSOCIATION NEW ENGLAND WATER WORKS ASSOCIATION Revised edition approved by American National Standards Institute, Inc., Aug. 4, 1976 PUBLISHED BY AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTD029598 American National Standard An American National Standard implies a consensus of those substantially con cerned with its scope and provisions. An American National Standard is intended as a guide to aid the manufacturer, the consumer, and the general public. The existence of an American National Standard does not in any respect preclude anyone, whether he has approved the standard or not, from manufacturing, marketing, pur chasing, or using products, processes, or procedures not conforming to the standard. American National Standards are subject to periodic review and users are cautioned to obtain the latest editions. Producers of goods made in conformity with an Amer ican National Standard are encouraged to state on their own responsibility in adver tising, promotion material, or on tags or labels, that the goods are produced in con formity with particular American National Standards. CAUTION NOTICE. This American National Standard may be revised or with drawn at any time. The procedures of the American National Standards Institute require that action be taken to reaffirm, revise, or withdraw this standard no later than 5 yr from the date of publication. Purchasers of American National Standards may receive current information on all standards by calling or writing the American National Standards Institute, 1430 Broadway, New York, N.Y. 10018, (212 ) 868-1220. C Copyright 1976 by the American Water Works Assn. Printed la US ii J CTD029599 Committee Personnel Subcommittee 1, Pipe, which reviewed this standard, had the following per sonnel at that time: Edward C. Sears, Chairman Walter Amory, Vice-Chairman User Members Robert S. Bryant Frank E. Dolson George F. Keenan Leonard Orlando Jr. John E. Perry Producer Members Alfred F. Case W. D. Goode Thomas D. Holmes Harold Kennedy Jr. W. Harry Smith Sidney P. Teague Standards Committee A21, Cast-Iron Pipe and Fittings, which reviewed and approved this standard, had the following personnel at the time of approval: Lloyd W. Weller, Chairman Edward C. Sears, Vice-Chairman James B. Ramsey, Secretary Organisation Represented Q American Gas Association American Society of Civil Engineers American Society of Mechanical Engineers American Society for Testing and Materials American Water Works Association ^ Cast Iron Pipe Research Association Individual Producer Manufacturers' Standardization Society of the Valve and Fittings Industry New England Water Works Association Naval Facilities Engineering Command Underwriters' Laboratories, Inc. Canadian Standards Association Name of Representative Leonard Orlando Jr. Kenneth W. Henderson James S. Vanick H. M. Cobb * Arnold M. Tinkey Lloyd W. Weller Thomas D. Holmes Harold Kennedy Jr. Edward C. Sears W. Harry Smith Alfred F. Case Abraham Fenster Walter Amory Stanley C. Baker John E. Perry W. F. Semenchuk f * Alternate t Liaison representative without vote111 I 111 CTD029600 V Table of Contents SEC. PACE Foreword .................................. v Standard 51-1 Scope ........................................... 51-2 Definitions ................................... 51-3 General Requirements ................ 51-4 Inspection and Certification by Manufacturer ..................... 51-5 Inspection by Purchaser ....... 51--6 Delivery and Acceptance....... 51-7 Tolerances or Permitted Variations ................................ 51-8 Coatings and Linings .................. 51-9 Hydrostatic Test......................... 51-10 Marking Pipe.............................. 51-11 Weighing Pipe....................... 51-12 Acceptance Tests......................... 51-13 Additional Control Tests by Manufacturer ........................... 51-14 Foundry Records......................... 51-15 Additional Tests Required by Purchaser ................................. 51-16 Defective Specimens and Retests 51-17 Rejection of Pipe......................... 51-18 Determining Rejection................ 1 1 1 2 2 3 3 3 3 5 6 6 6 6 6 Figures 1. Tensile-Test Specimen...................... 4 sec. pace 2. Impact Test Specimen...................... 3 3. Standard Laying Conditions ........... 1' Tables 51.1 Standard Thickness for Earth Load Plus Truck Load ....................... 51.2 Standard Thickness for Internal Pressure ...................................... 51.3 Rated Working Pressure and Maximum Depth of Cover......... 51.4 Standard Dimensions and Weights of Push-On-Joint Ductile-Iron Pipe ............................................. 51.5 Standard Dimensions and Weights of Mechanical-Joint Ductile-Iron Pipe ............................................. A.l Pipe Thicknesses Required for Different Tap Sires as per ANSI B2.1 for Standard Taper Pipe Threads With Two, Three, and Four Full Threads...................... A.2 Pipe Thicknesses Required for Different Tap Sizes as per AWWA C800 for Standard Corporation Stop Threads With Two, Three, and Four Full Threads .............................. 7 12 13 15 18 1 20 21 Appendix ...................................... lv CTD029601 Foreword This foreword is for information only and is not a part of ANSI A21.51 (AWIVA C151). American National Standards Com mittee A21 on Cast-Iron Pipe and Fit tings was organized in 1926 under the sponsorship of the American Gas As sociation, The American Society for Testing and Materials, the American Water Works Association, and the New England Water Works Associa tion. Since 1972, the co-secretariats have been A.G.A., AWWA, and NEWWA, with AWWA serving as the administrative secretariat. The present scope of Committee A21 ac tivity is Standardization of specifications for cast-iron and ductile-iron pressure pipe for gas, water and other liquids, and fittings for use with - such pipe. These specifications to include design, dimensions, materials, coatings, lin ings, joints, accessories and methods of in spection and test. The work of Committee A21 is con ducted by subcommittees. The direc tive to Subcommittee 1--Pipe is that T The scope of the subcommittee activity shall . include the periodic review of all current A21 standards for pipe, the preparation of revisions and new standards when needed, as well as other matters pertaining to pipe standards. The first edition of A21.51, the stan dard for ductile-iron pipe for water and other liquids, was issued in 1965, and a revision was issued in 1971. Subcom mittee 1 reviewed the 1971 edition and submitted a proposed revision to Amer ican National Standards Committee A21 in 1975. Major Revisions 1. An additional minus tolerance of y 0.02 in. is permitted along the barrel of the pipe for a distance not to ex ceed 12 in. The weight tolerance permitted for any single pipe is 6 per cent for pipe 12 in. or smaller and 5 per cent for pipe larger than 12 in. 2. The tables include data for the five standard laying conditions covered in A21.50-1976. Types 1, 2, and 3 replace A, B, and S, respectively, in A21.51-1971. Types 3 and 4 have been added to provide a wider selec tion of laying conditions. 3. The pipe thickness selection tables have been revised to reflect the changes in the 1976 edition of A21.50, the standard for thickness design of ductile-iron pipe. 4. The standard thickness classes have been renumbered. Class 1 becomes Class 51; Class 2 becomes Class 52; and so on. Class 50 has been added for 6-54-in. pipe, and Class 51 has been added for 3-12-in. pipe. 5. Pipe weights have been adjusted for 3-24-in. push-on joint pipe to reflect lighter bell weights based on pushon joint bells, which are more com patible with the barrel thicknesses of ductile-iron pipe. 6. A table (Table 3) has been added to show rated working pressure and maximum depth of cover of the standard laying conditions and stan dard thickness classes. Options This standard includes certain op tions that, if desired, must be specified on the purchase order. Also, a number of items must be specified to describe completely the pipe required. The fol lowing summarizes the details and V CTD029602 available options and lists the sections of the standard where they can be found. 1. Size, joint type, thickness or class, and laying length (Tables). 2. a. Special joints (Sec. 51-3.1). b. Specifying ductile-iron gland, if required (Sec. 51-3.1). 3. Certification by manufacturer (Sec. 51--4.2). 4. Inspection by purchaser (Sec. 51-5). 5. a. No requirement for outside coat ing (Sec. 51-8.1). b. Cement lining (Sec. 51-8.2). Ex perience has indicated that bitu minous inside coating is not com plete protection against loss in pipe capacity caused by tuberculation. Cement linings are rec ommended for most waters. c. No requirement for inside coat ing (Sec. 51-8.3). d. Special coatings and linings (Sec. 51-8.4). 6. Special marking on pipe (Sec. 51- 10); 7. Written transcripts of foundry rec ords (Sec. 51-14). 8. Special tests (Sec. 51-15). VI CTD029603 ANSI A21.51-1976 A (AWWA C151-76) Revision of A21.51-1971 (AWWA Cl 51-71) American National Standard lot Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds, for Water or Other Liquids Sec. 51-1--Scope ANSI A21.ll (AWWA Cl 11) of lat This standard covers 3-in. through 54-in. ductile-iron pipe centrifugally cast in metal molds or sand-lined molds for water or other liquids with push-on joints or mechanical joints. est revision. 51-2.6 Push-on joint. The single rubber-gasket joint as described in ANSI A21.ll (AWWA Cl 11) of lat est revision. i This standard may be used for pipe Sec. 51-3--General Requirements with such other types of joints as may be agreed upon at the time of purchase. 51-3.1 Pipe with mechanical joints or push-on joints shall conform to the Sec. 51-2--Definitions applicable dimensions and weights Under this standard, the following definitions shall apply: shown in the tables in this standard and to the applicable requirements of ANSI A21.ll (AWWA Clll) of lat 51-2.1 Purchaser. The party en est revision. Unless otherwise speci tering into a contract or agreement to fied, the mechanical-joint glands shall purchase pipe according to this stan be cast iron in accordance with dard. ANSI A21.ll of latest revision and 51-2.2 Manufacturer. The party bolts shall conform to the requirements that produces the pipe. of the same standard. Pipe with other 51-2.3 Inspector. The representa types of joints shall comply with the tive of the purchaser, authorized to in joint dimensions and weights agreed spect on behalf of the purchaser to de upon at the time of purchase but in all termine whether or not the pipe meets other respects shall fulfill the require this standard. ments of this standard. 51-2.4 Ductile iron. A cast ferrous 51-3.2 The nominal laying length material in which a major part of the of the pipe shall be as shown in the carbon content occurs as free carbon in tables. A maximum of 20 per cent of nodular or spheroidal form. the total number of pipe of each size 51-2.5 Mechanical' joint. The gas specified in an order may be furnished keted and bolted joint as detailed in by as much as 24 in. shorter than the CTD029604 2 AMERICAN NATIONAL STANDARD nominal laying length, and an addi tional 10 per cent may be furnished by as much as 6 in. shorter than nominal laying length. Sec. 51-4--Inspection and Certifi cation by Manufacturer 51--4.1 The manufacturer shall es tablish the necessary quality-control and inspection practice to ensure com pliance with this standard. 51-4.2 The manufacturer shall, if required on the purchase order, furnish a sworn statement that the inspection and all of the specified tests have been made and the results thereof comply with the requirements of this standard. 51-4.3 All pipe shall be clean and sound without defects that could impair service. Repairing of defects by weld ing or other methods shall not be al lowed if such repairs could adversely affect the serviceability of the pipe or its capability to meet strength require ments of this standard. Sec. 51-5--Inspection by Purchaser 51-5.1 If the purchaser desires to inspect pipe at the manufacturer's plant, the purchaser shall so specify on the purchase order, stating the condi tions (such as time and the extent of inspection) under which the inspection shall be made. 51-5.2 The inspector shall have free access to those parts of the manu facturer's plant that are necessary to ensure compliance with this standard. The manufacturer shall make available for the inspector's use such gages as are necessary for inspection. The manufacturer shall provide the in spector with assistance as necessary for handling of pipe. ply with this standard. Pipe and ac cessories not complying with this standard shall be replaced by the man ufacturer at the agreed point of de livery. The manufacturer shall not be liable for shortages or damaged pipe after acceptance at the agreed point of delivery, except as recorded on the de livery receipt or similar document by the carrier's agent. Sec. 51-7--Tolerances or Permitted Variations 51-7.1 Dimensions. The spigot end, bell, and socket of the pipe and the accessories shall be gaged with suit able gages at sufficiently frequent inter vals to ensure that the dimensions com ply with the requirements of this stan dard. The smallest inside diameter of the sockets and the outside of the spigot ends shall be tested with circular gages. Other socket dimensions shall be gaged as may be appropriate. 51-7.2 Thickness. Minus thickness tolerances of pipe and bell shall not exceed the following: Size in. 3-8 10-12 14-42 48 54 Mlnut Tolerance in. 0.05 0.06 0.07 0.08 0.09 An additional minus tolerance of 0.02 in. shall be permitted along the barrel of the pipe for a distance not to exceed 12 in. 51-7.3 Weight. The weight of any single pipe shall not be less than the tabulated weight by more than 6 per cent for pipe 12 in. or smaller in diam eter, or by more than 5 per cent for pipe larger than 12 in. in diameter. Sec. 51-6--Delivery and Acceptance Sec. 51-8--Coatings and Linings All pipe and accessories shall com 51-8.1 Outside coating. The out 1 4 CTD029605 DUCTILE-IRON PIPE 3 side coating for use under normal con ditions shall be a bituminous coating approximately 1 mil thick. The coat ing shall be applied to the outside of all pipe, unless otherwise specified. The finished coating shall be continu ous, smooth, neither brittle when cold nor sticky when exposed to the sun, and shall be strongly adherent to the pipe. 51--8.2 Cement-mortar linings. Ce ment linings shall be in accordance with ANSI A21.4 (AWWA C104) of latest revision. If desired by the purchaser, cement linings shall be spec ified in the invitation for bids and on the purchase order. 51-8.3 Inside coating. Unless other wise specified, the inside coating for pipe that is not cement-lined shall be a bituminous material as thick as prac ticable (at least 1 mil) which conforms to all appropriate requirements for seal coat in ANSI A21.4 of latest revision. 51-8.4 Special coatings and linings. For special conditions, other types of coatings and linings may be available. Such special coatings and linings shall be specified in the invitation for bids and on the purchase order. Sec. 51--9--Hydrostatic Test Each pipe shall be subjected to a hydrostatic test of not less than 500 psi. This test may be made either before or after the outside coating and inside coating have been applied, but shall be made before the application of cement lining or of a special lining. The pipe shall be under the full test pressure for at least 10 s. Suitable controls and recording devices shall be provided so that the test pressure and duration may be adequately ascer tained. Any pipe that leaks or does not withstand the test pressure shall be rejected. In addition to the hydrostatic test before application of a cement lining or special lining, the pipe may be retested, at the manufacturer's option, after ap plication of such lining. Sec. 51-10--Marking Pipe The weight, class or nominal thick ness, and casting period shall be shown on each pipe. The manufacturer's mark, the year in which the pipe was produced, and the letters "DI" or "DUCTILE" shall be cast or stamped on the pipe. When specified on the purchase order, initials not exceeding four in number shall be cast or stamped on the pipe. All required markings shall be clear and legible, and all cast marks shall be on or near the bell. All letters and numerals on pipe sizes 14 in. and larger shall be not less than ^ in. in height. Sec. 51-11--Weighing Pipe Each pipe shall be weighed before the application of any lining or coating other than the bituminous coating and the weight shown on the outside or in side of the bell or spigot end. Sec. 51-12--Acceptance Tests The standard acceptance tests for the physical characteristics of the pipe shall be as follows: 51-12.1 Tensile test. A tensile test specimen shall be cut longitudinally from the midsection of the pipe wall. This specimen shall be machined and tested in accordance with Fig. 1 and ASTM E8-69, "Tension Testing of Metallic Materials." The yield strength shall be determined by the 0.2 per cent offset, halt-of-pointer, or extension-un der-load method. If check tests are to be made, the 0.2 per cent offset CTDO29606 4 AMERICAN NATIONAL STANDARD The tensile-test specimen dimensions are given in the following table: Standard Specimen! 0.500 in. round Dimension Small-Size Specimens Proportional to Standard 0.350 in. round 0.250: n. round 0.175 in. round 0.125 in. rirnd Dimensions--in r* 0.71 and 0.50-0.70 0.35-0.40 0.25-0.34 0.18-0.24 greater 0 2.000 0.005 1.400 0.005 1.000 0.005 0.700 0.005 0.500 0 005 D 0.500 0.010 0.350 0.007 0.250 0.005 0.175 0.005 0.125 0.005 R 1 (min.) i (min.) A (min.) A (min.) A (min.) A 2J (min.) lj (min.) li (min.) i (min.) J (min.) * Thickness of the section from the wall of the pipe from which the tensile specimen is to be machined. Sole. /. The reduced section A may have a gradual taper from the ends toward the center with the ends not more than 0.005 in. larger in diameter than the center on the standard specimen and not more than 0.003 in. larger in diameter than the center on the small size specimens. Note. Z. If desired, on the small size specimens the length of the reduced section may be increased to accommo date an extensometer. However, reference marks for the measurement of elongation should nevertheless be spaced at the indicated gage length C. Note. 3. The gage length and fillets shall be as shown, but the ends may be of any form to fit the ho'ders oi the testing machine in such a way that the load shall be axial. If the ends are to be held in grips it is desirable, if possible, to make the length of the grip section great enough to allow the specimen to extend into the grips a distance equal to two thirds or more of the length of the gnps. method shall be used. All specimens shall be tested at room temperature [70F 10 (21C 6) ]. 51-12.1.1 Acceptance values. The acceptance values for test specimens shall be as follows: Grade of iron: 60-42-10 1. Minimum tensile strength : 60 000 psi. 2. Minimum yield strength: 42 000 psi. 3. Minimum elongation : 10 per cent. 51-12.2 Impact test. Tests shall be made in accordance with ASTM E23-72 "Notched Charpy Tests," ex cept that specimens shall be 0.500 in. by full thickness of pipe wall. The notched impact test specimen shall be in accordance with Fig. 2. If the pipe wall thickness exceeds 0.40 in., the im pact specimen may be machined to a nominal thickness of 0.40 in. In all tests, impact values are to be corrected to 0.40-in. wall thickness by calcula tions as follows: Impact value (corrected) 0.40 . ,, = ---- X impact value (actual) in which t is the thickness of the speci men in inches (wall thickness of pipe). CTD029607 DUCTILE-IRON PIPE 0 t Tig. 2. Impact Test Specimen In Diagrams (a) and (b) the symbol t is for the pipe-wall thickness. The Charpy test machine anvil shall to represent extremes of pipe diameters not be moved to compensate for the and thicknesses properly. variation of cross section dimensions of the test specimen. 51-12.2.1 Acceptance value. The Sec. 51-13--Additional Control Tests by Manufacturer corrected acceptance value for notched Low-temperature impact tests shall impact test specimens shall be a mini be made from at least one third of the mum of 7 ft-lb for tests conducted at test pipe specified in Sec. 51-12.3 to 70 F 10 (21C6). ensure compliance with a minimum 51-12.3 Sampling. At least one ten corrected value of 3 ft-lb for tests con sile and impact sample shall be taken ducted at --40 F (--40C). Test speci during each casting period of approxi- mens shall be prepared and tested in (i mately 3 hr. Samples shall be selected accordance with Sec. 51-12.2. CTD029608 6 AMERICAN NATIONAL STANDARD In addition, the manufacturer shall conduct such other control tests as nec essary to assure continuing compliance with this standard. Sec. 51-14--Foundry Records The results of the acceptance tests (Sec. 51-12) and low-temperature im pact tests (Sec. 51-13) shall be re corded and retained for one year and shall be available to the purchaser at the foundry. Written transcripts shall be furnished, if specified on the pur chase order. Sec. 51-15--Additional Tests Re quired by Purchaser When tests other than those required in this standard are required by the purchaser, such tests shall be specified in the invitation for bids and on the purchase order. Sec. 51-16--Defective Specimens cmd Retests When any physical-test specimen shows defective machining or lack of continuity of metal, it shall be dis carded and replaced by another speci men. When any sound test specimen fails to meet the specified requirements, the pipe from which it was taken shall be rejected, and a retest may be made on two additional sound specimens from pipe cast in the same period as the specimen that failed. Both of the additional specimens shall meet the pre scribed tests to qualify the pipe pro duced in that period. v F x * Sec. 51-17--Rejection of Pipe If the results of any physical accept ance test fail to meet the requirements of Sec. 51-12 or Sec. 51-16, the pipe cast in the same period shall be re jected, except as provided in Sec. 5118. Sec. 51-18--Determining Rejection The manufacturer may determine the amount of rejection by making similar additional tests of pipe of the same size until the rejected lot is bracketed, in order of manufacture, by an acceptable test at each end of the interval in question. When pipe of one size is re jected from a casting period, the ac ceptability of pipe of different sizes from that same period may be estab lished by making the acceptance tests for these sizes as specified in Sec. 51-12. % ^ ^ i CTDO29609 DUCTILE-IRON' PIPE 7 f TABLE 51.1 Standard Thickness for Earth Load Plus Truck Load* La> ing Condition Depth Sue of Type If Type If Type 3f Tjpe If Type 5t in. Co\er n. Thick ness ui. Thick ness Class Thick ness Thick ness Class Thick ness in. Thick ness Class Thick ness in. Thick ness Class Thick ness in. Thick- ness Class 3 2.5 0.25 3 0.25 51 0.25 51 0.25 51 51 0.25 0.25 51 St 0.25 0.25 51 51 0.25 0.25 51 51 4 0.25 51 0.25 51 0.25 51 0.25 51 0.25 51 5 6 0.25 0.25 51 51 0.25 0.25 51 51 0.25 0.25 51 51 0.25 51 0.25 51 0.25 0.25 51 51 7 0.25 51 0.25 51 0.25 SI 0.25 51 0.25 51 8 0.25 51 0.25 51 0.25 51 0.25 51 0.25 51 9 0.25 51 0.25 51 0.25 SI 0.25 51 0.25 51 10 0.25 51 0.25 51 0.2S 51 0.25 51 0.25 51 12 0.25 51 0.25 51 0.25 51 0.25 SI 0.25 51 14 0.25 51 0.25 51 0.25 51 0.25 51 0.25 51 16 0.25 51 0.25 SI 0.25 51 0.2S 51 0.25 51 20 0.25 51 0.2S 51 0.25 51 0.25 SI 0.25 SI 24 0.25 51 0.25 51 0.25 51 0.25 51 0.25 51 28 0.25 51 0.25 51 0.25 51 0.25 SI 0.25 51 32 0.25 51 0.25 51 0.25 SI 0 25 51 0.25 SI 4 2.5 0.26 51 0.26 51 0.26 SI 0.26 51 0.26 SI 3 0.26 51 0.26 5! 0.26 SI 0.26 SI 0.26 SI 4 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 5 0.26 51 0.26 51 *0.26 51 0.26 SI 0.26 51 6 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 7 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 8 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 9 0.26 St 0.26 St 0.26 51 0.26 51 0.26 51 H 10 0.26 St 0.26 SI 0.26 51 0 26 51 0.26 51 12 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 14 0.26 51 0.26 51 0.26 Si 0.26 51 0.26 51 (6 20 0.26 0.26 51 51 0.26 0.26 51 51 0.26 0.26 51 51 0 26 0.26 51 51 0.26 0.26 51 51 24 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 28 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 32 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 6 2-5 0.25 50 0.25 50 0.25 SO 0.2S 50 0.25 50 3 0.25 SO 0.25 50 0.25 50 0.25 50 0.2S SO ) 4 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 5 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 6 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 7 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 8 0.25 50 0.25 SO 0.25 50 0.25 50 0.25 50 9 0.25 SO 0.25 50 0.25 50 0.25 50 0.25 50 10 0.25 50 0.25 50 0.25 SO 0.25 50 0.25 50 12 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 14 0.25 50 0.25 50 0.25 so 0.25 50 0.25 50 16 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 20 0.25 SO 0.25 50 0.25 50 0.25 50 0.25 SO 24 0.25 50 0.25 50 0.25 50 0.25 50 0.25 SO 28 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 32 0.25 50 0.25 50 0.25 50 0 25 50 0.25 50 2.5 0.27 SO 0.27 50 0.27 50 0.27 50 0.27 50 3 0.27 50 0.27 50 0.27 50 0.27 50 0.27 50 4 0.27 50 0.27 50 0.27 50 0.27 SO 0.27 50 5 0.27 50 0.27 50 0.27 50 0.27 50 0.27 50 6 0.27 50 0.27 SO 0.27 50 0.27 50 0.27 SO 7 0.27 50 0.27 50 0.27 50 0.27 50 0.27 SO 8 0.27 50 0.27 50 0.27 50 0.27 50 0.27 50 9 0 27 50 0.27 50 0.27 50 0.27 50 0 27 50 10 0 27 50 0.27 50 0.27 50 0.27 50 0.27 50 12 0.27 SO 0 27 50 0.27 SO 0 27 50 0.27 50 14 0.27 50 0.27 50 0.27 50 0.27 50 0.27 50 16 0.27 50 0.27 50 0.27 50 0.27 50 0.27 50 20 0.27 50 0.27 50 0,27 50 0.27 50 0.27 50 24 0.27 SO 0.27 50 0.27 50 0 27 50 0.27 50 28 0.30 51 0.27 50 0.27 SO 0.27 50 0.27 50 32 0.30 51 0.30 51 0.27 50 0.27 50 0.27 50 * Truckloads used in computing this table are baaed on a single H-2Q truck with 16 OOO-lb wheel load and 1.* impact factor. t See corresponding Illustrations In Fig. 3 of types of laying conditions. CTD029610 8 AMERICAN NATIONAL STANDARD TABLE 51.1--(cont.) La\ mg Condition Size t. Depth 01 Co\er ft. 10 2.5 3 4 5 6 7 a 9 10 12 14 16 20 24 28 32 T> pe l| I T> pe Thick- neri m. 0.29 0.29 0 29 0.29 0 29 0.29 0.29 0 29 0 29 0 29 0.29 0.29 0.12 0.32 0.35 0.35 Thick- ness Cla:5 50 50 50 50 50 SO 50 50 50 50 50 50 51 51 52 52 Thickness 0.29 0.29 0.29 0.39 0.29 0.29 0 29 0.29 0.29 0 29 0.29 0.29 0 29 0.29 0.J2 0.J2 Thick* ness Class 50 50 50 50 50 50 SO 50 50 50 50 50 SO 50 51 51 Type 3t Thick- 0.29 0.29 U 29 0 29 u.29 0 29 0 29 0 29 0.29 0.'9 0.29 0.29 0.29 0.29 0.29 0.32 Tliickness Clu.s So 50 50 50 So 5o 50 So 50 50 5o 50 So SO 5o 51 T i pe 4t Thickness HI. 0 29 0.29 U.2V 0.29 0.29 U 29 0 >9 0 29 0 29 0 29 0 29 0 29 0 29 0 29 0.29 0.29 Tluckne*$ Cla.'S 50 50 5o 50 50 5o 50 50 5U 50 50 50 50 50 50 50 T l pe Sf Thickne?s 1 >!. 0 20 0.29 U.29 0 29 0.29 0.29 0.29 0.29 U.29 U.29 0.29 0.29 0.29 0 29 0.29 0.29 Thickness Class 50 50 So So 50 50 50 50 50 50 50 SO SO 50 50 50 12 2.5 3 4 5 6 7 9 10 12 H 16 21) 24 28 32 0.31 Oil 0.31 0.31 0. 1) 0.31 0.11 O.H 0.31 0.11 O.H 0.31 0. 14 0.37 0.17 0.40 50 0.11 SO 0.31 50 0.31 50 0.31 50 0.31 50 0.31 50 0.31 50 O.H 50 O.H 50 0.31 50 0 31 S') 0. H 51 0.31 52 O.H 52 O.H 53 0.37 50 0.31 50 0. U 50 0.31 50 Oil 50 0.31 50 0.31 50 0.11 50 0.11 50 O.U 50 0.31 SO O.U SO 0.11 50 O.U 51 O.lt 51 0. 14 52 O.U 50 0.31 50 0. H 50 0.31 So 0 31 50 O.H 50 O.U 50 0.31 So 0- U So 0 U So O.H So 0 \\ So 0 11 50 0.31 50 0 It 51 O.U 51 0.31 50 0 31 50 0.31 50 O.Jl 50 0.31 50 O.Jl SO O.H 50 O.H 50 0.31 50 0 31 50 0.31 50 0..U 50 0.31 50 0.31 50 0.31 50 0 31 50 0.31 50 50 SO 50 50 SO 50 50 50 50 50 50 SO SO 50 50 14 2.5 3 4 5 6 7 9 10 12 14 16 20 24 28 32 0.13 0.13 0.13 0.33 O.U 0.33 0.33 0.33 0.33 0.3.1 0.33 0.36 0.39 0.39 0.42 0.45 50 so so 50 50 50 SO 59 50 50 50 51 52 52 53 54 0.31 0.13 0.33 0.31 0.33 0.13 0.33 0 31 0 33 0.31 O.U 0.31 0.36 0.39 0.39 0.42 50 50 50 50 50 SO 50 50 SO SO 50 50 51 52 52 53 0u 0.31 0.33 0.13 O.H 0.13 0.31 O.H O.H O.H 0.13 0.31 0.31 0.33 0.36 0.39 50 50 So So 50 50 50 S') 50 50 50 50 so 50 SI 52 0 13 0.11 0.11 0.11 O.U 0.3.1 0.3.1 0.31 0.11 0.33 0.33 0.13 0.33 0.33 0.13 0.31 SO SO SO 50 50 50 50 50 50 SO SO 50 50 50 50 50 0.33 0.33 0.33 0.33 0.J3 0.33 0.33 0 33 0.33 0.33 0.3J 0.33 Q.JJ 0.33 0.33 0.33 50 50 SO SO 50 50 50 SO 50 50 50 50 50 50 50 50 2.5 O.U 3 0.34 4 0.14 5 0-34 6 034 7 0.34 8 O.H 9 0.34 10 0 34 12 0.34 14 0 37 16 0.37 20 0.40 24 0.43 28 0.46 32 0.49 50 50 50 50 50 50 50 50 SO 50 51 51 52 51 $4 55 0.34 0.34 0.34 0.34 0.34 0.34 O.H 0.14 0.34 0.34 0 34 0 34 0 17 0.40 0.43 0.46 50 SO SO 50 SO 50 50 50 50 SO 5(1 50 51 52 53 54 0.34 0.34 0.14 0.34 0.34 O.U O.U 0.34 0 14 0.14 0 34 0 J4 0 34 0.37 0.40 0.43 50 50 50 50 50 50 SO 50 50 50 50 50 SO 51 52 53 0.34 O.U 0.34 0.34 0.34 0.34 0.34 0 34 0.34 O.H 0. 14 0 34 0 34 0.34 0 34 0.37 SO 50 50 50 SO 50 SO 50 50 50 50 50 SO SO 50 51 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 U.J4 0 34 0 34 0 34 0.34 0.34 50 50 SO 50 SO 50 50 SO 50 5U 50 SO SO 50 50 SO t Set corresponding Uluitrationi in Fig. 3 of type* of laying condition*. CTD029611 DUCTILE-IRON PIPE 9 TABLE 51.1--(coni.) Laying Condition Depth Sire of in. Cover Type If Type 2f Type Type tt Type 5f ft. Thick ness in. Thick ness Class Thick ness in. Thick ness Class Thick ness in. Thick ness Class Thick ness Thick- ness Class Thick ness IN. Thick ness Class IS 2.5 3 4 5 6 7 8 9 10 U u 16 20 24 28 32 0.J5 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.38 0.38 0.41 0.44 0.47 0.50 0.53 50 0.35 SO 0.35 50 0.15 50 0.35 50 0.35 50 0.35 SO 0.35 50 0.35 So 0.15 50 0.35 50 0.35 50 0.15 50 0.35 50 0.35 SO 0.35 50 0.35 50 0.35 50 0.35 50 0.35 50 U.35 So 0.35 50 0.35 SO 0.15 SO 0.15 50 0.35 SO 0.35 So 0.15 51 0.35 50 0.35 SO 0.15 SI 0.35 SO (1.35 SO U.1S 52 0.38 51 (1.35 50 0 35 S3 0.41 52 0.35 50 0 35 54 0.44 53 0.41 52 0.15 55 0.47 54 0.44 S3 0.15 56 0.50 55 0.47 51 0.38 50 0.15 50 0.35 50 0.15 SO U.35 so U.JS so U.35 So 0.15 50 0.35 SO 0.35 50 0.15 50 0. IS 50 0.15 50 0.35 50 0.35 50 0.15 51 0.35 So 50 50 5(1 5U SO SO SO SO SO 50 SO 50 50 50 5.1 20 2.S 0.39 51 0.36 50 0.36 50 3 0.36 50 0.36 50 0.36 50 4 0.36 50 0.36 50 0.36 50 5 0.36 SO 0.36 50 0.36 50 0.16 0.36 0.36 0.16 50 0.36 50 0.36 50 0.36 50 0.36 50 50 SO 50 6 0.36 SO 0.36 50 0.36 50 l>. 16 SO 0.36 50 7 8 9 10 0.36 50 0.36 50 0.36 0.36 50 0.36 50 0.36 0.36 50 0.36 50 0.36 0.36 50 0.36 50 0.36 50 (1.16 50 0.16 50 0.16 50 0 16 5(1 0.36 50 0.36 50 0.36 50 0.36 SO 50 50 50 12 14 16 20 24 28 32 0.39 0.42 0.42 0.48 0.51 0.54 51 52 52 54 55 56 0.36 0.36 0.39 0.42 0.48 0.51 0.54 50 50 51 52 54 55 56 0.36 0.36 0.36 0.39 0.42 0.45 0.48 50 50 50 51 52 51 54 (1.36 0.36 0.16 0.16 0.36 0.39 0.42 5ft 50 50 50 50 51 52 0.16 0.36 0.36 0.36 0.36 0.16 0.36 50 50 50 50 50 50 50 24 2.5 0.41 3 0.38 4 0.38 5 0.38 51 50 50 50 0.38 0.38 0.38 0.38 SO SO so so 0.38 0.38 0.38 0.38 50 SO SO 50 0.18 0 18 0.18 0.18 50 50 so 0.18 0.18 0.38 0.18 SO 50 50 50 6 7 8 9 10 12 14 16 20 24 28 32 0.38 0.38 0.38 0.41 0.41 0.44 0.47 0.50 0.53 0.56 50 50 50 51 51 52 S3 54 55 56 0.38 0.38 0.38 0.38 0.38 0.38 0.41 0.44 0.50 0.53 0.56 so 50 50 50 50 50 51 52 54 55 56 0.38 0.3B 0.38 0.38 0.38 0.38 0.38 0.38 0.44 0.47 0.53 SO SO SO 50 50 SO 50 50 52 S3 55 0.38 0.18 0 18 0.38 0.18 0.18 0 18 0 18 0.38 0.41 0.44 50 50 50 50 50 SO 50 50 50 51 52 0.18 0.38 0.18 0.38 0.38 0.38 0.38 0.38 ft..18 0.38 0.18 SO SO SO 50 SO 50 50 50 SO SO SO ------ 0.56 56 0.47 53 0.41 51 30 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 x t 0.39 50 0.39 SO 0.39 50 0.39 50 0.39 50 0.39 50 0.19 50 0.39 50 0.39 50 0.39 SO 0.39 50 0.39 50 0.39 SO 0.39 SO 0..19 50 0.19 50 0.39 50 0.39 50 0.39 50 0.39 SO 0.39 50 0.39 50 0.19 SO 0.39 50 0.39 50 0.39 50 0 19 50 0-39 SO 0.39 50 0.39 SO 0.39 50 0.39 50 0.39 SO 0.39 50 0.39 50 0.39 SO 0.43 51 0.39 SO 0.19 50 0.19 50 0.47 52 0.39 SO 0.39 50 0 39 SO 0.51 S3 0.43 51 0.39 SO 0.39 SO 0.59 55 0.51 S3 0 43 51 0.39 SO 0.63 56 0.55 54 0 47 52 0 39 5ft 0.63 56 o.si SJ 0 43 51 -- 0.55 S4 0.47 52 t See corrtepondint llluitratlont In Flf. 3 of typee ofUyint condition* : For pipe 30 Is. end larter, contldtntlon tbould be given to the uk of l>lng conditlone other then Type 1. CTD029612 10 AMERICAN NATIONAL STANDARD TABLE 51.1--(coni.) La>ing Condition Depth Size Jt. Jo 5 3 4 5 6 8 9 1U 12 14 16 20 24 28 32 Type It Thickness IH. t Thickness Class : Type 2f Thickness in. 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.48 0.53 0.58 0.63 0.73 -- Thickness Class SO 50 50 5D 50 50 50 50 50 51 52 53 54 S6 --. Type Jf Thickness in. 0.43 0.43 0.43 0.4 J 0.43 0.43 0.43 0.43 0.43 0.43 0.48 0.48 0.58 0.63 0.68 ~~ Thickness l lass 50 50 so 50 50 50 50 50 50 50 51 51 S3 54 55 __ Type 4f Thickness n. 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.48 0.53 0.58 0.63 Thickness Class 50 50 50 SO SO 50 SO 50 50 50 SO 50 5! 52 S3 54 Type 5t Thickness in. 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.48 0.53 Thickness Class SO 50 50 50 50 50 50 50 50 50 50 50 50 50 51 52 42 2.5 3 4 S 6 7 8 9 10 12 t4 16 20 24 28 32 t t 0.47 50 0.47 50 0.47 50 0.47 50 0.47 SO 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 50 0.47 SO 0.47 50 0.47 50 0.47 50 0.47 SO 0.47 SO 0.47 50 0.47 SO 0.47 50 0.47 SO 0.47 50 0.47 SO 0.47 SO 0.47 50 0.47 50 0.53 51 0.47 50 0.47 50 0.47 50 30.53 51 0.47 50 0.47 50 0.47 50 0.59 52 0.53 51 0.47 50 0.47 50 0.65 53 0.59 52 0.47 50 0.47 50 0.71 54 0.65 53 0.59 52 0.47 50 0.83 56 0.71 54 0.6S S3 0.47 50 -- -- 0.77 55 0.71 54 0.59 52 0.71 54 0.65 53 48 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 t t 0.51 50 0.51 50 0.51 50 0.51 50 0.51 50 0.51 SO 0.51 50 0.51 50 0.51 SO 0.51 50 0.51 50 0.51 50 00.51 50 0.51 50 0.51 50 0.51 50 0.51 50 0.51 SO 0.51 50 0.51 50 0.51 SO 0.51 SO 0.51 50 0.5! 50 0.51 50 0.51 50 0.51 50 0.51 50 0.51 50 0.51 50 0.51 50 0.51 50 0.58 SI 0.51 50 0.51 50 0.51 50 0.58 51 0.51 50 0.5! SO 0.51 50 0.65 52 0.58 51 0.51 SO 0.51 SO 0.72 53 0.65 52 0.58 51 0.5! 50 0.79 54 0.72 53 0.65 52 0.51 SO 0.93 56 0-79 54 0.72 S3 0.58 51 -- 0.86 ---- 55 0.79 54 -- 0.86 55 0.65 0.72 52 53 54 2.5 3 4 5 6 7 8 9 10 12 14 16 20 24 28 32 t t 0.57 50 0.57 50 0.57 50 0.57 50 0.57 SO 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.S7 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.57 50 0.65 51 0.57 50 0.57 50 0.57 50 0.65 51 0.57 50 0.57 50 0.57 50 0.73 52 0.65 51 0.57 SO 0.57 50 0.8! 53 0.73 52 0.65 51 0.57 SO 0.89 54 0.81 53 0.73 52 0.57 50 l.OS 56 0.89 54 0.81 53 0.65 51 )-- 0.97 55 0.89 54 1 0.73 52 0.97 55 0.81 53 See corresponding illustrations in Fig. 3 of types of laying conditions. For pipe Jo la. and larger, consideration should be given to the use of laying conditions other than Type 1. CTD029613 DUCTILE-IRON PIPE 11 Type 3 Pipe bedded in 4-in.-minimmn loose soil.t Backfill lightly consolidated to top of pipe. Type 4 Pipe bedded in sand, gravel, or crushed stone to depth of 1 pipe diameter, 4-in. minimum. Backfill compacted to top of pipe. (Approx. 80 per cent Standard Proctor, AASHTO T-99) Type 5 Pipe bedded to its centerline in compacted granular material, 4-in. minimum under pipe. Compacted granular or select t material to top of pipe. (Approx. 90 per cent Standard Proctor, AASHTO T-99) Fig. 3. Standard Laying Conditions * For pipe SO in. and larger, consideration should be given to the use oi laying conditions other than Type t. t ''Flat-bottom" it defined u undisturbed earth. t "Loom toil'' or "select material" is defined u native toil excavated Iron the treoch. bee of rocia, foreign mtterialt, and Iroten earth. i American Atsodation of State Highway and Treaaportatlon Officials, 141 National Frail Bldg., Washington, D.C. 20004. CTD029614 12 AMERICAN NATlONAt. STANDARD TABLE 51.2 Standard Thickness for Internal Pressure Rated Water Working Pressure*--psi Tipe Sue in. 3 4 6 8 10 12 14 16 18 20 24 30 36 42 48 54 ISO 200 250 300 350 Thick. in. ThickClass Thick- ness in. Thickness Class Thickness in. Thickness Class Thick- ness in. Thickness Class Thick- ness in. Thick- ness Class 0.25 51 0.25 51 0.25 51 0.25 51 0.25 5t 0.26 51 0.26 51 0.26 51 0.26 51 0.26 51 0.25 50 0.25 50 0.25 50 0.25 50 0.25 50 0.27 50 0.27 50 0.27 50 0.27 50 0.27 50 0.29 50 0.29 50 0.29 50 0.29 50 0.29 50 0.31 50 0.31 50 0.31 50 0.31 50 0.31 50 0.33 50 0.33 50 0.33 50 0.33 50 0.33 50 0.34 so 0.34 50 0.34 50 0.34 so 0.34 50 0.35 so 0.35 50 0.35 50 0.35 so 0.35 50 0.36 50 0.36 50 0.36 50 0.36 50 0.39 51 0.38 50 0.38 50 0.38 50 0.41 51 0.44 52 0.39 50 0.39 50 0.43 51 0.47 52 0.51 53 0.43 50 0.43 50 0.48 51 0.53 52 0.58 53 0.47 50 0.47 50 0.53 51 0.59 52 0.65 53 0.51 50 0.51 50 0.58 51 0.65 52 0.72 53 0.57 so 0.57 50 0.65 51 0.73 52 0.81 S3 * These pipe are adequate tor the rated working pressure plus a surge allowance of 100 psi. CTD029615 DUCTILE-IRON PIPE TABLE 51.3 Rated Working Pressure and Maximum Depth of Cover 13 Pipe Size in. Thickness Class Nominal Thickness in. Rated Water Working Pressure* psi 3 51 52 53 54 55 56 4 51 52 53 54 55 56 6 50 51 52 S3 54 55 56 8 50 51 52 53 54 55 56 10 so 51 52 53 54 55 56 12 50 51 52 53 54 55 56 14 50 51 52 53 54 55 56 15 50 51 52 53 54 55 56 18 50 51 52 S3 54 55 56 0.25 0.28 0.31 0.34 0.37 0.40 0.26 0.29 0.32 0.35 0.38 0.41 0.25 0.28 0.31 0.34 0.37 0.40 0.43 0.27 0.30 0.33 0.36 0.39 0.42 0.4S 0.29 0.32 0.35 0.38 0.41 0.44 0.47 0.31 0.34 0.37 0.40 0.43 0.46 0.49 0.33 0.36 0.39 0.42 0.45 0.48 0.51 0.34 0.37 0.40 0.43 0.46 0.49 0.52 0.35 0.38 0.41 0.44 0.47 0.50 0.53 350 350 350 350 350 350 3S0 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 3S0 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 350 Type l 98 1001 loot 100X loot loot 76 toot 1002 1002 loot loot 32 49 67 91 loot loot loot 25 36 47 64 80 98 loot 19 27 35 45 57 67 81 17 23 30 36 45 54 64 15 19 24 30 36 43 52 13 16 20 25 30 35 41 11 14 18 22 25 30 35 Laying Condition Type 2 Type 3 Type 4 Maximum Depth of Cover--//f loot loot 1002 loot loot loot loot 1001 1001 1001 loot loot loot 1001 1001 loot loot loot 86 100 100 100 100 100 38 57 77 100 100 loot loot 96 loot 1004 loo; loot loot 44 64 86 loot 1001 1001 toot loot loot 1001 loot loot loot 56 80 loot 1001 1001 loot loot 30 42 54 73 91 loot loot 36 49 62 82 loot loot loot 46 61 77 loot loot loot loot 24 29 38 32 38 49 41 47 59 52 59 74 65 74 91 77 86 loot 92 loot loot 22 27 36 28 33 43 35 41 53 42 49 61 52 59 74 62 71 87 73 83 toot 19 24 33 23 28 38 29 34 44 35 41 S3 42 49 61 50 57 7 t 59 67 83 17 21 30 21 25 34 25 30 40 30 36 46 35 41 53 41 47 59 48 55 68 15 20 29 19 23 32 22 27 36 26 31 41 30 36 46 35 41 53 41 47 59 Type 5 loot loot loot loot 1001 loot loot loot 1001 loot 1001 loot 75 loot loot loot loot loot loot 64 81 99 loot iooi loot iooi 55 66 * 79 95 loot loot loot 52 60 71 81 95 loot loot 49 55 62 71 81 92 loot 47 51 57 64 71 79 89 42 49 53 64 71 79 * These pipe are adequate for the rated working pressure plus a surge allowance of 100 psi. Ductile-iron pipe for working pressures higher than 350 psi is available. 1 An allowance for a single H-20 truck with 1.5 impact factor Is included for all depths of cover X Calculated maximum depth of cover exceeds 100 ft. CTD029616 14 AMERICAN NATIONAL STANDARD TABLE 51.3--(coni.) Pipe Size i/t. 20 24 30 36 42 48 54 Thickness Class Nominal Thickness in. Rated Water Working Pressure* ps* 50 0.36 300 51 0.39 350 52 0.42 350 0.45 350 54 0.48 350 55 0.51 350 56 0.54 350 50 0.38 250 5 l 0.41 300 52 0.44 350 53 0.47 350 54 0.50 350 55 0.53 350 56 0.56 350 so 0.39 200 51 0.43 250 52 0.47 300 53 0.51 350 54 0.55 350 55 0.59 350 56 0.63 350 50 0.43 200 51 0.48 250 52 0.53 300 53 0.58 350 54 0.63 350 55 0.68 350 56 0.73 350 50 0.47 200 51 0.53 250 52 0.59 300 53 0.65 350 54 0.71 350 55 0.77 350 56 0.83 350 50 0.51 200 51 0.58 250 52 0.65 300 53 0.72 350 54 0.79 350 55 0.86 350 56 0.93 350 so 0.57 200 51 0.65 250 52 0.73 300 53 0.81 350 54 0.89 350 55 0.97 350 56 1.05 350 Type 1 10 13 16 19 22 26 30 8 10 13 15 18 20 24 5 S La> ing Condition Type 2 Type 3 Type 4 Maximum Depth of Cover--/ft 14 18 27 17 21 20 25 34 23 28 38 27 32 42 31 37 47 35 41 53 12 17 23 15 19 27 17 21 30 19 24 33 22 27 36 25 30 40 29 34 44 10 14 18 12 16 21 14 19 24 17 21 29 19 24 33 22 27 36 26 31 41 10 13 17 12 16 20 IS 19 24 17 21 28 20 25 33 23 28 37 26 31 41 9 13 16 12 15 19 14 IS 22 17 22 27 20 24 32 23 28 38 26 31 41 9 12 15 12 14 18 14 18 21 17 21 25 20 24 30 23 28 37 26 31 41 9 12 15 12 14 18 14 17 2t 17 21 2S 20 25 30 23 28 37 27 32 42 Type 5 38 44 50 54 59 65 71 31 36 41 47 53 57 61 25 29 33 38 44 51 57 25 28 32 37 43 50 59 24 27 30 35 42 48 57 23 26 30 34 40 47 55 23 25 29 34 40 47 55 * These pipe are adequate for the rated working pressure plus a surge allowance of 100 psi. Ductile*iron pipe for working pressures higher than 350 psi is available. t An allowance for a single H-20 truck with 1.5 impact factor is included for all depths of cover, i For pipe 30 in. and larger, consideration should be given to the use of lajing conditions other than Type 1 1 ) CTD029617 Co DUCTILE-IRON PIPE 15 TABLE 51.4 Standard Dimensions and Weights of Push-On-Joint Ductile-Iron Pipe Size IS. 4 6 8 10 Thick ness Class Thick ness IR. 51 0.2S 52 0.28 53 0.31 54 0.34 55 0.37 56 0.40 51 0.26 52 0.29 53 0.32 54 0.35 55 0.38 56 0.41 50 0.25 51 0.28 52 0.31 53 0.34 54 0.37 55 0.40 56 0.43 50 0.27 51 0.30 52 0.33 53 0.36 54 0.39 55 0.42 56 0.45 SO 0.29 51 0.32 52 0.35 53 0.38 54 0.41 55 0.44 56 0.47 OD* R. 3.96 3,96 3.96 3.96 3.96 3.96 4.80 4.80 4.80 4.80 4.80 4.80 6.90 6.90 6.90 6.90 6.90 6.90 6.90 9.05 9.05 9.05 9.05 9.05 9.05 9.05 11.10 11.10 11.10 11.10 11.10 11.10 11.10 Wt. of Barrel Per Ft lb Wt. of Bell lb 8.9 9.9 10.9 11.8 12.8 13.7 11.3 12.6 13.8 15.0 16.1 17.3 16.0 17.8 19.6 21.4 23.2 25.0 26.7 22.8 25.2 27.7 30.1 32.5 34.8 37.2 30.1 33.2 36.2 39.2 42.1 45.1 48.0 9 9 9 9 9 9 11 11 u 11 11 11 18 18 18 18 18 18 18 26 26 26 26 26 26 26 34 34 34 34 34 34 34 18-Ft Laying Length 20-Ft Laying Length Wt. Per L,th.t 170 185 205 220 240 255 215 240 260 280 300 320 305 340 370 405 435 470 500 435 480 525 570 610 650 695 575 630 685 740 790 845 900 Avg. Wt. Per Ft* lb 9.4 10.4 11.4 12.3 13.3 14.2 11.9 13.2 14.4 15.6 16.7 17.9 17.0 18.8 20.6 22.4 24.2 26.0 27.7 24.2 26.6 29.1 31.5 33.9 36.2 38.6 32.0 35.1 38.1 41.1 44.0 47.0 49.9 Wt. Per Lgth.f lb 185 205 225 245 265 285 235 265 28S 310 335 355 340 375 410 445 480 520 550 480 530 580 630 675 720 770 635 700 760 820 875 935 995 Avg. Wt. Per FtJ lb 9.4 10.4 11.4 12.2 13.2 14.2 11.8 13.2 14.4 15.6 16.6 17.8 16.9 18.7 20.5 22.3 24.1 25.9 27.6 24.1 26.5 29.0 31.4 33.8 36.1 38.5 31.8 34.9 37.9 40.9 43.8 46.8 49.7 Tolerance of OD of spigot endt 3-12 in., 0.06 In.; 14-24 in., +0.05 in., --0.08 In.; 30-54 In., +0.08 in., -0.06 in. including bell; calculated weight of pipe rounded off to nearest 5 lb. 1 Including bell; average weight, per foot, based on calculated weight of pipe before rounding. Pipe of 3-in. site also available in 12-ft laying length with following weights: Thickness Class Thickness in. Wt. Per Lgth.t U> Avg. Wt. Per FtJ lb 51 0.25 115 52 0.28 130 S3 0.31 140 54 0.34 150 55 0.37 165 56 0.40 175 9.6 10.6 11.6 12.6 13.6 14.4 < CTD029618 16 AMERICAN NATIONAL STANDARD TABLE 51.4--{coni.) Sire in. Thick ness Class Thick ness in. OD* in. Wt. of Barrel Per Ft lb Wt. of Bell lb 18-Ft Laving Length 20-Ft La*mg Length Wt. Per Lgth.f lb Avg. Wt. Per FtJ lb Wt. Per Lgth.f lb Avg. W t. Per Ft; lb 12 50 0.31 13.20 38.4 43 735 51 0.34 13.20 42.0 43 800 52 0.37 13.20 45.6 43 665 53 0.40 13.20 49.2 43 930 54 0.43 13.20 52.8 45 995 55 0 46 13.20 56.3 43 l 055 56 0.49 13.20 59.9 43 1 120 40.8 44.4 48.0 51.6 55.2 58.7 62.3 810 885 955 1 025 1 100 1 170 1 240 40.6 44.2 47.8 51.4 55.0 58.4 62.0 14 50 0.33 15.30 47.5 63 920 51 0.J6 15.30 51.7 63 995 52 0.39 15.30 55.9 63 1 070 53 0.42 15.30 60.1 63 1 145 54 0.45 15.30 64.2 63 1 220 55 0.48 15.30 68.4 63 l 295 56 0.51 15.30 72.5 63 l 370 16 50 0.34 17.40 55.8 76 l 080 51 0.37 17.40 60.6 76 1 165 52 0.40 17.40 65.4 76 1 255 53 0.43 17.40 70.1 76 1 340 54 0.46 1 7.40 74.9 76 1 425 55 0.49 17.40 79.7 76 1 510 56 0.52 17.40 84.4 76 1 595 51.0 55.2 59.4 63.6 67.7 71.9 76.0 60.0 64.8 69.6 74.3 79.1 83.9 88.6 015 j 095 1 180 1 265 1 345 l 430 1 515 l 190 1 290 l 385 1 480 1 575 1 670 1 765 50.6 54.8 59,0 63.2 67 4 71.6 75.6 59.6 64.4 69 2 7 3.9 78.7 83.5 88.2 > 18 50 0.35 19.50 64.4 87 1 245 69.2 1 375 68.8 51 0.38 19 50 69.8 87 l 345 74.6 1 485 74.2 52 0.41 19.SO 75.2 87 1 440 80.0 1 590 79.6 )53 0.44 19.50 80.6 87 1 540 8S.4 1 700 85.0 54 0.47 19.50 86.0 87 1 635 90.8 1 805 90.4 55 0.50 19.50 91.3 87 1 730 96.1 l 915 95.6 56 0.53 19.50 96.7 87 1 830 101.5 2 020 101.0 20 50 0.36 21.60 73.5 97 1 420 78.9 1 565 78.4 51 0.39 21.60 79.5 97 1 530 84.9 1 685 84.4 52 0.42 21.60 85.5 97 1 635 90.9 1 805 90.4 53 0.45 21.60 91.5 97 1 745 96.9 1 925 96.4 54 0.48 21.60 97.5 97 1 850 102.9 2 045 102.4 55 0.51 21.60 103.4 97 l 960 108.8 2 165 108.2 56 0.54 21.60 109.3 97 2 065 114.7 2 285 114.2 * Tolerance of OD of spigot end: 3-12 in., 0.06 in.; 14-24 in.. +0.05 in., --0.0S in.; 30-54 in., +0.08 in. --0.06 in. t Including belt; calculated weight of pipe rounded off to nearest S lb. | Including bell; average weight per foot, based on calculated weight of pipe before rounding. 3 CTD029619 DUCTILE-IRON PIPE 17 TABLE 51.4--(cont.) Siie T Incli ne > Thick ness a in. OD* tx. Wl. of Barrel Per Ft lb Wt. of Bell lb 18-Ft Lav mg Length 20-Ft La> ing Lentgh Wt. Per Lgth.t lb Avg. Wt. Per FtJ lb Wt. Per Lgth.t lb Avg. Wt. Per FtJ ,6 U. 18 2$.SO 92.9 120 l 790 99.6 1 980 98.9 0.41 25.80 lOU.l 120 l 920 106.S 2 120 106.1 0.44 25.80 107. 1 120 2 050 114 0 2 265 113.3 53 0.47 0.50 25 80 25.80 114.4 121.6 120 120 2 180 2 310 121.1 128 3 2 410 2 550 120 4 127.6 0.53 25.80 128 8 120 2 440 13S 5 2 695 134.8 56 0.56 25.80 135.9 120 2 565 142.6 2 840 141.9 30 SO 0.39 32 00 118.5 ** 51 0.43 32.00 130.5 52 0.47 32.00 142.5 53 0.51 32.00 154.4 54 0.55 32.00 166.3 55 0.59 32.00 178.2 56 0.63 32.00 190.0 2 350 2 565 2 780 2 995 J 210 3 425 3 635 130.5 142 5 154.5 166.4 178.3 190.2 202.0 2 535 2 775 3015 3 250 3 490 3 725 3 965 126.6 138.6 150.6 162.6 174.4 186.4 198.2 36 50 0.43 38.30 156.5 tt 3 no 172.7 3 345 167.3 51 0.48 38.30 174.5 3 435 190.7 3 705 185.3 52 0-53 38.30 192.4 3 755 208.6 4 065 203.2 51 0.58 38.30 210.3 4 0'S 226.5 4 420 221.1 54 0.63 38.10 228.1 55 0.68 38.30 245.9 4 400 4 720 244.3 262.1 4 780 S V 3S 238 9 256.7 56 0.73 38.30 263.7 5 040 279.9 5 490 274.5 42 50 0.47 44.50 198.9 261 51 0.53 44.50 224.0 261 52 0.S9 44.50 249.1 261 53 0.65 44.SO 274.0 261 54 0.71 44.50 298.9 261 55 0.77 44.50 323.7 261 56 0.83 44.50 348.4 261 4 240 4 740 5 245 5 740 6 240 6 735 7 230 212.0 237.0 262.2 287.0 312.0 336.8 361.4 48 50 0.51 50.80 246.6 316 51 0.58 50.80 280.0 316 52 0.65 50.80 . 313.4 316 53 0.72 50.80 346.6 316 54 0.79 S0.80 379.8 316 55 0.86 50.80 412.9 316 56 0.93 50.80 445.9 316 5 250 5 915 6 585 7 250 7 910 8 575 9 235 262.4 295.8 329.2 362.4 395.6 428.7 461.7 54 50 0.57 57.10 309.8 370 SI 0.65 57.10 352.7 370 52 0.73 57.10 395.6 370 53 0.81 57.10 438.3 370 54 0.89 57.10 480.9 370 55 0.97 57.10 523.4 370 56 LOS 57.10 565.8 370 6 565 7 425 8 280 9 135 9 990 10 84Q It 685 328.3 371.2 414.1 456.8 499.4 541.9 584.3 Tolerances of OD of spigot end: 3-12 in.. 0.06 in.; 14-24 in.. +0.05 in.. -0.08 in.; 30-54 in.. +0.08 in.. t Including bell; calculated weight of pipe rounded off to nearest $ lb. t Including bell; average weight per foot, based on calculated weight of pipe before rounding. * Weight of 30-in. bell is 216 lb for I8*ft pipe and 161 lb for 20-ft pipe, tt Weight of 36-in. bell is 292 lb for 18-ft pipe and 216 lb for 20-ft pipe. CTD029620 18 AMERICAN NATIONAL STANDARD TABLE 51.5 Standard Dimensions and Weights of Mechanical-Joint Ductile-Iron Pipe Sue 3$ 4 6 g 10 12 14 Thick ness Class Thick ness in. 51 0.25 52 0.28 5 J 0.31 54 0.34 55 0.37 56 0.40 51 0.26 52 0.29 5 J 0.32 54 0.35 55 0.38 56 0.41 50 0.25 51 0.28 52 0.31 53 0.34 54 0.37 55 0.40 56 0.43 so 0.27 51 0.30 52 0.33 S3 0.36 54 0.39 55 0.42 56 0.45 50 0.29 SI 0.32 52 0.35 S3 0.38 54 0.41 55 0.44 56 0.47 so 0.31 51 0.34 52 0.37 53 0.40 54 0.43 55 0.46 56 0.49 50 0.33 51 0.36 52 0.39 53 0.42 54 0.45 55 0.48 56 0.S1 OD* in. 3.96 3.96 3.96 3.96 3.96 3.96 4.80 4.80 4.80 4.80 4.60 4.80 6.90 6.90 6.90 6.90 6.90 6.90 6.90 9.05 9.05 9.05 9.05 9.05 9.05 9.05 11.10 11.10 11.10 11.10 11.10 11.10 11.10 13.20 13.20 13.20 13.20 13.20 13.20 13.20 15.30 15.30 15.30 15.30 15.30 15.30 15.30 Wt. of Barrel Per Ft lb Wt. of Bell lb 89 9.9 10.9 11.8 12.8 13.7 11.3 12.6 13.8 15.0 16.1 17.3 16.0 17.8 19.6 21.4 23.2 25.0 26.7 22.8 25.2 27.7 30.1 32.5 34.8 37.2 30.1 33.2 36.2 39.2 42.1 45.1 48.0 38.4 42.0 45.6 49 2 52.8 56.3 59.9 47.5 51.7 55.9 60.1 64.2 68.4 72.5 11 1 11 1 1 l 16 16 16 16 16 16 22 22 22 22 22 22 22 29 29 29 29 29 29 29 39 39 39 39 39 39 39 49 49 49 49 49 49 49 76 76 76 76 76 76 76 18-ft Laying Length 20-ft Laying Length Wt. Per Lgth.f lb 170 190 205 225 2 40 260 220 245 2o5 285 305 325 310 340 375 405 440 470 SOS 440 485 530 570 615 655 700 580 635 690 745 795 850 905 740 805 870 935 1 000 1 060 l 125 930 1 005 1 080 1 160 1 230 1 305 1 380 Avg. Wt, Per FtJ 15 95 10.5 11 5 12.4 13 4 14.3 12.2 13.5 14.7 15.9 17.0 18.2 17.2 19.0 20.8 22.6 24.4 26.2 27.9 24.4 26.8 29.3 31.7 34.1 36.4 38.8 32.3 35.4 38.4 41.4 44.3 47.3 50.2 41.1 44.7 48.3 519 55.5 59.0 62.6 51.7 55.9 60.1 64.3 66.4 72.6 76.7 Wt. Per Lgth.f lb 190 2 10 245 265 285 240 270 290 315 340 J60 340 380 415 450 485 520 555 485 535 585 630 680 725 775 640 705 765 825 880 940 1 000 815 890 960 l 035 l 105 1 175 1 245 1 025 l 110 1 195 1 280 l 360 1 445 1 525 Avg. Wt. Per FtJ lb 9.4 10.4 11.4 12.4 13.4 14.2 12.1 13.4 14.6 15.8 16.9 18.1 17.1 18.9 20.7 22.5 24.3 26.1 27.8 24.2 26.6 29.2 31.6 34.0 36.2 38.6 32.0 35.2 38.2 41.2 44.0 50.0 40.8 44.4 48.0 51.6 55.2 58.8 62.3 51.3 55.5 59.7 63.9 68.0 72.2 76.3 Tolerances of OD of spigot end: 3-12 in.. 0.06 in.; U-24 in.. +0.05 in.. -0.08 in.; 30-48 in.. +0.08 in.. t Including bell; calculated weight of pipe rounded off to nearest 5 lb. t Including bell: average weight, per foot, based on calculated weight of pipe before rounding. { Pipe of 3-in. site also available in 12-ft laying length with following weights: Thickness Class 52 55 56 Thickness in. 0.25 0.28 0.31 0.34 0.37 0.40 Wt. Per Lgth.f lb 120 130 140 155 165 175 Avg. Wt. Per Ftt lb 9.8 10.8 11.8 12.7 13.7 14.6 \ J CTD029621 DUCTILE-IRON PIPE 19 TABLE 51.5-- {coni.) Size m. Thick ness Class Thick ness IK. OD* IK. Wt. of Barrel Per Ft lb Wt. of Belltt lb 18-ft Laying Length 20-ft Laying Length Wt. Per Lgth.f lb Avg. Wt. Per FtJ lb Wt. Per Lgth.f lb Avg. Wl. Per Ft4 lb 0.34 17.40 55.8 93 1 095 0.37 17.40 60.6 93 1 185 52 0.40 17.40 65.4 93 l 270 0.43 17.40 70.1 93 l 355 54 0.46 17.40 74.9 93 l 440 55 56 0.49 0.52 17.40 17.40 79.7 84.4 93 93 1 530 1 610 61.0 6S.6 70.6 75.3 80.1 84.9 89.6 1 210 1 305 1 400 1 495 l 590 1 685 1 780 60.4 65.2 70.0 74.8 79.6 64.4 69.0 18 50 5l 0.35 0.J8 19.50 19.50 64.4 69.8 111 111 1 270 l 365 70.6 1 400 76.0 1 505 70.0 75.4 52 53 54 55 56 0.41 0.44 0.47 0.50 0.53 19.50 19.50 19.50 19.50 19.50 75.2 80.6 86.0 91.3 96.7 111 111 111 111 111 1 465 1 76 i . "6) l 755 1 650 81.4 86.8 92.2 97.5 102.9 l 615 l 725 1 830 l 935 2 045 80.8 86 2 91.6 96.8 102.2 20 50 0.36 21.60 73.5 131 1 455 51 0.39 21.60 79.5 131 1 560 52 0.42 21.60 85.5 131 1 670 80.8 86.8 92.8 1 600 1 720 1 840 80.0 86.0 92.0 53 0.45 21.60 91.5 131 1 780 98.8 1 960 98.0 54 0.48 21.60 97.5 131 1 885 104.8 2 080 104.0 55 56 0.51 0.54 21.60 21.60 103.4 109.3 131 131 t 990 2 LOO 110.7 116.6 2 200 2 31S 110.0 115.8 24 50 0.38 25.80 92.9 174 1 845 102.6 2 030 101.6 51 0.41 25.80 100.1 174 1 975 109.8 2 175 108.8 52 53 54 55 56 0.44 0.47 0.50 0.53 0.56 25.80 25.80 25.80 25.80 25.80 107.3 114.4 121.6 128.8 135.9 174 174 174 174 174 2 105 2 235 2 365 2 490 2 620 117.0 124.1 131.3 138.5 145.6 2 320 2 460 2 60S 2 750 2 890 116.0 123.1 130.3 137.5 144.6 30 so 51 0.39 0.43 32.00 32.00 118.5 130.5 216 216 2 350 2 565 130.5 142.5 2 585 2 825 129.3 141.3 52 53 54 0.47 0.51 0.55 32.00 32.00 32.00 142.5 154.4 166.3 216 216 216 2 780 2 995 3 210 154.5 166.4 178.3 3 065 3 305 3 540 153.3 16S.2 177.1 55 0.59 32.00 178.2 216 3 425 190.2 3 780 189.0 56 0.63 32.00 190.0 216 3 635 202.0 4015 200.8 36 50 0.43 0.48 38.30 38.30 156.5 174.5 31Q 310 3 125 3 450 173.7 191.7 3 440 3 800 172.0 190.0 52 0.53 38.30 192.4 310 3 775 209.6 4 160 207.9 0.58 38.30 210.3 310 4 095 227.5 4515 225.8 0.63 38.30 228.1 310 4415 245.3 4 870 243.6 55 56 0.68 0.73 38.30 38.30 245.9 263.7 310 310 4 735 5 055 263.1 280.9 5 230 5 585 261.4 279.2 41 so 0.47 44.50 198.9 405 51 0.53 44.50 224.0 405 52 0.59 44.50 249.1 405 S3 0.65 44.50 274.0 405 54 0.71 44.S0 298.9 405 55 0.77 44.50 323.7 405 56 0.83 44.50 348.4 405 4 385 4 885 5 385 5 885 6 385 6 880 7 375 219.2 244.2 269.4 294.2 319.2 344.0 368.6 48 50 0.51 50.80 246.6 505 51 0.58 50.81) 280.0 505 52 0.65 50.80 313.4 505 53 0.72 50.80 346.6 505 54 0,79 50.80 379.8 505 55 0.86 50.80 412.9 505 56 0.93 50.80 445.9 505 5 435 6 105 6 7 >5 7 435 8 100 8 765 9 425 271.8 305.2 338.6 371.8 405.0 438.2 471.2 Tolerances of OD of spigot end: 3-12 in., deQ.06 in.; 14-2-4 in., +0.05 in., --0.08 in.; 30-48 in.. +0.08 in., ft^The mechanical joint bell for 30-48 in. sizes of ductile-iron pipe have thicknesses different from those shown in -ANSI A21.ll (AW'WA Clll). which are based on gray-iron pipe. These reduced thicknesses provide a lighter weight bell, which is compatible with the wall thicknesses of ductile-iron pipe. The internal socket dimensions, bolt circle and bolt holes of the redesigned bell remain identical to those specified in A21.ll (AWWA Clll) to as sure interchangeability of the joint. t Including bell; calculated weight of pipe rounded off to nearest 5 lb. ; Including bell; average weight per foot, based on calculated weight of pipe before rounding. CTD029622 20 AMERICAN NATIONAL STANDARD Appendix This appendix is jor information and is not a pari of ANSI AZ1.51 (AWIVA C151). TABLE A.l Pipe Thicknesses Required for Different Tap Sizes as per ANSI B2.1 for Standard Taper Pipe Threads With Two, Three, and Four Full Threads Tap Size--. Pipe Size . No. of Threads t i 1 n H 2 21 3 ji 4 Pipe Thickness--i*. 3 3 3 4 4 4 6 6 6 8 8 8 10 10 10 12 12 12 14 14 14 16 16 16 18 18 18 2( 20 20 24 24 24 30 30 30 36 36 36 42 42 42 48 48 48 54 54 54 2 3 4 3 4 2 3 4 2 3 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 0.18 0.26 0.33 0.17 0.25 0.32 0.17 0.25 0.32 0.16 0.24 0.31 0.15 0.23 0.30 0.15 0.2 3 0.30 0.15 0.23 0.30 0.15 0.23 0.30 0.15 0.23 0.30 0.15 0.23 0.30 0.14 0.22 0.29 0.14 0.22 0.29 0.14 0.22 0.29 0.14 0.22 0.29 0.14 0.22 0.29 0.14 0.21 0.29 0.21 0.29 0.36 0.19 0.27 0.34 0.18 0.26 0.33 0.17 0.25 0.32 0.17 0.25 0.32 0.16 0.24 0.31 0.16 0.24 0.31 0.16 0.24 0.31 0.15 0.23 0.30 0.15 0.23 0.30 0.15 0.23 0.30 0.15 0.23 0.30 0.14 0.22 0.29 0.14 0.22 0.29 0.14 0.22 0.29 0.14 0.21 0.29 0.28 0.37 0.46 0.26 0.35 0.44 0.23 0.32 0.41 0.22 0.31 0.40 0.21 0.30 0.39 0.20 0.29 0.38 0.20 0.29 0.38 0.20 0.29 0.38 0.19 0.28 0.37 0.19 0.28 0.37 0.19 0.28 0.37 0.19 0.28 0.37 0.18 0.27 0.36 0.18 0.27 0.36 0.18 0.27 0.36 0.17 0.26 0.35 0.31 0.40 0.49 0.27 0.36 0.45 0.24 O.JJ 0.42 0.23 0.32 0.41 0.22 0.31 0.40 0.22 0.31 0.40 0.21 0.30 0.J9 0.21 0.30 0.39 0.20 0.29 0.38 0.20 0.29 0.38 0.19 0.28 0.37 0.19 0.28 0.37 0.19 0.28 0.37 0.18 0.27 0.36 0.18 0.27 0.35 0.30 0.39 0.48 0.27 0.36 0.45 0.25 0.34 0.43 0.24 0.33 0.42 0.23 0,32 0.41 0.22 0.31 0.40 0.22 0.31 0.40 0.21 0.30 0.39 0.21 0.30 0.39 0.20 0.29 0.38 0.20 0.29 0.38 0.19 0.28 0.37 0.19 0.28 0.37 0.18 0.27 0,36 0.33 0.42 0.51 0.30 0.39 0.48 0.28 0.37 0.46 0.26 0.35 0.44 0.2S 0.34 0.43 0.24 0.33 0.42 0.23 0.32 0.41 0.22 0.31 0.40 0.21 0.30 0.39 0.21 0.30 0.39 0.20 0.29 0.38 0.20 0 29 0.38 0.19 0.28 0.37 0.44 0.56 0.69 0.40 0.52 0.65 0.38 0.50 0.63 0.37 0.50 0.62 0.35 0.48 0.60 0.34 0.46 0.59 0.32 0.44 0.57 0.31 0.44 0.56 0.30 0.42 0.55 0.29 0.42 0.54 0.29 0.42 0.54 0.28 0.41 0.53 0 48 0.60 0.73 0.45 0.58 0.70 0.43 0.56 0.68 0.41 0.54 0.66 0.39 0.52 0.64 0.37 0.50 0.62 0.34 0.46 0.59 0.33 0.46 0.58 0.32 0.44 0.57 0.31 0.44 0.56 0.30 0.43 0.55 0.51 0.64 0.76 0.48 0.60 0.73 0.46 0.58 0.71 0.44 0.56 0.69 0.40 0.52 0.65 0.37 0.50 0.62 0.35 0.48 0.60 0.34 0.46 0.59 0.32 0.44 0.57 0.32 0.44 0.57 0.58 0.70 0.8J 0.54 0.66 0.79 0.51 0.64 0.76 0.49 0.62 0.74 0.45 0.58 0.70 0.66 0.38 0.63 0.61 0.60 0-59 CTD029623 DUCTILE-IRON PIPE 21 TABLE A.2 Pipe Thicknesses Required {or Different Tap Sizes as per A U II .-I CSOO for Standard ^ Corporation Slop Threads' With Two, Three, and Four Full Threads Tap Sue--in. Pipe Sue in. No. of Threads t t i lu Pipe Thickness--in. 2 0.21 0.24 0.2S 0.33 J 0.29 0.32 0.33 0.41 3 4 0.36 0.39 0.40 0.49 0.19 0.27 0.22 0.30 0.23 0.31 0.10 0.J8 4 4 0.J4 0.37 0.38 0.46 0.18 0.20 0.20 0.26 64 0.26 0.33 0.28 U.35 0.28 0.3S 0.34 0.42 0.17 0.18 0.19 0.24 0.25 0.26 0.27 U.32 8 4 0.32 0.33 0.34 0.40 0.17 0.17 0.18 0.23 1JO0 00.25 0.25 0.26 0.31 4 0.32 .J2 0.33 0.39 2 0.16 . 0.17 0.t7 0.22 J 0.24 0.25 0.25 0.30 12 4 0.31 0.32 0.32 0.38 2 0.16 0.17 0.17 0.21 3 0.24 0.25 0.25 0.29 14 4 0.31 0.32 0.32 0.37 2 0.16 0.16 0.17 0.21 3 0.24 0.24 0.25 0.29 16 4 0.31 0.31 0.32 0.37 2 0.15 0.16 0.16 0.20 3 0.23 0.24 0.24 0.28 18 4 0.30 0.31 0.31 0.36 2 0.15 0.16 0.16 0.20 0.23 0.24 0.24 0.28 20 4 0.30 0.31 0.31 0.36 0.15 0.15 0.16 0.19 0.23 0.23 0.24 0.27 24 4 0.30 0.30 0.31 0.35 0.15 0.15 0.16 0.19 0.23 0.23 0.24 0.27 JO 4 0.30 0.30 0.31 0.35 2 3 00..2124 0.15 0.23 0.15 0.23 0.19 0.27 36 4 0.29 0.30 0.30 0.35 42 2 3 00..2124 00..2124 0.15 0.23 0.18 0.26 42 4 0.29 0.29 0.30 0.34 48 48 48 2 3 00..1224 00..2124 0.15 0.23 0.18 0.26 4 0.29 0.29 0.30 0.34 54 54 2 3 00..2124 00..2124 00..2124 0.17 0.25 54 4 0.29 0.29 0.29 0.34 * This thread is commonly known to the trade as the Mueller thread. 0.36 U.45 0.54 0.10 o.jv U.48 0.27 0.36 0.4S 0.25 0.34 0.43 0.24 0.J3 0.42 0.23 0.32 0.41 0.22 0.31 0.40 0.21 0.30 0.39 0.21 0.30 0.39 0.21 0.30 0.39 0.20 0.29 0.38 0.20 0.29 0.38 0.19 0.28 0.37 0.18 0.27 0.36 0.18 0.27 0.36 0.35 0.44 0.53 0.31 0.40 0.49 0.26 0.37 0.46 0.26 0.35 0.44 0.25 0.34 0.43 0.24 0.33 0.42 0.23 0.32 0.41 0.23 0.32 0.41 0.22 0.31 0.40 0.21 0.30 0.39 0.20 0.29 0.38 0.20 0.29 0.38 0.19 0.28 0.37 0.19 0.28 0.36 2 0.39 0.48 0.57 0.3S 0.44 0.53 0.32 0.41 O.SO 0.30 0.39 0.48 0.28 0.37 0.46 0.27 0.36 0.45 0.26 0.35 0.44 0.24 0.33 0.42 0.23 0.32 0.41 0.22 0.31 0.40 0.21 0.30 0.39 0.20 0.29 0.38 0.20 0.29 0.38 CTD029624 CTD029625 ANSI A21.6-1975 (AWWA C106-75) Revision of A21.6-1970 (AWWA 006-70) AMERICAN NATIONAL STANDARD /or CAST-IRON PIPE CENTRIFUGALLY CAST IN METAL MOLDS. FOR WATER OR OTHER LIQUIDS Administrative Secretariat AMERICAN WATER WORKS ASSOCIATION Co-Secretariats AMERICAN GAS ASSOCIATION NEW ENGLAND WATER WORKS ASSOCIATION Revised edition approved by American National Standards Institute, Inc., May 28, 1975. PUBLISHED BY AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colo. 80235 CTDO29626 Table of Contents SEC. Foreword I History of Standard . II Acceptance Tests. . . III Options PAGE in iv v Standard 6-1 Scope............... 6-2 Definitions.................. 6-3 General Requirements.... 6-4 Inspection and Certification b> Manufacturer .. 6-5 Inspection by Purchaser. ... 6-6 Delivery and Acceptance................. 6-7 Tolerances or Permitted Variations. 6-8 Coatings and Linings.. . 6-9 Hydrostatic Test.. .. 6-10 Marking Pipe.............. 6-11 Weighing Pipe............................ 6-12 Acceptance Tests...................... 6-13 Ring Tests and Full-Length Burst ing Tests...................................... 6-14 Chemical Analyses. ... 6-15 Foundry Records.................. 6-16 Additional Tests Required by Pur chaser ................................................ 1 1 1 2 2 2 2 3 3 3 3 3 5 6 6 7 SEC. PAGE 6-17 Defective Specimens and Retests 7 6-18 Rejection of Pipe......... 6-19 Determining Rejection. 7 Tables Table 6.1--Selection Table for Push-On Joint Cast-Iron Pipe 8 Table 6.2--Selection Table for Mechanical- Joint Cast-Iron Pipe .10 Table 6.3--Standard Thickness Selection Table for Cast-Iron Pipe . 12 Table 6.4--Standard Dimensions and Weights of Push-On Joint Cast-Iron Pipe . 14 Table6.5--Standard Dimensions and Weights of Mechanical-Joint Cast-Iron Pipe .. 16 Table 6.6--Standard Bell-and-Spigot Joint Dimensions......... ... 18 Figures Fig. 6.1 Position From Which Talbot Strip is Cut................... 4 Fig. 6.2 Location of Rockwell Hardness Tests on Talbot Strip Specimen .......... 5 Fig. 6.3 Assembly for Ring Test .... 5 American National Standard An American National Standard implies a consensus of those substantially concerned with its scope and provisions. An American National Standard is intended as a guide to aid the manufacturer, the consumer, and the general public. The existence of an American National Standard does not in any respect preclude anyone, whether he has approved the standard or not, from manufacturing, marketing, purchasing, or using products, processes, or procedures not conforming to the standard. American National Standards are subject to periodic review, and users are cautioned to obtain the latest editions. Producers of goods made in conformity with an American National Standard are encouraged to state on their own responsibility in advertising, promotion material, or on tags or labels that the goods are produced in conformity with particular American National Standards. CAUTION NOTICE. This American National Standard may be revised or with drawn at any time. The procedures of the American National Standards Institute require that action be taken to reaffirm, revise, or withdraw this standard no later than five (5) years from the date of publication. Purchasers of American National Standards may receive current information on all standards by calling or writing the American National Standards Institute, 1430 Broadway, New York, N. Y. 10018, (212) 868-1220. Copyright 1975 by the American Water W'orlu Assn. Printed in US ii CTD029627 Foreword This foreword is provided for information only and is not a part of ANSI A21.6-1975 (AWWA C106-75). I--History of Standard On Sep. 10, 1902, NEVVWA adopted a "Standard Specification for CastIron Pipe and Special Castings," covering bell-and-spigot pit-cast pipe and fittings of ten thickness classes. The thickness classes were based on allowable internal pressures varying by increments of 50 ft of head. On May 12, 1908, AWWA adopted a "Standard Specification for CastIron Pipe and Special Castings," covering bell-and-spigot pit-cast pipe and fittings of eight classes, A through /^nH, with allowable working pressures varying by increments of 100 ft of head from 100 to 800 ft. Dimensions and weights were given for pipe and fittings. In 1926, ASA Sectional Committee (now American National Standards (Committee) A21 on Cast-Iron Pipe and Fittings was organized under the sponsorship of A.G.A., ASTM, AWWA, and NEWWA and was as signed the following scope: Unification of specifications for castiron pipe, including materials; dimen sions; pressure ratings; methods of manufacture (including such new de velopments as centrifugal casting) insofar as they may be necessary to secure satis factory specifications; elimination of un necessary sizes and varieties; considera tion of the possibility of developing a coordinated scheme of metallic pipe and fittings applicable to all common me diums; and methods of making up joints ""nsofar as they are determining as to the ^dimensional design of cast-iron pipe. The types of cast-iron pipe [are] to include bell-and-spigot pipe, flanged pipe, flanged and bell mouth fittings and wall castings, pipe elbows, tees, wyes, return bends, and other fittings not now included in standard lists; cast-iron pipe threaded for flanges or couplings. The standardization is not to include methods of installing pipe and similar matters, except as to the making up of joints in its relationship to the dimensional stan dardization of pipe and fittings, as noted above. Sectional Committee A21 spon sored many tests of pipe and fittings; these included subjection of pipe to combined earth load and internal pressures (which form the basis of pipe thickness design), corrosion tests, measurement of hydraulic friction loss in fittings, and tests of bursting strengths of pipe and fittings. After exhaustive study of the test results and other research, the committee in 1939 issued A21.1, "American Stan dard Practice Manual for the Comp utation of Strength and Thickness of Cast Iron Pipe." The manual included nomograms and thickness tables for pit-cast pipe with 11/31* iron strength. As stated in the preface to that manual, however, the design method was applicable to pipe of any iron strength. Discussions and interpretations of the method of design of cast-iron pipe * The first figure designates the bursting tensile strength in units of 1 000 psi and the second figure designates the ring modulus of rupture in units of 1 000 psi. m CTD029628 were published in 1939 and presented to AWWA and A.G.A. As a result of these publications and because of the general acceptance of A21.1, a substantial volume of cast-iron pipe was designed by the new method and furnished to manufacturers' standards between 1939 and 1953. A standard (A21.2) for pit-cast pipe with 11/31 iron strength also was issued in 1939. Work on standards for centrifugally cast pipe with 18/40 iron strength was started after the design was completed in 1939, but, owing to the intervention of World War II and other causes, they were not formally issued until 1953. In 1957, a revision of A21.1 was issued. In that revision, designated ASA A21.1-1957 (AWWA Hl-57) the major change was the addition of a method for computing earth loads on pipe laid under embankments and of nomograms and thickness tables for centrifugally cast pipe with 18/40 iron strength. In 1958, Sectional Committee A21 was reorganized. Subcommittees were established to study each group of standards in accordance with the review and revision policy of ASA (now ANSI). The subcommitteee on pipe (Subcommittee No. 1) was or ganized with the following assignment: The scope of the committee actitivy shall include an examination of all pres ent A21 standards for pipe to determine what is needed to bring these up to date. The examination shall include A21.1, A21.2, A21.3, A21.6, A21.7, A21.8, and A21.9, as well as any other matters per taining to pipe standards. As a result of the work of Subcom mittee No. 1 on this assignment, re visions of the cast-iron pipe standards A21.6(AWWA C106), A21.7, A21.8 (AWWA C108) and A21.9 were issued in 1962. A revision of A21.1-1957 (AWWA Hl-57) was issued in 1967 and reaffirmed without revision in 1972. Revisions of the 1962 cast-iron pipe standards were issued in 19 700 The major revisions of A21.6-1971 were: pipe with push-on joints wei ' added; laying conditions C and D were deleted and condition F was added; and, the tables were revised to include the pipe lengths then being produced. In 1974, Subcommittee 1 reviewed the 1970 edition and recommended minor editorial changes. Therefore, this edition is unchanged from the 1970 edition except for minor editorial changes and the updating of this fore word. The tables and strength test re quirements in this standard are for pipe with 18/40 iron strength. Ad vances in production technology have enabled the manufacturers to furnish pipe with greater strength. Pipe with 21/45 iron strength has been furnished for many years. Design details and standard thicknesses fof(fe pipe with 21/45 iron strength are^ shown in A21.1-1957 (AWWA C10167), reaffirmed in 1972. II--Acceptance Tests Acceptance tests were establishei^fc as routine control measures to ensur^^ the design burst and ring strengths. The acceptance tests specified in this standard are the Talbot strip test and the hardness test. In establishing the acceptance values for the Talbot strip test, A21 Committee in the 1940s re viewed detailed data, including burst, ring, and Talbot strip tests on more than 400 pipe centrifugally cast in metal molds. Correlations of the data showed that the Talbot strip modulus of rupture and secant modu lus of elasticity values specified in this standard represent acceptable pipe which meet the design burst and rin^_ strengths. IV CTD029629 The hardness test was specified as a means of assuring the ferritic matrix which is characteristic of the microstructure of pipe cast in metafmolds. The specified acceptance values for the Talbot strip test provide addi tional control of the microstructure to ensure satisfactory machinability. Ill--Options This standard includes certain options which, if desired, must be specified in the invitation for bids and on the purchase order. Also, a num ber of items must be specified to de scribe completely the pipe required. The following summarizes these de tails and available options and lists the sections of the standard where they can be found: 1. Size, joint type, thickness or class, and laying lengths (Tables) 2. Special joints (Sec. 6-1) 3. Certification by manufacturer (Sec. 6-4) 4. Inspection by purchaser (Sec. 6--5) 5. Cement lining (Sec. 6-8.2) Ex perience has indicated that bi tuminous inside coating is not complete protection against loss in pipe capacity caused by tuberculation. Cement linings are recommended for most waters. 6. Special coatings and linings (Sec. 6-8.4) 7. Special marking on pipe (Sec. 6-10) 8. Written transcripts of foundry records (Sec. 6-15) 9 Special tests (Sec 6-16). 0 V CTD029630 Committee Personnel Subcommittee 1, Pipe, which reviewed this standard, had the following per sonnel at that time: Edward C. Sears, Chairman Walter Amory, Vice-Chairman L'ser Members Robert S. Bryant Frank E. Dolson George F. Keenan Leonard Orlando Jr. Iohn E. Perry Producer Members W. D. Goode Carl A. Henrikson Thomas D. Holmes Sidney P. Teague Standards Committee A21, Cast-Iron Pipe and Fittings, which reviewed and approved this standard, had the following personnel at the time of approval: Lloyd W. Weller, Chairman Carl A. Henrikson, Vice-Chairman James B. Ramsey, Secretary Organization Represented American Gas Association American Society of Civil Engineers American Society of Mechanical Engineers American Society for Testing and Materials American Water Works Association Cast Iron Pipe Research Association Individual Producer Manufacturers' Standardization Society o[ the Valve and Fittings Industry New England Water Works Association Naval Facilities Engineering Command Underwriters' Laboratories, Inc. Canadian Standards Association * Liaison representative without vole Name of Representative Leonard Orlando Jr. Kenneth W. Henderson James S. Vanick Albert H. Smith Jr. Arnold M. Tin key Lloyd W. Weller Carl A. Henrikson Edward C. Sears W. Harry Smith Alfred F. Case Abraham Fenster Walter Amory Stanley C. Baker John E. Perry W. F. Semenchuk* CTD029631 ANSI A21.6-1975 (AWWA C106-75) Revision of A21.6-1970 (AWWA C106-70) American National Standard for Cast-Iron Pipe Centrifugally Cast in Metal Molds, for Water or Other Liquids Sec. 6-1--Scope This standard covers 3-in. through 24-in. cast-iron pipe centrifugally cast in metal molds for water or other liquids. Characteristics of such pipe with push-on joints, mechanical joints and bell-and-spigot joints are given in the tables. This standard may be used for pipe with such other types of - joints as may be agreed upon at the time of purchase. The thicknesses, weights, and strength test require ments shown in this standard are for pipe with 18/40 iron strength (18 000 Opsi minimum bursting tensile and 40 000 psi minimum ring modulus of rupture). 6-2.4. Cast iron. The unqualified term cast iron shall apply to gray cast iron which is a cast ferrous material in which a major part of the carbon con tent occurs as free carbon in the form of flakes interspersed through the metal. 6-2.5. Push-on joint. The single rubber-gasket joint as described in ANSI A21.ll (AWWA Cl 11) of latest revision. 6-2.6. Mechanical joint. The gas keted and bolted joint as detailed in ANSI A21.ll (AWWA Clll) of latest revision. 6-2.7. Bell-and-spigot joint. The poured or caulked joint as detailed in Table 6.6. Sec. 6-2--Definition* Sec. 6-3--General Requirement* Under this standard, the following definitions shall apply: 6-2.1. Purchaser. The party enter ing into a contract or agreement to purchase pipe according to this standard. 6-2.2 Manufacturer. The party that produces the pipe. 6-2.3. Inspector. The representa tive of the purchaser, authorized to inspect in behalf of the purchaser to determine whether or not the pipe meet this standard. 6-3.1. Pipe with push-on joints, mechanical joints, and bell-and-spigot joints shall conform to the applicable dimensions and weights shown in the tables in this standard and to the ap plicable requirements of ANSI A21.ll (AWWA Clll) of latest revision. Pipe with other types of joints shall comply with the joint dimensions and weights agreed upon at the time of purchase, but in all other respects shall fulfill the requirements of this standard. CTD029632 > AMERICAN NATIONAL STANDARD 6-3.2. The nominal laying length of the pipe shall be as shown in the tables. A maximum of 10 per cent of the total number of pipe of each size specified in an order may be furnished by as much as 24 in. shorter than the nominal laying length, and an addi tional 10 per cent may be furnished by as much as 3 in. shorter than nominal laying length. Sc. 6-4--Inspection and Certifica tion by Manufacturer 6-4.1. The manufacturer shall es tablish the necessary quality control and inspection practice to assure com pliance with this standard. 6-4.2. The manufacturer shall, if required on the purchase order, furnish a sworn statement that the inspection and all of the specified tests have been made and the results thereof comply with the requirements of this stan dard. 6--4.3. All pipe shall be clean and sound without defects which will im pair their service. Repairing of de fects by welding or other method shall not be allowed if such repairs will ad versely affect the serviceability of the pipe or its capability to meet strength requirements of this standard. Sac. 6-5--Impaction by Purchaser manufacturer shall provide the in spector with assistance as necessary for the handling of pipe. Sec. 6-6--Delivery and Acceptance All pipe and accessories shall com ply with this standard. Pipe and ac cessories not complying with this standard shall be replaced by the man ufacturer at the agreed point of de livery. The manufacturer shall not be liable for shortages or damaged pipe after acceptance at the agreed point of delivery except as recorded on the delivery receipt or similar document by the carrier's agent. S*c. 6-7--Tolerances or Permitted Variations 6-7.1. Dimensions. The spigot end, bell, and socket of the pipe and the ac cessories shall be gaged with suitable gages at sufficiently frequent intervals to ensure that the dimensions comply with the requirements of this stan dard. The smallest inside diameter of the sockets and the outside of the spigot ends shall be tested with cir cular gages. Other socket dimensions shall be gaged as appropriate. 6-7.2. Thickness. Minus thickness tolerances of pipe and bell shall not exceed those shown below: 6-5.1. If the purchaser desires to inspect pipe at the manufacturer's plant, the purchaser shall so specify on the purchase order, stating the condi tions (such as time, and the extent of inspection) under which the inspection shall be made. 6-5.2. The inspector shall have free access to those parts of the manu facturer's plant that are necessary to assure compliance with this standard. The manufacturer shall make avail able for the inspector's use such gages as are necessary for inspection. The Pipe Size m. 3-8 10-12 14-24 Minus Tolerance in. o.os 0.06 0.08 Note: An additional tolerance of 0.02 in. shall be permitted over areas not exceeding 8 in. in any direction. 6-7.3. Weight. The weight of any single pipe shall not be less than the tabulated weight by more than 5 per cent for pipe 12 in. or smaller in diam- ^ eter, nor by more than 4 per cent for pipe larger than 12 in. in diameter. CTD029633 PIPE CENTRIFUGALLY CAST IN METAL MOLDS 3 Sec. 6-8--Coatings and Linings 6-8.1. Outside coating. The outside coating for use under normal condi tions shall be a bituminous coating approximately 1 mil thick. The coat ing shall be applied to the outside of all pipe, unless otherwise specified. The finished coating shall be continu ous, smooth, neither brittle when cold nor sticky when exposed to the sun and shall be strongly adherent to the pipe. 6-8.2. Cement-mortar linings. Ce ment linings shall be in accordance with ANSI A21.4 (AWWA C104) of latest revision. If desired, cement lin ings shall be specified in the invitation for bids and on the purchase order. 6-8.3. Inside coating. Unless other wise specified, the inside coating for pipe not cement lined shall be a bitu minous material as thick as practi cable (at least 1 mil) and conforming to all appropriate requirements for seal coat in ANSI A21.4 of latest revision. 6-8.4. Special coatings and linings. For special conditions, other types of coatings and linings may be available. Such special coatings and linings shall be specified in the invitation for bids and on the purchase order. Sc. 6-9--Hydrostatic Tost Each pipe shall be subjected to a hydrostatic test of not less than 500 psi. This test may be made either be fore or after the outside coating and the inside coating have been applied, but shall be made before the applica tion of cement lining or of a special lining. The pipe shall be under the full test pressure for at least 10 s. Suitable controls and recording devices shall be provided so that the test pressure and duration may be adequately ascer tained. Any pipe that leaks or does not withstand the test pressure shall be rejected. In addition to the hydrostatic test before application of a cement lining or special lining, the pipe may be re tested, at the manufacturer's option, after application of such lining. Sac. 6-10--Marking Pipe The weight, class or nominal thick ness, and sampling period shall be shown on each pipe. The manufac turer's mark and the year in which the pipe was produced shall be cast or stamped on the pipe. When specified on the purchase order, initials not ex ceeding four in number shall be cast or stamped on the pipe. All required markings shall be clear and legible and all cast marks shall be on or near the bell. All letters and numerals on pipe sizes 8 in. and larger shall be not less than i in. in height. Sec. 6-11--Weighing Pipe Each pipe shall be weighed before the application of any lining or coat ing other than the bituminous coating and the weight shall be shown on the outside or inside of the bell or spigot end. Sec. 6-12--Acceptance Tests The standard acceptance tests for the physical characteristics of the pipe shall be as follows: 6-12.1. Talbot strip tests. Talbot strip tests shall be used to determine the acceptability of 3-24 in. pipe for modulus of rupture and secant modu lus of elasticity. 6-12.1.1. Sampling. At least one sample shall be taken during each period 'of approximately 3 hr. The sample for the first period shall be taken during the first hour, or if cast ing is direct from the melting unit from the first ladle. Samples shall be CTDO29634 4 AMERICAN NATIONAL STANUAKI' taken so that each size of pipe continously cast for 2 hr or longer and each source of iron continuously used for 2 hr or longer shall be fairly repre sented. 6-12.1.2. Acceptance values. The modulus of rupture as determined by the Talbot strip test shall be 40 000 psi minimum. The secant modulus of elasticity value shall not exceed 300 times the actual value of the modulus of rupture. (For example: when the modulus of rupture is 40 000 psi, the secant modu lus of elasticity shall not exceed 12 000 000 psi.) 6-12.1.3. Test method. Talbot strips (Fig. 6.1) shall be machined Pipe . X .V L 0 50-m, Oepth ^ Fig. 6.1. Position From Which Talbot Strip Is Cut longitudinally from each pipe speci men selected for testing by this method. The Talbot strips may be cut from a part of the ring little stressed in the ring test--that is, near one of the elements marked a in the illustration of the ring test (Fig. 6.3). The strips in any case shall be in cross section as indicated in Fig. 6.1--that is, shall have for their width the thick ness of the pipe and for their depth 0.50 in. Their length shall be at least 10^ in. The strips shall be tested as beams on supports 10 in. apart with loads applied perpendicularly to the machined faces at two points 3| in. from the supports. The breaking load and the deflection shall be observed and recorded. The strip shall be accurately cali pered at the point of rupture and the modulus of rupture, R, shall be calcu lated by the usual beam formula. which for this case reduces to the expression loir R= td2 ) The secant modulus of elasticity, E,, in pounds per square inch, shall be computed by the formula _ 21.32? E. = ~di--y In the above formulas, R is the modu lus of rupture (psi); E,, the secant modulus of elasticity (psi); W, the breaking load (lb); d, the depth (in.) of the strip (intended to be 0.50 in.); t, the width (in.) of the strip (pipe thickness); and y, the deflection (in.) of the strip at the center at breaking load. Deflection measurements shall be that of the specimen and shall not in clude any compression of the supports or loading blocks, or backlash or dis- A tortion of the testing machine. TM 6-12.2. Hardness tests. Hardness tests shall be made on the outside sur face of pipe. A sufficient number of pipe shall be tested to assure that the hardness does not exceed Rockwell ^ B-95, or its equivalent. Pipe may be TM heat-treated to meet this requirement. For the purpose of foundry records, hardness tests shall be made on a specimen from each Talbot strip se lected for testing in Sec. 6-12.11. Rockwell B hardness determinations shall be made in accordance with ASTM E18-67 on the following sur faces at their approximate centers: (a) the outside pipe surface, (b) the inside pipe surface, and (c) either of the two cut surfaces. These three determina tions shall be made at three locations (1-2-3) along the length of the speci men, as shown in Fig. 6.2. The three determinations for each surface shall A be averaged and no average value V shall exceed Rockwell B-95. No single CTD029635 PU-E LE.NTKIFL'GALLY CAST IN METAI. MuLUs Test Surfaces Test / / .z Local ons Fig. 6.2. Location of Rockwell Hardness Tests on Talbot Strip Specimen each strip and ring and the modulus of elasticity and hardness of each strip. 6-13.2. Ring test method. The maximum length of any ring shall not exceed 12 in.; for pipe 14 in. and larger, the minimum length shall be 10j in.; for pipe 12 in. and smaller, the minimum length shall be one half the nominal diameter of the pipe. Each ring shall be tested by the threeedge bearing method as indicated in Fig. 6.3. The lower bearing for the determination on the Talbot strip shall exceed B-98. Sec. 6-13--Ring Tests and FullLength Bursting Tests 6-13.1. The manufacturer shall make bursting tests and ring tests in conjunction with strip tests so that he can certify the design values of the modulus of rupture (40 000 psi) and the bursting tensile strength of the iron in the pipe (18 000 psi). These tests shall be made in accordance with dimensions and methods given in Sec. 6-13.2 and Sec. 6-13.3. At least one pipe sample for the ring and burst ing tests shall be selected from each of the following size groups from each calendar month's cast: Group 1 2 3 4 Size . ,6, 8 10 12 14, 16, 18 20, 24 When no pipe in a size group are manufactured during the calendar month, no tests on these sizes are required. Ring tests and bursting tests are not required on 3- and 4-in. pipe. At least three Talbot strips shall be tested from each pipe selected for bursting. Tests and records shall include the modulus of rupture of Fig. 6.3. Assembly for Bing Test ring shall consist of two strips with vertical sides having their interior top edges rounded to a radius of approxi mately ^ in. The strips shall be of hard wood or metal. If of metal, a piece of fabric or leather approximately in. thick shall be laid over them. They shall be straight and shall be securely fastened to a rigid block, with their interior vertical faces the following distances apart: Pipe Size in. 6-12 14-2-4 Bearing Strip Spacing in * 1 The upper bearing shall be a hard wood block, straight and true from end to end. The upper and lower bearings shall extend the full length of the ring. The ring shall be placed symmetrically between the two bearings, and the center of application of the load shall CTD029636 6 AMERICAN NATIONAL STANDARD be so placed that the vertical deforma tion at the two ends of the ring; shall be approximately equal. If the ring is not uniform in thickness, it shall be so placed that the thick and thin por tions are near the ends of the hori zontal diameter. For purposes of Sec. 6-15, a record of the breaking load of each ring tested shall be made. The modulus of rup ture is computed from the formula W{d -1- n R = 0.954 bP in which R is the modulus of rupture (psi); W, the breaking load (lb); d, the average inside diameter (in.) of the ring; t, the average thickness (in.) of metal along the line of frac ture; and b, the length (in.) of the ring. 6-13.3. Burst test method. The bursting tensile strength shall be de termined by testing full-length pipe (less the amount cut off for ring and strip test specimens) to destruction by hydraulic pressure. Bells may be removed to facilitate testing. A suitable means for holding the end thrust shall be used which will not subject the pipe to endwise tension or compression, or other parasitic stresses. A calibrated pressure gage shall be used for determining the bursting pressure. The gage shall be connected to the interior of the test pipe by a separate connection from that which supplies water for the test. The unit tensile strength in bursting shall be obtained by the use of the formula in which S is the bursting tensile strength (psi) of the iron; P, the in ternal pressure (psi) at bursting; d, the average inside diameter (in.) of the pipe; and t, the minimum average thickness (in.) of the pipe along the principal line of break. I Measurements of thickness shall be taken along the principal line of break at 1-ft intervals. The minimum average thickness along the principal line of break shall be obtained by averaging the measure ments at the thinnest section at a weight of two and at the adjacent sec tions on each side at a weight of one each; or, if the thinnest section is at the end of the break, by averaging the thinnest-section measurement at a weight of two and the measurements of the adjacent section and the next section at a weight of one each. S*c. 6-14--Chemical Analyses Analyses of the iron shall be made at sufficiently frequent intervals to determine compliance lowing limits; Substance with the fol Maximum Limit per cent Phosphorus Sulfur 0.90 0.12 Control of the other chemical con stituents shall be maintained to meet the physical property requirements of this standard. Samples for chemical analyses shall be representative and shall be obtained from either accept ance test specimens or specimens cast for this purpose. Sec. 6-15--Foundry Records The results of the following tests shall be recorded and retained for one year and shall be available to the pur chaser at the foundry. Written trans scripts of the results of these tests shall be furnished when specified on the pur chase order: 6-15.1. 6-15.2. Talbot strip tests (see Sec. 6-12.1) Hardness tests (see Sec. 6-12.2) CTDO29637 PIPE CENTRIFUGAL!.Y CAST IN METAL MOLDS 6-15.3. 6-15.4. Ring tests and full-length bursting tests (see Sec. 6-13) Chemical analyses (see Sec. 6-14). mens shall meet the prescribed tests to qualify the pipe produced in that sampling period. Sec. 6-18--Refection of Pipe Sec. 6-16--Additional Tests Re quired by Purchaser When tests other than those pro vided in this standard are required by the purchaser, such tests shall be speci fied in the invitation for bids and on the purchase order. When any routine chemical analysis fails to meet the requirements of Sec. 6-14 or when any physical acceptance test fails to meet the requirements of Sec. 6-12.1, 6-12.2, or 6-17, the pipe cast in the same sampling period shall be rejected except as subject to the provision of Sec. 6-19. Sec. 6-17--Defective Specimens and Retests When any physical test specimen shows defective machining or lack of continuity of metal, it shall be dis carded and replaced by another speci men. When any sound test specimen fails to meet the specified require ments, the pipe from which it was taken shall be rejected and a retest may be made on two additional sound specimens from pipe cast in the same sampling period as the specimen which failed. Both of the additional speci Sec. 6-19--Determining Relection The manufacturer may determine the amount of rejection by making similar additional tests of pipe of the same size as that rejected until the rejected lot is bracketed in order of manufacture by an acceptable test at each end of the interval in question. When pipe of one size is rejected from a sampling period, the acceptability of pipe of different sizes from that same period may be established by making the routine acceptance tests for these sizes. CTD029638 8 AMERICAN NATIONAL STANDARD TABLE 6.1 Selection Table for Push-On Joint Cast-Iron Pipe\ These thicknesses and weights are for pipe laid without blocks, on flat-bottom trench, with tamped backfill (lay ing condition B). under S ft of cover. For other conditions see tables 6.3 and 6.4 hereof and A-VSI A21.1 (AWWA CiOl). Size Thicknsss OD Weight Baaed on 18-ft Laying Length Weight Based on 20-ft Laying Length Per Lengtht Avg. per Footi Per Lengtht Avg. per Foot! in. lb Working Pressure 50 psi--115 ft Head 3** * 4 6 8 10 12 14 16 18 20 24 0.32 0.35 0.38 0.41 0.44 0.48 0.48 0.54 0.54 0.57 0.63 3.96 4.80 6.90 9.05 11.10 13.20 15.30 17.40 19.50 21.60 25.80 215 290 460 665 880 1,140 1,335 1,700 1,920 2,250 2,975 12.0 16.1 25.6 36.9 49.0 63.4 74.1 94.5 106.7 124.9 165.3 240 320 510 735 975 1,260 1.470 1,880 2,120 2,485 3.285 11.9 16.0 25.6 36.8 48.7 63.1 7J.6 94.0 106.1 124.2 164.4 Working Pressure 100 psi-- 231 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.1 320 16.0 6 0.38 6.90 460 25.6 510 25.6 8 0.41 9.05 665 36.9 735 36.8 10 0.44 11.10 880 49.0 975 48.7 12 0.48 13.20 1,140 63.4 1,260 63.1 14 0.51 15.30 1.410 78.2 1,555 77.8 16 0.54 17.40 1,700 94.5 1,880 94.0 18 0.58 19.50 2,050 113.9 2.265 113.3 20 0.62 21.60 2.430 134.9 2.68S 134.2 24 0.68 25.80 3,190 177.3 3,525 176.4 Working Pressure 150 psi--346 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.1 320 16.0 6 0.38 6.90 460 25.6 510 25.6 8 0.41 9.05 665 36.9 735 36.8 10 0.44 11.10 880 49.0 975 48.7 12 0.48 13.20 1,140 63.4 1,260 63.1 14 0.51 15.30 1,410 78.2 1,555 77.8 16 0.54 17.40 1,700 94.5 1,880 94.0 18 0.S8 19.50 2,050 113.9 2,265 113.3 20 0.62 21.60 2.430 134.9 2.685 134.2 24 0.73 25.80 3,410 189.4 3,765 188.4 Working Pressure 200 psi--462 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.1 320 16.0 6 0.38 6.90 460 25.6 510 25.6 8 0.41 9.05 665 36.9 735 36.8 10 0.44 11.10 880 49.0 975 48.7 12 0.48 13.20 1,140 63.4 1,260 63.1 14 0.55 15.30 1,510 83.8 1.670 83.4 16 0.58 17.40 1.815 100.9 2.010 100.4 18 0.63 19.50 2.210 122.8 2.445 122.2 20 0.67 21.60 2,610 144.9 2.885 144.2 24 0.79 25.80 3,665 203.6 4.055 202.6 * Pipe of 3-ln. size also available in 12-ft laying length. Weight per lengtht U 150 lb; average weight per foot! is 12.5 lb for all working pressures and beads. t Including bell Calculated weight of pipe rounded off to nearest 5 lb. 2 Including bell. Average weight per foot baaed on calculated weight of pipe before rounding. Weights shown for push-on ;oint pipe are also applicable to bell-aad^pigot Joint pipe. CTD029639 KIF CENTRLt'ULiALLY CAST IN METAL MOLDs 9 TABLE 6.1--(contd.) Selection Table for Push-On Joint Cast-Iron Pipe\ These thicknesses and weights are for pipe laid without blocks, on flat-bottom trench, with tamped backfill (Laying Condition B), under 5 ft of cover. For other conditions see Tables 6.3 and 6.4 hereof and ANSI A21.1 (AWWA C101). Weight Based on 18-ft Laying Length Weight Based on 20-ft Laying Length JSize Thickness OD Per Lengtht Avg. per Foott Per Lengtht Avg. per Foot$ fa. lb Working Pressure 250 pal----57 7 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.1 320 16.0 6 0.38 6.90 460 25.6 510 25.6 6 0.41 9.05 665 36.9 T35 36.8 10 0.44 11.10 880 49.0 975 48.7 12 0.52 13.20 1.230 68.3 1.360 67.9 t4 0.59 15.30 1,610 89.S 1.780 89.0 16 0.63 17.40 1,960 109.0 2.170 108.4 18 0.68 19.50 2,370 131.8 2.620 131.1 20 0.72 21.60 2.765 154.8 3.080 154.0 24 0.79 25.80 3,665 203.6 4.055 202.6 Working Pressure 300 psl--693 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.1 320 16.0 6 0.38 6.90 460 25.6 510 25.6 8 0.41 9.05 665 36.9 735 36.8 10 0.48 11.10 955 53.0 LOSS 52.7 12 0.52 13.20 1.230 68.3 1.360 67.9 14 0.59 15.30 1,610 89.5 1,780 89.0 16 0.68 17.40 2,100 116.8 2.325 116.2 18 0.73 19.50 2.530 140.6 2.800 140.0 20 0.78 21.60 3.000 166.6 3.315 165.8 24 0.85 25.80 3,920 217.8 4.335 216.8 Working Pressure 350 psl--808 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.1 320 16.0 6 0.38 6.90 460 25.6 510 25.6 8 0.41 9.05 665 36.9 735 36.8 10 0.52 11.10 1.025 56.9 1,130 56.6 12 0.56 13.20 1,315 73.1 1,455 72.7 14 0.64 15.30 1.735 96.3 1.920 95.9 16 0.68 17.40 2.100 116.8 2.325 116.2 18 0.79 19.50 2,720 151.2 3,010 150.6 20 0.84 21.60 3.210 178.4 3,550 177.6 24 0.92 25.80 4,220 234.4 4.665 233.4 * Pipe of 3-ln. size also available in 12-ft laying length. Weight per lengtht U 150 lb; average weight per footf Is 12.5 lb for ail working pressures and heads. t Including bell. Calculated weight of pipe rounded off to nearest 5 lb. t Including bell. Average weight per foot based on calculated wiegbt of pipe before rounding, i Weights shown for push-on joint pipe are also applicable to bell-and-spigot joint pipe. CTD029640 10 AMERICAN NATIONAL STANDARD TABLE 6.2 Selection Table for Mechanical-Joint Cast-Iron Pipe These thicknesses and weights are for pipe laid without blocks, on flat-bottom trench, with tamped backfill (Laying Condition B). under S ft of cover. For other conditions see Tables 6.3 and 6.5 hereof and ANSI A21.1 (AWWA ClOt). Size Thickness OD Weight Based on 18-ft Laying Length Weight Based on 20-ft Laying Length Per Lengthf Avg. per Foot! Per Lengthf Avg. per Foot! in. if- Working Pressure SO p?i--US ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.2 320 16.1 6 0.38 6.90 460 25.5 510 2S.4 8 0.41 9.05 655 36.4 725 36.2 to 0.44 11.10 870 48.2 960 48.0 12 0.48 13.20 1,125 62.6 1,245 62.3 (4 0.48 15.30 1.335 74.0 1,470 73.6 16 0.54 17.40 1,700 94.5 1,880 94.0 18 0.S4 19.50 1.920 106.7 2,120 106.0 20 0.57 21.60 2.250 124.9 2,485 124.2 24 0.63 25.80 2.975 165.2 3,285 164.2 Working Pressure 100 psJ--2J1 ft Head 3* 0.32 3.96 215 12.0 240 11,9 4 0.35 4.80 290 16.2 320 16.1 6 0.38 6.90 460 25.5 510 25.4 8 0.41 9.05 655 36.4 725 36.2 10 0.44 11.10 870 48.2 960 48.0 12 0.48 13.20 1,125 62.6 1.245 62.3 14 0.51 15.30 1,410 78.2 1,555 77.8 16 0.54 17.40 1.700 94.5 1,880 94.0 18 0.58 19.50 2.050 113.9 2,265 113.2 20 0.62 21.60 2.430 134.9 2,685 134.2 24 0.68 25.80 3,190 177.2 3,525 176.2 Working Pressure ISO psi--346 ft Head 0 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.2 320 16.1 6 0.38 6.90 460 25.5 510 25.4 8 0.41 9.05 655 36.4 725 36.2 10 0.44 11.10 870 48.2 960 48.0 12 0.48 13.20 1,125 62.6 1,245 62.3 14 0.51 15.30 1,410 78.2 1,355 77.8 16 0.54 17.40 1,700 94.5 1,880 94.0 1ft 0.58 19.50 2,050 113.9 2,265 113.2 20 0.62 21.60 2.430 134.9 2,685 134.2 24 0.73 25.80 3.405 189.2 3,765 188.2 Working Pressure 200 psi--462 ft Head J* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.2 320 16.1 6 0.38 6.9Q 460 25.5 510 25.4 8 0.41 9.05 655 36.4 725 36.2 10 0.44 11.10 870 48.2 960 48.0 12 0.48 13.20 1,125 62.6 1,245 62.3 14 0.55 15.30 1,510 83.8 1,670 83.4 16 0.58 17.40 1,815 100.9 2,005 100.3 18 0.63 19.50 2,210 122.8 2,445 122.2 20 0.67 21.60 2.610 144.9 2,885 144.2 24 0.79 25.80 3.665 203.5 4.050 202.6 Pipe of 3-in. sise also available in 12-ft laying length. Weight per lengthf la ISO lb; average weight per foot! la 12.3 lb for ail working pressures and heads. t Including bell Calculated weight of pipe rounded off to nearest S lb. I Including bell. Average weight per foot based on calculated weight of pipe before rounding. CTD029641 PIPE CENTKIEUGALLY CAST IN METAL MOLDS 11 TABLE 6.2--(contd.) Selection Table for Mechanical-Joint Cast-Iron Pipe IThue thicknesses and weights ere for pipe laid without blocks, on flat-bottom trench, with tamped backfill (Laying Condition B), under 5 ft of cover. For other conditions see Tables 6.3 and 6.5 hereof and ANSI A21.1 (AWWA C101). Size Thickness OD Weight Based on 18-ft Laying Length Weight Based on 20-ft Laying Length Per Lengthf Avg. per Footf Per Lengthf Avg. per Foot! in. lb Working Pressure 250 psi---577 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.2 320 16.1 6 0.36 6.90 460 25.5 510 25.4 8 0.41 9.05 655 36.4 725 36.2 10 0.44 11.10 870 48.2 960 48.0 12 0.52 13.20 1,215 67.4 1,340 67.1 14 0.59 15.30 1,6(0 89.4 1,780 89.0 16 0.63 17.40 1,960 108.9 2,165 108.3 18 0.68 19.50 2,370 131.7 2,620 131.0 20 0.72 21.60 2,785 154.8 3,080 154.1 24 0.79 25.80 3,665 203.5 4,050 202.6 Working Pressure 300 psi--693 ft Head 3* 0.32 3.96 215 12.0 240 11.9 4 0.35 4.80 290 16.2 320 16.1 6 0.38 6.90 460 25.5 510 25.4 8 0.41 9.05 655 36.4 725 36.2 10 0.48 11.10 940 52.2 1,040 52.0 12 0.52 13.20 1,215 67.4 1,340 67.1 14 0.59 15.30 1.610 89.4 1,780 89.0 16 0.68 17.40 2,100 116.7 2,325 116.2 18 0.73 19.50 2,530 140.6 2.800 140.0 20 0.78 21.60 3,000 166.6 3,320 165.9 24 0.85 25.80 3,920 217.7 4,335 216.8 0 3* 4 6 8 to (2 14 16 18 20 24 0.32 0.35 0.38 0.41 0.52 0.56 0.64 0.48 0.79 0.84 0.92 Working Pressure 350 psi--608 ft Head 3.96 4.80 6.90 9.05 11.10 13.20 15.30 17.40 19.50 21.60 25.80 215 290 460 655 1,010 1,300 1,735 2,100 2,720 3,210 4,215 12.0 16.2 25.5 36.4 56.1 72.2 96.3 116.7 151.2 178.3 234.2 240 320 510 725 1,120 1,440 1,920 2,325 3,010 3,550 4.665 11.9 16.1 25.4 36.2 55.9 71.9 95.9 116.2 150.6 177.6 233.2 Pipe of 3-In. sbe also available In 12-ft laying length. Weight per lengthf Is ISO lb; average weight per foot! b 12.3 lb for all working pressures and heads. t Including beUL Calculated weight of pipe rounded off to nearest 5 lb. t Including beD. Average weight per foot based on calculated weight of pipe before rounding. CTD029642 12 AMEK1CAN NATIONAL MANDAKI' TABLE 6.3 Standard Thickness* Selection Table for Cast-Iron Pipe Laying Condition A--flat-bottom trench, without blocks, untamped backfill Laying Condition B--flat-bottom trench, without blocks, tamped backfill Laying Condition F--pipe laid on gravel or sand bedding, backfill tamped 3^-ft Cover 5-ft Cover 8-ft Cover Size IX. Working Pressure psi Laying Condition ABF Laying Condition ABF Laying Condition ABF T hi ckness *--in. 3 SO 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 100 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 150 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 200 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 250 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 300 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 350 0.32 0.32 0.32 0.32 0.32 0.32 0.22 0.32 0.32 4 50 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 100 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.3S 0.35 150 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 200 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 250 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 300 0.3S 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 350 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 6 50 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 100 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 150 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 200 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 250 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 300 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 350 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 8 50 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 100 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 150 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 200 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 250 0.41 0.41 0.41 0.41 0.41 0.41 0.44 0.41 0.41 300 0.41 0.41 0.41 0.41 0.41 0.41 0.44 0.44 0.41 350 0.41 0.41 0.41 0.52 0.41 0.41 0.4b 0.44 0.44 to 50 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 100 0.44 0.44 0.44 0.44 0.44 0.44 0.48 0.44 0.44 150 0.44 0.44 0.44 0.44 0.44 0.44 0.48 0.44 0.44 200 0.44 0.44 0.44 0.44 0.44 0.44 0.48 0.48 0.44 250 0.44 0.44 0.44 0.48 0.44 0.44 0.52 0.48 0.48 300 0.48 0.44 0.44 0.48 0.48 0.48 0.52 0.52 0.48 350 0.48 0.48 0.48 0.52 0.52 0.48 u.56 0.52 0.52 12 50 0.48 0.48 0.48 0.48 0.48 0.48 0.52 0.48 0.48 100 0.48 0.48 0.48 0.48 0.48 0.48 0.52 0.48 0.48 150 0.48 0.48 0.48 0.48 0.48 0.48 0.52 0.52 0.48 200 0.48 0.48 0.48 0.48 0.48 0.48 0.56 0.52 0.48 250 0.52 0.48 0.48 0.52 0.52 0.48 0.56 0.56 0.52 300 0.52 0.52 0.52 0.56 0.52 0.52 0.60 0.56 0.56 350 0.56 0.56 0.52 0.56 0.56 0.56 0.60 0.60 0.60 14 50 0.51 0.48 0.48 0.51 0.48 0.48 0.59 0.55 0.51 100 0.51 0.48 0.48 0.55 0.51 0.48 0.59 0.55 0.51 150 0.55 0.51 0.48 0.55 0.51 0.48 0.64 0.59 0.55 200 0.55 0.51 0.51 0.55 0.55 0.51 0.64 0.59 0.59 250 0.59 0.55 0.55 0.59 0.59 0.55 0.64 0.64 0.59 300 0.59 0.59 0.59 0.64 0.59 0.59 0.69 0.64 0.64 350 0.64 0.64 0.64 0.64 0.64 0.64 0.75 0.69 0.64 * Thicknesses Include allowances (or foundry practice, corrosion, and either water hammer or truck los,d. CTD029643 Pirt t'ENTKl KUOALLY CAS1 IN METAL MOLD: 13 TABLE 6.3-- (contd.) Standard Thickness* Selection Table for Cast-Iron Pipt Laying Condition A--flat-bottom trench, without blocks, untamped backfill Laying Condition B--flat-bottom trench, without blocks, tamped backfill Laying Condition F--pipe laid on gravel or sand bedding, backfill tamped 3J-ft Cover 5-ft Cover S-ft Cover Working Pi* Laying Condition ABF Laying Condition ABF Laying Condition ABF Thickness*--in. 16 SO 0.54 0.50 0.50 0.58 0.54 0.50 0.63 0.58 0.54 100 0.54 0.54 0.50 0.58 0.54 O.SO 0.63 0.58 0.54 150 200 250 300 0.58 0.58 0.63 0.63 0.54 0.S8 0.56 0.6J O.SO 0.S4 0.58 0.63 0.58 0.63 0.63 0.68 0.54 0.58 0.63 0.68 0.54 0.58 0.58 0.63 0.68 0.68 0.73 0.73 0.63 0.63 0.68 0.73 0.58 0.63 0.63 0.68 350 0.68 0.68 0.68 0.73 0.68 0.68 0.79 0.73 0.73 18 50 0.58 0.54 0.54 0.58 0.54 0.54 0.68 0.63 0.58 100 150 0.58 0.63 0.54 0.58 0.54 0.54 0.63 0.63 0.58 0.58 0.54 0.58 0.68 0.73 0.63 0.68 0.58 0.63 200 0.63 0.58 0.58 0.68 0.63 0.58 0.73 0.68 0.63 250 0.68 0.63 0.63 0.68 0.68 0.63 0.79 0.73 0.68 300 0.68 0.68 0.68 0.73 0.73 0.68 0.79 0.79 0.73 350 0.79 0.73 0.73 0.79 0.79 0.73 0.85 0.85 0.79 20 50 e.62 0.57 0.57 6.67 0.57 0.57 0.72 0.67 0.62 100 0.62 0.57 0.S7 0.67 0.62 0.57 0.72 0.67 0.62 150 0.67 0.62 0.57 0.67 0.62 0.62 0.78 0.72 0.67 200 0.67 0.62 0.62 0.72 0.67 0.62 0.78 0.72 0.67 250 300 350 0.72 0.78 0.84 0.67 0.72 0.78 0.67 0.72 0.78 0.78 0.78 0.84 0.72 0.78 0.84 0.67 0.72 0.78 0.84 0.84 0.91 0.78 0.84 0.84 0.72 0.78 0.84 24 50 100 0.68 0.73 0.63 0.63 0.63 0.63 0.73 0.73 0.63 0.68 0.63 0.63 0.79 0.85 0.73 0.73 0.68 0.68 ISO 200 0.73 0.68 0.63 0.79 0.73 0.68 0.85 0.79 0.73 0.79 0.73 0.68 0.79 0.79 0.73 0.92 0.85 0.79 250 300 0.79 0.79 0.73 0.85 0.79 0.79 0.92 0.85 0.85 0.85 0.85 0.85 0.92 0.85 0.85 0.99 0.92 0.92 350 0.92 0.92 0.92 0.99 0.92 0.92 1.07 0.99 0.92 Thicknesses Indude allowances (or foundry practice, corrosion, and either water hammer or truck load. CTD029644 14 AMERICAN NATIONAL STANDARD TABLE 6.4 Standard Dimensions and Weights of Push-On Joint Cast-Iron Pipej| Thick Size . Thick ness Class ness ODt Weight of Barrel per Foot Weight of Bell Weight Based on 18-ft Laying Length Weight Based on 2(Mt Laying Length Per Avg. per Per Avg. per Length} Foot! Length} Foot! in. lb 3* 22 23 24 032 3.96 11.4 0 35 3.96 12.4 0.38 3 96 13.3 ii n ii 215 12.0 235 13.0 250 13.9 240 11.9 260 12.9 275 13.8 1 22 0.35 4.80 15.3 14 23 0.38 4.80 16.5 14 24 0.41 4.80 17.6 14 25 0.44 4.80 18.8 14 290 16.1 310 17.3 330 18.4 350 19.5 320 16.0 345 17.2 365 18.3 390 19.5 6 22 0.38 6.90 24.3 25 23 0.41 6.90 26.1 25 24 0.44 6.90 27.9 25 25 0.48 6.90 30.2 25 26 0.52 6.90 32.5 25 460 25.6 495 27.5 525 29.3 570 31.7 610 33.9 510 25.6 545 27.4 585 29.2 630 31.4 675 33.8 8 22 0.41 9.05 34.7 41 23 0.44 9.05 37.1 41 24 0.48 9.05 40.3 41 25 0.52 9.05 43.5 41 26 0.56 9.05 46.6 41 27 0.60 9.05 49.7 41 665 36.9 735 36.8 710 39.4 765 42.6 825 45.8 785 845 39.2 42.4 /Tsx 910 45.6 '.1 880 48.9 975 48.6 935 52.0 1,035 51.8 10 22 0.44 11.10 46.0 54 880 49.0 975 48.7 23 0.48 11.10 50.0 54 955 53.0 1,055 52.7 24 25 0.52 11.10 53.9 0.56 11.10 57.9 54 54 1,025 1,095 56.9 60.9 1,130 1,210 56.6 60.6 02 26 0.60 11.10 61.8 54 1,165 64.8 1,290 64.5 27 0.65 11.10 66.6 54 1,255 69.6 1,385 69.3 12 22 23 24 25 ' 26 27 28 0.48 0.52 0.56 0.60 0.65 0.70 0.76 13.20 13.20 13.20 13.20 13.20 13.20 13.20 59.8 64.6 69.4 74.1 80.0 85.8 92.7 66 1,140 63.4 1,260 63.1 66 1,230 68.3 1,360 67.9 66 1,315 73.1 1,455 72.7 66 1,400 77.8 1,550 77.4 66 1,505 83.7 1,665 83.3 66 1,610 89.5 1,780 89.1 66 1,735 96.4 1,920 96.0 * Pipe of 3-Lxr. size also available in 12-ft laying length. Weight (lb) per length} for thickness dan 22 Is 150, for 23, 1A0; for 24, 170. Average weight (lb) per foot! for thickness clan 22 is 12.5; for 23, 13.5; for 24, 14.3. 1 Including bell Calculated weight of pipe rounded off to neareet 5 lb. Including belL Average weight per foot based on calculated weight of pipe before rounding. Tolerances of OD of spigot end: 3-12 in.. akO.06 in.,; 14-24 in., +0.05 m.. --0.08 In. | Weights shown for push-on joint pipe are also applicable to bell-and-tpigot joint pipe. 3 CTD029645 PIPE CEN'TRI FUGALLY CAST IN' METAL MOLDS 15 TABLE 6.4--(eontd.) Standard Dimensions and Weights of Push-On Joint Cast-Iron Pipe|j Thick Size tn. Thickness Class ness ODt Weight of Barrei per Foot Weight of Bell Weight Based on 18-ft Laying Length Weight Based on 20-ft Laying Length Per Avg. per Per Avg. per Length* Foot$ Length* Foot} in. lb U 21 22 23 24 25 26 27 28 0.48 0.51 0.55 0.59 0.64 0.69 0.75 0 81 15.30 15.30 15.30 15.30 15.30 1.530 15.30 15.30 69 7 73.9 79.5 85.1 92.0 98 8 107.0 115.0 78 1,335 74.1 1,470 78 1,410 78.2 1,555 78 1,510 83.8 1,670 78 1,610 89.5 1,780 78 1,735 96.3 1,920 78 1,855 103.1 2,055 78 2,005 111.3 2,220 78 2,150 119.3 2,380 16 21 22 23 24 25 26 27 28 0.50 0.54 0.58 0.63 0.68 0.73 0.79 0.85 17.40 17.40 17.40 17.40 17.40 17.40 17.40 17.40 82.8 89.2 95.6 103.6 111.4 119.3 128.6 137.9 96 1,585 88.1 1,750 96 1,700 94.5 1,880 96 1,815 100.9 2,010 96 1,960 109.0 2,170 96 2,100 116.8 2,325 96 2,245 124.6 2,480 96 2,410 133.9 2,670 96 2,580 143.2 2,855 18 21 0.54 19.50 100.4 114 1,920 106.7 2,120 22 0.58 19.50 107.6 114 2,050 113.9 2,265 23 0.63 19.50 116.5 114 2,210 122.8 2,445 24 0.68 19.50 125.4 114 2,370 131.8 2,620 25 0.73 19.50 134.3 114 2,530 140.6 2,800 26 0.79 19.50 144.9 114 2,720 151.2 3,010 27 0.85 19.50 155.4 114 2,910 161.7 3,220 28 0.92 19.50 167.5 114 3,130 173.8 3,465 20 21 0.57 21.60 117.5 133 2,250 124.9 2,485 22 0.62 21.60 127.5 133 2,430 134.9 2,685 23 0.67 21.60 137.5 133 2,610 144.9 2,885 24 0.72 21.60 147.4 133 2,785 154.8 3,080 25 0.78 21.60 159.2 133 3,000 166.6 3,315 26 0.84 21.60 170.9 133 3,210 178.4 3,550 27 0.91 21.60 184.5 133 3,455 191.9 3,825 28 0.98 21.60 198.1 133 3,700 205.5 4,095 24 21 0.63 25.80 155.4 179 2,975 165.3 3,285 22 0.68 25.80 167.4 179 3,190 177.3 3,525 23 0.73 25.80 179.4 179 3,410 189.4 3,765 24 0.79 25.80 193.7 179 3,665 203.6 4,055 25 0.85 25.80 207.9 179 3,920 217.8 4,335 26 0.92 25.80 224.4 179 4,220 234.4 4,665 27 0.99 25.80 240.8 179 4,515 250.7 4,995 28 1.07 25.80 259.4 179 4,850 269.3 5,365 I Including bell. Calculated weight of pipe rounded off to nearest 5 lb. $ Including belt Average weight per foot based oo calculated weight of pipe before rounding, t Tolerances of OD of spigot end: 5*12 in., 0.06 in.; 14*24 in., -fO.OS in., --0.08 in. | Weights shown for push-on joint pipe are also applicable to beli-and-spigot joint pipe. 73.6 77.8 83.4 89.0 95.9 102.7 110.9 118.9 87.6 94.0 100.4 108.4 116.2 124.1 133.4 142.7 106.1 113.3 122.2 131.1 140.0 150.6 161.1 173.2 124.2 134.2 144.2 154.0 165.8 177.6 191.2 204.8 164.4 176.4 188.4 202.6 216.8 233.4 249.8 268.4 CTD029646 16 AMERICAN' NATIONAL STANDARD TABLE 6.5 Standard Dimensions and Weiihts of Mechanical-Joint Cast-Iron Pipe Thick Size tn. Thick neu Class neu ODf Weight 0/ Barrel per Foot Weight of Beil Weight Based on lS-ft Laying Length Weight Based on 20-ft Laying Length Per Avg. per Per Avg. per Length^ Foot! Length! Foot| in. lb 3* 22 23 24 0.32 0.35 0.38 3.96 3.96 3.96 11.4 12.4 13.3 a ii n 215 12.0 235 13.0 250 13.9 240 11.9 260 12.9 275 13.8 4 22 0.35 4.80 15.3 16 23 0.38 4.80 16.5 16 24 0.41 4.80 17.6 16 25 0.44 4.80 18.8 16 290 16.2 315 17.4 335 18.5 355 19.7 320 16.1 345 17.3 370 18.4 390 19.6 6 22 0.38 6.90 24.3 22 23 0.41 6.90 26.1 22 24 0.44 6.90 27.9 22 25 0.48 6.90 30.2 22 26 0.52 6.90 32.5 22 460 25.5 490 27.3 525 29.1 565 31.4 605 33.7 510 25.4 545 27.2 580 29.0 625 31.3 670 33.6 8 22 0.41 9.05 34.7 30 23 0.44 9.05 37.1 30 24 0.48 9.05 40.3 30 25 0.52 9.05 43.5 30 26 0.56 9.05 46.6 30 27 0.60 9.05 49.7 30 655 36.4 725 36.2 700 38.8 770 38.6 755 42.0 835 41.8 815 45.2 900 45.0 870 48.3 960 48.1 925 51.4 1,025 51.2 10 22 0.44 11.10 46.0 40 870 48.2 960 48.0 23 24 0.48 0.52 11.10 11.10 50.0 53.9 40 40 940 52.2 1,040 52.0 1.010 56.1 1,120 55.9 02 25 0.56 11.10 57.9 40 1,080 60.1 1,200 59.9 26 0.60 11.10 61.8 40 1,150 64.0 1,275 63.8 27 0.65 11.10 66.6 40 1,240 68.8 1,370 68.6 12 22 0.48 13.20 59.8 50 1,125 62.6 1,245 62.3 23 0.52 13.20 64.6 50 1,215 67.4 1,340 67.1 24 0.56 13.20 69.4 50 1,300 72.2 1,440 71.9 25 0.60 13.20 74.1 50 1,385 76.9 1,530 76.6 26 0.65 13.20 80.0 50 1,490 82.8 1,650 82.5 27 0.70 13.20 85.8 so 1,595 88.6 1,765 88.3 28 0.76 13.20 92.7 so 1,720 95.5 1,905 95.2 Pipe of J-ln. liie else available in 12-ft laying length. Weight (lb) per length! for thickneu dais 22 is ISO; (or 25, 160 ; for 24. 170. Average weight (lb) per loot! for thickneu dan 22 is 12.5; for 23, 13.3; for 24, 14.2. j Induding bell. Calculated weight of pipe rounded off to nearest S lb. I Induding bell. Average weight per fool based on calculated weight of pipe before rounding, t Tolerances of OD of spigot end: 3--12 in.. 0.06 in.; 14-24 in.. +0.05 in.. --0.08 in. i CTD029647 PIPE CENTRIFUGALLY CAST IN METAL MOLDS 17 TABLE 6.5--(contd.) Standard Dimensions and Weights of Mechanical-Joint Cast-Iron Pipe Thick Size tn. Thick ness Class ness ODf Weight of Barrel per Foot Weight of Beil Weight Based on 18-ft Laying Length Weight Based on 20-ft Laying Length Per Avg. per Per Avg. per Length? Footf Length? Foot! in. lb 14 21 0.48 15 30 69 7 78 1,335 74.0 1,470 22 0.51 15.30 73.9 78 1,410 78.2 1,555 25 055 15.30 79.5 78 1,510 83.8 1,670 24 0.59 15.30 85.1 78 1,610 89.4 1,780 25 0,64 15.30 92.0 78 1,735 96.3 1,920 26 0,69 15.30 98.8 78 1,855 103.1 2,055 27 0.75 15.30 107.0 78 2,005 111.3 2,220 28 0.81 15.30 115.0 78 2,150 119.3 2,380 16 21 0.50 17.40 82.8 95 1,585 88.1 1,750 22 0.54 17.40 89.2 95 1,700 94.5 1,880 23 058 17.40 95.6 95 1,815 100.9 2,005 24 063 17.40 103 6 95 1,960 108.9 2,165 25 0.68 17.40 111.4 95 2,100 116.7 2,325 26 0.73 17.40 119.3 95 2,240 124.6 2,480 27 0.79 17.40 128.6 95 2,410 133.9 2,665 28 0.85 17.40 137.9 95 2,575 143.2 2,855 18 21 054 19.50 100.4 113 1,920 106.7 2,120 22 0.58 19.50 107.6 113 2,050 113.9 2,265 23 0.63 19.50 116.5 113 2,210 122.8 2,445 24 0.68 19.50 125.4 113 2,370 131.7 2,620 25 0.73 19.50 134.3 113 2,530 140.6 2,800 26 0.79 1950 144.9 113 2,720 151.2 3,010 27 0.85 19.50 155.4 113 2,910 161.7 3,220 28 0.92 19.50 167.5 113 3,130 173.8 3,465 20 21 0.57 21.60 117.5 134 2,250 124.9 2,485 22 0 62 21 60 127.5 134 2,430 134.9 2,685 23 0.67 21.60 137.5 134 2,610 144.9 2,885 24 0.72 21.60 147.4 134 2,785 154.8 3,080 25 0.78 21.60 159.2 134 3,000 166.6 3,320 26 0.84 21.60 170.9 134 3,210 178.3 3,550 27 0.91 21.60 184.5 134 3,455 191.9 3,825 28 0.98 21.60 198.1 134 3,700 205.5 4,095 24 21 0.63 25.80 155.4 177 2,975 165.2 3,285 22 0.68 25.80 167.4 177 3,190 177.2 3,525 23 0.73 25.80 179 4 177 3,405 189.2 3,765 24 0.79 25.80 193.7 177 3,665 203.5 4,050 25 0 85 25.80 207.9 177 3,920 217.7 4,335 26 0.92 25.80 224.4 177 4,215 234.2 4,665 27 0.99 25.80 240.8 177 4,510 2506 4,995 28 1.07 25.80 259.4 177 4,845 269.2 5,365 I Including bell. CaJcauiated weight of pipe rounded off to nearest 5 lb. I Including bell. Average weight per foot baaed on calculated weight of pipe before rounding. T Tolerances of OD of spigot end: 3-12 in., *0.06 in.; 14-24 in.. +0.05 in., --0.08 In. 73.6 77.8 83.4 89.0 95.9 102.7 110.9 118.9 87.6 94.0 100.3 108.3 116.2 124.0 133.3 142.7 106.0 113.2 122.2 131.0 140.0 150.6 161.0 173.2 124.2 134.2 144.2 154.1 165.9 177.6 191.2 204.8 164.2 176.2 188.2 202.6 216.8 233.2 249.7 268.2 CTD029648 18 AMERICAN NATIONAL STANDARD TABLE 6.6 Standard BeU-and-Spigot Joint Dimensions For weights of bell-and-spigot joint pipe tee Tables 6.! and 6.4. Size Pipe ODf Thickness of Jfoint 4 Centering Shoulder Depth i ID n 3 3.96 4.76 0.40 3.30 0.30 4.10 4 4.80 5.60 0.40 3.30 0.30 4.94 6 6.90 7.70 0.40 3.88 0.38 7.06 8 9.05 9.85 0.40 4.38 0.38 9.21 10 11.10 11.90 0.40 4.38 0.38 11.28 12 13.20 14.00 0.40 4.38 0.38 13.38 14 15.30 16.10 0.40 4.50 0.50 15.52 16 17.40 18.40 0.50 4.50 0.50 17.62 18 19.50 20.50 0.50 4.50 0.50 19.72 20 21.60 22.60 0.50 4.50 0.50 21.82 24 25.80 26.80 0.50 4.50 0.50 26.02 t Tolerances for outside diameter of spigot ends, socket diameter a, and centering shoulder inside diameter shall be 0.06 in. for sixes A-12 in.; 0.04 in. for sixes 14-24 in. IP--17SC--8/75--43106 CTD029649 s American Water V'torks Association AWWA C301-72 Revision of AWWA C301-64 AWWA STANDARD for PRESTRESSED CONCRETE PRESSURE PIPE, STEEL CYLINDER TYPE, FOR WATER AND OTHER LIQUIDS First edition approved by Board of Directors Nov. 21, 1949. This edition approved Jan. 31,1972. AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTD029650 Committee Personnel Three subcommittees were instrumental in the revision of this standard. Subcommittee on Revision of AWWA C301 T. C. Earl, Chairman J. F. Wickser R. E. Bald W. R. Dana S. B. Maynard Subcommittee on Design Appendices E. L. Wright, Chairman R. A. Skinner C. E. Beal W. Brunzell L. R. Keyser Subcommittee on Standardization ot Format and Terminology L. H. Burton, Chairman R. T. Tillotson C. A. Parthum C. B. Clinger J. A. Willett The Standards Committee on Concrete Pressure Pipe, which reviewed and approved this standard, had the following membership at the time of approval: 7 M. E. Barber C. E. Beal W. Brunzell T. C. Earl J. L. Geren J. O. Grimsley User/Gcneral Interest Members W. K. Neubauer, Chairman R. E. Morris Jr., Vice-Chairman S. B. Maynard A. C. Michael H. F. Peckworth A. E. Scalzitti R. A. Skinner R. T. Tillotson P. M. Walker J. F. Wickser E. W. Whitlock S. E. Dore Jr. (NEWWA Rep.) S. M. Dore (NEWWA Alternate) C. A. Parthum (NEWWA Alternate) R. E. Bald J. H. Bailey Producer Members W. R. Dana L. R. Keyser J. A. Willett E. L. Wright Copyright 1972 by the American Water Works Assn., Inc. Prioted in USA si 3 CTD029651 Approved by the AWWA Board of Directors. Jan. 28. 1974 Addenda to AWWA Standard for Prestressed Concrete Pressure Pipe. Steel Cylinder Type, for Water and Other Liquids and AWWA Standard for Reinforced Concrete Water Pipe--Steel Cylinder Type, Pretensioned AWWA C30la-74 Supplement to C301-72 and AWWA C303a-74 Supplement to C303-70 American Water Works Association Copyright 1974 by the American Water Works Association, 6666 West Quincy Avenue, Denver, Colo. 80235. Printed in the US. Add the following to C301, paragraph 2.7.1: Steel sheets or coils conforming to the requirements of "Specifications for Steel, Cold-Rolled Sheet, Carbon, Structural" (ASTM Designation A611), Grade B, C or E, may also be utilized for pipe cylinders. Add the following to C303, paragraph 2.5.1: Steel sheets or coils conforming to the requirements of "Specifications for Steel, Cold-Rolled Sheet, Carbon, Structural" (ASTM Designation A611), Grade B or C may also be utilized for pipe cylinders. in CTD029652 Table of Contents 5F.C PACE Foreword ............................................. History of Standard ......................... Information Regarding Use of This Standard ........................................... Major Revisions ................................ V V vi vi SEC. PACE 2.8 Steel for Wire, Bar, and WireMesh Reinforcement .................... 2.9 Steel for Joint Rings ....................... 2.10 Steel Castings for Fittings ............ 2.11 Rubber for Gaskets .......................... 7 7 8 8 1 General ................................................. 11 Scope ..................................................... 1.2 Definitions ........................................... 1.3 Essential Requirements.................... 1.4 Plans and Data To Be Furnished by Purchaser ................................... 1.5 Data To Be Submitted by Manu- facturer ............................................. 1.6 Marking ............................................... 1.7 Inspection and Testing by Pur- chaser ............................................... 1.8 Material and Workmanship .......... 1.9 Tests ..................................................... 1.10 Affidavit of Compliance .................. Material Specifications ................. .1 Cement ................................................. .2 Fine Aggregate.................................. .3 Coarse Aggregate ............................. .4 Samples of Aggregates .................... .5 Water ................................................... .6 Admixtures ......................................... .7 Steel for Cylinders and Fittings .. i 3 Design and Fabrication of Pipe .. 9 i 3.1 General Requirements ....................... 9 i 3.2 Design of Pipe ................................... 9 2 3.3 Joint Rings ......................................... 10 3.4 Rubber Gaskets................................... 10 2 3.5 Fabrication of Steel Cylinders ___ 11 3.6 Concrete for Pipe Core.................... 11 3 3.7 Curing of Core ................................... 13 3 3.8 Placing of Wire Reinforcement ... 14 3,9 Pipe Coating ....................................... 14 3 3.10 Curing of Coating............................... 15 4 3.11 Seal Coat ............................................. 15 4 5 4 Fittings and Special Pipe.............. 15 4.1 General ................................................. 15 5 4.2 Fittings (Type A) .............................. 15 5 4.3 Fittings (Type B) .............................. 16 5 4.4 Curves, Bends, and Closures........... 16 6 4.5 Openings and Connections .............. 16 6 6 Appendices ....................................... i * 6 A Cubic Parabola Design Method ... 17 7 B Stress Analysis Design Method ... 18 IO t\> lo l\) f-J lx) l\ ) Is* ) tv CTD029653 Foreword This foreword is for information only and is not fart of All'll'A CSOl-72 History of Standard Prestressed-concrete steel-cylinder pipe, as described in this standard, pro vides an optimum utilization of steel and concrete with minimal weight un der given design conditions and gives excellent performance under various internal and external pressure condi tions. There are two types of prestressedconcrete steel-cylinder pipe: (1) the lined-cylinder type with a core com posed of a steel cylinder lined with con crete and subsequently wire-wrapped directly on the steel cylinder and coated with mortar; and (2) the embeddedcylinder type with a core composed of a steel cylinder encased in concrete and subsequently wire-wrapped on the ex terior concrete surface and coated with concrete or mortar. The lined-cylin der type, which was first used in the US in 1942, is furnished in sizes from 16 to 48 in. The embedded-cylinder type, which was developed later and first installed in 1953, is manufactured in sizes 24 in. and larger. Both types are designed for the spe cific combination of internal pressure and external load required for the proj ect in accordance with the procedures outlined in the appendices of this standard. Lined-cylinder type is de signed generally for pressures up to 250 psi and embedded-cylinder type, up to 350 psi, but both types have been designed and constructed for substan tially higher pressures. Prestressed-concrete steel-cylinder pipe is used for transmission mains, distribution feeder mains, pressure si phons (including ri\er crossings), penstocks, industrial pressure lines, water intake lines, sewer force mains, and sewer outfall lines. In the manufacture of Iined-c\ linder pipe, the first step is to make and hy draulically test the steel cylinder with joint rings attached. The cylinder is then centrifugally lined with dense con crete to constitute the core. The con crete lining is cured and high-tensile wire is wrapped around the core di rectly on the steel cylinder. For a se lected wire size, the tension and spacing of the wire are controlled to produce a predetermined residual compression in the core to meet design requirements. The wrapped core is then covered with a dense premixed mortar coating about 5 in. thick, applied by a mechanical im pact method. In the manufacture of embeddedcylinder pipe, the cylinder and joint rings are constructed and tested in the same manner as for lined-cylinder pipe. The cylinder is encased in concrete byvertical casting and mechanical vibra tion to constitute the core. After cur ing. the wire reinforcement is wound, under tension, in one or more layers around the outside of the concrete core containing the cylinder, instead of di rectly on the cylinder. The exterior coating of premixed mortar or concrete is placed by an impact method or by vertical casting. Embedded-cylinder construction has been found to be su perior for large sizes and for pipe de signed for comparatively high pressures. v CTD029654 VI AWWA STANDARD The first edition of this standard was approved as "Tentative" on Nov. 21, 1949. It was revised and made "Standard" on Jun. 13, 1952. The second edition was approved as "Tenta tive" on Jun. 17, 1955, and made "Standard" on Jun. 26, 1958. Sub stantial changes, including the addition of combined loading procedures, were included in the third edition, which was made "Standard" as of Jan. 27, 1964. Installation of this pipe is covered by AWWA Manual M-9, Installation of Concrete Pipe. Information Regarding Use of This Standard When purchasing pipe under the provisions of this standard, the pur chaser shall furnish supplementary specifications to include specific details concerning the following: 1. Standard used; that is, AWWA C301-72 2. Type of pipe, either lined-cylinder pipe or embedded-cylinder pipe (Sec. 1.3) 3. Manner of storage and delivery, if required of the manufacturer 4. Whether there is any internal op erating pressure, transient pressure, ex ternal earth load, or trench bedding condition in excess of that provided for in Sec. 3.2 (Sec. 1.2.8, 1.2.9, 1.4.1, and 1.5.2) 5. Whether pipe may not be sup plied from inventory (Sec. 1.5.1) 6. Whether a tabulated layout sched ule (Sec. 1.5.2) will be required 7. Identification marks required (Sec. 1.6) 8. Whether the purchaser desires to inspect the pipe and fittings at the manufacturer's plant (Sec. 1.7.1) 9. Whether steel test reports (Sec. 1.9.3) and test specimens (Sec. 1.9.4) will be required 10. Whether. submission of rubber gasket material test reports (Sec. 1.9.5 and 2.11.8) will be required 11. Whether an affidavit of compli ance (Sec. 1.10) will be required 12. Type of cement required, if there is a preference (Sec. 2.1.1) 13. Whether aggregate samples (Sec. 2.4) will be required 14. Whether submission of manufac turer's design calculations (Sec. 3.2.1) will be required 15. Type of protective coating on ex posed portions of joint rings (Sec. 3.3) 16. Whether submission for approval of details of materials and methods of welding (Sec. 3.5.2) will be required 17. Whether a specific seal coat (Sec. 3.11) will be required 18. Details of fittings (Sec. 4.1) 19. Testing of steel cylinders for fittings (Sec. 4.2 and 4.3) 20. Whether lining and coating of structural-steel connections (Sec. 4.5) will be required Major Revisions The major revisions in this edition consist of the following: 1. The title has been changed to re flect the scope of the standard more accurately. The phrase "water pipe" has been changed to "pressure pipe" and the following phrase was added: "For water and other liquids" 2. The entire standard was carefully reviewed and changes were made in most of the sections to improve under standing and readability 3. Use of the standard was improved by the addition of titles to all sections ) ) > CTD029655 PRESTRESSED CONCRETE PRESSURE PIPE VII 4. The acope, which formerly pro vided for pipe sizes from 16 in. to 96 in, was.enlarged to provide for sizes from 16 to 144 in. 5. A minimum cylinder thickness of IS gage is permitted for pipe 48 in. and smaller; and of 16 gage for pipe 54 in. and larger 6. Provision has been made that the minimum design thickness of the core, including the thickness of the cylinder, shall be ^ of the design pipe diameter. This provision eliminates the need for Table 3 in the previous edition of AWWA C301. In that table the core thickness for embedded-cylinder pipe larger than 48 in. in diameter was based, for manufacturing reasons, on using the outside form for AWWA C300 pipe of the same diameter to cast the concrete embedment over the steel cylinder. 7. Multiple layers of circumferential reinforcement are expressly provided for in Sec. 3.8. This is necessary when high pressures are involved and the re quired amount of wire cannot be fur nished in one layer because of insuffi cient space S. The requirements for "ordinary'' bedding, as specified in Sec. 3.2.2, have been provided. The previous edition specified "ordinary'' bedding, but did not define the requirements 9. The extra circumferential wrap of wire required at each end of the core may now be applied at one half the design tension. This will most benefit embedded pipe where the wire anchor age has usually been embedded in the concrete and, at times, has pulled loose at the beginning of the wrapping process 10. The minimum time required for steam curing has been reduced from 32 to 24 hr. The actual time used will depend on temperature, which may vary from 110F to 150F, and other conditions. This does not relax the concrete strength requirements. The wrapping with high-tensile wire cannot begin until the concrete has reached minimum specified seven-day compres sive strength and the initial compres sion in the concrete shall not exceed 55 per cent of the compressive strength of the concrete at the time of wrapping. CTD029656 American Wfeler Wxks Association AWWA C301-72 Revision of AWWA C301-64 AWWA Standard lor Prestressed Concrete Pressure Pipe, Steel Cylinder Type, for Water and Other Liquids Section 1--General Sec. 1.1--Scope This standard covers the manufac ture of circumferentially prestressed concrete water pipe with a steel cylin der and wire reinforcement in sizes from 16 to 144 in., inclusive. The standard covers two types of pre stressed pipe: (1) lined-cylinder pipe with a core composed of a steel cylinder lined with concrete and subsequently wire-wrapped and coated with pre mixed mortar; and (2) embeddedcylinder pipe with a core in which a steel cylinder is encased in concrete and subsequently wire-wrapped and coated with premixed concrete or mortar. This standard does not include require ments for handling, delivery, laying, field testing, or disinfection of the pipe. Sec. 1.2--Definitions In this standard the following defi nitions shall apply: 1.2.1--Purchaser.> The word "pur chaser" shall mean a person, firm, cor poration, or government subdivision entering into a contract or agreement to purchase pipe and fittings according to this standard. 1.2.2--Contractor. The word "con tractor" shall mean the person, firm, or corporation executing the contract or agreement with the purchaser to furnish pipe and fittings according to this standard. 1.2.3--Manufacturer. The word "manufacturer" shall mean the person, firm, or corporation who actually man ufactures the pipe, acting either di rectly as the contractor or as a sub contractor or supplier. If the manu facturer is acting as a subcontractor under the contractor or otherwise as a supplier to the contractor, the obliga tions of the manufacturer under this standard shall be considered as obliga tions of the contractor, and the con tractor shall be responsible for their performance. 1.2.4--ASTM. The term "ASTM" shall mean the American Society for Testing and Materials. When specific ASTM specifications are cited without 1 CTD029657 2 AWWA STANDARD dates, the designation shall be con Sec. l.G--Essential Requirements strued to refer to the latest revision under the same specification number, or to superseding specifications under a new number, except for provisions in the revised specifications that clearly are inapplicable. The pipe shall have the following principal features: a welded steel cyl inder with steel joint rings welded to its ends; for lined-cylinder pipe, a core consisting of a lining of concrete within 1.2.5-- AXSI. The term "AXSI" shall mean the American Xational Standards Institute. 1.2.6--Approved. The term "ap the steel cylinder, or for embeddedcylinder pipe, a core consisting of the steel cylinder encased in concrete; re inforcement consisting of high-tensile proved" shall mean having received the wire wound around the outside of the approval of the purchaser. 1.2.7-- Design pressure. The design pressure shall be the maximum sus core in one or more layers at a pre determined stress and securely fastened at its ends; a coating of dense mortar or concrete covering the core and wire, tained internal hydrostatic pressure to which the pipe is to be subjected. Gen erally, the design pressure for each pipe, or portion of the pipeline, shall be the operating pressure established by the hydraulic gradient or the static except for the necessarily exposed sur faces of the joint rings; a self-centering joint with a preformed gasket of rub ber, so designed that the joint will be watertight under all conditions of serv ice. Lined-cylinder pipe shall be used head specified by the purchaser, which for pipe sizes up to and including 20 ever results in the greater pressure. in. and may be used for pipe sizes up 1.2.S--Surge pressures. Surge pres to and including 48 in. Embedded- sures are internal pressure overloads cylinder pipe may be used for pipe of relatively short duration. sizes 24--18 in. and shall be used for 1.2.9-- External loads. The term larger pipe. For embedded-cylinder "external loads" shall mean all super pipe, at least one third of the total core imposed live and dead loads applied thickness shall be outside the cylinder. to the outside of the pipe after installa tion. Sec. 1.4--Plans and Data To Be 1.2.10-- Normal operating conditions. Furnished by Purchaser Xormal operating conditions are de fined as a combination of design pres sure and external dead loads. 1.2.11-- Transient conditions. Tran 1.4.1--Design data. The purchaser shall designate the design pressure for which the pipe shall be manufactured. If the pipe is to be used under condi sient conditions are conditions due to tions where the external loads or surge surge pressures or live loads that ex pressure will be in excess of that stated ceed normal operating conditions and in Sec. 3.2 as provided for in the nor are of short duration. mal design of the pipe, the purchaser 1.2.12-- Pipe diameter. The term shall designate the external load or "pipe diameter" or "size" shall mean surge-pressure conditions for which the the design inside (waterway) diameter pipe shall be designed. For external of the pipe. loads in excess of those provided for in 1 1 ) > CTD029658 PRESTRESSED CONCRETE PRESSURE PIPE 3 Sec. 3.2, a statement or detail of bed ding and backfilling procedures shall be included. 1.4.2--Plans. At least 1 month prior to manufacture, the purchaser shall fur nish the contractor with plans and pro files showing: alignment and grades; location of all outlets, connections, and special appurtenances; design pressures for each part of the line; and such spe cial details or information as are neces sary for the manufacture of the pipe and fittings in accordance with this standard and with the specific require ments of the work for which the pipe is made. Sec. 1.5--Data To Be Submitted by Manufacturer 1.5.1-- Detail drawings and sched ules. The manufacturer shall submit, for approval by the purchaser, draw ings and schedules showing full details of reinforcement, concrete, and joint dimensions for the pipe and fittings. All pipe and fittings shall be fabricated in accordance with these approved drawings and schedules. Pipe may be supplied from inventory unless the pur chaser has indicated otherwise. 1.5.2-- Tabulated layout schedule. When specifically required, the data submitted by the manufacturer shall include a tabulated layout schedule, with reference to the stationing and grade line shown on the drawings sup plied by the purchaser. The schedule shall show pressure zones, each of which shall be designated by the de sign pressure and transient pressure applicable therein, and the point of change from one zone to the next shall be clearly indicated by station number. The diameter of the pipe, the design pressure and transient pressure, and the thickness of pipe wall and area of steel (per linear foot of pipe) in the reinforcing wire and steel cylinder shall be listed for each portion of pipeline. Sec. 1.6--Marking Each length of straight and special pipe and each fitting shall have plainly marked inside, on the bell or spigot end, the identification marks specified by the purchaser. These shall include, as specified, either the pressure for which the pipe or fitting is designed or the area of effective circumferential re inforcement per foot of pipe wall. Special marks of identification, suffi cient to show the proper location of the pipe or fitting in the line by reference to layout drawings and schedules speci fied under Sec. 1.5, shall be placed on the pipe if specifically required. All beveled pipe shall be marked with the amount of the bevel, and the point of maximum pipe length shall be marked on the beveled end. Sec. 1.7--Inspection and Testing by Purchaser 1.7.1-- Inspection at manufacturer's plant. If the purchaser desires to in spect pipe and fittings at the manufac turer's plant, he shall so specify in the contract or agreement, stating the con ditions (such as time, and the extent of inspection) under which the inspec tion shall be made. 1.7.2-- success to work. The pur chaser shall have free access to those parts of the manufacturer's plant that are necessary to assure compliance with this standard. The manufacturer shall make available for the purchaser's use such gages as are necessary for inspec tion. The manufacturer shall provide the purchaser with assistance as neces- CTD029659 4 AWWA STANDARD sary for the handling of pipe and fit specified. All work shall be done in tings. a thorough, workmanlike manner by 1.7.3--Responsibility. Inspection by mechanics skilled in their various the purchaser, or failure of the pur trades. When a lower limit or mini chaser to provide inspection, shall not mum dimension is given herein for a relieve the contractor of his responsi steel component, the minus tolerance bility to furnish materials and to per (as stated in the applicable ASTM form work in accordance with this specification) for such limit or dimen standard. sion shall be understood to define the 1.7.4-- Tests. Tests under Sec. 1.9, true lower limit or dimension. made by the purchaser on material samples, shall be carried out without Sec. 1.9--Tests delay. If any sample fails to meet the requirements, the manufacturer shall be notified immediately. Material af fected by the test results shall be set aside pending final disposition. The manufacturer may request a review of test procedures and additional tests on the material. Duplicate samples, the number of which is to be agreed upon, should be tested by the pur chaser and bv the manufacturer. The manufacturer's tests shall be performed by a commercial testing laboratory or in the manufacturer's laboratory, with proper certification. Tests by either party may be witnessed by the other. If the duplicate samples meet the test requirements, the material shall be ac cepted. If the material is rejected after retesting, the manufacturer shall pay 1.9.1-- Cylinder assembly. Each completed cylinder with joint rings welded to its ends shall be subjected to a hydrostatic test as specified herein under Sec. 3.5.3. 1.9.2-- Concrete. Samples of the mixed concrete shall be taken for mak ing compression test cylinders as spe cified under Sec. 3.6.5 and 3.6.6. 1.9.3-- Steel reports. Mill test re ports or plant test reports on each heat from which the steel is rolled shall be obtained by the manufacturer and made available to the purchaser on request. 1.9.4-- Steel specimens. The manu facturer shall provide test specimens, cut from each shipment of steel for cylinders and high-tensile wire, if re quired by the purchaser. all costs of retesting. 1.9.5-- Gasket rubber. Test reports 1.7.5-- Rejection. Material, fabri showing the physical properties of rub cated parts, and pipe that are discov ered to be defective, or that do not con form to the requirements of this stand ard, will be subject to rejection at any time prior to final acceptance of the pipe. Rejected material and pipe shall be removed promptly from the site of the work. Sec. 1.8--Material and Workmanship ber used in the gaskets, as specified in Sec. 2.11.8, shall be obtained by the manufacturer and shall be made avail able to the purchaser on request. 1.9.6--Expense. The expense of testing the materials and of submitting to the purchaser test reports in accord ance with this standard and the pur chaser's supplementary specifications All material furnished by the manu referred to in the foreword, and the facturer shall be new and of the quality expense of testing the completed steel ) > CTD029660 PRESTRESSED CONCRETE PRESSURE PIPE 5 cylinder in accordance with Sec. 1.9.1 and of testing concrete in accordance with Sec. 1.9.2, shall be borne by the manufacturer. All other tests shall be made by the purchaser at the pur chaser's expense, except as otherwise specifically provided. Sec. 1.10--Affidavit of Compliance The purchaser may require an affi davit from the manufacturer that the pipe and fittings furnished under the purchaser's contract or agreement com ply with all applicable provisions of this standard. Section 2--Material Specifications Sec. 2.1--Cement 2.1.1-- Type. Cement for concrete work shall conform to the "Specifica tions for Portland Cement" (ASTM Designation C150). Either Type I or Type II may be used unless the purchaser specifies a particular type. Sampling and testing shall conform to the individual ASTM specifications designated therein. 2.1.2--Inspection. Satisfactory fa cilities shall be provided for identify ing, inspecting, and sampling cement at the mill, the warehouse, and the site of the work. The purchaser shall have the right to inspect the cement and ob tain samples for testing at any of these points. 2.1.3-- Storage. Cement shall be stored in a weathertight, dry, wellventilated structure. 2.1.4--Unusable. Cement salvaged by cleaning cement sacks, mechanically or otherwise, shall not be used in the work. Cement containing lumps shall be rejected and shall immediately be removed from the site of the work. 2.1.5-- Temperature. If the tem perature of the cement exceeds 150F, it shall be stored until cooled to that temperature. Sec. 2.2--Fine Aggregate 2.2.1--General. Fine aggregate for concrete and mortar shall consist of clean, hard, durable, and uncoated par ticles of natural sand or of sand pre pared from the product obtained by crushing stone or gravel. At the time of use the fine aggregate shall be en tirely free of frozen material. 2.2.2--Gradation. Fine aggregate shall be well graded from coarse to fine and, when tested by means of lab oratory sieves in accordance with the "Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggre gates" (ASTM Designation C136), shall conform to the gradation require ments in Table 1. TABLE 1 Gradation Requirements for Fine Aggregate Sieve Size i in. No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 Total Passing, by Weight, % Concrete Sand Mortar Coating Sand 100 95-100 65-98 45-80 20-70 5-50 2-10 0-5 100 100 93-100 70-90 45-65 12-35 3-12 0-5 These gradation requirements repre sent the extreme limits for determining the suitability of fine aggregate under this standard. To maintain uniformity CTD029661 6 AWWA STANDARD of gradation for aggregate from any given source, a fineness modulus de termination shall be made upon repre sentative samples from that source. Thereafter the fineness modulus of all shipments therefrom shall not vary more than --0.20 from the fineness modulus of the representative sample, unless suitable approved mix adjust ments are made. 2.2.3--Impurities. Fine aggregate shall be free from injurious amounts of organic impurities and shall conform to Sec. 4.2 of "Specifications for Con crete Aggregates" (ASTM Designation C33-71a). Sec. 2.3--Coarse Aggregate TABLE 2 Permissible Amounts of Deleterious Substances m Coarse Aggregate Material Ma\irmim Weuil.c Limit. `7o Soft particles Coal and lignite Clav lumps Material finer than 200 sieve Combined total of above items 5.00 0.50 0 25 1.00 5.00 exceed the amounts given in Table 2. as determined by sampling and testing procedures listed in the "Specifications for Concrete Aggregates" (ASTM Designation C33). 2.3.1-- General. Coarse aggregate for concrete shall consist of hard, dur able particles of crushed stone or crushed or uticrushed gravel, conform ing to the requirements and tests given in Sec. 2.3.2 through 2.3.3. 2.3.2-- Gradation. Coarse aggregate shall be well graded from coarse to fine. The maximum size and gradation shall be subject to the approval of the purchaser and shall be such that the concrete can be readily placed in the core or poured coating, by the particu lar method used in placing it, to pro vide a solid, compact, homogeneous wall with a smooth surface. Tests for gradation of coarse aggregate shall be in accordance with the "Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggregates" (ASTM Designation Cl36). Thin and elon gated pieces, the maximum dimension of which exceeds five times the mini mum, shall not be in excess of 10 per cent of the coarse aggregate bv weight. 2.3.3-- Impurities. Deleterious sub stances in coarse aggregate shall not Sec. 2.4--Samples oi Aggregates At least 4 weeks prior to mixing con crete. the manufacturer, if required, shall provide in suitable containers, for preliminary approval, samples of not less than 1 cu ft each of fine and coarse aggregate. All samples shall be plainly labeled to indicate the source of the material, the date, and the name of the collector. Methods of sampling aggregates shall be in accordance with the "Methods of Sampling Stone, Slag, Gravel, Sand, and Stone Block for Use as Highway Materials" (ASTM Desig nation D75). Sec. 2.5--Water Water used for concrete and for cur ing pipe shall be fresh water and shall be clean and free from oil, acid, strong alkalies, or vegetable matter. Sec. 2.6--Admixtures At the option of the manufacturer, the concrete may contain a water-re ducing. set-controlling admixture con forming to the "Specification for Cheni- ' ^ I I I C7D029662 PRESTRESSED CONCRETE PRESSURE PIPE ic:iI Admixtures for Concrete" (ASTM Dodgnation C494). Xo admixture shall contain calcium chloride. The r\ pe and amount of admixture shall be -object to the purchaser's approval. Sec. 2.7--Steel for Cylinders and Fittings 2.7.1-- Steel sheets. Steel sheets for pipe evlinders and fittings may be in cut lengths or coils and shall meet the requirements of the "Specification for Hot-Rolled Carbon Steel Sheets and Strip. Structural Quality" fASTM Designation A570), Grade B or C, or "Specifications for Hot-Rolled Car bon Steel Sheets and Strip, Commercial Quality" (ASTM Designation A569), except that for ASTM A5f>9 steel, the maximum carbon content may he 0.25 per cent and the minimum yield point shall be 27.000 psi. 2.7.2-- Steel I'lates. Steel plates for pipe cylinders and fittings shall con form to "Specifications for Low and Intermediate Tensile Strength Carbon Steel Plates of Structural Qualitv" (ASTM Designation A2S3), GradeB or C. Sec. 2.8--Steel for Wire, Bar and Wire-Mesh Reinforcement 2.8.1--Prestressing seire. The wire for circumferential reinforcement shall conform to "Specifications for Steel Wire. Hard-Drawn for Mechanical Springs'' (ASTM Designation A227). Wire with specified minimum tensile strengths exceeding those in A227, ('lass II, may be used if the wire meets the other requirements for Class II in that specification, and the pipe design may be based on these higher strengths. 2 8.2--ll'irc wesh. Wire-mesh re inforcement for mortar coating for fit tings shall conform to the "Specifica tions for Welded Steel Wire Fabric for Concrete Reinforcement" fASTM Designation A185). 2.S.3--Pars. Steel-bar reinforce ment for concrete for fittings shall con form to "Specifications for Carbon Steel Bars Subject to Mechanical Property Requirements" (ASTM Des ignation A306), Grade SO. or to "Speci fications for Deformed Billet-Steel Pars for Concrete Reinforcement" f ASTM Designation A615-6S), Grade 40, ex cept that for plain bars supplied under ASTM A615-6S. (1) the requirements of Sec. 6. 7. and 14 3 shall not apply; (2) intermediate bar diameters shall meet the requirements of the next smaller bar number designation; and (3) bar diameters less than Xn. 3 .-.hall meet the requirements for Xo. 3 bar. Sec. 2.9--Steel lor Joint Rings Steel for bell rings less than } in. thick shall conform to "Specifications for Hot-Rolled Carbon Steel Sheets and Strip. Structural Quality'' fASTM Designation A570), Grade A. or to "Specifications for Hot-Rolled Carbon Steel Sheets and Strip, Commercial Quality" (ASTM Designation A569). Special shapes for spigot joint rings and steel for bell rings { in. or more in thickness, shall conform to "Specifi cations For Carbon Steel Bars Subject to Mechanical Property Requirements" (ASTM Designation A306). Grade 50, or to "Specifications for Low and In termediate Tensile Strength Carbon Steel Plates of Structural Quality" (ASTM Designation A283). Grade A, or to "Specifications for Merchant Qualitv Hot-Rolled Carbon Steel Bars" (ASTM Designation A575), Grade 1012. or to "Specifications for Special Qualitv Hot-Rolled Carbon Steel Bars" cTD029663 8 AWWA STANDARD (ASTM Designation A576), Grade 1012, or to "Specifications for Steel Sheet and Strip, Carbon, Hot-Rolled Commerical Quality, Heavy-Thickness Coils (Formerly Plate)" (ASTM Des ignation A635). Sec. 2.10--Steel Castings ior Fittings Steel castings for fittings shall con form to the "Specifications for Mild to Medium Strength Carbon Steel Cast ings for General Application" (ASTM Designation A27), Grade 70-36, nor malized. Sec. 2.11--Rubber for Gaskets 2.11.1--General. The gasket shall have smooth surfaces free from pitting, blisters, porosity, and other imperfec tions. The rubber compound shall con tain not less than 50 per cent by volume of first-grade natural crude or firstgrade synthetic rubber. The re mainder of the compound shall consist of pulverized fillers free from rubber substitutes, reclaimed rubber, and dele terious substances. The compound shall meet the following physical re quirements when tested in accordance with the indicated conditions and desig nated ASTM test methods. 2.11.2-- Tensile strength. The ten sile strength of the compound shall be at least 2,700 psi for natural rubber gaskets and 2,000 psi for synthetic rub ber gaskets--"Method of Tension Test ing of Vulcanized Rubber" (ASTM Designation D412). 2.11.3-- Elongation at rupture. The elongation at rupture shall be at least 400 per cent for natural rubber gaskets and 350 per cent for synthetic rubber gaskets--"Method of Tension Testing of Vulcanized Rubber" (ASTM Desig nation D412). 2.11.4-- Specific gravity. The spe cific gravity shall not vary more than 0.05 within the range 0.95-1,45-- "Methods for Chemical Analysis of Rubber Products" (ASTM Designa tion D297). 2.11.5-- Compression set. The per centage of compression set shall not exceed 20. The compression set de termination shall be made in accordance with "Methods of Test for Compression Set of Vulcanized Rubber" (ASTM Designation D395) Method B, with the exception that the disc shall be a 4-in.- thick section of the rubber gasket stock. 2.11.6-- Tensile strength after aging. After being subjected to an accelerated aging test for 96 hr in air at 70C in accordance with "Method of Test for Accelerated Aging of Vulcanized Rub ber by the Oven Method" (ASTM Designation D573) or in a pressure chamber for 48 hr at 70C in an oxygen atmosphere at 300 psi in accordance with "Method of Test for Accelerated Aging of Vulcanized Rubber by the Oxygen-Pressure Method" (ASTM Designation D572), the tensile strength of the compound shall be not less than 80 per cent of the tensile strength before aging. 2.11.7-- Shore durometer. The Shore A durometer hardness shall be in the range of 50 to 65 and shall be determined in accordance with "Method of Test for Indentation Hardness of Rubber and Plastics by Means of a Durometer" (ASTM Designation D2240-68) with the exception of Sec. 4 thereof. The determination shall be taken directly on the gasket. 2.11.8-- Test reports. If required by the purchaser, the manufacturer shall submit test reports showing the physi cal properties of the rubber compound used in the manufacture of the gaskets. CTD029664 PRESTRESSED CONCRETE PRESSURE PIPE 9 Section 3--Design and Fabrication of Pipe Sec. 3.1--General Requirements 3.1.1--Minimum laying length. In general, pipe shall have a minimum nominal laying length of 16 ft unless shorter lengths are required by weight or other considerations. 3.1.2--Diameter tolerances. Pipe shall be round and true and shall have a smooth and dense interior surface. The mean internal diameter of any por tion of each piece of pipe shall not be less than the design diameter or size specified by more than } in. for 36-in. and smaller pipe; by more than f in. for 42-in. and 48-in. pipe; by more than 4 in. for 54- to 78-in. pipe; or by more than } in. for 84-in. and larger pipe. 3.1.3--Core and coating tolerances. The minimum design thickness of the core, including the thickness of the cylinder, shall be -fa of the design pipe I diameter for normal applications. Thickness of cores shall be not less than the design thickness by more than 4 in. for 36-in. and smaller pipe; by more than -fa in. for 42-in. and 48-in. pipe; by more than i in. for 54- to 72| in. pipe; or by more than | in. for pipe * larger than 72 in. The thickness of the mortar coating shall provide a mini mum cover of J in. over the wire. The thickness of cast concrete coatings shall be 14 in. and shall provide a minimum cover of 1 in. over the core. Sec. 3.2--Design of Pipe 3.2.1--General. The reinforcement of the pipe shall consist of a welded steel cylinder in the core and hightensile wire helically wrapped around the core under measured and uniform tension after the concrete in the core has been placed and cured. The mini| mum thickness of the cylinder shall be 18 gage up to and including 48-in. pipe and shall be 16 gage for 54-in. pipe and larger. The size of the high-tensile wire and the spacing and tension un der which it is wound shall be such that the conditions required by the design methods in Appendix A or B are met. The designs shall fully recognize all losses due to elastic and inelastic defor mations, such as relaxation of the wire and plastic strains in the concrete. The average gross wrapping stress in the high-tensile wire shall not exceed 75 per cent of the minimum ultimate ten sile strength of the wire. The wire shall not be smaller than 0.162 in. in diameter. The minimum centerline spacing of the wire shall be that which produces a clear distance of in. be tween wires in the same layer of rein forcement. The centerline spacing of the wire shall not exceed 14 in. For lined-cylinder pipe with wire larger than 0.192 in., the maximum centerline spacing of the wire shall be I in. The manufacturer shall submit design cal culations for approval prior to the manufacture of any pipe, if required by the purchaser. 3.2.2--Requirements for normal op erating conditions. Normal operating conditions shall be defined as a combi nation of internal design pressure (as defined in Sec. 1.2.7) and external earth (dead) load. All pipe shall be designed for a com bination of internal design pressure of at least 40 psi and at least 6 ft of earth cover with "ordinary" * bedding, or such greater pressures and earth loads * "Ordinary" bedding is defined as Class C in "Design and Construction of Sanitary and Storm Sewers," Manual of Engineering Practice No. 37, ASCE, Rev. 1969, pp. 212-213. CTD029665 10 AWWA STANDARD as may be specified in the supplemen tary specifications or as shown on the purchaser's drawings. The combination design shall be as described in either Appendix A or B in accordance with standard practice. Maximum internal design pressures for lined-cylinder pipe using minimum core thicknesses, 18gage cylinders, and centrifugal concrete strengths required by Sec. 3.6.8 shall be 250 psi for 16- to 20-in. pipe; 200 psi for 24- to 36-in. pipe; 175 psi for 42-in. pipe; and 150 psi for 4S-in. pipe. Higher internal design pressures are permissible using thicker cores, heavier cylinders, or higher concrete strengths, either singly or in combination. Max imum internal design pressures for em bedded-cylinder pipe are limited only by the strength requirements of the component materials. 3.2.3--Provisions for transient con ditions. The design methods for nor mal operating conditions under Ap pendix A or B provide for surge pres sures of at least 40 per cent of design pressure and for live load (including impact) at least equal to American Assn, of State Highway Officials H20 loading. If surge pressure or live load exceeds these limits for a given design condition, such greater value shall be stated in the supplementary specifica tions. In all designs the following combina tions shall not exceed the design limits for the transient-condition require ments of Appendix A or B: (1) design or normal operating pressure plus surge pressure in combination with earth dead load; or (2) design or nor mal operating pressure in combination with earth dead load plus external live load, including impact. Sec. 3.3--Joint Rings The steel bell and spigot joint rings shall be so designed and fabricated that when the pipe is laid it will be self-cen tered. The rings shall be accurately formed and finished to obtain a close, sliding fit for the self-centered surfaces. Each ring shall be formed by one or more pieces of steel butt-welded to gether, either by a resistance welder or by a hand electric weld. Welds on gasket contact surfaces shall be ground smooth and flush with the adjacent sur faces. The rings shall be expanded by a press beyond their elastic limits so that they are accurately sized. On the finished pipe, the circumfer ence of the inside bell-ring contact sur face shall not exceed the circumference of the outside spigot-ring contact sur face by more than in. for gaskets 31 in. in diameter or less and ) in. for gaskets greater than 3) in. in diameter. The out-of-roundness of either contact surface, measured as the difference be tween the maximum and minimum joint-ring diameters, shall not exceed 0.5 per cent of the average of these diameters. The minimum thickness of the completed bell rings shall be fk in. for 36-in. and smaller pipe and J in. for pipe larger than 36 in. The rings shall conform to the details submitted by the manufacturer and approved by the purchaser. The joint rings shall be so designed that, when the pipe is laid and the joint completed, the gasket will be enclosed on all four sides. The con tact surfaces shall be such as to prevent cutting of the rubber gasket during in stallation. The portions of the joint rings that will be exposed on the com pleted pipe shall be protected from cor rosion by an approved coating. ^ * " Sec. 3.4--Rubber Gaskets Joints shall be sealed with a con tinuous solid-ring rubber gasket having a circular cross section with a diametral tolerance of 5*4 in. Gaskets shall be of sufficient volume substantially to _ J CTD029666 PRESTRESSED CONCRETE PRESSURE PIPE 11 / rill the recess pr<>\ iricd when the pipe jnint is assembled, so that the gasket will be compressed to form a pressuretight seal. The gasket shall be the sole element depended upon to make the joint watertight. Sec. 3.5--Fabrication of Steel Cylinders 3.5.1--General. The cylinders shall be formed by shaping and welding to gether cut lengths or coils of specified material and thickness. The cylinders shall be accurately shaped to the size required and the joint rings shall be welded to the ends before testing. 3.5.2--Welding. Butt welding or offset lap welding of the longitudinal and circumferential or helical seams shall be used to produce a smooth and continuous external surface when wire is to be wrapped directly on the cylin der. The manufacturer may use either butt welding or lap welding for longi tudinal and circumferential or helical welds, if the cylinder is encased in the concrete core. Prior to welding, the sheets shall be fitted closely and shall be held firmly during welding. The manu facturer shall submit for approval, if required, the specific details of ma terials and methods he proposes to use before any welding is done. 3.5.3--Hydrostatic test. Each steel cylinder, with joint rings welded to its ends, shall be subjected to a hydrostatic test. When the cylinder is tested in a horizontal position, the stress shall be at least 20.000 psi but not greater than 25,OijO psi. When the cylinder is tested fn a vertical position, the stress at the.-!"-.ver end shall be 25.000 psi. \\ bile under pressure test, all welds shall be thoroughly inspected and all parts showing leakage shall be marked. Cylinders that show any leakage under test shall be rewelded at the points of leakage and subjected to another hy drostatic test. The finished cylinder, with joint rings attached, shall not be used in the work unless it is completely watertight under the required test pres sure. 3.5.-I--Cleaning steel surfaces. Be fore the concrete core and mortar coat ing are placed, each steel cylinder shall be cleaned to remote loose or other foreign matter that would interfere with the bonding of the concrete and mortar. Sec. 3.6--Concrete for Pipe Core 3.6.1-- General. The concrete in the cores may be placed by the centrifugal method, by the vertical casting method, or by other approved methods. 3.6.2-- Proportioning. The propor tions of cement, fine aggregate, coarse aSSregate> and water used in concrete for pipe cores shall be subject to the approval of the purchaser. The propor tions shall be determined and controlled as the work proceeds to obtain homo geneous, dense, workable, durable con crete of specified strength in the walls of the pipe and a minimum of defects in the surface of the pipe. The propor tions shall be those that will give the best overall results with the particular materials and method of placing used for the work. A minimum of six bags of cement shall be used for each cubic yard of concrete. The water-cement ratio shall be such as to assure that the concrete will meet the strength require ments. 3.6.3-- Measurement of materials. A barrel of cement shall be considered as 4 cu ft or 376 lb and a bag of cement shall be considered as 1 cu ft or 94 lb. Cement in standard sacks need not be weighed, but bulk cement shall be weighed. Water for mixing shall be measured by volume or by weight. Concrete aggregates for each batch shall be measured separately by 12 AW WA STANDARD weighing. The proportions of aggre late the compaction of concrete in the gates shall be computed on tire satu cores, to produce a spun-cylinder wall rated and surface-dry basis and the wa thickness of about 2 in. The curing of ter-cement ratio shall be exclusive of the test cylinders shall be in conformity water within the aggregates and ab with the curing of the cores. The net sorbed by them. The equivalent unit area of the hollow cylinder shall be weights for both fine and coarse aggre used to determine its compressive gates shall be determined in accordance strength. with the "Method of Test for Unit 3.6.7--Testing cylinders. All test Weight of Aggregate" (ASTM Desig cylinders shall be tested by an ap nation C29). The equipment and de proved testing laboratory at the ex vices for weighing and measuring shall pense of the manufacturer, unless the at all times be accurate within 1 per manufacturer has approved testing cent. facilities at the site of the work. In 3.6.-1--Mixing. The mixing shall be such an event, the tests shall be made done thoroughly by a mixer of ap by and at the expense of the manu proved type. Mixing time shall be con facturer in the presence of the pur sistent with the type of mixer used. chaser, or, if permitted by the pur Transit mixing shall not be used ex chaser, certified test reports may be cept by written authorization and under submitted by the manufacturer. specific requirement of the purchaser. 3.6.8. --Strength of concrete. Stand 3.6.5-- Standard test cylinders. A ard concrete cylinders shall attain a set of at least four standard test cyl minimum compressive strength of inders shall be taken from each day's 3.000 psi in seven days and 4,500 psi pour of the mixed concrete for pipe in 28 days. Centrifugal test specimens cores made by the centrifugal method, shall attain a minimum compressive the vertical casting method, or other strength of 4,000 psi in seven days and approved methods. Standard test cyl 6.000 psi in 28 days. The compressive inders shall be made in conformance strength at the time of wrapping shall with the "Method for Making and conform to the requirements in Sec. Curing Concrete Compressive and 3.8. To conform to the requirements Flexural Test Specimens in the Field" of this section, the average of any ten (ASTM Designation C31). The cur consecutive strength tests of cylinders ing of the test cylinders shall be in con representing each type of concrete shall formity with the curing of the pipe be equal to or greater than the speci cores. fied strength, and not more than 20 3.6.6-- Centrifugal test cylinders. per cent of the strength tests shall Centrifugally cast test cylinders may be have values less than the specified substituted for standard test cylinders, strength. Pipe made from concrete at the option of the manufacturer, when that does not meet the strength tests in the centrifugal method is used for accordance with the foregoing shall be making cores. A set of at least four subject to rejection. test cylinders shall be taken each day 3.6.9. --Placing concrete by centrif from the mixed concrete for cores. ugal method. The steel pipe cylinder Test cylinders shall be centrifugally with joint rings attached shall be cast in 6-in.-diameter by 12-in.-long placed horizontally in a spinning steel molds spun about their longi machine and may be held by a spinning tudinal axes, at a speed that will simu frame. The spinning machine shall be CTD029668 PRESTRESSED CONCRETE PRESSURE PIPE 13 capable of revolving the cylinders at speeds that will produce concrete meet ing the requirements of Sec. 3.6.8 and 3.S. The method of placing concrete in the cylinder and the speed of rota tion during placing shall be such that the concrete will be evenly distributed and well compacted at the specified thickness throughout the length of the pipe. After the concrete has been de posited, the rotation shall be continued at a speed and for a length of time suf ficient to provide the specified strength and sufficient compaction and bond to permit removal from the spinning machine without injury to the pipe core. Excess water and laitance shall be removed from the interior surfaces of the pipe in an approved manner so that the surface is solid, straight, and true. 3.6.10--Placing concrete by vertical casting method. The concrete lining or core shall be cast on end on a castiron or steel base ring with rigid steel collapsible forms for the concrete sur faces. The forms shall be so designed that they will have smooth contact sur faces and tight joints and will be firmly and accurately held in proper position without distortion during the placing of the concrete. The forms shall be pro vided with top and bottom stiffening rings and shall be designed to permit removal without injury to the inside surface of the pipe. The forms shall be thoroughly cleaned and oiled be fore each use. The transporting and placing of concrete shall be carried out by approved methods that will not cause the separation of concrete ma terials and the displacement of the steel cylinder or forms from their proper position. Approved methods of me chanical vibrating shall be used to com pact the concrete in the forms and to secure satisfactory interior surfaces. Forms shall not be removed until the concrete has set sufficiently to avoid spalling or damage to the pipe during the process of form removal. 3.6.11--Other methods of placing the lining. If the manufacturer proposes to employ a method other than the cen trifugal or vertical casting method for placing the concrete lining or core, he shall submit for approval complete de tails of the methods and equipment he proposes to use. Sec. 3.7--Curing of Core 3.7.1-- General. The purpose of cur ing pipe cores as specified next is to obtain concrete of the strength speci fied for test cylinders under Sec. 3.6.8. The cores shall be cured by steam or by water unless otherwise specifically per mitted. Water and steam curing may be used interchangeably on a time ratio basis of 4 hr of water curing to 1 hr of steam curing, except that water curing may be used only if the minimum am bient temperature exceeds 40F. 3.7.2-- Steam curing. The cores shall be placed in the steam-curing chamber or otherwise covered by a suitable enclosure that will allow pro per circulation of steam. A delay period of from 1 to 4 hr shall be allowed before moist steam is admitted in con tact with the cores. The temperature within the enclosure shall be gradually raised to at least 11 OF and not more than 150F for a period of at least 24 hr. The preset time shall be included in the 24-hr period. Curing by steam shall be continuous except during a period sufficient to remove the forms or supporting rings. The forms shall not be removed until at least 6 hr after the beginning of curing. After this minimum 6-hr period, the cores may be "tipped" from their bases and curing shall be continued by either steam or water. CTD029669 14 AW WA STANDARD 3.7.3--Water curing. The cores shall be kept moist by intermittent wa ter spraying for a period of at least 32 hr. The water-curing period shall be continued 1 hr for each hour, in the first 24, during which the ambient tem perature is below 50F. Following this minimum period, they may be "tipped" from their bases and removed to the storage yard where they shall be kept continuously moist by intermittent spraying for an additional period of at least three days. Sec. 3.8--Placing of Wire Reinforcement The high-tensile wire shall not be wound around the core until the con crete has reached the minimum sevenday compressive strength specified under Sec. 3.6.8 of this standard. The initial compression in the concrete shall not exceed 55 per cent of the com pressive strength of the concrete at the time of wrapping. Methods and equip ment for applying the wire shall be such that it will be wrapped around the core in a helical form at the de signed predetermined spacing and ten sion for the full length of the core, except that at the ends of the core there shall be an extra complete cir cumferential wrap of wire that may be applied at one half the design tension. The number of coils in any 2-ft length of core shall be not less than required by the design. Wire splices shall be capable of withstanding a force equal to the minimum specified ultimate tensile strength of the wire. An chorages of the wire at the ends of the core shall be capable of resisting a force equal to 75 percent of the speci fied minimum ultimate tensile strength of the wire. If multiple layers of circumferential reinforcement are used, each layer but the last shall be coated with cement mortar applied in accordance with Sec. 3.9 to provide a minimum cover over the reinforcement at least equal to the diameter of the wire and steam-cured in accordance with Sec. 3.10.2 for a period of not less than 8 hr. The first layer of reinforcement shall be wound on the surface of the core, and subse quent layers shall be wound over the previous layers of cement mortar as specified in this section. The final coating of cement mortar shall be ap plied in accordance with Sec. 3.9, shall provide the minimum cover over the reinforcement specified in Sec. 3.1.3, and shall be cured in accordance with Sec. 3.10. Sec. 3.9--Pipe Coating 3.9.1-- General. After the core has been wrapped with high-tensile wire, an exterior mortar or concrete coating shall be applied. 3.9.2-- Mortar coating. Mortar for coating shall consist of one part cement to not more than three parts fine aggre gate. Cement and fine aggregate shall conform to Sec. 2.1 and 2.2 herein. Rebound not to exceed one fourth of the total mix weight may be used, but the resulting mix proportions shall not be leaner than those just specified. Re bound not used within 1 hr shall be discarded. The mortar shall be thoroughly mixed, and, after mixing is completed, it shall be deposited under impact by an approved method so that a dense, durable encasement is ob tained. Concurrently with the mortar coating, a cement slurry consisting of one sack of cement to not more than 8 gal of water shall be applied to the core just ahead of the mortar coating. 3.9.3-- Concrete coating. Concrete for coating shall be of an approved mix. The proportions shall be those that will give the best overall results with the particular materials and T CTD029670 PRESTRESSED CONCRETE PRESSURE PIPE 15 ^methods of placing used for the work. A minimum of seven bags of cement shall be used for each cubic yard of concrete. The fine and coarse aggregates and cement shall meet the requirements of Sec. 2.1, 2.2 and 2.3 of this standard, except that the grading of coarse aggre gate shall be such that it will all pass a 3-in. laboratory sieve. The concrete shall be placed and compacted by ap proved methods and equipment to pro duce a dense, durable coating. 3.9.4--Strength. Concrete for coat ing shall develop a minimum com pressive strength of 3,000 psi in seven days and 4,500 psi in 28 days in ac cordance with Sec. 3.6.8. Sec. 3.10--Curing oi Coating 3.10.1--General. The coating out side the core shall be cured by steam or by water unless otherwise specifi cally permitted. Water and steam :uring may be used interchangeably on a time ratio basis of 4 hr of water cur ing to 1 hr of steam curing, except that water curing may be used only if the minimum ambient temperature exceeds 40F. Adequate space and facilities shall be provided for proper curing. 3.10.2-- Steam curing. The coated pipe shall be placed in the curing cham ber as soon as practicable after placing the coating and shall be steam-cured as specified under Sec. 3.7.2 for a period of at least 12 hr. The pipe shall be handled in such a manner as to avoid injury to the coating during transporta tion to and from the curing chamber. 3.10.3-- Water airing. As soon as the coating has set sufficiently, it shall be kept moist by intermittent spraying for a period of at least four days. The water-curing period shall be continued 1 hr for each hour, in the first 24, dur ing which the ambient temperature is below 50F. Sec. 3.11--Seal Coat If the purchaser specifically orders a bituminous seal coat, the materials and application shall comply with the ap propriate provisions of AWWA C104 (ANSI A21.4) insofar as they are applicable. The material shall be ap plied after the pipe is cured. Section 4--Fittings and Special Pipe Sec. 4.1--General Fittings and special pipe shall in clude closures, connections to main line valves, bends, tees, wyes, beveled pipe for curves, and pipe with outlets re quired for manholes, air valves, and blowoffs as shown on the purchaser's drawings or ordered by the purchaser. Fittings shall conform to the details furnished by the purchaser, or, if re quired, to the details furnished by Jhe manufacturer and approved by pie purchaser. Fittings shall be either type as described in Sec 4.2 or 4.3 at the option of the manufacturer and shall be designed for the same condi tions as the pipe. Sec. 4.2--Fittings (Type A) Type A fittings are composed of steel cylinders, concrete or mortar lin ing, and reinforced concrete or mortar exterior coating. The steel for the cylinder shall be cut, shaped, and welded to form the properly shaped bend, tee, reducer, or fitting. The welds shall be inspected and the com pleted cylinder shall be tested for CTD029671 16 AWWA STANDARD tightness by the dye penetrant or other approved method, if specifically re quired by the purchaser. A cage or cages of steel reinforcement with ap proved cross-sectional areas shall be formed around the cylinder and open ings. Longitudinal reinforcement suf ficient for additional stresses in the fitting walls shall be provided. The interior and exterior concrete or mor tar shall be placed in an approved man ner. Curing shall be as specified in Sec. 3.10 herein. 4.3.3--Mortar. Steel plate fittings shall be lined with mortar at least j in. thick, except at adapter ends or outlets, but under no conditions shall the lining be less than in. thick. The exterior shall be coated with mortar at least 1 in. thick. The mortar shall contain not less than one part cement to three parts sand, of a grading approved for the method of application used. 4.3.4--Curing. Mortar-coated fit tings shall be cured by water spraying, by steam, or by curing compounds. Sec. 4.3--Fittings (Type B) Sec. 4.4--Curves, Bends, and Type B fittings are composed of cut Closures and welded steel plate of approved Long-radius curves and small angu thickness, with mortar coating on in lar changes in pipe alignment shall be terior and exterior surfaces. formed by deflecting joints, by straight 4.3.1-- Steel plate. The steel for the pipe with beveled ends, by bevel adap fabricated steel plate fittings shall be ters, or by a combination of these. cut, shaped, and welded so that the Pipe ends may be beveled up to 5 deg. finished fitting shall have the required shape and interior dimensions. The Short-radius curves and closures shall be formed by fittings. 7 deflection angle between adjacent seg ments of a bend shall be not greater Sec. 4.5--Openings and Connections than 22A deg. Adjacent segments Manholes and flanges, spigot or bell shall be joined by lap or butt welding. connections for air valves, blowoffs, or Fabrication and welding shall conform connections to other pipe shall be built to the requirements of Sec. 3.5.1 and into the walls of the concrete pipe at 9 3.5.2 of this standard. The welds locations shown on the purchaser's shall be inspected and the completed drawings or ordered by the purchaser. cylinder shall be tested for tightness by Wall openings shall be suitably rein the dye penetrant or other approved forced. The high-tensile wire shall be method, if specifically required by the securely fastened on each side of the purchaser. outlet or shall be wrapped continuously 4.3.2--Reinforcement. Wire mesh from one side of the opening to the reinforcing shall be applied to the in other. The casting or fabricated outlet terior and exterior surfaces of the shall be welded to the saddle plate or fabricated fitting. Mesh shall be 2- by saddle neck after the hole is cut through 4-in. W1 welded-wire fabric, held $ the plate, cylinder, and concrete. If in. from the surfaces of the steel plate. required, the interior and exterior sur The members on the 2-in. spacing shall faces of structural-steel connections extend circumferentially around the shall be lined and coated with mortar. fitting with ends overlapped 4 in. and Alternative outlet designs may be used, tied together. Longitudinal splices if specifically approved by the pur shall be staggered. chaser. CTD029672 PRESTRESSED CONCRETE PRESSURE PIPE Appendix A Cubic Parabola Design Method 17 This appendix is for information only and is not part of AIVIVA C301-72 The wire area, tension, and spacing under which the wire is wound and the core thickness shall be varied so that the specific combination of design pressure and earth load will fall on or under the design curves in Fig. A (a and b). The resulting design has a transient-load capacity equal to the difference between the design pressure or earth load and the value determined from the extension of the appropriate line for surge pressure or live load until it intersects the transient-load curve. If surge pressure exceeds 40 per cent of design pressure or live load (in- 0eluding impact) exceeds the American Association of State Highway Officials H-20 loading, this greater value should be stated in the supplementary speci fications. The design curve is defined by the !0following equation: earth load, in combination with design pressure p. Three-edge-bearing values of IV, used for design shall be conservatively based on the manufacturer's accumu lated test results. Supporting test data shall be provided if required by the engineer. in which P, is the internal pressure re quired to overcome all compression in the core concrete, exclusive of the ef fect of external load; W, is nine tenths of the three-edge-bearing load produc ing incipient cracking in the core, with no internal pressure; p is the maxi mum design pressure in combination with three-edge-bearing load, w, and is not to exceed 0.8 P, for lined cylinder pipe [Fig. A (a)] ; u> is the maximum jlhree-edge-bearing load, equivalent to Fig. A. Design and Transient-Capacity Curves for Lined and Embedded Cylinder Pipe Using Cubic Parabola Design Hethod Graph (a) is for lined- and Graph (f>) for embedded-cylinder pipe. In both graphs, T designates the transient-load curve and D the design curve; w, is for the three-edge-bearing load equivalent to live load; and P,p is for surge pressure in excess of the normal operating or design pressure. CTD029673 External Load (Field) 18 AWWA STANDARD Appendix B Stress Analysis Design Method This appendix is for information only and is not part of AWWA Ci01-72 The wire area, tension, and spacing under which the wire is wound and the core thickness shall be varied so that the specific combination of design pressure and earth load will fall on or under the design curve illustrated in Fig. B (a and b). The resulting design has a transient-load capacity equal to the difference between the design pressure or earth load and the value determined from the extension of the appropriate line for surge pres sure or live load until it intersects the transient-load curve. If surge pressure exceeds 40 per cent of design pressure, or live load (including im pact) exceeds the American Associa tion of State Highway Officials H-20 loading, this greater value should be stated in the supplementary specifica tions. The design curve is defined by th following equation: P [r/,. +. r,5 M A, 12R, Fig. B. Design and Transient-Capacity Curves for Lined and Embedded Cylinder Pipe Using Stress Analysis Design Method Graph (a) is for lined- and Graph (b) embedded-cylinder pipe. In both graphs, T designates the transient-load curve and D the design curve; PB is the internal pressure required to overcome all com pression in the core concrete, exclusive of the effect of external load; P,f is the surge pressure in excess of the normal operating or design pressure; Wt is the maximum design field external load with internal pressure equal to zero; and w, is the live load in excess of the external dead load. in which p is the maximum design pressure in combination with field ex-, ternal load, tv, and is not to exceed Oi P0 for lined-cylinder pipe (Fig. B(a)]; f,, is the resultant induced compres sion; 7.5V/' is the allowable tensile stress where fe is the specified 28-day compressive strength of the concrete; M is the total moment in the pipe sec tion due to pipe weight, water weight, and external load; F is the total thrust in the pipe section due to pipe weight, water weight, and external load; 5" is the section modulus of the control pipe section based on the total pipe wall at the crown and invert sections and on the core only at the side section; At is the transformed cross-sectional ar CTD029674 PRESTRESSED CONCRETE PRESSURE PIPE 19 of the control section based on the total pipe wall at the crown and invert sec tions and on the core only at the side section; and R, is the outside radius of steel cylinder. The coefficients for moment and thrust calculations shall be from recog nized and accepted theories, examples of which are to be found in "Coeffi cients for Large Horizontal Pipes,'' by J. H. Paris [Eng. News-Record, vol. 87, p. 768 (1921)]; and "Stress Anal ysis of Concrete Pipe," by H. C. Olander [Eng. Monograph No. 6 US Bureau of Reclamation, Dept, of the Interior, Washington, D.C.]. CTD029675 'P--*'1--4/78--43301 CTDO29676 & /Vv'o'r.u' Wii,>f 'vVtjrk^ A',soo.iHon AWWA C300-74 Revision of AWWA C300-64 AWWA STANDARD /or REINFORCED CONCRETE PRESSURE PIPE. STEEL CYLINDER TYPE. FOR WATER AND OTHER LIQUIDS First edition approved by AWWA Board of Directors Dec. 11,1947. This edition approved Jan. 28, 1974. AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colo. 80235 CTD02967T Committee Personnel The subcommittees that reviewed and developed this re\ision had the follow ing personnel at that time : Subcommittee on Revision of AWW'A C300 Richard E, Morris Jr., Chairman M. E. Barber S. E. Dore Jr. James H. Bailey W. R. Dana Subcommittee on Design Appendices E. L. W'riciit, Chairman R. A. Skinner C. E. Beal W. Brunzell L. R. Keyser The Standards Committtee on Concrete Pressure Pipe, which reviewed and approved this standard, had the following personnel at the time of approval: Walter K. Neubauer, Chairman Richard E. Morris Jr., Vice-Chairman Joseph A. Willet, Secretary Copyright 1974 by the American Water Works Assn , Inc, Made in lTSAII II ) CTD029678 Committee Personnel (Continued) Consuuicr/Gencral Interest Members M. E. Barber, Bd. of Water Commissioners, Denver, Colo. C. E. Beal, Metropolitan Utilities Dist., Omaha, Neb. Wayne Brunzell. Schact-Johnson Assocs., Inc., Chicago, III. S. E. Dore (NEWWA Alternate), Consulting Engr., Barnstable, Mass. S. E. Dore Jr. (NEWWA Repr.), Coffin & Richardson, Inc., Boston, Mass. T. C. Earl, American Water Works Service Co., Philadelphia, Pa. J. L. Geren, Dept, of Utilities, Salem, Ore. J. O. Griaisley, US Bureau of Reclamation, Denver, Colo. S. B. Maynard, Ayres, Lewis, Norris & May, Ann Arbor, Mich. A. C. Michael, (Retired), Detroit, Mich. R. E. Morris Jr., Water Utilities Dept., Dallas, Tex. W. K. Nelbaler. O'Brien & Gere Engineers, Inc., Syracuse, N.Y. C. A. Parthl.m (NEWWA Alternate; Camp, Dresser & McKee, Boston, Mass. H. F. Peckworth. Consulting Engr., Richmond, Me. Alexander Scalzitti, Dept, of Water & Sewers, Chicago, III. R. A. Skinner, (Retired), Los Angeles, Calif. R. T. Tillotson, East Bay Municipal Utility Dist., Oakland, Calif. P. M. Walker, Federal Water Quality Admin., Kansas City, Mo. E. W. Whitlock, Malcolm Pirnie. Inc., White Plains, N.Y. J. F. Wickser, Dept, of Water & Power, Los Angeles, Calif. P - Producer Members R. E. Bald, INTERPACE Corp.. Parsippany, N.J. J. H. Bailey, Gifford-Hill-American, Inc., Dallas, Tex. W. R. Dana, American Pipe & Construction Co., Monterey Park, Calif. L. R. Keyser, Price Brothers Co., Dayton, Ohio J. A. Willett, American Concrete Pressure Pipe Assn., Arlington, Va. E. L. Wright, United States Pipe and Foundry Co., Concrete Pipe Baldwin Park, Calif. Div., iii CTD029679 A a Table of Contents SEC. Foreword i History of Standard .... ii Information Regarding Use This Standard.............. iii Major Revisions .............. PACE V of V vi Standard l General ............................. it Scope ................................... 1.2 Definitions ........................ 1.3 Essential Requirements .. 1.4 Plans and Data to Be Furnished by Purchaser ................ 1.5 Data to Be Submitted by Mauu- facturer .......................... 1.6 Marking ............................. 1.7 Inspection and Testing by Pur- chaser ............................. IS Material and Workmansh''1> ........ 1.9 Tests ................................... 1.10 Affidavit of Compliance.. i i i 2 2 2 3 3 3 4 4 2 2.1 2.2 23 2.4 2.5 2.6 2.7 2.8 2.9 2.10 2.11 Material Specifications Cement ............................... Fine Aggregate ................ Coarse Aggregate .......... Samples of Aggregates .. Water ................................. Admixtures ...................... Steel for Cylinders and Fittings Steel for Bar, Wire, and Wire Fabric Reinforcement . Steel for Joint Rings ... Steel Casting for Fittings Rubber for Gaskets ........ 4 4 5 5 6 6 6 6 6 i 7 7 SEC. 3 3.1 3.2 J3 3.4 J. A 36 3.7 3.8 3.9 PACE Design and Fabrication of Pipe 8 General Requirements ................... 8 Design of Pipe................................... 8 Joint Rings ....................................... 9 Rubber Gaskets ............................... 9 Fabrication of Steel Cylinders ... 9 Fabrication of Reinforcement Cage 10 Concrete for Pipe............................. Curing of Pipe ................................. Seal Coat ........................................... 10 12 12 4 Fittings and Special Pipe .......... 12 4.1 General ............................................... 12 4.2 Fittings (Type A) ......................... 13 4.3 Fittings (Type B) .......................... 13 4.4 Curves, Bends, andClosures .... 13 4.5 Openings and Connections ........ 14 Appendix A--Design Requirements A1 General ............................................... 13 A 2 Hydrostatic Design ......................... 14 A3 Combined Load Design ................. 14 A 4 Reinforcement Cage Configura tions ................................................. 15 Tables 1 Gradation Requirements for Fine Aggregate ..................................... 5 2 Permissible Amounts of Deleteri ous Substances in Coarse Ag gregate ........................................... 5 3 Requirements for Pipe of Various Sizes ............................................... 9 ^ IV CTD029680 Foreword 7 r ........... / is r ,M n, I.f'i-I. ,Mlr/ u n.'t ,t /.* nf .lll'ir.l CJOJ-ri I--History of Standard In April 1943, the AWW'A Rnnrd ni' Directors authorized the preparation ot "Tentative Emergency Specifications lor Concrete Pressure Pipe." They covered a number of different types in a single document and served a useful purpose during the Second World War but are now obsolete and have been withdrawn. The first standard prepared by AWW'A W'ater W'orks Practice Com mittee S320D--Reinforced Concrete Pipe, which was formed in 1946. cov ered the manufacture of reinforced concrete pipe, steel cylinder type, not prestressed. The standard is now designated AWWA C300. This type of pipe, first manufactured in 1919, consists of a welded steel cylinder with a steel joint ring welded at each end: a cage or cages of steel rein forcing bars or wire externally concen tric with the cylinder; an encasing wall of dense concrete; and a pre formed gasket of rubber to provide the joint seal between adjacent pipes. The pipe is manufactured in sizes ranging from 24 in. to more than 144 in. in diameter. Reinforced concrete pipe, steel cyl inder ty pe, is designed for the specific combination of internal pressure and external load required for the project in accordance with the procedures out lined in the appendix of this standard. The pipe is normally limited in design to pressures of up to 260 psi. This type of pipe is used fur trans mission mains, distribution feeder mains, pressure siphons, industrial pressure lines, sewer fnrce mains, and sewer outfall lines. The pipe is manufactured by first fabricating the steel cylinder and hy drostatically testing it with joint ringattached. Then, after the reinforcing cage(s) and steel cylinder have been assembled within a form, a concrete encasement is vertically cast, accom panied by mechanical vibration. Cur ing of the concrete is accomplished bymeans of water or steam. The pipe is generally made in 12- through 24-ft laying lengths. The circumferential steel of the cage provides 40 to SO per cent of the reinforcement, depending on the conditions for which the pipe is de signed. The first edition of this standard was approved as "Tentative" on Dec. 11, 1947. It was revised and approved as "Standard" on Jan. 13, 1952. The second edition was approved as "Tenta tive" on Jul. 19, 1957, and made "Stan dard" on Jan. 27, 1964. Installation of this pipe is covered by AWW'A Manual M-9, "Installation of Concrete Pipe." II--Information Regarding Use of This Standard W-'hen purchasing pipe under the provisions of this standard, the pur chaser shall furnish supplementary spe cifications that include specific details CTD029681 vi COXCRETE riTE-XOT rRF.STRESSF.D on the following: 1. Standard used; that is, AWWA C300-74. 2. Manner of storage and delivery if required of the manufacturer. 3. The working pressure, the transient pressure, the depth of earth cover, the trench bedding condition, and the live load for which the pipe is to be de signed (Sec. 1.4.1). 4. Whether pipe may be supplied from inventory (Sec. 1.5.1). 5. Whether a tabulated layout sched ule (Sec. 1.5.2) will be required. 6. Identification marks required (Sec. 1.6). 7. Whether elliptical reinforcement is acceptable (Sec. 1.6 and Appendix A4). 8. Whether the purchaser desires to inspect the pipe and fittings at the manufacturer's plant (Sec. 1.7.1). 9. Whether steel test reports (Sec. 1.9.3) and test specimens (Sec. 1.9.4) will be required. 10. Whether submission of rubber gasket material test reports (Sec. 1.9.5 and 2.11.8) will be required. 11. Testing of welds (Sec. 1.9.6) if required. 12. Whether an affidavit of compli ance (Sec. 1.10) will be required. 13. Type of cement required if there is a preference (Sec. 2.1.1). 14. Whether aggregate samples (Sec. 2.4) will be required. 15. Whether submission of manufac turer's design calculations (Sec. 3.2) will be required. 16. Type of protective coating on ex posed portions of joint rings (Sec. 5.3.3) if there is a preference. 17. Whether submission for approval of details of materials and methods for welding (Sec. 3.5 and 3.6) will be required. IS. \\ hether a specific seal coat (Sec. 3.6) will be required. 1. Details of fittings (Sec. 4.1). 20. Testing of steel cylinders for fittings (Sec. 4.2 and 4.3 i. 21. Whether lining and coating nt structural steel connections (Sec. 4.5 I will be required. 22. Variance in curing it permitted (Sec. 3.8.1). Ill--Major Revisions The major revisions in this edition consist of the following: 1. The title has been changed to re flect the scope of the standard more accurately. The phrase "water pipe" has been changed to "pressure pipe." the term "not prestressed" was elimi nated as redundant, and the following phrase was added: "for water and other liquids." 2. The entire standard was care fully reviewed, and changes were made in most of the sections to improve understanding and readability. 3. Use of the standard was improved by the addition of titles to all sections. 4. The format and terminology of the standard are patterned after AWWA C301-72 to establish a consistency in concrete pressure pipe standards. 5. The scope, which formely pro vided for pipe in sizes from 20 in. to 96 in., was changed to provide for sizes from 24 in. to 144 in. This change was made to conform to pres ent industry practice. 6. Concrete admixtures for reducing water content and controlling setting time may be used by the manufacturer as provided in Sec. 2.6. 7. The laying length of pipe, pre viously required to be nominally 12, 14, or 16 ft, is now' set at a minimum of 8 ft and a maximum of 20 ft for ) CTD029682 FOREWORD vii 24-in. to 3'Viu. pipe and 24 ft for 39-in. pipe and larger. 8. The minimum time required for steam curing lias been reduced from 32 to 24 hr. The actual time used will depend on temperature, which may wiry from 110F to 150F, and other conditions. This reduction does not re lax the concrete strength requirements. 9. A design appendix has been added to the standard to provide a method of designing reinforced concrete cylinder pipe to resist internal pressures and ex ternal loads. This appendix provides a uniform approach to design so that the user of the standard will find it easier to undertake the design of the pipe and to review the manufacturer's computations. By incorporating all the design considerations in the ap pendix, it was possible to simplify Sec. 3, Design and Fabrication of Pipe. CTD029683 AWWA Standard tor American Waier Wbrks Assooa!<on AWWA C300-74 Revision of A\\:\VA C300-64 Reinforced Concrete Pressure Pipe, Steel Cylinder Type, for Water and Other Liquids Section 1--General Sec. 1.1--Scope This standard covers the manufac ture of reinforced concrete cylinder A pipe that is not prestressed or preten sioned and is in sizes from 24 to 144 in., inclusive.* This type of pipe is designed for working pressures of 40 psi and higher that are combined with external loading conditions designated by the purchaser. This standard does Aiiot include requirements for handling, >delivery, laying, field testing, or dis infection of the pipe. Sec. 1.2--Definitions In this standard, the following defini tions shall apply: 1.2.1 Purchaser. The word "pur chaser" shall mean a person, firm, corporation, or government subdivision entering into a contract or agreement to purchase pipe and fittings according to this standard. 1.2.2 Contractor. The word "con tractor" shall mean the person, firm, or * Pipe may be manufactured in larger * diameters provided the purchaser is in full accord with the design. corporation executing the contract or agreement with the purchaser to fur nish pipe and fittings according to this standard. 1.2.3 Manufacturer. The word "manufacturer" shall mean the person, firm, or corporation that actually manu factures the pipe, acting either directly as the contractor or as a subcontractor or supplier. If the manufacturer is acting as a subcontractor under the contractor or otherwise as a supplier to the contractor, the obligations of the manufacturer under this standard shall be considered as obligations of the con tractor, and the contractor shall be re sponsible for the performance. 1.2.4 A STM. The term "ASTM" does mean the American Society for Testing and Materials. When specific ASTM specifications are cited without dates, the designation shall be con strued as referring either to the latest revision under the same specification number or to superseding specifications under a new number, except for pro visions in the revised specifications that clearly are inapplicable. CTD029684 2 CONCRETE PIPE-NOT PRESTRESSED 1.2.5 ANSI. The term "ANSI" does mean the American National Standards Institute, Inc. 1.2.6 Approved. The term "ap proved" shall mean having received the approval of the purchaser. 1.2.7 Working pressure. The working pressure shall be the maxi mum sustained internal hydrostatic pressure to which the pipe is to be subjected. 1.2.8 Transient pressures. Tran sient pressures are internal pressure overloads of relatively short duration in excess of working pressure. 1.2.9 Dead loads. Dead loads are those loads due to the weights of the earth over the pipe, the water con tained by the pipe, and the pipe itself. 1.2.10 Live loads. Live loads are those loads that result from the pass age of vehicles over the installed pipe. 1.2.11 Pipe diameter. The term "pipe diameter" or "size" shall mean the design inside (waterway) diameter of the pipe. Sec. 1.3--Essential Requirements The pipe shall have the following principal features: a welded steel cylinder with steel joint rings welded to its ends; a reinforcing cage or cages of steel bars, wire, or welded wire fabric surrounding the steel cylinder; a wall of dense concrete covering the steel cylinder and reinforcing cage or cages inside and out; and a joint with a preformed gasket of rubber, so de signed that the joint will be watertight under all conditions of service. Sec. 1.4--Plans and Data to Be Furnished by Purchaser 1.4.1 Design data. The purchaser shall designate the working pressure, the transient pressure, the depth of earth cover, the trench bedding con dition, and the live load for which the pipe shall be manufactured. 1.4.2 Plans. At least one month prior to manufacture, the purchaser shall furnish the contractor plans and profiles showing the following: align ment and grades; the location of all outlets, connections, and special ap purtenances ; the design pressures for each part of the line; and such special details or information as are necessary for the manufacture of the pipe and fittings in accordance with this standard and with the specific requirements of the work for which the pipe is made. Sec. 1.5--Data to Be Submitted by Manufacturer 1.5.1 Detailed dravAngs and sched ules. The manufacturer shall submit lor approval of the purchaser drawings and schedules showing full details of the reinforcement, concrete, and joint dimensions for the pipe and fittings. All pipe and fittings shall be fabricated in accordance with these approved drawings and schedules. Pipe may be supplied from inventory unless the pur chaser has indicated otherwise. 1.5.2 Tabulated layout schedule. When specifically required, the data submitted by the manufacturer shall include a tabulated layout schedule, with reference to the stationing and grade line shown on the drawings sup plied by the purchaser. The schedule shall show pressure zones, and the point of change from one zone to the next shall be clearly indicated by sta tion number. The diameter of the pipe, the working pressure and thick ness of pipe wall, and the area of steel (per linear foot of pipe) in the reinforcing cage or cages and steel cylinder shall be listed for each portion of the pipeline. ^ V / \ ' v / CTD029685 SECTION 1--GENERAL 3 Sec. 1.6--Marking Each length of straight and special pipe and each fitting shall have plainly marked inside on the bell or spigot end the identification marks specified by the purchaser. These shall include the working pressure for which the pipe or fitting is designed. Special marks or identification sufficient to show the proper location of the pipe or fitting in the line by reference to layout drawings and schedules specified under Sec. l.S shall be placed on the pipe if specifically required. All be\eled pipe shall be marked with the amount of the bevel, and the point of maximum pipe length shall be marked on the beveled end. If elliptical rein forcement is used, the minor axis of the reinforcement shall be identified. Sec. 1.7--Inspection and Testing by Purchaser 1.7.1 Inspection at manufacturer's plant. If the purchaser desires to in spect pipe and fittings at the manu facturer's plant, the purchaser shall so specifv in the contract or agreement, stating the conditions (such as the time and the extent of inspection) under which the inspection shall be made. 1.7.2 Access to work. The pur chaser shall have free access to those parts of the manufacturer's plant that are necessary to assure compliance u'ith this standard. The manufacturer shall make available for the purchaser's use such gages as are necessary for inspec tion. The manufacturer shall provide the purchaser with such assistance as is necessary for the handling of pipe and fittings. 1.7.3 Responsibility. Inspection by the purchaser or failure of the pur chaser to provide inspection shall not relieve the manufacturer of his respon sibility to furnish materials and to per form work in accordance with this standard. 1.7.4 Tests. Tests under Sec. 1.9 that the purchaser makes on material samples shall be made without delay. If any sample fails to meet the require ments, the manufacturer shall be noti fied immediately. Material affected by the test results shall be set aside pend ing final disposition. The manufacturer may then request a review of test pro cedures and additional tests on the ma terial. Duplicate samples, the number of which is to be agreed upon, should be tested by the purchaser or his repre sentative and by the manufacturer. The manufacturer's tests shall be per formed by a commercial testing labora tory or in the manufacturer's labora tory, with proper certification. Tests by either party may be witnessed by the other. If the duplicate samples meet the test requirements, the material shall be accepted. If the material is rejected after retesting, the manu facturer shall pay all costs of retesting. 1.7.5 Rejection. Material, fabri cated parts, and pipe that are dis covered to be defective or that do not conform to the requirements of this standard will be subject to rejection at any time prior to final acceptance of the pipe. Rejected material and pipe shall be promptly removed from the site of the work. Sec. 1.8--Material and Workman ship All material furnished by the manu facturer shall be new and of the quality specified. All work shall be done in a thorough, workmanlike manner bv me chanics skilled in their various trades. When a lower limit or minimum di mension is given herein for a steel com CTD029686 4 CONCRETE PIPE-NOT PRESTRESSED ponent, the minus tolerance (as stated in the applicable ASTM specification) for such limit or dimension shall be understood to define the true lower limit or dimension. Sec. 1.9--Tests 1.9.1 Cylinder assembly. Each completed cylinder with joint rings welded to its ends shall be subjected to a hydrostatic test as specified under Sec. 3.5.3. 1.9.2 Concrete. Samples of the mixed concrete shall be taken for mak ing compression test cylinders as speci fied under Sec. 3.7.4. 1.9.3 Steel reports. Mill test re ports or plant test reports on each heat from which the steel is rolled shall be obtained by the manufacturer and made available to the purchaser on re quest. 1.9.4 Steel specimens. If required by the purchaser, the manufacturer shall provide test specimens cut from each shipment of steel for reinforcing and for cylinders. 1.9.5 Gasket rubber. Test reports showing the physical properties of rub ber used in the gaskets, as specified in Sec. 2.11.8, shall be obtained by the manufacturer and shall be made avail able to the purchaser on request. 1.9.6 Welds in reinforcement. If required by the purchaser, samples of welds in reinforcing bars shall be tested for conformance with Sec. 3 6. 1.9.7 Expense. The expense of testing materials and submitting test reports to the purchaser in accordance with this standard and the purchaser's supplementary specifications, referred to in the foreword, of testing the com pleted steel cylinder in accordance with Sec. 1.9.1 and of testing concrete in accordance with Sec. 1.9.2 shall be borne by the manufacturer. All other tests shall be made by the purchaser at the purchaser's expense, except as otherwise specificially provided. Sec. 1.10--Affidavit of Compliance The purchaser may require an affi davit from the manufacturer that the pipe and fittings furnished under the purchaser's contract or agreement comply with all applicable provisions of this standard. Section 2--Material Specifications Sec. 2.1--Cement 2.1.1 Type. Cement for concrete work shall conform to the "Specifica tions for Portland Cement" (ASTM Designation Cl50). Either Type I or Type II may be used unless the pur chaser specifies a particular type. Sampling and testing shall conform to the individual ATSM specification designated therein. 2.1.2 Inspection. Satisfactory fa cilities shall be provided for identifying, inspecting, and sampling cement at the mill, the warehouse, and the site of the work. The purchaser shall have the right to inspect the cement and obtain samples for testing at any of these points. 2.1.3 Storage. Cement shall be stored in a weathertight, dry, wellventilated structure. 2.1.4 Unusable. Cement salvaged by cleaning cement sacks, mechanically or otherwise, shall not be used in the work. Cement containing lumps shall be rejected and shall be immediately re moved from the site of the work. CTD029687 SECTION 2 -- MATERIAL SPECIFICATIONS 0 2.1.5 Temperature. If the tem perature of the cement exceeds loOF, it -hall he stored until cooled to that temperature. Sec. 2.2--Fine Aggregate 2.2.1 General. Fine aggregate for concrete and mortar shall consist of clean, hard, durable, uncoated particles of natural sand or of sand prepared from the product obtained by crush ing stone or gravel. At the time of Use the fine aggregate shall be entirely free of frozen material. 2.2.2 Gradation. Fine aggregate shall be well graded from coarse to fine and. when tested by means of lab oratory sieves in accordance with the "Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggre gates'' (ASTM Designation 036), shall conform to the gradation require ments in Table 1. ' TABLE 1 Gradation Requirements for Fine Aggregate i u. No. i No. 8 No. 16 No. .1(1 No. 5(1 No. Hill No. 2(11) | 11v \\>iltt. ' < 100 95- 100 65- 98 45- 80 2<J- 7(1 5- 50 HI u- 5 The gradation requirements given in Table 1 represent the extreme limits for determining the suitability of fine aggregate under this standard. To maintain uniformity of gradation for aggregate from any given source, a fineness modulus determination shall be made upon representative samples from that source. Thereafter the finef ness modulus of all shipments there from shall not vary by more than 0.20 from the fineness modulus of the repre sentative sample, unless suitable, ap proved mix adjustments are made. 2.2.3 Impurities. Fine aggregate shall be free from injurious amounts of organic impurities and shall conform to Sec. 4.2 of "Specifications for Con crete Aggregates" (ASTM Designa tion C33-71a). Sec. 2.3--Coarse Aggregate 2.3.1 General. Coarse aggregate for concrete shall consist either of hard, durable particles of crushed stone or of crushed or uncrushed gravel that con forms to the requirements and tests given in Sec. 2.3.2 and 2.3.3. 2.3.2 Gradation. Coarse aggregate shall be well graded from coarse to fine. The maximum size and gradation shall be subject to the approval of the pur chaser and shall be such that the con crete can be readily placed in the mold, by the particular method used in plac ing it, to .provide a solid, compact, homogeneous wall with a smooth sur face. Tests for gradation of coarse aggregate shall be in accordance with the "Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggregates" (ASTM Designation Cl36). Thin and elongated pieces, the maximum dimension of which exceeds fine times the minimum, shall not be TABLE 2 Permissible Amounts of Deleterious Substances in Coarse Aggregate Material Soft particles Coal and lignite Clav lumps Material finer than 200 sieve Combined total of above items Maximum Weight Limit. <To 5.00 0.50 0.25 1.00 5 00 CTD029688 6 CONCRETE PIPE-NOT PRESTRESSED in excess of 10 per cent of the coarse aggregate by weight. 2.3.3 Impurities. Deleterious sub stances in coarse aggregate shall not exceed the amounts given in Table 2, as determined by sampling and testing procedures listed in the "Specifications for Concrete Aggregates" (ASTM Designation C33). Sec. 2.4--Samples oi Aggregates At least four weeks prior to mixing concrete, the manufacturer, if required, shall provide, in suitable containers, samples of not less than 1 cu ft each of fine aggregate and coarse aggregate for preliminary approval. All samples shall be plainly labeled to indicate the source of the material, the date, and the name of the collector. Methods of sampling aggregates shall be in accord ance with the "Methods of Sampling Aggregates" (ASTM Designation D75). Sec. 2.5--Water Water used for concrete and for curing pipe shall be fresh water and shall be clean and free from oil, acid, strong alkalies, or vegetable matter. Sec. 2.6--Admixtures At the option of the manufacturer, the concrete may contain a water-reduc ing, set-controlling admixture conform ing to the "Specification for Chemical Admixtures for Concrete" (ASTM Designation C494). No admixture shall contain calcium chloride. The type and amount of admixture shall be subject to the approval of the pur chaser. Sec. 2.7--Steel for Cylinders and Fittings 2.7.1 Steel sheets. Steel sheets for pipe cylinders and fittings may be in cut lengths or coils and shall meet the requirements of the "Specifications for Hot-Rolled Carbon Steel Sheets and Strip. Structural Quality" (ASTM Designation A570), Grade B or C, or "Specifications for Hot-Rolled Carbon Steel Sheets and Strip, Commercial Quality" (ASTM Designation A569), except that for steel covered by ASTM A569. the maximum carbon content shall be 0.25 per cent and the minimum yield shall be 27,000 psi. 2.7.2 Steel plates. Steel plates for pipe cylinders and fittings shall con form to the "Specifications for Low and Intermediate Tensile Strength Carbon Steel Plates for Structural Quality" (ASTM Designation A283), Grade B or C. Sec. 2.8--Steel for Bar, Wire, and Wire Fabric Reinforcement 2.S. 1 Bars. Steel bar reinforce ment for concrete pipe or fittings shall be plain or deformed and shall con form to "Specifications for Carbon Steel Bars Subject to Mechanical Property Requirements" (ASTM Designation A306), Grade 80, or to "Specifications for Deformed BilletSteel Bars for Concrete Reinforce ment" (ASTM Designation A615-68), Grade 40, except that for plain bars supplied under ASTM A6I5-68, (1) the requirements of Sections 6, 7, and 14.3 shall not apply, (2) intermediate bar diameters shall meet the require ments of the next smaller bar number designation, and (3) bar diameters less than No. 3 shall meet the requirements for No. 3 bar. 2.8.2 Wire. Steel wire for rein forcement of concrete pipe shall con form to the "Specifications for ColdDrawn Steel Wire for Concrete Rein forcement" (ASTM Designation A82') or to the "Specifications for Deformed Steel Wire for Concrete Reinforce- J CTD029689 SECTION 2--MATERIAL SPECIFICATIONS ment'' (ASTM Designation A496). Wire used for ties may be annealed. 2.S.3 Wire fabric. Wire fabric reinforcement for concrete pipe or for mortar coating for fittings shall con form either to the "Specifications for Welded Steel Wire Fabric for Con crete Reinforcement" (ASTM Desig nation A1S5) or to the "Specification for Welded Deformed Steel Wire Fabric for Concrete Reinforcement'' (ASTM Designation A497). Sec. 2.9--Steel (or Joint Rings Steel for bell rings less than J in. thick shall conform to "Specifications for Hot-Rolled Carbon Steel Sheets and Strip, Structural Quality" (ASTM Designation A570), Grade A, or to "Specifications for Hot-Rolled Carbon Steel Sheets and Strip, Commercial Quality" (ASTM Designation A569). Special shapes for spigot joint rings and steel for bell rings i in. or more in thickness shall conform to "Specifi cations for Carbon Steel Bars Subject to Mechanical Property Requirements" (ASTM Designation A306), Grade 50, or to "Specifications for Low and Intermediate Tensile Strength Carbon Steel Plates of Structural Quality" (ASTM Designation A283), Grade A, or to "Specifications for Merchant Quality Hot-Rolled Carbon Steel Bars" (ASTM Designation A575), Grade 1012, or to "Specifications for Special Quality Hot-Rolled Carbon Steel Bars" (ASTM Designation A576), Grade 1012, or to "Specifica tions for Steel Sheet and Strip, Carbon, Hot-Rolled Commercial Quality, Heavy-Thickness Coils (Formerly Plate)" (ASTM Designation A635). Sec. 2.10--Steel Castings for Fittings Steel castings for fittings shall confurm to the "Specifications for Mild to Medium Strength Carbon Steel Castings for General Application" (ASTM Designation A27), Grade 7036, normalized. Sec. 2.11--Rubber for Gaskets 2.11.1 General. The gasket shall have smooth surfaces free from pitting, blisters, porosity, and other imperfec tions. The rubber compound shall contain not less than 50 per cent by volume of first-grade natural crude or first-grade synthetic rubber. The re mainder of the compound shall consist of pulverized fillers free from rubber substitutes, reclaimed rubber, and del eterious substances. The compound shall meet the following physical re quirements when tested in accordance with the indicated conditions and designated ASTM test methods. 2.11.2 Tensile strength. The ten sile strength of the compound shall be at least 2,700 psi for natural rubber gaskets and 2.000 psi for synthetic rub ber gaskets--"Method of Tension Test ing of Vulcanized Rubber" (ASTM Designation D412). 2.11.3 Elongation at rupture. The elongation at rupture shall be at least 400 per cent for natural rubber gaskets and 350 per cent for synthetic rubber gaskets--"Method of Tension Testing of Vulcanized Rubber" (ASTM Designation D412). 2.11.4 Specific gravity. The spe cific gravity shall not vary bv more than 0.05 within the range of 0.951.45--"Methods for Chemical Analysis of Rubber Products" (ASTM Desig nation D297). 2.11.5 Compression set. The per centage of compression set shall not exceed 20. The compression set de termination shall be made in accordance with "Methods of Test for Compres- CTD029690 s CON*CRETE PIPE-NOT PRESTRESSED sion Set of Vulcanized Rubber" (ASTM Designation D395), Method B, with the exception that the disc shall be a 4-in.-thick section of the rubber gasket stock. 2.11.6 Tensile strength after aging. After being subjected to an accelerated aging test for 96 hr in air at 70C in accordance with "Method of Test for Accelerated Aging of Vulcanized Rub ber by the Oven Method" (ASTM Designation D573) or in a pressure chamber for 48 hr at 70C in an oxygen atmosphere at 300 psi in accordance with "Method of Test for Accelerated Aging of Vulcanized Rubber by the Oxygen-Pressure Method" (ASTM Designation D572), the tensile strength of the compound shall be not less than 80 per cent of the tensile strength be fore aging. 2.11.7 Shore durometer. The Shore A durometer hardness shall be in the range of 50 to 65 and shall be determined in accordance with "Method of Test for Indentation Hard ness of Rubber and Plastics by Means of a Durometer" (ASTM Designation D2240-68), with the exception of Sec tion 4 thereof. The determination shall be taken directly on the gasket. 2.11.8 Test reports. If required by the purchaser, the manufacturer shall submit test reports showing the physi cal properties of the rubber compound used in the manufacture of the gaskets. # % Section 3--Design and Fabrication of Pipe Sec. 3.1--General Requirements 3.1.1 Laying lengths. In general, pipe shall have a minimum nominal laying length of 8 ft, unless shorter lengths are required by weight or other considerations. The maximum lengths shall be as follows: Internal Diameter tn. 21 to 26 inclusive 29 and larger Maximum Laying Length n 20 24 3.1.2 Diameter tolerances. Pipe shall be round and true and shall have a smooth and dense interior surface. The mean internal diameter of any por tion of each piece of pipe shall be not less than the design diameter or size specified by more than J in. for 36-in. pipe, and smaller; by more than in. for 42-in. and 48-in. pipe; by more than 4 in. for 54-in. to 78-in. pipe; or by more than j in. for 84-in. pipe, and larger. 3.1.3 Wall tolerances. The mini mum design thickness of pipe wall and the minimum thickness of concrete lin ing for each size of pipe shall be as shown in Table 3. At the spigot sec tion, the concrete lining thickness may be less than shown in Table 3, provided that the interior surface of the lining at the spigot shall not depart from a true right cylinder projected from the interior surface of the lining in the body of the pipe. The thickness of walls shall be not less than the design thickness by more than in. for 36-in. pipe, and smaller; by more than in. for 42-in. and 48-in. pipe; by more than d in. for 54-in. to 72-in. pipe; or bv more than J in. for pipe larger than 72 in. Sec. 3.2--Design of Pipe The reinforcement of the pipe shall consist of a welded steel cylinder sur rounded by one or more cages of welded steel hoops, helically wound steel bar or wire, or welded wire fabric ). y CTD029691 SECTION' i--DESIGN* 9 TUlf.K 5 adjacent surfaces. The rings shall he Rr</u i.riHrnli 'or Pipe of I'unous Sizes* expanded by a press be\und their elastic limits so that they are accurately Minimum Thickness sized. I'ii-.- ID j* I 3.3.2 Tolerances. On the finished i Concr"' L.mn, pipe, the circumference of the inside bell ring contact surface shall not ex J4 'l 'f Id ceed the circumference of the outside 1 spigot ring contact surface by more 4J ! is ; 54 fin 4 5 51 (1 than T'7 in. for gaskets j.l in. in diam eter or by more than j in. for gaskets 1; t; greater than ijl in. in diameter. The 1; -iut-of-roundness of either contact sur if, 78 i 84 'Ml 1 '10 f.,L 1 75 8 8 8i u face, measured as the difference be 4 tween the maximum and minimum joint ring diameters, shall not exceed 1} 0.5 per cent of the average of these ll diameters. The minimum thickness of * For pipe larger than 96 in. in -hameter. >Jtm**nMon? anti <ietaiG of ile-i^n shall be subject to approval by the pureha-er. the completed bell rings shall be -j'tT in. for 36-in. pipe, and smaller, and J in. for pipe larger than 36 in. The rings properly spaced and supported with shall conform to the details submitted longitudinal reinforcing. The niini- by the manufacturer and approved by I mum thickness of the cylinder shall be the purchaser. 16 gage. The cross-sectional area of 3.3.3 Protective coating. The por the circumferential steel in the cylinder tions of the joint rings that will be ex and in the reinforcing cage or cages posed on the completed pipe shall be shall be such that the conditions re protected from corrosion by an ap quired by the design methods in the proved coating. appendix are met. If required by the Sec. 3.4--Rubber Gaskets purchaser, the manufacturer shall sub mit design calculations for approval Joints shall be sealed with a con prior to the manufacture of any pipe. tinuous solid-ring rubber gasket having Sec. 3.3--Joint Rings a circular cross section with a diametral tolerance of 5^ in. Gaskets shall be 3.3.1 General. The steel bell and of sufficient volume to fill substantially spigot joint rings shall be so designed the recess provided when the pipe and fabricated that when the pipe is joint is assembled, so that the gasket laid and the joint completed, the gasket will be compressed to form a pressure- will be enclosed on four sides. Each tight seal. The gasket shall be the sole ring shall be formed by one or more element depended upon to make the pieces of steel butt-welded together. joint watertight. The contact surfaces in the joint shall be such as not to cause cutting of the rubber gasket during installation. Sec. 3.5--Fabrication of Steel Cy linders Welds on gasket contact surfaces shall 3.5.1 General. The evlinders shall be ground smooth and flush with the be formed by shaping and welding to- CTD029692 10 CONCRETE PIPE-XOT TRESTRESSED gcther cut lengths or coils of specified material and thickness. The cylinders shall be accurately shaped to the size required, and the joint rings shall be welded to the ends before testing. 3.5.2. Welding. Butt-welding, lap welding, or offset lap-welding, shall be used for the longitudinal and circum ferential or helical seams. The sheets shall be closely fitted prior to welding and shall be firmly held during welding. If required, the manufacturer shall sub mit for approval the specific details of materials and methods he proposes to use before any welding is done. 3.5.3 Hydrostatic test. Each steel cy linder, with joint rings welded to its ends, shall be subjected to a hydro static test. When the cylinder is tested in a horizontal position, the stress shall be at least 20.000 psi, but not greater than 25,000 psi. When the cylinder is tested in a vertical position, the stress at the lower end shall be 25,000 psi. While under pressure test, all welds shall be thoroughly inspected and all parts showing leakage shall be marked. Cylinders that show any leakage under test shall be rewelded at the points of leakage and subjected to another hy drostatic test. The finished cylinder, with joint rings attached, shall not be used in the work unless it is completely watertight under the required test pres sure. 3.5.4 Cleaning steel surfaces. Be fore the concrete is placed, steel sur faces shall be cleaned to remove loose or other foreign matter that would interfere with the bonding of the con crete. Sec. 3.6--Fabrication of Reinforce ment Cage 3.6.1 Circumferential reinforcement. The circumferential reinforcement shall either be steel bar or wire in helical or hoop form or be welded wire fabric shaped and lap- or butt-welded into cages. The quality of the welds and welding procedures shall be assured by the testing oi a representative num ber of butt or lap welds to a test stress of 25,000 psi. 3.6.2 Longitudinal reinforcement. The circumferential reinforcement in cages shall be accurately spaced and rigidly assembled by the attaching of longitudinal bars securely, so that the cage is maintained in proper shape and position during the casting of the pipe. 3.6.3 Placement. The minimum distance between the circumferential reinforcing steel and the surface of the pipe shall be 1 in. Sec. 3.7--Concrete for Pipe 3.7.1 Proportioning. The propor tions of cement, fine aggregate, coarse aggregate, and water used in concrete for pipe shall be subject to the approval of the purchaser. The proportions shall be determined and controlled as the work proceeds in order to obtain homogeneous, dense, workable, durable concrete of specified strength in the wall of the pipe and a minimum of de fects in the surface of the pipe. The proportions shall be those that will give the best overall results with the particular materials used for the work. A minimum of six bags of cement shall be used for each cubic yard of con crete. The water-cement ratio shall be such as to assure that the concrete will meet the strength requirements. 3.7.2 Measurement of materials. A barrel of cement shall be considered 4 cu ft or 376 lb, and a bag of cement shall be considered 1 cu ft or 94 lb. Cement in standard sacks need not be weighed, but bulk cement shall be weighed. Water for mixing shall be measured by volume or by weight. ) CTD029693 SF.CTIOX i--DFSIOX 11 |C<'MCfftc aggregates fur cadi batch >hall be measured separately by weigh ing. The proportions of aggregates shall he computed on both the saturated and surface-drv ba-i~. and the waterooiiit t11 ratio -hall exclude the water ab sorbed by the aggregates. The equiv alent unit weights for both tine and coarse .aggregates shall be determined in accordance with the "Method of Test for L"nit Weight of Aggregate" t'ASTM Designation Cl). The equipment and devices for weighing and measuring shall at all times be accurate within 1 percent. 3.7.3 Mixing. The mixing shall he thoroughly done by a mixer of ac cepted type. Mixing time shall be consistent with the type of mixer used. Transit mixing shall not be used ex cept by written authorization and under specific requirement of the purchaser. 3.7.4 Standard test cylinders. A Aset of at least four standard test cyl inders shall be taken from each day's pour of the mixed concrete. Standard test cy linders shall be made in con formance with the "Method for Making and Curing Concrete and Compressive and Flexural Test Specimens in the ^ Field" (ASTM Designation C31). The curing of the test cylinders shall be in conformity with the curing of the pipe. 3.7.5 Testing cylinders. All test cylinders shall be tested by an approved testing laboratory at the expense of the manufacturer, unless the manu facturer has approved testing facilities at the site of the work. In such event, the tests shall be made by the manu facturer in the presence of the pur chaser and at the manufacturer's ex pense or. if permitted by the purchaser, certified test reports may be submitted by the manufacturer. A 3.7.6 Strength of concrete. The design strength of concrete shall be the strength used in designing the pipe by the methud described in the Design Appendix. The design strength of concrete shall be not less than 4.500 psi for vertically cast concrete or 6,000 psi for centrifugallv cast concrete. The compresshe strength of concrete cyl inders shall equal or exceed j of the design strength in 7 days and tiie de sign strength in 28 days. To conform to the requirements of this section, the average of any ten consecutive strength tests of cylinders representing each type of concrete shall be equal to or greater than the design strength, and no cylinder shall have a strength less than SO per cent of the design strength. Damaged cylinders shall be discarded. Pipe made from concrete that does not meet the strength tests in accordance with the foregoing shall be subject to rejection. 3.7.7 Forms. The forms shall be of steel made with butt joints through out and with the interior surface smooth and true. The forms shall be so constructed that the inner and outer forms, joint rings, and reinforcement shall be held in position throughout placing of the concrete and so designed that the pipe can be stripped from the forms rapidly and without damage to the pipe surfaces. Forms shall be suf ficiently tight to prevent leakage of mortar, and they shall be stiff enough and so braced as to withstand, with out deformation, all operations incident to the pouring and setting of the con crete. Forms shall be cleaned and oiled before each use. 3.7.8 Placing concrete. The trans porting and placing of concrete shall be carried out by methods that will not cause the separation of concrete ma terials or the displacement of the steel cylinder and reinforcement from their CTD029694 12 CONCRETE TIPE-NOT TRESTRESSED jn"]nr ["iMtions in the form. Accepted nictlind.') of mechanical vibrating shall he used to compact the concrete in the forms and to secure satisfactory interior surfaces. Forms shall not be removed until the concrete has set sufficiently to avoid spalling or damage to the pipe during removal of the form. Sec. 3.8--Curing of Pipe 3.8.1 General. The purpose of cur ing pipe as prescribed in the following sections is to obtain concrete of the strength specified for test cylinders under Sec. 3.7.6. The pipe shall be cured by steam or by water unless otherwise specifically permitted. Wa ter curing and steam curing may be used interchangeably on a time-ratio basis of 4 hr of water to 1 hr of steam curing except that the water curing may be used only if the minimum ambient temperature exceeds 40F. 3.8.2 Steam airing. The pipe shall be placed in the steam-curing chamber or otherwise covered by a suitable en closure that will allow proper circula tion of steam. A delay period of from 1 to 4 hr shall be allowed before moist steam is admitted to contact the pipe. The temperature within the enclosure shall be gradually raised to at least 110F and to not more than 150F for a period of at least 24 hr. The delnv^fe period shall be included in the 24-hr^^ period. Curing by steam shall be con^^ tinuous except during a period suf^w ticient to remove the forms or support ing rings. The forms shall not be remo\ed until at least 6 hr after the begining of the curing. After this mini mum 6-hr period, the pipes mav be "tipped'' from their bases, and curing shall be continued by either steam or water. 3.8.3 IVater curing. The pipe shall be kept moist by intermittent water spraying for a period of at least 32 hr. The water-curing period shall be ex tended 1 hr for each hour in the first 24 during which the ambient air tempera ture is below 50F. Following tin's minimum period, they may be "tipped" from their bases but shall be kept con tinuously moist by intermittent spray ing for an additional period of at least 3 days. Sec. 3.9--Seal Coat If the purchaser specifically orders a bituminous seal coat, the materials and application shall comply with the ap propriate provisions of AWWA C104 (AXSI A21.4) insofar as they are ap J plicable. The material shall be applied * after the pipe is cured. Section 4--Fittings and Special Pipe Sec. 4.1--General Fittings and special pipe shall in clude bends, tees, wyes, connections to main-line valves, closures, beveled pipe for curves, and pipe with outlets required for manholes, air valves, and blowoffs, as shown on the purchaser's drawings or as ordered by the pur chaser. Fittings shall conform to the details furnished by the purchaser or. if required, to the details furnished by the manufacturer and approved by the purchaser. Fittings shall be either type CTD029695 SECTION 4--FITTINGS 13 as described in Sec. 4.2 and 4.3 at the \ option of the manufacturer and shall r be designed for the same pressures as the pipe. Sec. 4.2--Fittings (Type A) Type A fittings are composed of steel cylinders, concrete or mortar lin ing, and reinforced concrete or mortar exterior coating. The steel for the cylinder shall be cut, shaped, and welded to form the properly shaped bend, tee, reducer, or other fitting. The welds shall be inspected, and the com pleted cylinder shall be tested for tight ness by the dye penetrant method or other approved method, if specifically required by the purchaser. A cage or cages of steel reinforcement with ap proved cross-sectional areas shall be formed around the cylinder and openings. Longitudinal reinforcement suf ficient for the additional stresses in the fitting walls shall be provided. The interior and exterior concrete or mor tar shall be placed in an accepted man ner. Curing shall be as specified in Sec. 3.8. Sec. 4.3--Fittings (Type B) Type B fittings are composed of cut and welded steel plate of a thickness to provide the design strength, with mortar coating on interior and exterior surfaces. 4.3.1. Steel fabrication. The steel for the fabricated steel plate fittings " -hall be cut. shaped, and welded so that the finished fitting shall have the re quired shape and interior dimensions. The deflection angle between adjacent segments of a bend shall be no greater than 22} deg. Adjacent segments A shall be joined by lap or butt welding. Fabrication and welding shall conform to the requirements of Sec. 3.5 of this standard. The welds shall be in spected, and the completed cylinder shall be tested for tightness by the dye penetrant method or other approved method, if specifically required by the purchaser. 4.3.2 Reinforcement. Wire fabric reinforcing shall be applied to the in terior and exterior surfaces of the fab ricated fitting. The reinforcement shall be 2 X 4-in. W1 welded-wire fabric, held J in. from the surfaces of the steel plate. The members on the 2-in. spacing shall extend circum ferentially around the fitting, with ends overlapped 4 in. and tied together. Longitudinal splices shall be staggered. 4.3.3 .Mortar. Steel plate fittings shall be lined with mortar at least 5 in. thick at adapter ends, or outlets, but under no conditions shall the lining be less than J in. thick. The exterior shall be coated with mortar at least 1 in. thick. The mortar shall contain no less than 1 part cement to 3 parts sand of a grading approved for the method of application used. 4.3.4 Curing. Mortar-lined and inortar-coated fittings in Sec. 4.3.3 shall be cured by water spraying, by steam, or by curing compounds. The curing compounds shall meet the re quirements of "Liquid Membrane-- Forming Compounds for Curing Con crete" (ASTM Designation C30Q), Type II, white pigmented. Sec. 4.4--Curves, Bends, and Closures Long radius curves and small ang ular changes in pipe alignment shall be formed by deflecting joints, by straight pipe with beveled ends, by bevel adapters, or by a combination of them. Pipe ends may be beveled up CTD029696 14 CONCRETE PIPF.-NOT PRESTRESSED to 5 deg. Short-radius curves and closures shall be formed by fittings. Sec. 4.5--Openings and Connections Manholes and flanges, spigot or bell connections tor air valves, blow offs, or connections to other pipe shall be built into the walls of the concrete pipe at locations shown on the purchaser's drawings or ordered by the purchaser. Wall openings shall be suitably rein forced. If required, the interior and exterior surfaces of structural steel con nections shall be lined and coated with mortar. Appendix A Design Requirements This affcndi.t is lor information and is not a fart of AITII'A C300-74. A1--General A3--Combined Load Design Reinforced concrete cylinder pipe covered by this standard shall be de signed by the method described herein to resist the internal pressures and ex ternal loads designated by the pur chaser. A2--Hydrostatic Design To resist internal pressure alone, the cross-sectional area of the circumferen tial steel reinforcement shall be no less than the maximum determined from equations (1) and (2): 6P*D,, A. = 12,500 6 (P, + pad, A. = 16,500 (1) (2) A, = Cross-sectional area of circum ferential steel reinforcement, including the steel cylinder, square inches per foot of pipe wall P = Working pressure, psi P, = Transient pressure, psi D.j = Inside diameter of steel cylin der, inches The pipe shall be designed to resist the flexural and axial stresses from each of the following load conditions : 1. A combination of working pres sure, transient pressure, and dead loads (earth, pipe, and water) 2. A combination of working pres sure. dead loads, and live loads 3. Dead loads and live loads with no internal pressure. External dead loads and live loads shall be computed in accordance with recognized and accepted theories, such as presented in Soil Engineering by M. G. Spangler [International Text book Co.. Scranton, Pa. (2nd ed., 19601. pp. 396-418] and in Con crete Fife Design Manual [American Concrete Pipe Assn., Arlington, Va., (19/0) ]. The coefficients for moment and thrust shall also be from recognized and accepted theories, such as presented in "Stress Coefficients for Large Hori zontal Pipes" by J. M. Paris [Engi neering Xescs-Rccord, vol. 86. p. 768 11921)] and in "Stress Analysis of Concrete Pipe" by H. C. Olander [Eng. Monograph Xo. 6, US Bureau ) J CTD029697 APPEXDrX A 15 of Reclamation, Dept, of the Interior, Washington, D.C. j. The bedding angle used in design shall be compatible with the installation specified by the purchaser. The reinforced concrete design shall be according to the applicable provi sions of ACT Standard 3 IS, with either the strength method or the alternate design method (working stress method) being used. For the strength method, the load factor shall be l.S; the capacity reduc tion factor, 4>, shall be 1.0; and an equivalent rectangular concrete stress distribution shall be used. The design yield strength, shall not exceed 40,000 psi for the sides of the pipe, and the design yield strength shall not ex ceed the value determined by equations (3a) or (3b) for the crown and invert of the pipe. /,, = 27,000 psi, where Ar < %(Ar + Ay) (3a) /,,, = 33,000 psi, where A r S \(A r + A ,,) (3b) f,j, = Design yield strength for the crown and invert of the pipe, psi .4r = Cross-sectional area of rod rein forcement in the tensile zone of the crown and invert, square inches per foot of pipe wall A ,j = Cross-sectional area of steel cylinder, square inches per foot of pipe wall For the alternate design method, the load and factors shall each be 1.0; the calculated compressive stress in the concrete shall not exceed 0.45 fa` (the specified 28-day compressive strength) ; and the allowable tensile stress in the reinforcement shall not ex ceed 22,000 psi at the sides of the pipe and shall not exceed the value deter mined by equation (4) for the crown and invert of the pipe, with the appli cable value of /,,, from (3a) or (3b) being used. /,, = 0.55/,,, (41 /,, = Allowable tensile stress for the inner later of steel reinforce ment at the crown and invert, psi When the transient pressure is com bined with other loads, the required capacity tor the strength method shall be reduced by 25 per cent, or allowable stresses for the alternate method shall be increased by one third. The pro visions of this paragraph apply only to load condition 1. A4--Reiniorcamant Cage Configuration* Reinforcement shall consist of a steel cylinder and one or more cages. The cages may be circular or elliptical in shape and may be used singly or in combination. The cross-sectional area of the circumferential rod reinforce ment per linear foot of pipe shall be no less than 40 per cent of the total area of reinforcement per linear foot of pipe. When the reinforcement consists of a combination containing an elliptical cage, the cross-sectional area of the circular reinforcement, including the steel cylinder, shall be no less than that determined by Eq (1), with an allow able steel stress of 23,000 psi. The design depth of the pipe wall section shall be taken to the centroid of the tensile steel. The design clear con crete cover for an outer circular cage or for the horizontal axis of an elliptical cage shall be 1J in. For the steel cyl inder, the design clear cover shall be the nominal lining thickness designated by the manufacturer but no less than the minimum lining thickness shown in Table'3 of Sec. 3.1.3. CTD029698 2P-5M-7/77-4 j JOO C7D029699 Transmission Pipe AWWA C402-77 (Revision of C402-75) AWWA STANDARD for ASBESTOS-CEMENT TRANSMISSION PIPE, 18 IN. THROUGH 42 IN., FOR WATER AND OTHER LIQUIDS First approved by AWWA Board of Directors Jan. 26, 1975. This edition approved Jan. 50, 1977. AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTD029700 Committee Personnel The Standards Committee on Asbestos-Cement Pressure Pipe, which re viewed and approved this standard, had the following personnel at the time of approval: R. S. Bryant, Chairman J. L. Warden, Vice-Chairman T. R. Gillen, Secretary Consumer Members S. C. Baker, Naval Facilities Engineering Command, Alexandria, VA P. J. Brady, Director of Utilities, Portsmouth, VA R. S. Bryant, Department of Water & Power, Los Angeles, C F. G. Denson, Works & Operations Department, Winnepeg, Manitoba J. R. Hendrick, Water Department, Fort Worth, TX J. E. Johnson,* U.S. Bureau of Reclamation, Denver, CO R. W. King, Water Utilities, San Diego, CA R. A. Marchand, Water Department, Warren, OH J. L. Warden, U.S. Bureau of Reclamation, Denver, CO (NAVFAC) (AWWA) (ASCE) (AWWA) (AWWA) (BUREC) (AWWA) (AWWA) (BUREC) General Interest Members G. C. Anderson, Insurance Services Office, New York, NY R. A. Barrows, C. E. Maguire, Inc., Waltham, MA V. R. Bickel, Department of Environmental Health, Albuquerque, NM S. L. Bishop,* Metcalf & Eddy, Boston, MA C. L. Frick,* Insurance Services Office, New York, NY R. S. Holmgren, Jr., James M. Montgomery, La Jolla, CA F. A. Obert, Metcalf & Eddy, Boston, MA J. S. Slicer, Factory Mutual Research, Norwood, MA M. R. Suchomel, Underwriters Laboratories, Northbrook, IL W. Taggart, Wright-McLaughlin Engineering, Denver, CO (ISO) (NEWWAj (APWA) (NEWWA) (ISO) (AWWA) (WPCF) (FMR) (UL) (ASCE) Producer Members A. E. Alpine, Cement Asbestos Products Co., Birmingham. AL F. T. Duffy, The Flintkote Company, Akron, OH T. R. Gillen, Johns-Manville Sales Corp., Denver, CO J. C. Jackson, Association of A/C Pipe Producers. Washington, DC A. I. Leff,* Certain-Teed Products Corp., Valley Forge, PA W. R. Seipt, Certain-Teed Products Corp., Valley Forge, PA (AWWA) (AWWA) (AWWA) (AACPP) (AWWA) (AWWA) Alternate. Copyright 1977 by American Water Works Assn. Printed in US ii CTD029701 Table of Contents SEC. Foreword I History of Standard ................ II Information Regarding Use of This Standard ........................ III Major Revisions ........................ Standard 1 General .................................... 1.1 Scope ............................................. 1.2 Definitions .................................. 1.3 Affidavit of Compliance .......... 2 Materials ................................. 2.1 Composition ................................ 2.2 Physical Requirements ............ 2.3 Chemical Requirements............ 3 Design ......................................... 3.1 Pipe Classifications .................. 3.2 Pipe Diameters .......................... 3.3 Pipe Lengths .............................. 3.4 Couplings .................................... 3.5 Joints ............................................ 3.6 Wall Thickness.......................... 4 Workmanship and Finish .. 4.1 Imperfections ............................ PAGE v vi , viii 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 4 4 SEC. PAGE 5 Inspection, Testing, and Rejection ....................................... 5.1 Inspection ............................................. 5.2 Physical Test Requirements .......... 5.3 Retests (Physical) and Rejection . . 5.4 Test for Uncombined Calcium Hydroxide ....................................... 5.5 Test Records ....................................... 3 3 3 7 7 9 6 Marking and Delivery................. 6.1 Marking ............................................... 6.2 Preparation for Shipment .............. 9 9 9 Tables F.l Asbestos-Cement Pipe Type Recommended for Internal Water Aggressiveness ................. vii F.2 Aggressiveness of Nonsulfate Acidic Soils to Asbestos-Cement Pipe ................. vii F.3 Asbestos-Cement Pipe Type-Designation Chemical Resistance to Nonacid Soluble Sulfates in Water andSoils .... viii 1 Pipe Classification................................. 2 2 Design External Load ......................... 3 3 Wall Thickness Tolerances .............. 4 4 Hydrostatic Tests ................................. 6 Figures 1 Crushing Test Assembly ................... 6 o CTD029702 Foreword This foreivord is for information only and is not a part of C402. I--History of Standard A new pipe material consisting of an intimate mixture of portland cement and asbestos fibers was introduced to the North American market in 1931 following a number of years of usage in other countries, particularly Italy. In the ensuing years, this type of pipe gained popularity, and in 1949 AWWA established a committee on standard specifications for asbestos-ce ment pipe under the chairmanship of S. M. Clarke of Greeley and Hanson, Chicago. The committee developed a standard for asbestos-cement water pipe, which was approved by the AWWA Board of Directors as a tentative standard, AWWA C400-53T, on May IS, 1953. In 1958, the committee was reactivated as Committee 8340D on Asbestos-Ce ment Pipe under the chairmanship of Roy H. Ritter, Whitman, Requardt and Assocs., Baltimore, to review sev eral suggested changes and to recom mend revisions to the standard. The committee produced a revised standard adopted by AWWA as C400-64T on fan. 27, 1964. It was advanced to "standard" without revision on Jul. 2, 1965. In early 1968, the committee was re activated as the Standards Committee on Asbestos-Cement Pipe to review and revise all of the AWWA stan dards on asbestos-cement pipe. The committee produced a revised standard approved by the Board of Directors on Jan. 31, 1972, designated as "AWWA Standard for Asbestos-Cement Pres sure Pipe for Water and Other Liq uids, C400-72." In the winter season of 1972-1973 the committee was reorganized and enlarged to include representation of national organizations having an inter est in the scope of the committee and wishing to participate in the work. The reorganized committee reaffirmed C400-72 without revision so that it could be presented to the American National Standards Institute for des ignation as an American National Standard. In 1975 the committee produced a revised standard approved by the AWWA Board of Directors Jan. 26. 1975. designated as AWWA C400-75. "Standard for Asbestos-Cement Pres sure Pipe. 4 in. Through 24 in. for Water and Other Liquids." At the same time a new standard was pro duced by the committee and approved by the AWWA Board of Directors des ignated as AWWA C402-75. 'Stan dard for Asbestos-Cement Transmis sion Pipe. 18 in. Through 42 in., for Water and Other Liquids." The asbestos-cement pipe manufac turers had developed a new series of pipe classifications that was larger and designed to give greater freedom of selection to design engineers. This is of particular significance for large di ameter pipeline projects where the sav ings in material cost can exceed the increased cost of more detailed design, better control of methods of installa tion. and provision of surge controls when justified. The standard, AWWA C402-75, was developed to provide the user with a ready reference and specifica tion for this type of pipe known as transmission pipe. CTD029703 VI A-C TRANSMISSION PIPE--18 IN. THROUGH 42 IN. The possibility of confusion between the two standards. C400 and C402. was carefullv reviewed by the commit tee. The result is this edition of C402, which maintains the sizes covered from IS in. through 42 in. C400 has been revised simultaneously and covers sizes 4 in. through 16 in. There is now no overlap in sizes. II--Information Regarding Use of This Standard II.A General. When ordering pipe covered by this standard, local instal lation and operating conditions should be considered to determine the classifi cation and type of pipe to specify. Also, certain other items must be specified to describe completely the pipe required. It is recommended that, for large diameter pipeline projects, the pur chaser evaluate local installation and operating conditions, operating pres sures and surge pressures, trench loads, and surface loads when deter mining the strength classification to be used. A proposed AWWA C403, "Stan dard Practice for the Selection of As bestos-Cement Transmission Pipe," is tinder consideration at the present time by the committee. Xote: The purchaser is referred to AWWA C401 (formerly AWWA H2). "Standard Practice for Selec tion of Asbestos-Cement Distribution Pipe." for guidance in designing trans mission pipe to fit his installation and operating conditions. Attention is di rected to the fact that selection curves and related data in the current edition of AW WA C401 are applicable to pipe covered by AWWA C400-7/, "Asbestos-Cement Distribution Pipe, 4 in. Through 16 in., for Water and A Other Liquids." not to transmission pipe covered by this standard. The purchaser is advised to consult the manufacturer pending the issuance of the proposed AWWA C403. The purchaser is referred to AWWA C603. "Installation of Asbestos-Ce ment Pressure Pipe." for guidance in the laying of the pipe. II,B Flexural load test. Flexural load tests are not required (Sec 2 2.1, 5.2.3). For large diameters, the wall thicknesses increase to a point at which the flexural strength is not a control ling factor, and therefore routine test ing is not required. II.C Type of pipe. The following criteria are presented for determining the type of pipe to be used under var ious soil and water conditions. Each condition should be considered sepa rately even though each may exist in combination with others. > These criteria are based on expo sures within the temperature range of 40-80F (5-2SC). For pipe exposures to temperatures beyond these limit's, consult the manufacturer. The following criteria are refer enced as : 1. Internal water (Table F.l). 2. External water (Table F.2). 3. Xonacid soluble sulfates--in ternal and external (Table F.3). 4. Acid soluble sulfates--internal and external. II.C.l Internal zeater. Aggressive ness of water transported through as bestos-cement pipes is related to the type-designation of asbestos-cement pipe suitable for such use in Table F.l. Aggressiveness of water is de fined as follows: CTD029704 FOREWORD vii (a) Highly aggressive: pH 4 log (AH) < 10.0 (b) Moderately aggressive: pH 4 log (AH) = 10.0-11.9 fc) Xonaggressive: pH 4 log (AH) > 12.0 where pH = Index of acidity (or alkalinity) of the water--standard pH units 4 = Total alkalinity--ppm as CaCOj H = Calcium hardness--ppm as CaCOj It should be recognized that water that has a pH 4 log (AH) less than or equal to 10 is an extremely aggres sive water and would be very corro sive to almost all materials found in a typical water system, including the plumbing in consumers' homes. Such waters should be treated to increase pH or hardness to protect the entire network of materials that make up the system. In the event such water treat ment is not to be undertaken, the man ufacturer of each item used in the water system should be consulted for recommendations regarding the use of his product in an extremely corrosive environment. Xote: The expression pH 4 log ( AH) is a modification of the Langelier Index. It has been prepared so that the aggressiveness of the water may be determined easily. A reason able comparison of the two would be as follows: pH 4log (AH) Langelier Index Highly aggressive water Moderately aggressive water Nou.tggressive water <10.0 10.0 to 11.9 >12.0 <-2.0 --2.0 to-0.1 >0 TABLE F.l Asbestos-Cement Pipe Type Recommended for Internal Water Aggressiveness Internal Water Aggressiveness i Recommended Pipe T\ pe* Highly aggressive Moderately aggressive Xonaggressive i ; j i t n I and 1 f Type I--no limit on uncombined calcium hy droxide; Type II --1.0 per cent or leas uncombined calcium hydroxide. t The serviceability of pipe for such applications should be established b> the purchaser in conjunction with the manufacturer. TABLE F.2 Aggressiveness of Nonsulfate Acidic Soils to Asbestos-Cement Pipe Water Conditions Within the Soil Environment Minimum pH of Acidic Soils When L'sine Asbestos-Cement Pipe Essentially quiescent Mildly fluctuating Rapidly moving or grossly cyclic Type I 5.0 5.5 6.3 Type II 40 5.0 55 II.C.2 External water. Aggressive ness of external water (water within the soil environment) in relation to as bestos-cement pipe as shown in Table F.2, The guidelines for the use of as bestos-cement pipe in nonsulfate acidic soils are based upon minimum pH factors alone. Asbestos-cement pipe may or may not perform satisfactorily in acidic soil environments having pH values below those listed in Table F.2. To determine the suitability of asbes tos-cement pipe in soils having lower pH values, each situation should be evaluated individually, taking into con sideration all aspects of soil environ ment that affect asbestos-cement pipe corrosiveness. CTD029705 viii A-C TRANSMISSION PIPE--18 IN THROUGH 42 IN Water Soil Sulfate Aggressiveness Classification Water Soluble Sulfates--ppm 50* W ater Soluble Neutral Sulfates--ppm SO* N'onaggressive Mildly aggressive Moderately aggressive Highly aggressive 150 and less 150-1500 1500-10 000 10 000 and greater 1000 and less 1000-2000 2000-20 000 20 000 and greater II.C 3 Xnnacid soluble sulfates-- internal and external. Aggressiveness uf nonacid (pH > 7.0) soluble sulfates in water and soils is related to the type-designation of asbestos-cement pipe suitable for such use in Table F.3. Sulfate aggressiveness in water and soil can be classified as indicated above. II.C.4 Acid soluble sulfates--inter nal and external. Aggressiveness of acid (pH < 7.0) soluble sulfate wa ters and soils to asbestos-cement pipe must be evaluated independently. Acid sulfate soils and waters, whether the acid is inorganic or organic, must be evaluated independently of the criteria and guidelines set forth in paragraphs II.C.2 and II.C.3 and must take into consideration soil permeability and other factors. For guidance, consult the manufacturer. II.D Supplementary specifications. The following information summarizes the conditions and items that the pur chaser should consider when prepar ing his supplementary specifications and lists the sections in the standard where they may be found. 1. The standard used; that is. A WAV A C402-77. 2. Affidavit of compliance, it re quired (Sec. 1.3). 3. Type of pipe to be furnished (Sec. 2.3 and Foreword II.CL 4. Classification of pipe (Sec. 3.1 ) 5. Nominal inside diameter (Sec. 3.2). 6. Lineal feet to be furnished in standard and random lengths (Sec. 3.3). 7. Number. size, type, classification, lengths, and extent of machining of special short lengths (Sec. 3.3.3). 8. Whether inspection by the pur chaser (Sec. 5 1) and special marking (Sec. 6.1.4) are re quired. Ill--Major Revisions Major changes to the 1975 standard made in this revision are: 1. A more detailed description of aggressive soil and water criteria has been added in the Foreword, Sec. II. TABLE F.3 Asbestos-Cement Pipe Type-Designation Chemical Resistance to Nonacid {pH = 7.0) Soluble Sulfates in Water and Soils Type Designation Chemical Resistance to N'onacid Soluble Sulfates in Water and Soils Will be attacked in various degrees by all but the nonaggressive levels of sulfate concentrations in waters and soils. Resistant to all levels of soluble sulfates. The guideline criteria for sulfate resistance of T^pe I pipe were taken from the Concrtte Manual. 8th edition. Bureau of Reclamation. 1974. Sulfate resistance here applies to all soluble sulfates regardless of the canon 1 CTD029706 FOREWORD i\ 2. The lot definition of paragraph 1.2 3 has been revised to define more clearly the quantity of pipe manufactured by size versus time. 3. Paragraph 5.2.5 Machines for Testing defines the machines used in the various physical tests and also allows couplings to be hy drostatically tested with a rubber bladder inside the coupling at ten times the classification of the coupling. CTD029707 American \Ateter Works Assoaation 1 AWWA C402-77 (Revision of C402-75) AWWA Standard tor Asbestos-Cement Transmission Pipe, 18 in. Through 42 in., for Water and Other Liquids Section 1--General Sec. 1.1--Scope This standard covers nine pressure classifications of Type I and Type II asbestos-cement pipe. 18-42 in. in di ameter, for water and other liquids, to be laid underground in public and pri vate rights-of-way. 1.1.1 Use. Asbestos-cement trans mission pipe is to be used in pipe sys tems having relatively predictable flows and few appurtenances, which permit reasonable hydraulic analyses, includ ing those for surge pressures. Sec. 1.2--Definitions Under this standard, the following definitions shall apply : 1.2.1 Inspection. Inspection of the pipe and the tests by the inspector. 1.2.2 Inspector. The authorized representative of the purchaser, en trusted with the duty of inspecting pipe produced and tests performed under this standard. 1.2.3 Lot. A lot as used herein for pipe 20 in. in diameter and smaller is defined as all pipe of any one classifi cation, type, and size manufactured on any one machine in 24 hr but not to exceed 300 lengths. A lot as used herein for pipe larger than 20 in. in diameter is defined as all pipe of any one classification, type, and size manu factured on any one machine during a period of consecutive working days not exceeding seven days but not to ex ceed 300 lengths. 1.2.4 Manufacturer. The person, firm, or corporation that manufactures the pipe. 1.2.5 Purchaser. The person, firm, corporation, or government agency en tering into a contract or agreement to CTD029708 2 A-C TRANSMISSION' PIPE--18 IN'. THROUGH 42 IN'. purchase pipe according to this stan dard. Sec. 1.3--Affidavit of Compliance Tlie purchaser's supplemental spec ifications may require an affidavit of compliance from the manufacturer, whether factory inspection has been required or not, to the effect that the materials furnished under the purchas er's order comply with all applicable requirements of this standard. Section 2--Materials Sec. 2.1--Composition Asbestos-cement pipe shall be com posed of an intimate mixture of either: (1) portland cement or portland blast furnace slag cement and asbestos fiber with or without silica; or (2) portland pozzolana cement and asbestos fiber. Both (11 and (2) can be with or without the addition of curing agents. The pipe shall be formed under pressure and cured. The fin ished pipe shall be free from organic materials. Sec. 2.2--Physical Requirements 2.2.1 Flexural strength. Because only improperly bedded and improp erly installed small diameter pipe is susceptible to adverse flexural loading, there is no flexural requirement for large diameter pipes. 2.2.2 Bursting strength. Each length of pipe and each coupling sleeve shall have sufficient strength to withstand the design internal pressure indicated for its classification in Table 1 when subjected to the hydrostatic test pro cedure specified in this standard. TABLE 1 Pipe Classification Classification 30 35 40 45 50 60 70 80 90 | Design Internal Pressure pst i 300 I 350 ! 400 ; 450 1 500 600 700 800 900 CTD029709 SECTION 3--DESIGN 3 TABLE 2 Design External Load*--)by lineal ft Pipe Classification ; JO iS 18 | 2 500 3 000 20 2 500 3 500 21 , 2 500 3 500 24 , 2 800 3 800 27 1 3 500 . 4 200 30 | 3 500 4 500 33 ! 3 500 5 000 36 : 4 000 5 000 39 1 4 200 5 300 42 ! 4 300 5 700 40 i 45 i 4 000 4 500 4 500 5 000 5 500 6 000 6 500 7 000 7 500 8 000 5 000 5 500 5 800 6 200 7 000 7 500 8 000 9 000 9 700 10 500 50 6 500 7 100 7 300 8 100 8 800 9 700 10 500 11 200 12 000 13 000 60 70 i 80 90 8 500 9 500 9 700 11 000 12 500 13 500 14 500 16 000 17 200 18 500 11 000 j 14 000 12 000 j 15 000 12 500 i 16 000 15 000 - 19 000 16 500 20 500 18 000 22 500 19 500 24 500 21 000 26 000 22 500 28 000 24 000 30 000 18 000 20 000 21 000 24 000 27 000 30 000 33 000 36 000 39 000 42 000 * It is necessary to apply a load factor to the above three-edge bearing loads in order to correlate them to the field loads. (See AU'WA Standard C40J.) 2.2.3 Crushing strength. Each length of pipe shall have sufficient strength to support the design external load indi cated for its classification in Table 2 when subjected to the crushing-test procedure specified in this standard. Sec. 2.3--Chemical Requirements Pipe shall be designated as either Type I or Type II according to its content of uncombined calcium hy droxide as determined by the test pro cedures in this standard for uncom bined calcium hydroxide. The require ments for each type are Type /--no limit on uncombined cal cium hydroxide Type II--1.0 per cent or less un combined calcium hydroxide. Section 3--Design Sec. 3.1--Pipe Classifications Pipe supplied under this standard shall be made in one or more of the classifications shown in Table 1. (The numerical value for each classification is equivalent to one tenth of the hy drostatic lot test presstire.) Sec. 3.2--Pipe Diameters Pipe shall be made with nominal in side diameters of 18, 20, 21, 24, 27, 30. 33. 36. 39. and 42 in, The average inside diameter of a standard or ran dom pipe length shall not be less than the nominal diameter bv more than 1 5 per cent. 4 A-C TRANSMISSION' PIPE--18 IN. THROUGH 42 IN. Sec. 3.3--Pipe Lengths Pipe shall be produced in standard, random, and short lengths. At least 90 per cent of the total footage of pipe of any classification, type, and size, excluding short lengths, shall be fur nished in standard lengths. The re maining 10 per cent may be in random lengths. 3.3.1 Standard length shall be 13 ft 1 in. 3.3.2 Random lengths shall be cut from standard lengths and shall be not less than 7 ft long. 3.3.3 Short lengths for making con nections to valves, fittings, or struc tures, and for making closures shall be furnished as specified by the pur chaser. Sec. 3.4--Couplings A coupling shall consist of an as bestos-cement sleeve of the same type and classification as the pipe and two rubber rings or a device that has equal or better bonding characteristics, strength, and serviceability as that of an asbestos-cement coupling. The man ufacturer shall submit to the purchaser for approval, prior to manufacturing, specifications and drawings of alternate couplings. TABLE 3 Wall Thickness Tolerances Size of Pipe in. 18 20-24 27-30 33-36 39-42 Wall Thickness Tolerance in. -0.12 -0.14 -0.17 -0.20 -0.23 3.4.1 One coupling of the same size and classification as the pipe shall be furnished with each standard and ran dom length of pipe. 3.4.2 Rubber rings shall conform to the requirements of the latest edition of ASTM D1869, "Rubber Rings for As bestos-Cement Pipe." Sec. 3.5--Joints Joints shall be capable of withstand ing, without leakage, a hydrostatic pressure test as defined in Section 5.2.2.1. Sec. 3.6--Wall Thickness The wall thickness of the machined portion of any length of pipe shall not be less than the manufacturer's stan dard by the listed tolerance in Table 3. Section 4--Workmanship and Finish Sec. 4.1--Imperfections 4.1.1 Interior surfaces. The inside surface of each length of pipe shall be free from bulges, dents, and tears that result in a variation in diameter of more than 0.20 in. from the diameter of adjacent unaffected portions of the surface. 4.1.2 Coupling areas. The coupling areas of the barrel of each length of pipe shall be free from dents and gouges that could cause leakage from the joint. 4.1.3 Exterior surfaces. Flaking on the exterior surface and edge of ma chined ends shall not extend back by J CTD029711 SECTION 5--INSPECTION, TESTING, AND REJECTION 3 more than 0.500 in. from the end, have a depth of more than 0.125 in., and shall not extend around the perimeter for more than 0.500 in. at any one location. 4.1.4 Straightness. Each length of pipe shall not vary in straightness by more than 0.05 in./ft of length when the variation is measured as follows: Measure the maximum ordinate from the exterior surface of the pipe by placing a straightedge that exceeds the pipe length against the exterior surface and measure the maximum distance from the exterior pipe surface to the straightedge. Section 5--Inspection. Testing, and Rejection Sec. 5.1--Inspection 5.1.1 General. Inspection by the pur chaser shall not relieve the manufac turer of the responsibility to furnish material conforming in all respects to the requirements of this standard. 5.1.2 Notification. If inspection is specified under Sec. 5.1.4 by the pur chaser, the manufacturer shall notify the purchaser, in advance, of the date, time, and place of testing of the pipe, so that the purchaser may be repre sented at the test. 5.1.3 Access. The inspector shall have free access to those parts of the manufacturer's plant that are involved in work performed under this standard. The manufacturer shall afford the in spector, without charge, all reasonable facilities for determining whether the pipe meets the requirements of this standard. 5.1.4 Testing. If inspection is speci fied by the purchaser, the purchaser at his option may witness any or all test phases. The pipe to be tested will have passed the routine inspection and test ing of this specification. The number of tests to be conducted for hydrostatic bursting strength (lot test) and, when required, crushing strength shall be limited to one per each 300 standard lengths of each size, type, and classifi cation of pipe on the order. If uncom bined calcium hydroxide tests are re quired, the number of tests will be one for each size, type, and classification of pipe on the order. The purchaser or his authorized inspector may select the pipe to be tested. Retesting and re jection as shown in Sec. 5.3 shall apply. Sec. 5.2--Physical Test Requirements 5.2.1 Test specimens. All pipes and couplings tested under this standard shall be in a normal, air-dried condi tion when tested. CTD029712 6 A-C TRANSMISSION PIPE--18 IN'. THROUGH 42 IN'. TABLE 4 Hydrostatic Tests p UHinn p 1 ----------- 1 1 j1 1 1 1 J _______ ' Classification 30 35 40 45 50 60 70 80 90 Proof Test psi 225 263 300 338 375 450 525 600 675 Lot Test * 300 350 400 450 500 600 700 800 900 5.2.2 Hydrostatic tests-' 5.2.2.1 Each standard, random, or short length of pipe and each coupling sleeve shall be tested under an internal hydrostatic pressure as shown for the routine proof test in Table 4. All air shall be expelled and the water pres sure shall be increased to the test pres sure at a uniform rate of not less than 100 psi/s. The test pressure shall be maintained for at least 5 s. Any pipe length or coupling sleeve that shows leakage, sweating, or other defects shall be rejected. 5.2.2.2 From each lot that has passed the hydrostatic proof test, a 1-ft, or longer length of pipe shall be cut from the unmachined portion of a pipe. The unmachined sample shall with stand the hydrostatic lot test shown in Table 4 when tested in the manner specified in paragraph 5.2.2.1 except that the test pressure need not be held for 5 s. If inspection by the purchaser has been specified, the length of pipe to be tested may be selected by the in spector. Each length of pipe so tested shall be retested in the manner and at the pressure specified in paragraph 52.2.1. 5.2.3 Flexural testing. No flexural testing is required. Fig. 1. Crushing Test Assembly The diagram at the left shows a side view of the test assembly; that at the right, an end view. P represents load; R, approximately 0.5 in.--the radius of the bearings; D, the nominal diameter of the pipe; and C, the clear space between supports. C should be approximately 1 in,/ft of internal pipe diameter, but in no case less than 1 in. 5.2.4 Crushing tests. On lots con taining more than 100 lengths of each size and classification, one length from each 300 lengths or fraction thereof shall be tested for crushing strength. If inspection by the purchaser has been specified, the length of pipe to be tested may be selected by the inspector. From each selected length, one unmachined length of pipe 1 ft long shall be cut. This section shall be tested by the crushing-test method shown in Fig. 1. After 75 per cent of the specified load has been reached, the loading shall be applied at a uniform rate of approxi mately 2 000 lb/min. The test section shall not fail until the total load applied meets or exceeds the applicable value shown in Table 2. 5.2.4.1 For this test, the two lower bearings shall consist of two straight strips with vertical sides, each strip having its interior top edge rounded to a radius of approximately 0.5 in. The 1 CTD029713 SECTION 5--INSPECTION, TESTING, AND REJECTION strips shall be of hardwood or metal; if metal, a piece of leather belting 3/16 in. in thickness shall be laid over them. The strips shall be securely fastened to a rigid block, with the interior vertical faces parallel and a distance apart of approximately 1 in./ft of internal pipe diameter, but in no case less than 1 in The upper bearing shall be a rigid wooden block, straight and true from end to end. The upper and lower bearings- shall extend the full length of the test section. 5.2.4.2 For those sizes and classifi cations where the specified crushing load exceeds 30 000 Ib/linear ft, the test length may be less than 1 ft long. In those cases, the test load shall be such as to produce an equivalent speci fied loading per linear foot. 5.2.5 Machines for testing. 5.2.5.1 The machines used for the hydrostatic proof test shall have gas kets that seal the ends of the pipe, couplings, or pipe and coupling with factory-assembled joint, but exert no end pressure. Couplings also may be hydrostatically proof tested with a rub ber bladder inside of the coupling and. if so tested, each coupling shall have sufficient strength to withstand a test pressure of ten times the classification of the coupling. The machine used for hydrostatic burst testing or lot test shall have gaskets that seal against the inside of the pipe at or near the ends of the test specimen without materially counteracting the hydrostatic test pres sure. 5.2.5.2 The machine used for the crushing test shall be substantial and rigid throughout so that the distribu tion of the load will not be appreciably affected by the deformation or yielding of any part of the machine. Sec. 5.3--Retests (Physical) and Rejection 5 3.1 Crushing strength. The fail ure of an)' specimen tested for crush ing strength to support 75 per cent of the crushing load required in Ta ble 2 shall be cause for rejection of the entire lot of that size and classifi cation manufactured during the same shift as the test specimen. If any spec imen tested for crushing strength sup ports more than 75 per cent but less than 100 per cent of the crushing load, two additional pipe sections of the same size and classification, manufac tured during the same shift, shall be subjected to the crushing test. The additional lengths may be selected by the inspector, if inspection by the pur chaser has been specified. The failure of one of these additional specimens to meet the full crushing strength require ment shall be cause for rejection of the entire lot of that size and classification manufactured during the same shift as the test specimen. 5.3.2 Hydrostatic tests. If any pipe subjected to the hydrostatic tests spec ified in Sec. 5.2.2.2 fails to withstand the pressure specified in Table 4, two additional lengths of the same size and classification, manufactured during the same shift, shall be subjected to the same hydrostatic test. The additional lengths may be selected by the inspec tor, if inspection by the purchaser has been specified. The failure of one of these additional lengths to withstand the specified pressure shall be cause for rejection of the entire lot of that size and classification manufactured during the same shift as the test lengths. Sec. 5.4--Test for Uncombined Calcium Hydroxide The manufacturer shall perform this test as often as necessary to ensure CTD029714 8 A-C TRANSMISSION PIPE--18 IN. THROUGH 42 IN. compliance with the requirements for uncombined calcium hydroxide in Type II pipe. 5.4.1 Reagents. Phenolphthalein indicator. Dissolve 1.0 g of phenolphthalein in 100.0 ml of absolute ethanol.* Glycerol-ethanol solvent. Prepare a solution consisting of glycerol and an hydrous or absolute ethanol,* 1:2 by volume. To each litre of this solution, add 2.0 ml phenolphthalein indicator. Adjust the solvent to slightly basic with either dilute NaOH in absolute ethanol* or standard ammonium ac etate, depending upon the original pH. Strontium nitrate [Sr(N03)2]. Standard ammonium acetate solu tion. Dissolve 16.0 g dry crystalline ammonium acetate in 1 1 of absolute, or anhydrous, ethanol.* Standardize the ammonium acetate solution by titrating against pure CaO that has been freshly prepared by cal cining pure calcium carbonate or cal cium oxalate to constant weight in a platinum crucible at 1650-1830F (9001 000C). When the calcined CaO has cooled in a desiccator, perform the following op erations in rapid succession. Grind it in an agate mortar. Then weigh out 0.05-0.06 g CaO into a clean, dry 250ml Erlenmeyer flask and add 60 ml of the glycerol-ethanol solvent and 2.0 g of anhydrous strontium nitrate to the flask. Place a TFE encapsulated mag netic stirring bar into the flask and attach a reflux condenser. Adjust the heating rate and stirring speed to ob tain a vigorous boiling and complete agitation. Titrate the hot solution with * Specially denatured alcohol No. JO, 3a, or 2b, of the US Bureau of Internal Rev enue, or alcohol consisting of 95 per cent specially denatured alcohol No. 3a plus 5 per cent isopropanol, may be substituted. standardized ammonium acetate solu tion every 5 min. The endpoint is reached when no further color appears in the solution after 10 min of boiling. Titration is to be carried out only on a hot solution. Good titration proce dure is evidenced by a change to pink color upon cooling. 5.4.2 Procedure. Step 1. Brush representative pieces of the pipe free of dust and drill with a clean, sharp 0.25-in. carbide-tipped drill inward from the outer surface at a rate of penetration of approximately 1 ipm until the drill point emerges from the inside wall. Catch the drill ings on a clean sheet of glazed paper. Use a soft brush to collect all drillings. Screen through a 20-mesh screen im mediately, and place in a weighing bottle. Step 2. Place the bottle with top removed into a drying oven at 217F (105C) for 2 hr and then cool to room temperature in a desiccator. Step 2. Weigh out 1 0.010 g of the dried sample to the nearest 0.001 g and place in a clean, dry 250-ml Erlen meyer flask, to which a TFE-encapsulated stirring bar, 60 ml of the glycerolethanol solvent, and 2.0 g Sr(N03)2 have been added. Attach the flask to a water-cooled condenser (with a stan dard 24/40 glass joint) and place on a hot plate with a magnetic stirrer. Boil the solution gently for 30 min, stirring slowly. Then, remove the flask and filter the mixture, under vacuum, through a Buchner funnel. Bring the filtrate to a boil and titrate to a colorless endpoint with the stan dardized ammonium acetate reagent. Determine the endpoint by comparing with a similar mixture containing no phenolphthalein indicator. CTD029715 SECTION 6--MARKING AND DELIVERY 9 5.4.3 Calculations: where _ WCiO X 1.32 h -- -------------------------- Va E = the weight in grams of Ca(OH)'. per millilitre of standardized ammonium acetate solution H'CaO = the weight in grams of CaO in the standardized ammonium acetate solution Va = the volume in millilitres of standardized ammonium acetate used in titration of the solution. EV Percentage uncombined Ca(OHi) = -jpr X 100 where V -- the volume of standardized ammonium acetate solution required by the sample, in millilitres IV -- the weight of the sample in grams. Sec. 5.5--Test Records The results of all tests shall be re corded and retained for one year, and shall be available to the purchaser at the place of manufacture. >n 7 Section 6--Marking and Delivery Sec. 6.1--Markingr 6.1.1 Standard and random lengths. Each standard or random length of pipe shall be clearly marked on the outside surface with the trade name, nominal inside diameter, classification, type, date, and shift of manufacture, and the word "Transmission." 6.1.2 Short lengths. Each short length of pipe shall be clearly marked on the outside surface with the nom inal inside diameter, the classification, the letter T to indicate that it has been hydrostatically tested, and the word "Transmission." 6.1.3 Couplings. All component parts of each coupling shall be clearly marked for use with the pipe for which they are intended. Each coupling shall also be marked with the letter T to indicate that it has been hydrostatically tested. 6.1.4 Special markings. If factory inspection is made by the purchaser or his authorized inspector, each pipe and each coupling shall receive an addi tional special marking of no more than three letters, as specified by the pur chaser. Sec. 6.2--Preparation ior Shipment All pipe and couplings, unless other wise specified, shall be prepared for standard commercial shipment. CTD029716 IP--ISM --7/77--43402 I t CTD029717 Designation: C 668 - 76 Amtf'Ctn Ntt'Ofltl St6ncj'd A \ 65 8- '974 Aoorowa 0*c 23 '974 By Arrr<4n NitiOogi SttndA'OS Intdtutt AMERICAN SOCIETY FOR TESTING ANO MATERIALS 1914 RM It.. NlMHiAli, 4.. 1B1Q3 Rtprmrcd trom th* Annual Book ol A$TM Slinrd6 Coov'iflM ASTM M not hmd -n ttm currant combined India, mil aODMr >n th* nat edition Standard Specification for ASBESTOS-CEMENT TRANSMISSION PIPE1 This Standard is issued under the Cued designation C 668. the number immediately following the designation indicates the year of original adoption or. in the case of revision, the vear of last revision A number m parentheses indicates the year of last reipproval 1. Scop* 1.1 This specification covers asbestos-ce ment transmission pipe intended for use in transmission systems that carry fluids under pressure. A transmission system consists of pipe lines which convey fluids from their source to a point of distribution or discharge. The system is characterized by relatively steady flow and few appurtenances, thereby permitting reasonable hydraulic analysis, in cluding surge analysis. Note I -The values slated in U S. customary units are to be regarded as the standard. The metric equivalents of U.S. customary units may be approx imate. Note 2--This specification is issued for product standardization and purchasing purposes only, and does noi include requirements for installation or the relationships between operating conditions and the strength characteristics of the various classifications 'I pipe The purchaser is cautioned that he must rrelaic installation and operating conditions with ,.<e specified characteristics of the pipe. 2. Applicable Documents 2.1 ASTM Standards: C SOO Testing Asbestos-Cement Pipe.' D 1869 Specification for Rubber Rings for Asbestos-Cement Pipe.' 3. Classification 3.1 Asbestos-cement pipe furnished under this specification shall be manufactured in Classifications 30. 35. 40. 45. 50. 60, 70. 80. and 90. The classifications represent one tenth of the minimum hydrostatic strength. 3.2 The types of pipe shall be known as Type I and Type II corresponding to the chemical requirements in Section 7 of this specification. Note 3--To assist the purchaser in choosing the type of pipe most suitable for his use. guidelines for the definition of aggressiveness of water and of soil environments for selection of the proper type of asbestos-cement pipe are covered in Sections 19 to 25 of Methods C 500. 4. Definitions 4.1 pipe--asbestos-cement transmission pipe as defined in Sections 1. 3, and 5. 4.2 coupling--a section for joining asbes tos-cement pipe that, when properly installed with the proper accessories, develops a joint equivalent in strength and serviceability to the pipe sections. 4.3 purchaser--the actual purchaser of the pipe or his authorized agents acting within the scope of the duties entrusted to them. 4.4 lot--A lot as used herein for pipe 21 in. in diameter and smaller is defined as each 300 lengths of pipe or less, of identical class and size manufactured on each machine dur ing a 24-h period. A lot as used herein Tor pipe larger than 21 in. in diameter is defined as each 300 lengths of pipe or less, of identical class and size manufactured on each machine during a period of consecutive working days not exceeding 7 days. $. Manufacture 5.1 Asbestos-cement pipe furnished under this specification shall be composed of an inti mate mixture of Portland cement or portland blast-furnace slag cement and asbestos fiber ' This specification is under the jurisdiction of ASTM Commune C-17 on Asbestos-Cement Products Current edition approved May 21. 1476. Publiahed July 1976 Originally published as C 668 - 70. Last previous edition C 666 - 73b. 1 Annual Book oj ASTM Standards. Part 16 I CTD029718 wnh or without silica: or it shall be composed of portland-pozzolan cement and asbestos fi ber The mixture shall be free of organic addi tives The material shall be of laminar con struction formed under pressure to a homo geneous structure and cured to meet the physical and chemical requirements of this specification. 6. Rubber Rings 6 I The rubber rings used to seal the joints of the asbestos-cement pipe shall conform to the requirements of the latest revision of Specification D 1869. 7. Chemical Requiremeats 7.1 When uncombined calcium hydroxide tests are requested, one sample shall be taken from each lot of pipe and tested in accordance with Sections 17 and 18 of Methods C 500. The sample to be tested may be taken from one of the specimens selected for the crushing test. The amount of uncombined calcium hy droxide shall not exceed 1.0 percent for Type tl pipe. Noti 4--There are no chemical requirements for Type I pipe. 8. Hydrostatic Stiougth 8.1 Each standard, random, or short length of pipe (see Section II) and each coupling sleeve, when manufactured from the same material as the pipe, shall be hydrostatically tested by the manufacturer prior to shipment and shall have sufficient strength to withstand the internal hydrostatic pressure prescribed in Table I. when tested in accordance with Sec tion 5 of Methods C 500. 8.2 From each lot of pipe which has passed the routine hydrostatic proof test, one length shall be selected by the inspector. A 12-in. (305-mm) or longer section of pipe cut from an unmachined portion of the selected length shall have the minimum hydrostatic strength designated in Table 2, when tested in accord ance with Section S of Methods C 500, except that the pressure need not be held for 5 s. 9. Flexural Strength 9.1 Each length of pipe in sizes 6 and 8 in. nominal diameter having lengths 10 ft (3.05 m) or longer shall have sufficient flexural strength to withstand without failure the total load prescribed in Table 3 when tested in ac cordance with Section 8 of Methods C 500. 10. Crushing Strength 10.1 From each lot. one length shall be se lected by the inspector. A I-ft (305-mm) sec tion of pipe cut from an unmachined portion of the selected length shall have the minimum crushing strength prescribed in Table 4 when tested in accordance with Section 1111 of Methods C 500. 11. Dimensions and Penuissibie Variations 11.1 Couplings and coupling areas of pipe shall be machined or otherwise finished to such dimensions as will provide tight joints when assembled with the proper accessories and put into service for which the pipe is in tended. 11.2 Pipe shall be manufactured with nom inal inside diameters of 6. 8. 10. 12. 14, 15. 16. 18, 20. 21. 24. 27, 30. 33. 36. 39. and 42 in. in the classifications defined in 3.1. except 6in. diameter pipe shall be of Classification 40 through 90 only. The average diameters of standard and random lengths may be less than the nominal inside diameter by not more than 5.0 percent, when measured approximately 3 in. (75 mm) from the end. 11.3 The standard length shall be 13 ft 1 in. (3.96 m 25 mm). Alternative stand lengths shall be 10 ft I in. (3.05 m 25 mm) for 6-in. pipe and 16 ft I in. (4.88 m 25 mm) for 14-in. and larger pipe. At least 85 percent of the total footage of pipe of any one classification, type, and size, excluding short lengths, shall be furnished in standard lengths. The remaining 15 percent may be in random lengths of not less than 7 ft (2.13 m). Short lengths, when specifically ordered, shall not exceed 6S4 ft (2.06 m). 12. Workmanship and Finish 12.1 Machined ends of the pipe that re ceive the coupling shall be free of dents and gouges that will affect the tightness of the joint. 12.2 Each pipe shall be free of bulges, dents, and tears in the inside surface that re sult in a variation in diameter of more than CTD029719 `I\* in. (5 mm) from that obtained on adjacent unaffected portion* of the surface. 3. Sampling 13 I All samples shall be in a normal airdried oondition when tests are initiated. 14. laspectioa and Rejection 14.1 All material furnished under this spec ification shall conform to the requirements staled herein and shall be subjected to the fac tory inspection and tests prescribed in this specification. When requested by the pur chaser in his order (see Appendix XI). the manufacturer shall notify the purchaser of the time that the inspection and testing will take place so that the purchaser may arrange for witnessing such tests and inspections at his own expense. Instead of such inspection, when requested, the manufacturer shall be prepared to certify that his product conforms to the re quirements of this specification. 14.2 Pipe and couplings shall be inspected by the manufacturer, before shipment, for compliance with the standards for dimensions, and workmanship, and finish (See also Sec tions 7 to 10). 14.3 Failure of any specimen tested for crushing strength to withstand 7$ percent of the load specified in Section 10 shall be cause for rejection of the lot from which the test ^specimen was taken. When any specimen tested for crushing strength withstands over 75 percent but under 100 percent of the load specified in Section 10. one specimen shall be cut from each of two additional pipes of the same lot. Failure of either of these additional specimens to meet the strength requirements of Section 10 shall be cause for rejection of the entire lot from which the original sample was taken. 14.4 If any pipe subjected to the hydro static strength test described in 8 2 fails to withstand the pressure specified, two addi tional lengths of the same size and classifica tion shall be selected from the pipe manufac tured during the same shift and shall be sub jected to the specified pressure. The failure of one of these additional lengths to withstand the specified pressure shall be cause for rejec tion of the entire lot of that size and classifi cation manufactured during the same shift as the test lengths. 14.5 If the results of the uncombined cal cium hydroxide test shows that the sample failed to meet the specification requirements, two additional specimens shall be selected and sampled for test. The failure of one of these two additional samples to meet the specifica tion requirements of Section 7 shall be cause for rejection of the lot. 15. Marking and Shipping 15.1 Each standard and random length of pipe shall be marked by the manufacturer with the trade name, nominal size, classifica tion. and date of manufacture. The trade name shall include, but is not limited to. the manufacturer's name or trademark and the words "Transmission Pipe." Each coupling sleeve, if made of the same material as the pipe, shall be marked by the manufacturer with the nominal size, classification, and the letter "T" to indicate that it has been hydro statically tested. 15.2 Pipe and couplings shall be prepared for commercial shipment so as to ensure ac ceptance by common or other carriers. TABLE 1 AwiMHyenamkPrMr Praam* Pipe Classification 30 35 40 45 50 60 70 *0 10 Pressure. min psi (MPa) 225 (I 551 262 (1 SI) >00 (2 07) 337 (2 32) 375 (2 58) *50 {3 101 525 (3 621 600 (4 13) 675 (4 65l TABLE 1 Mimm Hy4ratk Sueefth' Pipe Classification Pressure, psi (MPa) 30 300 (2 07) 35 350 (2 41) 40 400 (2 76) 45 450 {3 )0) 50 500 ( 3 44) 60 600 (4 13) 70 700 (4,82) 80 800 (5 51) 90 900 (6 20) 'The pressures and clissificanons indicated appU 10 * The pressures and classificauons indicated apply 10 all It uies s,!es 3 # C 6M Nominal in 6 8 30 3700 116.461 TABLE 3 MUaia ApplM Fkiarti PreefLa**, f(kN) Pipe Clatsification 35 40 45 50 60 70 2300 (10 23) 2500 (II 12) 2600 (12.45) 3200 (14 23) 3700 (16 46) 4400 (1957} 5100 (22 66) 5700 (25.35) 6400 (2147) 6900 (30.69) 7600 (33.80) (to 4000 (17.79) 6600 (39 14) 90 4900 (21 80) 10100 (44 92) Nominal Sue. in. 6 8 IQ 12 14 15 16 IS 20 21 24 27 30 33 36 39 42 30 2000 2000 2000 2000 2300 2500 2500 2500 2500 2300 3500 3500 3500 4000 4200 4300 TABU 4 MUaami CrwMaf Straaftk. M/latar ft Pipe CUuificauon 35 40 45 50 60 70 2400 2500 2500 2500 2600 3000 3000 3500 3500 3600 4200 4500 5000 5000 5300 5700 2400 2600 3000 3000 3000 3300 3500 4000 4500 4500 5000 5500 6000 6500 7000 7500 6000 3200 3400 3500 4000 4000 4300 4300 5000 5500 5600 6200 7000 7500 6000 9000 9700 10500 4000 4000 4500 5200 5200 5500 $900 6500 7100 7300 6100 6600 9700 10500 11200 12000 13000 4700 4600 5500 *400 7000 7400 7500 6500 9500 9700 11000 12500 13500 14500 16000 17200 16500 5400 5500 7000 7600 6600 9300 9500 11000 12000 12500 15000 I6S00 16000 19500 21000 22500 24000 0 6700 7400 9000 10000 11000 12000 12400 14000 15000 16000 19000 20500 22500 24500 26000 26000 30000 90 9000 9300 11000 12200 13500 14500 15400 16000 20000 21000 24000 27000 30000 33000 36000 39000 42000 Nominal Sue. in. 6 8 10 12 14 15 16 18 20 21 24 27 30 33 36 39 42 ' ....... 30 29.2 292 292 29.2 33 6 365 36 5 36.5 36.5 40.9 51.1 51.1 51.1 584 61.3 62.8 TABLE 4A MNw Owfcht SN/B--*r m Pipe Classiftcaiiofl -- --...............- -........... --i --" 35 40 45 50 60 70 35.0 36.5 36.5 365 40.9 43.8 43.1 Sl.l 51.1 55 5 61 3 65.7 73.0 73.0 77.3 832 350 40.9 43.8 43.1 438 48.2 31.1 584 65.7 65.7 73.0 80.3 87.6 949 102.2 109.5 116.8 46.7 496 Sl.l 584 584 62 8 65 7 730 80.3 846 905 102.2 109.3 1168 131.3 141.6 153.2 38.4 58.4 65.7 75.9 75.9 80.3 84.7 94.9 1036 106.5 118.2 128 4 141.6 153.2 163.3 175.1 189.7 68 6 70.1 80.3 934 102.2 108.0 109.5 124.0 138 6 141 6 160.3 1824 197.0 211.6 233 3 251 0 270.0 78.8 803 102.2 113.8 1284 135.7 138.6 160.5 175 1 182.4 218.9 240 8 262 7 284 6 306 5 328 4 350 3 80 97.8 108.0 131.3 145.9 160.5 175.1 181.0 204 3 218.9 233.5 277.3 299 2 328.4 357 6 379.4 408 6 437.8 90 131.3 135.7 1605 178 0 197.0 211 6 224 7 262 7 291.9 306 5 350 3 394.0 4378 481.6 525 4 5692 6129 4 CTD029721 C 668 APPENDIX XI. ADDITIONAL PURCHASE ORDER OPTIONS XI I It is suggested to (he purchaser, without being made a part of this specification, that the purchaser may request inclusion of the following inlormation in his order or agreement lor purchase of the pipe; Xl.l. I Anv tests, in addition to those prescribed by this specification, as the special circumstances may require. XI .1.2 The place or places where any additional tests are to be made. XI 1.3 Description of the additional testing facil ities. XI I 4 Who shall bear the expense of such addi tional tests. XI I 5 Whether such additional tests may be made by any sound sampling process or other method approved by the parties, and XI. 1.6 Such other matters as the parties may find desirable to include in their written agreement. TV American Society for Testing ltd Uateriait takes no potHton respecting the mUly ofany fount rights asserted in connection with any Hem mentioned In thit standard. Utert ofthis standard are txpreaty advised that determination ofthe validity ofany inch patent right!, and the risk ofinfringement ofinch rights, it entirety their own responsibility. c CTD029722 American Wafer Works Association ANSI/AWWA C403-78 (First Edition) AWWA STANDARD PRACTICE for THE SELECTION OF ASBESTOS-CEMENT TRANSMISSION AND FEEDER MAIN PIPE, SIZES 18 IN. THROUGH 42 IN. (AMERICAN NATIONAL} WHSTANOARDHV Approved by A WWA Board of Directors Jan. 28, 1978. Approved by American National Standards Institute, Inc., JuL 17, 1978. AMERICAN WATER WORKS ASSOCIATION 6666 West Quincy Avenue, Denver, Colorado 80235 CTD029723 Committee Personnel The Standards Committee on Asbestos-Cement Pressure Pipe that reviewed and approved this standard had the following personnel at the time of approval: R. S. Bryant, Chairman J. L. Warden, Vice-Chairman T. R. Cullen, Secretary Consumer Members S. C. Baker, Xaval Facilities Engineering Command, Alexandria, \ A L. C. Bradley, Fort Worth Water Department, Forth Worth, TX R. S. Bryant, Department of Water and Power, Los Angeles, CA F. C. Denson, Works and Operations Department, Winnepeg, Manitoba R. Draff, Water Utilities, San Diego, CA J. E. Johnson,* I S Bureau of Reclamation, Denver, CO R. A. Marc hand, Water Department, Warren, OH J. L. Warden, CS Bureau of Reclamation, Denver, CO (XAVFAC) (AWWA) (ASCE) (AWWA) (AYVYVA) (BUREC) (AWWA) (Bl'REC) General Interest Members C. C. Anderson, Insurance Services Office, Xew York, XY R. A. Barrows, C. E. Maguire. Inc., Waltham, MA Y. R. Bk kel, Department of Environmental Health, Albuquerque, XM S. L. Bishop,* Metcalf Ok Eddy, Boston, MA C. L. Frick,* Insurance Services Office, Xew York, NY R. S. I Ioliic.ren Jr., James M. Montgomery, La Jolla, CA F. A. Oiiert, Metcalf ik Eddy, Boston, MA J. S. Si.h er, Factory Mutual Research, Norwood, MA M. R. Slchomf.l, Underwriters Laboratories, Northbrook, IL W. Tac.uart, Wright-McLaughlin Engineering, Denver, CO (ISO) ( (XEWWA) (APWA) (XEWWA) (ISO) (AWWA) > (W PCF) (FMR) (L'L) (ASCE) Producer Members A. E. Alpine, Cement Asbestos Products Co., Birmingham, AL T. R. Gillen, Johns-Manville Sales Corp., Denver, CO J. C. Jackson, Asbestos-Cement Pipe Producers Association, Washington, DC E. J. Lawless, CertainTeed Products Corp., Yalley Forge, PA H. L. Olson,* Johns-Manville Sales Corp., Denver, CO (AWAYA) (AWWA) (ACPPA) (AWWA) (AWWA) * Alternate Copyright 1978 by American Water Works Assn Printed in US ii CTD029724 Table of Contents , SEC. Foreword I. History ofMumiard If. PA(,E v vi Standard 1 General 1 1 >00j>e ... 1 .1 2 General Design. ... 2.1 StrcMiijth and OcMgu Factors 2.2 Combined Loading Theory 2.J Three-Edge Bearing Load .2 1 3 External Loads 3.1 1 ntroduction.................... 3.2 Earth Loads........................................... 3.3 Superimposed Loud-..................... 4 4 4 20 SEC. PAGE 4 Impact Factors..................................... 21 5 Wtlues of Load Coefficients C, for Concentrated and Distributed Superimposed Loads Centered V ertically Over Conduit 21 6 Concentrated SuperimjXised (Wheel) Load on Asbestoa-Ccment Transit!isnion Pipe--Single Wheel = 16 000 lb (H-20)......... 22 7 Design Internal Prcs>urc and Design External Load Intercepts for Le With Selection Curves.... 25 8 Minimum Safety Factors for t`se With Asbestos-Cement Transmission-Pipe Selection....................25 Cl Present Worth of an Income of SI a Year for the Next n Years.............. C5,9 4 Hydrostatic Pressure 4.1 Introduction........................................ 4.2 Operating Pressure............................ 4.3 Surge Pressure....................................... 22 23 23 5 Pipe Selection ..................................... 5.1 Combined Loading Curves 5.2 Safety Factors ......................... 5.3 t'se of Selection Charts for r' Economical Design....................... 5.4 Illustrative Problem on Pipe Selection......................... 24 24 24 24 25 Appendices A Friction Loss of Head Chart A1 B Surge Pressure Analysis B1 B.l Water Hammer or Surge......... B1 B.2 Water Hammer Analysis......... B2 B.3 Valve Closure. . B2 B.4 Pumped Systems................ B4 B.5 Methods of Control.................... B5 B.6 Surge Calculation Example. .. B6 B.7 Air in Pipelines............................ B7 C Frictional Power Requirements ... Cl Tables 1 Correlation of Bedding Conditions, Pipe Size, and Bedding Load Factors................................................... 2 Earth Loads (lb din ft)........................ i 7 3 Recommended Safe Design Values of c for Tunnel Conditions............. 18 figures 1 Bedding Conditions.......................... 2 2 Load Pressure Curve ..............................I 3 Crushing Test Assembly............................? 4 Classification of Construction Techniques 5 Values of Ch. for Trench Conditions. 6 Embankment Conditions................... 5 6 12 7 Values of Ce for Positive Projecting Pipe.................. ....................... 8 Values ol B./Bj at Which thcTrench and Positive Projecting Pipe Equations Give Equal Loads .. 13 14 9 Values for C,, for Negative Projecting Pipe and Imperfect Ditch Conditions........................................ 16 10 Projection Ratio (p) for the Negative Projecting Pipe Embankment Condition......................... -.............. 17 11 Projection Ratio {p) for the Imperfect Trench Embankment Condition.......................................... 12 Values of Cr for Tunnel Conditions. 18 19 13 Superimposed Loads........................... 20 14 Combined Loading Curves for Pipe Sizes 18 In. Through 42 In. . . . 27, 36 *B1 Time (T&) Effective for Full Cut Off Uniformly at Maximum Rate. B3 Cl Yearly Power Cost to Compensate for Friction Loss of Head...............C2,J o m CTD029725 Foreword Tins forr.oord is for information only and is not a part of .-1 WWA C403 I. History of Standard A new pipe material consisting of an intimate mixture of portland cement and asbestos fibers was intro duced to the North American market in 1931 following se\eral years of usage in other countries, particularly Italy. (n the ensuing years, this type of pipe gained popularity, and in 1949 AWWA established a committee on standard specifications for asbestoscement pipe under the chairmanship of S. M. Clark of (ireeley and Hanson, Chicago. The committee developed a stan dard for asbestos-cement water pipe which was approved by the AWWA Board of Directors as tentative, AWWA C400-53T, May 15, 1953. In 1958, the committee was reacti vated as Committee 8340D on Asbes tos-Cement Pipe under the chairman ship of Roy H. Ritter, Whitman, Requardt and Assocs., Baltimore, to review several suggested changes and to recommend revisions to the stan dard. The committee produced a revised tentative standard adopted as AWWA C400-64T, Jan. 27, 1964. It was advanced to standard without revision Jul. 2, 1965 and designated as AWWA C400-65. The committee concluded that an installation guide was desirable to bring to the attention of users certain important requirements on the inspec tion, handling, installation, and field testing of asbestos-cement pressure pipe. The committee submitted its final draft in 1963, and it received approval as tentative, AWWA C603- 64T, Jan. 27, 1964. It was advanced to standard without revision Aug. 9, 1965 and designated as AWWA C603-65. In early 1968, the committee was reactivated as the Standards Com mittee on Asbestos-Cement Pipe to review and revise all AWWA stan dards on asbestos-cement pipe. The committee produced a revised stan dard approved by the AWWA Board of Directors Jan. 31, 1972, designated as AWWA C400-72, "Standard for Asbestos-Cement Pressure Pipe for Water and Other Liquids." AWWA C401-64, "Standard Prac tice for the Selection of AsbestosCement Water Pipe" (originally des ignated Handbook H2), was first approved by the AWWA Board of Directors Jan. 27, 1964. Although it covered pipe sizes up to and including 36 in., it was primarily intended for use with asbestos-cement pipe in smaller distribution sizes (4 through 16 in.). In the winter of 1972-1973 the committee was reorganized and en larged to include representatives of national organizations having an in terest in the scope of the committee and wishing to participate in the work. The reorganized committee reaffirmed AWWA C'400-72 without revision so that it could be presented to the American National Standards Institute for designation as an Ameri can National Standard. In 1975 the committee produced a revised standard that was approved by the AWWA Board of Directors Jan. 26, 1975, and designated AWWA V CTD029726 vi FOREWORD C400-75, "Standard for AsbestosCement Pressure Pipe, 4 in. Through 24 in., for Water and Other Liquids." The asbestos-cement pipe manufac turers have developed a new series of large pipe classifications, designed to give greater freedom of selection to design engineers. This is of particular significance for large diameter pipeline projects where the savings in material cost can exceed the increased cost of more detailed design, better control of methods of installation, and pro vision of surge controls when justified. To provide the user with a ready reference and specification for this type of pipe, known as transmission pipe, the committee produced and the AWWA Board of Directors approved AWWA C402-75. "Standard for As bestos-Cement Transmission Pipe, 18 in. Through 42 in., for Water and Other Liquids." The possibility of confusion between the two 1075 standards, AWWA C400 and C402. was carefully reviewed by the committee. The results were AW W A C402-77, which rovers sizes 18 through 42 in., and AWWA C400-77, which cov ers sizes 4 through 16 in. There is now no overlap of sizes. Consequently, it was desirable to revise AWWA C401-64 so that it would be directly compatible with AWWA C400-77, and to develop a new pipe selection standard to be directly compatible with AWWA C402-77. ' AWWA C401-77 and this new standard, AWWA C403, "Stan dard Practice for the Selection of Asbestos-Cement Transmission and Feeder Main Pipe, Sizes 18 in. Through 42 in.," are the result.II. II. Discussion The effect of water hammer gener ated by the opening and closing of fire hydrants can be of significant magnitude in small distribution pipe sizes, due to the high velocities generated by open hydrant flow conditions. Furthermore, it is difficult to accu rately evaluate the magnitude of these surges; and, if calculated, con trol through the use of surge tanks or other dev ices is impractical. Rather than employ a rule-of-thumb allow ance for surge based upon an assumed velocity change, to compensate for undetermined surge pressures AWWA C400-77 (covering sizes 4 through 16 in.) incorporates a large fixed safety factor for each asbestos-cement pres sure class. In large transmission and feeder main pipe sizes the effect of surge pres sures generated by the opening and closing of fire hydrants connected to smaller diameter distribution pipelines is of significantly lower magnitude. For example, the surge pressure gener- ated by hard closure of a hydrant con nected to a 6-in. distribution line would be nine times greater than that which would occur in an 18-in. feeder main supplying a 6-in. distribution line. Major surge pressures in large transmission or feeder main pipelines, caused by stopping and starting pumps and similar components, are more readily calculated. It also is more economically practical to control these surges by incorporating into the system design a variety of devices which will reduce anticipated surge pressures to lower levels. This stan dard is based on individually evaluat ing all stress loadings placed on a pipe and on applying adequate safety fac tors commensurate with a complete rev iew of all design criteria. ) ' A CTD029727 American Wa'er Work:; Association ANSI/AWWA C403-78 (First Edition) AWWA Standard Practice for The Selection of Asbestos-Cement Transmission and Feeder Main Pipe. Sizes 18 in. Through 42 in. 0 Section 1 General Sec. 1.1 Scope This standard has been prepared so that design engineers may quickly determine the correct strength classifi cation of asbestos-cement transmis sion pipe to use under various com binations of internal pressure (static, operating, and surge) and external load (earth and superimposed live loads). Combined loading curves de picting the relationship between hy drostatic loading and external loading capabilities are included to expedite the selection of the correct pipe strength classification. Note: Information to assist the engineer in selecting the most eco nomical size of pipe is in the ap pendices. Appendix A contains a friction loss of head chart based on the Hazen and Williams formula. Appendix B is a detailed analysis of surge pressure factors. Appendix C includes tables to assist the engineer in determining the yearly power costs to overcome friction loss of head. The appendices are for information only and are not part of AWWA C403. 1.1.1 Pipe classifications. The pipe strength classifications of 30, 35, 40, 45, 50, 60, 70, 80, and 90 refer to the similarly numbered classifications specified in AWWA C402, "Standard for Asbestos-Cement Transmission Pipe, 18 In. Through 42 In., for Water and Other Liquids." 1.1.2 Installation. Detailed cover age of the installation of aslrestoscement pipe can be found in AWWA C603, "Standard for the Installation of Asbestos-Cement Pressure Pipe." 1 CTD029728 A-C TRANSMISSION AND FEEDER MAIN' PIPE Section 2--General Design ^ Sec. 2.1 Strength and Design Factors The strength of asbestos-cement transmission pipe must be sufficient to withstand the combined forces of all types of internal pressures (static, operating, and surge) and external loadings (earth, live, and impact). Sound engineering practice also re quires that adequate safety factors be applied to strength requirements to ensure performance under other than ideal or calculated loading conditions. The magnitude of these safety factors is inversely proportional to the confifidence that the designer has in engineering estimates of actual operat ing conditions. Suggested safety fac tors based on experience are in cluded under specific design factor subheadings. 2.1.1 Bedding conditions. The bed ding conditions described in Fig. 1 have been selected as representative of typicat installation conditions en countered in the field. Descriptions of bedding conditions are as follows: Class A--Gravel or sand base, back fill compacted. (Approximately 80*^ Standard Proctor, AASHTO T-W.) Class B--Same as A, but backfill not compacted. Class C--Pipe laid on earth mounds or pipe barret on flat trench bottom with excavated coupling holes, back fill compacted. (Approximately 90ci Standard Proctor, AASHTO T-9.) Class D--Pipe barrel on flat trench bottom with excavated coupling holes, backfill not compacted. Sec. 2.2 Combined Loading Theory Tig. 1. Bedding Conditions Class A bedding conditions are shown in (a) and (b). Class C conditions are shown in (c) and (d). In alt four diagrams, the lightly shaded area represents approved backfill, not frozen and free from lumps, large stones, boulders, or other unsuitable substances. The heavily shaded areas represent approved backfill, carefully compacted in 4-in. layers. In (a), a minimum of Z in. of sand is placed in a shaped bottom under the pipe. In (b), the pipe is bedded in a gravel base. In (r), the pipe barrel rests on earth mounds and then the backfill between the earth mounds is com pacted. In (d), the pipe barrel is resting on the flat bottom of the trench. Class B condition is the same as Class A, and Class D is the same as Class C except that the backfill is not compacted in B or D. indicate that there is a relationship between the combined loads at the point of pipe fracture. This relation ship can be represented by a parabolic curve as shown in Fig. 2. The equa tion for the load pressure parabolic curve, which is known as the Schlick formula, may be expressed as: Tests of asbestos-cement pipe under various combinations of internal pres sure and external crush load applied in three-edge bearing (see Sec. 2.3) P is the internal pressure, in pounds CTD029729 SECTION 2 p 3 P Fig. 3. Crushing Test Assembly P represents the internal pressure; \V the external load. per square inch, that will burst the pipe when no external load exists. IT is the external load, in pounds per lineal foot of pipe in the three-edge bearing test, that will crush the pipe when no internal pressure exists. pr is the internal pressure, in pounds per square inch which, in combination with some external load c.'r applied in three-edge bearing, will fracture the pipe. icr is the external load, in pounds per lineal foot of pipe applied in threeedge bearing which, in combination with some internal pressure pT, will fracture the pipe. The diagram at the left shows a side view of the test assembly; that at the right, an end view. P represents load; R, approximately 0.5 in.--the radius of the bearings; D, the nominal diameter of the pipe; and C. the clear space between sup ports. C should be approximately l in. -ft of internal pipe diameter but in no case less than l in. it is necessary to apply a bedding load factor to the laboratory threeedge bearing loads to correlate them to the actual field loads. Since the external load equals the bedding fac tor times the three-edge bearing load, the bedding factor equals the external load divided by the three-edge bearing load. Table 1 shows bedding factors to be applied for each of the bedding conditions described in Fig. 1. TABLE 1 Sec. 2.3 Three-Edge Bearing Load Correlation of Bedding Conditions, Pipe Size, and Bedding Load Factors The combined loading curve shown in Fig. 2 is calculated on the basis of crush strengths determined by labora tory tests employing the three-edge bearing test method, which utilizes hardwood test blocks (Fig. 3). Be cause the field supporting strength of a pipe is influenced by the bedding conditions and by the lateral pressure acting against the sides of the pipe, Bedding Class A B C D Pipe Size in. 18-20 2-4-42 18-42 18-20 24-42 18-42 Bedding Load Factor 1.8 2.0 1.5 1.4 1.5 1.1 CTD029730 4 \-C TRANSMISSION' AND FEEDER MAIN PlI'E Section 3--External Loads l Sec. 3.1 Introduction l-or ilie design of asbestos-cement transmission pipe external loads (icr) are delined in I he following ct|uation : in which, ter = the total external load in pounds per linear foot of pipe applied in three-edge hearing that, in com bination with some internal pressure, pr, " ill fracture the pipe. ten = the total earth load in pounds per linear foot of pipe to which the pipe is subjected. The magnitude of this load is a direct function of the burial conditions encountered or specified (trench, embankment, tun nel, etc.). tc.s = the total superimposed load, in pounds per linear foot of pipe, transmuted through the burial en vironment to the pipe by factors other than the earth loads. These loads can be static, dynamic, or a combination of both. B.F. = the bedding load factor, which is a load factor correlating three-edge bearing test loads to field loads associated with specific bedding conditions. (For a more explicit explanation see Sec. 2.3.) S.F. = the design safety factor specified by the design engineer. Safety factors are based on judgment, past experience, and sound engineer ing principles. F'or asliestos-cement transmission pipe, a design minimum safety factor of 1.5 is recommended for external loads. Sec. 3.2 Earth Loads Earth loads (vE) to which pipe is subjected are a function of the soil density, pipe diameter, depth of cover, and construction techniques employed in lacing the pipeline. Thus depend on the interplay between the weight of the prism of earth directly oxer the pipe, called the interior prism, and the frictional shearing forces, plus or minus, transferred to that interior prism by the adjacent outside prisms of earth. The magnitude of earth loads caries with the construction technique employed. There are two major construction techniques nor mally encountered: trench and em bankment. Another technique, the tunnel condition, is not normally found, but nevertheless has unique design methods which make its in clusion in this discussion necessary. Fig. 4 shows these three construction techniques. 3.2.1 }[arston's equation. For as bestos-cement transmission pipe de sign, earth loads are calculated by the general form of Marston's equation: = Cii'.B- Eq 3 in which, u'F, = the total earth load trans mitted to the pipe in pounds per linear foot of pipe. tv, = the soil density in pounds per cubic foot. Soil densities range in value from 100 to 135 th/cu ft. In the absence of accurate soil density information, a value of 120 Ib/cu ft is recommended for asltestos-cement transmission pipe design. B = the trench width or pipe diam eter measured in feet. The value chosen depends on the installation conditions employed in laying the pipe. (C = a coefficient that is dependent upon CTD029731 SECTION' 3 5 Fig. 4. Classification of Construction Techniques Reprinted by permission from WPCF Minuet of Practice No. 9, "Design and Construction of Sanitary and Storm Sewers," WPCF and ASCE. 1966. 1. Ratio of the height of fill to the width of trench or pipe diameter. 2. Shearing forces between the interior and adjacent earth prisms. 3. Direction and amount of rela tive settlement between in terior and adjacent earth prisms for embankment con ditions. The calculations used to find the value of the coefficient will depend on the installation conditions employed in laying the pipe. Values for B and C must be deter mined to calculate earth loads by Eq. 3 for the trench, embankment, and tunnel construction techniques. The following subsections describe the different conditions and explain the methods for finding the values needed to use Marston's equation for soil loading. 3.2.2 Trench condition. A trench condition is defined as that in which the pipe is installed in a narrow trench, generally less than two to three diameters in width, cut in un disturbed ground and backfilled to the original ground surface, as illus trated in Fig. 4. For this condition, Eq 3 is rewritten as: -jib = Cj-Ji.Bi1 Eq 4 in which, Bj = the trench width in feet, measured at the top of the pipe. Cd = the load coefficient which is a function of the ratio H/Bj, where H is the height of the backfill in feet, measured to the top of the pipe, and Bd is the trench wfidth as previously defined. 3.2.2.1 The values of Cd are ob tained from Fig. 5, in which curves A, B, C, D, and E take into account the CTD029732 6 1.0 A-C TRANSMISSION AND FEEDER MAIN PIPE 1.5 2 0 3.0 4.0 5.0 t I ) ) Pig. 5. Values of Ct for Trench Conditions Reprinted by permission from WPCF Manuel of Practice Ns. 9, "Design and Construction of Sanitary and Storm Sewers." WPCF and ASCE, 1966. friction coefficient between the back fill and the sides of the trench for the various soil compositions likely to be encountered. Curve A is for granular materials without cohesions. Curve B is for sand and gravel. Curve C is for saturated top soil. Curve D is for clay. Curve E is for saturated clay. Table 2 contains a series of earth load selection tables and is included as a convenience. 3.2.3 Embankment condition. An embankment condition is defined as either that condition where the pipe is installed in a trench that is wider than two to three pipe diameters and that is cut in undisturbed ground, or that condition where the pipe is CTD029733 SECTION 3 7 TABLE 2 Earth Loads (lb/lineal ft) Note- Values are for clay (part D of Fig. 9. Km Km' = 0.130) with weight of earth taken as 120 ib/cu ft. Correction for other earih weights may be made by simple direct proportions. For corrections for other types of soils, refer to formulas in Sec. 3. Boldface figures indicate maximum earth load for depth of trench. Pipe size 18 in. ID Trench Cover n 2.5 3 4 5 6 7 8 9 10 12 14 16 18 20 2.5 490 640 810 1 000 1 200 l 350 1 500 1 600 1 725 1 850 2 050 2 200 2 300 2 400 2 500 2.75 3.0 640 835 t no 1 320 1 520 1 690 1 850 2 000 2 120 2 360 2 570 2 720 2 840 3 000 1 240 1 450 1 700 I 900 2 100 2 250 2 400 2 675 2 900 3 100 3 275 3 400 Trench Width -/< 3.25 3.5 4.0 4.5 5.0 5.5 1 610 1 865 2 090 2 320 2 5)0 2 725 3 020 3 280 3 515 3 720 3 995 1 640 2 050 2 300 2 525 2 750 2 950 3 300 3 600 3 900 4 150 4 350 2 82S 3 230 3 550 4 000 4 400 4 800 5 100 5 350 3 63S 4 440 5 220 5 640 6 040 6 400 6 040 6 830 7 450 7 620 Transition Width 2 ft 5 in. 2 ft 8 in. 2 ft 10 in. 3 ft 1 in. J ft 5 in. 3 ft 8 in. 3 ft 10 in. 4 ft 0 in. 4 ft 1 in. 4 ft 3 in. 4 ft 5 in. 4 ft 7 in. 4 ft 9 in. 5 ft 0 in. S ft 2 in. Pipe size 20 in. ID Trench 2 2.5 3 4 5 6 7 8 9 10 12 14 16 18 20 Trench Width--ft 2.75 545 705 870 1 110 l 320 1 520 1 690 l 850 2 000 2 120 2 380 2 570 2 720 2 840 3 000 J.O 890 1 250 1 450 t 700 1 900 2 100 2 250 2 400 2 67$ 2 900 3 100 3 275 3 400 3.25 1 330 1 610 1 865 2 090 2 320 2 510 2 725 3 020 3 280 3 515 3 720 3 995 3.5 1 750 2 050 2 300 2 525 2 750 2 950 3 300 3 600 3 900 4 ISO 4 350 3.75 4.0 4.5 5.0 5.5 1 770 2 210 2 SIS 2 765 3 040 3 240 3 660 4 050 4 350 4 620 4 860 2 220 2 655 3 000 3 300 3 650 4 000 4 400 4 800 5 100 5 350 3 095 3 545 3 980 4 660 5 200 5 640 6 040 6 400 4 310 5 760 6 450 7 060 7 450 6 640 7 500 8 410 Transition Width 2 it 8 in. 1 (t 10 in. 3 ft 0 in. 3 ft 4 in. 3 ft 8 in. 3 ft 11 in. 4 ft 1 in. 4 ft 3 in. 4 ft 5 in. 4 ft 6 in. 4 ft 10 in. 5 ft 1 in. S rt 2 in. S ft 4 in. 5 ft 7 in. CTD029734 8 A-C TRANSMISSION AND FEEDER MAIN PIPE TABLE 2--Continued Pipe sue 21 in. ID Trench Cover ft 2.5 3 4 i (3 7 8 9 10 12 14 16 18 20 Trench Width--ft 2 7S 570 745 870 l 110 1 320 1 520 1 690 1 850 2 000 2 120 2 360 2 5 70 2 720 2 340 3 000 3.0 730 91S 1 250 1 450 l 700 l 900 2 100 2 250 2 400 2 675 2 900 3 100 3 275 3 400 3 25 1 330 1 610 1 865 2 090 2 520 2 510 2 725 3 020 3 280 3 515 3 720 3 995 3.5 1 380 1 750 2 OSO 2 300 2 S25 2 750 2 950 3 300 3 600 3 900 4 150 4 350 3 75 1 360 2 210 2 515 2 765 3 040 3 240 3 660 4 OSO 4 550 4 620 4 880 4.0 2 325 2 700 3 000 3 300 3 550 4 000 4 400 4 800 5 100 5 350 4, 2 795 3 250 3 725 4 140 4 660 5 200 5 540 6 040 6 400 5.0 4 210 5 160 6 000 6 450 7 050 7 450 5.5 6.0 i 6 100 7 020 ! 7 950 8 460 8 920 Transition Width 2 It 9 in. 2 ft It in. 4 ft 4 in. 4 ft 6 in. 4 ft 7 in. 4 ft 9 in. 5 ft 0 in. 5 ft 5 in. 5 ft 6 in. 5 ft 8 in. I Pipe size 24 in. ID Trench Cover U 2 2.5 3 4 S 6 8 9 10 12 14 16 18 20 Trench Width--ft 3.0 630 805 955 1 250 l 450 l 700 1 900 2 100 2 250 2 400 2 675 2 900 3 100 3 275 3 400 3.25 810 1 010 1 330 l 610 1 86S 2 090 2 320 2 510 2 725 3 020 3 280 3 515 3 720 3 995 3.5 1 010 1 400 r 750 2 050 2 300 2 52S 2 750 2 950 3 300 3 600 3 900 4 ISO 4 350 3.75 i 490 l 940 2 210 2 515 2 765 3 040 3 240 3 660 4 050 4 350 4 620 4 860 4.0 2 030 2 400 2 700 3 000 3 300 3 550 4 000 4 400 4 800 5 100 5 350 4.5 2 550 3 080 3 480 3 790 4 140 4 660 5 200 5 640 6 040 6 400 5.0 3 620 4 130 4 660 5 400 6 000 6 450 7 050 7 450 5.5 4 660 5 740 6 750 7 410 8 000 8 460 6.0 6 800 7 850 8 910 9 600 6.5 10 000 Transition Width 3 ft 1 in. 3 ft 3 in. 3 ft 5 in. 3 ft 9 in. 4 ft 1 m. 4 ft 5 m. 4 ft 8 in. 4 ft 10 in. 5 ft 0 in. 5 tt 2 in. 5 ft 5 in. 5 ft 8 in. 5 ft 1l in. 6 ft in. 6 ft 2 in. I CTD029735 SECTION 3 9 TABLE 2--Continued Pipe size 27 in. ID Trench Cover ft l 2.5 3 4 5 6 7 8 9 10 (2 14 18 20 Trench Width--ft 3 25 55 3 75 4.0 4.5 s.o 5.5 6.0 6.5 7.0 710 S95 l 040 l 330 1 610 1 865 2 090 2 320 2 510 2 725 3 020 3 280 3 515 3 720 3 995 90S 1 095 1 400 I 750 2 OSO 2 300 2 525 2 750 2 950 3 300 3 600 3 900 4 150 4 350 1 540 1 940 2 210 2 SIS 2 765 3 040 3 240 3 660 4 050 4 350 4 620 4 860 t 600 2 050 2 400 2 700 3 000 3 300 3 S50 4 000 4 400 4 800 5 LOO 5 350 2 200 2 735 3 no 3 480 3 790 4 140 4 660 5 200 5 840 6 040 6 400 3 385 3 900 4 300 4 700 S 400 6 000 6 450 7 OSO 7 450 3 980 4 590 5 190 6 060 6 750 7 410 8 000 8 460 6 390 7 550 8 300 9 000 9 600 7 560 8 800 9 960 10 690 10 000 M 180 Transition Width 3 fl 5 in. 3 ft 6 in. 3 fi 8 in. 4 ft in. 4 ft 6 in. 4 ft 8 in. S ft V in. 5 fl 3 in. 5 ft 6 m. 5 fl 7 in. 6 ft 0 in. 6 ft 3 in. 6 ft 6 in. 6 ft 8 in. 6 ft 10 in. Pipe site 30 in. ID Trench 2 2.5 3 4 5 6 7 8 9 10 u 14 16 (8 20 3.5 755 965 1 ISO I 400 1 750 2 050 2 300 2 525 2 750 2 950 3 300 3 600 3 900 4 150 4 350 4.0 1 185 1 675 2 050 2 400 2 700 3 000 3 300 3 550 4 000 4 400 4 800 $ 100 5 350 4.5 I 680 2 335 2 800 3 110 3 480 3 790 4 140 4 660 5 200 5 640 6 040 6 400 Trench WidthS.O S.S 60 2 340 3 005 3 500 3 900 4 300 4 700 5 400 6 000 6 450 7 OSO 7 450 3 66S 4 320 4 840 S 260 6 060 6 750 7 410 8 000 8 460 4 980 S 660 6 800 7 550 8 300 9 000 9 600 Transition Width 6.5 7.0 7.5 990 8 320 9 210 9 960 10 890 1 8 320 9 610 10 980 11 690 10 980 12 300 3 ft 7 in. 3 ft 10 in. 3 ft U in. 4 ft 5 in. 4 ft 8 in. 5 ft 0 in. 5 ft 5 in. 5 ft in 5 ft VO in. 6 ft 1 in. 6 ft 5 in. 6 ft 9 m. 7 ft 0 in. 7 ft 3 in. 7 ft 5 in. CTD02S 10 A-C TRANSMISSION AND FEEDER MAIN PIPE TABLE 2--Continued Pipe size 33 in. ID Trench Cover ft 2 2.5 3 4 f5t g 9 10 12 14 16 18 20 Trench Width--ft 3 75 4 0 4 5 5 0 5.5 6.0 6.5 7.0 7.5 8.0 810 1 050 1 220 1 540 1 940 2 210 2 SIS 2 705 3 040 3 240 3 660 4 050 4 350 4 620 4 860 1 060 1 290 1 675 2 050 2 400 3 000 3 300 3 550 4 000 4 400 4 800 5 100 5 350 5 575 % i 815 2 335 2 800 3 110 3 480 3 790 4 140 4 660 5 200 5 640 6 040 6 400 2 445 3 050 3 500 3 900 4 300 4 700 5 400 6 000 6 450 7 050 7 450 3 205 3 920 4 460 4 840 S 260 6 060 6 750 7 410 8000 8 460 3 925 4 640 5 400 5 000 6 800 7 550 8 300 9 000 9 600 5 610 6 070 7 450 8 350 9 210 9 960 10 890 7 550 9 030 io no 11 060 11 890 10 470 12 120 13 020 13 390 Transition Width 3 ft 10 in. 4 ft in. 4 ft 3 in. 4 ft 6 in. S ft 1 in. S ft S in. 5 ft 8 in. 6 ft in. 6 ft 3 in. 6 ft 5 in. 6 ft 10 in. 7 ft 2 in. 7 ft 5 in. 7 ft 9 in. 7 ft 11 in. Pipe size 36 in. ID Trench Cover ft 2 25 3 4 6 9 10 12 14 16 18 20 Trench Width--ft 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 920 1 130 1 325 l 675 2 050 2 400 2 ;oo 3 000 3 300 3 550 4 000 4 400 4 800 5 100 5 350 92S 1 145 1 550 1 950 2 335 2 800 3 110 3 480 3 790 4 140 4 660 S 200 S 640 6 040 6 400 1 950 2 555 3 050 3 500 3 900 4 300 4 700 5 400 6 000 6 450 7 050 7 450 2 555 3 340 3 920 4 460 4 840 5 260 6 060 6 750 7 410 8 000 8 460 3 340 4 160 4 900 S 400 S 900 6 800 7 550 8 300 9 000 9 600 4 950 5 760 6 430 7 450 8 350 9 210 9 960 10 890 S 760 6 540 8 ISO 9 170 10 110 11 060 11 890 8 150 9 750 11 000 12 150 U 020 9 750 U 330 12 900 14 140 12 900 14 StO Transition Width 4 ft 3 in. 4 ft 4 in. 4 ft 7 in. 4 ft 11 in. 5 ft 3 in. 5 ft 8 in. 6 ft 0 in. 6 ft 2 in. 6 ft 8 in. 6 ft 10 in. 7 ft 4 in. 7 ft 8 in. 7 ft 11 in. 8 ft 2 in. 8 ft 6 in. x CTD029737 SECTION 3 11 TABLE 2--Continued Pipe size 39 in. ID Trench Width--/* ft 35 5.0 5 5 6.0 6.5 7.0 7.5 8.0 8.5 90 Width 2 990 4 ft 5 in. 2.5 1 290 4 ft 7 in. 3 t 520 i 580 4 ft 9 in. 4 1 950 2 220 2 340 S ft 2 in. 2 335 2 555 2 980 5 ft 6 in. 6 2 800 3 OSO 3 340 3680 5 ft 10 in. 3 no 3 500 3 920 4 320 4 500 6 ft 3 in. 8 3 480 3 900 4 460 4 900 5 360 6 ft 7 in. 9 3 790 4 300 4 840 5 400 5 760 6 430 6 ft U in. 10 4 140 4 700 5 260 5 900 6 430 7 170 7 440 7 ft 3 in. 12 4 660 5 400 6 060 6 800 7 450 8 150 8 980 9 310 7 ft 8 in. 14 5 200 6 000 6 750 7 550 8 350 9 170 9 750 11 090 8 ft 1 in. 16 5 640 6 450 7 410 8 300 9 210 10 no 11 000 11 980 12 830 8 ft 5 in. 18 6 040 7 050 8 000 9000 9 960 n 060 12 150 12 900 14 330 8 ft 6 in. 20 6 400 7 450 8 460 9 600 10 890 U 890 13 021 14 140 15 260 16 130 8 ft 11 in. Pipe size 42 in. ID Trench Cover it 2 2.5 3 6 8 9 10 12 14 16 18 20 Trench Width--ft 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 1 060 1 390 1 700 2 220 2 555 3 050 3 500 3 900 4 300 4 700 S 400 6 000 6 450 7 050 7 450 2 350 3 080 3 340 3 920 4 460 4 840 5 260 6 060 6 750 7 410 8000 8 460 3 930 4 320 4 900 5 400 5 900 6 800 7 5S0 8 300 9 000 9 600 4 690 5 600 5 760 6 430 7 4S0 8 350 9 210 9 960 10 880 6 630 7 170 8 ISO 9 170 10 110 11 060 11 890 7 730 8 980 9 750 11 000 12 150 13 020 9 830 10 940 U 980 12 900 14 140 U 550 U S80 14 390 15 260 15 250 16 430 16 830 Transition Width 4 ft 8 in 4 ft 10 in. 5 ft 0 in. 5 ft 4 in. 5 ft 8 in. 6 ft l in. 6 ft 5 in. 6 ft 10 in. 7 a 2 in. 7 a 6 in. 8 ft 0 in. 8 ft 5 in. 8 ft 10 in. 9 ft l in. 9 ft 4 in. cr&029738 12 t-C TRANSMISSION AND FEEDER MAIN PIPE e dcba ab c d e/ Fig:. 6. Embankment Conditions aa and bb The trench width is less than the transition width; earth loads are computed by the trench equation {Eq 4). cc The trench width is the transition width; earth loads are computed by either Eq 4 or Eq 5. cid and ee The trench width is greater than the transition width; earth loads are computed by the positive projecting pipe embankment equation (Eq. 5). For a given depth of cover the earth toads resulting from trench widths cc, dd, and ee are equal. covered with fill above the original ground surface. Embankment con ditions are further subdivided into positive and negative projecting pipe categories, depending on the location of the top of the pipe relative to the original undisturbed ground. A special case where compressible ma terial is used as part of the backfill, called an imperfect trench, also is classified as an embankment con dition. The various embankment conditions are illustrated in Fig. 6. 3.2.4 Positive projecting pipe em bankment condition. A positive pro jecting pipe condition is defined as either that condition where the pipe is installed in a trench cut in un disturbed ground that is wider than two to three pipe diameters, or that condition where the top of the pipe is above the adjacent original ground surface and covered with fill above the original ground surface. For this condition, Eq 3 is rewritten as: we = Ctw,Bp Eq 5 in which, Bc = the pipe outside diameter in feet. Ce = the load coefficient, which is a function of the ratio H/Br, the projection ratio p, and the settlement ratio r,d. 3.2.4.1 The values of Cc are ob tained from Fig. 7. Ce also may be obtained from Eq 6 when the follow ing conditions exist simultaneously : 1. The ratio H/Be is greater than 1.3. 2. The product p(r,d) = 0-7. C, = - 0.96 Eq 6 - 3.2.4.2 The projection ratio p is defined as the ratio of the distance that the top of the pipe projects above the original ground surface to the pipe outside diameter. The recommended value for the settlement ratio r,d is +0.7 for asbestos-cement transmis sion pipe design. 3.2.5 Transition width. It will be noted from the preceding discussion that under construction conditions where a trench is cut in undisturbed ground two methods of computing the earth load are available: (1) the trench condition, and (2) the positive projecting pipe embankment condition. The method chosen is de- *, CTD029739 SECTION' i 13 o in m > Fig. 7. Values of C, for Positlye Projecting Pipe Reprinted by permission from WPCF Minull of Prectice Ho. 9. "Design md Construction of Sanitary end Storm Sewers," WPCF and ASCE. 1966. pendent on the ratio of the trench width to the pipe diameter. As pre viously stated, when the trench width is less than two to three times the pipe diameter, earth loads are computed by the trench condition equation (Eq 4). The width of trench at which both methods of computation give equal loads is called the transition width. The earth load computed at the transition width is theoretically the maximum external earth load that can be transmitted to the pipe for any given depth of cover. For all trench widths greater than the transition width, earth loads are computed by the positive projecting pipe embank ment condition equation (Eq 5). In this latter case and for a given depth of cover, the earth loads are equal to the load that results at the transition width and that is computed by the trench condition equation (Eq 4). [See Fig. 6.] 3.2.5.1 The transition width is determined from Fig. 8 by multiplying CTD029/ CTD029741 SECTION 3 15 the applicable ratio BdJB, by the negative projecting pipes. However, applicable pipe outside diameter (Bc). as the trench width increases and the The applicable ratio of trench width ratio Bd/Br becomes greater than that to pipe outside diameter (Bd/Bc) can given in Fig. 8, the earth load should be obtained from big. 8 for any given be determined from Eq 5 for positive ratio of backfill height to pipe outside projecting pipes. Adherence to the diameter (H/Bj). preceding rule will result in the 3.2.6 Negative projecting pipe em most realistic earth loads for design bankment condition. A negative pro purposes. jecting pipe condition is defined as 3.2.7 Imperfect trench embankment that condition where the pipe is condition. The imperfect trench em installed in a relatively shallow trench bankment condition occurs rather in wherein the top of the pipe is at some frequently and is included for general elevation below the original ground information. The imperfect trench surface. The trench is then backfilled embankment condition refers to that and compacted, and embankment is construction technique wherein the constructed thereon to finished grade pipe is first installed as a positive (Fig. 4). For this condition, Eq 3 projecting pipe. A portion of the is rewritten as embankment is then built up to some we = C*w,Bd` elevation above the pipe top and Eq 7 thoroughly compacted as it is placed. in which, A trench the same width as the pipe is then excavated directly over the ( Bd -- the trench width in feet, mea pipe down to or near to its top and sured at the top of the pipe. subsequently backfilled with loose C,, = the load coefficient which is a compressible material. The remainder function of the ratio H/Bd, the pro of the embankment is then built up jection ratio p, and the settlement to final elevation (Fig. 11). hor this ratio r,d. condition, Eq 3 is rewritten as 3.2.6.1 The various values of C,, we = Ccw.B;- Eq 8 are obtained from Fig. 9. The pro jection ratio p is defined as the ratio in which, of the vertical distance from the original ground surface down to the pipe top to the trench width, Bd. (See Fig. 10.) For asbestos-cement transmission pipe design the recom mended value for the settlement ratio r,d is zero. Bc = the pipe outside diameter in feet. C,, = the load coefficient which is a function of the ratio H/Bc, the pro jection ratio p, and the settlement ratio r,d. 3.2.6.2 When calculating earth 3.2.7.1 The various values of C,, loads under negative projecting pipe are obtained from Fig. 9. The pro embankment conditions, considera jection ratio p is defined as the ratio tion must be given to the transition of the vertical distance from the top width as defined in paragraph 3.2.5. of the excavated trench down to the For values of the ratio Bd!Br less than pipe top to the pipe diameter (Fig. those given in Fig. 8, the load on a 11). For asbestos-cement transmis pipe is determined from Eq 7 for sion pipe design the recommended CTD029742 16 A-C TRANSMISSION AND FEEDER MAIN PIPE Coefficient C,, Fig. 9. Values of C. for Negative Projecting Pipe and Imperfect Ditch Conditions Reprinted by permission from WPCF Manual of Practice No. 9, "Design and Construction of Sanitary and Storm Sewers," WPCF and ASCE, 1966. value for the settlement ratio rti is equal to --0.3. 3.2.8 Tunnel conditions. There are two types of tunnel construction en countered in normal pipe laying operation. 3.2.8.1. The first type is the most frequently encountered and occurs when a sleeve of a larger diameter than the specified pipe is first jacked through an embankment. The pipe is then placed into the sleeve without CTD029743 SECTION' J Top of embankment 17 Fig. 10. Projection Ratio p for the Negative Projecting Pipe Embankment Condition becoming an integral part of the tunnel construction. In this example the sleeve supports the entire earth load and the pipe contained therein is not subjected to crushing loads. When selecting the required pipe classification for this condition, only the internal pressure needs to be con sidered for design. 3.2.8.2. The second type of tunnel condition is rarely encountered in transmission work but is discussed here for completeness. It occurs when the pipe itself must carry the entire load. The area through which the pipeline must pass is bored and braced with the necessary supports. The pipe then is placed in the tunnel and the void between the pipe and tunnel braces is backfilled with compacted earth, grout, or concrete. Once this operation is completed, the earth load automatically transfers from the tun nel supports to the pipe itself. For this condition, Eq 3 is rewritten as wg -- CrBr{wtBT -- 2c) Eq 9 in which, Bt = the maximum width of the tunnel excavation in feet. c = the coefficient of cohesion in pounds per square foot. Ct = the load coefficient which is a function of the coefficient of internal fraction for the material of the tunnel and of the ratio H/Bt, where H is the distance from the ground surface to the top of the tunnel in feet and BT equals the width of the tunnel ex cavation in feet. CTD029744 18 A-C TRANSMISSION7 AND FEEDER MAIN PIPE Top of embankment / Projection ratio = --- 8C H Compressible backfill Top of stage construction compacted fill / > ) Fig. 11. Projection Ratio p tor the Imperfect Trench Embankment Condition 3.2.8.3 Values of Ct for different types of soil are obtained from Fig. 12. If the value for the coefficient of cohesion is not available from labora tory tests, then the recommended safe design values in Table 3 are to be used. TABLE 3 Recommended Safe Design Values of c for Tunnel Conditions Material Clay, very soft Clay, medium Clay, hard Sand, loose dry Sand, silty Sand, dense Top soil, saturated Values of c 40 250 1000 0 100 300 100 3.2.8.4 When, in tunnel construc tion, the excavation becomes exces sive, or when the void surrounding the pipe or tunnel lining is not carefully filled, or when the cohesion of the undisturbed material above the tunnel construction is destroyed by soil saturation or vibration, the earth load should be calculated by Eq 4 for trench conditions. Since it can be exceedingly difficult to either predict or assess whether the tunnel excava tion is excessive, it is recommended that Eq 4 be used for most in stallations for safe asbestos-cement transmission pipe design. 3.2.8.S It should be noted that the preceding discussion is based on the premise that the tunnel would lie constructed in homogenenous soils that do not create unusual pressures and stresses. If the tunnel is con structed through materials that tend to squeeze or swell, such as some types of clay or shale, or through blocky and seamy rock, then methods other than tunnel construction must t ' CTD029745 SECTION i 19 Values of H /B j 0 12 3 4 5 Values of coefficient Cj Fig. 12. Values of Cr for Tunnel Conditions Reprinted by permission from WPCF Manual of Practice No. 9, "Design and Construction of Sanitary and Storm Sewers." WPCF and ASCE. 1966. CTD029746 20 A-C TRANSMISSION' AND FEEDER MAIN PIPE Concentrated superimposed load, wsi, vertically centered over pipe. Distributed superimposed toad, wSI, vertically centered over pipe. Fig. 13. Superimposed Loads be utilized. The method of instal lation that is used is the responsibility of the engineer who is in charge of construction. Sec. 3.3 Superimposed Loads Superimposed loads ws are ex ternal loads other than the normal earth loads transmitted to the pipe. There are two types of superimposed loads as illustrated in Fig. 13: (1) concentrated and (2) distributed Superimposed loads are fre quently referred to as live loads. 3.3.1 Concentrated loads. A con centrated load is a load caused by a single force which may be either static or dynamic in nature. In normal pipe design, vehicular wheel loads are the most frequently encountered con centrated loads. The magnitude of the load produced by concentrated superimposed forces is determined by C.P.F WS, = ----- Eq 10 in which wSi = the load on a pipe caused by a concentrated superimposed force in pounds per linear foot of pipe. (For convenience, concentrated superim posed loads resulting from a 16,000-lb wheel force are presented in Table 6.) P, = the concentrated force in pounds. The American Association of State Highway and Transportation Officials (AASHTO) design manual gives loads for various sizes and types of vehicles. F = the impact factor. American Association of State Highway and Transportation Officials (AASHTO) vehicular wheel loads are shown in Table 4. Impact factors vary from one locale to another and values that are consistent with local, state, and federal specifications should be chosen. L = the effective pipe length in feet. For pipe less than three feet, the actual length of the section should be used. For all other pipe lengths an effective length of three feet should be used. ) ' V CTD029747 SECTION J 21 TABLE 4 Impact Factors Depth *>i Cuter Jt 1.0-2 0 2.0--.1 0 3.0 or greater i : 1 impact Factor F 1.2 l.t 1.0 C, = the load coefficient, which is a function of the depth of cover to the top of the pipe and the nominal inside diameter of the pipe. Values of C, arc obtained from Table 5. 3.3.2 Distributed load. A distri buted load is a load caused by a uniform force distributed equally over a given area. The load may be either static or dynamic in nature. The magnitude of the load produced by distributed forces is determined by ,v.s; = C,P,F Bc Eq II in which, ti'jsj = the load on a pipe caused by distributed superimposed force in pounds per linear foot of pipe. P, = the intensity of the distri buted force in pounds per square foot. F = the impact factor as explained in paragraph 3.3.1. Bc = the pipe diameter in feet. C, = the load coefficient, which is a function of the depth of cover to the top of the pipe and the nominal inside diameter of the pipe. Values of C, are obtained from Table 5. 3.3.3. Illustrative problem. An 18in. asltestos-cement transmission pipe is to be installed in a 3-ft wide trench under 8 ft of cover. The backfill is ordinary clay with a weight of 120 lb/cu ft. Determine the earth load on the pipe. Solution : The load must Ite com puted two ways using the Marston equations for the trench condition and for the projecting pipe condition. a. Trench condition Eq 4: we - CdW^Bt)1 II 8 = 2.7 (approximately 3) 3 Cd = 1.9 ^from Fig. 5 and --^ * (1.9)(120H3)* = 2100 Ib/ft TABLE 5 Values of Load Coefficients C .for Concentrated and Distributed Superimposed Loads Centered Vertically Over Conduit Pipe sue. Depth of Cover ft 2 n J 4 $ 6 8 to 12 16 20 18 0.391 0.289 0.221 0.136 0.092 0.066 0.038 0.025 0.017 o.oto 0.006 20 0.322 0.316 0.231 0.150 0.102 0.073 0.032 0.027 0.019 0.011 0.007 >1 0.436 0.327 0.251 0.157 0.107 0.077 0.033 0.029 0.020 0.012 0.007 n 0.378 0.362 0.280 0.177 0.120 0.087 0.050 0.033 0.022 0.013 0.008 27 0.510 0.392 0.306 0.195 0.133 0.0% 0.056 0.037 0.025 0.013 0.008 30 0.533 0.323 0.332 0.213 0.147 0.106 0.062 0.041 0.029 0.016 0.010 33 0.563 0.336 0.353 0.230 0.159 0.115 0.067 0.045 0.032 0.018 0.011 36 0.590 0.370 0.375 0.238 0.171 0.123 0.073 0.039 0.035 0.020 0.012 30 0.615 0.502 0.303 0.272 0.191 0,130 0.083 0.053 0.031 0.026 0.015 32 0.619 0.516 0.322 0.286 0.202 ) 0.147 ,0.089 0.063 0.033 0.030 t 0.017 i Note: For convenience, concentrated superimposed loads resulting from a 16,000-lb wheel force are presented in Table 6. CTD029748 22 A-C TRANSMISSION AND FEEDER MAIN' PIPE TABLE 6 * si Concentrated Superimposed {Wheel) Load on Asbestos-Cement Transmission Pipe Single Wheel -- 16,000 lb {11-20 Wheel Load) Cover Over Top of Pipe it I_______ (H :o 2 2083* 2251 21 1541 1682 5 1178 1286 4 725 800 5 490 544 6 352 389 8 203 224 III 133 144 12 91 100 16 53 59 20 32 37 21 2364 1728 1334 837 570 410 234 154 105 64 40 u 2545 1939 1494 944 640 464 267 176 117 69 43 Pipe Diameter i. 2720 2091 1632 1040 710 512 299 197 133 75 45 30 2896 2256 1723 1136 784 566 330 219 155 85 53 ,u 2992 2368 1878 1224 845 611 357 240 170 96 60 16 3149 2510 2000 1321 912 662 390 261 187 107 63 .19 3280 2677 2154 1450 1018 747 443 288 219 139 80 42 3301 2752 2250 1525 1077 784 475 336 229 160 91 * Values shown are in pounds per linear foot of pipe. Note: Table is based on impact factor of one. If different impact is to be used, simply multiply value from table limes desired impact factor. b. Projecting pipe condition Eq 5: w = 0,(IJ; B, = 18 in. pipe OD = 1.7 ft Cc = 1.892(ff/B,) - 0.96 = 1.892(8/1.7) - 0.96 = 8 = (8) (120)(1.7)- = 2800 Ib/ft c. The engineer, knowing the jolt conditions and degree of inspec tion, should decide which load applies. Section 4--Hydrostatic Pressure Sec. 4.1 Introduction For the design of asbestos-cement transmission pipe, the internal hydro static pressure pr is defined by Pt = (P, + P,)S.F. in which, Eq 12 pr = the total internal pressure in pounds per square inch which, in combination with some external load u't applied in three-edge bearing, will fracture the pipe. P,, = the static or operating pres sure in pounds per square inch de fined by the design criteria. P, = the surge pressure in pounds per square inch resulting from either water hammer or other incremental pressures over and above the norma! operating pressure. S.F. = the design safety factor specified by the purchaser. Safety factors are based on judgment, past experiences, and sound engineering principles. For asbestos-cement trans SECTION 4 23 mission pipe design, a minimum safety factor of 2,0 is recommended. Kor simplicity in design and selec tion of asbestos-cement transmission pipe, the internal pressure may !>e separated into two components: (1) operating pressure, and (2) water hammer or surge pressure. Each will be determined separately. Sec. 4.2 Operating Pressure The operating pressure P,, is that pressure which exists under normal or steady conditions of operation. The pressure may be induced by pumps, gravity (such as the head created by a reservoir or elevated water tank), or a combination of both pumps and gravity. I'nder a 100 percent gravity situation, the pressure in the line at a given point is somewhat higher when there is no flow and conditions are static. I'nder static conditions the pressure at a given point, measured in feet of head, is equal to the difference between the elevation of that point and the water surface level at the reservoir. Under flowing conditions the pressure at a given point is re duced by the amount of friction and other energy losses resulting from the flow of water from the reservoir to that point. The magnitude of this head loss may be found by using the Hazen and Williams chart in Ap pendix A. In piping systems that have long runs with relatively few fittings and accessories, the recom mended value of C (coefficient of flow) is 140. Sec. 4.3 Surge Pressure Surge pressures P, are of a transient nature and are caused by unsteady or changing conditions in the pipeline. The terms "water hammer," "surge," or "transient pressure" are often used interchangeably to refer to these pres sures, which are of brief duration but often of considerable magnitude. A variety of conditions may cause surge pressures. These include a valve opening or closing, sudden movement of air in a line, or a pump starting or stopping. Transient pressures are often a controlling factor in the selection of pipe strength. For this reason, a pipe system should always be analyzed for surge pressure deter minations and the results should be used in pipe selection. 4.3.1. Surge control. There are numerous methods for control of surge pressures in the line. Con sideration should be given to use of these methods to limit pressures to an acceptable level. Economics plays a major role in this area. Various designs may have to be balanced, depending on the complexity of the system, to yield an economical and efficient design. 4.3.1.1 Appendix B presents a dis cussion of water hammer with em phasis on how it may be analyzed and controlled. Although the subject is discussed in some detail, and an illustrative problem is included that involves controlling surge pressure by timing a valve closure, the subject is too complex to be thoroughly covered in this standard. It is suggested that control of surge for any transmission system be discussed with surge control equipment manufacturers or con sultants in this particular field. The effects of surge in a pipeline, however, should not be ignored, as neglect of this factor may result in severe dam age to the system. Also, because of the number of variables involved in creating water hammer pressures, and because of the ability to regulate their magnitude with proper controls, it is CTD029750 24 A-C TRANSMISSION AND FEEDER MAIN PITE not recommended that fixed water hammer allowances based on assumed velocity changes or some other single criterion be used for the larger diam eter transmission and feeder main lines. Section 5--Pipe Selection Sec. 5.1 Combined Loading Curves As discussed previously, it has been demonstrated satisfactorily by tests that asbestos-cement transmis sion pipe conforms generally to the Schlick formula for combined loading (Sec. 2.2). Numerous tests have established values for P, internal hy drostatic design pressure with no crush load applied, and for IF, ex ternal crush design load with no internal pressure applied, for all diam eters and strength classifications. These values represent the end points on the combined loading curves; the intermediate points on the curves are computed by use of the Schlick formula. (It should be noted that all v alues used for P and W represent a conservative interpretation of the test data.) On the curves, each intermediate point--'t'r, pr--repre sents a combination of crush loading and internal pressure that the pipe will withstand when the loads are applied simultaneously. 5.1.1 Selection curves. Selection curves in Fig. I4a-14j are presented for each size of pipe from 18 through 42 in. On the graph for each pipe diameter, a combined loading curve is drawn for each strength classification of that pipe size. The vertical axis represents the internal hydrostatic design pressure P, and the horizontal axis represents the external three-edge bearing crush design load IF. Table 7 lists the values of P and IF for the strength classifications of each pipe size. In Sec. 5.3, Use of Selection Charts for Economical Design, the method for pipe selection is outlined. Sec. 5.2 Safety Factors Safety factors are normally applied by the engineer to his computed de sign values of crush- and internal pressure that are to be resisted by the pipe in service. These factors protect against unforeseen loads that may be placed on the line at some time in the future, and against other contin gencies such as improper construction. It is the engineer's prerogative to select which safety factors he feels should apply to a given system. Con siderable field experience as well us 1 extensive laboratory work has yielded a wealth of information on the be havior of asbestos-cement transmis sion pipe. For this reason, suggestions for minimum safety factors are made in Table 8. Note that, since the com- ( bined loading principle is applicable, the safety factors will be applied to both hydro and crush simultaneously. Note also that water hammer and live load, which are both transient load conditions, are considered as acting simultaneously for design purposes here. Since the likelihood of both occurring at the same time is minimal, an additional conservative element is introduced into the design. j Sec. 5.3 Use of Selection Charts for Economical Design After all loads on the pipe have been computed (operating pressure, water I (, CTD029751 SECTION' 5 25 TABLE 7 Design Internal Pressure* and Design External Load\ Intercepts jot L'se With Selection Curves for the Follounng Pipe Classifications Pipe Size in. JO 35 P* = J00 P = 150 ,0 P = too 45 P = 450 so P = 500 60 P * 600 70 P = TOO ao P = 800 90 P * <>00 at IP 11 a- IK IK IV IK 18 2 500 3 000 4 000 5000 6 500 8 .500 11 000 H 000 18 000 20 2 500 3 500 4 500 5 500 7 100 9 500 1 2 000 15 000 20 000 21 2 500 3 500 4 500 5 800 7 300 9 700 11 500 16 000 21 000 24 2 800 3 800 5 000 6 200 8 100 11 000 15 000 19 000 24 000 27 3 500 4 200 5 500 7 000 8 800 12 500 16 500 20 500 27 000 30 3 500 4 500 6 000 7 500 9 700 13 500 18 000 22 500 30 000 33 3 500 5 000 6 500 8000 10 500 14 500 19 500 24 500 33 000 36 4 000 5000 7000 9 000 11 200 16 000 21 000 26 000 36 000 39 4 200 5 300 7 500 9 700 12000 17 200 22 500 28 000 39 000 42 4 300 5 700 8 000 10 500 13 000 18 500 24 000 30 000 42 000 * P-psi. t IV--tb/lin ft. hammer, earth load, and live load), the most economical strength of pipe to meet the service conditions should be selected. The applicable selection procedure using the suggested safety factors is: 1. Add operating pressure and water hammer, Pt -f P, (Sec. 4). 2. Add earth load and live load, u'e + u's (Sec. 3). 3. Enter the combined loading graph for the appropriate pipe diam eter. Plot the values from Steps 1 and 2 above as one point. When using the left-hand scales, be sure to multiply the operating pressure plus water hammer by the suggested safety factor of 2.0. When using the bottom scale, be sure to multiply the earth load plus live load by the suggested safety factor of 1.5, and then to divide it by the bedding factor (Sec. 2.3). 4. The point plotted will lie be tween the curves for two pipe TABLE 8 Minimum Safety Factors for Cse With Asbestos-Cement Transmission Pipe Selection Type oi Load , Safety Factor j Hydro Crush Operating pressure plus water ! 20 hammer, combined with earth load plus live load i l .5 strengths. Select the higher strength of the two. This represents the most economical selec tion consistent with engineering requirements. Sec. 5.4 Illustrative Problem on Pipe Selection A 24-in. asbestos-cement transmis sion line is to be installed in a 4-ft wide trench with 5 ft of cover. The operating pressure will be 100 psi. Surge pressures will be limited to a CTD029752 26 A-C transmission and feeder main pipe maximum of 50 psi. A 16,000-lb wheel load is to be assumed, with an impact factor = 1. Class C bedding will be used. Select the proper strength of pipe to be used with safety factors of 2.0 in hydro (P,, T P,) and 1.5 in crush (uE + tc.s). Solution : hollowing instructions for use of selection charts with safety factors as described in Sec. 5.3 gives 1. Pa + P, = 100 + 50 = 150 psi 2. we + -ws = 2030 + 640 = 2670 lb/ft 3. (Pu + P.)(S.F.) = 150 X 2.0 = 300 psi (w+w.s)(5.f.) 4. B.F. (2670)(1.5) 1.5 = 2670 Ib/'ft 5. Consult the combined loading chart for 24-in. pipe, using the left hand and bottom scales. Plot the two loads as a single point on the chart. The point falls between T-40 and T-45. Use T-45. *# I I I CTD029753 SECTION 5 27 iiu e f ndi n yd ro sia u c design pressure -- P 7 i psi > - to p e ra tin g pressure y w ater nam m er satety \a c\o r 0 2000 4000 6000 8000 10.000 12,000 14,000 16,000 External crush load >3-edge bearing>--Wilb/fti Safety factor Wr = iearth load + live loadi Bedding factor Fig. 14a. Combined Loading Curves for 18-ln. Transmission Pipe CTD029754 Internal hydrostatic design pressure-- P j ipst* - ^operating pressure i water ham m er safety factor 28 A-C TRANSMISSION' AND FEEDER MAIN PIPE 20-tn. Transmission Pipe i External crush load '3-edge bearing--W'lb/ftSafety factor Wr = earth load + live load > Bedding factor Fig. 14b. 20-in. Transmission Pipe T) 1 CTD02975S SECTION' 5 29 Internal hydrostatic design pressure-- P j psi - 'O perating pressure < water ham m er - safety factor 0 2000 4000 6000 8000 10.000 12.000 14,000 16,000 External crush load 3-edge bearing.--Wilb/ft Safety factor WT = earth load + live load. Bedding factor Fig. 14c. 21-in. Transmission Pipe CTD029756 30 A-C TRANSMISSION' AND FEEDER MAIN PIPE V ) ao 7) )I 0 2000 4000 6000 8000 10,000 12.000 14,000 16,000 External crush load i3-edge bearingi -- WiIb/ft Safety factor Wr - 'earth load + live loadi Bedding factor Tig. 14d. 24-In. Transmission Pipe J> CTD029757 SECTION' 5 27-in. Transmission Pipe 31 erating pressure ' water hammer safety lactor External crush load .3-edge bearing. -- W<Ib/ft Safety factor Wr =.earth load + live load.---------------------Bedding factor Fig. lie. 27-in. Transmission Pipe CTD029758 32 A-C TRANSMISSION AND FEEDER MAIN PIPE IS V J D y 2000 4000 6000 8000 10.000 12.000 External crush load i3-edge bearing -- IrViIb/ft ,, Safety factor WT = earth load + live loadi---------------------- Bedding factor 14.000 16.000 Fig. 14f. 30-in. Transmission Pipe J CTD029759 1000 SECTION 5 33-in. Transmission Pipe 33 900 800 700 600 500 400 300 200 100 0 2000 4000 6000 8000 10,000 12,000 14.000 16,000 External crush load '3-edge bearing.--Wilb/ft' Safety factor Wr= earth load + live load i---------------------Bedding factor Fig. Hg. 33-in. Transmission Pipe 34 A-C TRANSMISSION" AND FEEDER MAIN PIPE 3 ) *5) 0 2000 .4000 6000 8000 10.000 12,000 14,000 16.000 External crush load '3-edge bearing>--Ib/ft Safety factor Wr = earth load + live load.-B--e--d--d--in--g---f-a--c--t-o--r Tig. 14b. 36-in. Transmission Pipe 9 i> 0 CTD029761 SECTION' 5 35 Internal hydrostatic design pressure-- P j ip s n - ioperating pressure f water ham m er> safety factor 0 4000 8000 12,000 16,000 20,000 24,000 External crush load i3-edge bearingi--Wilb/ft> Safety factor Wr = 'earth load + live load' Bedding factor Fig. 14i. 39-in. Transmission Pipe CTD029762 36 A-C TRANSMISSION AND FEEDER MAIN PITE * )V 0 y0 0 4000 8000 12,000 16.000 20.000 24.000 External crush load 13-edge bearing IrV. Ib/ft Safety factor Wr = .earth load + live load. Bedding factor Tig. X4J--12-in. Transmission Pipe i CTD029763 Appendix A Friction Loss of Head Chart-Coefficient of Flow, C = 140 This appendix u for information only and is not a part of A WIVA C403. A1 CTD029764 A 2 APPENDIX A ! D0 >o ui jaiaiueiQ adij i CTD029765 Appendix B Surge Pressure Analysis This appendix is for information only and is not a part of .-I IVIVA C403. B.l Water Hammer or Surge The slotting dotvn or stopping of any moving mnss requires a force or forces to counterbalance the kinetic energy that keeps the mass in motion. The faster a mass is decelerated and brought to a halt, the greater the force that is required. B.1.1 Forces involved. It is some what of an oversimplification, but water hammer, or surge, can be de fined in these terms: The shutting of a valve or the stopping of a pump causes a moving column of water in a pipeline to slow down and stop. The forces that bring about this deceleration are exerted radially on the moving water column by the pipeline walls. Conversely, the water exerts added pressure on the pipe, and the hoop stresses in the pipe walls thus increase over the normal operat ing pressure values. The faster the column of water is brought to a halt, the higher these stresses rise. B.l.2 Rate of velocity fluctuation. The pipe wall stresses are thus de veloped by, and increase in direct proportion to, the internal pressure that builds up as the column of water decelerates. The slower the de celeration, the less the pressure builds up, and the less the pipe wall stresses increase. It is, therefore, of impor tance to the pipe designer to know how to control the rate of velocity fluctu ation, since by controlling this rate he controls the magnitude of the pressure variations during the transi tional periods. By such control he can keep the pipe wall stresses during surge to a predetermined value that will allow an economical installation. B.1.3 Have motion. Water, being liquid, will act in a fairly complex manner when undegoing acceleration or deceleration. Pressure waves are set up which move along the pipeline at a rate of 2500--4500 ft/sec, the rate depending on the pipe wall material. The waves will continue until they encounter a boundary con dition, such as a reservoir, a closed valve, or a change in pipe diameter, at which point they will reflect backin the opposite direction. The wave motion will oscillate back and forth in the pipe until it is dampened out by the friction effects of the pipe walls. B.1.4 Causes. The two major causes of water hammer or surge are 1. The closing or opening, fully or partially, of a valve in a pipeline system. The valve may be in the line for one of a number of purposes. It could be a gate valve, float valve, pressure reducing valve, or serve some other function. 2. The starting up or shutting down of a pump (switch or power failure). It can be seen that both of these occurrences cause changes in the velocity, and consequently in the quantity, of water flowing in the pipeline. B.l.5. Effects. Ignoring the effects of surge in the pipeline can lead to difficulties after the line is in opera- CTD029766 B2 APPENDIX B tion. Surge can result in damaged equipment and seriously reduced capacity. B.2 Water Hammer Analysis The elastic wave theory for surge analysis has been empirically estab lished to lie correct by many ex periments, the first of which were performed as earl> as 1890. Its application to pipeline problems will yield results which are accurate and which may be relied upon for adequate analysis. B.2.1 Wave velocity. Water ham mer pressures are a function of the maximum rate of change of flow. When a valve is closed or a pump stops, a pressure wave is propagated along a pipeline. The velocity of the wave is the same as the velocity of sound in water, modified by physi cal characteristics of the pipeline; it is given by the following equation: in which. 4660 \'l + kd/Ee Eq H l a = pressure wave velocity, in feet per second k = modulus of compression of water, 300,000 psi d = internal diameter of pipe, in inches E = modulus of elasticity of as bestos-cement pipe, 3,400,000 psi e = wall thickness, in inches 4660 = velocity of sound in water in feet per second B. 2. 2. Maximum pressure. If the pressure wave is reflected back from a boundary condition, such as a reservoir, and returns to its initial position after the flow in the line is completely stopped, then maximum water hammer pressure for those conditions will result. Stopping of the flow may be effected by closing a valve or by a pump stoppage. The magnitude of that maximum pressure is given by in which, , aV h =-- Eq B2 h = surge pressure, in feet of water V = velocity of water in the pipe line during normal conditions, in feet per second a = velocity of pressure wave, in ft/sec g = acceleration due to gravity, 32.2 ft/sec* B.2.3 Critical time. The longest elapsed time before final flow stoppage that will still permit this maximum pressure to occur is called the critical time; it is simply the total length that the pressure wave travels in one cycle, divided by the velocity of the wave. It is given by the following equation : in which, U=-- a Eq B3 U = the critical time, in seconds L = distance within the pipeline that the pressure wave moves before it is reflected back by a boundary condition, in feet a = velocity of the pressure wave in the line, in feet per second B.3 Valve Closure A valve in a water line may be of several different varieties, including gate, cone, and globe valves. When closing a valve, the area of the cross section of the pipeline that is pro gressively cut off is not generally proportional to the reduction in flow. In Fig. Bl, Graph 1 presents a plot * 0 o CTD029767 Percent of hm (Instantaneous Closure),, SECTION B.J B3 Time --(Te) Effective For Full Cut Off Uniformly at Maximum Rate Full Area Gate. *-------- Te = 39 2%Tr--------- Reduced Area Globe. W---------------- Te = 51.7% Tt-------------- * l^-Full Area Cone. TE = 48 6% T- --* Open Percent Time ol Valve Stem Travel T, Closed 0 10 20 30 40 50 60 70 80 90 100 oi 90 C 80 2 70 | o 60 CL 50 40 30 20 10 0 N" = (Te) Effective Closing Time -- in Units of 2 L'a Seconds Fig. Bl. Time (Tr) = Effective for Full Cut Off Uniformly at Maximum Rate Reprinted by permission of the Johns--Mtnvi lie Seles Corporation. of stem travel versus flow in the line for three types of valves. Note that the first 30-40 percent of stem travel has little effect on the flow in the pipeline. B.3.1 Effective time. As stated previously, water hammer pressure is a function of the maximum rate of change of flow. Therefore, if tangents to the curves in Fig. Bl are drawn at the fastest rate of change (or steepest slope), the effective time of closure Te is obtained. (See the curves in Fig. Bl with tangents plotted and values of TE determined.) This effec tive time, Te, is the time that is used in water hammer calculations. In most cases, it is about one half of the actual valve closing time. This indicates that if the critical time of a certain installed valve is calculated from Eq B3 and found to be x seconds, then the actual time for complete valve closure which will cause maxi mum pressure to occur will be ap proximately 2x seconds. B.3.2 Relation to surge control. In the design of a water system one of .the major considerations in the selec tion of a pipe is the design internal CTD029768 B4 APPENDIX B pressure that the pipe will he required to carry in service. The design internal pressure is the operating pressure plus the water hammer pres sure. In order to keep the water hammer or surge pressures at a con trolled level, calculations must be made to determine the valve closure times that will he required to stay within the design pressure level. B.3.3 Determining effective time. Figure 131 presents a convenient three-step method for determining effective valve closure times for a given percentage of the maximum pressure (surge pressure when valve is closed in less than the critical time). 1. Determine the pipeline constant K given by ' *" 64 in which, K = pipeline constant a = velocity of the pressure wave in the line, in feet per second V = velocity of water in the flow line under normal conditions, in feet per second g = acceleration due to gravity, 32.2 ft/sec2 h,, = operating pressure in the line under normal conditions, in feet of water 2. Determine the maximum head that might be developed from the surge by employing the formula h*aX = aV/g. 3. Determine the percentage of h*ax and find the corresponding effec tive closing time shown on the horizontal axis. This is given in units of 2L/o, which represents the critical time for the pipeline. Note that the time determined is the effective closing time and the actual time of valve stem travel is about twice as long. The reason for this is that the first half of the closing of the valve has little effect on the stoppage of the flow. It is the closing of the final half of the valve stem travel which closes off the flow. The second half is the effective closing time. There fore, two times the effective closing time is the actual time of the valve stent travel. B.4 Pumped Systems In relation to water hammer and surge, the most important elements in a system are pumps and valves. In a gravity system only valves have to be considered. Both pumps and valves must be considered in a pumped system. B.3.1 Complexity. The surge analy sis of a pumped system is more com plex than in a 100 percent gravity system because 1. In a pumped system, the prob lem begins in the slowing down of the rising water column when the pump is shut off (because of power failure or otherwise). Con sideration must be given to the time required for the pump to stop and for the flow to come to a halt. This involves the inertia of the motor and any flywheel in the assembly. Provisions nor mally should be made for slow opening and closing of pump control valves on pump systems. In a gravity system the hydraulic problem consists only of stopping the descending water column. 2. In a pumped system, the pipeline profile is usually irregular, with successive high and low points and with variable slopes. These conditions may give rise to water D J 0 C CTD029769 SECTION B.5 B5 column separation, causing se vere surges and operational troubles. Surges from water column separation do not follow a standard pattern and they have been measured at many times the calculated values. B.4.2 Alternative layouts. The de sign of a pumped system may involve the consideration of alternative lay outs to keep surges and the consequent operational difficulties to a minimum. This work should be directed toward reducing the magnitude of surges and toward reducing the risk of water column separation that may be caused by the shutdown of a pump. B.4.3 Water column separation. Water column separation can be serious due to the large magnitude of the surges developed when the water column rejoins. It can occur 1. At pump locations at the start of a steep main. 2. When the pressure at a high point falls below atmospheric and air enters the line through air valves that may be located at a high point. 3. When the pressure falls to below the vapor pressure of water. B.4.4 Entrapped air. Water col umn separation can cause difficulties, not only because of the before-men tioned surges set up by the rejoining of the water column, but because of the difficulties in getting air out of the line on subsequent start-up, even with air valves. Entrapped air can cause flow fluctuations and can seri ously reduce the capacity of the system. B.S Methods of Control The two types of surge to be con trolled are negative surge and positive surge. The type is determined, of course, by whether the surge pressures developed are below or above the normal static level. B.5.1 Negative surges. Negative surges in themselves are usually not dangerous, except when they cause water column separation. If this occurs, extremely high positive surges result when the cavity closes, and this frequently causes serious prob lems. The control of both negative and positive surges should be given consideration. B.5.2 Surge control devices. Limit ing negative and positive surges is accomplished by several types of surge control devices, as follows: 1. Controlled valves. This is one of the most effective means for controlling positive surges. As explained previously, the rate of opening and closing of a valve can be calculated to allow an acceptable level of surge. 2. Flywheel on pump motor. In the event of a power outage the inertia of the flywheel will keep the pump running for a period of time, during which it will gradually slow to a stop. This means that the water column in the pipeline will also be brought to a gradual stop, thus reducing the risk of water column separation. 3. Standpipe. This is generally a tank with the surface of the water at atmospheric pressure. It is, therefore, only practical at low heads. At a pump stoppage and consequent re duced pressure, the reserve of water in the tank flows into the pipe and reduces the risk of water column separation. For positive surge control the tank CTD029770 B6 APPENDIX B provides an outlet for the built-up pressure in the system. 4. Air vessel or surge tank. This is an enclosed vessel containing air and water. It functions similarly to a standpipe, with water reentering the line during negative surge and leaving dur ing positive surge. The major difference is that the air in the vessel is under pressure and much higher heads can be em ployed in the pipe system. 5. One-n ay surge tank. This is an adaptation of the surge tank. It contains a check valve that permits water to enter the line during negative surge, but will not permit water to leave during positive surge. It is, therefore, only for control of negative surges and is very effective. 6. Reservoir of water. This is similar to the one way surge tank, but provides some control of positive surge by permitting the slow entrance of water into the reservoir during a positive surge. 7. Suction pipe. This is a bypass around the pump from the suction side. It contains a check valve to prevent backflow into the reservoir. It effec tively reduces negative pressure adjacent to the pump. 8. Surge relief valve. This is used for controlling positive and negative surges. The valve opens at a certain pressure and discharges water to relieve a surge; positive or negative. It must be carefully designed and controlled in order to be effective. 9. Nonreturn valve. This is a check, strategically placed in a line, that can bring a small mea sure of relief to positive pres sure. However, unless properlyplaced, it can lead to higher rather than lower surge. 10. Reversal of pump. At pump stoppage the column of water reverses itself, l! the pump will not run backwards to permit water to flow back through it. then positive surges will be developed by the sudden stop ping of the backflowing column of water. The pump should be designed to run reversed with out damage to itself. Design of pumps that can run reversed without damage is a significant problem. Other measures mayhave to he taken. B.5.3 Economic considerations. From an economic standpoint it is usually worthwhile to properly evalu ate the surge potential in a system under design. The cost of control devices may be balanced against the added strength of pipe, valves, and other equipment that w ill he needed if surges are not controlled, and the most advantageous conclusion reached. Manufacturers of surge con trol equipment or consultants in this field should be sought for advice in complex situations. B.6 Surge Calculation Example The following example problem illustrates the calculation that may be followed to determine valve closing time for the control of surge within prescribed limits. A 24-in. gravity transmission line is to operate at a pressure of 100 psi. Velocity in the line is to be 5 ft/sec. A valve is to be included in the line at a distance of 5000 ft front the reservoir. If positive surge pressure * tj CTD029771 SECTION' B 7 B7 is to lit controlled within 50 psi, determine the minimum time for valve closure. Assume that the effective closing time is one half of the actual valve stem travel lime. (E for as bestos-cement pipe -- 3.4 X 10\ wall thickness is 1.5 in., k for water = 3 X tO4; actual valve stem travel time would be twice this amount, or 17.4 sec. This calculated time (17.4 sec.), therefore, represents the fastest allowable time the valve can be closed in order to keep the surge pressure below the desired control level of 50 psi. Soli tion B.7 Air in Pipelines 1. Determine surge wave velocity _ / V _ +660 /~~"TxToT^TT Ee \ .u X tl)` X 1.5 = 3000 ft/sec. 2. Determine maximum surge pres sure if the valve closes within the critical time , aV - "l 3000 X 5 32J = 465 ft of water (200 psi) 3. Determine the critical time 2L V= 2_XJ000 3000 3.33 sec 4. Determine Constant K for use in Craph 2 (Fig. Bl) 3000 X 5 2 X 32.2 X 231 1.0 5. Determine percent of maximum surge pressure that should not be exceeded in the system. 50 X 100 - 25 percent 200 6. Enter Graph 2 (Fig. Bl) with percent of hm,t (25 percent). Go horizontally to the curves where K = 1.0. Read the effective clos ing time along the horizontal axis. This value is 2.6 and is given in units of 2L/a seconds. The effective closing time in seconds would be 2L/a X 2.6 = 3.33 X 2.6 = 8.7 sec. The Air in pipelines can cause serious operational difficulties, including re duction in capacity because of re duced cross-sectional area, and fluctu ation in flow caused by expanding and contracting air in the line. These fluctuations in flow cause sudden movements of the air from one loca tion to another, followed by slugs of water, and this can cause serious surges. B.7.1 Entrance oj air. Air can enter a pipeline in many ways. It may enter at the intake. Entry may be caused by release of air from water due to temperature and pressure variation, or it may be caused by draining the line, or by draining parts of the line during normal shut-down. Negative surges may cause air to enter at air valves. Air should be prevented from entering the line in the first place. This is very important in order to reduce operational diffi culties. Suggested solutions for con trol are as follows: 1. Intake. Correct design pro cedures, provide low water-level pump cut-off. 2. Release of air. Air is entrained in the water at intake and its release cannot be prevented. However, the quantities are not large and provisions for exhaust ing can be made by means of air valves. There are various types of air valves with different CTD029772 B8 appendix b functions, and the selection of the proper type and location for installation is essential. 3. Draining the line. Air cannot be prevented from entering the line on draining, of course. Large orifice air valves should be pro vided lor exhausting the air during refilling. Draining and then refilling does not often oc cur; therefore, long filling times may be satisfactory. 4. Drainage during shut down. This can be a serious problem. Open standpipes can be pro vided for air entry and exhaust. Sweeping air out using high velocities is also a method. 5. Negative surges. The best way to prevent air from entering under these conditions is to de sign out the possibility of water column separation. Large vol umes of air may be involved here and can cause serious problems. Any one of the negative surge control devices described in para graph B.S.2 will normally be adequate. B.7.2. Recommendations to combat air entrapment. Colorado State Uni versity has conducted studies to determine the effect of air entrapment in pipelines. The result of the studies proved that suddenly released en trapped air, under apparently static conditions, creates a situation similar to that of classic water hammer. Pressures are generated which may be on the order of fifteen times the pipeline test pressure. Any pipeline material is seriously affected by this rapid magnitude of load increase. Hydrostatic failure due to defective pipe may in all probability be traced to suddenly released entrapped air. The initial filling and testing of a pipeline is often the most critical period of its service life. Recom mendations to combat air entrapment were made as follows: 1. Pipeline should be laid to grade wherever possible. 2. Automatic continual acting air release valves should be used at all high points. 3. Air should be bled from pipeline slowly. 4. Limit filling velocity in the pipe line to one foot per second or less. 5. Use dJD = 1/10 to 1/100. d = diameter of air release valve D = pipe diameter The results of this study, together with the recommendations, have been found to be most useful to contractors in performing pipeline tests. Such rec ommendations also have been found to be useful to engineers from the standpoint of designing pipelines to minimize air problems. Appendix C Frictional Power Requirements Tins appendix is for information only and is not a part of A WWA C700. I'lie chart shown in Fig. Cl permits rapid calculations of the N early power costs to overcome friction loss of head. This chart is based on continuous pumping operation (24 hours per day and 365 days per year), a power cost of SO.01 per kwhr, and a motor-pump efficiency of 100 percent. For actual operating conditions and local power costs, appropriate factors must be ap plied to the values shown in the chart. By calculating power costs to over come friction in two pipe sizes, or for two different types of pipe having different flow coefficients, an annual power cost savings can be determined. Economic justification for going to a larger pipe diameter with lower annual power costs can be determined by establishing the present worth of the annual savings using Table Cl, which is based on the discounted cash flow method. If the present worth of the annual savings based on established interest rates exceeds the added costs for the installation of a different size or type of material, then economic justification exists for the added capital expenditure. Nomograph values for Fig. Cl are based on the following: Cost per 1000 ft of pipe per year--in dollars Power cost--1< per kilowatt hour Motor-pump efficiency (combined)--100 percent Friction coefficient C = 140 Continuous operation Note: Yearly power cost values derived in Fig. Cl are for coefficient of flow C = 140. They may be con verted to yearly power cost values for other coefficients of flow by means of the following multiplying factors: 1.15 for C = 130 1.34 for C = 120 1.57 for C = 110 1.86 for C = 100 2.26 for C - 90 2.83 for C = 80 4.82 for C = 60 Diameters derived from Fig. Cl are for coefficient of flow C = 140. These may be converted to other diameters for other coefficients of flow by means of the following multiplying factors: 1.033 for C - 130 1.063 for C = 120 1.100 for C = 110 1.142 for C = 100 1.185 for C = 90 1.261 for C = 80 1.365 for C = 60 Cl CTD029774 C2 APPENDIX C CTD029775 FIGURE Cl ui jaiacueiQ ady CTD029776 Reprinted by permission o f tho John*--Manville Sales Corporation, C3 C4 APPENDIX C Table Cl * Apply the following formula to Table Cl, Present Worth of an Income of $1.00 per Year for the Next N Years: (1 -4- r) - 1 where f(l + r)" r = rate of yield in percent N = number of years from present Example: When using a 10 percent rate of yield, an income of $1-00 occurring each year for the next 5 years has a* * This table is reprinted by permission of the Johns-Manville Sales Corporation from their publication, "Discounted Cash Flow Method of Investment Appraisal." present worth of $3.791; for the next 7 years, $4,868; for the next 10 years, $6,145 ; etc. The present worth (PW) of a regular pattern of savings in the future is found as follows: Total years of operation--25 Amount of annual savings-- $5000.00 PW factor at 10 percent--9.077 Total present worth {PW)-- $45,385.00 When expenditure, cash income, and life are known, and income is the same each year, the PW factor can be computed by dividing expenditure by annual cash income. Yield can then be determined by looking for the factor on the line or known life in Table Cl. 1 CTD029777 TABLE Cl cs TABLE Cl Present' Worth of an Income of $1.00 per Year for the Next N Years rn 3* 1.0* LJ* 2.0* 25* 3.0* 19* 4.0* 4.5% 5.0* 'Itm* 1 .995 .990 .985 .980 .976 2 1.985 1.970 1.956 1.9a 1.927 3 2.970 2.9a 2.912 2.881* 2.856 6 3.950 3.902 3.851* 3.808 3.762 5 1*.926 L. 853 6.783 6.713 6.61*6 6 5.896 5.795 5.697 5.601 5.508 7 6.862 6.728 6.598 6.672 6.3a 6 7.823 7.652 7.1*86 7.325 7.170 9 8.779 8.566 8.361 8H62 7.971 10 9.730 9.1*71 9.222 8.983 8.752 n 10.68 10.37 10.07 9.787 9.S16 12 11.62 11.26 10.91 10.58 10.26 13 12.56 12.13 11.73 11.35 10.98 u* 13.1*9 13.00 12.51* 12. U 11.69 15 Hi.1*2 13.87 13.31* 12. 12.38 16 15.31* 1U.72 lit.13 13.58 13.06 17 16.26 15.56 11*. 91 llt.29 13.71 18 17.17 16.1*0 15.67 11*. 99 16.35 19 16.08 17.23 16.1*3 15.68 16.98 20 18.99 18.05 17.17 16.35 15.59 21 19.89 18.86 17.90 17.0a 16.19 22 20.78 19.66 18.62 17.66 16.77 23 21.68 20.1*6 19.33 18.29 17.33 26 22.56 21.21* 20.03 18.91 17.89 25 23.1*5 22.02 20.72 19.52 is.a .971 1.913 2.829 3.717 6.580 .966 1.900 2.802 3.673 6. SIS .962 1.886 2.775 3.630 6.652 .957 1.873 2.7^ 3.588 6.390 .952 1.859 2.723 3.566 1.329 s.a? 6.230 7.020 7.786 8.530 5.329 6.115 6.876 7.608 8.317 5.2a 6.002 6.733 7.635 8.111 5.158 5.893 6.596 7.269 7.913 5.076 5.7 6.663 7.108 7.722 9.253 9.956 10.66 11.30 11.96 9.002 9.663 10.30 10.92 11.52 8.760 9.3 9.9 10.56 11.12 8.529 9.119 9.683 10.22 10.76 8.306 8.3 9.396 9.899 10.38 12.56 13.17 13.75 16.32 16.88 12.09 12.65 13.19 13.71 i6.a 11.65 12.17 12.66 13.13 13.59 11.23 11.71 12.16 12.59 13.01 10.86 11.27 11.65 12.09 12.66 is.a 15.96 16.66 16.96 i7.a 16.70 15.17 15.62 16.06 16.68 16.03 16.65 16. 15.25 15.62 13.a 13.78 16.15 16.50 16.83 12.82 13.16 13.a 13. 16.09 1 2 3 6 5 6 7 8 9 10 11 12 13 16 IS 16 17 18 19 20 21 22 23 26 25 26 21*.32 22.80 a.1*0 20.12 18.95 27 25.20 23.56 22.07 20.71 19.66 28 26.07 21*.31 22.73 21.28 19.97 29 26.93 25.07 23.38 a.81* 20.65 30 27.79 25.81 21*.02 22.60 20.93 31 28.65 26.51* 21*.65 22.96 21.1*0 32 29.50 27.27 25.27 23.67 21.85 33 30.35 27.99 25.68 23.99 22.29 31* 31.20 28.70 26.1*8 26.50 22.72 35 32.01* 29.U 27.08 25.00 23.15 36 32.87 30.11 27.66 25.1*9 23.56 37 33.70 30.80 28.21* 25.97 23.96 38 31*. 53 31.1*9 28.81 26.66 26.35 39 35.35 32.16 29.37 26.90 26.73 1*0 36.17 32.81* 29.92 27.36 25.10 a 36.99 33.50 30.1*6 27.80 25.67 1*2 37.80 31t.l6 30.99 28.26 25.82 1*3 38.61 31*. 81 31.52 28.66 26.17 u* 39 .a 35.1*6 32.01* 29.08 26.50 1*5 1*0.21 36.09 32.55 29.1*9 26.83 1*6 a.oo 36.73 33.06 29.89 27.15 1*7 a.79 37.35 33.55 30.29 27.67 1*8 a.se 37.97 31*.01* 30.67 27.77 1*9 a.36 38.59 31*. S3 31.05 28.07 50 i*i*.11* 39.20 35.00 31.62 28.36 17.88 18.33 18.76 19.19 19.60 16.89 17.29 17.67 18.06 18.39 15.98 16.33 16.66 16.98 17.29 15.15 15.65 15.76 16.02 16.29 16.36 16.66 16.90 15.16 15.37 20.00 20.39 20.77 21.13 21.69 18.76 19.07 19.39 19.70 20.00 17.59 17.87 18.15 is.a 18.67 16.56 16.79 17.02 17.25 17.66 15.59 15. 16.00 16.19 16.37 21.83 22.17 22.69 22. a 23.12 20.29 20.57 20.86 2110 21.36 18.91 19.16 19.37 19.58 19.79 17.67 17. 18.05 18.23 18.60 16.55 16.71 16.87 17.02 17.16 23 .a 23.70 23.98 26.25 26.52 21.60 21.86 22.06 22.28 22.50 19.99 20.19 20.37 20.55 20.72 18.57 18.72 18.87 19.02 19.16 17.29 i?.a 17.55 17.66 17.77 26.78 25.03 25.27 25.50 25.73 22.70 22.90 23.09 23.28 23.66 20.89 a.06 21.20 21.36 a.6B 19.29 19. a 19.56 19.65 19.76 17. 17.98 18.08 18.17 18.26 26 27 28 29 30 31 32 33 36 35 36 37 38 39 60 a a 63 66 65 66 67 68 a 50 CTD029778 C6 TABLE Cl TABLE Cl (continued) rari S.5% 6.0% 6.5% 7.0* 7.5% 8.0% 8.5% 9.0% 9.3% 10.0% ) 1 .91*8 .91*3 .939 .935 .930 .926 .922 .917 913 .909 1 2 1.81*6 1.833 1.621 1.808 1.796 1.783 1.771 1.759 1.767 1.736 2 i 2.696 2.673 2.666 2.626 2.6C1 2.577 2.556 2.531 2.509 2.687 3 u 3.505 3.1*65 3.626 3.387 3.369 3.312 3.276 3.260 3.206 3.170 6 5 6.270 a. 212 6.156 6.100 6.066 3.993 3.961 3.890 3.860 3.791 5 6 6.996 l*.917 6.861 6.767 6.696 6.623 6.556 6.686 6.620 6.355 6 7 5.683 5.582 5.685 5.389 5.297 5.206 5.119 5.033 6.950 6.868 7 e 6.335 6.210 6.089 5.971 5.857 5.767 5.639 5.535 5.633 5.335 8 9 6.952 6.802 6.656 6.515 6.379 6.267 6.119 5.995 5.875 5.759 9 10 7.538 7.360 7.189 7.026 6.866 6.710 6.561 6.618 6.279 6.165 10 11 8.093 7.887 7.689 7.699 7.315 7.139 6.969 6.805 6.667 6.695 11 12 8.619 8.381* 8.159 7.963 7.735 7.536 7.365 7.161 6.986 6.816 12 13 9.117 6.853 8.600 8.356 6.126 7.906 7.691 7.687 7.291 7.103 13 16 9.590 9.295 9.016 8.765 8.689 8.266 8.010 7.786 7.572 7.367 16 IS 10.01* 9.712 9.603 9.108 8.827 8.559 8.306 8.061 7.828 7.606 IS 16 10.1*6 10.11 9.768 9.667 9.162 8.851 8.575 8.313 8.062 7.826 16 17 10.87 10.1*8 10.11 9.763 9.636 9.122 8.825 8.566 8.276 8.022 17 18 11.25 10.83 10.63 10.06 9.706 9.372 9.055 8.756 8.671 8.201 18 19 11.61 11.16 10.76 10.36 9.959 9.606 9.268 8.950 8.650 8.365 19 20 11.95 11.1*7 11.02 10.59 10.19 9.818 9.663 9.129 8.812 8.516 20 21 12.28 11.76 11.29 10.86 10.61 10.02 9.666 9.292 8.961 8.669 a 22 12.58 12.01* 11.56 11.06 10.62 10.20 9.810 9.662 9.097 8.772 22 23 12.88 12.30 11.77 11.27 io. ai 10.37 9.963 9.580 9.221 8.883 23 26 13.15 12.55 11.99 11.67 10.98 10.53 10.10 9.707 9.336 8.985 26 25 13.1*1 12.78 12.20 11.65 U.1S 10.68 10.23 9.823 9.638 9.077 25 i 26 13.66 13.00 12.39 11.83 n.3o 10.81 10.35 9.929 9.532 7.161 26 27 28 13.90 13.21 12.56 11.99 11.66 1!*.12 13.la 12.75 12.16 11.57 10.96 10.67 10.03 9.618 9.237 11.05 10.57 10.12 9.697 9.307 27 28 29 Ui.33 13.59 12.91 12.28 11.70 11.16 10.66 10.20 9.769 9.370 29 30 11*.53 13.77 13.06 12.61 11.81 11.26 10.75 10.27 9.835 9.627 30 31 11*. 72 13.93 13.20 12.53 11.92 11.35 10.83 10.36 9.895 9.679 31 32 33 11*.90 16.08 13.33 12.65 12.02 15.08 ll*.23 13.66 12.75 12.11 U.66 10.90 10.61 9.950 9.526 11.51 10.97 10.66 10.00 9.569 32 33 36 15.21* 16.37 13.58 12.85 12.19 11.59 11.03 10.52 10.05 9.609 36 35 15.39 16.50 13.69 12.95 12.27 11.66 11.09 10.57 10.09 9.666 35 36 15.51* 16.62 13.79 13.06 12.35 11.72 11.16 10.61 10.13 9.677 36 37 38 39 1*0 15.67 15.81 15.93 16.05 16.76 16.85 16.95 15.05 13.89 13.98 16.07 16.15 13.12 13.19 13.27 13.33 12.62 12.68 12.56 12.59 11.78 11.83 11.88 11.93 11.19 11.26 11.28 11.32 10.65 10.69 10.73 10.76 10.16 10.19 10.22 10.25 9.706 9.733 9.757 9.779 37 38 39 60 1*1 h2 1*3 1*1* 1*5 16.16 16.26 16.36 16.1*6 16.55 15.16 15.23 15.31 15.38 15.66 16.22 16.29 16.36 16.62 16.68 13.39 13.65 13.51 13.56 13.61 12.65 12.69 12.76 12.78 12.82 11.97 12.01 12.06 12.08 12.11 11.35 11.38 11.61 U.66 11.67 10.79 10.81 10.86 10.86 10.88 10.27 10.29 10.31 10.33 10.35 9.799 9.817 9.836 9.869 9.863 61 62 63 66 65 1*6 1*7 1*8 1*9 50 16.63 16.71 16.79 16.86 16.93 15.52 15.59 15.65 15.71 15.76 16.56 16.59 16.66 Hu66 Hu 73 13.65 13.69 13.73 13.77 13.80 12.86 12.89 12.92 12.95 12.98 12.16 12.16 12.19 12.21 12.23 11.69 11.51 11.53 11.55 U.57 10.90 10.92 10.93 10.95 10.96 10.36 10.38 10.39 10.60 10.61 9.875 9.887 9.897 9.906 9.915 66 67 68 69 SO CTD029779 TABLE Cl C7 TABLE Cl (continued) Y Mrs 10.5* u.0% Jl.5% 110% 113% 13.0% 13.5% U.0% 14.5% 15.0% Yar 1 .905 .901 .697 .893 .889 2 1.721a 1.713 1.701 1.690 1.679 3 2.1x65 2.1M 2.1a23 2.1,02 2.381 h 3.136 3.102 3.070 3.037 3.006 5 3.71,3 3.696 3.650 3.605 3.561 6 la.292 la. 231 la. 170 la.Ill la .051, 7 li.789 la.712 la.637 la.56la lx.1,92 8 5.239 5.11i6 5.056 la. 968 la.682 9 5.61,6 5.537 5.1x31 5.328 5.228 10 6.015 5.889 5.768 5.650 5.536 11 6.31x8 6.207 6.070 5.938 5.810 12 6.650 6.Ja92 6.31a 6.191a 6.053 13 6.923 6.750 6.583 6.1x21* 6.270 111 7.170 6.982 6.801 6.628 6.1,62 15 7.39it 7.191 6.997 6.811 6.633 16 7.596 7.379 7.172 6.971a 6.785 17 7.779 7.5U9 7.329 7.120 6.920 18 7.91x5 7.702 7.ia70 7.250 7.01,0 19 8.095 7.839 7.596 7.366 7.11x7 20 6.231 7.963 7.710 7.1x69 7.21a 21 8.351, 6.075 7.811 7.562 7.326 22 8.U6S 8.176 7.903 7.6W 7.1x01 23 8.566 8.266 7.98!a 7.718 7.1x67 21x 8.657 5.31x6 8.058 7.781a 7.526 25 8.739 8.1o22 8.121a 7.31*3 7.579 .805 1.668 2.361 2.971a 3.517 .881 1.657 2.31a 2.9lxlx 3.1,75 .877 1.61,7 2.322 2.911a 3.1,33 .673 1.636 2.302 2.881a 3.392 .870 1.626 2.283 2.855 3.352 3.998 lx. 1x23 la.799 5.132 5.1x26 3.91x3 la.355 lx.718 5.038 5.320 3.889 la.288 la.639 la .91,6 5.216 3.836 la. 221* la.562 la. 858 5.116 3.781a la. 160 la. 1,87 la.772 5.019 5.687 5.918 6.122 6.302 6.1,62 5.568 5.787 5.979 6.11,9 6.299 5.1,53 5.660 5.81,2 6.002 6.11,2 5.3U1 5.538 5.710 5.861 5.992 5.231a 5.1,21 5.583 5.721a 5.81,7 6.601, 6.729 6.81,0 6.938 7.025 6.1*31 6.51,7 6.61*9 6.739 6.819 6.265 6.373 6.1,67 6.550 6.623 6.106 6.206 6.291a 6.370 6.1x37 5.951a 6.01,7 6.128 6.198 6.259 7.102 7.170 7.230 7.283 7.330 6.889 6.951 7.005 7.053 7.095 6.687 6.71*3 6.792 6.835 6.873 6.1,95 6.51,6 6.590 6.629 6.663 6.312 6.359 6.399 6.1,31a 6.1*61* 1 2 3 la 5 6 7 8 9 10 11 12 13 11* 15 16 17 18 19 20 21 22 23 21a 25 26 8.8lla 8.1x68 6.183 7.896 7.626 27 8.681 5.51x8 8.236 7.91*3 7.667 28 8.9la2 3.602 8.283 7.981a 7.701a 29 8.997 8.650 8.326 8.022 7.737 30 9.01,7 3.691a 8.361, 8.055 7.766 31 9.093 6.733 6.398 8.085 7.792 32 9.13la 8.769 8.1,29 8.112 7.815 33 9.171 8.801 8.I0S6 8.135 7.636 31; 9.20U 8.829 8.1,61 6.157 7.851a 35 9.235 3.855 8.503 8.176 7.670 36 9.262 8.879 8.523 8.192 7.885 37 9.287 8.900 8.5U1 6.208 7.898 38 9.309 8.919 8.557 8.221 7.909 39 9.330 8.936 8.571 8.233 7.919 1x0 9.31a8 8.951 3.531a 8.21x1a 7.928 la 9.365 8.965 8.595 8.253 7.936 Ii2 9.380 8.977 8.606 6.262 7.91x3 li3 9.391a 8.989 8.615 8.270 7.91,9 Itli 9.I1O6 8.999 8.623 8.276 7.955 ii5 9.ia7 9.008 8.631 8.283 7.960 li6 9.la27 9.016 8.637 8.288 7.965 li7 9.1a37 9.021a 8.61x3 8.293 7.968 68 9.laJa5 9.030 8.61,9 8.297 7.972 li9 9.1a52 9.036 8.651a 8.301 7.975 50 9.1x59 9.0io2 8.658 8.301a 7.978 7.372 7.1x09 7.i*ia 7.1,70 7.1,96 7.132 7.165 7.191a 7.219 7.21,2 6.906 6.935 6.961 6.983 7.003 6.693 6.718 6.71a 6.761 6.778 6.1,91 6.5Ux 6.531a 6.551 6.566 26 27 28 29 30 7.518 7.538 7.556 7.572 7.586 7.261 7.279 7.291a 7.307 7.319 7.020 7.035 7.01,8 7.060 7.070 6.793 6.806 6.817 6.827 6.836 6.579 6.591 6.600 6.609 6.617 31 32 33 31a 35 7.598 7.609 7.618 7.627 7.631a 7.330 7.339 7.31*7 7.351a 7.361 7.079 7.087 7.091a 7.100 7.105 6.6!xlx 6.851 6.856 6.861 6.866 6.623 6.629 6.631a 6.638 6.61,2 36 37 38 39 1x0 7.61a 7.61,7 7.652 7.657 7-661 7.366 7.371 7.375 7.379 7.383 7.110 7.111a 7.117 7.120 7.123 6.870 6.873 6.876 6.879 6.881 6.61x5 6.61,8 6.650 6.652 6.651, la 1,2 1,3 lalx 1x5 7.661a 7.668 7.671 7.673 7.67S 7.386 7.388 7.390 7.392 7.391* 7.126 7.128 7.130 7.131 7.133 6.883 6.885 6.886 6.887 6.889 6.656 6.657 6.659 6.660 6.661 1x6 1x7 1,8 1x9 SO CTD029780 C8 APPENDIX C TABLE Cl [continued) Ynrt IS. 3* 16.0% 14.J* 17.0% 17.3% 0% ti% 19.0% 19.M X.0% Y-r. 1 .866 o62 .358 .855 .851 2 1.615 1.605 1.595 1.585 1.575 3 2.266 2.266 2.228 2.210 2.192 6 2.826 2.798 2.770 2.763 2.716 5 3.313 3.276 3.236 3.199 3.163 6 3.736 3.685 3.636 3.589 3.563 7 6.099 6.039 3.980 3.922 3.866 8 6.615 6.366 6.276 6.207 6.162 9 6.688 6.607 6.527 6.651 6.376 10 6.925 6.833 6.765 6.659 6.575 11 5.130 5.029 6.931 6.836 6.765 12 5.307 5.197 5.091 6.988 6.889 13 5.661 5.362 5.228 5.118 5.012 lit 5.596 5.668 5.366 5.229 5.117 IS 5.709 5.575 5.667 5.326 5.206 16 5.808 5.666 5.536 5.605 5.281 17 5.895 5.769 5.609 5.675 5.366 18 5.969 5.818 5.673 5.536 5.601 19 6.036 5.877 5.728 5.586 5.667 20 6.090 S.929 5.775 5.628 5.687 21 6.139 5.973 5.815 5.665 5.521 22 6.181 6.011 5.850 5.696 5.550 23 6.217 6.Q66 5.880 5.723 5.576 26 6.269 6.073 5.905 5.766 5.595 25 6.276 6.097 5.927 5.766 5.613 .867 1.566 2.176 2.690 3.127 .866 1.556 2.157 2.666 3.092 .860 1.567 2.160 2.639 3.0S8 .837 1.537 2.123 2.613 3.026 .833 1.528 2.106 2.589 2.991 3.698 3.812 6.078 6.303 6.696 3.653 3.758 6.015 6.232 6.615 3.610 3.706 3.956 6.163 6.339 3.367 3.655 3.895 6.096 6.265 3.326 3.605 3.837 6.031 6.192 6.656 6.793 6.910 5.008 5.092 6.570 6.700 6.810 6.903 6.982 6.686 6.611 6.715 6.802 6.876 6.606 6.523 6.622 6.705 6.776 6.327 6.639 6.533 6.611 6.675 5.162 5.222 5.273 5.316 5.353 5.068 5.106 5.151 5.191 5.226 6.938 6.990 5.033 5.070 5.101 6.832 6.880 6.921 6.956 6.983 6.730 6.775 6.812 6.863 6.870 5.386 S.610 5.632 5.651 5.667 5.252 5.276 5.296 5.313 5.328 5.127 5.169 5.167 5.182 5.195 5.007 5.026 5.063 5.057 5.069 6.891 6.909 6.925 6.937 6.968 1 2 3 6 5 6 7 8 9 10 11 12 13 16 15 16 17 18 19 20 a 22 23 26 25 t 26 6.299 6.118 5.966 5.783 5.628 27 6.320 6.136 5.962 5.798 5.661 28 6.337 6.152 5.976 5.810 5.652 29 6.353 6.166 5.988 5.820 5.661 30 6.366 6.177 5.999 5.829 5.665 31 6.378 6.187 6.007 5.837 5.676 32 6.387 6.196 6.015 5.866 5.681 33 6.396 6.203 6.021 5.869 5.686 3it 6.606 6.210 6.027 5.856 5.691 35 6.610 6.215 6.032 5.858 S.696 36 6.616 6.220 6.036 5.862 5.697 37 6.620 6.226 6.039 5.865 5.700 38 6.625 6.228 6.062 5.867 5.702 39 6.628 6.231 6.065 5.669 5.706 ItO 6.631 6.233 6.067 5.871 5.705 ia 6.636 6.236 6.069 5.873 5.707 lt2 6.636 6.238 6.051 5.876 5.708 hi 6.638 6.239 6.052 5.875 5.709 Itit 6.660 6.261 6.053 5.876 5.710 ItS 6.662 6.262 6.056 5.877 5.710 lt6 6.663 6.263 6.055 5.878 5.711 67 6.666 6.266 6.056 5.879 5.731 66 6.665 6.265 6.057 5.879 5.712 69 6.666 6.266 6.057 5.880 5.712 50 6.667 6.266 6.058 5.880 5.712 5.680 5.692 5.502 5.510 5.517 5.360 5.350 5.359 5.366 5.372 5.206 5.215 5.223 5.229 5.235 5.078 5.086 5.093 5.099 5.106 6.956 6.966 6.970 6.975 6.979 26 27 28 29 30 5.523 5.528 S.532 5.536 5.539 5-377 5.382 5.385 5.389 5.391 5.239 5.263 5.266 5.269 5.251 5.108 5.111 5.116 5.116 5.118 6.982 6.985 6.988 6.990 6.992 31 32 33 36 35 5.561 5.563 5.565 5.567 5.568 5.393 5.395 5.397 5.398 5.399 S.253 5.255 5.256 5.257 5.258 5.120 5.121 5.122 5.123 5.126 6.993 6.996 6.995 6.996 6.997 36 37 38 39 60 5.569 S.S50 5.551 5.552 5.552 5.600 5.601 5.602 5.602 5.603 5.259 5.260 5.260 5.261 5.261 5.125 5.125 5.126 5.126 5.127 6.997 6.998 6.998 6.998 6.999 61 62 63 66 65 5.553 5.553 5.556 5.556 5.556 5.603 5.606 5.606 5.606 5.606 5.261 5.262 5.262 5.262 5.262 5-127 5.127 5.127 5027 5.128 6.999 6.999 6.999 6.999 6.999 66 67 68 69 SO > CTD029781 TABLE Cl C9 TABLE Cl (continued) Y*r 21% 22% 23% 24% 25% M 27% 29% 29% XX Tot 1 .826 .620 .813 .806 .800 2 1.509 1.692 l.u7U 1.657 1.660 3 2.07.: 2.062 2.011 1.9a 1.952 a 2.560 2.U9U 2.UU8 2.606 2.362 s 2.526 2.86U 2.803 2.765 2.689 6 3.2L5 3.167 3.092 3.020 2.951 7 3.508 3.U16 3.327 3.262 3.1cl 6 3.726 3.619 3.S18 3.621 3.329 9 3.905 3.786 3.673 3.566 3.663 10 6.056 3.923 3.799 3.682 3.571 n 6.177 U.03S 3.902 3.776 3.656 12 6.278 U.127 3.985 3.851 3.725 13 6.362 U.203 U.0S3 3.912 3.780 111 6.632 6.265 U.108 3.962 3.826 IS 6.689 U.315 U.153 6.001 3.859 16 6.536 U.357 U.1B9 6.033 3.887 17 14.576 U.391 6.219 6.059 3.910 18 6.608 U.U19 U.2U3 6.080 3.928 19 6.635 U.UU2 6.263 6.097 3.962 20 6.657 6.660 U.279 6.110 3.956 21 6.675 U.U76 U.292 6.121 3.963 22 lt.690 U.US8 6.302 6.130 3.970 23 6.703 U.U99 6.311 6.137 3.976 26 6.713 U.507 U.318 6.163 3.9a 25 li.721 U.51U U.323 6.167 3.985 .796 1.626 1.923 2.320 2.635 .787 1.607 1.896 2.280 2.583 .781 1.392 1.868 2.261 2.532 .775 1.376 1.862 2.203 2.683 .769 1.361 1.816 2.166 2.636 1 2 3 6 5 2.885 3.083 3.261 3.366 3.665 2.821 3.009 3.156 3.273 3.366 2.759 2.937 3.076 3.186 3.269 2.700 2.868 2.999 3.100 3.178 2.663 2.802 2.925 3.019 3-092 6 7 6 9 10 3.563 3.606 3.656 3.695 3.726 3.637 3.693 3.538 3.573 3.601 3.335 3.387 3.627 3.659 3.683 3.239 3.286 3.322 3-351 3.373 3.167 3.190 3.223 3-. 269 3.268 11 12 13 16 15 3.751 3.771 3.786 3.799 3.808 3.623 3.660 3.656 3.666 3.673 3.503 3.518 3.529 3.539 3.566 3-390 3.603 3.613 3.621 3.627 3.283 3.295 3.306 3.311 3.316 16 17 18 19 20 3.816 3.822 3.827 3.831 3.836 3.679 3.686 3.689 3.692 3.696 3.551 3.556 3.559 3.562 3.566 3.632 3.636 3-638 3.661 3.662 3.320 3.323 3.325 3.327 3.329 21 22 23 26 25 26 Li. 728 U.520 6.328 6.151 3.988 27 6.736 U.52U U.332 6.1S6 3.990 28 U - 739 U.528 U.335 6.157 3.992 29 6.763 U.531 U.337 6.159 3.996 30 6.766 U.S3U 6.339 6.160 3.995 31 6.769 U.536 U.3U1 6.161 3.996 32 li. 751 U.538 U.3U2 6.162 3.997 33 6.753 U.539 6.3U3 6.163 3.997 31i 6.755 U. 560 6.3UU 6.166 3.998 35 6.756 U.5U1 6.3U5 6.166 3.998 36 6.757 U.5U2 U.3U5 6.165 3.999 37 U.758 U.5U3 6.366 6.165 3.999 38 6.759 U.5U3 U.3U6 6.165 3.999 39 6.759 U.5UU 6.366 6.166 3.999 60 6.760 U.5UU U.3U7 6.166 3.999 lil L.760 U.5UU U.3U7 6.166 6.000 li2 L.760 u.suu U.3U7 6.166 6.000 63 6.761 U.5US U.3U7 6.166 6.000 66 It. 761 U.5U5 U.3U7 6.166 6.000 65 U.761 U.5U5 U.3U7 6.166 6.000 ii6 U.761 6.565 U.3U8 6.166 6.000 ii7 U.761 U.5U5 6.368 6.166 6.000 68 U.761 U.5U5 6.368 6.167 6.000 69 U.761 U.5US U.3U8 6.167 6.000 50 U.762 U.5U5 6.368 6.167 6.000 3.837 3.839 3.860 3.861 3.862 3.696 3.698 3.699 3.700 3.701 3.566 3.567 3.568 3.569 3.569 3.666 3.665 3.666 3*666 3.667 3.330 3.331 3-331 3-332 3.332 26 27 28 29 30 3.863 3.866 3.866 3.865 3.82x5 3.701 3.702 3.702 3.703 3.703 3.570 3.570 3.570 3-571 3.571 3.667 3.667 3.668 3.668 3.668 3.332 3.333 3.333 3.333 3.333 31 32 33 36 35 3.865 3.865 3.866 3.866 3.866 3.703 3.703 3.703 3.703 3.703 3.571 3.571 3.571 3.571 3.571 3.668 3.668 3.668 3.668 3.668 3.333 3.333 3.333 3.333 3.333 36 37 38 39 60 3.866 3.866 3.866 3.866 3.866 3.703 3.706 3.706 3.706 3.706 3.571 3.571 3.571 3.571 3.571 3.668 3.666 3.66e 3.668 3.668 3.333 3.333 3.333 3.333 3.333 3.866 3.866 3.866 3.866 3.866 3.706 3.706 3.706 3.706 3.706 3.571 3.571 3.571 3.571 3.571 3.668 3.668 3.668 3-668 3.668 3.333 3.333 3.333 3.333 3.333 61 62 63 66 65 66 67 68 69 50 CTD029782 A --25M--9/78--43403 j CTD029783 CertainTeedH August 30, 1977 To: All P & PG Sales & Marketing Personnel All District Sales Managers All Territory Managers All Administrative Assistants All Field Service Managers All A/C Plant Managers All Sales Engineers All Quality Control Managers All Technical Service Personnel Fr: Roman P. Korobij - P&PG #8 Re: 18", 20", 21", and 24" Common Groove A/C Pressure Pipe The AWWA has recently made a few changes in the Asbestos Cement Pressure Pipe Specifications. AWWA C 400 "Standard for A/C Pressure Pipe 4" through 24" for Water"specification has been modified to include only sizes 4" through 16". AWWA C 402 " Standard for A/C Transmission Pipe 18" through 42" for Water" specification, which has been in print for some time, will be the only A/C Pressure Pipe recommended by the AWWA for those sizes. Essentially, this means that A/C Pressure Pipe will no longer be manufactured in sizes 18" through 24" in Classes 100 and 150. Instead, we will manufacture and promote Fluid Transmission Pipe in sizes 18", 20", 21", and 24" for all pressure applications. This change will be completed as soon as our existing stock of 18", 20", 21", and 24" class pipe has been exhausted. The large safety factors used in class pipe are not needed for transmission lines due to the fact that surge pressures for fluid transmission lines can be calculated and controlled. Small diameter class pipes which are predominate ly used for distribution systems, require high safety factors. Water distribu tion networks contain surges which are difficult to calculate and control. Our Fluid Transmission Pipe presently has a common groove configuration in sizes 18" through 24" which uses a round rubber ring. The round rubber rings CTD029784 A/C Bulletin No. 26 Date: 8/30/77 A/C Bulletin #26 August 30, 1977 Page 2 of 2 will continue to be used in the 18" - 24" sizes when used on Bureau of Reclamation funded jobs. The 18", 20", and 24" round rubber rings however, will be replaced with our common groove rubber rings (see figure) in all other applications. Ring Assembly of the new rings should follow the same procedure as applied to any large diameter pipe. The following should be observed: 1) Clean Groove before insertion of ring. 2) Run finger around inserted ring to insure that ring is properly sealed. 3) Lubricate pipe 0 D 1 twice. 4) Lubricate rubber ring. 5) Use feeler gauge after assembly. Fluid Transmission Pipe with Common Groove Rings will be available in all sizes at Riverside and most sizes, at Ambler. The 18" size will also be available at Hillsboro. CTD029785 Sewer Infiltration FACTS YOU SHOULD KNOW ABOUT INFILTRATION A/C Sewer Pipe posseses a jointing system that is innately tighter than any compression joint on the market. Competitive compression joints are either cast or heat formed. The A/C joint is machined. Machining permits the use of closer tolerances than competitive pipe and this is particularly true in relation to a cast joint. Closer tolerances obviously produce tighter joints. The ASTM C428 specification for A/C Sewer Pipe recommends an infiltration allowance of 100 gallons per inch of diameter per mile of pipe per day. The infiltration allowance generally employed by the engineering community is 250 gallons per inch of diameter per mile of pipe per day or 150 inchgallons greater than that recommended for A/C Sewer pipe. You can get some mileage out of this difference in infiltration allowance but will have to handle it judicially so that you do not fall into the trap of facing a specification of 100 inch-gallons for A/C pipe and 250 inchgallons for the competitive products. Obviously, if a contractor looked at this type of a specification the decision would be pretty easy for him to opt for a product that requires 250 inch-gallon test. Secondary treatment of sewage waste has been mandated by the federal government. The present cost for secondary treatment is 55c per thousand gallons. Teritary treatment is rapidly becoming a reality which will probably double the cost of secondary treatment. Secondary and teritary treatment produces a strong incentive for very tight sewers. Below we have gone through a cost exercise to show the potential savings to a community that has the benefit of a 100 inch-gallon tight sewer vs. a 250 inch-gallon not so tight sewer. CTD029786 Flow Capacity CertainTeedH Technical Bulletin September 30, 1975 TO: VF P&PG MARKETING & SALES PERSONNEL ALL DISTRICT MANAGERS ALL TERRITORY MANAGERS ALL ADMINISTRATIVE ASSISTANTS ALL A-C & PVC PRODUCT MANAGERS ALL FIELD SERVICE MANAGERS ALL SALES ENGINEERS FM: T. A. SWITALSKI /. RE: A-C AND PVC SEWER PIPE FLOW CALCULATOR Attached Is our new revised Sever Pipe Flow Calculator for use with both A-C and PVC Gravity Sewer Pipe (ASTM D 3034 SDR 35). Also enclosed is a revised instruction booklet to explain how the calculator can be used. The flow calculator is based on the Manning Formula with a Manning Factor of n - .009 for PVC and n = .010 for A-C. Also the pipe diameters are plotted as actual Internal diameters, but indicated as nominal diameters, thereby giving an exact answer for any flow calculations involving our A-C or PVC Sever Pipe. Note that 15" PVC Sewer Pipe (D 3034 SDR. 35) is also Included on the calcu lator even though we don't presently manufacture it. The reason is that we are planning for the future. To distinguish this calculator from the previous one, we have inserted AS1M D 3034 (SDR 35) in bold letters on the PVC side. Don't discard your old D 3033 calculators (if you have any) since you may still get requests for them. If further supplies are needed, contact the Advertising Department. CTD029788 BULLETIN NO. Gen.8 DATE: 9-30-75 A/C 6, PVC SEWER PIPE FLOW CALCULATOR In September 1975, the attached bulletin concerning the CertainTeed Sewer Pipe Flow Calculator was sent to all field personnel. Due to cost and an adequate place to carry the calculator in this binder, we have chosen not to include the calculator itself. This calculator is still available upon request to the Advertising Department. CTD029789 Competitive Products CertainTeedH October 31, 1975 TO: VF P&PG SALES & MARKETING PERSONNEL DISTRICT MANAGERS TERRITORY MANAGERS SALES ENGINEERS CUSTOMER SERVICE MANAGERS ADMINISTRATIVE ASSISTANTS FIELD SERVICE MANAGERS Note: THIS BULLETIN IS FOR INTERNAL USE ONLY --NOT FOR GENERAL DISTRIBUTION! FR: E. J. LAWLESS RE: TRUSS PIPE VS. A-C AND PVC Truss Pipe was introduced in the mid 60's in Ohio and since then, has gained acceptance in many other areas. Because we can expect even greater penetra tion into our market areas, it would be well for our men to be familiar with the qualities of Truss Pipe. This bulletin is written for that reason. Truss Pipe is made by Armco. There are two types of Armco Pipe; (a) the smaller sizes 4" and 6" are solid ABS Plastic and are not of the truss con struction and (b) Truss Pipe in sizes of 8" through 15" which is of truss construction and consists of three elements -- an inner lining , an outer casing and a Perlite-cement filler. Truss Pipe is made to Specification ASTM D 2680 and is considered by the man ufacturer to be a flexible conduit. The inner lining is .060" thick and the outer casing is .035" thick (8" size), per ASTM 2680. The two elements are separated by a web or truss which is also quite thin and spaces in the truss construction are filled with a Perlite-cement aggregate. These three elements work in unison to give the pipe its characteristic flexibility and stiffness. We thus, have a rather complex, sophisticated pipe which was designed to be used under one of the most severe and demanding of all construction conditions; i.e., a sewer line that must perform for decades, buried in the ground under various relatively unknown conditions with the added burden of great earthload pressures. Should any one of these fragile elements fail, then the pipe fails. The Perlite-cement aggregate serves the purpose of keeping the two shells apart. It contributes little, if any, strength of itself. Perlite-cement aggregate has a compressive strength of only 3-400 pounds per square inch (and is almost zero in tensile strength). As a frame of reference, compare this to PVC Plastic at 8500 psi, concrete at 3-400 psi, and A-C at 10-12,000 psi. Obviously, the Perlite contributes virtually nothing from a strength standpoint. Its purpose is as a "spacer". Nevertheless, its contribution as a spacer is extremely important. Should the Perlite fail--for example, CTD029790 Gen.#9 10/31/75 Page 2 October 31, 1975 Truss Pipe vs. A-C and PVC if there are voids in the Perlite, which would be undetectable after manu facturing (ASTM 2680 states, "Perlite--which essentially fills the truss...". Note the specification does not say "completely"), or if the inner liner is abraded away with use, then that section of the pipe will fail--if not immed iately, then fail in time. Further, little is known about Perlite-cement mix tures relative to sewage. It is quite possible that sewage would adversely affect Perlite-cement (Perlite-cement is neither cement nor concrete as we know it). Perlite-cement absorbs about forty percent water. This means that if a leak should occur--particularly at an exposed end in a manhole or at a joint--then the sewage would migrate through the Perlite with unknown conse quences (ASTM 2680 states under "Joint Tightness", that "Leakage through the inert filler shall not be considered a reason for rejection"). These are the risks the engineer takes when he specifies Truss Pipe. The ABS Plastic of which the inner shell and the outer shell is composed is not only very thin, but it is not as inert as PVC. ABS is more readily at tacked by more compounds than is PVC and it is an accepted fact that PVC is a superior product for sewer pipes. When plastic sewer pipe was first intro duced in Germany, both ABS and polyethelene were the principal plastics used. After many years of experience, it was found that PVC was superior to both of these compounds. Accordingly, sewage systems abroad are now virtually all PVC and when plastic pipe was introduced in the United States for sewage sys tems, PVC quickly became the favored plastic. Please note that almost all the major manufacturers of large diameter sewer pipe produce PVC, not ABS-with the exception of the uniquely designed Armco product. ABS, on the other hand, is more widely used for DWV than is PVC. Conditions in DWV applications are far less severe than those in gravity sewer systems and for this use, ABS works quite well. From a performance standpoint, we believe it is expecting far coo much of the inner liner which can vary from only 1/16" to 3/32" to last for up to fifty years. Not only must it withstand abrasion for these many years, but it must in no way become separated from any of the other two elements. One cannot help but make the comparison between a 1/16" liner and the almost 1/4" thick PVC Sewer Pipe (SDR 35) and 3/4" thick A-C Pipe. While Truss Pipe is considered a flexible conduit, at the same time, it is quite stiff; i.e., it has a stiffness of 200 as compared to a truly flexible conduit such as PVC at 46 (SDR 35). This would appear to be a plus for Truss; but it is not. Truss Pipe, while it is comparatively stiff, must at the same time be bedded and receive soil side support exactly the same as PVC Pipe. If Truss Pipe is bedded as a rigid conduit; that is, without side support from tamping (Armco recommended a Proctor Density of 90--the same as PVC), then it will deflect quite easily and rupture. The crushing strength of Truss Pipe is 1500 pounds per lineal foot when the pipe is vertically deflec ted to 7.5 percent. This means that when a Truss Pipe is placed under a load in excess of 1500 pounds, it can fail, for then the deflection would be greater than 7.5 percent. (ASTM 2680 sets 7.5 percent as a criteria and Armco recommends a maximum of 5 percent) Please note here that a trench 3 CTD029791 Page 3 October 31, 1975 Truss Pipe vs. A-C and PVC feet wide has a soil load of 1530 pounds at a burial depth of only 9 feet. In addition, if the pipe is buried without adequate 6ide support, then due to its nature, the constant earth load will induce creeping and ultimately the pipe will rupture after a period of time. PVC, on the other hand, will not rupture under even the worst laying conditions (Our standard laboratory test requires that the sample be flattened 100 percent without splitting, cracking or other evidence of failure.). In short, then, the stiffness of Truss Pipe is a distinct disadvantage-not an advantage as is claimed. Truss Pipe has all the disadvantages of a stiff pipe and none of the advantages of a flexible pipe. It has the dis advantages of both and the advantages of neither. Insofar as contractor acceptance is concerned, Truss Pipe has serious draw-, backs: A. Air testing has grown extensively and we venture to say that soon vir tually all sewer lines will be air tested. There are many pitfalls for Truss Pipe in air testing. The pipe as received from the manufacturer, has exposed ends. The contractor's workmen, when installing the sleeve type coupling, must be absolutely certain to thoroughly cover the exposed ends with cement. If a "holiday" is left, then air will leak through into the Perlite and depending upon the number of holidays, the line may or may not test. Additionally when saddles are placed and solvent welded on, a hole must be cut in the pipe with a saber saw. We need not point out how ragged this hole can be. The jagged edges must be thoroughly coated with cement or the line may not test. At the manholes--the ex posed ends of the pipe, unless carefully coated, are subjected to sewage absorption and possible deterioration of the Perlite-cement. When an air leak or water leak does occur, due to the migration of the air or water through the truss, location of the leak is sometimes a virtual im possibility from a practical standpoint. B. The sleeve couplings must be solvent welded. Solvent welding under lab oratory or ideal conditions makes a good water-tight joint. However, in actual field conditions in wet trenches, a good solvent welded joint, in large size pipe, is at best very chancy. It is specifically for this reason that we no longer offer solvent welded joints in our sewer pipe line. A solvent welded joint is far from fool-proof and depends exclu sively on the attention and care of the laborers. C. Impact resistance is low. Truss Pipe has an impact strength of 100 ft. lbs. (per Truss literature) while PVC has an impact strength of 284 ft. lbs. (8" pipe) and 299 ft. lbs. (12" pipe)--almost three times higher. Impact resistance, for example, ability to withstand falling rocks and other rough conditions generally encountered during handling and in stallation, is extremely important to a contractor. OTD029792 Page 4 October 31, 1975 Truss Pipe vs. A-C and PVC In summary, Truss Pipe does not have the inherent strength of A-C nor does it have the advantages of the flexibility of PVC. Its initial risk factor is greater and in the long term, it does not have the integrity of either. The sole advantage it does have is that of initial cost per foot--a very bad bargain for the engineer, the contractor, and the man who ultimately pays the bill--the taxpayer. cc: R. S. Hartman VF P&PG #2 C. W. Peek, McPherson #278 CTD029793 CertainTeed H Technical Bulletin May 13, 1974 TO: VF P&PG MARKETING AND SALES PERSONNEL ALL DISTRICT MANAGERS ALL TERRITORY MANAGERS ALL ADMINISTRATIVE ASSISTANTS ALL A-C PRODUCT MANAGERS ALL FIELD SERVICE MANAGERS ALL SALES ENGINEERS FM: T. SWITALSKI RE: CRUSHING STRENGTH OF A-C VS. CLAY SEWER PIPE We have recently begun a series of tests to thoroughly evaluate vitrified clay sewer pipe and to compare the advantages and disadvantages of vitri fied clay sewer pipe with asbestos-cement sewer pipe. Initially, we have begun by testing our asbestos-cement pipe and clay sewer pipe in crush tests. The pipes were subjected to crush tests using the 3edge bearing method. This test method is described in ASTM C500-73a for asbestos-cement sewer pipe and C301-72 for clay sewer pipe. The required crushing strengths are found in C644-71 and C428-73d for asbestos-cement sewer pipe and C700-71T for clay sewer pipe. These requirements are listed on the attached table. Basically, the difference between the ASTM testing methods is that the clay sewer pipe is crush tested using rubber or plaster blocks, while asbestoscement sewer pipe is crush tested using wood blocks. Also, the clay pipe standard specifies that a complete length of pipe be tested, usually 5 or 6 ft., while the asbestos-cement standard specifies that a 1 ft. sample be tested. The first tests run were performed on 8 inch extra strength clay sewer pipe and 8 inch Class 2400 asbestos-cement pipe, since this is the most frequently used size and class. As a result of these tests, we have derived the equiv alent crushing requirement for asbestos-cement pipe using rubber blocks and plaster blocks instead of wood blocks. Our tests show that using rubber blocks increase the crushing value of asbestos-cement pipe by 37 percent and using plaster blocks increase the crushing value of asbestos-cement pipe by 30 percent over that with wood blocks. This results in the follow ing equivalency table: CTD029794 A/C 11 5/13/74 Pape 2 May 13, 1974 Crushing Strength of A-C vs. Clay Sewer Pipe Comparative Minimum Requirements of 8" A-C & Clay Sewer Pipe Method 8" Extra Strength Clay 8" Class 2400 A-C Wood Rubber Plaster 2200 2200 2400 3290 3120 Similar tests were run to, determine what the requirement for clay pipe would be if wood blocks were used to test the clay pipe. The results were varied and therefore not conclusive enough to make general state ments about. Also, tests were run on 8" Extra Strength Clay sewer pipe manufactured by different companies and the crushing strengths were found to vary considerably. Tests were also run to determine the crush strength of recently manu factured 4" Vitrified Clay sewer pipe as compared to 4" VC sewer pipe which had been sitting in a distributor's yard for 6 years. The results of these tests show that the modulus of rupture for crushing strength was lower for the 6-year-old pipe by 10 percent. The 6-year-old pipe, however, still passes the minimum requirements for VC pipe. The small number of crush tests run restricts us from making this a general state ment for all clay pipe. However, it is understood from various sources that clay sewer pipe does loose some degree of strength as a result of weathering. It should be noted that vitrified clay sewer pipe would be at a disadvan tage if it was tested using wood blocks since clay pipe is brittle and has an uneven surface. Wood blocks cannot fill these surface irregularities in a crush test while rubber and plaster can. These irregularities and brittleness are the reason that clay pipe comes only in short lengths and has a thicker wall than A-C pipe. The equivalent to 8" Extra Strength Clay sewer pipe is 8" Class 2400 asbestos-cement sewer pipe and as noted in the above table, the required minimum crushing strength of the asbestos-cement pipe is greater by at least 43 percent. This relationship between the crushing strengths of A-C and clay sewer pipe is true only for 8" pipe and is a function of the diameter. Further tests are to be run to determine what the relationship is in larger sizes. CTDC29795 MINIMUM CRUSHING STRENGTHS, l b . / l i n e a r f t . U (0 oc Li c <u 4J 0) CL H X Li -H f--1 W 4-1 Oa r-* 01 L. o a> o 2 n- DO 01 TJ X S Li 4J H CO oc CO 03 T3 c rH C 0) CJ CO L4 Li 4J C/3 03 O o o oO 1 O 1 o Oo o o o o O 1 o 1 o in o O i o CM <4* vO 1 OS co i oo <r CM CM CM CM CM CM co 1 CO O 1 ooOo l o l o 1 oo o 1 oooo l o i o 1 oo CM 1 CM v> CO i o 1 CM I o rH i--i H H r--4 1 CM 1 CM 1 CM CM T3 0) CO o) o r- <0 o i i-i o C30 o m CM Ml* o 03 f-H 03 O r- co O i i-l O o <t u <t CO 4) o 6 at o a) a 03 CO o 1 *H co o On i--l CO L0> Li O CO 03 01 <u S *o 0) 03 C/3 03 < 03 O a Li <0 1--< o P O CM 03 03 V Li Pl. 1 03 CO o C 0 i-COi Om 2 O r-l I 1 l IOOOIOOOIO I I I IOOOIOOOIO iI il i I Om Oin mOIi Oin Om Oin IiOin I I IOOOIOOOIO I l I IOOOIOOOIO I I I IOOOIOOOIO I I I I st ^ I Mf I OOOOOOO lOOO 10 OOOOOOO lOOO IO n n n co n n n i co co co * co co co co co co co co i co co co i co OOOOOOO OOOOOOO CM CM CM CM CM CM CM OOO i o OOO I o Ml* I CM CM CM I CM OOOOOOO IO I I Om Oin Om Om OmOmOm Ii Om Ii Ii 0) cHl C 0-t M <0 V CN iw z MtmoooocMMi-inooo o h <r CM CM CM CTD029796 CertainTeedH August 15, 1974 TO: VF P&PG MARKETING & SALES PERSONNEL DISTRICT MANAGERS TERRITORY MANAGERS ADMINISTRATIVE ASSISTANTS A-C PRODUCT MANAGERS A-C FIELD SERVICE MANAGERS SALES ENGINEERS FM: T. SWITALSKI RE: AIR TEST COMPARISON OF VITRIFIED CLAY SEWER PIPE AND ASBESTOS-CEMENT SEWER PIPE Low pressure air testing of sewer pipe is becoming increasingly common. It is an inexpensive, easy and very reliable method of checking tightness of sewer lines. Most specifications today which specify air testing rely on the air testing procedure and standards as defined by the American Society of Civil Engineers, Low Pressure Air Test for Sanitary Services, 1964. This is the basis for our air test procedure as printed in our A-C Sever Pipe Installation Guide. Exfiltration air tests were run at our North Wales Facility on 8" Extra Strength Vitrified Clay Sewer Pipe with Type 3 joints (polyester groove with rubber gasket usually 0 ring) and on 8" Class 2400 Asbestos-Cement Sewer Pipe. The air tests were conducted to determine the loss of air through the pipe wall and to determine the loss of air through the gasketed Joint. Joint requirements for Clay Sewer Pipe are covered in ASTM C425-72a and for A-C Sewer Pipe are covered in ASTM C428-73d. In addition, our Standard Pro duct Specifications include Joint Specifications. None of these specifications include air testing; hydrostatic testing is only considered. The Type 3 clay pipe joints which were tested consisted of bell and spigot pipe with polyester lining the outside of the spigot and the inside of the bell. The polyester lining inside the bell seemed to be machined since the l.D. of the bell was almost perfectly round. Clay pipe as we all know, is usually oval to some degree, therefore we must conclude that the polyester in the bell is machined. The spigot end with the polyester lining was somewhat oval. Also the spigot end had a groove in the polyester for a round rubber gasket. This is not true for all clay joints. Many clay sever Joints are used without rubber gaskets. CTD029797 A-C 13 8-16-74 BULLETIN NO. DATE: Page 2 August 15, 1974 Air Test Comparison of Vitrified Clay Sewer Pipe and Asbestos-Cement Sewer Pipe The clay pipe tests were performed in the concentric position, the angular offset position, and the lateral offset position using internal air pressures of 3 psi and 10 psi. Each of these pressures were held for 10 minutes. Al though the clay sewer pipe showed a pressure drop in all tests, it did however pass the test as specified in our installation manual. In all tests, the air loss was through the pipe wall and no air leakage was evident at the joint. This was apparent when the entire pipe surface and Joint was covered with a soapy solution. Bubbling was evident on the entire surface. The moisture content in the clay pipe wall was varied from bone dry to saturated. The air loss through the pipe wall varied in each test depending on the moisture in the pipe wall. Only when the clay pipe was 100 percent saturated was there no air loss. Similar tests were run on 8" Asbestos-Cement Sewer Pipe Class 2400 using similar conditions; that is, internal air pressures of 3 psi and 10 psi. These tests were also run in the concentric position, the angular offset position, and the lateral offset position. Each of these pressures were held for 10 minutes. Tests were run on the A-C pipe *toile the pipe wall was bone dry and saturated wet. In either case, there was no drop in air pressure. Our tests have confirmed that although our installation catalog specifies that "Wetting is necessary to minimize any loss of air through the pipe wall as a result of permeability in the dry condition", this is true only for clay sewer pipe. A-C sewer pipe, if properly installed, will have no drop in air pressure when air tested. Many specifications state that if the ground water table is above the installed sewer line, the pressure on the outside joint due to the ground water should be added to the internal air pressure of 3.5 psi to air test the installation. This difference will have little affect on A-C sewer pipe, but may have a great affect on clay sewer pipe. This technical bulletin is for general information and does not eliminate or supersede the policies presented in our previous Technical Bulletin Gen. 6 Low Pressure Air Testing for Sewer Line. CTD029798 Corrosion CORROSION & SEWER PIPE Books have been written and many lifetimes spent trying to quantify the question of corrosion and it's effects on treatment plants and piping materials utilized to meet man's waste disposal needs. Below you will find an excerpt from a paper written by Frank Duffy. The reams of technical data and years of experience needed to substantiate this data is available if needed. No discussion of sewer pipe materials would be complete without addressing the favorite straw men of the Vitrified Clay Pipe and plastic pipe interest. Damaging ph values and H2S generation have been played up out of all proportion to their frequency of occurence. Asbestos Cement Sewer pipe can accommodate sewage with a ph value of 4.5. Because strong acid wastes are corrosive to sewers, structures and equipment and also harmful to biological waste water treatment processes a ph below 5.5 is considered inadmissable by the Water Pollution Control Federation. Practically all sewer ordinances require equalization by mixing or neutralization by chemical additives to produce an industrial waste with a ph value higher than 5.5. This would indicate that the problem of corrosive attack by industrial waste on Asbestos Cement Sewer pipe is controlled by sewage ordinances. The one exception would be those factories which use metal pickling or other acids in plant processes. Although the effluent from these plants is rigidly controlled human error could seriously damage a sewer line. Therefore, the use of Asbestos Cement pipe adjacent to chemical, electroplating, engraving, metal pickling plants or sulfite paper mills would be reluctantly recommended. It has been established that in sanitary sewer carrying industrial waste, there is sufficient dilution to raise the ph to acceptable levels for the intercepting sewer. CTD029799 Cost Effectiveness CertainTeedH Technical Bulletin TO: W. A. Krivsky All P&PG Group Officers All A/C Marketing Personnel All District Sales Managers All Territory Managers All Field Service Managers All Sales Engineers All A/C Plant Managers Technical Service People Director of Communications ssFR: Norman P. Sutterer/bam RE: "ASBESTOS CEMENT SEWER PIPE - AN EVALUATION OF ITS INTEGRITY AND CAPABILITIES" DATE: 6/12/78 Attached is a paper entitled "Asbestos Cement Sewer Pipe - An Evaluation of Its Integrity and Capabilities" which was written in 1969 by Frank T. Duffy, Marketing Manager for A/C Sewer Pipe. The paper is an excellent overview of A/C sewer pipe and its' place in the market almost ten years ago. As you take a few minutes to read this article it will become apparent that the A/C sewer pipe of yesterday is still a viable, capable product in today's market. It's note worthy to mention that ASTM currently has under consideration a change in the classes of sewer pipe to a three series pipe classification. You will be given more information as these developments become part of the standard. I strongly urge you to take the time to review this bulletin as it is the perfect mini refresher course in what the A/C sewer pipe is all about. CTD029802 Bulletin No. 31 Date: 6/12/78 ASBESTOS CEMENT SEWER PIPE An Evaluation of Its Integrity and Capabilities By: Frank. T, Duffy, P.E. Marketing Manager A/C Sewer Products CertainTeed Corporation CTD029803 Asbestos cement sewer pipe was introduced in this country in the late nineteen thirties. In the succeeding thirty some odd years it has become a preferred sewer pipe throughout the United States. This pre ference is predicated on its excellent flow characteristics, exceptional chemical stability and resistance to scour, highest order of structural integrity, extremely tight yet flexible joints, competitive installation and material cost, full complement of fittings, most satisfactory use experience and life expectancy equal to any sewer pipe material. This preference is understood if one considers that asbestos cement pipe is a superior reinforced concrete pipe that is inorganic and non-metallic. Asbestos fibers are employed for tensile reinforcing rather than steel wire. These fibers possess a tensile strength of 300,000 psi as compared to the 40,000 psi to 60,000 psi strength values of steel wire. Also, these fibers are inorganic and therefore cannot corrode and lose strength. Silica, the hardest, most durable aggregate obtainable is used in the concrete mix. The silica is ground to the consistency of flour and mixed with Portland cement, water and asbestos fibers. The mix is then laminated under tremendous pressure to produce a high density concrete that has a modulus of rupture that is well in excess of three times the modulus of rupture for concrete sewer pipe. The superior reinforced concrete sewer pipe is then cured by high pressure steam in huge autoclaves. Ordinary concrete sewer pipe is steam cured without the benefit of pressure. High pressure steam curing accomplishes two things. It produces a 28 day strength in sixteen hours, thereby accelerating production and reducing the cost of the pipe. It also induces a chemical reaction be tween the free lime in the cement and the silica to reduce the free lime to less than 1%. Hence asbestos cement sewer pipe possesses extraordinary chemical stability that eliminates the problem of corrosion. It should be noted that concrete sewer pipe contains between 8% and 12% free lime and it is the free lime that permits and promotes deleterious attack on sewer pipe. -1- CTD029804 The lamination process is performed on a steel mandrel that has a trowelling effect on the interior surface of the pipe as it is with drawn. The smooth, almost polished, surface thus produced in conjunction with pipe joints every thirteen feet creates a friction coefficient of n = 0.010. This friction coefficient was verified by R. D. Pomeroy in the field tests on asbestos cement, concrete and vitrified clay sewers. The test report was presented at the 1965 annual W.R.C.F. meeting in Atlantic City. In this paper, Pomeroy debunked the age old myth that all sewer pipes .have the same friction coefficient. He established that the innate smooth ness of the pipe wall and the number of joints in the sewer line produce a marked differential in the flow capacity of various sewer pipe. This advantage in flow characteristics permits the use of 14" asbestos cement sewer pipe in lieu of 15" vitrified clay or concrete sewer pipe with the resultant first cost savings. In many instances, a 16" asbestos cement sewer pipe can be used in lieu of an 18" concrete or vitrified clay sewer pipe realizing an even greater first cost savings. There is also the advantage in situation when grade is critical, of achieving cleaning velocities at a lesser slope. The quality of raw materials and the production techniques produce in asbestos cement sewer pipe the widest spectrum of pipe strength in the sewer pipe industry. Asbestos cement pipe offers the engineer crushing strengths of 1500 lbs./ft., 2400 lbs./ft., 3300./ft., 4000 lbs./ft. and 5Q00 lbs./ft. In situations of extraordinary earth or superimposed loads the wide range of pipe strengths available in asbestos cement pipe negate the necessity for concrete cradles. The substantial savings this affords is obvious. The era of more sophisticated waste water treatment is rapidly arriving. Tertiary treatment is just around the corner. This cost of this more sophisticated treatment will preclude the luxury of exorbitant infiltration. An infiltration allowance of 250 gpd/in/mile is rapidly becoming obsolete and unacceptable. Sewers should be considered in terms of water main tightness. 2 CTD029805 The joint on asbestos cement sewer pipe is machined to tolerances of 0.04 and the dual gasket controlled gap design of the coupling produces the tightest most flexible sewer joint available. Infiltration tests on asbestos cement pipe sewer of 50 gpd/in/mile are commonplace and 150 gpd/in/mile is considered an upper limit on performance. The cost of sewer construction is ever spiralling upward but the engineer can help hold down these costs by affording the contractor an opportunity to bid a pipe material in which he has the most confidence. Time after time, in open competition with other pipe materials, the contractor has demonstrated the most confidence in the machined dual gasket joints on asbestos cement pipe. The contractor also enjoys reduced labor costs due to the relatively long lengths and light weight of asbestos cement pipe. The pipe is handled at the trench site with ease and the long lengths permit the pipe layer to establish line and grade more readily. Air testing sewer lines in lieu of exfiltration tests is rapidly gaining wider and wider acceptance among the contractors and engineers. Compressing air is much less costly than trucking water. Air testing is quicker and is accomplished with greater ease. At the end of the day the contractor can proof test that day's production in about fifteen minutes. It is readily seen that air testing dramatically reduces the cost of testing sewers. Obviously, if a contractor has available to him a substantially improved, although much more rigid method of testing sewers, he will select the sewer pipe with the tightest joint and the greatest structural integrity. Asbestos cement pipe has demonstrated the greatest compatability with air testing. Although first cost is not the sole factor in determining the selection of a sewer pipe material, it is, in these inflationary times, a factor that must be seriously considered. Asbestos cement pipe, because of its great structural integrity, ease of installation and surety of performance, is completely competitive with the -3- CTD029806 other sewer pipe materials. In open competitive bidding it has been demonstrated time and again that asbestos cement pipe offers a first cost saving. We do not seek, a proprietary specification, although one could be justified. We welcome competition with the full knowledge we can compete. Asbestos cement sewer pipe is complemented by a complete line of asbestos cement sewer fittings plus the capability of field tapping the pipe without compromising the tightness of the sewer system. The asbestos cement fitting line includes a complete size range of wyes, tees, 30 degree, 45 degree and 90 degree elbows, end caps and plugs, drop manhole connections and adaptors to both cast iron soil pipe and vitrified clay sewer pipe. Because asbestos cement pipe is readily machineable virtually any special requirement can be met on request. Also, the machineability of this pipe permits the field insertion of wye or tee branches into the wall of the existing sewer by cutting a hole to close tolerances, rather breaking an undefined hold in the side of the pipe with the resultant risk of fracturing the existing sewer pipe and great difficulty of sealing the inserted wye leg against infiltration. No discussion of sewer pipe materials would be complete without addressing the favorite straw men of the vitrified clay pipe and plastic pipe interest. Damaging ph values and H2S generation have been played up out of all proportion to their frequency of occurence. Asbestos cement sewer pipe can accommodate sewage with a ph value of 4.5. Because strongly acid wastes are corrosive to sewers, structures and equipment and also harmful to biological waste water treatment processes a ph below 5.5 is considered inadmissable by the Water Pollution Control Federation. Practically all sewer ordinances require equalization by mixing or neutral ization by chemical additives to produce an industrial waste with a ph value higher than 5.5. This would indicate that the problem of corrosive attack by industrial waste on asbestos cement sewer pipe is controlled by sewage ordinances. The one exception would be those factories which use metal pick ling or other acids in plant processes. Although the effluent from these 4 CTD029807 plants is rigidly controlled human error could seriously damage a sewer line. Therefore, the use of asbestos cement pipe adjacent to chemical, electroplating, engraving, metal pickling plants or sulfite paper mills would be reluctantly recommended. It has been established that in sanitary sewers carrying industrial waste, there is sufficient dilution to raise the ph to acceptable levels for the intercepting sewer. Numerous tests on domestic sewage shows conclusively that dilution tends tc neutralize the sewage with slight variation back and forth on the acid and alkaline side. With the exception of highly acidic waste peculiar to a very limited number of industrial processes asbestos cement pipe can accommodate any industrial and domestic waste encountered. Hydrogen sulfide disintegration is largely a myth. There has been no reported cases of H2S disintegration in Ohio in the last twenty years. The reason, quite simply, is that modern sewers are so designed and con structed that they do not produce the conditions necessary for H2S generation. The conditions necessary for H2S are low flows, high B.O.D., high temperatures and little ventilation. H2S generation is a bio-chemical action promoted by the bacteria, as that of any living organism, must be supported by shelter or residence, food and oxygen. The shelter or residence of these bacterial is the slime and sludge deposits peculiar to combined sewers with dry weather flow or sanitary sewers with less than 2 fps velocities. Cleaning velocities eliminate the breeding ground for these bacteria. The food for these bacterial is found in the organic matter of the sewage and is most abundant in stagnant sewage. Cleaning velocities of 2fps minimizes the age of the sewage and promotes the absorption of oxygen which reduces the B.O.D. A minimum temperature of 70 degrees F. is necessary for any significant growth and reproduction of these bacteria. -5- CTD029808 The oxygen requirements are met by consuming the oxygen in the sulphates dissolved in sewage and releasing the sulphur which then combines with hydrogen to form dissolved hydrogen sulphide. Ventilation permits self oxidation of the sewage and deters the formation of sulphides. The modern day sanitary sewer is designed and constructed to produce a 2 fps velocity which eliminates a home for the bacteria. It also reduces the age and concentration of the sewage which diminishes the bacteria's food supply. The sewer is designed to flow half full which permits adequate ventilation to produce self-oxidation of the sewage and prevent sulphide build up. In the northern half of the United States the sewage temperatures are too moderate to promote significant bacterial growth and reproduction. For these reasons it can be stated that sewer disintegration due to build up is largely a myth. However, because of the lack of oxygen, sewage detained in force mains or siphons can produce a serious sulphide problem. Since ^S in solution is very corrosive to metals, engineers are well advised to specify a nonmetallic pipe such as asbestos cement pressure pipe for all force mains and siphons. Not only does asbestos cement pressure pipe possess an immunity to corrosion, with the resultant reduced maintenance cost; but its high flow characteristics reduce pumping cost and its prudent design criteria affords substantial first cost reductions. As stated in the beginning of this paper asbestos cement sewer pipe is a superior reinforced concrete pipe and as such its use experience and life expectancy can be equated to concrete sanitary sewer pipe which was developed in this country in 1840. Since asbestos cement sewer pipe is denser, stronger and smoother than ordinary concrete sewer pipe its durability and capabilities are greater than ordinary concrete sewer pipe. A manufacturers right to go freely into the marketplace and compete is fundamental to our economic system. It is this competitive abrasion that assures the owner of the best possible first cost and therefore, in the -6- CTD029809 owner's interest, the competitive base should be made as broad as possible. Asbestos cement pipe offers the engineer an opportunity to broaden this competition base with a proven product that has over thirty years of us experience to support it. Asbestos cement sewer pipe will reduce main tenance and operational costs because of its high flow capabilities and tight but flexible joints. Asbestos cement sewer pipe has a life expectancy equal to or greater than any sewer pipe available on the market today. It would be a disservice to the owner and our industry to disallow our right to compete as equals with the other sewer pipe materials available in the market. CTD029810 7 Installation/Testing ANSI/ASTM C 12 - 77 AMERICAN SOCIETY FOR TESTING AND MATERIALS Aac* Si.. FtiilMMpftla. Fa.. ISI03 Raprimad Iron* iha Annual Sook ol ASTM Standard*. CoeviigM ASTM II not Ittlad m m# currant combinad Indaa, will apoaar in iha nawt adition Standard Recommended Practice for INSTALLING VITRIFIED CLAY PIPE LINES*1 This Standard is issued under ihe fixed designation C 12. the number immediate!) following the designation indicates the year of original adoption or. in the case of revision, the sear of last revision. A number in parentheses indicates the year of last reapproval 1. Scope 1.1 This recommended practice covers the proper methods of installing vitrified clay pipe lines in order to utilize the structural prop erties of such pipe to their fullest advantage. 2. Applicable Documents 2.1 ASTM Standards: C 425 Specification for Compression Joints for Vitrified Clay Pipe and Fittings1 C 700 Specification for Vitrified Clay Pipe, Extra Strength, Standard Strength, and Perforated* C 828 Recommended Practice for LowPressure Air Test of Vitrified Clay Pipe Sewer Lines (4 to 12-in.)1 3. Pipe Strength 3.1 The field supporting strength of vitrified lay pipe is materially affected by the methods of installation. The field supporting strength of a pipe is its ability to support dead and live loads under actual field conditions and is dependent upon two factors: (/) the inherent strength of the pipe and (2) the manner in which the pipe is bedded. 3.2 The inherent strength of the pipe is fixed by the shape of the pipe, the materials used, and the method of manufacture. The applicable ASTM pipe specification stipulates the mini mum crushing strength for each type and class of pipe. 3.3 The tests used to measure crushing strength determine relative pipe strengths but do not represent actual field conditions. There fore. an adjustment called a load factor must be "introduced to convert test crushing strength to field supporting strength The load factor de pends on how the pipe is bedded. The relation ship is as follows Field supporting strength three-edge-bearing strength x load factor 3.4 An appropriate factor of safety should be applied to the field supporting strength to calculate a safe supporting strength as follows: Safe supporting strength - (three-edge-bearing strength x load factor)/ factor of safety 4. External Loads 4.1 The external loads on vitrified clay pipe are of two general types: (/) earth loads and (2) live loads. 4.2 For pipes installed in trenches, the earth load increases with the trench width measured at the top of the pipe, regardless of pipe size. Consequently, the trench width at the top of the pipe should be kept as narrow as possible, consistent with providing adequate working space at the sides of the pipe. Pipe failure may result if the design trench width is exceeded. If the trench width exceeds the width used for design, a better class of bedding or stronger pipe, or both, should be provided. 4.3 Beginning at a plane 12 in. (300 mm) or more above the top of the pipe, the trench walls can be sloped back without increasing the load imposed on the pipe. 4.4 Pipes that are installed in or beneath embankments are called projecting conduits. The earth load on a projecting conduit is influenced by the pipe diameter, the weight and character of the embankment material, the foundation material, the method of installation. 1 This recommended practice is under (he jurisdiction of ASTM Committee C-4 on Vitrified Clay Pipe. Current edition approved Nov 25. 1977. Published January 1978. Originally published as C 12 - 15 T. Last previous edition C 12 - 74. 1 Annual Book of ASTM Standards, Part 16 I CTD029811 and the height of the embankment above the top of the pipe. 4.S Live loads consist of superimposed loads, such as wheel loads, which act at the ground surface and are partially transmitted to the pipe. An allowance for impact should be added to the live loads. The live load transmit ted to the pipe diminishes as the depth of cover increases. Note I--For generally accepted criteria and methods for determining loads and supporting strengths see Design and Construction of Sanitary and Storm Sewers, Water Pollution Control Federa tion Manual No. 9, American Society of Civil En gineers Manual No. 37. 5. Types of Bedding 5.1 Four acceptable classes of bedding for pipe in trenches are defined herein. The load factors indicated are for conversion of threeedge-bearing strength to field supporting strength. 5.2 Class A--This class of bedding can be achieved with either of two construction meth ods: 5.2.1 Concrete Cradle (see Fig. I)--The pipe shall be bedded in a monolithic cradle of plain or reinforced concrete having a thickness under the barrel of at least 4 in. (100 mm) or one fourth of the inside diameter of the pipe, whichever is greater, and extending up the sides to a height of at least one fourth of the pipe outside diameter. The cradle shall have a width at least equal to the outside diameter of the pipe plus 8 in. (200 mm) or one and one fourth of the outside diameter of the pipe, whichever is greater. Backfill above the cradle and extending 12 in. (300 mm) above the top of the pipe shall be carefully placed. 5.2.1.1 The load factor for Class A concrete cradle bedding is 2.2 for plain concrete with lightly tamped backfill; 2.8 for plain concrete with carefully tamped backfill; and up to 3.4 for reinforced concrete with p - 0.4 percent, where p is the percentage of the area of steel to the area of concrete at the pipe invert. 5.2.2 Concrete Arch (see Fig. 2)--The pipe shall be bedded in crushed stone or rounded gravel bedding material (Note 2). The bedding shall have a minimum thickness beneath the pipe of 4 in. (100 mm) or one fourth of the out side diameter of the pipe, whichever is greater, and shall extend up the sides of the pipe to the horizontal centerline. The top half of the pipe shall be covered with a monolithic plain or reinforced concrete arch having a thickness of at least 4 in. (100 mm) or one fourth of the in side diameter of the pipe, whichever is greater, at the pipe crown and a minimum width equal to the outside diameter of the pipe plus 8 in. (200 mm) or one and one fourth of the diameter of the pipe, whichever is greater. 5.2.2.1 The load factor for Class A-1 con crete arch bedding is 2.8 for plain concrete; up to 3.4 for reinforced concrete with p - 0.4 percent; and up to 4.8 for reinforced concrete with p - 1.0 percent, where p is the percent age of the area of steel to the area of concrete at the pipe crown. Note 2--Because of the recent research and subsequent general acceptance of the advantages of interlocking bedding materials, this recommended practice calls special attention to the desirability of using v, to -in. (19.0 to 6.3-mm) crushed stone bedding. Where crushed material is not readily available, rounded material is acceptable. 5.3 Class B (see Fig. 3)--The pipe shall be bedded in crushed stone or rounded gravel bedding material (Note 2) placed on the trench' bottom. The bedding material shall have 95 percent passing a J/-in. (19.0-mm) sieve and 95 percent retained on a No. 4 (4.75-mm) sieve. The bedding shall have a minimum thickness beneath the pipe of 4 in. (100 mm) or one eighth of the outside diameter of the pipe, whichever is greater, and shall extend up the sides of the pipe to the horizontal centerline. Backfill from pipe horizontal centerline to a level not less than 12 in. (300 mm) above the top of the pipe shall be of the bedding material or carefully placed earth. Hand placed backfill shall be finely divided materials free from debris, organic material, and stones. 5.3.1 The load factor for Class B bedding is 1.9. 5.4 Class C (see Fig. 4)--The pipe shall be bedded in crushed stone or rounded gravel bed ding material (Note 2) placed on the trench bottom. The bedding material shall have 95 percent passing a -Vt-in. (19.0-mm) sieve and 95 percent retained on a No. 4 (4.75-mm) sieve. Shells, pea gravel, sand, native soil, or other locally available and commonly used bedding materials may be specified by the engineer in place of the previously described bedding mate- 2 C 12 rials. The bedding shall have a minimum thick ness beneath the pipe of 4 in. (100 mm) or one eighth of the outside diameter of the pipe, whichever is greater, and shall extend up the sides of the pipe one sixth of the outside diameter of the pipe. Backfill between the bedding and a plane 12 in. (300 mm) over the top of the pipe, shall be hand placed finely divided earth free from debris and stones. 5.4.1 The load factor for Class C bedding is 1.5. 5.5 Class D (see Fig. 5)--The pipe shall be bedded in suitable native material on an un shaped trench bottom. 5.5.1 The load factor for Class D bedding is 7.5 Unless trench banks above the top of the pipe are cut back on a stable slope, sheet and brace trenches as necessary to prevent caving or sliding, to provide protection for workmen and the pipe, and to protect adjacent structures and facilities. Do not remove trench sheeting unless the pipe strength is sufficient to support the external loads, including the weight of a prism of earth above the top of the pipe with trench width measured to the back of the sheeting. Do not brace sheeting against the pipe, but brace it so that no concentrated loads or horizontal thrusts are transmitted to the pipe. 8. Pipe Bedding 6. Concrete Encasement 6.1 Concrete encasement shall completely surround the pipe and shall have a minimum thickness at any point of one fourth of the inside diameter of the pipe or 4 in. (100 mm), whichever is greater. 6.2 In addition to providing bedding at least equivalent to Class A, concrete encasement provides additional field supporting strength. Whenever the strength of the pipe with Class A bedding is not sufficient to support the external loads, the encasement should be designed to provide the necessary additional strength. bo *7. Trench Excavation 7.1 Open no more trench in advance of pipe laying than is necessary to expedite the work. 7.2 Excavate trenches to a width that will provide adequate working space, but not more than the maximum design width. Do not under cut trench walls. 7.3 Excavate trenches below the pipe invert a sufficient distance to provide space for the pipe bedding. Carry trenches in ledge rock, compact rocky or gravelly soil, or other unyielding materials below the bottom of the pipe at least one fourth of the outside diameter of the pipe, or 4 in. (100 mm), whichever is greater. Refill the space beneath the pipe with bedding mate rial as specified for Class B or Class C bedding. 7.4 Excavate bell holes at each joint to provide full-length barrel support of the pipe and to prevent point loading at the bells or couplings. 8.1 Carefully prepare bedding so that the pipe after installation will be true to line and grade. 8.2 Surface grade fill material or trench subgrade beneath the pipe to provide a uniform and continuous support beneath the pipe at all points between bell holes or pipe joints (see Fig. 6). Densify fill material beneath the pipe. 8.3 After each pipe has been brought to grade, aligned, and placed in final position, deposit and densify sufficient bedding material under the pipe haunches and on each side of the pipe to hold the pipe in proper position during subsequent pipe jointing, bedding, and backfil ling operations. Deposit bedding material uni formly and simultaneously on each side of the pipe to prevent lateral displacement. 8.4 Place pipe that is to be bedded in a concrete cradle or encased in concrete in proper position on temporary supports consisting of preshaped wood blocks or bricks with wood wedges. When necessary, rigidly anchor or weight the pipe to prevent flotation when the concrete is placed. 8.5 Place concrete for cradles, arches, or encasement uniformly on each side of the pipe and deposit at approximately its final position. Do not move concrete more than 5 ft (1.5 m) from its point of deposit. Concrete placed beneath the pipe shall be sufficiently workable so that the entire space beneath the pipe can be filled without excessive vibration. 9. Pipe Laying 9.1 Protect pipe during handling against impact shocks and free fall. Do not permit 3 CTD029813 hooks (o come in contact with prcmolded joint stones having a dimension larger than 6 in. (150 surfaces. mm) within 3 ft (0.9 m) of the top of the pipe. 9.2 Handle pipe having premolded joint Large stones may be placed in the remainder opJsy rings or attached couplings so that no weight, the trench backfill only if well separated and including the weight of the pipe itself, will bear arranged so that no interference with backfill on or be supported b> the jointing material. settlement will result. Take care to avoid dragging the spigot ring on 10.3 Use puddling, jetting or water flooding the ground or allowing it to be damaged by for consolidating backfill material only when contact with gravel, crushed stone, or other approved by the engineer. Particularly prone to hard objects. water damage are sewers laid in heavy clay soils 9.3 After delivery alongside the trench, care or during cold winter months. Water flooding fully examine each piece of vitrified clay pipe or jetting in porous sand or gravel during warm for soundness and specification compliance. periods may be recommended. In general, limit Acceptable pipe may be marked with paint or the addition of water during backfill to provid other permanent marking material so that the ing optimum moisture content for tamping marks are plainly visible after installation in the procedures trench and before the pipe is covered. 10.4 Unless otherwise required, the backfill 9.4 Clean joint contact surfaces immediately beneath streets, pavement, drives, curbs, walks, prior to jointing. Use lubricants, primers, or and other surface construction shall be bedding adhesives as recommended by the pipe or joint material, sand, or lamped earth. Tamped back manufacturer. fill shall be placed in uniform layers and shall 9.5 Unless otherwise required, lay all pipe have a moisture content that will ensure that straight between changes in alignment and ai maximum density will be obtained with the uniform grade between changes in grade. Exca placement method used. vate bell holes for each pipe joint. When jointed in the trench, the pipe shall form a true and II. Field Performance and Acceptance smooth line. 11.1 After the pipe has been laid in the 9.6 Keep trenches dry during pipe laying. trench, the sewer shall be tested for tightness Divert surface water from the trench area to the by a method specified or approved by the greatest extent practicable without causing engineer. The lest shall demonstrate tightness damage to the adjacent property. Before pipe to the degree specified by the engineer before-- laying is started remove all water that may have the line is accepted. To lest an installed lim J entered the trench. for construction integrity, water or air testing 9.7 Whenever practicable, start pipe laying is recommended depending on the conditions at the lowest point and install the pipe so that at the site. the spigot ends point in the direction of flow. 11 2 Where ground water exists, the line 10. Backfilling Trenches may be tested by placing a weir in appropriate manholes and determining the quantity of 10.1 Unless other protection work is di water entering the system during a specified rected, backfill trenches immediately after the time period. pipe is laid. In the case of concrete cradle bed 11.3 Where ground water does or does ding. delay backfilling until the concrete has not exist either a water or low-pressure air set sufficiently to support the backfill load. test method is considered to be an appropriate Except for unusual circumstances (such as test procedure This will readily determine any subaqueous installation) permit no water to rise construction deficiencies that may exist. in unbackfilled trenches after the pipe is in place. 10.2 Backfill material to be pljced above pipe bedding shall be free of brush, debris, and junk Unless specifically authorized, place no rock or rock excavation detritus in the upper I x in. (460 mm) of the trench Place no rock or Note 3--When water or air tests are specified and the acceptance of a line depends upon satis factory results, it should be recognized that several factors have a bearing on these results. Manhole bases, walls, and seals must be watertight. House hold and commercial building and roof drains must be eliminated. Stopjiers for wye and tee spur fittings must be secured sufficiently to be air or watertight. 4 CTD029814 or both. Wyes and tees must be satisfactorily under bedded to prevent shear loading. '1.4 In order for the performance of the to be acceptable, all tests shall be made on pipe laid in accordance with the bedding pro visions of Section 5. Jointing procedures shall follow the recommendation of the pipe manu facturer. 12. General Recommendations 12.1 Whenever a movable steel boa is used in place of sheeting, take care to prevent the pipe from moving when the steel box is moved. Pipe must lie secured to prevent longitudinal move ment. 12.2 Where pipe connects with outside faces of manhole walls or the outside faces of the walls of other structures, provide a pipe joint such that slight flexibility or motion can take place in or near the plane of the wall face. It is recommended that a short pipe stub 12 to 18 in. {300 to 450 mm) be extended from manhole or other wall faces. 5 CTD029815 # C 12 Plain or Reinforced Contract 1000 pel (20.7 HPa) Sc/4 D/4, 4 in. (100 tm) aln (Hot*) Note---Minimum width of concrete cradle or concrete arch - Be + 8 in. (200 mm) or IV* Be Load factors 2.2 Lightly tamped 2.8 Carefully lamped 3 4 Reinforced concrete, p 0 4 percent FIG. 1 Class A Plain or RaInforead Cone race 3000 pal (20.7 MPa) aln (Kota) D/4, 4 it. (100 w) mn SC/2 Sc/4, 4 In. < 100 am) Bln Note--Minimum width of concrete cradle or concrete arch - Be + Sin.(200mm)or lV4 Be Load Factors 2.8 Plain concrete 3.4 Reinforced concrete, p - 0.4 percent 4.8 Reinforced concrete, p = 1.0 percent FIG. 2 Gass A-1 Load factor t.9 FIG. 3 Class B 12 tn. O00 bb) aln FIG. 4 Gass C Be/6 Be/8, 4 tn. (100 on) -In 6 CTD029816 C 12 Load Faccor 1.1 fic. s Clam D Provide uniform and conclnuoua eupport of plpa barrel between bell or coupling hole*. SSjp*mr Bell aor rC.Aoutinpllinfgt HHoollet FIC. * Uniform Pipe Sepport The American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted 'nmetion with any Item mentioned in this standard. Users of this standard are expressly advised that determination of the ty of any such patent rights, and the risk of infringement of such rights, is entirely their own responsibility. 7 CTD029817 CertainTeedlH September 10, 1974 TO: VF P&PG MARKETING & SALES PERSONNEL DISTRICT MANAGERS TERRITORY MANAGERS ADMINISTRATIVE ASSISTANTS A-C PRODUCT MANAGERS A-C FIELD SERVICE MANAGERS SALES ENGINEERS FM: T, A. SWITALSKI RE: FLEXURAL STRENGTH OF ASBESTOS-CEMENT SEWER PIPE Our competition has for many years been selling A-C sewer pipe in 10 ft. lengths. Occasionally, we still encounter claims that our 13 ft. lengths of A-C sewer pipe are more likely to result in flexural failures. No flexural failures have occurred when our pipe was installed in accordance with our installation instructions. This bulletin is being issued to show some of the merits of 13 ft. lengths vs. 10 ft. lengths of A-C sewer pipe. Flexural strength of pipe is not only a function of the pipe's diameter and wall thickness, it is also dependent upon the quantity and quality of the fibrous re-enforcement. The flexural strength requirements for A-C sewer pipe are specified in ASTM C 428-73d. It specifies that an 8 inch Class 2400 sewer pipe of 13 ft. length will be able to support at least 2230 pounds (third point load on a 12 ft. span) and that a 10 ft. length will be able to support at least 3000 pounds (third point load on a 9 ft. span). In effect, the same pipe or one of equal flexural strength will support 75 percent of the load on a 12 ft. span that it will on a 9 ft. span. The previous ASTM 428-67 had been based on a 12 ft. span supporting 133 percent that of a 9 ft. span, thereby requiring a 13 ft. pipe to have a unit strength of 75 percent more than that of a 10 ft. pipe. Hence, the 13 ft. pipe length by the previous ASTM had considerably higher strength than was necessary. The flexural requirement for 13 ft. pipe of 2250 pound minimum is adequate for pipe that is properly bedded. With bell holes dug out in the trench bottom so as to allow the pipe to rest evenly on its barrel along the flat trench bottom, or with pipe laid on earth mounds and then packed in tightly between the pipe bottom and the trench bottom to give the pipe adequate support, the pipe made according to ASTM C 428-73d will not break in flexure. BULLETIN NO.A-C 14&ATE: 9-10-74 CTD029818 Pane 2 September 10, 1974 Flexural Strength of Asbestos-Cement Sewer Pipe The 10 ft. pipe, when placed In the ground as a loaded bean will not bend as much as a 13 ft. pipe before breaking. For example, a 10 ft. pipe supported only on its couplings will break under an earth load of about 525 pounds, (a depth of cover of about 40") and will have a mid-point de flection of 0.17". A 13 ft. pipe so supported will break under an earth load of around 325 pounds (a depth of cover of about 26") but will have a mid-point deflection of 0.33". If the clearance under the pipe is less than 0.33" but more than 0.17"--a not unlikely possibllity-than the 10 ft. pipe would break under a 40" depth of cover (525 pound load), but the 13 ft. pipe would not. Another possibility for flex break can occur with an uneven trench bottom. As an example, say the pipe was laying over an unsupported span of 6 ft. Then the pipe would break in flex under an earth load of about 1190 pound/ ft. (a depth of cover of about 8 ft.), and this would occur whether the pipe were 10 ft. long or 13 ft. long. To further support the fact that the minimum flexural load on a 13 ft. pipe is adequate when it is 75 percent that of a 10 ft. pipe, refer to ASTM C 296, A-C Pressure Pipe. As an example with 6" Class 150 pipe, the minimum third point load on a 12 ft. span is 2100 pounds, whereas that on a 9 ft. span is 2800 pounds. On July 16, 1973, the City of Broken Arrow, Oklahoma enacted a resolution to allow 4" and 6" A-C pipe not to exceed 10 ft. joints. In the case of Utility Supply vs. Broken Arrow, a judgement was rendered in the district court in and for Tulsa County, Oklahoma to the effect that the defendants be restrained and enjoined from enforcing the ordinance adopted by the City of Broken Arrow on July 16, 1973. The Judge in his ruling, pointed out "The court finds that the City has authority to prescribe how waterline pipe shall be laid, but the principle reason given by Defendants for not offering the 13 ft. section pipe was that the City had inadequate inspection capabilities. The court finds that when the City passes an ordinance requiring affirmative action (Inspection) on its part, said City must supply that action and its failure or refusal to do so cannot form a valid basis for discriminatory practice attempted herein". Certain-teed, from experience, has built into the pipe enough strength to take care of a certain amount of improper bedding and installation. How ever, such additional strength will not protect against gross mishandling or complete disregard for good bedding. If Installation is done carefully and correctly, the pipe should not be exposed to flexural stresses of unsafe magnitude. If not, then beam action causing flexural stresses will exist regardless of the length of pipe. It is unreasonable to suggest that these few improper installations will all result in 12 ft. unsupported spans. CTD029819 Specifications AMERICAN SOCIETY FOR TESTING ANO MATERIALS 1916 Raca St., Philadelphia, Pa. 19103 Reprinted from the Annual Book of ASTM Standards, Copyright ASTM If not listed in the current combined index, will appear in the next edition. Standard Specification for ASBESTOS-CEMENT NONPRESSURE SMALLDIAMETER SEWER PIPE1 This Standard is issued under the fined designation C 644. the number immediately following the designation indicates ihe year of original adoption ot. m the case of revision, the year of last revision. A number in parentheses indicates the year of last reapprovai. 1. Scope 1.1 This specification covers asbestos-ce ment nonpressure sewer pipe for conveying sanitary sewage by gravity flow from point of occupancy to system of disposal. Note 1--The values stated in U S. customary units are to be regarded as the standard. The metric equivalents of (J.S. customary units given in the standard may be approximate. Note 2--Rubber rings suitable for use with this pipe are covered in ASTM Specification D 1869, for Rubber Rings for Asbestos-Cement Pipe."' 2. Classification 2.1 Asbestos-cement sewer pipe furnished under these specifications shall be desig nated as Class 1500. Class 2400, and Class 3300, based on the respective crushing trengths, and furnished in 4, 5, and 6-in. (10.2, 12.7, and 15.2-cm) sues. 2.2 The types of pipe shall be known as Type 1 and Type 11 corresponding to the chemical requirements given in Section 6 of this specification. Note 3--To assist the purchaser in choosing the type of pipe most suitable for his use, guidelines for the definition of aggressiveness of water and of soil environments for selection of the proper type of asbestos-cement pipe are covered in Sections 19 to 25 ASTM Methods C 500, Testing AsbestosCement Pipe.' 3.2 coupling--a coupling that is manufac tured so that, when properly installed, lengths of pipe may be assembled and put into service for which they are intended. 3.3 fittings--wyes, tees, adaptors, etc., for use in laying asbestos-cement sewer pipe man ufactured as described in Section 5 and made to such dimensions as will provide equivalent strength and tight joints when assembled with the pipe. 3.4 purchaser--the actual purchaser of the pipe or his authorized agents acting within the scope of the duties entrusted to them. 3.5 lot--those lengths of pipe of that size and class manufactured during the same shift. 4. Basis of Purchase 4.1 It is suggested to the purchaser, with out being made a part of this specification, that the purchaser may request inclusion of the following information in his order or agreement for purchase of the pipe: 4.1.1 Any tests, in addition to those pre scribed by this specification, as the special circumstances may require, 4.1.2 The place or places where any addi tional tests are to be made, 4.1.3 Description of the additional testing facilities, 4.1.4 Who shall bear the expense of such additional tests. 3. Definitions 3.1 pipe--asbestos - cement nonpressure sewer pipe as defined in Sections 1, 2, and 5. 1 This specification is under the jurisdiction of ASTM Committee C*17 on Asbestos-Cement Products. Current edition approved Sept. 30, 1977. Published November 1977. Originally published as C 644 - 69. Last previous edition C 644 - 76. * Annual Book of ASTM Standardly Part 16 1 CTD029820 4.1.5 Whether such additional tests may be made by any reliable sampling process or other method approved by the parties, and 4.1.6 Such other matters as the parties may find desirable to include in their written agreement. 5. Materials and Manufacture 5.1 Asbestos-cement sewer pipe shall be composed of an intimate mixture of portland cement or portland blast-furnace slag cement and asbestos fiber with or without silica, or portland-pozzolan cement and asbestos fiber. The mixture shall be free of organic additives. The material shall be of laminar construction formed under pressure to a homogeneous structure and cured to meet the physical and chemical requirements of this specification. 6. Chemical Requirements 6.1 When tested in accordance with Sec tions 17 and 18 of ASTM Methods C 500, the amount of uncombined calcium hydroxide shall not exceed 1.0 percent for Type 11 pipe. Note 4--There are no chemical requirements for Type [ pipe. 7. Dimensions and Permissible Variations 7.1 Couplings and coupling area of the pipe shall be machined or otherwise finished to such dimensions as will provide tight joints when assembled with proper accessories and put into service for which the pipe is intended. 7.2 The average diameter may be less than the nominal by not more than V, in. (0.63 cm). 7.3 The standard lengths may be 5, 6.5, 10. or 13 ft (1.52. 1.98, 3.05 or 3.96 m) I in. (2.5 cm). At least 85 percent of the total foot age of any one class, type, and size, exclud ing short lengths, shall be furnished in stand ard lengths. The remaining 15 percent may be in random lengths of not less than 7 ft (2.13 m) when the standard length is 10 or 13 ft (3.05 or 3.96 m) and not less than 4 ft U-22 m) when the standard length is 5 or 6.5 It (1.52 or l.98 m). 8. Workmanship 8.1 The ends of the pipe that receive the coupling shall be free of dents and gouges that will affect the tightness of the joint. 8.2 Each pipe shall be free of bulges, dents. and tears in the inside surface that result in a variation of more than Vu in. (0.48 cm) from the adjacent unaffected portions of the surface. 8.3 Each length of pipe shall not vary in straightness by more than '/,, in./ft (5.2 mm/m) of length when the variation is meas ured in accordance with Section 13 of Methods C 500. 9. Sampling 9.1 For crushing tests, one full length of pipe shall be selected from each 500 lengths of 10 and 13-ft (3.05 and 3.96-m) lengths and each 1000 lengths of 5 and 6.5-ft (1.52 and 1.98-m) lengths of each size, class, and type of pipe covered by the order. One test specimen 12 in. (30.5 cm) long shall be cut from the un machined portion of the selected length of pipe. 9.2 When uncombined calcium hydroxide tests are requested (Section 6), one sample shall be taken from each lot of pipe. The sam ple to be tested may be taken from any one of the specimens selected for the crushing test. 9.3 All material tested under this specifi cation shall be in a normal air-dried condi tion. 10. Test Methods 10.1 Joini Tightness: 10.1.1 The tests outlined in this section are considered to be one-time qualification tests to establish the adequacy of the manufac turers joint design. Instead of requiring per formance of these tests, the purchaser may require the manufacturer to certify that pipes and couplings equivalent in material and de sign have passed the tests enumerated in this section. At his own expense, however, the purchaser, by designation with his order, may require that assembled pipes and couplings pass the following performance tests without leakage: 10.1.1.1 Straight Alignment--Make hydro static pressure test on an assembly of two sec tions of pipe, properly connected with a cou pling in accordance with the joint design. An equivalent alternative may be a single pipe with a coupling on each end. Subject the assembly to an internal hydrostatic pressure of 10 psi (69 kPa) for 10 min. Any visible water leakage shall be considered a failure of the test requirements. z. CTD029821 # C 644 10.1.1 2 Maximum Deflected Position -- Upon completion of the test for pipes in straight alignment in accordance with 10.1.1.1, ;flect the test sections 5 deg with one half of the deflection being between each pipe and the coupling and subject the test sections to an in ternal hydrostatic pressure of 10 psi (69 IcPa) for 10 min. Any visible water leakage shall be considered a failure of the test require ments. 10.1.2 Test one sample of each size unless some other arrangement is made with the purchaser by designation with his order. At the option of the purchaser, the sample of the pipes and couplings to be tested may be selected by him. 10.2 Flexural Strength: 10.2.1 Each length of pipe shall have suffi cient flexural strength to withstand, without failure, the total load prescribed in Table I when tested in accordance with Section 8 of Methods C 500. 10.3 Crushing Strength: 10.3.1 Pipe--Conduct crushing tests be fore shipment. One-fool (0.3 m) lengths of pipe cut from unmachined portions of the pipe shall have the minimum crushing strength prescribed in Table 2, when tested in accordance with Section 11.1.1 of Methods C 500. 10.3.2 Couplings--The couplings, when assembled on pipe, shall be capable of withinding simultaneously: 10.3 2.1 The minimum crushing Strength in pounds-force per linear foot prescribed in Table 2. when tested in accordance with 11.1.1 of Methods C 500, and 10.3.2.2 The hydrostatic pressure test de scribed in 10.1.1.1 of this specification. 11. Inspection 11.1 All material furnished under this specification shall conform to the require ments stated herein and shall be subjected to the factory inspection and tests prescribed in this specification. When requested by the purchaser on his order, the manufacturer shall notify the purchaser of the time that the inspection and testing will take place so that the purchaser may arrange for witnessing such tests and inspections at his own expense. Instead of such inspection, when requested. the manufacturer shall be prepared to certify that his product conforms to the requirements of this specification. 11.2 Pipe and coupling shall be inspected by the manufacturer, before shipment, for compliance with the standards for dimen sions. workmanship, and finish (see also Sec tion 9). 12. Rejection 12.1 Failure of the specimens tested for crushing strength to withstand 75 percent of the load specified in 10.3 shall be cause for rejection of the entire lot represented by the test specimens. When the specimen tested for crushing strength withstands over 75 per cent but under 100 percent of the load speci fied in 10.3, one specimen shall be cut from each of two additional pipes of the same size and class manufactured during the same shift. Failure of one of these additional specimens to meet the strength requirements of 10.3 shall be cause for rejection of the entire lot of that size and class manufactured during the same shift as the test specimen. 12.2 If the results of the uncombined cal cium hydroxide test show the sample failed to meet the specification requirements, two additional specimens shall be selected and sampled for test. The failure of one of these two additional samples to meet the specifica tion requirements of Section 6 shall be cause for rejection of the lot. 13. Marking and Shipping 13.1 Each standard and random length of pipe shall be marked by the manufacturer with the trade name, nominal size, class, and the date of manufacture. Each coupling sleeve shall be marked by the manufacturer with the nominal size and class for the pipe with which it shall be used. 13.2 Pipe and couplings shall be prepared for commercial shipment so as to ensure ac ceptance by common or other carriers. 14. Field Performance and Acceptance 14.1 All field-Jssembled joints for asbestos- cement nonpressure small diameter sewer pipe shall meet the requirements set forth in 14 5 for mFiltration/ex l ilt ration. 14.2 Measurements shall be based on a CTD029822 C 644 segment or segments of sewer line of asbestoseemenl nonpressure small diameter sewer pipe Installed separately or as a part of a sewer main system between Iwo consecutive manholes or other similar increment of dis tance. rather than taken from a single joint. 14.3 Before the sewer line is backfilled and tested, all pipe shall be inspected for proper bedding to assure uniform support of the pipe, and the absence of high points and irregularities which induce beam and shear loadings on the pipe. 14.4 Final acceptance testing shall be per- formed on the sewer line(s) alter the final backfilling has been completed. 14.5 The infiltralion/exfiltration of the in stalled pipe shall not exceed 0.079 gal/in. of internal pipe diameter per 100 ft of pipelines, h <0.3256 iilre/'cm of internal pipe diameter per 100 m of pipelines per hour), where the maximum hydrostatic head at the center line of the pipe does not exceed 75 ft (7.63 m) (corresponds to 100 gal/in. of pipe diameter per mile per 24 h (92 6 tnres/cm ol pipe diam eter per 1000 m per 24 h). TABLEl Applied Flexural Proof Loads Nominal Sue, in. tmm) Total Applied Load. Ibf (kN)* 5 6 4(100) 550(24401 5 (125) 950(3280) 6 (150)1500(66801 TABLE 2 Minimum Crushing Loads Pipe Class Crushing Strength. Ibf/linear ft ((LN/m) 1500 1500 (21 81 2400 2400(35 01 3300__________________ 3300 (48 01______________ The American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted in connection with any item mentioned tn this standard. Users of this standard are expressly advised that determination of the vahdtty of any such patent rights, and the risk of infringement of such rights, is entirely their own responsibility. 4 CTD029823 NMiONAi] ANSI/ASTM D 1869 - 78 STANOAROHV AMERICAN SOCIETY FOR TESTING AND MATERIALS 1916 Race St., Philadelphia, Pa. 19103 Reprinted from the Annual Book of ASTM Standards, Copyright ASTM If not listed in the current combined index, will appear in the next edition. Standard Specification for RUBBER RINGS FOR ASBESTOS-CEMENT PIPE*1 This Standard is issued under the fixed designation D 1869; the number immediately following the designation indicates the year of original adoption or. m the case of revision, the year of last reviston. A number in parentheses indicates the year of last reapproval. 1. Scope 1.1 This specification covers rubber rings used to seal the joints of asbestos-cement pipe conforming to Specifications C 296. C 428. C 644, and C 668. 1.2 A specification is given for (/) natural or synthetic rubber rings, or both, where resistance to oil or solvents is not required, and (2) synthetic rubber rings for services involving resistance to oil or solvents. 2. Applicable Documents 2.1 ASTM Standards: C 296 Specification for Asbestos-Cement Pressure Pipe2 C 428 Specification for Asbestos-Cement Nonpressure Sewer Pipe2 C 644 Specification for Asbestos-Cement Nonpressure Small-Diameter Sewer Pipe2 C 668 Specification for Asbestos-Cement Transmission Pipe2 D 395 Tests for Rubber Property -- Compression Set3 D412 Tests for Rubber Properties in Ten sion4 D573 Test for Rubber Deterioration in an Air Oven1 D 865 Test for Rubber Deterioration by Heating in a Test Tube1 D1415 Test for Rubber Property -- Inter national Hardness1 D2137 Test for Rubber Property-- Brittle ness Point of Flexible Polymers and Coated Fabrics1 D 2240 Test for Rubber Property -- Durometer Hardness6 3. Composition and Manufacture 3.1 The ring shall consist of a properly vulcanized virgin rubber compound. Virgin rubber is defined as one containing no scrap, reclaim, or rubber substitutes. 3 .2 If a joint is used in the manufacture of the ring, the strength of the spliced joint shall be such that the ring will withstand the stretch test described in 8.8 with no visible separation or peeling. 4. Physical Requirements 4.1 Sample rings taken from the shipment shall conform to the requirements for physical properties prescribed in Table 1 when tested in accordance with the methods specified in Section 8. 5. Dimensions and Tolerances 5.1 The rings shall conform to the dimen sions specified by the manufacturer of the pipe in which the rings are to be used, with a RMA Class 3 tolerance of 0.25 up to 25 mm (0.010 up to 1 in.) on all cross-section dimensions, and 1 % on all diametral di mensions, unless otherwise agreed upon by the pipe manufacturer and the ring supplier. Note-The design and tolerances of asbestoscement pipe are not sufficiently standardized to permit interchangeability of rings in many cases from pipe of one manufacturer to that of another. 1 This specification is under the jurisdiction of ASTM Committee D-tl on Rubber and Rubber-Like Materials and is the direct responsibility of Subcommittee D11.36 on Seals. Current edilion approved April 28. 1978. Published July 1978. Originally published as D 1869-61 T. Last previous edition D 1869-66(1972). * Annual Book of ASTM Standards, Part 16. 1 Annual Book of ASTM Standards. Part 37. * Annual Book of ASTM Standards. Parts 35, 37. and 38 1 Annual Book of ASTM Standards, Pans 37 and 38 1 Annual Book of ASTM Standards, Pans 35 and 37 I CTD029824 6. Workmanship 6.1 The surface shall be smooth and free of pitting, cracks, blisters, air marks, and any other imperfection that would affect its be havior in service. The body shall be free of porosity and air pockets. 6.2 The flash thickness shall not exceed 0.4 mm (0.015 in.), nor the flash width 0.8 mm (0.03 in.) at any point in the ring. 6.3 Offset, or failure of the mold to regis ter accurately, shall not exceed 0.4 mm (0.015 in.) 7. Sampling 7.1 A number of sample rings shall be drawn at random from each shipment of rings in accordance with Table 2. 7.2 These shall be stretched and examined as specified in 8.8. A sufficient additional number of rings shall be drawn at random for the tests specified in Table 1. 8. Test Methods 8.1 Tensile Strength, Elongation, and Stress at 300 % Elongation -- Methods D 412: 8.1.1 Cut samples for tensile strength, elongation, and stress at 300 % elongation tests from circumferential sections of the ring itself. 8.1.2 From these samples stamp dumbbell test specimens using a standard ASTM Type C dumbbell conforming to Fig. 1 of Method D 412. 8.1.3 The sections from which the dumb bells are cut may be prepared by sectioning a sample ring held rigidly in a jig. which in turn is mounted in a chuck of a machinist's lathe. A sharp, thin cutting knife should be mounted in the lathe holder and the cut made at a right angle to the jig face. The cutting site should be lubricated at all times by a jet of cool water. 8.1.4 These sections may be buffed lightly prior to cutting into dumbbell specimens in order to bring them to a uniform thickness for testing. 8.2 Hardness: 8.2.1 Method D 1415 shall be used as the referee method. 8 2.2 Method D 2240 may be used for quality control. 8.2.3 Hardness readings for guidance pur poses may be taken directly on the ring, recognizing that those may vary slightly from those taken on dumbbell specimens. 8.3 Air Aging: Tensile Strength, Elongr lion, and Hardness: 8.3.1 Methods D 865 (preferred) or D 573, in conjunction with Methods D 412 and D 1415 or D 2240. Prepare test speci mens in accordance with 8.1. 8.3.2 Age nonoil-resistant specimens for 166 2 h at 70 2C. 8.3.3 Age oil-resistant specimens for 70 i 0.7 h at 100 2C. 8.4 Water Aging: Volume and Appearance Change: 8.4.1 Cut one specimen 50 3 mm (2.0 0.1 in.) long and not less than 13 mm* (0.2 in.2) in cross section from each of three rings. 8.4.2 Totally immerse the specimens in the siphon cup of an insulated 3-dm3 extraction apparatus, and hold at a temperature of 100 2C for 20 consecutive days. Suspend the specimens at least 50 mm (2 in.) beneath the surface of the water in such a manner that they do not contact one another or the surface of the cup. 8.4.3. Immediately after removal from the boiling water, blot the specimens, weigh and calculate the volume increase in accordance with Method D 471. 8.4.4 Average the values obtained for the three specimens. 8.5 Compression Set: 8.5.1 Method B of Methods D 395,exce; cut three specimens from separate rings about 75 mm (3 in.) in length and the full crosssectional area of the ring in a compression device 50 mm long. 8.5.1.1 Place the specimens in the compression device with the inside and out side circumference sides in contact with the compression plates. 8.5.1.2 If this is impractical because of the size or shape of the specimens, they may be placed in the compression device in a manner that will give the most accurate values. 8.5.2 Make a reference measurement at any convenient point where the section is solid and compress the specimen 50 % at the reference point, using spacers. 8.5.3 Oven age nonoil-resistant specimens for 22 0.25 h at 70 2C. 8.5 .4 Oven age oil-resistant specimens for 2 CTD029825 # D 1869 22 0.25 h at 100 1C. 8.6 Low-Temperature Flexibility: 8.6.1 Method D 2137. 8.6.2 Prepare test specimens in accordance with 8.1.2 through 8.1.5. The temperature of test shall be -25 2C. 8.7 Oil Aging: Tensile Strength, Elonga tion, Hardness, and Volume Change: 8.7.1 ASTM Method D 471. 8.7.2 Prepare test specimens for tensile strength, elongation, and hardness tests in accordance with 8.1.2 through 8.1.5. 8.7.3 Prepare specimens for the volume change test in accordance with 8.4.1. 8.7.4 immerse the specimens in ASTM Oil No. 3 for 70 0.7 h at 100 2C. 8.8 Stretch Test for Visual Examination: 8.8.1 Stretch the rings until the circumfer ence has increased 50 %. 8.8.2 Inspect each ring visually for defects in accordance with 3.2 and 6.1. 8.8.3 The number of rings to be examined and the maximum number of defective rings for acceptance of the lot is shown in Table 2. 9. Markings and Color Coding 9.1 Each ring shall be marked with clearly legible letters, the size of which shall not exceed 6 mm ('/* in.). 9.2 The markings shall include the ring manufacturer's name or symbol, the pipe manufacturer's name or symbol, the pipe size and pressure rating, and the year of manufac ture. 9.3 Each oil-resistant synthetic rubber ring shall be marked with a color stripe, dot, or other identifying mark to distinguish this ring from the nonoil-resistant type. 9.3.1 The shape and color of the mark shall be as specified by the manufacturer of the pipe in which the ring is to be used. TABLE 1 Pkyikal Reqiirtaciti of Robber Riigi tor Aibertoo-Cement Pipe Test Original Properties: Tensile strength, min, MPa (psi): Average of three specimens Lowest individual Elongation, min, %: Average of three specimens Lowest individual Hardness number4 Stress at 300 % elongation, MPa (psi)' Max Min Compression set, max, % Low-temperature flexibility After Oven Aging: Tensile strength, average decrease, max, % Elongation, average decrease, max, % Hardness, average increase, max. points After Water Aging: Volume change, max, % Apperance change After Oil Aging: Tensile strength, average decrease, max, % Elongation, average decrease, max, % Hardness, average change, points Volume change, average, % Type of Rubber Ring Nonoil-Resistant Oil-Resistant 14.0(2000) 12.5 (1800) 350 325 nominal - 5 16.0 (2300) 8.4(1200) 16 no cracks 15 25 7 12 no surface degradation 10.5 (1500) 9.0(1300) 325 300 nominal 5 16.0 (23(H)) 7.0(1000) 25 no cracks 20 30 15 12 no surface degradation 35 40 -10 to +2 -1 to +15 ' Nominal hardness shall be from SO to 60 as specified by the pipe manufacturer. 3 CTD029826 # D1869 TABLE 2 Sanptfag Pita for Stretcfc Test for Vbul Iispectioi Number of Rings in Ship ment Up to 800 801 to 3 200 3 201 to 8 000 8 001 to 22 000 Number of Rings in Sample 75 150 225 300 Maximum Number of Defectives for Accept ance 4 8 11 14 The American Socteii for Testing and Materials takes no position respecting the validity of an\ patent rights listened in ionne<iton mtth an\ item mentioned in this standard. Users of (his standard are expressly advised trial determination of the vaitdttx of an\ vur>i patent rights, and the risk of infringement of such rights, is enure!x iheir o*n responsibility This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five sears and tf not revised, either reapproved or withdrawn. Your comments are invited either for revision of thts standard or for additional standards and should be addressed to A STM Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend, tf you feeI that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards. 1916 Race St.. Philadelphia. Pa. 1910*. which will schedule a further hearing regarding your comments. Failing satisfaction there. \ou may appeal to the A STM Board of Directors. 4 CTD029827 [AMERICAN NATIONAL) Vhmstandabomv ANSI/ASTM C 76-77 AMERICAN SOCIETY FOR TESTING AND MATERIALS 1916 Race St., Philadelphia, Pa. 19103 Reprinted from the Annual Book of ASTM Standards, Copyright ASTM If not listed in the current combined index, will appear in the next edition. Standard Specification for REINFORCED CONCRETE CULVERT, STORM DRAIN, AND SEWER PIPE1 This Standard is issued under the Fixed designation C 76; the number immediately following the designation indicates the year of onginai adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. 1. Scope 1.1 This specification covers reinforced concrete pipe intended to be used for the conveyance of sewage, industrial wastes, and storm water, and for the construction of cul verts. Note 1-The values stated in either U.S. cus tomary units or SI (metric units) are to be regarded separately as standard. The values stated in each system are not exact equivalents, therefore, each system must be used independent of the other. Combining values from the two systems may result in nonconformance with the specification. Note 2 --This specification is a manufacturing and purchase specification only, and does not in clude requirements for bedding, backfill, or the relationship between earth cover load and the strength classification of pipe. However, experience has shown that the successful performance of this product depends upon the proper selection of the class of pipe, type of bedding and backfill, con trolled manufacture in the plant, and care in the eld construction work. The purchaser of the reinorced concrete pipe specified herein is cautioned that he must properly correlate the field require ments with the class of pipe specified and provide adequate inspection at the construction site. Note 3 --Attention is called to the specification for reinforced concrete D-load culvert, storm drain, and sewer pipe (ASTM Designation C 655). 2. Applicable Documents 2.1 ASTM Standards: A 82 Specification for Cold-Drawn Steel Wire for Concrete Reinforcement* A 185 Specification of Welded Steel Wire Fabric for Concrete Reinforcement* A 496 Specification for Deformed Steel Wire for Concrete Reinforcement* A 497 Specification for Welded Deformed Steel Wire Fabric for Concrete Rein forcement* A 615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforce ment* C 14 Specification for Concrete Sewer, Storm Drain, and Culvert Pipe13 * C 33 Specification for Concrete Aggre gates4 C 39 Test for Compressive Strength of Cy lindrical Concrete Specimens4 C 150 Specification for Portland Cement4 C 309 Specification for Liquid MembraneForming Compounds for Curing Con crete4 C 497 Testing Concrete Pipe, Sections, or Tile3 C 595 Specification for Blended Hydraulic Cements4 C 822 Definitions of Terms Relating to Concrete Pipe and Related Products* 3. Classification 3.1 Pipe manufactured in accordance with this specification shall be of five classes iden tified as Class 1. Class II. Class III. Class IV. and Class V. The corresponding strength re quirements are prescribed in Tables 1 to 5. 4. Basis of Acceptance 4.1 Unless otherwise designated by the purchaser at the time of, or before placing an 1 This specification b under the jurisdiction of ASTM Committee C-13 on Concrete Pipe and u the direct respon sibility of Subcommittee C13.02 on Reinforced Sewer and Culvert Pipe. Current edition approved Dec. 30, 1977. Published February 1978. Originally published as C 76 - 30. T. Last previous edition C 76 - 76. * Annual Book ofASTM Standards, Part 4. ' Annual Book ofASTM Standards, Part 16. 4 Annual Book of ASTM Standards, Part 14. 1 # C 76 order, two separate and alternative bases of acceptance are permitted as follows: 4.1.1 Acceptance on the Basis of Plant Load-Bearing Tests. Material Tests, and In spection of Manufactured Pipe for Visual De fects and Imperfections -- Acceptability of the pipe in all diameters and classes produced in accordance with 6.1 or 6.2 shall be deter mined by the results of the three-edge bearing tests for either the load to produce a 0.01-in or 0.3-mm crack, or at the option of the purchaser, the load to produce a 0.01-in. or 0,3-mm crack and the ultimate strength of the pipe; by such material tests as are required in 5.1, 5.2. and 5.4; by absorption tests on selected samples of concrete from the wall of the pipe; and by visual inspection of the finished pipe to .determine its conformance with the accepted design and its freedom from defects. 4.1.2 Acceptance on the Basis of Material Tests and Inspection of Manufactured Pipe for Defects and Imperfections -- Acceptability of the pipe in all diameters and classes pro duced in accordance with 6.1 or 6.2 shall be determined by the results of such material tests as are required in 5.1, 5.2. and 5.4 by crushing tests on concrete cores or cured concrete cylinders; by absorption tests on selected samples from the wall of the pipe; and by inspection of the finished pipe includ ing amount and placement of reinforcement to determine its conformance with the ac cepted design and its freedom from defects. 4.1.3 The purchaser may select and have applied the basis of acceptance in either 4.1.1 or 4.1.2. 4.2 Age for Acceptance -- Pipe shall be con sidered ready for acceptance when it conforms to the requirements as indicated by the speci fied tests. 5. Materials 5.1 Cement -- Portland cement shall con form to the requirements of Specification C 150 or shall be portland blast-furnace slag cement or portland-pozzolan cement con forming to the requirements of Specification C 595. 5.2 Aggregates-Aggregates shall conform to Specification C 33 except that the require ment for gradation shall not apply. 5.3 Admixtures and Blends -- Admixtures and blends may be used with the approval of the purchaser. 5.4 Steel Reinforcement -- Reinforcement shall consist of wire conforming to Specifica tion A 82 or Specification A 496 or of wire fabric conforming to Specification A 185 or Specification A 497 or of bars of Grade 40 steel conforming to Specification A 615. 6. Design 6.1 Design Tables-The diameter, wall thickness, compressive strength of the con crete. and the amount of the circumferential reinforcement shall be as prescribed for Classes I to V in Tables 1 to 5. except as provided in 6.2. 6.1.1 Footnotes to the tables herein are intended to be amplifications of tabulated requirements and are to be considered appli cable and binding as if they were contained in the body of the specification. 6.2 Modified and Special Designs: 6.2.1 If permitted by the purchaser the manufacturer may request approval by the purchaser of modified designs that differ from the designs in 6.1; or special designs for sizes and loads beyond those shown in Tables 1 to 5, 6.1, or special designs for pipe sizes that do not have steel reinforcement areas shown in Tables I to 5 of 6.1. 6.2.2 Such modified or special designs shall be based on rational or empirical evaluations of the ultimate strength and cracking behavior of the pipe and shall fully describe to the purchaser any deviations from the require ments of 6.1. The descriptions of modified or special designs shall include the wall thick ness, the concrete strength, and the area, type, placement, number of layers, and strength of the steel reinforcement. 6.2.3 The manufacturer shall submit to the purchaser proof of the adequacy of the pro posed modified or special design. Such proof may comprise the submission of properly cer tified three-edge-bearing tests already made, which are found by the purchaser to be ade quate or. if such three-edge-bearing tests are not available or acceptable, the manufacturer may be required to perform proof tests on sizes and classes selected by the purchaser to demonstrate to the correctness and adequacy of the proposed design. 6.2.4 Such pipe must meet all of the test 2 CTD029829 and performance requirements specified by the purchaser in accordance with Section 4. 6.3 Placement of Reinforcement: x 6.3.1 Where one line of circular reinforce- ,ent is used, it shall be placed from 35 to 50 % of the wall thickness from the inner surface of the pipe except that for wall thick nesses less than 2'h in. or 63 mm, the protec tive cover of the concrete over the circumfer ential reinforcement in the wall of the pipe shall be 3/< in. or 19 mm. In circular pipe having two lines of circular reinforcement, each line shall be so placed that the protective covering of concrete over the circumferential reinforcement in the wall of the pipe shall be 1 in. or 25 mm. In circular pipe having elliptical reinforcement with wall thicknesses 2'h in. or 63 mm or over, the reinforcement in the wall of the pipe shall be so placed that the protective covering of concrete over the circumferential reinforcement along the ver tical diameter of the pipe shall be 1 in. or 25 mm from the inside surface of the pipe, and the protective covering of the concrete over the circumferential reinforcement along the horizontal diameter of the pipe shall be 1 in. or 25 mm from the outside surface of the pipe. In all pipe 36 in. or 900 mm or more in diameter, the bell or the spigot of the joint shall contain circumferential reinforcement. For double-cage pipe, reinforcement shall be at least equal in area to that of the outside cage or line for bells or the inside cage or line (^)>r spigots. For single-cage pipe, reinforce- ment shall be at least equal in area to that of the cage for either the bell or the spigot. The location of the reinforcement shall be subject, however, to the permissible variations in di mensions given in 10.5. 6.3.2 A line of circumferential reinforce ment for any given total area may be com posed of two layers for pipe with wall thick nesses of less than 7 in. or 180 mm or three layers for pipe with wall thicknesses of 7 in. or 180 mm or greater. The layers shall not be separated by more than the thickness of one longitudinal plus '/ in. or 6 mm. The multiple layers shall be fastened together to form a single rigid cage. All other specification re quirements such as laps, welds, and tolerances of placement in the wall of the pipe, etc., shall apply to this method of fabricating a line of reinforcement. 6.4 Longitudinals -- Each line of circumfer ential reinforcement shall be assembled into a cage that shall contain sufficient longitudinal bars or members, extending through the wall of the pipe, to maintain the reinforcement rigidly in shape and in correct position within the form. The exposure of the ends of longi tudinals, stirrups, or spacers that have been used to position the cages during the place ment of the concrete shall not be a cause for rejection. , 6.5 Laps, Welds, and Spacing -- If the splices are not welded, the reinforcement shall be lapped not less than 20 diameters for deformed bars and deformed cold-worked wire, and 40 diameters for plain bars and cold-drawn wire. In addition, where lapped cages of welded-wire fabric are used without welding, the lap shall contain a longitudinal wire. When splices are welded and are not lapped to the minimum requirements above, pull tests of representative specimens shall develop at least 50 % of the minimum speci fied strength of the steel, and there shall be a minimum lap of 2 in. or 50 mm. For buttwelded splices in bars or wire, permitted only with helically wound cages, pull tests of rep resentative specimens shall develop at least 75 % of the minimum specified strength of the steel. The spacing center to center of adjacent rings of circumferential reinforce ment in a cage shall not exceed 4 in. or 100 mm for pipe up to and including pipe having a 4-in. or 100-mm wall thickness nor exceed the wall thickness for larger pipe, and shall in no case exceed 6 in. or 150 mm. The conti nuity of the circumferential reinforcing steel shall not be destroyed during the manufacture of the pipe. 7. Joints 7.1 The joints shall be of such design and the ends of the concrete pipe sections so formed that when the sections are laid to gether they will make a continuous line of pipe with a smooth interior free from appre ciable irregularities in the flow line, all com patible with the permissible variations given in Section 10. 8. Manufacture 8.1 Mixture -- The aggregates shall be sized, graded, proportioned, and thoroughly mixed 3 CTD029830 # c 76 in a batch mixer with such proportions of cement and water as will produce a homoge neous concrete mixture of such quality that the pipe will conform to the test and design requirements of this specification. In no case, however, shall the proportion of portland cement in the mixture be less than 564 lb/yd3 or 330 kg/ma of concrete. 8.2 Curing -- Pipe shall be subjected to any one of the methods of curing described in 8.2.1 to 8.2.4 or to any other method or combination of methods approved by the pur chaser. that will give satisfactory results. The pipe shall be cured for a sufficient length of time so that the concrete will develop the -pecified compressive strength at 28 days or less. 8.2.1 Steam Curing-Pipe may be placed in a curing chamber, free of outside drafts, and cured in a moist atmosphere maintained by the injection of steam for such time and such temperature as may be needed to enable the pipe to meet the strength requirements. The curing chamber shall be so constructed as to allow full circulation of steam around the entire pipe. 8.2.2 Water Curing --Concrete pipe may be water-cured by covering with water satu rated material or by a system of perforated pipes, mechanical sprinklers, porous hose, or by any other approved method that will keep the pipe moist during the specified curing period. 8.2.3 The manufacturer may. at his option, combine the methods described in 8.2.1 to 8.2.4 provided the required concrete com pressive strength is attained. 8.2.4 A sealing membrane conforming to the requirements of Specification C 309 may be applied and should be left intact until the required strength requirements are met. The concrete at the time of application shall be within 10F or 6C of the atmospheric temper ature. All surfaces shall be kept moist prior to the application of the compounds and shall be damp when the compound is applied. 8.3 Lift Holes - When agreed upon by the purchaser, lift eyes or holes may be provided in each pipe for the purpose of handling. 9. Physical Requirements 9.1 Test Specimens -- The specified number of pipe required for the tests shall be fur nished without charge by the manufacturer and shall be selected at random by the pur chaser, and shall be pipe that would not otherwise be rejected under this specification. The selection shall be made at the point or points designated by the purchaser when plac-J ing the order. 9.2 Number and Type of Test Required for Various Delivery Schedules: 9.2.1 Preliminary Tests for Extended Deliv ery Schedules --A purchaser of pipe, whose needs require shipments at intervals over ex tended periods of time, shall be entitled to such tests, preliminary to delivery of pipe, as are required by the type of basis of acceptance specified by the purchaser in Section 4. of not more than three sections of pipe covering each size in which he is interested. 9.2.2 Additional Tests for Extended Deliv ery Schedules - After the preliminary tests described in 9.2.1, a purchaser shall be enti tled to additional tests in such numbers and at such times as he may deem necessary, provided that the total number of pipe tested (including preliminary tests) shall not exceed 1 % of the pipe delivered. 9.2.3 Tests for Occasional Orders --A pur chaser who places occasional orders shall be entitled to test a number of pipe not to exceed 2 % of an order, and not to exceed five pieces of any one size; otherwise the number of pipe desired for testing shall be included in the order. 9.3 External Load Crushing Strength Test Requirements: 9.3.1 The load to produce a 0.01-in or 0.3mm crack or the ultimate load, as determined by the three-edge-bearing method as de scribed in the Methods C 497 shall be not less than that prescribed in Tables 1 to 5 for each respective class of pipe. Pipe that have been tested only to the formation of a 0.01in. or 0.3-mm crack and that meet the 0.01in. or 0.3-mm test load requirements shall be accepted for use. Note 4 - As used in this specification, the 0.01 in. or 0.3-mm crack is a test criterion for pipe tested in three-edge bearing-test and is not intended as an indication of distress or failed pipe under installed conditions. 9.3.2 Retests of Pipe Not Meeting the Exter nal Load Crushing Strength Test Require ments -- Pipe shall be considered as meeting the strength test requirements when all test specimens conform to the test requirements. 4 CTD029831 C 76 Should any of the test specimens fail to meet the test requirements, the manufacturer shall he allowed a retest on two additional speci- iens for each specimen that failed, and the pipe shall be acceptable only when all of the retest specimens meet the strength require ments. 9.4 Concrete Test Requirements: 9.4.1 Compression Tests-- Compression tests for satisfying the design concrete strength may be made on either standard rodded concrete cylinders or cylinders com pacted and cured in like manner as the pipe, or on cores drilled from the wall of the pipe. If cylinders are tested, they shall be tested in accordance with Method C 39. The average compressive strength of all cylinders tested shall be equal to or greater than the design strength. Not more than 10 % of the cylinders tested shall fall below the design strength. In no case shall any cylinder tested fall below 80 % of the design strength. If cores are cut from the wall of the pipe and tested they shall be cut and tested in accordance with the requirements of Methods C 497. The com pressive strength of each core tested shall be equal to or greater than the design strength of the concrete. If a core does not meet the required strength, another core from the same pipe may be tested. If this core does not meet the required strength, that pipe shall be re jected. Additional tests shall be made on ther pipe to determine the acceptability of Cne lot. When the cores cut from a section of pipe successfully meet the strength test re quirement, the core holes shall be plugged and sealed by the manufacturer in a manner such that the pipe section will meet all of the test requirements of this specification. Pipe sections, so sealed shall be considered as satisfactory for use. 9.4.2 Absorption Test Requirements of Concrete-- The absorption of a sample from the wall of the pipe, as determined in accord ance with Methods C 497, shall not exceed 9 % of the dry mass for Method A or 8.5 % for Method B. Each Method A sample shall have a minimum mass of 0.1 kg, shall be free of visible cracks, and shall represent the full wall thickness of the pipe. When the initial absorption sample from a pipe fails to con form to this specification, the absorption test shall be made on another sample from the same pipe and the results of the retest shall be substituted for the original test results. 9.4.3 Retests of Pipe Not Meeting the Con crete Test Requirements -- When not more than 20 % of the concrete test specimens fail to pass the requirements of the specification, the manufacturer may cull his stock and may eliminate whatever quantity of pipe he desires and must so mark those pipe that they will not be shipped. The required tests shall be made on the balance of the order and the pipe shall be accepted if they conform to the test requirements. 9.5 Test Equipment -- Every manufacturer furnishing pipe under this specification shall furnish all facilities and personnel necessary to carry out the tests described in Methods C 497. 10. Permissible Variations 10.1 Internal Diameter -The internal di ameter of 12 to 24-in. pipe shall vary not more than 1.5% from the design diameter. The internal diameter of 27-in. and larger pipe shall not vary from the design diameter by more than 1 % of the design diameter or J/s in., whichever is greater. Permissible variations utilizing SI units are as prescribed in Table 6A. 10.2 Wall Thickness --The wall thickness shall not be less than that shown in the design by more than 5 % or 3/it, in. or 5 mm which ever is the greater. A wall thickness more than that required in the design shall not be a cause for rejection. Pipe having localized var iations in wall thickness exceeding those spec ified above shall be accepted if the threeedge-bearing strength and minimum steel cover requirements are met. 10.3 Length of Two Opposite Sides -- Vari ations in laying lengths (see L in Fig. 1 of Methods C 497) of two opposite sides of pipe shall not be more than '/> in ./ft or 10 mm/m of diameter, with a maximum of 5/s in. or 16 mm in any length of pipe, except where beveled end pipe for laying on curves is specified by the purchaser. 10.4 Length of Pipe-- The underrun in length of a section of pipe shall not be more than '/s in./ft or 10 mm/m with a maximum of'/: in. or 13 mm in any length of pipe. 10.5 Position or Area of Reinforcement: 10.5.1 Position--The maximum variation 5 C 76 in (he position of the reinforcement shall be 10 % of the wall thickness or V2 in. or 13 mm. whichever is greater. Pipe having variations in the position of the reinforcement exceeding those specified above shall be ac cepted if the three-edge-bearing strength re quirements obtained on a representative spec imen are met. In no case, however, shall the cover over the circumferential reinforcement be less than 'h in. or 13 mm as measured to the internal wall surface or the external wall surface. The preceding minimum cover limi tation does not apply to mating surfaces of the joint. 10.5.2 Area of Reinforcement - Reinforce ment will be considered as meeting the design requirements if the area, computed on the basis of nominal area of the wire or bars used, equals or exceeds the requirements of 6.1 or 6.2. Actual area of the reinforcing used may vary from the nominal area accord ing to permissible variations of the standard specifications for the reinforcing. When inner cage and outer cage reinforcing is used, the inner cage design area may vary to the lower limit of 85 % of the elliptical design area and the outer cage design area may vary to the lower limit of 64 % of the elliptical design area provided that the total design area of the inner cage plus the outer cage shall not vary beyond the lower limit of 153 % of the elliptical design area. 11. Workmanship and Finish 11.1 Pipe shall be substantially free of fractures and surface roughness. The ends of the pipe shall be normal to the wails and center line of the pipe, within the limits of variations given in 10.3 and 10.4. 12. Repairs 12.1 Pipe may be repaired, if necessary, because of occasional imperfections in manu facture or accidental injury during handling and will be acceptable if. in the opinion of the purchaser, the repairs are sound and properly finished and cured and the repaired pipe conforms to the requirements of this " specification. 13. Inspection 13.1 The quality of materials, the process of manufacture, and the finished pipe shall be subject to inspection and approval by ar. ^ inspector employed by the purchaser. 14. Rejection 14.1 Pipe shall be subject to rejection on account of failure to conform to any of the specification requirements. Individual sec tions of pipe may be rejected because of any of the following: 14.1.1 Fractures or cracks passing through the wall, except for a single end crack that does not exceed the depth of the joint. 14.1.2 Defects that indicate imperfect pro portioning, mixing, and molding. 14.1.3 Surface defects indicating honey combed or open texture. 14.1.4 Damaged or cracked ends where such damage would prevent making a satisfac tory joint. 14.1.5 Any continuous crack having a sur face width of 0.01 in. or 0.3 mm or more and extending for a length of 12 in. or 300 mm or more, regardless of position in the wall of the pipe. 15. Marking 15.1 The following information shall be clearly marked on each section of pipe: ^ 15.1.1 The pipe class and specification des- ` ignation. 15.1.2 The date of manufacture. 15.1.3 The name or trademark of the man ufacturer. and 15.1.4 Identification of plant. 15.2 One end of each section of pipe with elliptical or quadrant reinforcement shall be clearly marked during the process of manufac turing or immediately thereafter, on the inside and the outside of opposite walls along the minor axis of the elliptical reinforcing or along the vertical axis for quadrant reinforcing. 15.3 Markings shall be indented on the pipe section or painted thereon with water proof paint. CTD029833 C 76 TABLE 1 Design Requirements for Cba 1 Reinforced Concrete Pipe (VS. CutoMury Uoiti^ Note-See Section 4 for basis of acceptance specified by the purchaser. The strength test requirements in pounds-force per linear foot of pipe under the three-edge-bearing method shall be ^her the D-ioad (test load expressed in pounds-force per linear foot per foot of diameter) to produce a 0.01-in. crack, vr the O-loads to produce the 0.01-in. crack and the ultimate load as specified below, multiplied by the internal diameter of the pipe in feet. D-load to produce a 0.01-in. crack D-load to produce the ultimate load 800 1200 Reinforcement. in .Vlinear ft of pipe wall Wail A Wall B Internal Designated Diameter. in. Wail Thickness. in. Concrete Strength, 4000 psi Circular Reinforce ment* Inner Outer Cage Cage Elliptical Reinforcement^ 60 5 0.25 0.19 66 5'/, 0.30 0.22 72 6 0.35 0.26 78 6 V, 0.40 0.30 84 7 0.45 0.34 90 7'/, 0.49 0.36 96 8 0.54 0.40 0.28 0.33 0.39 0.44 0.50 0.54 0.60 Concrete Strength, 4000 psi Wall Thickness, in. Circular Reinforce ment* Inner Outer Cage Cage 6 0.21 0.16 6Vj 0.25 0.19 7 0.29 0.22 7V, 0.32 0.24 8 0.37 0.28 8'/i 0.41 0.31 9 0.46 0.35 Elliptical Reinforcement47 0.23 0.28 0.32 0.36 0.41 0.46 0.51 Concrete Strength, 5000 psi 102 8'/i 0.63 0.48 Inner Circular 0.15 97* 0.54 0.41 Inner Circular 0.13 Plus Elliptical 0.48 Plus Elliptical 0.41 108 9 0.68 0.51 Inner Circular 0.17 10 0.61 0.46 Inner Circular 0.15 Plus Elliptical 0.51 Plus Elliptical 0.46 114 4 120 1 A i 126 4 A 132 4 138 4 A 144 4 A 9} 4 For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM ^ 6SS. Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 96 in. in diameter shall have two circular cages or an inner circular plus one eUipitcal cage. * As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus the elliptical cage shall not be less than (hat specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. I. c Elliptical and quadrant steel must be held in place by means of holding rods, chain, or other positive means throughout the entire casting operation. CTO029834 tSlh c 76 TABLE 1A Deilp RiqikeMili for Qmi I RdafoicH Coimte Pipe (SI Uiitt)4 Note -See Section 4 for basts of acceptance specified by purchaser. Tbe strength test requirements in newtons per linear metre of pipe under the three-edge-bearing method shall be either the O-load (test load expressed in newtons per linear metre per millimetre of diameter) to produce the 0.3-mny ^ crack, or the D-loads to produce tbe 0.3-mm crack and the ultimate load as specified below, multiplied by the internal<f diameter of the pipe in millimetres. O-load to produce a 0,3-mm crack D-load to produce the ultimate load 40.0 60.0 Reinforcement, cmVUnear m of pipe wall Wall A Wail B Internal Concrete Strength, 27.6 MPa Designated Diameter, Circular mm Wall Thickness, Reinforce ment* mm Inner Outer Elliptical Reinforcement^ Cage Cage 1500 1650 1800 1950 2100 2250 2400 125 5.3 4.0 138 6.4 4.7 150 7.4 5.5 163 8.5 6.4 175 9.5 7.2 188 10.4 7.6 200 11.4 8.5 5.9 7.0 8.3 9.3 10.6 11.4 12.7 Concrete Strength, 27.6 MPa Wall Thickness, mm Circular Reinforce ment* Inner Outer Cage Cage 150 4.4 3.4 163 5.3 4.0 175 6.1 4.7 188 6.8 5.1 200 7.8 5.9 213 8.7 6.6 225 9.7 7.4 Elliptical Reinforcementc 4.9 5.9 6.8 7.6 8.7 9.7 10.8 Concrete Strength, 34.5 MPa 2550 213 13.3 10.2 Inner Circular 3.2 Plus Elliptical 10.2 238 11.4 8.7 Inner Circular 2.8 Plus Elliptical 8.7 2700 225 2850 3000 3150 3300 3450 3600 t * A 4 14 4 10.8 Inner Circular Plus Elliptical 3.6 10.8 250 12.9 9.7 Inoer Circular 3.2 Plus Elliptical 9.7 A A A For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM. C 655. Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 2400 mm in diameter shall have two circular cages or an inner circular plus one elliptical cage. * As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus tbe elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. 1. c Elliptical and quadrant steel must be held in place by means of bolding rods, chain, or other positive means throughout the entire casting operation. 8 CTD029835 45ft* C 76 TABLE 2 Dcrip Requremeats for Clan II Rdiforced Concrete Pipe (L'^S. Castonury Coital Note --See Section 4 for basis of acceptance specified by the purchaser. The strength test requirements in pounds-force per linear foot of pipe under the three-edge-bearing method shall be either the D-load (test load expressed in pounds-force per linear foot per foot of diameter) to produce a 0.01-in. crack. "S the >-loads to produce the 0.01-in. crack and the ultimate load as specified below, multiplied by the internal diameter A the pipe in feet. D-load to produce a 0.01-in. crack D-load to produce the ultimate load 1000 1500 Reinforcement, in.'/linear ft of pipe wall Wall A Wall B Wall C Internal Designated Diameter, in. Wall Thick ness. in. Concrete Strength, 4000 psi Concrete Strength. 4000 psi Concrete Strength. 4000 psi Jt M - s 1-- =u Circular Rein force ment Elliptical Reinforcement0 Inner Outer Cage Cage Circular Rein force ment Elliptical Reinforcement0 Inner Outer Cage Cage A J-S !: a 1* Circular Rein force ment Inner Outer Cage Cage Elliptical Reinforcemerit0 12 vu 0.07* 15 r/ 0.07* 18 2 0.07* 21 2*U 0.12 24 2 Vi 0.13 27 2*/. 0.15 30 2V, 0.15 33 2V 0.16 36 3 0.14 0.10 42 3'/i 0.16 0.12 48 4 0.21 0.16 54 4 Va 0.25 0.19 60 5 0.30 0.22 66 5'/i 0.35 0.26 72 6 0.41 0.30 78 6 Vi C.46 0.35 84 7 0.51 0.39 90 7 Vi 0.57 0 43 96 8 0.62 0.47 0.07* 0.10 0.11 0.13 0.14 0.15 0.15 0.18 0.23 0.28 0.33 0.39 0.45 0.51 0.57 0.63 0.69 2 0.07* 2/4 0.07* 2'/i 0.07* 2>/< 0.07* 3 0.07* 3 V, 0.13 3Vi 0.14 3V. 0.15 4 0.12 0.09 4 Vi 0.15 0.12 5 0.18 0.14 5'/i 0.22 0.16 6 0.25 0.19 6'/i 0.31 0.23 7 0.35 0.26 7 Vi 0.40 0.30 8 0.46 0.34 8/l 0.51 0.38 9 0.57 0.43 0.07* 0.07* 0.07* 0.11 0.12 0.13 0.13 0.17 0.20 0.24 0.28 0.34 0.39 0.44 0.51 0.57 0 63 4j/4 0.07 0.07 5 V. 0.10 0.08 5/4 0.14 0.11 6V4 0.17 0.13 6j/4 0.22 0.17 7 V. 0.25 0.19 7J/ 0.30 0.23 8'/4 0.35 0.26 8J/4 0.41 0.31 9'/* 0.48 0 36 9J/4 0.55 0.41 0.08 0.11 0.15 0.19 0.24 0.28 0.33 0.39 0 46 0.53 0.61 Concrete Strength, 5000 psi 102 8Vi 0.76 0.57 Inner 0.19 9Vi 0.68 0.51 Inner 0.17 i0'/4 0.62 0.47 Inner 0.15 Circular Circular Circular Plus El- 0.57 Plus El- 0.51 Plus El- 0.47 liptical liptical liptical 108 9 114 120 126 A 132 A 138 * 144 A 0.85 0.64 Inner Circular Plus Elliptical 0.21 0.64 10 4 4 4 * A A 0.76 0.57 Inner 0.19 Circular Plus El- 0.57 liptical 10J/4 4 4 4 4 4 4 0.70 0.53 Inner Circular Plus Elliptical 0.17 0.53 See next page fo footnotes. 9 CTD029836 # C 76 Table 2--continued * For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM C 655. Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 96 in. in diameter shall have two circular cages or an inner circular plus one elliptical cage. 8 For these classes and sizes, the minimum practical steel reinforcement is specified. The actual ultimate strength greater than the minimum strength specified for nonreinforced pipe of equivalent diameters in Specification C 14. / c As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus the elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. 1. " Elliptical and quadrant steel must be held in place by means of holding rods, chairs, or other positive means throughout the entire casting operation. ) \ ) ) 10 CTD029837 # C 76 TABLE 2A Dcfagu Requirements for Class D Reinforced Concrete Pipe (SI Unto)* Non - See Section 4 for basis of acceptance specified by purchaser. The strength test requirements in newtons per linear metre of pipe under the three-edge-bearing method shall be either the D-load (test-load expressed in newtons per linear metre per millimetre of diameter) to produce the 0.3-mm ^crack, or the D-loads to produce the 0.3-mm crack and the ultimate load as specified below, multiplied by the internal Uameter of the pipe m millimetres. D-load to produce a 0.3-mm crack D-load to produce the ultimate load 50.0 75.0 Reinforcement, cmVUnear m of pipe wail Wall A Wall B WallC j Wall Thicki ness, mm Wall Thick ness, mm 3E , %5 3 C3 55 Concrete Strength, 27 6 MPa Circular Reinforce ment*' Inner Outer Cage Cage Elliptical Reinforce- mem Concrete Strength, 27.6 MPa *5 ' r-- s2 3V J= Circular Reinforce ment*' Inner Outer Cage Cage Elliptical Reinforce- ment Concrete Strength, 27.6 MPa Circular Reinforce- mentf Inner Outer Cage Cage Elliptical Reinforce- ment0 300 375 450 525 600 675 750 825 900 1050 L 200 1350 1500 1650 1800 1950 2100 2250 2400 44 1.5* 47 1.5* 50 1.5* 57 2.5 63 2.8 66 3.2 69 3.2 72 3.4 75 3.0 88 3.4 100 4 5 113 5.3 125 6.4 138 7.4 150 8.7 163 9.7 175 10.8 188 12.1 200 13.1 2.1 2.5 3.4 4.0 4.7 5.5 6.4 7.4 8.3 9.1 10.0 1.5* 2.1 2.3 2.8 3.0 3.2 3.2 3.8 4,9 6.0 7.0 8.3 9.5 10.8 12.1 13.3 14.6 50 1.5* 57 1.5* 63 1.5* 69 1.5* 75 1.5* 82 2.8 88 3.0 94 3.2 100 2.5 113 3.2 125 3.8 138 4.7 150 5.3 163 6.6 175 7.4 188 8.5 200 9.7 213 10.8 225 12.1 1.9 2.5 3.0 3.4 4.0 4.9 5.5 6.4 7.2 8.0 9.1 1.5* 1.5* 1.5* 2.3 2.5 2.8 2.8 3.6 4.2 5.1 5.9 7.2 8.3 9.3 10.8 12.1 13.3 119 1.5 132 2.1 144 3.0 157 3.6 169 4.7 182 5.3 194 6.4 207 7.4 219 8.7 232 10.2 244 11.6 1.5 1.7 2.3 2.8 3.6 4.0 4.9 5.5 6.6 7.6 8.7 1.7 2.3 3.2 4.0 5.1 5.9 7.0 8.3 9.7 11.2 12.9 Concrete Strength, 34.5 MPa 2550 213 16,1 \ 12.1 Inner 4.0 238 14.4 Circular Plus El- 12.1 Optical 10.8 Inner Circular Plus ElOptical 3.6 10.8 257 13.1 10.0 Inner Circular Plus ElUpticai 3.2 10.0 2700 225 18.0 2850 3000 3150 3300 3450 3600 4 * A A 13.6 Inner 6.6 250 16.1 Circular Plus El- 13.6 Optical A A 12.1 Inner 4.0 269 14.8 Circular Plus El- 12.1 Optical A A * A 4 A 11.2 Inner Circular Plus ElOptical 3.6 11.2 * For modified or special designs see 6.2 or with the permission of the purchaser utilize die provisions of ASTM C 655. Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 2400 mm in diameter shall have two circular cages or an inner circular plus one elliptical cage. For these classes and sizes, the minimum practical steel reinforcement is specified. The actual ultimate strength is greater than the minimum strength specified for nonreinforccd pipe of equivalent diameters in Specification C 14. c As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus the elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. I. Elliptical and quadrant steel must be held in place by means of bolding rods, chain, or other positive means throughout the entire casting operation. 11 CTD029838 # C 76 TABLE 3 Dcflp Reqiireacatt for Clan III Reinforced Concrete Pipe (Ci. Castomary Units)4 Note-- See Section 4 for the basis of acceptance specified by the purchaser. The strength test requirements in pounds-force per linear fool of pipe under the three-edge-beanng method shall be either the D-load (test load expressed in pounds-force per linear foot per foot of diameter) to produce a 0.01-in. crack, or the D-toads to produce the 0.01-in. crack and the ultimate load as specified below, multiplied by the internal diameter/ of the pipe in feet. D-load to produce a 0.01-in. crack D-load to produce the ultimate load 1350 2000 Reinforcement. in .`/linear ft of pipe wall Wall A Wall B Wall C Internal Designated Diameter, in Wall Thick nesses, in. Wall Thick nesses, in. Concrete Strength. 4000 psi Concrete Strength. 4000 psi Concrete Strength. 4000 psi Circular Rein force ment0 Elliptical Reinforcement0 Inner Outer Cage Cage Circular Rein force ment0 Inner Outer Cage Cage .j.s Elliptical Reinforcement" i -- <u C i Circular Rein force ment0 Elliptical Reinforcement0 Inner Outer Cage Cage 12 P/4 0.07* 15 r/. 0.07* 18 2 0.07* 21 2`/4 0.14 24 2'/! 0.17 27 2Vi 0.18 30 2>/< 0.19 33 2'/. 0.21 36 3 0.21 0.16 42 3'/! 0.25 0.19 48 4 0.32 0.24 54 4V: 0.38 0.28 60 5 0.44 0.33 66 57z 0.50 0.37 72 6 0.57 0.43 0.07* 0.11 0.14 0.16 0.18 0.20 0.23 0.28 0.35 0.42 0.49 0.55 0.63 2 0.07* 2'/4 0.07' 2'/a 0.07* 2>1. 0.07* 3 0.07* 374 0.16 3 Vi 0.18 3V 0.20 4 0.17 0.13 47i 0.21 0.16 5 0.24 0.18 5'/i 0.29 0.22 6 0.34 0.26 67* 0.41 0.31 7 0.49 0.37 0.07* 0.07* 0.07* 0.14 0.15 0.17 0.19 0.23 0.27 0.32 0.38 0.46 0.54 VI. 0.07 4 0.08 474 0.10 47z 0.12 4 V. 0.08 574 0.12 vu 0.16 6 V. 0.21 6>/. 0.25 774 0.31 774 0.36 0.07 0.09 0.12 0.16 0.19 0.23 0.27 0.09 0.13 0.18 0.23 0.28 0.34 0.40 Concrete Strength. 5000 psi 78 6 7i 0.64 0.48 84 7 0.72 0.54 0.71 0.80 7'/2 0.57 0.43 8 0.64 0.48 0.63 0.71 874 0.42 0 32 87* 0.50 0.38 0.47 0.56 Concrete Strength. 5000 psi Concrete Strength. 5000 psi 90 7*/z 0.81 0.61 0.90 8`U 0.69 0.52 0.77 97* 0.59 0.45 0.66 96 8 0.93 0.70 1.03 9 0.76 0.57 0.84 9'/ 0.70 0.53 Inner 0.17 Circular Plus El- 0.53 liptical 102 8 'I, 1.03 0.77 Inner 0.26 9Vi 0.90 0.68 Inner 0.22 1074 0.83 0.62 Inner 0.21 Circular Circular Circular Plus El- 0.77 Plus El- 0.68 Plus El- 0.62 lipticaJ liptical liptical 108 9 114 120 126 " 132 138 144 A * A 4 4 4 1.22 0.91 Inner 0.31 Circular Plus El- 0.91 liptical 10 A A A A * A A See end of Table 3A for footnotes. 1.08 0.81 Inner 0.27 1074 Circular Plus Elliptical 0.81 A 1 A A A * 0.99 0.74 Inner Circular Plus Elliptical 0.25 0.74 12 # c 76 TABLE 3A Design Reqnkeaenb for CUm III Reinforced Concrete Pipe (SI UnitsK* Note-See Section 4 for basis of acceptance specified by purchaser. The strength test requirements in newtons per linear metre of pipe under the three-edge-bearing method shall be either '*he D-load (test load expressed in newtons per linear metre per millimetre of diameter) to produce the 0.3-mm crack, or ie D-loads to produce the 0.3-mm crack and the ultimate load as specified below, multiplied by the internal diameter of the pipe in millimetres. D*load to produce a 0.3-mm crack D-load to produce the ultimate load 65.0 ) 00.0 Reinforcement, anVlinear m of pipe wall Internal Desig Diameter, n Wall A o II Concrete Strength, 27.6 MPa muid ge 2e H- ji Circular Reinforce ment0 Inner Outer Cage Cage Elliptical Reinforce ment* 300 44 1.5* 375 47 1.5* 450 50 1.5* 525 57 3.0 600 63 3.6 675 66 3.8 750 69 4.0 825 72 4.4 900 75 4.4 1050 88 5.3 1200 100 6.8 1350 113 8.0 1500 125 9.3 1650 138 10.6 1800 150 12.1 3.4 4.0 5.1 5.9 7.0 7.8 9.1 1.5* 2.3 3.0 3.4 3.8 4.2 4.7. 5.9 7.4 8.9 10.4 11.6 13.3 Wall B Concrete Strength. 27.6 MPa J<tj - iSe. = CO 8o Circular Reinforce ment0 Inner Outer Cage Cage 50 1.5* 57 1.5* 63 1.5* 69 1.5* 75 1.5* 82 3.4 88 3.8 94 3.2 100 3.6 113 4.4 125 5.1 138 6.1 150 7.2 163 9.1 175 10.4 2.3 2.8 3.4 3.8 4.7 5.5 6.6 7.8 Ellipitcal Reinforce ment0 1.5* 1.5* 1.5C 3.0 3.2 3.6 4.0 4.9 5.7 6.8 8.0 9.7 11.4 Wall C Concrete strength, 27.6 MPa Circular Jorf ge Reinforce ment0 ss 8 Is Inner Cage Outer Cage Elliptical Reinforce ment0 94 1.5 100 1.7 107 2.1 113 2.5 119 1.7 132 2.5 144 3.4 157 4.4 169 5.3 182 6.6 194 7.6 1.5 1.9 2.5 3.4 4.0 4.9 5.7 1.9 2.8 3.8 4.9 5.9 7.2 8.5 Concrete Strength. 34.5 MPa 1950 163 13.5 2100 175 15.2 9.2 11.4 15.0 16.9 188 12.1 200 13.5 9.1 10.2 13 3 15.0 207 8.9 219 10.6 6.8 8.0 99 11 9 Concrete Strength. 34.5 MPa Concrete Strength, 34.5 MPa . 2250 188 17.1 12.9 19.1 213 14.6 11.0 17.3 232 12.5 9.5 14.0 2400 200 19.7 14.8 21.8 225 16.1 12.1 17.8 244 14.8 11.2 Inner 3.6 Circular Plus El- 11.2 Iiptical 2550 213 21.8 16.3 Inner 5.5 238 19.1 Circular Plus El- 16.3 iiptical 14.4 Inner Circutar Plus ElIiptical 4.7 257 14.4 17.6 13.1 Inner 4.5 Circular Pius El- 13.1 Iiptical 2700 225 25.8 2850 3000 3150 3300 3450 3600 4 4 4 4 4 4 19.3 Inner Circular Plus ElIiptical 6.6 250 19.3 4 4 4 4 4 4 22.9 4 See next page for footnotes. 17.1 Inner 5.7 269 Circular Plus El- 17.1 Iiptical 21.0 15.7 Inner Circular Plus ElIiptical 5.3 15.7 4 ill 1 13 CTD029840 # C 76 Footnotes for Tables 3 and 3A: 4 For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM C 655. Str~t areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 96 in or 2400 tnmjin diameter shall have two circular cages or an inner circular plus one ellipitcal cage. * For these classes and sizes, the minimum practical steel reinforcement is specified. The actual ultimate strength is' greater than the minimum strength specified for nonreinforced pipe of equivalent diameters in Specification C 14. As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: c An inner circular cage plus an elliptical cage such that the area of (he elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus the elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. I. " Elliptical and quadrant steel must be held in place by means of holding rods, chairs, or other positive means throughout the entire casting operation. ) 14 CTD029841 # C 76 TABLE 4 Desifa Rm)^rbm(i for Om$ IV Retafotccd Concrete npc (lli. CMoMiy Uiib^ Not?--See Section 4 for the basts of acceptance specified by the purchaser. The strength test requirements in pounds-force per linear foot of pipe under the three-edge-bearing method shall be ^either the D-load (test load expressed in pounds-force per linear foot per foot of diameter) to produce a 0.01-in. crack, r the D-loads to produce the 0.01-in. crack and the ultimate load as specified below, multiplied by the internal diameter of the pipe in feet. D-load to produce a 0.01-in. crack D-load to produce the ultimate load 2000 3000 Reinforcement. in.Tlinear ft of pipe wall Wall A Wall B Wall C Internal Concrete Strength. 5000 psi Concrete Strength. 4000 psi Concrete Strength. 4000 psi Desig nated Di Circular Rein ameter, in. Wall Thick- force ment- Elliptical Wall Reinforce- Thick- ness.in. Inner Outer menf ness.in. Circular Circular Rein Reinforce ment* Elliptical Wall Reinforce- Thick- Inner Outer men^ ness, in. force Elliptical ment* Rein- force- Inner Outer mentf Cage Cage Cage Cage Cage Cage 12 P/* 0.15 15 I'/. 0.16 18 2 0.17 21 VU 0.23 24 vh 0.29 27 2s/. 0.33 30 2*U 0.38 33 .4 36 4 42 4 48 4 54 * 0.15 0.21 0.27 0.31 0.35 2 0.07 VU 0.10 2'/j 0.14 2J/4 0 20 3 0.27 3'/. 0.31 3 Vr 0.35 3s/. 0.27 0.20 4 0.30 0.22 4/a 0.35 0.26 5 0.42 0.32 5'fi 0.50 0.37 0.11 0.17 0.23 0.25 0.28 0.30 0.33 0.39 0.47 0.55 3J/4 0.07 0-07 0.08 4 0.08 0.07 0.09 4`/4 0.09 0.07 0.10 4*/2 0.11 0.08 0.12 4}/4 0.14 0.10 0.15 5'/4 0.20 0.15 0.22 5s/. 0.26 0.20 0.29 6'/4 0.34 0.26 0.38 60 < 60 4 Concrete Strength, 5000 psi 6 0.59 0.45 6'h 0 69 0.52 0.66 0.77 6 s/. 0.41 0.31 0.46 VU 0.51 0.39 0.57 72 1 78 4 84 4 90 4 96 102 4 108 4 114 4 120 4 126 4 132 4 138 4 144 4 7 0.79 0.60 0.88 4 4 K 1 4 4 4 4 4 4 4 4 Concrete Strength. 5000 psi 7J/4 0.61 0.46 0.68 8'/4 0.71 0.53 0.79 8s/. 0.85 0.63 0.94 4 4 * 4 4 4 ' For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM C 6S5. Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 96 in. in diameter shall have two circular cages or an inner circular plus one elliptical cage. * As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and die total area of the inner circular cage plus the elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats tn accordance with Fig. 1. For Wall C, in sizes 24 to 33 in., a single circular cage with an area not less than the sum of the specified inner and outer circular reinforcement areas. c Elliptical and quadrant steel must be held in place by means of holding rods, chairs, or other positive means throughout the entire casting operation. 15 CTD029842 ASH' C 76 TABLE 4A Desig* Rc^rfreaeili for Oam W Refoldreed Concrete Pipe (SI Units)4 Non-Sec Section 4 for basis of acceptance specified by purchaser. The strength test requirements in newtons per linear metre of pipe under the three-edge-bearing method shall be either the D-load (test load expressed in newtons per linear metre per millimetre of diameter) to produce the 0.3-mr crack or the D-loads to produce the 0.3-mm crack and the ultimate load as specified below, multiplied by the interna, diameter of the pipe in millimetres. D-load to produce a 0.3-mm crack 100.0 D-load to produce the ultimate load 150.0 Reinforcement, cmVUnear m of pipe wall Wall A Wall B Wall C Internal Desie- Concrete Strength. 34.5 MPa Concrete Strength. 27 6 MPa Concrete Strength. 27.6 MPa nated Di ameter, mm Circular Rein Circular Rein Circular Rein Wail Thickness, mm force ment* Inner Outer Elliptical Wall Reinforce Thick- ment ness, mm force ment* Inner Outer Elliptical Wall Reinforce- Thick- ment less, mm force Elliptical ment* Rein force- Inner Outer ment Cage Cage Cage Cage Cage Cage 300 375 450 525 600 675 750 825 900 1050 1200 1350 44 3.2 47 3 4 50 3.6 57 4.9 63 6.1 66 7.0 69 8.0 4 4 4 * 50 1.5 57 2.1 3.2 63 3.0 4.4 69 4.2 2.3 3.6 5.7 75 5.7 4.9 94 1.5 1.5 1.7 6.6 82 6.6 5.3 100 1.7 1.5 1.9 7.4 88 7.4 5.9 107 1.9 1.5 2.1 94 5.7 4.2 6.3 113 2.3 1.7 2.5 100 6.3 4.7 7.0 119 3.0 2.1 3.2 113 7 4 5.5 8 3 132 4.2 3.2 4.7 125 8.9 6.8 9.9 144 5.5 4.2 6.1 138 10.6 7.8 11.6 157 7.2 5.5 8.0 1500 1650 < 4 Concrete Strength. 34.5 MPa 150 12.5 9.5 163 14.6 11.0 14.0 16.3 169 8.7 6.6 9.7 182 10.8 8.3 12.0 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 4 ( 1 4 4 4 175 16.7 12.7 18 6 1 4 4 4 4 4 4\ 4 4 1 Concrete Strength. 34.5 MPa 194 12.9 9.7 14 4 207 15.0 11.2 16.7 219 18 0 13.3 19.9 3 4 4 4 * For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM C 655. Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 2400 mm in diameter shall have two circular cages or an inner circular plus one elliptical cage. * As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus the elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. 1. For Wall C, in sizes 600 to 825 mm, a single circular cage with an area not less than the sum of the specified inner and outer circular reinforcement areas. r EUipitical and quadrant steel must be held in place by means of holding rods, chairs, or other positive means throughout the entire casting operation. 16 CTD029843 # C 76 TABLE 5 Design Requirements for CIm V Rehrforced Concrete Pipe (l)i. Customary Units)4 Note-See Section 4 for the basis of acceptance specified by the purchaser. The strength test requirements ip pounds-force per linear foot of pipe under the three-edge-bea :ng method shall be either the D-load (test load expressed in pounds-force per linear foot per foot of diameter) to produce a 0 Ol-in. crack, the D-loads to produce the 0 Ol-in. crack and the ultimate load as specified below, multiplied by the internal diameter . the pipe m feet. D-load to produce a 0.01-in. crack D-load to produce the ultimate load 3000 3750 Reinforcement. in.VUnear ft of pipe wall Wall A Wall B Wall C Internal Desig nated 'Di ameter in 18 21 24 27 30 33 36 42 48 54 60 66 72 *8 84 *0 ^6 102 108 I 14 120 126 132 138 144 Concrete Strength. 6000 psi Concrete Strength. 6000 psi Wall Thick ness. m iCircular Reit | force meat* Inner Outer Cage Cage Elliptical Wall Reinforce-j Thick- men6 ness.in 2 j*.: 3 3 3*': 3J' 4 4'/; 5 i ICircular Rem- 1 forceJ mem'* j Elliptical ! Reinforce 1 Inner Outer 1 menb I Cage Cage 1 ! 0 10 . ! 0.14 1 0.19 j 0.16 ; o 24 : 0 2i ! 0 30 1 0 24 0.38 0 28 0.42 0 41 0 31 | 0 46 0.46 0.35 0.51 : 0.50 0.38 i ! 0.60 0 45 i 0.56 0 67 0.73 0 55 0.81 ` * ! ! ' Concrete Strength. 6000 psi Wall Thickness, in. Circular Rein ! Elliptical force ment* j Rem- Inner Outer | men^ Cage Cage i 1 l - I 1 .. 0 12 0 09 i 0.13 4 0.14 0.11 0.16 4'/4 0 18 0 14 0.20 4Vi 0.23 0.17 i 0.25 4>/. 0.27 0.20 0.30 5'/. 0.36 0.27 , 0.40 5>9 0 47 0 35 0 52 61/, 0 58 0.43 , 0.64 6>/ 0.70 0.53 | 0.78 7'/4 0 84 0.63 0 93 Vu o y9 0.74 ; 1.10 \ 1 For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM C 655 Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 96 in. in diameter shall have two circular cages or an inner circular plus one elliptical cage. *' A* an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus the elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. 1. r Elliptical and quadrant steel must be held in place by means of holding rods, chairs, or other positive means throughout the entire casting operation. 17 ctoowm4 C 76 TABLE 5A Design Requirements for Clou V Reinforced Concrete Pipe (SI Units}4 Note --See Section 4 for basis of acceptance specified by purchaser. The strength test requirements in newtons per linear metre of pipe under the three-edge-beanng method shall be either the D-load (test load expressed in newtons per linear metre per millimetre of diameter) to produce the 0.35-mm crack, or the D-loads to produce the 0.35-mm crack and the ultimate load as specified below, multiplied by the intern? diameter of the pipe in millimetres D-load to produce a 0.3-mm crack D-load to produce the ultimate load 140.0 175.0 Reinforcement. cml/linear m of pipe wall Wall A Wall B WallC Internal Concrete Strength. 41.4 MPa Concrete Strength. 4 4 MPa Concrete Strength. 41.4 MPa Destg- nated Di Circular Rein Circular Rein Circular Rein ameter, mm Wall Thickness, mm force ment Inner Outer Elliptical Wall Reinforce Thick- ment ness, mm force ment* Inner Outer Elliptical Wall Reinforce Thick- ment ness, mm force ment* Inner Outer Elliptical Rein force ment Cage Cage Cage Cage Cage Cage 300 375 450 525 600 675 750 825 900 1050 < < 4 4 4 4 4 4 4 50 2.1 57 3.0 63 4.0 69 5.1 75 6.4 82 8.0 5 9 88 8.7 6.6 94 9.7 7.4 100 10.6 8.0 113 12.7 9.5 3.4 4.4 51 89 9.7 10.8 11.9 14.2 94 2.5 1.9 2.8 100 3.0 2.3 3.4 107 3.8 3.0 4.2 113 4.9 3.6 5.3 119 5.7 4.2 6.3 132 7.6 5.7 8.5 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 i ! ! . , ! 1 i j ' * 1 * * 1 1 * 1 ` 1 1 . .i . | ... ; 1 ., :1 ' .j . i. i | .. - ; .. 1i . 1 ... 1 : .. 1 ... f l 125 15.5 11.6 4 4 4 4 17.1 144 9.9 7.4 11.0 157 12.3 9.1 13.5 169 14.8 11.2 16.5 182 17.8 13.3 19.7 194 21.0 15 7 23 3 < i 4 <4 I4 44 ' For modified or special designs see 6.2 or with the permission of the purchaser utilize the provisions of ASTM c 655. Steel areas may be interpolated between those shown for variations in diameter, loading, or wall thickness. Pipe over 2400 mm in diameter shall have two circular cages or an inner circular plus one elliptical cage. * As an alternative to designs requiring both inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners: An inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage in the table and the total area of the inner circular cage plus the elliptical cage shall not be less than that specified for the inner cage in the table, or An inner and outer cage plus quadrant mats in accordance with Fig. I. ' Elliptical and quadrant steel must be held in place by means of holding rods, chairs, or other positive means throughout the entire casting operation. C 76 TABLE 6A Permissible Variation ia Intern*! Diameter <SI Units) Designated Di ameter of Pipe mm Permissible Variation. Internal Di ameter of Pipe Minimum, mm Maximum, mm 300 375 450 5 25 600 675 750 825 900 1050 1200 , 1350 1500 1650 1800 1950 2100 :250 2400 2550 2700 2850 3000 3150 3300 J4>0 3600 300 375 450 525 600 675 750 825 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 310 390 465 545 620 695 775 850 925 1080 1230 1385 1540 1695 1850 2000 2155 2310 2465 2620 2770 2925 3080 3235 3390 3540 3695 0u4rni 2 Note I--The total reinforcement ares (Asi) of the inner cage plus the quadrant mat in Quadrants 1 and 2 shall not be less than that specified for the inner cage in Tables l to 5 or 1A to 5A Note 2 - The total reinforcement area (Aso) of the outer cage plus the quadrant mat in Quadrants 3 and 4 shall not be less than that specified for the outer cage in Tables 1 to 5 or 1A to 5A. Note 3-The reinforcement area (A'st) of the inner cage in Quadrants 3 and 4 shall be not less than 25 % of that specified for the inner cage in Tables l to 5 or 1A to 5A. Note 4-The reinforcement area (A'so) of the outer cage in Quadrants 1 and 2 shall be not less than 25 % of that specified for the outer cage m Tables 1 to 5 or 1A to 5A. FIG. 1 Qudnil Reinforcement. The American Society for Testing and Materials takes no position respecting the validity ofany patent rights asserted in connection * uh any item mentioned in this standard. Users of this standard are expressly advised that determination rihe validity of any such patent rights, and the risk of infringement of such rights. is entirely their own responsibility. 19 1ICAN NATIONAL) ANSI/ASTM C 14 - 77 S STANDAflDBBP AMERICAN SOCIETY FOR TESTING AND MATERIALS 1916 Race St.. Philadelphia. Pa. 19103 Reprinted from the Annual Book of ASTM Standards, Copyright ASTM If not listed in the current combined index, will appear in the next edition. Standard Specification for CONCRETE SEWER, STORM DRAIN, CULVERT PIPE1 This Standard is issued under the fixed designation C 14; the number immediately following the designation indicates the year of original adoption or. in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. 1. Scope 1.1 This specification covers nonreinforced concrete pipe intended to be used for the conveyance of sewage, industrial wastes, storm water, and for the construction of cul verts. Noth 1 --The values stated in either U.S. cus tomary units or SI (metric) units are to be regarded separately as standard. The values stated in each system are not exact equivalents, therefore, each system must be used independent of the other. Combining values from the two systems may result in nonconformance with the specification. Note 2-This specification is a manufacturing and purchase specification only and does not in clude requirements for bedding, backfill, or (he relationship between earth coverload and the strength classification of pipe. However, experience has shown that the successful performance of this product depends upon the proper selection of the class of pipe, type of bedding and backfill, con trolled manufacture in the plant, and care in the field construction work. The purchaser of the con crete pipe specified herein is cautioned that he ust properly correlate the field requirements with e class of pipe specified and provide for or require adequate inspection in the manufacturing plant and at the construction site. 2. Applicable Documents 2.1 ASTM Standards: C 33 Specification for Concrete Aggre gates2 C 150 Specification for Portland Cement2 C 309 Specification for Liquid Membrane- Forming Compounds for Curing Con crete2 C 443 Specification for Joints for Circular Concrete Sewer and Culvert Pipe. Using Rubber Gaskets3 C 497 Testing Concrete Pipe, Sections, or Tile3 C 595 Specification for Blended Hydraulic Cements2 C 822 Definitions of Terms Relating to Concrete Pipe and Related Products3 3. Classification 3.1 Pipe manufactured according to this specification shall be of three classes identi fied as "Class 1 Nonreinforced Concrete Pipe," "Class 2 Nonreinforced Concrete Pipe," and "Class 3 Nonreinforced Concrete Pipe." The corresponding strength require ments are prescribed in Tables 1 and 1 A. 4. Basis of Acceptance 4.1 The acceptability of the pipe shall be determined by the results of the test pre scribed in this section, when required, and by inspection to determine whether the pipe con forms to this specification as to design and freedom from defects. 4.2 Acceptance as to Strength Properties Pipe shall be acceptable under the strength tests when they have met the requirements as prescribed in 9.3. 4.3 Acceptance as to Absorption Properites -- Pipe shall be acceptable under the ab sorption test when they have met the require ments as prescribed in 9.4. 4.4 Acceptance as to Permeability Proper ties -- Pipe shall be acceptable under the permeability test when they have met the requirements as prescribed in 9.5. Note 3 --Prior to purchase the purchaser may specify the hydrostatic test prescribed in 9.6 instead of the permeability test. 4.5 Acceptance as to Hydrostatic Proper- ' This specification is under the jurisdiction of ASTM Committee C-13 on Concrete Pipe and is the direct respon sibility of Subcommittee 03.01 on Nonreinforced Sewer Pipe. Current edition approved Dec. 30, 1977. Published February 1978. Originally published C 14 - 17. Last previous edition C 14-75. 1 Annual Book of ASTM Standards, Part 14. * Annual Book ofASTM Standards, Part 16. I CTD029847 C 14 ties -- Pipe shall be acceptable under the hy drostatic test when they have met the require ments as prescribed in 9.6. 5. Materials 5.1 Cement -- Portland cement shall con form to the requirements of Specification C 150 or shall be portland blast-ftirnace slag cement or portland-pozzolan cement con forming to the requirements of Specification C 595. 5.2 Aggregates - Aggregates shall conform to Specification C 33, except that the require ment for graduation shall not apply. 5.3 Admixtures and Blends -- Admixtures and blends may be used with the approval of the purchaser. 6. Design 6.1 Design Tables -- Design requirements shall be in accordance with Tables 1 and 1A. Wall thickness used may be more than but not less than the value shown, except as affected by the tolerance herein specified and by the provision for modified design. 6.2 Modified or Special Design -- Manufac turers may submit to the purchaser for ap proval, prior to manufacture, wall thickness other than those shown in Tables 1 and 1A. Such pipe shall meet all of the test and performance requirements specified by the purchaser in accordance with Section 9. 7. Joints 7.1 The joints shall be of such design and the ends of the concrete pipe sections so formed that when the sections are laid to gether they will make a continuous line of pipe with a smooth interior free of appreciable irregularities in the flow line, all compatible with the permissible variations given in Sec tion 10. 8. Manufacture 8.1 Mixture -- The aggregates shall be sized, graded, proportioned, and thoroughly mixed in a batch mixer with such proportions of cement and water as will produce a homo geneous concrete mixture of such quality that the pipe will conform to the test and design requirements of this specification. In no case, however, shall a proportion of portland ce ment in the mixture be less than 564 lb/yd3 or 330 kg/m3 of concrete. 8.2 Curing -- Pipe shall be subjected to am' one of the methods of curing described I 8.2.1 through 8.2.4 or to any other method or combination of methods approved by the purchaser that will give satisfactory results. The pipe shall be cured for a sufficient length of time so that the concrete will develop the specified strength requirement at 28 days or less. 8.2.1 Steam Curing -- Pipe may be placed in a curing chamber, free from outside drafts, and cured in a moist atmosphere maintained by the injection of steam for such time and such temperature as may be needed to enable the pipe to meet the strength requirements. The curing chamber shall be so constructed as to allow full circulation of steam around the entire pipe. 8.2.2 Water Curing --Concrete pipe may be water-cured by covering with water-satu rated material or by a system of perforated pipes, mechanical sprinklers, porous hose, or by any other approved method that will keep the pipe moist during the specified curing period. 8.2.3 The manufacturer may, at his option, combine the methods described in 8.2.1 and 8.2.2 provided the specified strength is at tained. 8.2.4 Membrane Curing --A sealing mem brane conforming to the requirements Specification C 309 may be applied and It intact until the specified strength require ments are met. The concrete at the time of application shall be within 10F or 6C of the atmospheric temperature. All surfaces shall be kept moist prior to the application of the compounds and shall be damp when the com pound is applied. 8.3 Specials: 8.3.1 General Requirements-- Special shapes or fittings such as wyes, tees, bends, and adapters for use with concrete pipe conform ing to this specification shall conform to the applicable requirements for concrete pipe of corresponding class and internal diameter. Joints shall be compatible with those used in adjoining concrete pipes. 8.3.2 Fabricated Branches -- Fabricated branches for wyes and tees shall be securely attached to the wall of the pipe in such a CTD029848 C 14 manner as not to restrict or otherwise inter fere with the flow characteristics of the pipe. Physical Requirements 9.1 Test Specimen-- The pipe to be tested shall be selected by the purchaser or his representative, and shall be pipe that would not otherwise be rejected under this specifi cation. The selection shall be made at the point or points designated by the purchaser when placing the order. The test pipe shall first be freed from all visible moisture. When dry, each pipe shall be measured and in spected. The results of these observations shall be recorded. 9.2 Number and Type of Test Specimens Required-- The manufacturer or seller shall furnish pipe for crushing and absorption tests, up to 0.5% of the number of pipe of each size included in the order, except that in no case shall less than two pipe be furnished. For the permeability test, 2 % of the number of pipe of each size included in the order, but in no case less than two pipe shall be fur nished. For the hydrostatic test, 0.5% of the number of pipe of each size included in the order, but in no case less than two pipe shall be furnished. 9.3 External Load Crushing Test Require ments--The crushing strength of nonreinforced concrete pipe shall conform to the requirements prescribed in Tables 1 and 1 A. tSpeihe individual results of the various tests for 'ach size of pipe and for each shipment and plant shall be tabulated separately so as to show the percentage that fails to conform to the requirements of each test. The crushing strength shall ordinarily be applied to not less than 75 % of the pipe received for purpose of test. All tests shall be made in accordance with Method C 497. Pipe shall be acceptable under the strength test requirements when all test pipe conform to the test requirements. Should any of the preliminary test pipe pro vided in 9.2 fail to meet the test requirements, then the manufacturer will be allowed a retest on two additional pipe of each pipe that failed, and the pipe shall be acceptable only when all of these retest pipe meet the strength requirements. 9.4 Absorption Test -- When required by the purchaser, absorption shall be determined by either Method A or Method B in accord ance with Methods C 497 for the boiling absorption test and shall not exceed 9 % for Method A or 8.5 % for Method B. The individual results of the various tests for each size of pipe for each shipment and plant shall be tabulated separately so as to show the percentage that fails to conform to the re quirements of each test. All tests shall be made in accordance with Methods C497. The number of absorption test specimens shall be equal to the number of pipe provided for crushing strength testing. These test speci mens shall be obtained from pipe that are acceptable as to strength, and shall be taken from pipe used in making the strength test after the test is made. These specimens shall be marked with the number or identification mark of the pipe from which they were taken. Each Method A specimen shall have an area of 12 to 20 in.1 or 77 to 129 cm1, as measured on one surface of the pipe, and a thickness equal to the pipe wall, and shall be free of visible cracks. Pipes shall be acceptable under the absorption test when all test pipe conform to the test requirements. When not more than 20 % of the absorption test specimens fail to pass the requirements of this section, the manufacturer may cull his stock and may eliminate whatever quantity of pipe he desires and must so mark those pipe so that they will not be shipped. The required tests shall be made on the balance of the order and they shall be acceptable if they conform to the test requirements. 9.5 Permeability -- When subject to the permeability test as specified in Methods C 497 the outer pipe surface of not less than 80 % of the pipe tested shall show no moist or damp spots at the end of the test period due to water passing through the walls of the pipe. When more than 20 % of the test pipe fail to pass the requirements of this section, the manufacturer may cull his stock and may eliminate whatever quantity of pipe he desires and must so mark those pipe that they will not be shipped. The required tests shall be made on the balance of the order and they shall be accepted if they conform to the test requirements. If the second test fails the whole lot may be rejected. 9.6 Hydrostatic Tests -- If subjected to the internal hydrostatic pressures of 10 psi or 70 kPa for 10 min as described in Methods C 497 3 CTD029849 the pipe shall show no leakage. Moisture appearing on the surface of the pipe in the form of patches or beads adhering to the surface shall not be considered leakage. When not more than 20 % of the test pipe fail to pass the requirements of this section, the manufacturer may cull his stock and may eliminate whatever quantity of pipe he desires and must so mark those pipe that they will not be shipped. The required tests shall be made on the balance of the order and they shall be accepted if they conform to the test require ments. If the second test fails, the whole lot may be rejected. 9.7 At the time of initial inspection, under the permeability test, if the pipe shows moist or damp spots on the outer surface of the pipe, the test shall be continued for a period not to exceed 24 h at the option of the manufacturer or seller. If the pipe shows no moist or damp spots on the outer surface of the pipe at some tme during the extended period, it shall be considered to have passed the test. 9.8 At the time of initial inspection, under the hydrostatic test, if the pipe shows leakage, the test shall be continued for a period not to exceed 24 h at the option of the manufacturer or seller. If the pipe shows no leakage, at some time during the extended period, it shall be considered to have passed the test. 9.9 When the hydrostatic test is used for acceptance of the pipe joint as specified in Section 8 of Specification C 443 the same joint test runs may be used as the basis of acceptance for the pipe hydrostatic test al lowed under 4.5 and 9.6 of this specification. 9.10 Defective Pipe --Pipe that is observed to have cracks or other defects in form or dimensions in excess of the limits permitted in this specification, shall be discarded and replaced with additional pipe from the ship ment. 10. Dimensions and Permissible Variations 10.1 Sizes and Dimensions--Pipe shall be furnished of the sizes, internal diameters, and dimensions prescribed in Tables 1 and 1A. 10.2 Permissible Variations in Dimensions -- Permissible variations in dimensions shall be limited to the following: 10.2.1 Internal Diameter--The internal di ameter shall not be more or less than the designated diameter by more than 3/i in. for pipe designated as 12 in. and under in diame ter; by more than '/< in. for pipe designate-1^ as 15 or 18 in. in diameter; by more than 3/. in. for pipe designated as 21 in. in diameter; and by more than Vs in. for pipe designated as 24 in. and over in diameter. Permissible variations utilizing SI units are as prescribed in Table 2A. 10.2.2 Thickness of Wall--The wall thick ness shall be not less than the values shown in Table 1 or 1A or the manufacturer's desig nated thickness if greater than shown in Table 1 or 1A by more than '/i6 in. or 2 mm for pipe 10 in. or 250 mm or less in diameter; by more than '/* in. or 3 mm for pipe 12 to 24 in. or 300 to 600 mm in diameter; and by more than Vi6 in. or 5 mm for pipe more than 24 in. or 600 mm in diameter; or by more than 5 % of the tabulated or designated wall thickness, whichever is greater. Localized variations in wall thickness exceeding those specified above shall be accepted if the physi cal test requirements specified herein are met. 10.2.3 Length-- The length of any section of pipe shall vary not more than -lh in. or -13 mm from a specified or designated design length. 10.2.4 Length of Two Opposite Sides--The length of two opposite sides of any section of pipe shall vary not more than '/ in. or 6 mm or 2 % of the designated diameter, whichever is larger. 10.2.5 Straightness -- Pipe intended to bt straight shall not vary in alignment more than Vs in ./ft or 10 mm/m of length. 11. Workmanship and Finish 11.1 Pipe shall be substantially free of fractures and excessive interior surface rough ness. 11.2 The planes of the ends of the pipe shall be perpendicular to the longitudinal axis, subject to the limits of variation as shown in 10.2.4. 12. Repairs 12.1 Pipe may be repaired, if necessary, because of occasional imperfections in manu facture or injury during handling and will be acceptable if, in the opinion of the purchaser, the repairs are sound and properly finished 4 CTD029850 and cured and the repaired pipe conforms to the requirements of this specification. N 13. Inspection 13.1 The quality of all materials and the finished pipe shall be subject to inspection and approval by an inspector employed by the purchaser. Such inspection may be per formed at the point of manufacture or deliv ery. 14. Rejection 14.1 Pipe shall be subject to rejection on account of failure to conform to any of the specification requirements. Individual sec tions of pipe may be rejected because of any of the following: 14.1.1 Fractures or cracks passing through the wall or joints, except that a single crack not exceeding 2 in. or 50 mm in length at either end of a pipe or a single fracture or spall in the joints not exceeding 3 in. or 75 mm around the circumference of the pipe nor 2 in. or 50 mm in length into joint shall not be considered cause for rejection unless these defects exist in more than 5 % of the entire shipment or delivery. 14.1.2 Defects that indicate imperfect mix ing and molding. 14.1.3 Cracks sufficient to impair the strength, durability, or serviceability of the pipe. 15. Marking 15.1 The following information shall be clearly marked on each pipe: 15.1.1 The pipe class and specification des ignation. 15.1.2 The date of manufacture. 15.1.3 The name or trademark of the man ufacturer. and 15.1.4 Identification of the plant. 15.2 Marking shall be indented on the pipe section or painted thereon with waterproof paint. TABLE 1 FSyitat and DIwmIomI Reqtriwtal* for SmitManri Concrete Hft (Hi. Cnloany Uniuf Class 1 Class 2 Class 3 Internal Des ignated Di ameter. in. Minimum Thickness of Wail. in. Minimum Strength, Ibf/lin- earn. ThreeEdge Bearing Minimum Thickness of Wall, in. Minimum Strength. Ibf/lin- ear ft, ThreeEdge Bearing Minimum Thickness of Wall. in. Minimum Strength. Ibf/lin- ear ft, ThreeEdge Bearing 4 Vi 1500 6 Vi 1500 8 V* 1500 10 Vi 1600 12 1 1800 15 IV* 2000 18 l'/: 2200 21 IV. 2400 24 2V 2600 27 3V. 2800 JO Vh 3000 33 VI. 3150 36 4 3300 V. 2000 V* 2000 V. 2000 1 2000 IV. 2250 1V| 2600 2 3000 vu 3300 3 3600 4 3950 4V* 4300 4V, 4400 4V* 4500 V* 2400 V. 2400 l'/l 2400 tv. 2400 IV. 2600 IV. 2900 2 V* 3300 2V. 3850 3V. 4400 4 4600 4`/* 4750 4'/! 4875 4V* 5000 ' Subject to Tolerances in Section 10. 5 CTD029851 TABLE 1A Physical ind Dimensional Requirements for Noareioforced Concrete Pipe (SI Unto)4 internal Des ignated Di ameter. mm 100 150 200 250 300 375 450 525 600 675 750 825 900 Class 1 Minimum Thickness of Wall, mm 16 16 19 22 25 32 38 44 54 82 88 94 100 Minimum Strength, kN/lin- ear m, ThreeEdge Bearing 22.0 22.0 22.0 23.5 26.5 29.0 32.0 35.0 38.0 41.0 44.0 46.0 48.0 Class 2 Minimum Thickness of Wall, mm 19 19 22 25 35 41 50 57 75 100 107 113 119 Minimum Strength, kN/lin- ear m, ThreeEdge Bearing 29.0 29.0 29.0 29.0 33,0 38.0 44.0 48.0 52.5 57.5 63.0 64,0 65.5 Gass 3 Minimum Thickness of Wall, mm Minimum Strength. kN/linear m, ThreeEdge Bearing 19 35.0 22 35.0 29 35.0 32 35.0 44 38.0 47 42.0 57 48.0 69 56.0 94 64.0 LOO 67.0 107 69.5 113 71.0 119 73.0 4 Subject to Tolerance in Section 10. TABLE 2A PefnMMe Vulitioa la lateral Dimeter (SI Units) Designated Di ameter of Pipe, mm Permissible Variation, Internal Di ameter of Pipe Minimum, mm Maximum, mm 100 100 110 150 150 160 200 200 210 250 250 260 300 300 310 375 375 390 450 450 465 525 525 545 600 600 620 675 675 695 750 750 775 825 825 850 900 900 925 The American Society foe Testing and Materialr takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination ofthe validity ofany such patent rights, and the risk ofinfringement ofsuch rights, is entirely their qh'a responsibility. 6 CTD029852 {jjjjfy gg^^iisn. c 700 - 77 AMERICAN SOCIETY FOR TESTING AND MATERIALS 191B Rwi Si.. FhiMMphl*. F.. 1S10S RPf<nta Wo#* th* Annual Book o< ASTM SitnCMrds. CoOvr>9M ASTM II not littao <n tha current combined Inda*. w*M aooaar <n n>* nt edition Standard Specification for VITRIFIED CLAY PIPE, EXTRA STRENGTH, STANDARD STRENGTH, AND PERFORATED* This Standard is issued under the fixed designation C700; ihe number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision A number in parentheses indicates the year of last reapprovai. This specification has been approved for use by agencies of the Department of Defense and for listing in the DoD Index of Specifications and Standards. 1. Scope 1.1 This specification establishes the crite ria for acceptance of extra strength and stan dard strength vitrified clay pipe and fittings to be used for the conveyance of sewage, industrial wastes, and storm water; and extra strength perforated and standard strength perforated vitrified clay pipe to be used for underdrainage, filter fields, leaching fields, and similar subdrainage installations. Note 1 -- The values stated in U S. customary units are to be regarded as the standard. Note 2-Attention is called to ASTM Recom mended Practice C 12, for Installing Vitrified Clay Pipe Lines,' ASTM Specification C425. for Compression Joints for Vitrified Gay Pipe and "ittings,' and ASTM Tentative Recommended Practice C 828, for Low-Pressure Air Test of Vitri fied Gay Pipe Lines (4 to 12-in.).' 2. Definitions 2.1 Clay, fire clay, shale, and surface clay are as defined in ASTM Definitions C43, Terms Relating to Structural Clay Products.2 3. Materials and Manufacture 3.1 Vitrified clay pipe shall be manufac tured from fire clay, shale, surface clay, or a combination of these materials that, when formed into pipe and fired to suitable temper atures, yields a product that is strong, dura ble, serviceable, free of objectionable defects, and conforms to this specification. 4.1.2 The number of specimens to be tested shall not exceed 0.5 % of the number of pipe of each size furnished, except that no less than two specimens shall be tested. 4.1.3 If any of the test specimens fail to meet the requirements, the manufacturer will be allowed a retest on two additional speci mens for each one that failed. The pipe will be acceptable if all the specimens for retest meet the requirement. 4.1.4 If, subsequent to an initial pipe strength failure, the accuracy of the testing machine is questioned, at the request of the manufacturer, the machine may be recali brated and a retest made or a retest may be made upon a machine of known accuracy. 4.2 Absorption: 4.2.1 The absorption of vitrified clay pipe shall not exceed 8 percent. 4.2.2 If any of the test specimens fail to meet the absorption requirements, a retest will be allowed, and the pipe accepted as provided in 4.1.3. 4.3 Hydrostatic Pressure Test: 4.3.1 As an alternative to the absorption test, the manufacturer may, at his option, apply a hydrostatic pressure test to all of the pipes subject to test in each size and run of the pipe. 4.3.2 When the pipe is subjected to an* 1 4. Physical and Chemical Requirements 4.1 Crushing Strength: 4.1.1 Pipe shall meet the crushing strength requirements of Table 1. 1 This specification is under the jurisdiction of ASTM Committee C-4 on Vitrified Clay Pipe. Current edition approved Nov. 25. 1977. Published January 1978. Originally published as C700- 71 T. Last previous edition C 700 - 75 1 Annual Book of ASTM Standards, Part 16. 413 CTD029853 internal hydrostatic pressure of 10 psi (68.9 kPa) for the elapsed time shown in the follow ing table, there shall be no leakage on the exterior of the pipe. Moisture appearing on the surface of the pipe in the form of beads adhering to the surface shall not be considered leakage. However, moisture which starts to run on the pipe shall be construed as leakage regardless of quantity. Hydrostatic Pressure Test Times Thickness of Barrel. in. (mm) Tesi Time. min Up lo and including 1 (25) Over 1 (25) and including 1 '/* (38) Over 1 /i (38) and including 2(51) Over 2 (51) and including Vh (64) Over Vh (64) and including 3 (76) Over 3 (76) 7 9 12 15 18 21 4.3.3 If any of the test specimens fail to meet the hydrostatic requirements, a retest will be allowed, and the pipe accepted as provided in 4.1.3. 4.4 Acid Resistance: 4.4.1 This test is used to determine the resistance of pipe to the action of acids en countered in sanitary sewers. The test shall be performed only when specified. 4.4.2 The pipe of each size and shipment shall be acceptable if the acid-soluble matter, from specimens representing such pipe, does not exceed 0.25 %. Failure of any of the specimens to meet the test shall result in the rejection of all the pipe represented by the specimen tested. 5. Sizes and Dimensions 5.1 Sizes and dimensions of pipe are as described in Table 2 (U. S. customary units) and Table 2A (SI units). 5.2 The inside diameter shall not vary from a true circle by more than 3 % of its nominal diameter. 5.3 The average inside diameter shall be determined by taking any two 90-deg (1.6rad) opposing measurements and averaging the readings. 6. Straightness 6.1 Pipe shall not deviate from straight by more than '/k, in ./ft (5 mm/m) of length when the maximum offset is measured from the concave side of the pipe. 6.2 Measurement shall be taken by placing a straight X-edge on the concave side of the pipe s full length of the barrel, being sure not to include spigot joint material or socket, and measuring the maximum distance between the straightedge and concave side of the pip 7. Glaze 7.1 Unless otherwise specified, the manu facturer may supply either glazed or unglazed pipe. On glazed pipe, the glaze shall be a continuously uniform layer that is substan tially free of imperfections. Not more than 10 % of the inner surface of any pipe barrel may be free of glaze. There shall be no well defined crazing or hairline cracks. 7.2 Glazing is not required on the outer surface of the pipe at the spigot, for a longi tudinal distance equal to the depth of the socket. Glaze may be entirely absent from the inside of the socket. 7.3 When a ceramic glaze is used, it need only be applied to the inside of the pipe. 8. Blisters 8.1 Pipe of nominal sizes from 3 to 18 in., shall have no blister with a dimension ex ceeding 3 in. (76 mm), and no blister or pimple shall project more than '/ in. (3 mm) above the surface of the pipe. 8.2 Pipe of nominal sizes over 18 in., shall have no blister exceeding 2 in./ft (166 mm/ m) of internal diameter, and no blister or pimple shall project above the surface of the pipe more than '/i in./ft (10 mm/m) of int nal diameter. 8.3 Pipe Shall have no broken blisters. 9. Fractures and Cracks 9.1 There shall be no fractures or cracks passing through the barrel or socket, except that a single crack at the spigot end of the pipe not exceeding 75 % of the depth of the socket, or a single fracture in the socket not exceeding 3 in. (76 mm) around the circum ference nor 2 in. (50 mm) lengthwise may be permitted. 9.2 Chips or fractures on the interior of the pipe shall not exceed 2 in. (50 mm) in length, 1 in. (25 mm) in width, and a depth of one fourth of the thickness of the barrel. 10. Finish of Ends 10.1 The ends of pipe shall be square with their longitudinal axes, within the tolerances 414 C7D029854 C 700 provided in Table 2. 10.2 The inner surface of the socket and he outer surface of the spigot shall be scored ith triangular or semicircular-shaped circum ferential indentations about '/a in. (3 mm) in depth. The minimum number of scorings shall be as follows: Size of Pipe, in. (mm) 3 to 6 (75 lo 150) 8 and 10 (200 and 250) 12 lo 36 (300 lo 900) Number of Scorings, mm 1 2 3 10.3 Scoring may be eliminated when it is conducive to the proper application of the joint to be used. 11. Perforations 11.1 Perforations shall be circular and cleanly cut, '/ in. (6 mm) in diameter, ar ranged approximately 3 in. (76 mm) center to center in rows parallel to the longitudinal axis of the pipe. Rows shall be arranged in two equal groups on each side of the vertical center line of the pipe. The lowermost rows of perforations shail be separated by an arc of 90 deg (1.6 rad) measured across the bottom of the pipe. The uppermost rows of perforations shall be separated by an arc of 200 deg (3.5 rad), measured across the top of the pipe. Spacing of rows between these limits shall be uniform. The total number of rows of perforations is shown in Table 3. 11.2 The spigot end of bell-and-spigot per forated pipe shall not be perforated for a distance equal to the depth of the socket. 12. Fittings 12.1 Fittings shall correspond in all re spects with the dimensions specified for pipe of the corresponding size. Dimensional toler ances of fittings shall be the same as for straight pipe. All fittings shall conform to the requirements for pipe described in Sections 8 through 10. 12.2 Slants shall have their spigot ends cut at an angle of approximately 60 deg (1.0 rad) or 45 deg (0.8 rad) with the longitudinal axis. 12.3 Curves shall have arcs of approxi mately 90 deg (1.6 rad), 45 deg (0.8 rad), 30 deg (0.5 rad), or 22.5 deg 0.4 rad) as re quired. 12.4 Fittings shall be made to such lengths as will accommodate the jointing system pro vided. Tee and wye fittings shall be furnished with spurs of the size specified, securely and completely fastened to the barrel of the fitting in the process of manufacture. The spurs of tee fittings shall have their axes perpendicular to the longitudinal axis of the fitting. The spur of the wye fittings shall have their axes at angles of approximately 60 deg (1.0 rad), or 45 deg (0.8 rad) to the longitudinal axis of the fitting, measured from the socket or bell end of the fitting. The barrel of each spur shall be of sufficient length to permit making a proper joint. 12.5 Channel pipe and channel fittings shall be approximate half sections of the cor responding size of straight pipe and fittings. 13. Test Methods 13.1 Perform tests in accordance with Methods C 301. 14. Inspection 14.1 All pipe shall be subject to inspection by a competent inspector employed by the purchaser. Inspection may be made at the factory or promptly at the point of delivery. All pipe accepted may be plainly marked by the inspector. Rejected pipe shall not be defaced, but shall be replaced by the manu facturer or seller without additional cost, with pipe that meets the requirements of this spec ification . 15. Marking 15.1 Each length of pipe shall bear the initials or name of the manufacturer, and the location of the plant. The words "Extra Strength" or the symbol "ES" shall be in cluded, when applicable, to identify the class of pipe. The markings shall be indented on the exterior of the pipe, and shall be plainly legible for identification. 415 CTD029855 # c 700 TABLE 1 MiniCnubia* Sdeagtb (3-Edge Beariag Streafthi Nominal Size, in Extra Strength Vitrified Clay Pipe tbf/hnear kN/Vinear ft m 3 2000 4 2000 29 2 292 6 2000 292 % 2200 32.1 10 2400 35.0 12 2600 37.9 t5 2900 42 3 18 3300 48.2 21 3850 56.2 24 4400 64.2 27 4700 68.6 30 5000 73.0 33 5500 80.3 36 6000 87.6 39 6600 96.3 42 7000 102.2 Standard Strength Vitrified Clay Pipe Ibf/linear ft kN/1inear m 1200 1200 MOO 1600 1800 2000 2200 2400 2600 2800 3300 3600 4000 17.5 17 5 20.4 23.4 26.3 29.2 32.1 350 37 9 40.9 48.2 52.5 58.4 Perforated Vitrified Clay Pipe Extra Strength Standard Strength Ibf/linear kN/lincar ft m Ibf/linear kN/linear ft m 1250 1600 1600 1600 1800 2200 2640 3100 3520 18.2 23.4 23.4 23.4 26.3 32.1 38.5 45.2 51.4 1000 1000 1000 1100 1200 1400 1700 2000 2400 14.6 14 6 14.6 16.1 17 5 20.4 24.8 29.2 35.0 TABLE 2 Dlaeaatou ef Vitrified Gay Pipe (U. S. CoMoaary lleto) Nominal Size, in/1 Laying Length Limit of Minus Variation, in./ft Difference in Length of Two Opposite Sides max, in. 3 V< 4 V* 6 v4 8 v4 10 '/* 12 '/ 15 `/d 18 v. 21 Vd 24 H 27 34 30 34 33 34 36 H 39 H 42 34 X. VS 34 '4. '4. 'Al 4 v> X. 5i, 34 34 34 "4. Vt 54 4 Specifier* should be await that all pipe rizea are not univenally available. Limit of Minus Variations in Average Inside Diameter, in. X. X. V4 Vi. '4. X. "4. 'X. 'X. I>4. IX. IX. 1'4. 134. 134. 416 CTD029856 (fill5 c 700 TABLE 2A Dimeoaioas of Vitrified Clay Pipe | SI Laits) Nominal Size, mm.4 Laying Length Limit of Minus Variation, mm/m Difference in Length of Two Opposite Sides max. mm 75 100 150 200 250 300 325 450 525 600 675 750 825 900 975 1050 20 20 20 20 20 20 20 20 20 30 30 30 30 30 30 30 8 8 9 11 11 II 13 13 14 14 16 16 16 17 19 23 ' Specifier! ihould be aware (hat all pipe - zea are not univeraaUy available. Limit of Minus Variations in Average Inside Diameter, mm 4 4 4 5 6 7 9 11 13 15 17 19 21 22 22 22 TABLE 3 Prrferabee Special far Perforated Vitrified Clay Pipe Nominal Size. in. Rows of Perfora tions 44 64 84 10 6 12 6 15 6 18 8 21 8 24 8 Perforations per Row 2 ft (0.61 ml 3 ft (0.91 ml 4ft (1.22 m) 5 ft <1.52 ml 7 9 11 13 7 9 11 13 7 9 11 13 7 9 11 13 7 9 II 1) 10 14 17 10 14 17 10 14 17 10 14 17 TV Amerleon Society foe rating and Material! taka no petition rapeeting the validity of any patent righti aliened In connection with any Item mentioned In thii ttandari. Utert of tklt standard are expetuly advtied tnet determination of the validity of any nek patent rlgku. and Ike risk of infringement of nek rtgku, It entirely their own raponslblllty. 417 CTD029857 Designation: C 296 - 76 AMERICAN SOCIETY FOR TESTING AND MATERIALS 1916 Race St.. Philadelphia, P*. 19103 Reprinted from the Annual Book of ASTM Standards, Copyright ASTM If not listed in the current combined index, will appear in the next edition. Standard Specification for ASBESTOS-CEMENT PRESSURE PIPE*1 i his Sundard is issued under the fued designation C 2%. the number immediate!) following the designation indicates the year of original adoption or. in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. This specification Has been approved for use by agencies of the Department of Defense and for fisting in the DoD Index of Specifications and Standards. 1. Scope 1.1 This specification covers asbestoscement pressure pipe Tor use in supply lines and distribution systems that carry water under pressure. The specification also covers asbe stos-cement pressure pipe for use in sewer force mains which carry sewage under pres sure. 2. Applicable Docameats 2.1 ASTM Standards: C 500 Testing Asbestos-Cement Pipe* D 1869' Specification for Rubber Rings for Asbestos-Cement Pipe.* 3. Gasification ^3.1 Asbestos-cement pipe furnished under s specification shall be manufactured in the pressure class designations of Classes 100, 150. and 200. The pressure class designations shall mean that the pipe is intended for water service at operating pressures corresponding to the class designation under the conditions of in stallation and operation encountered in many water distribution systems. Note I --The purchaser should determine for him self the proper class of pipe to be used under the installation and operating conditions that will exist on the project on which the pipe is to be used. For this purpose, reference can be made to AWWA H2, Standard Practice for the Selection of AsbestosCement Water Pipe. Note 2--To assist the purchaser in choosing the type of pipe most suitable for his use, guidelines for the definition of aggressiveness of water and of soil environments for selection of the proper type of asbestos-cement pipe are covered in Section 19 to 25 of MethodsC 500. 4. Definitions 4.1 pipe--asbestos-cement pressure pipe as defined in Sections I, 3. and 5. 4.2 coupling--a section for joining asbes tos-cement pipe that, when properly installed with the proper accessories, develops a joint equivalent in strength and serviceability to the pipe sections. 4.3 purchaser--the actual purchaser of the pipe or his authorized agents acting within the scope of the duties entrusted to them. 4.4 lot--a lot as used herein for pipe 21 in. in diameter and smaller is defined as each 300 lengths of pipe or less, of identical class and size manufactured on each machine during a 24-h period. A lot as used herein for pipe larger than 21 in. in diameter is defined as each 300 lengths of pipe or less, of identical class and size manufactured on each machine dur ing a period of consecutive working days not exceeding 7 days. 5. Mannfactare 5.1 Asbestos-cement pressure pipe shall be 3.2 The types of pipe shall be known as Type I and Type II corresponding to the chemical requirements in Section 10 of this specification. `This specification is under the jurisdiction of ASTM Committee C-17 on Asbestos-Cement Products. Current edition approved May 28, 1976. Published July 1976. Originally published as C296 - 52. Last previous edition C 296 - 73b. 1 Annual Book of ASThf Standards, Part 16. 1 CTD029858 C 296 composed or an intimate mixture of portland cement or portland blast-furnace slag cement and asbestos fiber with or without silica; or it shall be composed of portlandpozzolan cement and asbestos fiber. The mix ture shall be free of organic additives. The ma terial shall be of laminar construction formed under pressure to a homogeneous structure and cured to meet the physical and chemical requirements of this specification. 6. Robber Rings 6.1 The rubber rings used to seal the joints of the asbestos-cement pipe shall conform to the requirements of the latest revision of Speci fication D 1869. 7. Hydrostatic Strength 7.1 Each standard, random or short length of pipe (Section 12) and each coupling sleeve, when manufactured from the same material as the pipe, shall be hydrostatically tested by the manufacturer prior to shipment and shall have sufficient strength to withstand the internal hydrostatic pressure prescribed in Table I, when tested in accordance with Section 5 of Methods C 500. 7.2 From each lot which has passed the routine hydrostatic proof test, one length shall be selected by the inspector. Each selected length shall be hydrostatically tested in accord ance with Section 5 of Method C 500 to a pressure of four times the rated working pres sure for the class of pipe, maintaining such pressure for not less than 5 s. The pipe shall not fail under this pressure. Each pipe so tested shall be retested in accordance with 7.1 of this specification. 1 Flexural Strength 8.1 Each length of pipe in sizes 4, 6, and 8 in. (102, 152, and 203 mm) shall have suffi cient flexural strength to withstand, without failure, the total load prescribed in Table 2, when tested in accordance with Section 8 of Methods C 500. 9. Crating Strength 9.1 When specifically requested by the pur chaser in his "order, crushing tests shall be conducted before shipment at the purchaser's expense. A one-foot length of pipe for each lot cut from an unmachined portion of the pipe shall have sufficient strength to resist the mini mum crushing load prescribed in Table when tested in accordance with Section 11.1.1 of Methods C 500. 10. Chemical Requirements 10.1 When uncombined calcium hydroxide tests are requested, one sample shall be taken from each lot of pipe and tested in accordance with Sections 14 through 18 of Methods C 500 Sample to be tested may be taken from one of the specimens selected for the crushing test. The amount of uncombined calcium hydroxide shall not exceed 1.0 % for Type II pipe. Note 3--There ire no chemical requirements for Type I pipe. 11. Sampling II. I All pipe and couplings tested under this specification shall be in a normal air-dried condition. 12. Sizes aad Dlamasioas 12.1 Couplings and coupling areas of pipe shall be machined or otherwise finished to such dimensions as will provide tight joints when assembled with proper accessories and put into service for which (he pipe is intended. 12.2 Pipe shall be manufactured with nomi nal inside diameters of 4. 6, 8, 10, 12, 14, 16, 18. 20. 24. 30. and 36 in. (102, 152, 203, 254..-'^ 304, 356, 406.457, 508, 610, 762, and 914 mm) w' in Classes 100, 150. and 200 as defined in Section 3. The average diameters of standard and random lengths may be less than the nominal by not more than 5.0 percent, when measured approximately 3 in. (76.2 mm) from the end. 12.3 The standard length shall be 13 ft I in. (3960 25 mm). Alternative lengths shall be 10 ft I in. (3050 25 mm) for 4 and 6-in. (102 and 203-mm) pipe and 16 ft I in. (4880 * 25 mra)for 14-in. (356-mm) and larger pipe. At least 85 percent of the total footage of pipe of any one class, type, and size, excluding short lengths, shall be furnished in standard lengths. The remaining 15 percent may be in random lengths of not less than 7 ft. (2.13 m). Short lengths, when specifically ordered, shall not exceed 6 ft. 9 in. (2.06 m). 2 CTD029859 C 296 13. Workmanship and Finish 13.1 Machined ends of the pipe that receive the coupling shall be Tree of dents and gouges at will affect the tightness of the joint. 13.2 Each pipe shall be free of bulges, dents, and tears in the inside surface that result in a variation in diameter of more than Vi in. (4.8 mm) from that obtained on adjacent unaffected portions of the surface. 13.3 Each length of pipe shall not vary in straightness by more than 0.03 in./ft (0.004 mm/m) of length when the variation is mea sured in accordance with Section 13 of Meth ods C 500. 14. Marking and Shipping 14.1 Each standard and random length of pipe shall be marked by the manufacturer with the trade name, nominal size, class, hydro static proof pressure, and date of manufacture. Each coupling sleeve, if made of the same material as the pipe, shall be marked by the manufacturer with the nominal size, class, and the letter "T" to indicate that it has been hydrostatically tested. 14.2 Pipe and couplings shall be prepared for commercial shipment so as to ensure acceptance by common or other carriers. 15. laspectioa and Rejection 1S.1 All material furnished under this speci'calion shall conform to the requirements -tated herein and shall be subjected to the factory inspection and tests prescribed in this specification. When requested by the purchaser in his order, the manufacturer shall notify the purchaser of the time that the inspection and testing will take place so that the purchaser may arrange for witnessing such tests and inspections at his own expense. Instead of such inspection, when requested, the manufacturer shall be prepared to certify that his product conforms to the requirements of this specifica tion. 13.2 Each pipe and coupling shall be in spected by the manufacturer, before shipment, for compliance with the standards for dimen sions, tolerances, and workmanship and finish (see also Section 11). 13.3 Failure of any specimen tested for crushing strength to withstand 75 percent of the load specified in Section 8 shall be cause for rejection of the lot from which the test specimen was taken. When any specimen tested for crushing strength withstands over 7S percent but under 100 percent of the load specified in Section 9, one specimen shall be cut from each of two additional pipes of the same lot. Failure of either of these additional specimens to meet the strength requirements of Section 9 shall be cause for rejection of the entire lot from which the original sample was taken. 13.4 If any pipe subjected to the hydrostatic test described in Section 3 of Methods C 300 fails to withstand the higher pressure specified in 7.2, two additional lengths of the same size and class shall be selected from the pipe manufactured during the same shift and shall be subjected to the higher hydrostatic test. The failure of one of these additional lengths to withstand the specified pressure shall be cause for rejection of the entire lot of that size and class manufactured during the same shift as the test lengths. 15.5 If the results of the uncombined cal cium hydroxide test show that the sample failed to meet the specification requirements, two additional specimens shall be selected and sampled for test. The failure of one of these two additional samples to meet the specifica tion requirements of Section 8 shall be cause for rejection of the lot. 3 CTD029860 table i *hw iiydwaiadc ftwtPu--ii TABLE 2 ApptM Flnani fntl Leads -- too ISO 200 Applied Preuuce. psi (MPa| 350 (2.4) 525 <3.61 700 (4 g) Nominal Total Applied Load. Ibf (kN) size. -- in. (mm) Class 100 Class 150 Class 200 4M0I6) 6(152.4) - 8 1203.2) 1200 ( 5.31 2800(12.5) 5330(25.91 1470 (6.6) 3700(16.5) 7600(33.8) 1 870(8.4) 4 900(21.81 10 130(45.1) TABLE 3 MUm Cnttaf Loads Nominal Size. in. (mm) Crushing Strength per Lineal Foot, Ibf (kN/m) Class 100 Class 150 Class 200 4(102) 6(152) 8 (203) 10(254) 4 100(59.8) 4 000 (58.4) 4 000 (58.4) 4 400 (64.2) 5 400 (78.8) 5 400 (78.8) 5 500(80.2) 7 000(102.1) 8 700 (126.9, 9 000(131 3) 9 300(135,8) II 000(160.5) 12(304) 14(354) 16(404) 18 (457) 5 200(75.8) 5 200 (75J) 5 800 (84.6) 6 500(94 8) 7 600(110.8) 8 600(125.5) 9 200(134.2) 10 100(147.4) II 800(172.3) 13 500(197.1) 15 400 (224.8) 17 400(234.0) 20(508) 7 100(103.4) 24(610) 8 100(118.2) 30(762) 9 700(141.5) 36 (914) II 200(163.4) 10 900(159.0) 12 700(185.3) 15 900(231.9) 19 600 (283.9) 19 400(283.2) 22 600(329.9) 28 400(414.6) 33 800 (493.5) APPENDIX Al. ADDITIONAL INFORMATION AM It is suggested to the purchaser, without being made a part of this specification, that the purchaser may request inclusion of the following information in his order or agreement for purchase of the pipe: Al.l.I Any tests, in addition to those prescribed by this specification, as the special circumstances may require. Al I 2 The place or places where any additional tests arc to be made. AI. I 3 Description of the additional testing facili ties. A 1.1.4 Who shall bear the expense of such addi tional tests. A l.l.5 Whether such additional tests may be made by any sound sampling process or other method approved by the parties, and A1. 1.6 Such other matters as the parties may find desirable to include in their written agreement. - 7V American Societyfor Teeting and Materials lakes mo position respecting the validity ofany patent rights asserted m connection with any Item mentioned in this standard. Users ofthis standard art expressly advised that determination ofthe validity ofany sack patent rights, and the risk ofinfringement ofsack rights, is entirely their own responsibility.