Document vDQY1397QDKEa5VzZj7NqM8q

41.",- c?. C Certain-teed ASBESTOS-CEMENT PIPE BULLETINS 00 un Certain-teed Products Corporation . PIPE OtVlStOH LEA BUiLDiHQ. AMBLER. PA J FROM: SUBJECT: All District Managers All Product Managers Ail Salesmen All Installation Instructors Alan F. Nagle BULLETIN BOOK August 2 3, 1965 Under separate cover, we are issuing to each of you a "Bulletin Book" which will appear in the form of a three-ring binder with hard cover. Included in the book will be seven Sections entitled: Technical Articles, Sewer Pipe, Pressure Pipe, Irrigation Pipe, Air Duct, Building Sewer, Advertising and Publicity and General. Each book will contain bulletins which are considered important enough to be retained for your technical and sales knowledge. Many times we have issued Bulletins which have been filed away and unavailable because new personnel were not aware of them and older personnel had forgotten them. The Bulletin Book is a place where these can be kept for ready reference to enable you to be better prepared to answer objections and questions from your customers with respect to Certain-teed pipe products. Each book contains a Return Registration Card which you must fill out and return to our Office immediately upon receipt of the Bulletin Book. The Book is numbered and will be assigned to each of you and is considered confidential material for your use as a representative of Certain-teed. If, for any reason, your employment with the Company should ,be terminated, it is expected that this Book will be returned to your District Manager along with the other things which are yours only so long as your em ployment with the Company continues. From time to time you may be asked to show this Bulletin Book for completeness and current condition. Each new Bulletin which is considered important enough to be included in this Book will be so indicated and it will be your responsibility to keep this Book current. Naturally, you will each be expected to be fully conversant with the material currently being sent as well as that of previous Bulletins. If you have any questions concerning the Bulletin Book, it would be appreciated if you would communicate these to your District Manager, who, in turn, can contact our Office for clarification. If you do not receive the Bulletin Book within three weeks after receipt of this notice, kindly notify your District Office. -u a a i iiGgnc CTD033165 . articles PTA TECHNICAL ARTICLES NO'S 1 - FLEXURE TESTING___________________________________________ 2 - HIGH PRESSURE STEAM & NORMAL CURED CEMENT PRODUCTS 3 - INFILTRATION TESTS ON THE FLUID-TITE JOINTS _______________ 4 - CERTAIN-TEED SEWER PIPE CALCULATOR____________________________ 5-10 FOOT Vs 13 FOOT LENGTHS OF PRESSURE PIPE _____________ 6 - RUBBER RINGS FOR USE WITH A/c PIPE________________________________ 7 - SELLING IN SAFETY UNDER THE ANTI-TRUST LAWS CTD033166 B-ACP-TA ARTICLE I ISSUED - 7/15/58 REISSUED - 2/15/65 FLEXURE TESTING CTD033167 b-acp-ta ARTICLE 1 PAGE l Re: Flexure Testing The word "flexure" is defined by the dictionary as, "The act of bending". Whenever we speak about our pipe products, invariably the subject of flexural strength creeps into the conversation. As can be seen from the dictionarydefinition of the word flexure, the words flexural strength would apply to the product's strength when bending. Pressure pipe which is not laid to grade, in the majority of instances, is usually assembled using earth pads or some other method. However, one thing common to most methods employed to install pressure pipe is that the bottom of the pipe is seldom in contact with the bottom of the original ditch. It is necessary to replace the earth between the pipe and trench bottom with backfill material and tamp this fill into place to give an even support to the pipe along its entire length. In installing gravity sewer pipe and building sewer pipe we usually find all pipe being laid directly on a carefully prepared trench bottom at a uniform slope. Since the pipe is uniformly supported along its entire length in sewer construction, the subject of flexural strength assumes a position of some what minor importance when compared to the pipe's ability to withstand crushing loads. If pipe is installed on an unyielding foundation such as trench bottom, it cannot "bend", to any great extent, and hence, does not normally fall under the definition of flexure. If the installed pipe is properly bedded, the flexure stresses set up would be small in magnitude and would consist primarily of the bending permitted by slight compressing of the earth in the trench bottom directly under the pipe. However, if the trench bottom is not cut true so that it gives an even bearing surface for the installed pipe, then flexural stresses occur. This same situation would occur in cases where the supporting soil under the pipe is washed away or eroded by ground water or some other condition which would force the pipe to support a load over a span from which it could gain no supplemental support. This brings us to the problem of what, "flexure testing" is in considering pipe strength. Any flexure test is one in which a beam (pipe) is loaded between two supports so that the beam will deflect or bend with the load. As the magnitude of the load is increased, the bending of the pipe will increase until it reaches the ultimate flexural strength, which is that strength attained just before breaking or failing. The flexure test is a measure of the flexural strength of the pipe. The higher the value of the flexural strength, the stronger the pipe will be when forced to act as a supporting beam for the weight of the fill on the top of the pipe. Each length of 6" and 8" gravity sewer pipe and pressure pipe, as well as 4" and 6" building sewer, and 3" and 4" pressure pipe, is tested for flexural strength. To make this test, predetermined loads are chosen based on certain problems and considerations and are established as a guide from which one Certair.-teed Pipe Division CTD033168 B-ACP-TA ARTICLE 1 PAGE 2 can determine the flexural strength of the pipe. The table of flexural strengths, which are given in pipe specifications, represent applied loads which each pipe tested must meet in order to be judged equivalent to a given quality standard. The pipe being tested must be capable of sustaining this set of established loads without failure in order to be adjudged at a given strength level. Since the flexure test is a measure of the flexural strength of the item being tested, the test must be conducted by creating a beam from the pipe. The higher the value of the flexural strength, the stronger the beam will be. As our pipe is manufactured in nominal 13-foot lengths, we use a clear span of 12 feet for test purposes to produce a beam. The flexure machine itself is firmly anchored to the floor so that it cannot deflect from its initial position, and change the load values ascertained from the test. The pipe is placed in the machine on two knifeedge pipe supports spaced 6" from each end of the pipe. The span between these two supports is 12 feet. In the center of the span created, a hydraulic lift is located which applies the load to the pipe. The top of this hydraulic lift is a solid type of support approximately 4 feet in length, to which are attached two additional knife edges which apply a stress against the pipe. Diagram 1 shows these knife edges and their relation to the overall pipe length. A A=r==A B cD Distributed Load - If a pipe is installed on pilings and then covered with dirt equally distributed to the same height over the pipe, the pipe would have a distributed load or uniform loading. If A/C pipe were installed on a flat trench bottom which provided support for the full length of the pipe, the uniformly dis tributed load would not produce undue flexural stresses but would mainly exert a crushing action on the pipe due to the weight of the fill material. See Diagram 2. Dynamic Load - If a pipe is installed on pilings, and any man walks pn the pipe from one piling to the other, the load caused by the weight of the man would be moving or dynamic in that its location changes as the man moves from point to CTD033169 b-acp-ta ARTICLE 1 PAGE 3 point. In the field a dynamic type load on the pipe could occur when the pipe is laid parallel with a road on which some type of vehicle would proceed in a parallel direction with one or more wheels placed over the pipe location. Once again unless the pipe were unsupported on its bottom section, this load would mainly be exerted as a crushing force rather than a flexural stress. See Diagram 3. < | l i TTTT7 J Single-Point Load - If a pipe were installed on pilings, and a weight were to be placed in the middle of the supported section, the load would be center point. If the weight were placed off center, the weight would be single point in that it is being applied at only one point on the beam. See Diagram 4. Center Point Single Point Multiple-Point Loading - If a pipe were installed on pilings and two or three weights were placed at random positions between the supports, the load would be multiple-point, or unevenly distributed loading. If, however, the distance between each weight were equal, the load would be evenly distributed multiplepoint loading. See Diagram 5. /a/.^\ Uneven Even Q /-il &. The apparatus described above the flexure testing develops a type of loading which can be described as, "Third-point loading". Third-point loading would Certain-teed Pipe Division CTD033170 B-ACP-TA ARTICLE I PAGE 4 be an evenly distributed multiple-point loading. The total applied load, which has been calculated as a good measure of the pipe's flexural strength abilities, is applied at two points each of which has one-half the total load between the end supports (C and D) so that the distance between the fixed support and a load is equal to the distance between the two loads themselves. This means that the span distance between points A and B has been divided into three equal parts and the load is applied at each third of the span length. From this method we derive an adequate measure of flexural strength for our pipe products. CPC, as well as other pipe manufacturers, use third-point loading as a flexural test because this type of loading will give the desired stress on as much of the pipe as possible within reasonable limits. The length of pipe between the two load points C and D have the greatest stress exerted upon it but the distances AB and DB are also stressed. We conceivably could use an evenly distributed load to test every foot of the pipe, for flexural strength but the difficulties involved in designing the apparatus, and the test procedure would be too detailed for pur poses of testing every length on a production basis as is now done. The thirdpoint loading method gives reasonable assurance to the design engineer that the pipe has a degree of flexural strength from which he can calculate the expected limitations of his materials for a given project. However, in construction it is usually a faulty installation which will produce flexural stresses on pipe material. All piping should be either laid on a true and flat trench bottom or if supports are used, should have adequate material tamped under the pipe to produce a supporting strength factor along its entire length. As is evident from the above discussion, this will reduce or remove entirely any flexural stresses on pipe materials. In recent years many remarks have been made concerning the various lengths of pipe which we produce as compared to lengths produced by our competition. If we were to consider two pipes of equal strength, it should be evident from the above discussion and diagrams that when these pipes are supported over a clear span that the load necessary to produce the ultimate flexural strength would vary with the distance between supports. In essence we may conclude that as the supports are moved further apart, the total applied load necessary to produce the ultimate flexural strength would decrease. For example, there would be no appreciable difference in flexural strength between a 10-foot or a 13foot pipe length if the pipes were manufactured of equal strength factors and the clear span between supports was identical. However, if we were to apply the third-point loading method to each of these, the 10-foot length of pipe would be supported over a 9-foot span, whereas the 13-foot length would be supported over a 12-foot span. Applying the principles previously discussed, we can readily see that the 9-foot span would permit a higher total load before reaching ultimate flexural strength than the 12-foot span. However, as far as strength would be concerned, both of these pipes could be of equal strength. CTD033171 b-acp-ta ARTICLE 1 PAGE 5 The engineer needs formulas or means by which he can calculate the load or stress that a beam can withstand. These formulas are basic to the engineer, but a knowledge of their meaning is always helpful to others. The Simple Beam - The simple beam, single point and center loaded, is the most used. Consider a beam, supported at either end, and loaded in the middle by a weight we will call "W". The length of the beam is "L" and the resistances or reactions to the load at each support are "Rl" and "Rz". The value of each W R2 k------------------------------ l--------------------------------------- ^ reaction is equal to one-hali of the load, "W", or Rj r W/2 and R ; W/2. To determine the maximum stress or load which the pipe could withstand we would need to know the section modulus and the moment caused by the load and reactions. (Remember that a moment is the result of a force acting through an arm or some means of connection. Moments are expressed in terms of force or weight-distance. A simple, practical example is a torgue wrench expressing the moment of torque in foot pounds.) The section modulus (z) is the moment of inertia of the beam divided by one-half the outside diameter. This relation ship applies to the subjects under discussion here. Therefore I - moment of inertia Z r the section modulus I/^ 2 2 M = the moment or action caused by the forces involved And M ; Rj x L 2 or M : W x L - WL. equals the moment at the center of 2 2 4 the beam. In a simple beam the maximum flexural stress, "s" is exerted'at the center of the span for single point center point loading and is expressed as a weight per Certain-teed Pipe Division CTD033172 B-ACP-TA ARTICLE 1 PAGE 6 unit area, such as lbs. per sq. in., tons per sq. yd. , etc. S-Mxl Z- or S : WLX1_: WL 4 z 4z From this "S" the engineer can calculate load limits for any given size of pipe and its span. Third-Point Loaded Beam A beam that is third-point loaded has two loads, "w", of equal value applied at two points so that the distance between the loads and between the loads and the supports are equal. W equals the total applied load, w equals one-half of that value w .W,,. L LL 3 33 Proceeding as for the simple beam M - w x L - wL 7 * 7" Therefore, the maximum stress, "s", to which a third-point loaded beam would be subjected is s ; MXl z or s "- wrL xrl - w3zL The point to remember that is different between the "single point" and "third point" loaded beams is that the maximum stress in a "single point" loaded beam occurs at the point of loading while the maximum stress of a "third point" loaded beam occurs at any point between the loads. This stress is the same anywhere between the two points of loading. (Refer to previous diagram on third point CTD033173 B-ACP-TA ARTICLE 1 PAGE 7 loading.) The Uniformly Distributed Load A beam that is subjected to a uniformly distributed load is one that has the same amount of weight or load on each unit length of beam between the supports. The total weight on the beam is equal to the weight per unit length multiplied by the total length. The reaction at each support is the same and equal to one-half the total weight on the beam. The moment at the center of a beam is equal the moment of the support times its moment arm less any counteracting moment caused by weights or loads between the support and the center of the beam such as in dis tributed loads. Proceeding as before M - (Rl x L) 22 M - (WL x L) - (WL x L) - "2 2 2 4' W^_ 8 (wL x L) - the moment at the center of the beam caused by R^ Z~ 2 (wL L) - the moment at the center of the beam caused by the 2 4 counter-reaction due o the distributed load along the beam. S - M xj. z or S - WL2 _l ; WL2 8 XZ 8Z The point of maximum moment occurs in the center of the beam as in a single point, center-load beam. In determining the maximum moment of this beam the load, being equally distributed, acts to reduce the moment caused by the reaction and its moment arm. Half of the equally distributed load acts against the moment of the reaction. Certain-teed Pipe Division CTD033174 B-ACP-TA ARTICLE I PAGE 8 Rt - WL 2 *-------- L 2 n /Tv R2 This report is intended to serve as a non-technical discussion of flexure and flexural strength and was prepared through the cooperation of our Research and Development Department. Additional references to flexural strengths and flexural formulas may be obtained from the following reference books: Mechanical Engineers' Handbook -- Marks Civil Engineers Handbook Resistance of Materials -- Fred Seeley. CTD033175 B-ACP-TA ARTICLE 2 REISSUED - 2/15/65 HIGH PRESSURE STEAM & NORMAL CURED CEMENT PRODUCTS CTD033176 b-acp-ta ARTICLE Z PAGE 1 High Pressure Steam and Normal ______ Cured Cement Products SUMMARY I.Asbestos cement pipe and other cement products are stable in most waters and soils and can be expected to perform satisfactorily for a very long period of time. II. Certain conditions such as sulfate and acid soils and soft waters are not advantageous for the stability of some cement products. III. High pressure steam curing at optimum pressures and for a sufficient length of time confers upon properly made asbestos-cement pipe and cement products (containing reactive silica) superior qualities to those of normal cured products. The most important of these improved characteristics is an increased resistance to sulfate and acid soils and soft waters. INTRODUCTION Across large areas of the United States and in other parts of the world occur the so called "alkali" soils. These soils often contain several per cent of sodium, magnesium and calcium sulfate, and provide unfavor able conditions for some cement products. Sulfate salts are also in sea water and contribute to the destruction of some cement products. If soils or ground waters containing these sulfate salts are also acidic, their destructive nature is even more marked. Although most sewage has little or no destructive effect on cementious pipe, in some cases, it is made corrosive by the entrance of industrial acids that have not been fully neutralized or diluted to a harmless concentration. Very rarely sulfur acids can occur in sewer lines where hydrogen sulfide is formed by anaerobic bacteria. This occurs in sewers where the outfall is very long, where there is improper ventilation or sewage becomes settled or stagnant over a long period of time. The hydrogen sulfide evolved into the air space of a sewer dissolves in moisture films on the exposed concrete surfaces where it undergoes oxidation by aerobic bacteria to sulfurous and sulfuric acids. Discharge of sewage containing neutral sulfate salts by industrial firms is thought to be a more common occurrence. In other applications, especially industrial, pipe lines are-exposed to unusual conditions such as in mine drainage service where waters high in sulfuric acid content must be carried. Occasionally cinder fill Certain-teed Pipe Division CTD033177 B-\CP-TA ARTICLE 2 PAGE 2 (which generally contains sulfur acids) is used in the installation of pipe line s. Some soils and ground waters, however, are acidic without having appre ciable sulfate salts, such as marsh and peat soils and waters which con tain organic acids as a result of decaying vegetable matter. Mountain waters which contain large quantities of carbon dioxide are acidic. Disintegration of some cement product by the "alkali" soils and ground waters containing neutral sulfate salts is the most common type of attack referred to in the literature. Failures of some asbestos-cement and concrete pipe and other cement products in these soils and waters have led to a considerable expenditure of effort to determine the nature of and remedy against attack by such soils and waters. High pressure steam curing was found to be a method of improving the resistance of cement products to such waters and soils even to the point of complete immunity in some instances. A summary has been made of information in the literature relative to normal and high pressure steam cured cement products. Asbestos cement pipe is normally made from about 30 to 40 per cent finely divided silica (about 200 mesh), 40 to 55 per cent Portland cement and 10 to 30 per cent asbestos fiber. The pipe is fabricated from a slurry of cement, silica, and asbestos fibers which is picked up as a continuous sheet on a felt and transferred to a revolving mandrel. The process is continued until the desired thickness is obtained. The pipe is taken off the mandrel and commonly high pressure steam cured (in an autoclave for 10 to 20 hours at a steam pressure of 100 to 150 pounds per square inch, 340 to 3'65F.). The pipe may also be water cured (for example, placed in water for 28 days). After curing, the pipe is machined on a lathe so as to accept couplings. When water cured, it commonly does not contain finely divided silica. The asbestos fiber is used to provide reinforcement for high strength characteristics. The fiber is inert compared to cement reactions but it is proposed by some that an intermolecular cross bonding of some sort does take place. Portland cement is the constituent which reacts with water and with finely divided silica. Much work was done with more coarse material such as sand and gravel, aggregates larger in particle size and having a smaller surface area than silica flour. In general, if improved properties'were observed with such aggregate when high pressure steam cured, superior properties would have resulted had silica flour been used. Mengel's (1) CTD033178 B-ACP-TA ARTICLE 2 PAGE 3 work substantiated this viewpoint. He found that the compressive strength of high pressure steam cured cement and siliceous aggregate mixtures depended on the particle size of the aggregate, the strength increasing as the particle size decreased. The following results were obtained byhigh pressure steam curing for 24 hours at 350F. cement and siliceous aggregate (greater than 99% SiOz) mixtures: Particle Size of Aggregate Maximum Compressive Strengths Obtained (100 psi) 0-5 microns 19 5-25 microns 16 25 microns to 200 sieve 15 200-100 sieve 12.5 100-48 sieve 11.5 48-28 sieve 7 A review of Portland cement and its reactions at ordinary temperatures (normal curing) has been made since it is necessary for an understand ing of the reactions of Portland cement at elevated temperatures and their effect on sulfate and chemical attack in general. PORTLAND CEMENT 1. History of Portland Cement The use of calcined limestone (limestone heat treated at 1800F. or more) as structural cementing material dates back to the early civilizations of the Greeks and Romans. The lime obtained by calcination was mostly used mixed with materials such as sand, pozzolanas (volcanic ash), or crushed brick as mortar in stone and brick structures. The first real progress towards an understanding of the constitution of Portland cement was made by Le Chatelier, who shortly after 1880 com bined the methods of the chemist and mineralogist, in his studies of cement. He established the importance of the' silicates of calcium, especially tricalcium silicate, as the chief hydraulic material in Portland cement. Thirty years later Rankin and his co-workers established the composition of the various compounds occuring in the system, Ca O' AL.,02>' SiC^. From their results, it was stated that the only simple Certain-teed Pipe Division CTD033179 B-ACP-TA ARTICLE 2 PAGE 4 aluminate and silicates which could occur in a well burned normal Portland cement clinker were tricalcium aluminate, tricalcium silicate, and dical cium silicate. The fact that tricalcium silicate occured as such in Port land cement and not in the form of calcium sili coaluminate (or in solid solution), was finally settled by work done at the Portland Cement Associ ation Fellowship, U. S. Bureau of Standards, by Bogue and his colleagues about 1930. Hansen, Brownmiller and Bogue announced the discovery of the compound tetracalcium aluminoferrite, thus defining the constitution of a clinker composed only of lime, silica, alumina and ferric oxide burned to equi librium and cooled without the formation of glass (glass formation is a result of fast cooling). Such a Portland cement clinker would contain only tricalcium and dicalcium silicates, tricalcium aluminate and tetracalcium aluminoferrite. Other substances present in cement in small quantities would not be of importance except calcium sulfate which is added to the ground clinker to modify the time of set (2). 2. Manufacture of Portland cement Materials such as limestone, marl, chalk, marine shells, shale, slate, clay, sand, slag, and cement rock are pulverized and blended to produce a final product of 60 to 65 per cent lime, 19 to 23 per cent silica, and 6 to 9 per cent alumina and ferric oxide. Usually, only two or three mate rials are required. The finely ground, blended raw material is fed into the upper end of an inclined rotary kiln which is fired at the lower end. A rotary kiln is a cylindrical metal shell with a refractory lining, rotat ing on an axis inclined slightly from the horizontal. As the raw mix passes through the kiln, it continues to increase in temperature until it reaches,approximately 2700F. At this point the mix partially fuses into small lumps called clinker which is cooled and ground to a fine powder. 3. Nature of Portland cement A typical elemental analysis of a Type I (A.S.T.M.) cement is Ca O - 63. 8% MgO - 3.7% Al20 3 - 5.6% Fe20 3 - 2.4% SiOz -20.7% TiOz - 0.23% NazO -0.2 1% K20 - 0.51% S03 - 1.6% An analysis of the compounds in the above, calculated according to Bogue's method (4) is as follows: CTD033180 b-acp-ta ARTICLE 2 PAGE 5 Tricalcium silicate Dicalcium silicate Tricalcium aluminate Tetracalcium aluminoferrite -- 50% -- 22% -- 12% -- 7% (5) There are other minor compounds present in Portland cement but con sideration of the four mentioned that constitute at least 90 per cent of a Portland cement will help explain much about hydrothermal treatment of cement products and its relation to sulfate and acid attack and other properties of cement products. 4. Normal curing (a) Reactions occuring Tricalcium silicate, when finely divided and mixed with water, hydrates quickly. Crystals of calcium hydroxide soon appear while a gelatinous hydrated calcium silicate is formed around the original grains. Complete hydration cannot be obtained unless the tricalcium silicate is very finely divided and the mix is reground at intervals to expose fresh surfaces to the water. If this is not done a product is obtained showing unattacked grains of tricalcium silicate surrounded by a layer of hydrated silicate which renders further attacks slow. Substantially complete hydration can be obtained with high pressure steam curing. However, the products obtained under steam pressure are not the same as those formed by hydration at ordinary temperatures. Dicalcium silicate has four forms of which the beta or occa sionally the gamma form is likely to occur in Portland cement. The beta form hydrates slowly and even after some weeks the original crystals show only a surface coating of an amorphons hydrated silicate. Hydration continues with the passage of time. Some lime is liberated during the hydration but only traces of calcium hydroxide crystals are found even after a prolonged pe riod. Tricalcium aluminate reacts very rapidly with water. In the presence of excess water a plentiful formation of hexagonal crystals, 3CaO A^C^i^O, is observed. These crystals begin to form within a few minutes and increase rapidly in size and amount. No calcium hydroxide or hydrated alumina is produced. After a period of some weeks (or a lesser period at higher temperatures) formation of the isometric form, 3 CaO A 6^0, begins at the expense of the hexagonal plates. The isometric Certain-teed Pipe Division CTD033181 B-ACP-TA ARTICLE 2 PAGE 6 form is more sulfate resistant than the hexagonal plates. Solid solutions of the isometric form and other compounds of iron and alumina are even more sulfate resistant (This will be explained more fully). Tetracalcium aluminoferrite reacts quickly with water, though much less rapidly than tricalcium aluminate, to form the hex agonal plate crystals of tricalcium aluminate without the forma tion of calcium hydroxide. (1) (b) Sulfate attack on normal cured cement products. Lea (6) states that the chemical reactions which occur in sulfate attacks of hydrated Portland cement are: 1. The conversion of calcium hydroxide in normal hydrated cement to calcium sulfate. 2. The conversion of hydrated calcium aluminates and ferrites to calcium suifoaluminates or sulfoferrites or their solid solutions. 3. The decomposition of hydrated calcium silicates. In calcium sulfate solutions only (2) can occur but in sodium sulfate solutions (1) may occur in addition. With magnesium sulfate all three reactions can proceed. The uncombined calcium hydroxide reacts with sulfate to form calcium sulfate with a molecular volume increase of about 300%. The hydration products of tricalcium aluminate in turn react with calcium sulfate to form the "high sulfate form" of cal cium sulfo-aluminate, 3 CaO-A^Oj^ Ca S04-31.5 H^O, ettringite, (7) (8). The molecular volume increase in this case is about 600%. The resultant damage caused by the crystal growth and expansion phenomena (hydrostatic crys tallization) appears as a loosening of the texture, and even tual disruption of the cement occurs (9). Calcium sulfoaluminate, once formed, is unstable in mag nesium sulfate solutions which acquire a pH of 10.5 (satur ated magnesium hydroxide). Eventually the calcium sulfo aluminate decomposes to form gypsum and hydrated aluminate. Hydrated calcium silicates also decompose in the magnesium CTD033182 B-ACP-TA ARTICLE 2 PAGE 7 sulfate solutions due to the pH of 10.5. The resulting pH is below that necessary to stabilize normal cured silicates which are very basic, (6) (10). High Pressure Steam Curing (a) Reactions occuring in high pressure steam curing. 1. Removal of uncombined calcium hydroxide-- In high pressure steam the uncombined calcium hydroxide released from the hydration of tricalcium silicate and dicalcium silicate reacts with siliceous materials to form a hydrated mono-calcium silicate. Increased sulfate resistance is brought about by the combination of the free calcium hydroxide to form less re active crystalline calcium silicates, (11) (12). Menzel (1) states that high pressure steam cured concrete differs from moist-cured (normal cured) concrete in the extent to which the primary reactions between the cement and the water are supplemented by secondary reactions between the calcium hydroxide liberated during the hydrolysis and hydration of the cement and the siliceous particles of aggregate in the mix. In 1938, Thorvaldson and Wolochow tested synthetic compounds in cement, tricalcium silicate, beta dicalcium silicate, tricalcium aluminate and tetracalcium aluminoferrite. A compari son was made between normal cured and high pressure steam cured specimens. Their experimental results indicated the reactivity of specimens containing alumina increased with their free lime content. This suggested to them that the removal of free lime might be the main factor for the in creased sulfate resistance of high pressure steam cured specimens (14). Probably the most important factor for sulfate resistance was pointed out by Lea (15) who said that the increased resistance of high pressure steam cured mortars to sulfate attack was primarily due to the suppression of the reaction, Ca(OH)2"*CaSO^'2H2O, through the removal of free lime. Pearson (13) in a talk before engineers and architects of Roanoke, Virginia in 1940 concluded the chief reaction occur ing in high pressure steam curing that does not occur in normal curing is the combination of lime and silica to form a calcium silicate. In the case of a concrete mixture, hydra tion of the cement is accompanied by formation of calcium Certain-teed Pipe Division CTD033183 hydroxide, which in normal curing remains as such, distrib uted throughout the concrete, without contributing directly to the strength. In high pressure steam curing, this lime goes into combination with the silica of the aggregate and the cal cium silicate so formed provides more cementing material in the concrete. This reaction is accompanied not only by in creased strength, but more importantly for certain uses, the free calcium hydroxide, which is more susceptible to chemi cal attack than the other ingredients of concrete, is now fixed as a much more insoluble and stable compound. 2. Formation of new alumina and iron compounds -- In high pressure steam curing the silicates in the presence of alumina and iron form a series of compounds called "hydrogarnets". These compounds which contain lime, alumina, silica, iron, and water of crystallization are very stable and highly resist ant to the action of sulfate solutions (16) (5). From hydrothermal and X-ray studies of a series of hydrogarnets, Flint, McMurdie, and Wells found that 3 CaO-A1203-6H20, 3 CaO-Fe203.6H20, 3CaO-Al203-3 Si02 (grossularite) and 3 CaO-Fe20^-3 Si02 (andralite) form complete solid solutions with each other -- 3 CaO-Al203- 6 H20 3 CaO-A1203- 3Si02 3 CaO- Fe203- 6 H20 < > 3 CaO- Fe203- 3Si02 They found the series to be very resistant to the action of sulfates and proposed that the increased sulfate resistance brought about by high pressure steam curing of Portland ce ment mortars was due to the formation of these hydrogarnets (17). Using the method of differential thermal analysis, Kalousek and Adams studied the hydration products of Portland cement and silica between 25 and 175C. They found that a solid solution existed in what they called "phase X" which contained the R203 compounds (aluminum and iron compounds). At higher temperatures this solid solution was formed in greater abundance. At ordinary temperatures no evidence of the hydrogarnets was found (15). Lea (15) also states there is no evidence that these solid CTD033184 b-acp-ta ARTICLE 2 PAGE 9 solutions of garnets and hydrogarnets are formed at ordinary temperatures. Their existence at elevated temperatures appear to be a major reason for the sulfate resistance of high pressure steam cured cement products. 3. Hydrated calcium silicates appear as amorphous gel-like materials in cement hydrated at ordinary temperatures but under high pressure curing they become distinctive crystalline compounds (11). These crystalline calcium silicates are formed from: a. the hydration products of tricalcium and beta dicalcium silicates originally in the cement and b. the reaction between the silica (siliceous material added to the cement, such as silica flour) and the uncombined calcium hydroxide (resulting from the hydration of trical cium and beta dicalcium silicate). Thorvaldson and Shelton found in 1929 that during the first few orders of high pressure steam curing of a sand mortar made from a Portland cement high in tricalcium silicate, crystals of calcium hydroxide appeared in the specimen followed on longer steam-curing by the disappearance of these crystals and the gradual formation of a new crystalline calcium silicate. They found the new crystals to be much more resistant to attack by sulfate solutions (18). Hansen's paper (19) in 1953 summarized the findings of various investigators and it was concluded that in cement itself, as the temperatures approached and exceeded 100C, the tricalcium and beta dicalcium silicates may form calcium silicate hydrate designated as (I), having the approximate composition 2 Ca0-Si02,H20 or a calcium silicate designated as (II), having an approximate composition 2. 1 CaO-SiC^' 1.4 H2O. The hydrate designated as (II) eventually converts to the hydrate designated as (I). On the other hand some tricalcium silicate may possibly change to another hydrate, 3 CaO Si02*2H20. Any calcium hydroxide released by the tricalcium silicate will combine with the finely divided quartz in high pressure steam curing forming first a low lime form of the hydrate designated as (I). This probably reacts with ad ditional calcium hydroxide to form 3 CaO-SiO^ alpha hydrate which is a high lime form. These crystalline compounds appear to be less reactive than the hydrated silicates formed at ordinary temperatures. Certain-teed Pipe Division CTD033185 B-ACP-TA ARTICLE 2 PAGE 10 In considering the reactions between lime and silica, Kalousek recently found that the initial products of reaction of a 1:1 mole ratio of a CaO to Si02 mix, on hydrothermal treatment at 125 - 175C. , are a lime rich phase (CaO to SiC^ ratio 1.75:1) which reacts with further silica within the first hour or two to give a hydrate designated as CSH (B). This is not entirely identical with Tobermonite (4 CaO* 5 Si02'5 ^O) to which he found it commenced to transform upon longer periods of high pressure steam curing. Kalousek defines CSH (B) as having a fibrous and Tobermorite as having a platy form (20). Various other calcium silicates may be obtained by changing the initial ratio of lime and silica and other conditions. (b) Survey of reported data of physical properties comparing high pressure steam and normal cured cement products-l. Sulfate resistance Lea and Deach concluded that the resistance of cement mortars and concretes to sulfate waters and soils is considerably in creased by high pressure steam curing. High pressure steam curing makes concrete almost completely resistant to the action of sodium and calcium sulfate and very materially increases the resistance to magnesium sulfate. The following results were obtained by Lea (6) in his investiga tion of high pressure curing and sulfate resistance: Per cent Expansion in Sulfate Solutions (Mix proportions -- 1 Portland Cement, 1 ground sand* and six 18-25 mesh sand.) Solution 5% Na2SC>4 5% MgS04 Curing 7 day moist 0.24% in 8 weeks 0.49% in 8 weeks 7 hrs. at I83C. 0.00% in 200 weeks 0.00% in 200 weeks (Through 170 B. S. mesh. Similar to U. S. Standard 170 mesh.) Thorvaldson, Vigfusson, and Wolochow in 1929 also found high pressure steam curing an excellent method for delaying the ex pansion of mortar bars in various solutions. A study was made of the effect on the resistance to sulfate action of curing in saturated steam under various pressures and for various lengths of time. The rapid increase in both tensile and com pressive strength of mortar specimens when cured in saturated steam at temperatures above the boiling point of water, CTD033186 B-ACP-TA ARTICLE 2 PAGE 1 i suggested to them that by selecting a suitable temperature, the time of steam treatment necessary to produce a certain definite degree of resistance to sulfates might be cut down very materially. Further studies were therefore undertaken in connection with the effect of steam-curing at various temper atures for different lengths of time on the rate of expansion of specimens immersed in sulfate solutions. The expansion in 0. 15M Na^SO^, 0. 15M Mg SO4 and in satur ated CaSO^ solutions, of 1:10 mortar bars, made with 20-30 mesh sand, 0.6X0.6X7.5 inches and cured in saturated steam at temperatures between 100 and 175C. for 24 hours is shown as follows: The Relative Effect on Expansion Produced By Steam-Curing 1:10 Mortar Bars at Various Temperatures. Linear Expan- sion, Per Cent 0. 15M Na2S04 2 1C Temperature of Steam-Curing 100C. U0C. 125C. 150C. 175C. 0.01 0.02 0.05 0. 10 0.20 0.50 1.00 1 day 3 days 5.5 da. 7 days 8.5 da. 10.5 da. 12.5 da. 3 days l 0 days 7 mo. (0.07% in 12 mos.) 3 mo. 3 mo. 12 mo. 12 mo. 7 mo. 1 2 mo. (No expan sion in 12 mos.) 0. 15 MgSC>4 2 1C. 100C. 110C. 125C. 150C. 175C. 0.02 0.05 0. 10 0.20 0.50 1.00 1 day 3 da. 5 da. 6.5 da. 8.5 da. 11. 5 da. 1 day 3 da. 13 da. 32 da. 10 mo. 1 day 7 da. 30 da. 65 da. (0.46% in 12 mos.) 1 day 5 da. 25 da. 2. 5 mo (0. 38% in 12 mos.) 2 da. 5 da. 25 da. 5 mo. (0.24% in 12 mos.) 2 da. 7 da. 65 da. (0. 14% in 12 mos.) Certain-teed Pipe Division CTD033187 B-ACP-TA ARTICLE 2 PAGE 12 Saturated Ca SO4 0.01 0.02 0.05 0. 10 0.20 0.50 1.00 3 days 7 days 11 days 13.5 da. 15.5 da. 20 days 25 days 7 da. 18 da. 9 mo. (0.0 6% in 12 mos.) 12 mo. 12 mo. 5 mo. 12 mo. (No expan sion in 12 mos.) The results indicate that the expansion of the mortar in sulfate solutions is progressively retarded as the temperature of steam-curing increases. The great increase in resistance produced by steam curing at 175C. especially in 0. 15MMgSC>4 is rather interesting since it has been found that this tempera ture is the most favorable for the formation in the mortar of a crystalline product which is very resistant to the action of sulfates. A microscopic study of the changes taking place in Portland cement mortars during steam-curing at temperatures between 100C. and 200C. indicate that free lime gradually disappeared while a new crystalline substance was formed. The effect of the time of steam curing at 150C. was also in vestigated. A comparison is given for various periods of time in saturated steam at 150C. , on the expansion of mortar bars in solutions of 0. 15, 0.50, and 1.0M Na2SO^, 0.05, 0. 15, and 0. 50 M MgSO^ and in a saturated solution of CaS04- The bars were made from a 1:10 mix. (20-30 mesh sand used). CTD033188 b-acp-ta article 2 PAGE 13 Effect of Time of Steam Curing at 150C. on Expansion in Sulfate Solutions Linear Expansion Per Cent None 0. 15*4 Na2S04 0.0 1 4 days 0.02 6 days 0.05 8.5 da. 1.00 2 6 days Time of Curing 1 Hour 6 Hours 24 Hours 72 Hours 40 days 12 mon. 0.0 3% in 20 mo. 45 days 12 mo. 0.03% in 20 mo. 10 months 20 months 20 months 0.50M Na?SQ4 0.01 0.02 0.05 1.00 4 days 5 days 9 days 43 days 1 month 10 months 0.0 3% in 20 mos. 45 days 12 mo. 0.03% in 20 mos. 10 months 20 months 20 months LOOM Na2S04 0.0 1 0.02 0.05 1.00 2 days 5 days 9 days 77 days Not de termined 1. 5 mo. 12 mo. 0.03% in 20 mo. 2. 5 mo. 20 mo. 20 months 0.05MMgS04 0.0 1 0.02 0.05 0. 10 1.00 1 day 2 days 7 days 11 days 2.5 mo. 1 day 3 days 25 days 0.09% in 20 mo. 1 day 10 days 0.08% in 20 mo. 1 day 12 days 0. 08% in 20 mo. 1 day 3 days 0.08% in 20 mo. 0. 15MMgSQ4 0.01 0.02 0. 05 0. 10 0.20 0. 50 1.00 1 day 2 days 6 days 8 days 11 days 17 days 3 1 days 1 day 7 days 34 days 2. 5 mo. 7 mo. 0.70% in 20 mo. 1 day 7 days 1. 5 mo. 4 mo. 0.41% in 20 mo. 1 day 6 days 1.5 mo. 9 mo. 0.30% in 20 mo. 1 day 3 days 7 days 1. 5 mo. 15 mo. 0.2 3% in 20 mo. Certain-teed Pipe Division CTD033189 B-ACP-TA ARTICLE 2 PAGE 14 0. 50MMgSC>4 0. 01 0. 02 0. 05 0. 10 0. 20 0. 50 1. 00 Not de termined Not dete rmined 1 day 3 days 7.5 da. 13.5 da. 27 da. 46 da. 1 day 2 days 5 days 11 days 29 days 70 days 3.5 mo. 3 days 5 days 8 days 15 days 30 days 5 3 days 3 mo. Saturated CaSO^ 0. 01 0. 02 0. 05 1. 00 None 11 days 20 days 40 days 7.5 mo. 1 Hour Not dete rmined 6 Hours 2.5 mo. 12 mo. 0.03% in 20 mo. 24 Hours 7 mo. 20 mo. 72 Hours 8 mo. 0. 15% in 20 mo The results indicate that with increased duration of steam treatment up to the maximum time used, there is, in general, a progressive increase in retardation of expansion after ex posure to the solutions for 20 months. Very comprehensive tests on factors influencing the resistance of concretes to attack by sulfate waters have been carried out by Miller for the U. S. Department of Agriculture. The con clusions were drawn from tests performed on no less than 100,000 specimens. In these tests small concrete cylindrical 2x4 inch mortar bars of Portland cement and Ottawa sand (12% passing No. 30, 3% passing No. 50 sieves), 1:3 mix have been immersed in the. waters of Medicine Lake, South Dakota for periods up to 20 years. The concentration of salts in Medicine Lake ranged from 2. 3 to 7.4 per cent with a 5 per cent average of which 2/3 was magnesium, 1/4 sodium, and 1/2 calcium sulfate, together with other minor amounts of other salts. Specimens were also stored in tap water and test ed after various periods of time. Each figure in the following table is an average of 40 to 85 specimens. CTD033190 B-ACP-TA ARTICLE 2 PAGE 15 Temp, of Cure (F.) Compression Tests (p.s.i.) Tap Water Specimens 28 da. 1 yr. 5 yrs. 100 4188 5255 5476 155 450 1 5545 5723 1 yr. 2074 1794 2 12 3841 230 3642 4960 5 187 6208 6234 4231 4179 260 285 3445 3745 4915 5004 6008 6011 4078 4584 315 3706 350 3750 4494 4994 5 398 5838 4234 4513 Lake Specimens 5 yrs . 10 yrs. 00 160 0 17-20 0 0 3694 4525 not comp. not comp. 2988 3407 4538 4802 not comp. not comp. 3422 4454 4870 5113 not comp. not comp. 5528 655 3 The results indicate that high pressure steam curing of con crete increased the resistance to such a degree that under the best conditions almost complete immunity to sulfate ac tion up to 17 years was obtained (5), (21), (23). Flint and Wells at the National Bureau of Standards in 1941 made synthetic hydrogarnet preparations of varying molar ratios of SiC>2 to R-2^3 (lron and alumina compounds) and Fe2C>3 to R2O3. High pressure steam cured specimens were placed in a sulfate test solution (10% sodium sulfate in satu rated lime water). Results indicated that hydrogarnets which contained 10 to 15 per cent or more of silica were very resis tant to the transformation of the alumina compounds (3 CaO A l^Oj-6 H^O) to the "high sulfate form" of sulfoaluminate (3 CaO-A^O^O CaS04'31.5 H2O) by the sulfate solution. They postuluted that the resistance of hydrated Portland cements would be greatly improved if the aluminate compounds which they contained were converted to silica or iron-contain ing hydrogarnets. Little reaction between silica and the alumina compounds was observed at ordinary temperatures but in high pressure steam curing the hydrogarnets were readily formed. Some reaction may occur between the aluminates and the hydrated di - and tricalcium silicates, but the rate of conversion of the aluminates and the improvement in sulfate resistance at ordinary temperatures is very slow (17). Levine (16), in 1944, as chairman of A.C.I, Committee 7 16 Certain-teed Pipe Division CTD033191 B-ACP-TA ARTICLE 2 PAGE 16 concluded that high pressure steam curing developed increased resistance to sulfate action. Menzel found that high pressure steam cured specimens had excellent resistance to two per cent solutions of sodium and magnesium sulfate. Tyler (24) concluded from his "Long-Time Study of Cement Performance in Concrete" that it appeared from his findings and the findings of others that sea water attack is similar to that of strong sulfate solutions except that the action is slower. Sea water contains one-half of one per cent sulfate salts of which magnesium sulfate is the largest component. High pres sure steam cured cement products would withstand the action of sea water very much like they withstand the action of sulfate soils and ground waters. In discussing sea water attack of a Los Angelos installation, T. Stanton (25) stated that the forma tion of the sulfoaluminates with their great capacity for increase in volume by taking up water of crystallization has been sug gested as the primary cause of this type of breakdown. Many other references compare the similarity of sulfate and sea water attack. 2. Acid resistance The mechanism of acid attack on normal cured cement products is generally the formation of soluble calcium salts by reaction of the acid with the large quantity of uncombined calcium hy droxide present and the amorphous, gel-like, hydrated calcium silicates. In sulfuric acid, calcium sulfate, and calcium sulfoaluminate are readily formed. The removal of uncombined cal cium hydroxide, the formation of the "hydrogarnet" and the formation of more stable, less basic crystalline calcium sili cates all contribute to make high pressure steam cured cement products more stable against acid attack than normal cured products. Miller and Manson investigated the effect of peat and mineral acid soils on 2x4 inch concrete cylinders high pressure steam cured and normal cured. Intermediate curing temperatures were also investigated. The cylinders were made from a 1:3 mix by volume of cement and room dry aggregate graded up to 3/8 inch consisting roughly of 75% siliceous, 15% argillaceous and 10% calcareous material. Peat is a highly organic soil (more than 50% combustible) of partially decomposed vegetable matter. The acids produced by decaying matter are organic (lastic, acetic, CTD033192 B-ACP-TA ARTICLE 2 PAGE 17 butyric, oxalic, etc.). The cylinders were placed in mixtures of peat and mineral acid (hydrochloric, sulfuric, etc.) soils with pH's as low as 4. 1. High pressure steam (345F.) cured specimens alone maintained or increased their compressive strength after 17 years (26). The normal cured specimens lost 20 per cent of their maximum strength. There was a con tinual loss in strength after reaching a maximum strength in five years. The main causes of acidity in natural waters are carbon dioxide and humic acid. When carbonic acid contacts calcium carbonate, the acidity in the water is reduced. The amount of carbon dioxide which is over and above that neces sary to form Ca(HCO^)2 is called free carbon dioxide. The amount of free carbon dioxide which exceeds that necessary to maintain chemical equilibrium is called aggressive carbon dioxide. This is what causes damage to cement products in such waters. There is no expansion but the material is pro gressively weakened by removal of the cementing constituents. It was found that leaching of lime from crushed cement by pure acid waters was about 14 per cent of the original weight of the cement. This leaching of lime tends to leave appreciable amounts of the corresponding calcium salt in the material. Table I containing the analysis of a fresh concrete and the analysis of a concrete that had been heavily attacked and disin tegrated by waters containing aggressive C02 illustrates what happens: Table I (5) Fresh Concrete Concrete Attacked by Aggressive C02 Sib2 22. 1% 28. 0% CaO co2 60. 2% 2.6% 40. 3% 11. 1% This free lime content is not available for reaction in high pressure steam cured cement products, but it is readily available in normal cured cement products. Therefore, the high pressure steam cured products are less reactive to waters and soils containing aggressive carbon dioxide. .3. Other properties of high pressure steam cured cement products-Many investigators have found that the mechanical strength of Certain-teed Pipe Division CTD033193 B-ACP-TA ARTICLE 2 PAGE 18 high pressure steam cured cement products surpassed that of normal cured immediately after curing and even after many years of service. Sanders and Smothers (27) in 1957 investigated the mechanical strength (pulling strength) of high pressure steam cured Port land cement-silica mixtures and found that the strength could be correlated with the amount of platy calcium silicate hydrate, tobermorite, which was formed. The results of their investiga tion showed clearly that if cured under proper conditions of time and temperature, a substance previously identified as the platy phase of the calcium silicate hydrate, tobermorite, is the principle bonding material in an autoclaved concrete product containing Portland cement and ground quartz. This platy tobermorite does not form at ordinary temperatures in water cured cement and concrete. Their results show that high pres sure steam cured mixtures of finely divided silica and Port land cement containing platy tobermorite were as strong or stronger than moist cured specimens. X-ray data gave the fol lowing information: Mixture Cement: Quartz Strength (lb) Hydrate s Present X-ray Intensity of Platy Tobermorite Peaks 100:0 10,200 Ca(OH)2, C2SH(A), *fibrous (T) 90:10 14, 300 C2SH(A), fibrous (T) -- 80:20 27,800 C2SH(A), fibrous, platy (T) 5. 5 75:25 32,000 fibrous, platy (T) 4. 5 70:30 32,200 fibrous, platy (T) 6 65:35 35,200 fibrous, platy (T) 10 60:40 31,000 fibrous, platy (T) 6 50:50 28,400 fibrous, platy (T) 3. 5 Dicalcium silicate alpha hydrate Menzel found that superior compressive strengths were obtained with high pressure steam cured specimens than with normal cured specimens as shown by the following data: CTD033194 Strength of Moist Cured and High Pressure Steam Cured Specimens 25 B-ACP-TA ARTICLE 2 PAGE 19 Compressive Strength (psi X 1CP) Levine, as chairman of the A.C.I, Committee 7 16, stated that regarding high pressure steam curing: (1) Compressive strengths of high pressure steam cured units at one day is at least equal to that of moist cured units at 28 days. (2) High early strengths of high pressure steam cured units is permanent. Nurse (36) in 1949 stated that in addition to an increase in sul fate resistance, more rapid increase in strength occurs owing to the higher temperatures. With certain aggregates a limesilica reaction takes place between the cement and aggregate and strength may be developed in excess of that predictable from the effect of increase from hydration alone. Pearson and Brickett (28) in 1932 found superior compressive strengths of high pressure steam cured 3X6 inch concrete and mortar cylinders as compared to normal cured specimens. Sand and gravel was used as the aggregate and the following results were obtained: Certain-teed Pipe Division CTD033195 B-ACP-TA ARTICLE 2 PAGE 20 Pressure p. s. i. T empe rature F. Compressive Strengths H. P. Steam curing (hrs.) Normal 12 (hrs.) 48 (hrs.) Cure (70F.) 28 days 148 365 3200 3820 1730 197 387 2790 30 30 1730 R. Valore (29) of the Building Technology Division of the Na tional Bureau of Standards, stated at the 47th annual convention of the Autoclave Building Products Association at Richmond, Virginia in 1953 that when cement or lime is mixed with silice ous material like silica flour and then cured in high pressure steam for a few hours, strengths may be increased two to four times and shrinkage greatly reduced by the formation of crys talline product. Valore compared the physical properties of a cellular foamed concrete product, normal and high pressure steam cured: Density Compressive Strength 28 day - Moist cured (prism) psi Autoclaved . 023 lbs / in 300 - 400 800 - 1200 Other experiments by O. Graf (30), (31) with cellular foamed concrete indicated that high pressure steam curing was more effective than atmospheric steam curing in providing higher compressive strengths than those of the normal 28 day curing. This was found to be especially true for concrete made of relatively fine aggregate. The volume stability, resistance to deterioration in freezing and thawing, elimination of leaching, and resistance of high pressure steam cured cement products to cracking, crazing, surface checking, spalling, and popping is substantiated by numerous references comparing normal cured and high pressure steam cured cement and concrete building blocks. Less cracking was observed in the manufacture of high pressure steam cured concrete blocks (made from sand, gravel, and Portland cement) by D. Cobb (32) in 1954 who stated, "We have been autoclaving about a year and a half and have made about six million blocks in that time. Before we started autoclaving, we used to have complaints of cracked walls -- about four or CTD033196 b-acp-ta ARTICLE 2 PAGE 21 five or six complaints a week--but since we have been auto claving, we have found no cracking at all." Levine stated-(1) High pressure steam cured building blocks are substan tially in a drier condition and lighter in color than moist cured units and give a clear ring when tested with a hammer. (2) High pressure steam curing tends to stabilize unsound materials that might otherwise result in spalling or pop ping of the surface. (3) High pressure steam curing (especially in the presence of silica) practically eliminates leaching and efflorescence. (4) The shrinkage of high pressure steam cured units, in drying from a saturated condition to equilibrium with air is about 50 per cent less than in moist cured units. Other authors have stated from experience in the building block industry-- "The units exhibit no volume change when in place. Shrinkage of a wall section made with high pressure steam cured units was reduced to 30 per cent of that of a similar wall section made with units not subjected to high pressure steam curing." (33) Menzel (1) found that the rate of moisture loss was consider ably higher for high pressure steam cured specimens and the rate of contraction considerably lower than that of moist cured specimens. The magnitude of stresses set up with cimens. The magnitude of stresses set up with moisture loss or gain should be considerably less in high pressure steam cured concrete and cracking or crazing of the concrete considerably reduced. Menzel also found that in general high pressure steam cured concrete (and cement-silica flour mixtures) had excellent resistance to freezing and thawing, particularly with regard to exposed surfaces. High pressure steam cured specimens were superior to normal cured specimens after 40 to 50 freezing and thawing cycles. In I960, Menzel (34) concluded that the improved dimensional stability obtained by high pressure steam curing of concrete blocks has virtually eliminated the former problem of shrink age cracking in completed walls made of high pressure steam Certain-teed Pipe Division CTD033197 B-ACP-TA ARTICLE 2 PAGE 22 cured concrete blocks. E. Bunzl (35) in 1944 reviewed the literature concerning high pressure steam curing and concluded that 40 per cent silica (0 to 0.075 mm.) added to cement and high pressure steam cured improved strength, resistance to frost action, reduced efflorescence and produced a shrinkage less than that obtained with normal curing. Shrinkages are 1/8 to 1/2 of the normal 28 day curing values. As mentioned previously, one of the products resulting from the hydration of cement at ordinary temperatures in calcium hydroxide. This is somewhat soluble in water. Calcium hy droxide is also liberated during the hydration of steam-cured cement pastes, but in apparently larger amounts. The leach ing of calcium hydroxide is quite apparent even after short periods of immersion in water. It is believed that when cured in high pressure steam the silica combines with most of the soluble calcium hydroxide to form a more insoluble compound which contributes to the permanent strength and denseness of the hardened cementing paste. Thus, both the amount of soluble material and its rate of leaching are substantially re duced (1). 4. Experiments conducted in the laboratories of Certain-teed Products Corporation at Ambler, Pennsylvania indicated that high pressure steam cured asbestos-cement pipe is more resistant to the action of sulfuric acid (0.15M) and soft water (distilled) than normal cured asbestos-cement pipe. Samples of asbestos-cement pipe from four manufacturers were tested. "Standard" tests indicated samples C and D were normal cured while A and B were high pressure steam cured: Test Density lb / in^ Acetic acid test (g. acid/cmc) A 0. 065 Results BC 0.062 0.070 D 0.067 0. 052: 0.053 0.083 0.078 (Proposed limit - 0.100 g/ cm^) CTD033198 B-ACP-TA ARTICLE 2 PAGE 23 Uncombined Ca(OH) (per cent) Proposed modification to ASTM-C-296-59T ASTM-C-428-59T 0.06 0.3 16. 1 (Proposed limit - 2.0%) 15.7 Alkalinity (mg KOH) ASTM-C-296-59T ASTM-C-428-59T 65.7 51.4 222.0 226.0 (Specification limit - 60.0 mg KOH) Sulfate expansion (per cent) Bureau of Reclamation 0.072 0.077 0.105 (Specification limit - 0.2000%) Samples were prepared for exposure to the various solutions by measuring a 3.5 inch arc along the circumference of each six inch diameter pipe sample, six inches long and machined to a 1/8 inch thickness. Such a preparation provided equal and maximum surface area for a rapid evaluation of the chem ical properties of the pipe samples. The samples were placed in 1.7 liters of the acid solution and distilled water. At the end of each week samples were placed in fresh acid solutions and distilled water. One of the most significant results was the change in thick ness and length in the sulfuric acid solutions. Changes in thickness were found to be considerably more than the change in length (see graph I). The high pressure steam cured speci mens (A and B) expanded far less than the normal cured specimens (C and D). The expansion due to the formation of calcium sulfate and calcium sulfoaluminate, occured as re ported in the literature. The electrical conductivity of the water which was originally distilled was measured after each week's exposure. Assum ing the concentration of soluble material to be directly pro portional to the electrical conductance, about twice as much material dissolved from the normal cured samples as from the high pressure steam cured samples in distilled water (see graph II). CONCLUSION High pressure steam cured cement products are stronger, less subject Certain-teed Pipe Division C7D033199 B-ACP-TA ARTICLE 2 PAGE 24 to physical defects such as cracking, surface checking, popping, spalling, leaching, and efflorescence than normal cured cement products. High pressure steam cured cement products will withstand freezing and thaw ing, weathering, and physical abuse in general better than normal cured cement products. High pressure steam cured asbestos cement pipe in the U. S. is made under optimum conditions of time, pressure, temperature, silica content, silica size, and other definite specifications. The resulting pipe has a high degree of chemical stability . The most important observation when comparing high pressure steam cured asbestos cement pipe to normal cured is its increased resistance to sulfates, acids, and soft waters. Its superior chemical resistance is a consequence primarily of: 1. The removal of the uncombined calcium hydroxide 2. The formation of the iron and alumina "hydrogarnets" 3. The formation of more stable crystalline calcium silicates. CTDO33200 General Characteristics of U. S. Soils (37) (38) B-ACP-TA ARTICLE 2 PAGE 25 Soils of generally acid and poor in lime "Alkali" soils generally alkaline containing Na, Ca, and Mg sulfates Soils generally neutral and varying in lime content Certain-teed Pipe Division CTD033201 B-ACP-TA ARTICLE 2 PAGE 26 b-acp-ta ARTICLE 2 Certain-teed Pipe Division H ^tttittt4.T4 t: CTD033203 B-ACP-TA ARTICLE 2 PAGE 28 References (1) "Strength and Volume Change of Steam Cured Portland Cement Mortar and Concrete", C. A. Menzel, Proc. Amer. Cone. Inst., Vol. 3 1, 1935, pp 125 - 148. (2) "Some Aspects of The Chemistry of Portland Cement", T. Thorvaldson, Canadian Chem. and Process Ind. Vol. 33, No. 8, August 1949, pp 666 70. (3) ABC's of Portland Cement, Spec. pub. by W. McCoy, Lehigh Portland Cement Co. (4) R. H. Bogue, Ind. Eng. Chem, annl. Ed. 1, (4) 192 (1929). (5) Lea and Desch, "The Chemistry of Cement and Concrete", 1956, p. 152. (6) "The Mechanism of Sulfate Attack on Portland Cement", F. M. Lea, Canadian Jour. Res. , Vol. 27, 1949, pp 297 - 302. (7) E. P. Flint and R. S. Wells, Jour. Res. Nat. Bur. Std., Vol. 27, 1941, pp 17 1 - 80. (8) Discussion of a paper by J. C. Pearson and E. M. Brickett, "Studies of High Pressure Steam-Curing", Proc. Am. Cone. Inst., Vol. 29, 1933, pp 10 1 - 2. (9) "Testing the Resistance of Cements to Sulfates", F. W. Locker, ZementKalk-Gips Wiesbaden, Vol. 9, No. 5, 1956, pp 204 - 210. (10) "Investigation of Hydrated Calcium Silicates" I. Solubility Products, S. A. Greenberg, T. N. Chang and E. Anderson, 34th National Colloid Symposium, Lehigh University, June 16, I960. (11) "Annotated Bibliography of High-Pressure Steam Curing of Concrete and Related Subjects", Harrison F. Gonnerman, 1954. (12) "The Chemistry of Portland Cement", R. H. Bogue, 1947, p. 510. (13) "The Background of High Pressure Steam Curing", J. C. Pearson, Private Communication Substance of talk before Engineers and Archi tects of Roanoke, Virginia, March 29, 1940. (14) "The Action of Sulfate Solutions on Steam-Cured Composite Cement Mortars, T. Thorvaldson and D. Wolochow, Proc. Amer. Cone. Inst., Vol. 34, 1938, pp. 241 - 65. CTD033204 B-ACP-TA ARTICLE 2 PAGE 29 (15) "The Chemistry of Cement Durability" T. Thorvaldson, p. 460, Pro ceedings of Third International Symposium on The Chemistry of Cement (London), 1952. (16) H. J. Levine, "High Pressure Steam Curing", Proc. Amer. Cone. Inst. Vol. 40, 1944, pp. 409 - 414. (17) "Hydrothermal and x-ray Studies of The Garnet-Hydrogarnet Series and the Relationship of the Series to Hydration Products of Portland Cement" Flint, McMurdie and Wells, Jour. Res. Nat. Bur. Std. , V. 226, 194 1, pp. 13 - 33. (18) "A New Crystalline Substance", T. Thorvaldson and G. Shelton, Canadian Jour. Res. , Vol. 1, p. 148, 1929. (19) "Chemical Reactions in High Pressure Steam Curing of Portland Cement Products", W. Hansen, Jour. Amer. Cone. Inst., 1953, pp. 841 - 855. (20) "Tobermorite and Related Phases in The System CaO-SiC>2-H^O. " Jour. Amer. Cone. Inst., 1955, Vol. 5 1, pp. 989 - 1011. (21) "Strength and Resistance to Sulfate Waters of Concrete Cured in Water Vapor at Temperatures Between 100 and 350F. , D. G. Miller, Proc. Amer. Soc. Test. Mat., Vol. 30, 1930, p. 636. (22) "Long-Time Tests of Concretes and Mortars Exposed to Sulfate Waters.1 Tech. Bull. 194, Minn. Agric. Expt. Sta. , May 195 1, pp. 1 - 111. (23) "Long-Time Study of Cement Performance in Concrete" J. L. Tyler, Bulletin 114, Portland Cement Association, May, 1960. (25) "Durability of Concrete Exposed to Sea Water and Alkali Soils - Cali fornia Experience." T. Stanton, Jour. Amer. Cone. Inst., May 1948, Vol. 19, pp. 82 1-7. (26) Durability of Concretes and Mortars in Acid Soils. D. L, Miller and P. W. Manson, Tech. Bull. 180, June 1948, Univ. Minn. Agric. Exper. Sta. (27) "Effect of Tobermorite on The Mechanical Strength of Autoc laved Port land Cement Silica Mixtures", L. Sanders and W. Smothers Jour. Amer. ,Cone. Inst. Vol. 54 1957, pp. 127 - 139. (28) J. Pearson and E. Brickett Proc. Am. Cone. Inst. , Vol. 28, 1932, pp. 5 37 - 50. Certain-teed Pipe Division CTD033205 B-ACP-TA ARTICLE 2 PAGE 30 (29) "High Pressure Curing" Concrete Products, June 1953. (30) "Steam Curing of Concrete". O. Graf, Cement (Amsterdam), Vol. 7, No. 9 - 10, Oct. 1955, pp. 249 - 50. (31) "Steam Hardening of Concrete Units" O. Graf, Betonstein - Zeitung (Wiesbaden) V. 21, No. 9, Sept., 1955. (32) D. Cobb, "A Summary and Appraisal of Economics and Technical Fac tors in High-Pressure Steam Curing." Pit & Quarry, Vol. 17, Jan. 1954, p. 245. (33) Anon, "Sand-Lime Brick Association Studies New Market Outlets" Rock Products, Vol. 41, No. 3, March 1938, pp. 58 - 9. (34) "Autoclaving in the U. S." - Progress report. C. A. Menzel, Concrete Products, May I960. (35) E. Bunzl, Zement, Vol. 33, Jan. 1944, pp. 12 - 19. (36) Steam Curing of Concrete, R. W. Nurse, Mag. Cone. Res. , June 1949, page 79. (37) Soils, 1957 Yearbook, U. S. Dept. Agricul. (38) Soils and Soil Fertility, L. Thompson, 1952, McGraw-Hill, Inc. p. 126. CTD033206 B-ACP-T A ARTICLE 3 ISSUED - 8/ 18/61 REISSUED - 21 15/65 INFILTRATION TESTS ON THE FLUID TITE JOINTS CTD033207 B-ACP-TA ARTICLE 3 PAGE 1 Infiltration Tests on the FLUID-TITE Joints INTRODUCTION: It was requested that the FLUID-TITE joint for both pressure pipe and sewer pipe be tested for infiltration. The objectives of the project were: (1) To reconfirm that the FLUID-TITE pressure joint was infiltration proof. (2) To determine whether the FLUID-TITE sewer joint was infiltration proof under extreme conditions. If it was not, a quantitative test method was to be developed. STATEMENT OF THE PROJECT: To test every type of FLUID-TITE joint for infiltration. The pressure pipe joints were to be tested at the condition of maximum angular deflection (see Sketch 1) and in a straight line. The sewer pipe joints were to be tested under the condition of maximum off-center deflection (see Sketch 2), and in a straight line. Note: Joints of the same type are defined as having the same cross-section for the rubber gasket, and the same gap between pipe machined dia meter and coupling groove. The following groups of pipe fall into different types of joints: Pressure Pipe 3 inch through 8 inch (all classes) 10 inch and 12 inch (all classes) ' 14 inch and 16 inch (all classes) Sewer Pipe 6 inch and 8 inch (all classes) 10 inch and 12 inch (all classes) 14 inch and 16 inch (all classes) 18 inch (all classes) SUMMARY: One joint from each type of pipe was tested. In each case a minimum dia meter pipe and a maximum diameter coupling was used, thus giving the maximum gap possible. The pressure pipe joints were tested under full angular deflection and in a straight line, and the sewer pipe joints under full Certain-teed Pipe Division CTD033208 B-ACP-TA ARTICLE 3 PAGE 2 off-center deflection and in a straight line. An infiltration pressure of 25 pounds per square inch was maintained for 24 hours. Neither the pressure joints nor the sewer joints showed any sign of infiltration. (Since there was no infiltration for the sewer joints, there was no need to develop a quantita tive test method for infiltration of the sewer joints.) The coupling grooves of all the joints tested were clean. This condition is es sential in order to have a joint which is infiltration proof and care must be used in field assembly that foreign matter does not lodge under the gasket. In summary, the tests performed proved that the FLUID-TITE design wiiL insure an infiltration proof joint. INVESTIGATIONAL RESULTS: The straight line infiltration tests were performed as shown in Sketch 3. The full off-center deflection infiltration tests were performed as shown in Sketch 4. The full angular deflection tests were performed as shown in Sketch 5. Table One shows the joints which were tested for infiltration, and the test results. All the pipe were machined to minimum dimensions. All the couplings were machined to maximum dimensions. J. Cangelosi CTD033209 In filtra tio n T e sts of the F L U ID -T IT E Jo in t c u n 41 41 41 CSC 00 0 ZZZ a*U 0 ju ^C 3 1) U O Q ^I i=> a "*3 <Q 41 41 41 > >* >H cn on 41 41 ,(U >< >1 >1 41 41 41 41 C C CC o o oo ZZZZ cn co to cn <u <u 0) o> >H >H >H 4c1n min mcn 4on) Jh >h >i >< 80 S Eh ^ JW 0> 3 cn cn <u --* 1 CU o c -* .2 w 2 fc o 00>, 0a). >* H Tj< Tj< (M N N ^^ NNN N m ir> in NNN in cn <n to (N M (M CM o in ^2^ cn cn " cn Va cn d o J2 o J2 u xi xo: HCH 2 i as oc i 00 crq? _ 4a1 >N oo oo o d* o d< ou N N ft rvj cn cn --1 cn cn cn y cn d d ou O 41 (X JU3 J3 CU UC UC [J HI HI HI h Q0 N OH G--O* 4) ? 41 cn B-ACP-TA ARTICLE 3 PAGE 3 TabLe 1 Certain-teed Pipe Division CTD033210 B-ACP-TA ARTICLE 3 PAGE 4 MAX. PM6ULAR. fceFlECTION MAX OFF ce*/reROFL&CTlOh) Pump HOLE FOR. RPPLVIM6 WATCR PRESSURE INFILTRATICW 6ASCEr Tesr for straight ?oiNns SKETCH 3 TEST FOf< MAX- Imq Rppuet* u.T, CENTS# FkEFLiCTJQN Lr-ib ________ vent Hur STEEL Vv.S. g/iz/Gt ^kstch 4- 7 PUMP HOLE Bottom1 Plrtf Steel Column L/NivepjQu 7-e$T<vo MqCh, CTD033211 B-ACP-TA ARTICLE 3 PAGE 5 TST~ FOR MR%. Qh/6LLQR V> fL^CTtotJ vc^r tiouer Certain-teed Pipe Division CTD033212 B-ACP-TA ARTICLE 4 ISSUED - 2/9/62 REISSUED -2/15/65 CERTAIN-TEED SEWER PIPE CALCULATOR SLIDE RULE CTD033213 B-ACP-TA ARTICLE 4 PAGE 1 CERTAIN-TEED SEWER PIPE CALCULATOR SLIDE RULE I have been asked the question, "How does one go about using the new Certain-teed Sewer Pipe Calculator Slide Rule?" I will attempt to give you some examples and information that can be obtained by using the new Slide Rule in hopes that this will answer any questions which you have concerning its use. First of all, please understand that the Slide Rule is predicated on using the Manning Formula V - 1.486 R % S ^ with o coefficient of "n" - 0.010- This coefficient has been derived n over the years as being applicable to Certain-teed Asbestos-Cement Sewer Pipe. I am aware that there ore in use other coefficients for "n" which vary from 0.010- In order to make your slide "calculator" of more value to you, may I suggest that you use a conversion factor when ever the design engineer requires a Manning "n" which does not correspond with 0.010- I would like to offer the following conversion factors for your use. To convert the slope values obtained on the calculator use the following conversion factors: When "n" = 0.011 multiply by 1.21 When "n" = 0.012 multiply by 1.44 When "n" = 0.013 multiply by 1.69 When "n" = 0.015 multiply by 2.25 The Manning Formula determines the velocity expressed as a result of the roughness of the con duit (n) the slope of the line (s) and the wetted perimeter within the conduit (r). The Manning is thus written: V = 1.486 R % S H n Since the quantity (Q) is a function of the area of the conduit (A) times the velocity (V) we can write the following: Q = AV or substituting for V Q = A 1.486 R % S Certain-teed Pipe Division CTD033214 B-ACP-TA ARTICLE 4 PAGE 2 If two conduits of equal wetted perimeter, slope and diameter were designated as X and Y the velocity of X or Vx would equal the velocity of Y or Vy only if the roughness coefficients were also equal. It is therefore evident that the quantity also is very dependent upon the roughness coefficient or "n" all other things being equal. In using the Sewer Slide Rule, keep these facts in mind and it will be obvious that the quantity ond the velocity will decrease if the "n" or roughness coefficient is greater than 0.010. Whenever you want to use the sewer pipe calculator, please keep in mind that it is our recommen dation, as well as many state sanitary engineering departments , that the minimum velocity for sewage flow be maintained at 2 ft./sec. In special cases, some states will approve a velocity lower than 2 ft./sec., down as far as 1.5 ft./sec.; but these ore exceptions to the rule. EXAMPLE 1 Find the most economical size of pipe that will deliver a discharge or 400 GPM (gallons per minute) at a maximum available slope of .15 ft./100 ft. with a minimum velocity of 2 ft./sec. 1. First let us try 8" on the diameter scale under .15 ft./100 ft. The discharge will read approximate ly 274 GPM. This does not satisfy the problem and therefore 8" cannot be used. 2. Next try 10" diameter pipe under .15 on the slide scale. Note the discharge reads 498 GPM under the arrow. The velocity for 10" pip* at this slope shows 2.05 ft./sec. when you read the velocity over the 10" pipe size. Therefore, this meets all the requirements of the problem as to discharge and minimum velocity. Another way to approach the same problem is to immediately set 400 gallons per minute under the arrow and read the answers directly. If you use this method you will note that the 8" pipe has a slope of 0.32 ft./lOO ft. which exceeds the available slope. Looking at the 10" pipe we see that at a slope of .10 we can get a discharge of 400 GPM but the velocity is only 1.64 which does not meet the minimum of 2 ft./sec. Since the velocity is now critical, move the 10" under 2 on. the velocity scale and read the results. We can now note that the slope is .145 ft./ 100 and the discharge is approximately 490 gallons per minute. In this way we have solved the original problem and given the design engineer two choices of action. He can use the last set of values with a velocity right at the minimum and and slightly less slope, so 'ess excavation; or he can use the maximum available slope ond have a slightly greater velocity. EXAMPLE 2 The slide rule can also tell us many other things about the use of Certain-teed AsbestosCement Sewer Pipe. For example, suppose we consider the minimum velocity of 2 ft./sec. as our recommendation for Certain-teed A/C Sewer Pipe. If we set 6" diameter under the numeral 2 on the velocity scale, we can then read the other requirements in relation to this velocity keeping in mind that the friction factor on which the scale is based is "n" = 0.010. We can see that the discharge is approximately 176 GPM in a 6" pipe with the velocity set at 2 ft./sec We can also see that the slope needed to produce this velocity in 6" pipe is .29 ft./lOO ft. If we now set 12" diameter under the numeral 2 on the velocity scale, we can observe the new volues which this larger diameter produces. We note at once that the discharge has been increased to 705 GPM and the slope needed to obtain the 2 ft./sec. has decreased to .115 ft. 100 ft. If values to be obtained were predicated upon some "n" foctor other than 0.010, remember the facts listed above to interpret the results. CTD033215 B-ACP-TA ARTICLE 4 PAGE 3 EXAMPLE 3 Suppose on a given street in a town the maximum slope that con be obtained is .0039 ft./ft./lOOO ft. of length and the minimum velocity must be 2 ft./sec. The maximum discharge will be 950 GPM. What is the smallest pipe size that can be used under these conditions which will satisfy all re quirements? First of all, we should convert the slope from ft./1000 ft. of length to ft/100 ft. to conform to the values shown on the slide rule. To convert we can multiply the available slope per ft. of length by 1000 which will give us the total slope in feet, which is 3.9 feet. To get the slope in feet per 100 feet divide by 10, which is .39 ft. for every 100 feet of length. Now set the discharge of 950 GPM under the arrow. Let us first consider using 16" pipe- A 16" pipe will meet the requirement of discharge with a slope of only .045 to deliver 950 GPM. However, the velocity is only 1.52 ft./sec. at this slope and therefore we cannot use the 16" diameter. If we increase the velocity in the 16" pipe to 2 ft./sec., the slope necessary would then become .078 which is well within the requirements set, but the capacity for discharge in GPM is increased to 1250. Since we do not need this excess capacity, we should look for a smaller pipe size. Working with 14" pipe, when the rule is set at 950 GPM, it shows a slope of .092 ft./100 ft. and the velocity is 1.98 ft /sec. Therefore, this size will meet all the requirements if this slight velocity reduction is permissible. With the rule set at 950 GPM, a 12" pipe should have a slope of .21 ft./lOO ft. and a velocity of 2.7 ft./sec. This also meets the job requirements and can be used. If we consider o 10" pipe, setting the arrow at 950 GPM, we discover that a slope of .55 ft /100 ft. is required and the velocity to deliver this discharge at this slope would be 3.88. Therefore, the 10" pipe slope requirement would exceed the slope which we have available on this particular street and could not be used We now have ovoilable to us two pipe sizes which can meet all of the job requirements, except as noted above, which are namely 14" and 12" diameter. Since the original question asked us was to find the smallest pipe size, we could recommend the 12" diameter pipe, since it can deliver 950 GPM with a velocity of 2.7 ft./sec. at a slope of only 21 ft.TOO ft. which is within the maximum available slope on this particular street. There is one other conversion which you many wish to do in the use of this slide rule. Many engineers prefer the discharge in terms of eu. ft./sec., instead of GPM. To convert GPM to cu. ft./sec. multiply by 2.228 * 10'^ (.00223). To convert cu- ft./sec. to GPM multiply by 448.8. I hope this will enable you to get maximum use from this Certain-teed Sewer Pipe Calcu lator Slide Rule. If you have ony additional questions concerning its use, I would be happy to do my best to answer them. A. F. NAGLE AFN:MR Certain-teed Pipe Division CTD033216 B-ACP-TA ARTICLE 5 ISSUED - 8/ 14/62 REISSUED - 2/ 15/65 10-FOOT vs. 13-FOOT LENGTHS OF PRESSURE PIPE CTD033217 B-ACP-TA ARTICLE 5 PAGE 1 This bulletin presents information on the relative merits of ten and thirteen foot lengths of A/C pressure pipe, and particularly describes factors favor able to the thirteen foot lengths. The bulletin has been written for the further instruction of our Sales person nel so that they may be more knowledgeable in their discussions with the people involved in the specification and purchase of pipe. Water works engi neers will find it possible to rapidly scan some sections of the report be cause of their familiarity with the technical background on which it is based. C. R, Hutchcroft Certain-teed Pipe Division CTD033218 B-ACP-TA ARTICLE 5 PAGE 2 Synopsis: This bulletin on the relative merits of 13-foot and 10-foot lengths of pressure pipe in situations involving flexural stresses was prepared to show that 13foot lengths are fully as serviceable as 10 foot lengths. Our competition is selling 4" and 6" sizes of all classes of A/C pressure pipe in 10-foot lengths. They have been employing an "educational program" in tended to convince users of A/C pressure pipe that 10-foot lengths of their pipe are a better and safer item than Certain-teed Products Corporation's 1 3 foot lengths. Our competitor has been occasionally successful in having their view accept ed that their 10 foot long pipe is less likely to give failures in flexure than our 13-foot pipe. CPC sales people have heard from A/C pipe users that they have been told by J-M that their pipe will hold as much as 78 per cent more load in flexure than our pipe. By presenting the applicable theories of flexural (bending) stresses and de flections in beams we have shown that J-M's "education program" is based on only part of the whole story. J-M has used only the part of the theory ad vantageous to them and has in addition ignored highly practical considera tions. J-M suggests, to make their point, that a full length of CPC's 13-foot pipe under earth load supported on its ends to act as a beam under stress be com pared with their 10-foot pipe length loaded and supported in the same way. In the bulletin we .show: (1) This situation should never prevail for either company's pipe if even poor efforts are made to lay the pipe in the ground properly. Engineers and contractors know this. CPC and J-M as well as manufacturers of cast iron pipe make every effort by means of manuals, specifications, and other literature, through sales and technical personnel efforts to high light the extreme importance of avoiding beam action of pipe in the ground. To accept J-M's premise accepts prevalence of complete viola tion of correct pipe laying practices. (2) J-M has not revealed that their 10-foot lengths cannot bend as much be fore breaking as CPC's 13-foo.t iengths when placed in the ground as a loaded beam. Because of this less bending of J-M's shorter lengths flexural failure may occur more frequently as the pipe has less chance of hitting trench botcorn before breaking stresses are reached. (3) If a pipe can be laid incorrectly to act as a full span beam, there are CTD033219 B-ACP-TA ARTICLE 5 PAGE 3 more chances (30%) that this wiLI occur with J-M pipe because of its shorter length. (4) The additional depth to which J-M can lay its KMoot pipe lengths safely as a full span beam under earth load is insignificant for all 4" pipe be cause pipe is generally laid deeper than their best safe depth, and is only moderately significant for 6" pipe. In addition we have demonstrated that CPC's pressure pipe is made to meet the same minimum flexural material strength requirements as J-M's. CPC and J-M pressure pipes have nominally equal material strengths. We have shown typical beam action situations which are more likely to occur for pipe in the ground due to more plausible pipe laying errors or difficul ties. In these situations equal lengths of pipe regardless of manufactured pipe length are subjected to beam action. Since CPC and J-M pipes are of equal material strength, flexural problems are equal for both manufacturers. Finally, CPC's record relative to flexural failures in the ground of pressure pipe has been excellent. We should stress our almost perfect record of no flexural failures and have doubt that making our pipe shorter will improve on this. Certain-teed Pipe Division CTD033220 B-ACP-TA ARTICLE 5 PAGE 4 10-Foot Vs. 13-Foot Lengths of Pressure Pipe Introduction; For some time our salesmen in the field have been faced with the argument that 10-foot Lengths of asbestos-cement pipe are safer to use than 13-foot lengths. A competitor has been making and offering for sale 10-foot Lengths in the smaller diameters in various kinds of pipe. The competitor has been promoting alleged advantages of these shorter lengths. The competitor has been claiming that 10-foot lengths of the smaller diameter pipes, nominally 8 inches and under, are less apt to be subject to flexural failure than 13-foot lengths. Our Sales Department, in their reply to a request for specific statements the competitor is using with customers on the benefits of 10-foot compared with 13-foot lengths, stated they were unable to find specific statements. The com petitor apparently does not put claims in writing, but confine'information to verbal communications with the engineers and/or public officials. One unsub stantiated statement attributed to the competitor is that flexural failures in 10foot lengths might be reduced by as much as 78 per cent over a 13-foot length pipe. We have not been able to obtain specific statements to discuss. For this rea son we have covered the general subject of flexural strength and failures. Our actual experience with flexural failures has been excellent. There have been very few. .When failure has occurred, there have been assignable causes. In A/C pressure pipe, J-M is producing and selling 10-foot lengths as well as 13-foot lengths in 3", 4" and 6" sizes of classes 100, 150 and 200. Since we produce only 13-foot lengths in these sizes, we are placed at a disadvantage with customers who are favorably impressed with this competitor's story on 10-foot Lengths unless we can forcefully and honestly defend ourselves. This bulletin was written to provide as full as possible understanding of the basic facts of the 10-foot Vs. 13-foot argument. Background Information: A. General Approach by Producers of Pipe to Contend with Flexural Con ditions . Producers of A/C pipe as well as other pipe materials attempt, through communication with and education of users, to minimize or eliminate CTD033221 B-ACP-TA ARTICLE 5 PAGE 5 flexural stresses (beam action) occurring on pipe in the ground by stress ing the importance of correct laying conditions. All acceptable laying conditions either eliminate or control to safe levels any beam action of the installed pipe. When the pipe is installed properly there is little or no chance of pipe failing due to flexural conditions. Even cast iron pipe producers make every effort to eliminate beam ac tion on installed pipe. For example, in the Alabama Pipe Company's Catalog 54, page 170, "Suggestions for Handling and Laying Cast Iron Pipe", considerable emphasis is placed on the need to lay their pipe on the proper bed. At one place they say, "Pipe should not be laid in a manner that will cause it to act as a beam. " Both Certain-teed Products Corp. and J-M offer installation manuals for pressure pipe. In both manuals a number of pages of instructions are given on proper procedures for laying and supporting pipe. In the J-M manual, page <12, diagrams are shown illustrating "right" and "wrong" ways of supporting pipe. In the "wrong" instances the pipe is supported so it acts as a beam. If installation is done carefully and correctly the pipe should not be exposed to flexural stresses of unsafe magnitude. Obviously, all pipe producers agree that every effort shall be made to eliminate or control beam action of a pipe in the ground by good instal lation procedure. However, there may be times when the pipe is not properly laid and supported. Then the pipe will act as a beam. It is only in these circumstances that there is any basis for discussing the effect of pipe length on flexural stresses which might be developed in the ground. Pipes in the Ground Acting as Beams. The ability of any kind of pipe to withstand beam action is dependent on more factors than the length of the pipe. The problem is oversimplified on the basis of pipe length alone. The response of a pipe functioning as a beam depends upon the following factors: (1) Modulus of rupture in flexure of the pipe material, M.O.R. (2) Outside and inside dimensions of pipe (Called section modulus or Z) (3) Total load (weight) on the pipe, P. (4) Kind of loading (5) Kind of supports (6) Length of the pipe, 1 The modulus of rupture, M.O.R. (1) is a physical property of the pipe Certain-teed Pipe Division CTD033222 B-ACP-TA ARTICLE 5 PAGE 6 material. It depends in A/C pipe upon the kind of mix used and the quali ty of workmanship. M.O.R. has units of pounds per square inch. It is the stress developed in the outermost portion of the pipe when it breaks. The section modulus (Z) of the pipe is dependent on its cross sectional dimensions, that is inner and outer diameters (hence the thickness for any nominal size). This value is completely independent of the M.O.R. of the pipe. Section modulus has the symbol "Z" and the units, "cubic inches". The total load on the pipe, P (3), in lbs. is self explanatory. It is limited in magnitude to an amount to break the pipe under the conditions pre vailing. The kind of load (4), causing the bending and/or breaking of a pipe acting as a beam can be of various kinds. Examples of a few loading conditions are shown in the diagrams below on freely supported ends. (a) Uniformly distributed load (b) Single concentrated load (c) Third point concentrated load i, ir J/ S' 41 X -X P aL /*r P/2 P/2 ^_________ ik___ Is Where 4- - Load P - Total Load 1 - Length or Span There are many other loading combinations The uniformly distributed loading is the most usual for a pipe buried m the ground. Each unit length of pipe supports approximately the same earth load as each other unit length. In testing the flexural strength, M.O.R. of a material, usually either single or third point concentrated loads are used as a matter of convenience. For example, in our in-plant proof testing of every manufactured length of pipe in flexure, the third point loading is used. The location and nature of supports (5) involved in flexure of a pipe also vary. Some likely support arrangements for pipe laid in the ground are CTD033223 B-ACP-TA ARTICLE 5 PAGE 7 as follows: (a) Freely supported at both ends {pipe ends free to move) (b) Freely supported some distance in from each pipe end. (c) Fixed at both ends (pipe ends held rigidly) (d) Combination of (a) and (c) For pipe in the ground the support arrangement under flexural stress caused either by improper laying of the pipe or a wash-out of trench bottom can be any one of the above four ways depending upon the prevail ing circumstances. For example, 1. When the full length of pipe is off earth contact while the couplings (incorrectly laid) are immovable on solid ground, the pipe is freely supported on both ends (a), as follows: Coupling Trench Bottom Coupling The conditions shown in the diagram above could result only if the correct laying instructions were completely ignored. First, the couplings should never rest on the original trench bottom. Holes should be cut out below the couplings during laying. When the trench is filled in, suitable backfill material should be carefully tamped in below and around the coupling to a height of 12 inches above the top of the coupling. All open space between the bottom of the pipe and trench bottom should also be backfilled with tamped material to give support to the pipe. The backfill should be put in to a height 12 inches above the top of the pipe to provide lateral support as well. Even if these backfilling efforts are poor and careless, no situation as bad as that shown in the diagram could occur. Nevertheless, it is presented to allow for discussion of J-M's apparent treatment of the flex problem relative to 10-foot and 13-foot lengths of pipe. 2. When the pipe sits on earth pads, either intentionally placed when in stalling pipe or as a result of faulty leveling of trench bottom, and there is no earth contact for the pipe lengths between the pads, and the couplings (correctly laid) are not in contact with solid earth be neath, the pipe is supported as in (b) as follows: Certain-teed Pipe Division CTD033224 B-ACP-TA ARTICLE 5 PAGE 8 Conditions of support shown in the diagram should never exist in a real situation because alL the spaces beneath pipe and couplings would be filled in with tamped backfill material. Even if the backfilling was done poorly the spans in flexure from earth load should not be of the magnitude shown in the diagram, hence the flexural stresses should be much less. 3. When a partial length of pipe is not in contact with earth beneath and the ends of the pipe are firmly fixed in the earth, the pipe is support ed on fixed ends as in (c) as follows: 4. When one portion of a pipe length is not in contact with earth beneath and its extreme end is in a coupling (incorrectly laid) immovable on solid ground and the other portion of the pipe is firmly fixed in earth, the pipe is supported as in (d) as follows: Coupling Pipe Coupling Of the four pipe support situations shown, the greatest flexural stress is de veloped in case 1, free supports at both ends. Again we emphasize this situ ation is unlikely to occur in the ground because of all the efforts exerted to avoid it in the pipe laying procedure required. CTD033225 B-ACP-TA ARTICLE 5 PAGE 9 Case 2 support may be used deliberately for laying pressure pipe. The flexural stresses developed in this situation are much less, about 17% that of case 1 when the earth pads are at ideal location. (As CPC shows on page 29, "Pressure Pipe Manual", one-fifth the distance from each end). In uncon trolled situations, the advantage over case 1 may not be as high, however still very favorable. Again, even with minimum care, the back-filling done in pipe bedded in this manner will greatly reduce the flexural stresses pre/ailing on the pipe supported as shown in the diagram. Cases 3 and 4 support situations could conceivably occur because of poor trench preparation, poor back filling or wash away of the trench bottom. The unsupported length of pipe is likely to be the same in the great majority of cases regardless of whether the pipe is 10 feet or 13 feet long. For equal length of pipe unsupported, case 4 gives larger flexural stress, one and one-half times that of case 3. Since J-M has more couplings in the pipe line when using 10 foot lengths, there is more likelihood of exposure to case 4 situations than is true for CPC. It follows that in case 3 and 4 situations which are more likely to exist from faulty pipe laying efforts than case 1, CPC probably has an overall advantage due to the fewer couplings in any length of line. Even case 3 and 4 situations will not exist if proper laying procedures are followed and there is nothing wrong with the soil. Of the four support situations shown, only in case 1 is the pipe length likely to be of consequence relative to total flexural load on the pipe and flexural stress developed. For this situation to occur requires gross errors in pipe laying technique. It should not be allowed to happen and therefore should occur very infrequently. The length of pipe (I) does affect the uniformly distributed weight per unit length the pipe can withstand without breaking when unsupported. The longer the pipe is, which is resisting a uniform earth load as a beam, the less weight per unit length it can take before breaking. J-M's campaign in favor of 10-foot lengths of pipe compared with 13-foot lengths is based upon this fact. J-M purposefully omits the fact that it is actual length of pipe in the ground under flex and not the length of pipe placed in the ground which con trols the permissible unit earth load on the pipe. We have tried to illustrate this in two of the four kinds of support (cases 3 and 4) shown previously. C. Relationships Among Factors in Beam Action An A/C pipe which is laid improperly in a trench can become a loaded beam due to earth loads. A loaded beam bends. The diagram below shows a pipe, with its ends freely supported, being bent (purposely Certain-teed Pipe Division CTD033226 B-ACP-TA ARTICLE 5 PAGE 10 exaggerated) as a result of a uniform earth load along its length. Uniform Earth Load Stresses are developed in the pipe due to the resistance of the pipe to the force of the earth load. All along the span of the pipe between the sup ports are bending moments which are the resultant of the upward action on the pipe of the resistance of the support and the downward action of the earth load. The farther out from the supports the larger the bending moment and the larger the resisting stresses. For the situation pictured, the bending moment and unit stress are maximum at the center position between sup ports. As the pipe bends, compression (pushing together) of pipe mate rial occurs above the center line of the pipe, nj the neutral surface. Compressive stress increases moving out to the extreme outside fibers along the line ci 03. Below the neutral surface the pipe is in tension (pulling apart) the stress increasing to a maximum along the line of ex treme outside fibers, tj t^. As A/C pipe is weaker in tension than in compression, breaking of the pipe occurs in tension, that is, on the bottom side of the pipe in the dia gram. The fibers on the outside surfaces, top and bottom at the section marked O experience the maximum unit stresses. The unit flexural stress developed in a pipe functioning as a loaded beam is given in the following relationship: S : M where S = unit stress, lbs. per sq. in. Z M = bending moment, in. -lbs. Z * section modulus of pipe, in^ S, unit stress is at a maximum when M, the bending moment, is at a maximum value. When the pipe fails due to the flexural stresses, S is known synonomously as modulus of rupture, abbreviated as M.O.R. CTD033227 B-ACP-TA ARTICLE 5 PAGE 11 For uniformly distributed earth loads on pipes in the ground the maxi mum bending moment, M, is related to the earth load and length of pipe as follows: M : w l2 12k where M = maximum bending moment, in.-lb. w = earth load per foot of length, lbs. 1 span, length of pipe being bent, in. k : a number dependent upon the support conditions. Combining the equations above, we obtain S = wl2 j_ Z 12k When the pipe breaks in flex, S is equal to the modulus of rupture. The section modulus, Z, is fixed by the dimensions of the pipe. Therefore for a particular pipe w l2 = M.O.R. x Z = Constant nr This relationship shows that the earth load per foot of a pipe loaded as a beam at failure is dependent upon the length of pipe under flexural stress. The earth load per foot of span is less for the longer span. The relationship shows that a ten foot pipe acting as a beam will support more uniformly distributed load along its length than a 13foot pipe; however, as will be shown later, this fact has little practical meaning. Other factors are involved. The higher load holding capacity of a tenfoot pipe does not imply or prove that its quality or usefulness is better than a 13-foot pipe. To illustrate the use of the mathematical notations above, let us consider the following examples: Example 1. - CPC Pressure Pipe - 6", Class 150 Pipe length being exposed to flexural stresses. Facts Known or Assumed: M.O.R. of pipe - 4000 lbs. per sq. in. Z, section modulus of 6" - Class 150 - 20.7 in^ (Computed from pipe dimensions). Kind of loading Uniform, earth load. Kind of supports Free at ends (Case 1) Length of pipe 13 feet = 156 inches. ' Certain-teed Pipe Division CTD033228 B-ACP-TA ARTICLE 5 PAGE 12 Find: Earth load per foot cf pipe to break it. Using the relationship w i~ = M.O.R. x Z We obtain 12k w 1^ = 4000 psix20.7in-^ = 82,800 in. -lbs. For uniform earth load on TZk pipe supported freely on its ends, k : 8 Substituting known values, w x 156 x 156 : 82,800 in. -lbs. 12 x 8 w = 82,800 x 96 = 326 lbs. /ft. of pipe length 156 x 156 Example 2. - J-M Pressure Pipe - 6", Class 150 Conditions same as Example 1 except pipe length is 10 feet = i20 inches. Note: - Assumption of exactly equal pipe quality, M.O.R. equals 4000 psi. Find: Earth load per foot of pipe to break it. w 1^ = 4000 psi x 20. 7 in^ = 82,800 in.- lb. The k value is 8. 12k w : 82,800 x 96 = 552 lbs. /ft. of pipe length* 120 x 120 * - In the actual comparison of J-M and CPC 6", Class 150 pipe in 10foot vs. 13-foot lengths, this value for J-M pipe is actually 540 lbs. /foot of length. J-M 6", Class 150 pipe has a slightly lower section modulus than CPC pipe, 20.2 in^ vs. 20.7 in^. However, to simplify the compari son, the same Z value was used in both examples. In presenting their position on the merits of 10-foot Vs. 13-foot lengths, J-M uses the ratio of uniform earth loads per foot of length, 552 lbs. per foot for 10-foot length tc 326 lbs. per foot for 13-foot length, equal to 1.69 to make their case. They say, "Look how much more earth load our 10~foot pipe length can withstand than CPC's 13-foot length. It is 69 per cent more. " They anticipate that this will be interpreted as mean ing that J-M pipe is that much stronger or CPC's pipe correspondingly weaker. Nothing could be farther from the truth as has been demonstrat ed in the two examples. In both examples, equal M.O.R.'s, 4000 lbs. / sq. in. were assumed, i.e. , CPC and J-M pipes were of identical strength. CTD033229 B-ACP-TA ARTICLE 5 PAGE 13 Both CPC and J-M meet the following specifications: (1) A STM C 296-59T (2) Federal Specification SS-P-35 la (3) AWWA Specification for A/C Water Pipe C400-53T These specifications are identical for the test loads required for the flexural proof test for all pipes made in the 4", 6", 8" sizes in all clas ses, 100, 150, and 200. These proof test loads, which each pipe must withstand without failure, are so related that 13-foot pipes are subjected to the same maximum bending moments, M, as ten-foot pipes. This is accomplished by having the proof loads on 13-foot pipe tested on 12-foot spans at 9/ 12 the proof loads used on the nine-foot spans for the tenfoot pipe. These requirements assure equal minimum material strength in equal lengths of A/C pipe of nominally the same dimensions regardless of the manufactured length, ten or thirteen feet. The test loads required for 10-foot and 13-foot lengths for the various sizes and classes of A/C pipe which require flexural proof test are shown in Table 1. Table 1 also gives the computed section modulus values for CPC and J-M pipe of these sizes and classes. The section modulus values were de termined using the following pipe dimensions: (1) For J-M inner and outer diameters listed in Transite Pressure Pipe Material Specification DS-335-60A. (2) For CPC inner diameter listed in CPC's Pressure Pipe Specifica tions AP-10-5M-11-60 and an average manufacturing rough barrel diameter. With two exceptions, 6" - 100 and 8" - 100, CPC's section modulus values are higher. This is the result of the slightly greater thicknesses of CPC's pipe. In the last two columns of Table 1 are the computed flexural stresses developed in the proof tests on CPC's 13-foot lengths and J-M's 10-foot lengths. These values were calculated using the relationship} S = M, previously discussed. Z M for the third point concentrated loading used in the proof test is M : wl where W - Proof load in pounds. 6 1 = Span in inches. Certain-teed Pipe Division CTD033230 B-ACP-TA ARTICLE 5 PAGE 14 The maximum flexural stresses developed in J-M's 10-foot pipes are generally slightly higher than in CPC's 13-foot pipes. This is due entire ly to the slightly lower section modulus values of J-M's pipes previously discussed. The stresses for the full range of CPC's pipes are more con sistent than J-M's, low 2800 psi to high at 3250 psi for CPC compared with 2750 psi to 3600 psi for J-M. Table 1 Section Modulus Values and Maximum Flexural Stresses Developed in Proof Flex Tests for CPC's 13--Foot and J-M's 10-Foot Pressure Pipe* Size Inche s Class Flex Test Loads, Lbs. (a) CPC-13' (b) JM- 10' Section Modulus, In-^ CPC J-M Max. Stress in Flex Test, Ibs/sq. in. CPC- 13' J-M- 10' 4 100 900 150 1100 200 1400 1200 1470 1870 7. 1 8. 3 10.9 6.7 8. 1 10.4 3050 3200 3100 3250 3250 3250 6 100 2100 150 2800 200 3700 2800 3700 4900 17.4 20.7 27. 6 18.4 20.2 24.4 2900 3250 3250 2750 3300 3600 8 100 4000 150 5700 200 7600 * 34.0 37.8 2800 * 42.0 41.0 3250 * 56. 1 49.7 3250 * * * * - J-M indicate no manufacture of ten-foot length in this size. (a) - CPC1 s Specifications, AP-10-5M- 11-60 (b) - J-M's Specifications, DS-335-60A Summarizing, we have demonstrated in the foregoing sections that CPC's pipes in all flex tested sizes are as strong as J-M's in load resisting strengths at equal length. It follows that J-M is incorrect in implying that their pipes are stronger because they are shorter. Burial Depths, CPC Vs. J-M Pipe: J-M has seen fit to emphasize the highly exceptional situations for flex ural action on pipe in the ground. They insist on comparing earth load limits for full lengths of 13-foot pipe with 10-foot lengths. For this CTD033231 B-ACP-TA ARTICLE 5 PAGE 15 hypothetical case, we agreed that the 10-foot length will hold a greater uniformly distributed load when acting as a beam. However, some interesting questions come to mind. 1. What does J-M's claimed advantage mean in practical situations? Z. How much more deeply can J-M's shorter pipe be laid than CPC's 13foot lengths ? The information following answers these questions: Table 2 following shows the nominal uniformly distributed earth loads per foot of length expected to cause breakage of full lengths of CPC's 13-foot and J-M's KMoot pipe when loaded as a beam on free end sup ports . The table covers only these sizes and classes on which flexural proof tests are required in specifications. Also shown in Table 2 are the estimated burial depths at which failure would occur for the desig nated conditions of laying and ditch width. For all pipes, the modulus of rupture of the material was assumed to be 4000 psi, i.e., the pipe would fail when this flexural stress was reached in the outer fibers of the pipe in tension. The procudure used to obtain the values shown in Table 2 is demon strated in the following computations for 4" - Class 100 pipe. C.P.C. 4" - 100 Pipe M.O.R. = 4000 lbs. /in.2 . M_ Z Z = 7. 1 in? (See Table 1) 1 = 156 in. (13 ft.) M = M.O.R. x Z - 4000 lbs. /in? x 7. 1 in? : 28,400 in. -lbs. M = w 1^ (For uniformly loaded beam on free end supports). 12 x 8 TABLE 2 Earth Loads and Burial Depths at Flex Break for Full Lengths of CPC's* 1 2 3 13-Foot and J-M's 10-Foot Pressure Pipe______________________ Basis: (1) Pipe laid on flat bottom trench, AWWA Field Condition B (2) Full length of pipe under flex (3) Pipe supported freely on ends as a beam due to incorrect installation Certain-teed Pipe Division CTD033232 B-ACP-TA ARTICLE 5 PAGE 16 (4) Ditch width (O.D. pipe i 2 ft.) (5) As sumed M.O.R., 4000 lbs. per sq. in. (6) Earth fill loads/height above top of pipe from Cast Iron Pipe Manual, AWWA C 10 1 -57, fig. 4. (7) Section modulus, Z, for nominal pipe dimensions (see Table 1) Size Inche s 4 6 8 Class 100 150 200 100 150 200 100 150 200 Earth load to break, lbs. /ft, Burial depth @ break, ft. * CPC - 13' J-M - 10' CPC - 13' J-M - 10' 112 178 1-1/4 (est) 2 131 2 16 1-1/2 (est) 2-3/8 172 278 2 3 274 326 435 490 540 650 2-1/4 2-5/8 3-1/4 3-3/4 4-1/8 5 535 a 3-1/4 662 a 4 885 a 5-1/4 a a a * - To the top of pipe a - J-M do not indicate manufacture of 10-foot lengths in this size. w 1^ = 28,400 in-lb. or 156 x 156 w - 28,400 in-lb. 12 x 8 5 w - 96 x 28,400 = 112 lbs/ft. of pipe length 156 x 156 To obtain the estimated height of earth fill above the tope of the pipe, the Cast Iron Pipe Manual, AWWA C101-57 was consulted. Using Fig. 4 on page 7 for ditch width of outer pipe diameter -+ 2 ft. (d -f~ 2 ft), the height of earth fill was estimated at 1 - 1 /4 ft. for a 112 lb. earth load per linear foot. This 1-1/4 ft. is the value appearing in Table 2 as burial depth (to top of pipe) at which the pipe would be expected to break. For J-M 4" - 100 Pipe: M.O.R. = 4000 Ibs/in? = M. Z Z = 6. 7 in? (See Table 1) 1 = 120 in. (10 ft.) Mm - M.O.R. x Z - 4000 lb s/in? x 6.7 in? = 26,800 in- lb. CTD033233 w 1^ : 26,800 in-lb. or 120 x 120 w ^ 26,800 in-lb. 12 x 8 12 x 8 B-ACP-TA ARTICLE 5 PAGE 17 w : 96 x 26, 800 = 178 lb. /ft. of pipe length 120 x 120 Using the Cast Iron Pipe Manual, fig. 4, as shown previously, the height of earth fill above the top of the pipe was equal to 2 ft. This is the value ap pearing in Table 2. The other numerical values in Table 2 were found in a like manner. Now to answer the questions: "What does J-M's claimed advantage mean in practical situations?" etc. First, on 4" pipe, all classes in which an incorrectly laid pipe acts entirely as a beam, J-M may be able to go about a foot deeper into the ground with 10-foot pipe than CPC can go with 13-foot pipe, that is, to three feet instead of two feet (for class 200). If the pipe must be laid deeper to avoid frost, etc. J-M's 10-foot pipe would be as likely to break in flex under these chosen conditions as CPC's 13-foot pipe. On 6" pipe, all classes, J-M may be able to go about 1-1/2 feet deeper than CPC, reaching a maximum depth of five feet on class 200, compared with 3- 1/4 feet for CPC. At these levels the difference in favor of J-M is just about becoming significant. Again it must be emphasized that J-M's claimed advantage is realizable only if the pijse has been laid in place incorrectly as is illustrated in Case 1 of the kind of supports' discussion covered earlier. Effect of Deflection in Flexure on Frequency of Breaking: Now granting J-M's probable viewpoint that although poor laying of pipe should not be allowed to occur, it may on occasion. We shall proceed fur ther along this line limiting the conditions as follows: (1) The pipe is suspended between two couplings which are on firm im movable ground. (2) The pipe is not supported along its entire length. (3) The space between the pipe and the earth is the same along the whole span and is equal to the distance between the bottom of the pipe and the bottom of the coupling. These conditions are illustrated in the Certain-teed Pipe Division CTD033234 B-ACP-TA ARTICLE 5 PAGE 18 diagram below. Coupling Pipe Coupling Solid Earth We know from experience that a longer length of given material will bend more before breaking than a shorter length of the same material with the same cross section. The actual difference can be estimated. We now pose the following questions about this difference in bending resulting from differ ent lengths of pipe. (1) Is it possible that the longer pipe lengths might bend sufficiently before breaking to hit solid trench bottom support, while the shorter lengths, bending less, might break before contacting supporting earth? (2) Does CPC have an advantage in this situation which is as significant as J-M's claimed advantage of being able to hold a larger earth load on their shorter pipe in essentially the same circumstances of the pipe acting as a beam ? The following information answers both questions in the affirmative. In Table 3, Column 5, are shown the estimated deflections (amount of bending at mid-span) at break for 4" and 6" of all classes of CPC 13"foot pipe and J-M 10-foot pipe. The conditions involved are the same as used in the devel opment of the data in Table 2. A full pipe length is supported on free ends (couplings) in a ditch width equal to outer diameter of pipe plus two feet (d +- 2 ft.) with a M.O.R. assumed at 4000 lbs. /sq. in. The total earth load to break values in Table 3 (column 4) were obtained by multiplying the earth loads to break, lbs. /ft. , of Table 2 by the pipe lengths, 13-foot for CPC and 10-foot for J-M, respectively. For the technical readers, the pipe deflections at break (column 5) were ob tained using the following equations for maximum deflection of a freely sup ported pipe uniformly loaded: Y = 5 Wl3 384 El CTD033235 B-ACP-TA ARTICLE 5 PAGE 19 Where Y : maximum deflection of the pipe, inches, i.e. the total amount of pipe bends in the center. W : total earth load, uniformly distributed, lbs. 1 = length of pipe, inches E = modulus of elasticity of pipe material. Assumed in every case to be 3.4 x 106 lbs/in^. I = moment of inertia of the pipe cross section, in^ (computed from pipe dimensions) The deflections for 4" - 100 of CPC's 13-foot pipe and J-M's 10-foot pipe were computed as follows: CPC's 4" - 100 Known W = 1460 lbs. 1 = 13 feet = 156 inches E = 3.4 x 106 lbs/in? I = 17.51 in^ Y : __5_ x 1460 x 156 x 156 x 156 1 1.21 inches 384 3.4 x 10^ x 17.5 1 TABLE 3 Deflection of Pipe at Flexural Failure Compared with Distances Between Earth Line and Pipe Bottom for Special Case - Earth Line Parallel to Pipe Bottom Make and Length Size Clas s Total Earth Load to Break, lbs. Pipe Deflection at Break, In. Clearance Pipe to Earth Inches CPC 13 feet 4 6 100 150 200 100 150 200 1460 1700 2240 3560 4240 5660 1. 21 1. 16 1. 11 0.85 0. 83 0.79 0.570 0. 610 0.610 0.570 0.710 0.700 J-M 10 eet 4 6 100 150 200 100 150 200 1780 2160 2780 4900 5400 6500 0.72 0.70 0. 66 0.49 0.49 0. 48 0. 60 0. 69 0.710.7 1 0.83 1.08 Certain-teed Pipe Division CTD033236 B -ACP-TA ARTICLE 5 PAGE 20 J-M's 4" - 100 Known W = 1780 lbs. E 3. 4 x 10& lbs/in? 1 = 10 feet : 120 inches I = 16.3 in* Y =_5_ x 17 80 x 120 x 120 x 120 = 0.72 inches 384 3. 4 x 10 x 16. 3 The other deflection values in Table 3 were computed the same way. The clearance - pipe to earth values (column 6) were determined from the coupling and pipe dimensions. This clearance was estimated to be the wall thickness of the coupling at the point the machined end of the pipe touches the coupling under earth load minus one-half the difference between rough barrel diameter and machined end diameter of the pipe. The point to be made in the data of Table 3 is that when the deflection of the pipe (column 5) is greater than the clearance between pipe and earth (column 6) the pipe will contact trench bottom before reaching a flex breaking load. All of CPC's pipes have a larger deflection than clearance. Only two of J-M's 10-foot pipes, 4" - 100 and 4" - 150 show a larger deflection than clearance and then with much less margin. The remaining J-M pipes have a smaller deflection than clearance and presumably would break before touching trench bottom. We reiterate that the circumstances chosen for this analysis are limited, however, they are possible. They are, in fact, the limited situation which J-M insists on considering, i. e. , full pipe length on freely supported ends under uniformly distributed earth loads, with the additional limitations cited. We also point out that although the chances for the full length of pipe to be supported as a beam due to faulty laying of couples is of low probability, there is a greater chance that J-M 's shorter length pipe will be so exposed. The shorter length of J-M's pipe requires more couplings per length of line laid, hence the higher rate of exposure to laying in of pipe as beams instead of, as required, fully supported water lines, no beam action at work. In this bulletin on A/C pressure pipe we have shown that the conditions con trolling reaction of pipe in the ground to flexural stresses are rather involved. A number of factors have to be considered before an estimate can be made of when and how flexural failure will occur. Background information has been presented intended to be helpful in discussing the general problem. J-M's case for 10-foot pipe lengths has been considered and we hope offset by our own selection of stated conditions. In summary we at CPC should keep the following points in mind when faced CTD033237 B-ACP-TA ARTICLE 5 PAGE 21 with the 10-foot Vs. 13-foot question. (1) CPC's pressure pipe is as strong as J-M's, not weaker as they infer. (2) In most flex stress situations in the ground equal lengths of pipe whether CPC's or J-M 's are involved, not 13-foot compared with 10-foot, hence no more failure for CPC than J-M. (3) Due to the greater deflections occurring in longer pipe lengths in flex there are situations wherein the shorter pipe will break more readily than the longer lengths even though the opposite result is also possible. (4) Our actual experience with flex failure of pipe has been excellent. We should emphasize this performance. Alfred F. Felgendreger Certain-teed Pipe Division CTD033238 B-ACP-TA ARTICLE 6 ISSUED - 9/ 16/64 REISSUED - 2/15/65 RUBBER RINGS FOR USE WITH ASBESTOS-CEMENT PIPE CTD033239 B-ACP-TA ARTICLE 6 PAGE 1 Rubber Rings For Use With Asbestos-Cement Pipe Rubber rings are the seals in our couplings which make it possible to join lengths of pipe together into a usable pipe line. Although Certain-teed Asbestos-Cement Pipe is essentially indestructible when properly laid, a pipe line is no better than its joints. In order to insure joints which will equal the pipe in longevity, the rubber rings used are of the highest quality which can be made for the purpose. Our suppliers have advised that our specifications are the most exacting in their industry. From time to time, customers and people within our own organization have asked questions about the rubber rings we use. Due to this interest, it was felt that a paper describing these rings, their compounding, manufacture, inspection, and usage would find an interested reception. Mr. Frank Law, Manager of our Materials Laboratory, prepared a paper entitled "Rubber Rings for Use With Asbestos-Cement Pipe". It is en closed herewith. We think you will find it both interesting and useful. C. R. Hutchcroft Certain-teed Pipe Division CTD033240 B-ACP-TA ARTICLE 6 PAGE 2 1.0 Introduction Rubber rings have been used in couplings to join asbestos-cement pipe ever since the first asbestos-cement pipe was made by K&M in 1938. Rubber rings have been used as the gasketing material because of ease of assembly, reliability, sealing properties, and reasonable cost. The de sign of the rubber ring has changed from the round and square types used with malleable iron couplings; the O type simplex rings; to the present day FLUID-TITE ring, which is considered superior to any ring used to join any pipe on the market today. As the asbestos-cement pipe business expanded since 1938 so did the use of rubber rings so that today CPC purchases of rubber rings is in excess of a million dollars. For this reason and also because the joint is the most critical part of the pipe system, much emphasis has been placed on the quality of the rubber rings; an often heard saying is that "the best ring is not good enough", although recently a rubber ring manufacturer was heard to say, "if your pipe is as good as our ring, we can build a pipeline to heaven". Since rubber rings, and FLUID-TITE rings in particular, are so impor tant a part of our business, it might be well to know a little more about them and rubber in general. 2.0 FLUID-TITE Rings A. Use FLUID-TITE rings are used to join CPC asbestos-cement pipe couplings. They must prevent leakage from both the inside out and the outside in. B. Description One of the big problems in describing FLUID-TITE rings is defini tions. A FLUID-TITE ring is a gasket; it is also a seal and it can be considered an O ring. A gasket is a packing employed in a joint whose members remain in essentially stationary relationship. A seal is a packing which is self tightening; that is, it requires no manual adjustment--or--a sealing connection, as a water seal. An O ring is a packing ring of round cross section used alone in a groove, it is self tightening. All the above definitions include tlae word packing and since the ASTM Committee, which has written the specification for rubber gaskets for use with asbestos-cement pipe -ASTM D1869-63T, is the packing committee, a definition of packing CTD033241 B-ACP-TA ARTICLE 6 PAGE 3 is included. A packing is a device employed to create a gaseous or liquid seal on joined surfaces such as piping or other vessels on con tainers. FLUID-TITE rings meet parts of all the above definitions. It could be described as a gasket (joint which is stationary) used as a packing (a liquid seal used on piping) seal (requires no manual ad justment) of the O ring type (used in a groove of proper dimensions). In addition to the requirements listed above, it must also be imper vious to the material carried in the pipe. In almost all cases water is carried in the pipe. In almost all cases water is carried in asbestos-cement pipe; however, the water is not necessarily potable water. It may contain sewage, or as in the oil fields, light hydro carbons . The FLUID-TITE ring has been especially designed so that it will exert its most effective sealing properties under service conditions. 3.0 Rubber The problem of finding a material that is plentiful, of good quality, reasonable cost, long life, impervious to water and water contaminants, will act as a seal in a confined groove and is self tightening, is for midable. Fortunately there is a material that meets all of the above requirements when properly prepared. This material is rubber. Rubber in this sense is used as a generic term and includes both natural rubber and synthetic rubber. A. Description The first question that comes to mind is "What is rubber?" Because of the many types present on the market today, a definition must be all inclusive. The one property that is common to all rubbers is its tremendous elasticity. This property also sets rubber apart from other substances. From the elastic property the word elastomer is derived, therefore rubber is an elastomer. Elasticity is the pro perty that allows a material to be deformed without permanent de formation when the stress is withdrawn; a good example is a rubber band and a piece of tin. Stretch a rubber band and it will return to its original size when the stretch is released; put a dent in a piece of tin, the dent will remain when the object used to make the dent is withdrawn. The elastic property of rubber is not enough to define it, so more common ground must be found. All rubber contains carbon and hydrogen. This is another clue. It is not enough to have just carbon and hydrogen, they must also be in a certain arrangement. Carbon Certain-teed Pipe Division CTD033242 B-ACP-TA ARTICLE 6 PAGE 4 of itself can be a diamond, graphite, charcoal, coke, or lampblack. Hydrogen is a gas, the lightest substance known. Carbon is the basis for organic chemistry which consists of hundreds of thousands of compounds. A property which carbon has is its ability to combine with itself in either a straight line called a chain; i.e. C-C-C or a circle called cyclic, i.e. -- ^C^ (C is the chemical symbol for CC Carbon. H is for Hydrogen). CC V,// The straight chain series is called aliphatic compounds and the cy clic, aromatic compounds. Rubber is concerned with the straight chain or aliphatic compounds. One of the simplest compounds of straight chain carbon is hydrocarbons, the affinity or carbon for other carbon stone and hydrogen. The length of the carbon chain and the number of hydrogen atoms tied to the chain determine what properties the compound will have; i.e. CH4 / H \ is methane, /H-t-H) very light explosive gas, while C^q ^22' that *s carbons in a straight chain with 22 hydrogen atoms attached to the chain, is kero sene. As the chain increases in length, the compounds become more dense. Carbon also has the ability to form double or triple bonds with another carbon; for instance, acetylene H-C = C-H. The double and triple bonds make the carbon atom much more reactive. As is well known, acetylene is highly explosive and burns with tremendous heat. The double and triple bonds are mentioned here for they are im portant in rubber as will be seen later on. Rubber contains carbon and hydrogen. The combination of the car bon and hydrogen in the molecule is always the same, the rubber molecule is CgHg H-C-H molecule is isoprene. C-C*^ The chemical name for this H-Ci -H Ci -H CTD033243 B-ACP-TA ARTICLE 6 PAGE 5 This molecule taken by itself is a gas but when the molecule is re peated many many times, it becomes rubber. The combination of two or more identical molecules is called a polymer. The formula for rubber is usually written (CgHg) 20,000 - this means there are twenty thousand of the isoprene molecules combined to form one molecule of rubber. By varying the length of the chain different pro perties may be given to the rubber. The isoprene molecule represents natural rubber. The synthetic rubbers are combinations of polymers with other polymers and/or the replacing of one of the hydrogen atoms with other compounds. For instance, neoprene replaces one hydrogen atom with a chlorine atom in each molecule (neoprene is often called chloroprene). There fore rubber is a polymer with elastomeric properties. The elasto meric properties are given to the polymer not only by the length of the molecular chain but also by the arrangement of the molecules. The molecules in rubber are in a haphazard arrangement. When they are stretched, they straighten out. When the stretch is re leased, they return to their original condition. They can be likened to a coiled chain; when it is suspended, each link forms a pattern with the other link in a straight line pattern. When the chain is dropped, the links fall haphazardly. The above explanation on elasto mers, polymers, and rubber is over simplified but for the purposes of this discussion is believed to be adequate. B. History A. brief history of how this all started might be of interest. When the Europeans first explored Central and South America, they noticed that the natives used the exudation of certain trees to make balls which bounced well and also to make a crude water proofing type boot. The natives called this material "cachue". The English scientist Priestly found out it could be used so rub out pencil marks and called it "rubber" which name has been used ever since. The development of rubber was not advanced for nearly a hundred years after it was first found. The Spanish, who first found it, never did develop it. In the early 1800's Hancock in England and Goodyear in the United States began working with rubber as they felt any material having such unusual properties should be put to prac tical use. It was flexible, tough, waterproof and impermeable to air. In the beginning, many products made with rubber appeared to be excellent when first made; however they did not last long as there were two major troubles. The articles got brittle and stiff in cold weather and soft and sticky in hot weather. Certain-teed Pipe Division CTD033244 B-ACP-TA ARTICLE 6 PAGE 6 In 1839 Goodyear discovered that when rubber is heated with suLfur, it becomes drastically changed. The strength and elasticity are greatly increased and hot and cold temperatures no longer affect it. There is one story that Goodyear accidentally dropped some sulfur into boiling rubber and discarded the mixture. The following Spring he noticed that the rubber still maintained its original properties even though being exposed to the Winter weather. Whether the story is true or not, it has developed into over a billion dollar a year industry. With the advent of the automobile, the price of rubber skyrocketed and was ruthlessly exploited. At about this time seedlings taken from Brazil to Kew Gardens in London were transplanted in Ceylon and Malaya. The story of the Mutiny On The Bounty is connected with this trip and is true. The great demand for rubber caused a commercial interest in growing the rubber trees. The growth in Ceylon, Malaya, Indonesia and Indo-China was phenomenal and by 1920 produced 90% of the world supply. At the time Goodyear and Hancock were working on rubber, great strides were made in organic chemistry, including trying to make synthetic rubber. While this was not successful till later, the non hydrocarbon products produced in these efforts found outlets as accelerators, anti-oxidants, plasticizers, etc. until an industry within an industry was developed. Natural rubber reigned supreme with very little serious attempts to make synthetic rubber. The cost of R&D for synthetic rubbers was high as was the processing. At the same time natural rubber was plentiful and the cost reasonable. The synthetic rubbers gained prominence for two main reasons: 1. Natural rubber is easily attacked by other aliphatic hydrocarbons, kerosene, gasoline and the like. In 1930 Neoprene, Buna N, and Thiokols were produced. These products showed excellent re sistance to petroLeum oils and solvents and improved resistance to light, heat, and ozone. These products cost more, but the dif ference in price was made up by their much longer life. 2. The second reason, and the most important one, was World War II. Very early in the war Japan cut off 95% of the world supply of natural rubber. Militarily they had a tremendous advantage as was shown by the Allied Blockade of Germany in World War I. When the nations were preparing for World War II, the necessity of replacing natural rubber was known. A crash program was CTD033245 B-ACP-TA ARTICLE 6 PAGE 7 started under the sponsorship of the U. S. Government. The problem was solved and synthetic rubber was produced. While in the beginning it was not as good as natural rubber, it was suffi cient to do the job. Once the barrier had been cracked, improve ments were made rapidly and new polymers were developed. Today the synthetic polymers amount to 70% of the total rubber usage. The advantages of synthetic rubbers are: More uniform quality, low cost because of large volume, can be compounded for specific properties; i.e. low compression set or ozone resistance. It must be remembered that up to the present time, there has not been a synthetic rubber developed that has all the properties of natural rubber. In the manufacture of FLUID-TITE rings there are three main rub bers that are used: Natural Rubber - NR, Butadiene-Styrene Rubber - SBR, and Butadiene-Acrylonitrile Rubber - NBR (Buna N or Oil Resistant). Each will be discussed separately. 4.0 Natural Rubber - NR Natural rubber occurs in the latex of the Hevea Brasiliensis tree. It is contained in tubes which are located directly in the bark of the tree. These tubes spiral left to right as they ascend the tree. The exact function of the latex to the tree is not known. These trees, although originally coming from Brazil, are cultivated almost exclusively in the tropical rain forest regions of all continents. The trees are cultivated in plantations. By cross breeding from the original trees, the yield has been increased from 250 lbs. per year per acre to 1500 lbs. per year per acre with some being as high as 3000 lbs. All seedlings taken from one tree are called clones. The latex is obtained from the tree by tapping. This is done by making a spiral cut downward in the bark of the tree through the ducts. The latex then is collected in a cup. The latex is collected and sent to a central factory or collecting station. As the latex is being collected, a preservative is added to prevent coagulation. At the factory the latex is strained to remove dirt and bark particles, then coagulated, formed into sheets, washed and hot air dried (with wood smoke in some cases) and packed into bales. The rubber is classified into various types and grades. The type refers to the preparation given to the rubber "and the grade to the quality. Only the highest type and grade of natural rubber is used in FLUID-TITE ring. Natural rubber contains small amounts of materials other than the Certain-teed Pipe Division CTD033246 B-ACP-TA ARTICLE 6 PAGE 8 rubber hydrocarbon molecule after it has been processed. These materials are from the latex and have a pronounced effect on the rubber. These materials include fatty acids, important for vulcaniza tion; natural sterols and esters necessary for protection of the rubber from the air and sunlight; and proteins. The proteins are troublesome. If they are not extracted they are subject to bacterial attack and wilt even tually destroy the rubber. The rubber in the uncured state is sticky, has poor strength, fantastic elongation properties, poor resistance to aging, or in other words, the same as Goodyear first found it. The continuity story of natural rubber shall be picked up later, after SBR and NBR rubbers, as the processing in the manufacture of the finished product is the same for all of them. 5.0 Butadiene-Styrene Rubber - SBR The Butadiene-Styrene Rubber received its first impetus during World War I in Germany when the supply of Natural Rubber was cut off by the Allied Blockade. The first attempts were rather poor and after the war, when natural rubber was plentiful, the development was carried out on a small scale. When World War II loomed on the horizon, the U. S. Govvernment became interested in synthetic rubber and took over plants to produce it. From this came the old term GR-S (Government Rubber Styrene). The development of this material was so successful that today it comprises approximately 80% of all synthetic rubbers. Its principal advantages are uniformity, low cost, plentiful, and in many cases certain properties can be processed into it. In an earlier discussion on what is a polymer, it was pointed out that it is the addition of two or more identical molecules. In SBR, the addition is of two polymers to produce co-polymers. The chief raw materials are butadiene and styrene CH:CH2 The butadiene is a by-product from petroleum while styrene is obtained from the reaction of benzene and ethylene. Both the butadiene and styrene are polymerized in the same reaction chamber to form a complex mole cular co-polymer. The processing and chemistry involved are very complex and beyond the scope of this discussion. An interesting note on SBR is that for years butadiene was polymerized into a rubber as was styrene. Neither was close to giving the properties of natural rubber, however when they are co-polymerized, the co-polymer exhibits many properties superior to natural rubber. SBR rubbers do not have the tackiness that natural rubber has and therefore are harder to process. Since they have less double bonds than natural rubber, they are not as CTD033247 B-ACP-TA ARTICLE 6 PAGE 9 reactive and have less tendency to overcare. The resilience, tensile and elongation of SBR rubbers are not as good as natural rubber, while the compression set and abrasion resistance can be superior., The amount of butadiene to styrene is important, 70% butadiene to 30% styrene is rubber; reverse the percentages and the material is a dense plastic. The processing will be picked up later. 6.0 Butadiene-Acrylonitrile Rubbers - NBR These rubbers are commonly called Buna N or Oil Resistant Rubbers. Like SBR, it is a product of co-polymerization, in this case between butadiene C^H^ and acrylonitrile (CH CH C = N). The processing is similar to SBR although it is manufactured under 150 psi pressure. The primary function of NBR is its excellent resistance to petroleum oils and solvents. The amount of resistance to petroleum oils and solvents is determined by the amount of acrylonitrile to the amount of butadiene in the co-polymer, the more the acrylonitrile, the greater the oil re sistance. In general, the NBR compounds are more resistant to chemi cal attack than natural rubber or other synthetic rubber. In any case where the chemical resistance of the rubber to a substance is not known, the safest (and most practical) approach is to test it in the laboratory first. Buna N rubbers have considerably lower tensile strengths and elonga tions, but better aging properties and compression set characteristics than natural rubber and SBR. From this point on the processing and compounding of the rubbers is the same, keeping in mind that the processing times and the amounts of the various ingredients may vary. 7.0 Processing A. Compounding The raw rubbers cannot be used for useful products. To make them into a useful product is the function of the compounder. The com pounder must find out what the end use of the product will be and to what conditions it will be exposed. For instance, if high resistance to petroleum oils is necessary, he would select a stock that has a high acrylonitrile content; or as in the case of "Fluid-Tite" rings, he would select plasticizers that are not soluble in water. (1) Compounding Ingredients In the compounding of rubber there are many ingredients used. Certain-teed Pipe Division CTD033248 B-ACP-TA ARTICLE 6 PAGE 10 They will be defined in general terms with few specific references made. The most important function of FLUID-TITE rings is to form a seal so that no water may leak out or in. In addition this seal must be maintained for as long as the pipe lasts (perhaps 100 years or more). Therefore compression set is the most impor tant property in CPC rubber rings, with resistance to compres sion a close second and aging properties third. The rubbers in their uncured state have extremely poor compression set and no strength in addition to poor aging characteristics. The cured rubbers with no additions have compression sets of approximately 50%, poor aging and very high costs hence the need of additives to the rubber stock. These additives are: a. Accelerators - These are organic compounds used to speed up the vulcanization or curing process. They are used in addition to sulfur. Using sulfur alone, the curing process would take hours. With the accelerators, the curing process is cut to minutes. Many accelerators are natural fungicides and bacteriacides. b. Sulfur - Necessary for vulcanization in most compounds. How ever, some compounds use peroxide cures, while some other will use litharge or metallic salts. c. Plasticizers - Two types. Chemical Plasticizers - which effect the crude rubber and make them more workable by cutting the chain length. This type of plasticizer has little effect on the vulcanized product. Physical Plasticizers - which effect both the raw and vulcan ized rubber. This type of plasticity lubricates the rubbers so the chains slide past each other. They do not chemically join with the rubber and are not driven out during vulcanization. In the cured rubber they give softer (less hard) and more elastic rubber with reduced strength. With this type of plasti cizer, it is most important that the solubility be determined against whatever media the final product is to be used. Another point to be emphasized with physical plasticizers is that they must be non-toxic. The physical plasticizers are commonly known as softeners. SBR and NBR stocks will use more plasticizers than will natural rubber. CTD033249 B-ACP-TA ARTICLE 6 PAGE 11 d. Extenders - Are actually physical plasticizers but the main function is to cut the cost of the stock. (Dilute the rubber). These are not used in this sense in FLUID-TITE rings. e. Anti-Oxidants and Anti-Ozinants - In the previous discussion it was pointed out that the double bonds in the molecular chain were important. These double bonds are the weakest part of the chain as they are most active chemically. A chain that contains many double bonds readily reacts with the oxygen and ozone leading to the degradation of rubber. Oxygen deteriora tion is the more common of the two types of attack and will be described briefly, remembering the ozone attack is similar except the rubber must be stretched for ozone to attack. De pending on the compound, oxygen attack will work in two ways. In natural rubber, the oxygen attack will decrease the tensile, elongation, flexibility and hardness. If the attack is severe, the end result may be rubber soup. In SBR the tensile, elongation, flexibility are decreased as hardness increases giving a brittle product. In NBR the tensile and hardness in crease while elongation and flex decreases. This also gives a brittle product. The promoters of oxygen are heat (almost always associated with oxygen attack) and light. Heat in creases the oxygen attack by creating more double bonds in the rubber. Oxygen attacks the double bonds and creates free radicals. The free radicals, in turn, react with the rubber molecules to give more double bonds and the process repeats, Oxygen attack accelerates once it starts. Anti-oxidants react with the free radicals to form a harmless by-product, thus stopping the cycle. In some cases they offer the oxygen a more active material than the double bond of the rubber molecule. This ties up the oxygen and prevents further attack. . The main difference between oxygen (O2) and ozone (O3) attack is that ozone attack will only affect rubber under tension. The ozone attack is always characterized by severe cracking. Antiozants prevent ozone attack by migrating to the surface and reacting with the ozone to form a harmless byproduct. In some cases, waxes are used which form a barrier to the rub ber. If the wax becomes cracked, the ozone attacks rapidly. f. Reinforcing Agents - Reinforcing agents are used in the rub ber compound to give strength to the compound and in many cases desired compression set characteristics. They are also extremely important for abrasion resistance. The pri mary reinforcing agent is Carbon Black. The story and che mistry of carbon black is as fascinating and complex as is Certain-teed Pipe Division CTD033250 B-ACP-TA ARTICLE 6 PAGE 12 rubber itself. There are many types of carbon black and methods of manufacture much too long and involved to go into here. The more common carbon blacks are Furnace Blacks, Channel Black, and Thermal Blacks, each type black having individual characteristics to impart to the rubber. The parti cle size, the pH and the structure (single particles or chain) are the most important properties of carbon black. The carbon black gives strength to the rubber, regulates compression set, increases hardness, reduces elongation, increases abrasion resistance and tear strength. g. Fillers - Fillers are used in rubber to (1) sometimes as a coloring agent, (2) primarily to reduce cost. Fillers have some effect on certain properties of the finished compound; i.e. hardness, but in general do not have a pronounced effect. Fillers used with rubber are clay, silicas, whitings, mica, cork, asbestos, zinc oxide, and many more too numerous to mention. All the ingredients necessary to make rubber rings are now present. The raw stock (natural rubber, SBR or NBR, plasti cizers, sulfur, reinforcing agent filler, accelerators, antiozonants and anti-oxidants. These materials are all combined (in their proper amounts in a mixer - Banbury), thoroughly mixed (very important), sheeted, extruded into a round cross section, color coded, placed into a compression mold and vulcanized. B. Vulcanization The vulcanization is the most important step in the manufacture of any rubber article, for no matter how well the formula (recipe) has been made and mixed, how good the raw rubber is, it is all for nought if the vulcanization is not right. Vulcanization is named after the Roman God Vulcan, the god of fire, who was also supposed to be familiar with sulfur. Today definition of vulcanization is any treatment that decreases the plasticity of the rubber at the same time maintaining its elasticity. What is believed to happen in vulcanization is that cross links occur at points in the rubber molecule (at some of the double bonds). In the previous analogy of the rubber polymer being like a linked chain, CTD033251 B-ACP-TA ARTICLE 6 PAGE 13 each chain was separate to itself. After vulcanization these chains are cross linked to each other at regular intervals. Another analogy is the uncured rubber is like two lengths of rope. After vulcaniza tion the ropes are joined so that a rope ladder results. This pre vents movement in all directions but does not limit stretch in the original direction more than previously. The more sulfur present the more cross linking and the harder the rubber. Vulcanization is accomplished by time and temperature. The proper, or optimum, cure for a given compound is determined in the laboratory. This is usually accomplished by curing the com pound at different lengths of time and at different temperatures. Specimens are taken from these different cured compounds and tests run on them. From these tests the optimum cure is determined. The most common test used for this purpose is the best tensile strength plotted against the modulus at 300% elongation (Modulus is pounds required to stretch the compound to the desired elongation). In many cases, however, the laboratory will use the test that is most critical for the end use function of the product to determine optimum cure; in the case of FLUID-TITE rings, the compression set test. In other words the proper temperature and length of time at that temperature to give the lowest compression set is determined. It is in vulcanization that accelerators are necessary. They act as a catalyst to the sulfur linkage and greatly reduce the time cycle. The average temperature for vulcanization is 280F. for 20 minutes in the case of rubber rings. Of course these times will vary between NR, SBR and NBR, with NBR being the longest (25 minutes) and SBR the shortest (15 minutes). In some cases the time will be reduced by increasing the temperature. The two main dangers of vulcanization are overcure and undercure. Overcure may be shown in two ways for SBR and NBR. The hardness increases, the modulus increases, the tensile and elongation drop off. In NR the rubber reverts to its original properties, lower hard ness, modulus and tensile and higher elongation. For this reason it is desirable to obtain cures that have a long plateau; that is, when the compound reaches its maximum cure it will maintain these pro perties even though the temperature may be held for additional lengths of time. When the compound is undercured, it leaves the finished product with properties somewhere between the raw state and the desired level. The aging characteristics are particularly poor in undercured compounds. . 0 Specifications After the FLUID-TITE rings are cured and trimmed (getting rid of excess Certain-teed Pipe Division CTD033252 B-ACP-TA ARTICLE 6 PAGE 14 flashing), there must be assurances that they will perform satisfactorily the purpose intended. These assurances are obtained by means of speci fications. Specifications are designed so that the properties believed to be necessary for a ring to satisfactorily perform the service intended are put forth and the methods of testing to make sure these requirements are met. There are two main specifications governing FLUID-TITE rings: (1) ASTM Specification D 1869-63T -- "Rubber Rings for Asbestos Cement Pipe" (2) CPC Purchase Specification No. 503 -- FLUID-TITE Rings. Since aLL the requirements of ASTM C 1869-63T are included in CPC No. 503, only the latter will be discussed. The more important tests and the reasons for having them are given. It should be pointed out that wherever possible ASTM Test Methods are used as this gives the producer and consumer common grounds on which to compare results. Also these test methods are time tested and under the vigilance of some of the best rubber men in the country. The tests are: A. Tests (1) Tensile Strength - The tensile strength is determined on speci mens taken from the finished rings. This test is conducted on the specimens "as received" and after oven aging. The tensile strength on the "as received" specimens is to determine if the rings were made from a high quality raw rubber. The test on the aged specimens is an indication of how the rings will hold up in usage. (It should be emphasized that the service conditions of coolness, darkness, and moistness are ideal conditions for rub ber rings). The test after aging is also an indication that the rings were properly cured. (2) Elongation - This test determined the elasticity of the rubber compound. How far it will stretch before breaking. This test is conducted at the same time on the same specimens as the tensile strength test, on both the "as received" and aged state. When the results of this test are used in conjunction with the results of the tensile strength test, it is an excellent indication of cure.' For instance, a low tensile and high elongation of a natural rub ber compound would indicate either over or undercure (improper cure). On the other hand a high tensile and low elongation on an CTD033253 B-ACP-TA ARTICLE 6 PAGE 15 NBR compound would indicate an overcure. A low tensile and low elongation on an SBR compound would indicate overcure while a low tensile and high elongation would indicate undercure. These tests are also valuable in indicating the uniformity of the rings from shipment to shipment. (3) Modulus at 300% Elongation - This gives an indication of the "nerve" of the stock. In practical application a high modulus (lbs. to stretch the rubber 300% of its original length) would indi cate very hard assembly effort. A low modulus would indicate a weak compound and danger of blow-out. (4) Hardness - Performed on the rings and specimens in the "as re ceived" and after aging condition. When performed on the rings "as received", it is a control test that determines the uniformity of the rings from shipment to shipment and also that the rings are within hardness limits of what is known to perform satisfactorily in service. When performed on rings and specimens after aging (exposure to both heat and water), it is an indication of how the ring will "stand up" upon exposure and in service. Excessive changes in hardness on aged rings or specimens would cause in vestigation of the compound. The excessive change in hardness would not necessarily point out the cause, but show that some thing is wrong. The hardness test is by use of a durometer and is the measure of the resistance to the indentor point penetration by the rubber. (5) Compression Set - This is the most important test run on the FLUID-TITE ring. This test determines that when the ring is confined in the pipe and coupling, it will continue to exert pres sure against both the pipe and coupling groove. Compression set measures the amount of permanent set the ring will take. Know ing the dimensions of the pipe, coupling, and ring and the amount of permanent set, it can easily be determined whether the ring will continue to exert pressure or not. (6) Water Immersion - This test is conducted at elevated tempera tures and is an aging test. This test determined if the compound will break down in water. There are dangers in this test as some material could be taken from the compound and replaced with water. The change would be hard to detect.7 (7) Shrinkage--not ASTM - This test is also a water immersion test with a drying process added. The whole ring is used and the Certain-teed Pipe Division CTD033254 B-ACP-TA ARTICLE 6 PAGE 16 change in dimensions recorded. This is a very severe but very necessary test to avoid the possibility of ring shrinkage in service. (8) Ozone Resistance - This test determines the resistance of the rubber to ozone attack. In effect it is to determine if sufficient anti-ozinant is present in the compound. (9) Low Temperature Flexibility - This is to determine that the rings may be used in cold weather without breaking or cracking. (10) Oil Immersion - NBR Only. This test is to determine whether aliphatic oils or solvents (primarily petroleum) will cause the NBR compound to swell or lose its physical properties to the point where it would be useless. (11) Assembly Effort--not ASTM - This test is conducted on finished rings at room temperature and at 10F. The test determined the amount of force necessary to assemble a pipe and coupling. The test is performed using standard pipe and coupling and measuring the force necessary to assemble them. A very high assembly effort would indicate an unsuitable compound as it might lead to forcing the ring out of the coupling groove rather than compress it. The low temperature (10F.) is important for the same fact. The standard aging temperatures and time for NR and SBR compounds for the tensile strength and elongation tests are 158F for 168 hrs. The compression set test is conducted on specimens from finished rings compressed 50% and exposed to 158F temperature for 22 hrs. The standard aging temperature and time for NBR compounds for the tensile strength and elongation tests are 212F for 70 hours. The compression set test is conducted on specimens from finished rings compressed 50% and exposed to 2 12F for 22 hours. The water immersion test on all compounds is conducted at 210F for 2 1 days. The shrinkage test on all compounds is submerged in tap water at room temperature for 168 hours followed by drying in an oven at I58F for 168 hours. The test requirements of FLUID-TITE rings are severe in order to maintain high quality rings, however it is known that no specification is perfect and that a great deal of the success of "Fluid-Tite" rings depend on the integrity of the supplier and the knowledge of the com pounder. CPC is fortunate in having suppliers that have both these much needed attributes. CTD033255 B-ACP-T A ARTICLE 6 PAGE 17 Presently CPC uses two types of compounds for FLUID-TITE rings: NR, natural rubber, and NBR - Buna N or oil resistant. The natural rubber is used in most rings as the NBR is not in as much demand. Natural rubber is used because it has the best pro perties necessary for successful usage of FLUID-TITE rings. The drawbacks of natural rubber are low temperature range (it should not be used in pipelines subjected to over I20F. over an extended time), and the anti-ozonant and anti-oxidant properties must be added to the compound. The NBR (Buna N) compound is more expensive and is, therefore, only used in lines where oils might be present. This compound has excellent properties, its main drawback being that it is very difficult to add anti-ozonants to it because of a compatibility problem. SBR has not been used mainly because the natural rubber has been plentiful and has done an excellent job. As can be seen, the enemies of rubber are light and heat. The rings are packed in cartons and stored in a cool place. In service the con ditions are ideal -- cool and moist, both conducive to long life for the rubber compound. In the future, as more and more new polymers are being developed, it is hoped that a single ring can be developed that will be oil resist ant, have reasonable cost, will be able to withstand 300F. tempera ture, have natural anti-oxidant and anti-ozonant properties and have compression set properties even better than the present. EPILOGUE Rubber gaskets installed over 100 years ago are still performing satisfac torily in Europe and England. With the many improvements in manufacturing methods, refinements to machinery, and the rapidly advancing new polymers since that time, there is every reason to believe and expect an even longer life from the present day FLUID-TITE gaskets. It is hoped this paper leads to a better understanding of the use, properties and problems associated with rubber rings and a promise of even better rings in the days to come. Certain-teed Pipe Division CTD033256 B-ACP-TA ARTICLE 7 ISSUED - 2/15/65 SELLING IN SAFETY UNDER THE ANTITRUST LAWS CTD033257 SELLING IN SAFETY UNDER THE ANTITRUST LAWS Pipe Division Certain-teed Products Corporation Ambler, Penna. CTD033258 PRODUCT BULLETINS NO'S I - A SUGGESTED PROCEDURE TO FOLLOW ON MUNICIPAL BIDS 2 - NEW SEWER SYSTEM FROM INCEPTION TO OPERATION 3 - ADVANTAGES OF CPC ASBESTOS-CEMENT GRAVITY SEWER 4 - SEWAGE WASTE WHAT YOU MAY AND MAY NOT PUT INTO A SEWER 5 - PARTIAL LIST OF THE CITIES AND COMMUNITIES WHO HAVE USED CERTAIN-TEED GRAVITY SEWER PIPE 6 - GRAVITY SEWER PIPE BID 7 - ACID SEWAGE________________________________________________________________________________________ 8 - COMPARATIVE CRUSHING VALUES FOR CPC A/C GRAVITY SEWER PIPE WITH COMPETITIVE ITEMS________________ 9 - NATIONAL CLAY PIPE MANUFACTURERS, INC, ADVERTISING 10 - VITRIFIED CLAY PIPE__________________________ 11 - VITRIFIED CLAY SEWER FITTINGS 12 - SPECIFICATION NOMENCLATURE 13 - MINNESOTA POINT - LAKE SUPERIOR14 14 - DROP MANHOLE CONNECTION CTD033265 B-ACP-S BULLETIN 1 PAGE 1 ISSUED - 7/28/61 REISSUED - 1/1/65 A SUGGESTED PROCEDURE TO FOLLOW ON MUNICIPAL BIDS KNOW THE ENGINEER Work with the engineer. Get to know him. Ask him questions. Make sure that he has complete up-to-date catalogs and specifications and on each trip make sure that these catalogs and specifications are kept up to date. On a particular job try to anticipate what will be his thinking concerning AsbestosCement Pipe and Certain-teed Products in particular and follow through. If he asks any questions concerning the merits of CPC Pipe be sure to give him a satisfactory answer and show him where this will fit into the particu lar job that he is engineering. If you don't know the answers to his techni cal questions, admit it and tell him you know where to get this information. Write down the facts clearly and send these to Ambler for their comments. KNOW THE JOB Be sure to know the ultimate user. If the pipe is to be used by a city, call on the Mayor, City Clerk, Water Superintendent, City Engineer, Members of the Town Board, Members of the Water Board, City Attorney, and other influential city officials. Make every effort to have a showing of the CPC film and try to get as many of these people in attendance as possible. Answer all their questions. Anticipate what will be used by competition against you. Answer these objections. Try to find out what will be the strong selling point of A/C Pipe, and use these at this time. In some cases pumping cost may be important. Long life is always important. Cinder streets that may affect metal pipe could be important. Tuberculation, ease of installation, lower cost, all these should be emphasized to all influential city officials. WORK YOUR AGENTS Alert your sales agent to any proposed or planned job and be sure they plan to work the job. If for some reason they are not in a position to work the job, make sure that another agent who will work the job is alerted. It is the obligation of the agent to you and to CPC to give you all the cooperation possible in working every phase of these water jobs. It is your responsibility to work with the agent and give him any help he may need. Plan your action. Look over a set of plans and specifications and try to be as familiar as pos sible with the particular job in question. KNOW YOUR BIDDERS Be sure you have an early list of bidders and know who is friendly to CTP. Certain-teed Pipe Division CTD033266 B-ACP-S BULLETIN 1 PAGE 2 Get them interested in the job. Call or contact with your agent or be sure that your agent is contacting all contractors who have plans drawn. Let them know you are working the job and let them know you are interested in them obtaining the job. Be sure that your agent has contacted and sent a quotation to all bidde rs. ATTEND BIDS Make every effort possible to attend every bid and be sure your agents are in the habit of attending bids. In many cases a job is sold at this time. In many incidents it may seem a waste of time, but always try to be there and talk to as many contractors and city officials as is possible and be ready to answer any questions that may arise at the time of the bid. FOLLOW THROUGH WITH THE BIDDERS Call on the low bidder and try to get some commitment as soon as possible after the bids are opened. At this time you should be able to find out where you stand. Let him know what you can do for him in the way of service, in the way of delivery. Let him know that you have worked with the City and let him know that you have worked with the engineer in his planning. Advise him that we have installation men available, who could be of service to him while installing CPC pipe on any particular job. FOLLOW THROUGH WITH OWNERS Be sure to call either personally or with your agent on all Town Officials and go over the bid pointing out to them all the advantages they could derive by using CPC pipei If at all possible try to get them completely sold on CPC then possibly they will suggest to the contractor, who is low bidder, to use CPC pipe. ATTEND CITY MEETINGS Usually an award meeting will be held after the bid. Be sure to be in attend ance with your agent or at least see to it that your agent is attending and let your attendance and his be known. Stand ready to answer any questions that the engineer or Town Board may have at this time concerning choice of ma terials. At these award meetings if you are not in attendance, your compe titor will be and may make the sale at this time, merely because you are not there to answer questions. GET THE ORDER All pipe jobs do not necessarily follow this pattern; but if this pattern is CTD033267 B-ACP-S BULLETIN I PAGE 3 followed to the best of everyone's ability, having our agents and ourselves following through on all the steps mentioned, I think we can all say that we have done a good job and if for some reasonwe do not get the order, I believe we will know exactly why. Certainly we will be in a stronger position with the engineers and contractors on this job and on any future job that may arise in this area. Your agent is of the utmost importance; use him, work with him and attempt to build a strong agent organization that can help you on this type and any type bid that may arise in your area. A. J. Buford Certain-teed Pipe Division CTD033268 B-ACP-S BULLETIN 2 PAGE 1 ISSUED - 1/58 REISSUED - 2/15/65 NEW SEWER SYSTEM FROM INCEPTION TO OPERATION Preliminary Design Preliminary design stage includes a review of the area to be sewered with consideration being given to total land area, total population and the amount and type of industry which is to be located within the sewered area. Consi deration must also be given to the possible future expansion of the land area by development and/or annexation with a subsequent increase in total sewered area. Since sewage is composed of 99.9% water and 0.01% solids, all calculations are based upon the hydraulic formulas currently used,for water calculations. I. Type of System An early decision must be reached as to the type of system which will best fulfill the needs of the proposed area which may be one of two types: A. Combined - system which provides transportation of sewage and storm water through the same pipe network. B. Separate - systems designed for the separate transport of sewage through one pipe network and storm water through another. II. Period of Design The design engineer must initially determine the projected useful life of the system being designed and provide for sufficient capacity to handle future development. A. Lateral and submain sewers - these are designed for anticipated ultimate development of a given land area. B. Main sewers, outfalls, intercepting sewers - these are designed for growth of 40 to 50 years in the future. III. Area Development A proper design should include consideration or probable expansion of the community in area as well as a breakdown of the present and future area into classifications for types of sewage. Certain-teed Pipe Division CTD033269 B-ACP-S BULLETIN 2 PAGE 2 A. Classification of Area 1. Residential (a) Light - single homes (b) Heavy - multiple dwellings - apartments, etc. 2. Commercial 3. Industrial 4. Public uses, parks, playgrounds, etc. B. Main Sewers - the design should provide for probable future extension of metropolitan areas into the suburban areas. C. Zoning - Future development may be anticipated as to classifi cation of areas by the present zoning regulations keeping in mind the fact that these regulations can change as the need arises. IV. Population Distribution The area to be sewered is subdivided into sewer districts and dis tricts and subdistricts on the basis of natural typography and arti ficial boundaries after which the present and estimated population may be assigned into the various districts. A. Population Densities - the maximum approximate densities are as follows: 1. 15-20 persons per acre for light residential 2. 55 per acre for multiple dwellings 3. 10 to 30 per acre for commercial and industrial V. Sewer Pipe Capacities A. The total expected sewage flow will be made up of the following: FLUIDTITE JOINTS 1. Present expected per capita flow PREVENT INFILTRA- 2. Present industrial wastes TION CTD033270 B-ACP-S BULLETIN 2 PAGE 3 3. Allowance for infiltration 4. Reserve capacity for future growth B. Computing Sewage Quantities - The amount of sewage flow may be calculated from the following: 1. Water consumption from public and private sources with allowances for infiltration and deductions for water that does not return to the sewers. 2. Short time record of sewer gagings. 3. Long term record of sewer gagings. 4. Arbitrarily selected per capita sewage flow rates based upon experience elsewhere. 5. The tributary area and a unit per acre allowance for the sewage flow based upon experience elsewhere. C. Per Capita Sewage - The yearly average sewage flows range from 100 to 135 gallons per capita per day for larger cities to as low as 55 to 80 gallons per capita per day for smaller cities or for the less congested residential areas in larger cities. 1. 100 gallons per capita per day is the yearly average daily domestic sewage flow most commonly used for calculating the volume expected for average flow. D. Industrial and Commercial Sewage 1. Small communities can usually include industrial wastes in the per capita allowances. 2. Large cities should determine the number of areas given over to industrial and commercial use and the volume of sewage calculated from information based on experience in other areas with the same type of industry. (a) Examples: Large machinery manufacture - 20, 300 gallons per acre per day Breweries 137,500 ditto Packing Houses 62,000 ditto Certain-teed Pipe Division CTD033271 B-ACP-S BULLETIN 2 PAGE 4 E. Infiltration - Occurs through two sources: The entrance of runoff rainwater directly through inlets such as downspouts, street inlets and other openings; the entrance of water from the ground through leaky joints and other sewer structural defects. FLUID-TITE JOINTS 1. Most plumbing codes prohibit the direct discharge of rain RESIST 25 water or other surface water into sanitary sewer systems. P.S.I. OF EXTERNAL 2. The amount of infiltration is dependent upon four major PRESSURE factors: (a) The level of the ground water in reference to the sewer. (b) The type of subsoil. Sand and gravel will permit more water to leak into the sewer than clay. (c) The water-tightness of the joints and provisions to pre vent cracking of the pipes. (d) The care with which the house connections are constructed. 3. Surface water entering the sewer can be reduced but the infiltration of ground water from leaky joints is very diffi cult and costly to repair and sometimes impossible to lo cate and correct. 4. Infiltration is allowed for by the design engineer and varies CPC SEWERS according to the personal feelings of the engineer from a CAN BE minimum of 250 gallons per inch of diameter per mile of SPECIFIED sewer per day to a maximum of 1500 gallons per inch of BELOW THE diameter per mile of sewer per day. The vitrified industry MINIMUM commonly accepts this high infiltration rate but states that, "Infiltration in excess of 1500 gallons indicates poor con struction. " (a) Examples: New constructed sewer lines. Decatur, Illinois - 22, 100 gallons per mile per day Harrodsburg, Ky. -26,400 gallons per mile per day Springfield, 111. -27,200 gallons per mile per day (b) Example: The entire sewer system including house con nections: Boston, Mass. - 40,000 gallons per mile per day Newark, N. J. - 1 15,752 gallons per mile per day CTD033272 B-ACP-S BULLETIN 2 PAGE 5 Actual Design Following the gathering of the preliminary data the engineer is ready to apply the facts and assumptions he has accumulated to the immediate problem at hand. I. General Design Rate A. Experience shows that maximum flow rate if generally double the average daily flow rate. Therefore, many engineers allow ing a safety factor will triple the expected average flow rate to obtain the maximum peak flow. As a result sewers up to 24 inch in diameter are usually designed to flow haLf full when carrying the expected average flow. B. No pipe should be designed for a flow greater than half full during normal flow periods and all pipes must be sized to carry the peak flow quantity without serious reduction in velocity or the creation of a head pressure on the pipe. II. Sewer Layout Since every sewer layout has problems peculiar to the installation each job must be engineered by a trial and error method. A. The engineer first makes a map of the entire area to be FLUID - sewered which will show all streets and proposed right of ways TITE as well as the elevations of natural ground surface. Sometimes JOINTS a contour map is used because it shows the ground elevations PERMIT as an overall picture. DEFLEC TION B. The Treatment Plant - Whenever possible the treatment plant will be located at the lowest point in drainage area near an available stream for the discharge of the effluent. However, naturally in some areas ideal conditions do not exist for the location of the treatment plant and its location is then chosen based on other factors such as nearness to the low point of the area or available ground that can be made use of for this purpose. C. Main Trunk - Starting at the lowest elevation in the drainage area being considered, the engineer begins plotting the pro posed location of the main trunk sewer by trial and error. His choice of route is based also on several considerations as follows: Certain-teed Pipe Division CTD033273 B-ACP-S BULLETIN 2 PAGE 6 CPC LOW "N" FACTOR ALLOWS FLATTER GRADES 1. The route of the trunk line should follow established streets and/or right of ways. 2. The best route is the most direct which will allow gravity flow for the volume being considered. 3. The final location of the trunk is reached when the distance is the shortest, excavation is held to a minimum and the majority of the laterals can empty into the main trunk by means of a gravity flow discharge. CPC D. JOINTS REMAIN TIGHT EVEN WHEN E. SUB JECTED TO VIBRATION Sewer Laterals - The laterals are also located through streets and right of ways outward from the main trunk attempting to avoid excessive excavation and the necessity of employing force. Collection Systems - In some locations it is necessary to divide the drainage area into self-contained districts which will then have their own main trunk or collecting sewers which are used to carry the sewage from that district to one main trunk for conveyance to the treatment plant. F. Sizing of Pipes CPC PIPE 1. Laterals - All of the area considered as tributary to a MAY PERMIT given line is determined and the expected total volume of SMALLER sewage at the point of connection to a collection system or SIZE BECAUSE main trunk is calculated on the basis of the volumes of flow OF LACK OF determined earlier in the perliminary design stage. INFILTRATION AND LOW (a) The engineer may proceed upstream from the point of FRICTION connection and add reducers if justified, considering LOSS possible expansion beyond the end of the present pro posed line. 2. Main Trunk - Beginning at the low point in the line ail volumes are added as the line proceeds upstream. Usually this line consists of many sizes of pipe as it moves out ward from the point of connection to the treatment plant. G. Calculations - The correct size of pipe for a given line must be determined by trial and error. The engineer calculated the invert elevation at the lower end of the line and the invert ele vation at the next manhole . The length of line and the total fall or slope between these two points may then be determined. CTD033274 B-ACP-S BULLETIN Z PAGE 7 When the engineer has the existing slope and the quantity of sewage he can then substitute in flow formulas to determine the correct pipe size. CPC HAS LOW FRICTION FACTOR 1. Manning formula - This formula has been derived from an older formula known as the "Kutters Formula". The Manning adaptation is more easily solved by direct arith metical application and is therefore more widely used. The formula is as follows: v 1.486 (r2 / 3) (s 1/2) n Q = 1.486A (r2 / 3) (sl/2) or Q = Av n Where: v = velocity n = friction factor r : hydraulic radius or the wetted perimeter r for pipes running full or half full is always calculated as 1/4 of the inside diameter, s = slope in feet A = area of cross section of pipe in ft. 1. 486 = a constant Q = quantity of discharge in cubic feet per second Example: Slope in ft. per 1000 ft. of length equals 4.5, n - 0. 0 10 for A/C pipe. Discharge required to equal 2 cu. ft. per second. Assume that 8" pipe may be used therefore substituting in the formula we have v 1.486 0.010 (.2989) (.0675) v = 3. 0 ft. per sec. Q = Av = Q = . 3358 (3.0) Q= 1.00 cu. ft. per sec. As the required discharge has been previously stated as 2 cu. ft. per sec. there is one of two alternatives that can now be used. The velocity can be increased by increasing the slope or else a larger pipe size can be used. In this example let us assume that the slope Certain-teed Pipe Division CTD033275 B-ACP-S BULLETIN 2 PAGE 8 cannot be increased so we must try a larger pipe size. The next larger standard pipe size would be 10" so substituting in the formula we have v 1. 486 (. 3514) (.0675) 0. 010 v : 3. 5 ft. per sec. Q = Av Q = .5450 (3.5) Q = 1.9 cu. ft. per sec. We now have the required discharge using 10" pipe. However, if 12" pipe is used the slope could be re duced to 1.7 ft. per 1000 feet to give the same dis charge. Therefore, the engineer must evaluate the conditions and decide the best choice considering all of the local problems. Each line must be sized by this method to arrive at the best sizes that are compatible with all of the local field conditions to be encountered. la. In the first example if vitrified pipe were consi dered and the "Manning" number for vitrified was n : 0.013 the calculated "v" would be 2. 3 ft. per sec. or a reduction of 2 3%. MINIMUM VELOCITIES 2. Velocities - Sewers should be designed to have a minimum EASIER TO velocity of 2 ft. per sec. and a maximum velocity not to ex- OBTAIN WITH , ceed 8 ft. per sec. CPC ON FLAT TER GRADES Construction I. Laterals, Mains, etc. All of these lines are constructed using essentially the same con struction procedures. A. The beginning is usually made at the lowest elevation manhole although in some cases construction will begin simultaneously at two or more locations. B. The laying of the pipe is in an upstream direction; i. e. against the flow. CTD033276 B-ACP-S BULLETIN 2 PAGE 9 CPC PIPE HAS IDENTICAL ENDS 1. This practice is not necessary with CPC sewer pipe be cause they have identical ends. Clay pipe always has the spigot ends pointing in the direction of the flow because the resistance to flow is less when the pipe is laid in this man ner. However, other construction problems and habits will usually cause the practice of laying pipe against the flow to be followed even when using asbestos-cement. C. Sheeting & Bracing - Where trenches are located in unstable soil or are excessively deep, the sides of the trench are pro tected from caving into the trench by braces or sheeting. EASE OF INSTALLA- 1. TION RE Bracing consists of placing timbers, at regularly spaced intervals, such as 2" x 8" 's vertically in the trench from DUCES TIME the bottom of the trench extending upward and above the OF MEN IN TRENCH ground surface. One timber is placed on each side of the trench and supported by trench jacks near the top and near WHICH MAY REDUCE the bottom of the trench. These timbers are removed as the work proceeds. REQUIRED BRACING WITH SAFETY 2. Sheeting is bracing that is continuous along the entire trench. The sheet may consist of 2" x 8" timbers laid with edges abutting each other or sheets of plywood with supporting timbers and whalers. Trench jacks are used to hold the continuous sheeting in place. In many cases con tinuous sheeting is left in place to add additional support for the in place pipe. D CPC LONG LENGTHS EASIER TO GRADE FEWER JOINTS Grade - The engineer on the project will prepare a grade book showing the elevations at 50-foot or 25-foot intervals along the line of the sewer. The engineer then traces the line of the sewer and places grade stakes at intervals, usually 50-foot, along the entire line of the sewer. These stakes are marked with their elevation and a reference is made to the distance the stake is placed from the center line of the pipe. Certain-teed Pipe Division CTD033277 B-ACP-S BULLETIN 3 PAGE 1 REISSUED - 2/15/65 ADVANTAGES OF CPC ASBESTOS-CEMENT NON-PRESSURE SEWER PIPE The material below has been reproduced for your benefit as the information contained therein is applicable in the general sense to any installation of CPC asbestos-cement non-pressure sewer pipe. DESIGN AND CONSTRUCTION Asbestos-cement sewer pipe is considered to have as a result of field tests, a "Manning" friction factor equivalent to 0.010". In engineering terminology this means that the resistance to flow in an asbestos-cement pipe is ex tremely low. Therefore, it is possible to reduce to some degree the fall or slope of a sewer of any given size while still maintaining the minimum criti cal velocities. As a result of this reduction in slope, there is a comparable reduction in the depth of the sewer trenches in which the pipe is to be lo cated. It is impossible to accurately gauge the total extent of this reduced excavation but where extensive sewer lines are to be laid it can be consider able in amount. The inherent ability of asbestos-cement sewer pipe to produce higher velo cities at flatter slopes may also reduce the number of force mains and lift stations necessary in the design. When other types of material, because of increased friction to flow, would not be suitable because of the lack of suffi cient elevation to produce minimum velocities, it is necessary to resort to force mains and lift stations. These reductions are impossible to accurately predetermine but may in certain geographical locations be of considerable value. With the low friction factor inherently found in the A/C sewer pipe and the lack of infiltration at the joints, it is likewise possible that the design engi neer can use a smaller size pipe than would be possible with other materials. The design engineer in calculating the size of a pipe necessary to service a given area must make an allowance for infiltration as well as computing the average per capita daily flow and estimate the future growth potential. When the total daily flow is estimated and the slope of the line is known, these values may be substituted into the formula for determining the correct size of pipe with a given friction factor to maintain the minimum critical veloci ties. The discharge of a pipe is related to the velocity in a given'size which is in turn dependent upon the slope and the friction factor of the material being used. It is evident therefore that when the total volume itself may be reduced because of lack of infiltration and the friction factor is less, then it is possible to use smaller pipe. Certain-teed Pipe Division CTD033278 B-ACP-S BULLETIN 3 PAGE 2 A general statement may be made that on a cost per foot of material basis asbestos-cement sewer pipe is slightly higher than the vitrified clay employed in sewer construction. However, this price differential is entirely dependent upon the type of vitrified clay specified. Attempts by the vitrified industry to increase the efficiency of their joints have likewise increased their produc tion costs to the point where asbestos-cement sewer pipe compares very favorably with vitrified. However, the inherent crushing strength of asbestos cement sewer pipe is greater than that of standard strength vitrified. Stan dard priced asbestos-cement sewer pipe is even greater in crushing strength than extra strength vitrified and is definitely less liable to breakage from handling and installation than the brittle vitrified tile. Contractors who have had experience using asbestos-cement sewer pipe will in many instances install it at a price per foot equal to other less expensive materials, because of its ease of installation. In many cases the contractor who has had a great deal of experience with asbestos-cement sewer pipe will have a total bid below the cost of installing vitrified tile. On a recent job where the total contract price for pipe installation was in the neighborhood of $150,000. , asbestos-cement sewer pipe was bid at a total cost of only $634. 00 greater than the cost of installing vitrified. This slight difference existed despite the fact that the specifications permitted the cheapest type of vitrified material possible to be used on the job. MAINTENANCE - The fact that CPC asbestos-cement sewer pipe has a low friction factor is conducive to reducing the periodic cleanings which are necessary in sewer lines. The interior of asbestos-cement sewer pipe is extremely smooth and provides no roughness for the sewage slimes to deposit upon and thus produce subsequent build-up of sludge-like material. If the velocities are kept at the minimum or above, the cleansing action of the sewage flow may be expected to keep the interior of the pipe free from deposit. We have personally ex humed specimens of asbestos-cement sewer pipe which have had almost twenty years of service and found that the interior was practically like new. In every sewer line the problem of root penetration is considered as of pri mary importance because of the seriousness of the results of this type of activity. The CPC FLUID-TITE Coupling by preventing infiltration even under prolonged pressure of 25 p. s.i. , likewise prevents ex-filtration from the flowing sewage through the joint. This lack of water leakage at the joint reduces the tendency for a root to be attracted in the direction of the joint' in its search for moisture. Also where water is found leaking out of the pipe it is possible for the roots to penetrate and cause serious reductions in flow even to the point of total stoppage. You need only discuss this with the sewer maintenance men in your city to find out to what extent these root penetrations CTD033279 B-ACP-S BULLETIN 3 PAGE 3 will attain. OPERATIONAL COSTS If it is necessary to include force mains in your sewer system, and these are constructed of asbestos-cement pressure pipe, the same inherent qualities are present which makes the asbestos-cement sewer pipe of such high quality. The interior bore of pressure pipe is also smooth and as a result reduces the pumping costs to a minimum. What is probably of more impor tance, however, is the fact that these pumping costs will remain constant year after year because the asbestos-cement pipe is not affected by internal corrosion or tuberculation. Generally speaking, a curve drawn to show the cost of pumping "X" gallons of sewage per day will climb steadily upward as the interior diameter of the main is reduced by corrosion and tuberculation. This is not, however, true of asbestos-cement pipe and the curve becomes a straight line graph. As previously mentioned, the CPC FLUID-TITE Coupling is capable of pre venting infiltration at an external pressure of 25 p. s.i. which is equivalent to burying a sewer pipe under approximately 58 feet of water. This test is made with no internal pressure in the line. I think it is possible to give you a dollars and cents approach to the saving that may be contemplated using asbestos-cement sewer pipe when we consider the problem of infiltration into sewer lines. The City of Evansville, Indiana as an example comprises a land area of ap proximately 18 square miles or a total of 11,520 acres. Based on previous sewer jobs it may be assumed therefore that the City would require approxi mately .035 mile of sewer per acre or a total of 403. 1 miles of sewers to service the 18 square mile area of the City. Of this total I have assumed that 93% or 374.9 miles would be of the 8" size sewer. This figure is in line with the normal trend of sewer construction. Accordingly, therefore, I have based my figures on that assumption. Specifications will vary from engineer to engineer as to the amount of allowable infiltration on the con struction of new sewer lines. These figures usually range from 250 to 500 gallons per inch of diameter per mile per day. In order to be speaking in terms of averages I have assumed for the purposes of this letter to have an infiltration allowance of 375 gallons per inch of diameter per mile per day. On this basis the City of Evansville might be considered to have a total of 1, 124,700 gallons of infiltrated ground water per day based on 374.9 miles of 8" sewer. A useful average per capita sewage flow would be 100 gallons per day. This figure is quite commonly employed by consulting engineers when estimating the needs of a given population. However, 100 gallons per capita per day is Certain-teed Pipe Division CTD033280 B-ACP-S BULLETIN 3 PAGE 4 an average figure and can quite easily on peak flow days rise as high as 350 to 5 10 gallons per capita. You stated in your letter that the population of Evansville is approximately 135,000 which would, therefore, give us a total daily output of 13,500,000 gallons of sewage per day. Using this figure as the daily rate of flow it can be shown that infiltration is 8. 3% of the total nor mal sewage flow. Actually from a review of the literature which crosses my desk it is felt that this figure is extremely conservative as a survey recently made of engineers elicited the comment that of 500 engineers questioned more than one-third stated that the infiltration in their cities amounted to from 25 to 50% of the total flow. However, using the figures we have developed here it is determined that 13.5 million gallons of sewage per day are treated in addition to 1. 125 million gallons per day of infiltration which requires the same type of treatment. Cost of treatment of sewage varies but a conservative figure which may be used for a city of moderate size would be equivalent to $14.00 per million gallons of sewage treated. Using this estimate we see that infiltration would cost the City of Evansville per year a total of $5,741.45 which when capital ized at 3% would be equivalent to $5, 9 13.69 as a yearly operating cost. You may project this figure for any number of years as the additional expense will not decrease through the years but actually may possibly increase as a leak ing joint becomes worse through the years. The above figures are based on the use of other sewer materials and are not representative of asbestos-cement sewer pipe. It is possible with the use of asbestos-cement sewer pipe and the CPC FLUID-TITE joints to prepare specifications which allow no more than ten gallons per inch of diameter per mile per day for infiltration. The only reason for permitting any infiltration in a CPC sewer line is because of the water which normally seeps through manhole walls and other types of appurtenances which are not as adaptable to water tightness as a FLUID-TITE Coupling. On this basis and using the same figures as above, we can determine that a total of 29,992 gallons per day would be possible or 0.0299 million gallons per day. Again using the cost of $14.00 per million gallons it may be shown that the cost of infiltration per day with asbestos -cement sewer pipe would be $0.4186. On a yearly basis this would amount to a total of $152.79 which when capitalized at 3% would represent a grand total of $157. 37. This figure is only 2. 7% of the total cost for treatment of infiltration permitted by competitive materials. In addition to the necessity for treating the ground water which has infiltrated into the sewer line and becomes contaminated, there is untold difficulties ex perienced by the introduction of other types of material along with the ground water. For instance, sand and silt may be washed into the sewer with the in filtration of the water and become a source of trouble both in the line as well as at the treatment plant itself. Such material is extremely detrimental to CTD033281 B-ACP-S BULLETIN 3 PAGE 5 the proper operating efficiency of the mechanical equipment and is, there fore, a hazard to be avoided. The joint which will permit infiltration will likewise permit exfiltration which is dangerous for several reasons. Any type of water which is placed in contact with sewage is contaminated and requires subsequent treatment of a nature similar to that of the sewage itself. Therefore, if water of this type is permitted to leak out of the joints, it may constitute a health hazard in that area since it is contaminated with all types of bacteria. Some of our more highly contagious diseases are readily transmitted by intestinal bacteria. This leakage of water through the joints may also produce a washing away of the sub-surface fill material which can cause serious and dangerous cave-ins. Certain-teed Pipe Division CTD033282 B-ACP-S BULLETIN 4 PAGE 1 ISSUED - 12/8/58 REISSUED - 2/15/65 RE: Sewage Waste From time to time I have received requests from you concerning the problem of transporting various waste products in CPC Asbestos-Cement Non-Pressure Sewer Pipe. One of the important considerations has been the transporta tion of industrial waste products wherein some question has arisen as to the ability of our pipe material to work successfully without suffering deteriora tion. In general, I have used as a rule of thumb that whatever is acceptable to the treatment plant biological processes is not harmful to CPC pipe. Many communities and states are regulating industrial waste discharges into public sewers because of various problems encountered in the treatment of such wastes. Many industries now provide a simplified pre-treatment prior to the discharge of these wastes and render them suitable for handling in the public sewer and treatment plant. In reading over some of the various periodicals which come to my attention, I have discovered the attached article concerning this problem of what materials may or may not be placed into public sewers. The author, Mr. Bloodgood is Professor of Sanitary Engineering at Purdue University, Lafayette, Indiana and is well known for his work in sanitary fields. I hope that each of you will derive from this article some new concepts relating to the problem of handling various waste products. The attached article is for your general information and not to be used as advertising. A. F. Nagle Certain-teed Pipe Division CTD033283 B-ACP-S BULLETIN 4 PAGE 2 IK 1)1 )N r.. HI ill ll)(,l >()l) I'nijr-wur nf 'imulury l\ninrrriiig I'lirtliif t nil it sit\ I njiiyiltr, Inil. Sonic reasons for ri'tiiilntioiis ahout What You May and May Not Put into a Sewer ASOLINE and Other volatile G comhuslible solvents cannot be tolerated In a sewer system or treatment plant. Ex$Ao*ive solvent* are dangerous; small amounts can cause serious trouble. Even light oils wijl inter fere with the decomposition proces ses by coating the solids and exclud ing the oxygen that must get at the bacteria. Small quantities of oils discharged daily accumulate in the digestion tanks and interfere with their operation. Feathers from (poultry houses also should not be carried in sewers. They can i log trickling filter nozzles and cause oilier trouble. These fenlheis mo not dilhcuU to collect in the poultry houses, and can reason ably bo excluded from the sewers. Hair from tanneries and meat pack ing plaids also should be excluded. Hair can be* removed by sedimenta tion, but mats and dot's not decom pose in the digesters. It does not soon i unreasonable to requiie tan neries and packing plants to keep hair out ot sexx ers Lint** sluiige H orn \\ alcr aoi Lolling and ucei\ lone - geuci ating plants should not be pul into a .-.ewei, 'The only exception would be at those few plum?- that call u>e liie sludge in the purilicali-'ii pro. r> \u digerdei could function. full at Mils sludge Rate of .matage i/or/iur^^. purlieu lat |y from in< in *! i i.d pi on * also OUghltu be -iUJ'.k: lu-.iieiu! '1 lirse Hiictuations can - no particular diili- culty in the s-uers. but cun cause complications m plant operation un less it has some way to equalize the flows, such as a huge trunk sewer that can ad as a i cm-i voir. Temperature of tcujfet discharged to the sewers also ought to lie subject to some regulation, however, this should be tempered with judgment. Warm sewage can accelerate bacte rial decomposition and genet ate odor nuisances. However, the activated sludge and trickling lilter purifica tion processes respond rapidly at tempeiatures between IUJ ami 110' K , thus, in some coses, warm water may be helpful. Extremely hot water can harm sewer joints, urn! extremely told water will retard bac terial actum. Extreme variation* in pH of (he sewage also ought nut to be permit ted. Hacteria that do the punlica- tion work are sensitive to pH Acids also tan harm some sewers Hastes toxic to bacteria .should Im excluded. For example, coppei, detri mental to the pin hying )ku Ui k. ;ui not lie ii-muved uiumiiic.iIK bv an\ pul ideation method lh.it we i om mmiiiIv use (`hrumuiui, zinc and i\j Hide are examples ni oilier io\n pi'otliklS that we should i|i>< had to pul into a m-w . i 1'fruuitd garbage ouehl to b- p.-i iiiltlcd 111 ally v.*wi I Nome ' iiuihiur ILU'S ImU' w l llteii . .1 diiiain I - pi ..Ini) nmg Tin - i. i iu u,, .seem reasonable Garbage is oi game matter similar to sewage solids, de composing in much the same man ner. It settles out readily m pri mary sedimentation tanks. It can be pumped without trouble as sludge: it will digest, producing gas of ap pmximntcly the same quality. Ex perience has shown that it causes no trouble m the seweis It will add a greater load on the treatment plant, but it is not a load that luuses trouble There really seems to he no good reason to exclude garbage ground in kitchen grinders. Some ordinances also wrongfully place a iliul! on the Strength of the sewage in terms n! solids and bio chemical oxygen demand 'The cities ruiMiii erroneously Unit these limits pro\ ide an equal di-m ihutmn of costs ut 11 < u I it i e 111 Aeluallv, no industry should be penalized lor < oul i ilnltmg i v nil' elili ale.*. Waste, pal t lelllai ly if It pax-, on ilie basis of pounds of -.olid*. o l>io( hemic j 1 x gen demand 111 I lie -is. agi. . All tlie-e regulations must he ap plied \\ il h i ,ii i- \'o out: \ el has xv l itten a pei u i r i it i da 11. > 11 applicable eX i I x . I mi e 1 ill ] 1 ->ume ceil in >. (loeS A I lie i j 11 e \\ t mu-.! lrl\ oil (lie gOOtl J udgim ; il . 11 ! I m e e w h di - i liiuu'e the A ,NI'S II id (In i M u Ii-. aie iq i hal go >1 it. i 1111- i 1 i .I. ami I'm jiu a I loll I 'i,,...... .1 r i .,, , , : ,.U i.. ' .i ... i i, . i' i . i-, .-x. i-rpl- i. , . a ; ill. l.. \11 i ir.o-pl-Kxi, III. \ M I . 11 < piihlt, i 11 - iii ! ! i:! .< U Ip] au i'+ THE AMEltlbW tTl\ * jantum j j: CTD033284 B-ACP-S BULLETIN 5 PAGE I ISSUED - 6/10/60 REISSUED - 2/15/65 RE: CPC Non-Pressure Sewer Pipe Use In the sale of CPC Non-Pressure Sewer Pipe we are often questioned con cerning the names of other cities and communities who have used CPC NonPressure Sewer Pipe. Attached to this letter, you will find a partial list of areas who have used, or are using, CPC Non-Pressure Sewer Pipe. I am sure many of you will be able to add names of other areas with which you are familiar, to this list. These lists are difficult to compile and therefore, I would like to request that you make it pay off in increased sales. A, F. Nagle Certain-teed Pipe Division CTD033285 B-ACP-S BULLETIN 5 PAGE 2 PARTIAL LIST CITIES & COMMUNITIES WHO HAVE USED CERTAIN-TEED NON-PRESSURE SEWER PIPE SEWER JOBS East Syracuse, N. Y. Aliquippa, Pa. East Patterson, N. J. Avalon, N. J. Dover, Del. Avon Lake, Ohio Ayer, Mass. Cedar Grove, N. J. Clifton, N. J. Bridgeton, N, J. Beltsville, Md. Cheektowaga, N. Y. Bernardsville, N. J. Bloomingdale, N. J. Framingham, Mass. Exton, Pa. Haddonfield, N. J. Guthrie, W. Va. Freehold, N. J. Greece, N. Y. Garwood, N. J. Hatfield, Mass. Guthrie , W . Va. Greenbelt, Md. East Jackson, Miss. Tifton, Ga. Iselin, N. J. Ithaca, N. Y. Jamesburg, N. J. Lancaster, Pa. Longmeadow, Mass. Larton, Va. Massena, N. Y. Metuchen, N. J. Moorestown, N. J. Murray Hill, N. J. Mount Hope, W. Va. North Caldwell, N. J. Newark, Del. New Providence, N.J. Orabell, N. J. Painted Post, N. Y. Pearl River, N. Y. Pennsville, N. J. Savannah, Ga. Anapra, N. M. Picktowns, S. D. Duluth, Minn. Dunkirk, N. Y. Meadville, Pa. Oscoda, Mich. Tower, Minn. Kingsport, Tenn. New Orleans, La. Princeton, N. J, Pennsauken, N. J. Pittsburgh, Pa. Preakness, N. J. Radnor, Pa. Saint Mary's, Pa. Scarsdale, N. Y. South Amboy, N. J. Springfield, Pa. Summit, N. J. Surf City, N. J. Totowa, N. J. Turne rsville , N. J. Union, N. J. Myrtle Beach, S.C. Indianapolis, Ind. Paw Paw, Mich. Upper Dublin, Pa. Walpole, Mass. Wardstown, N. J, West Caldwell, N.J. Windsor Lock, Conn. Yardville, N. J. West Chester, Pa. Coatesville, Pa. Muncy, Pa. Lock Haven, Pa. Boyertown, Pa. Harrisburg, Pa. Ambler, Pa. Wilmington, Del. Kenilworth, N.J. Hamilton Twp. , N.J. Livingston, N. J. Rascommon, Mich. Dallas, Tex. Sudbury, Mass. Augusta, Me. Tredyfferin Twp. , Pa. Somerdale, N.J. Toms River, N.J. Rochester, N.Y. Windham, N.Y. South Sudbury, Mass. Somerville, N.J. Waltham, Mass. Chatham Twp., N. J. Marlboro, Mass. Shrewsbury, Mass. Lexington, Mass. Wallingford, Conn. Needham, Mass. Montclair, N.J. Morristown, N.J. Edison Twp. , N.J. Darien, Conn. Thornton, Ind. Ridgewood, N.J. Northboro, Mass. Berlin, Conn. Memphis, Tenn. Center, Tex. Eatontown, N. J. CTD033286 Wayne Twp. , N.J. Upper Gwyneed Twp. , Pa Anchorage, Alaska Boise, Idaho Dufer, Wash. Fairfield, Calif. Federal Way, Wash. Flagstaff, Ariz. Berkley Heights, N.J. Sterling, N. J. Mountainside, N.J. Westfield, N. J. Scotch Plains, N.J. Glasgow, Mont. Honolulu, Hawaii Salt Lake City, Utah Sitka, Alaska Fresno, Calif. Menlo Park, Calif. Vacaville, Calif. Arbuckle, Calif. Sacramento, Calif. Galt, Calif. Williams, Calif. B-ACP-S BULLETIN 5 PAGE 3 Placerville, Calif. Lemoore, Calif. Carson City, Nev. Baker, Mont. Florence, Ore. Tuba City, Ariz. Tuscon, Ariz. Minot, N. D. Seattle, Wash. Redwood, Wash. Midway, Wash. Certain-teed Pipe Division CTD033287 B-ACP-S BULLETIN 6 PAGE 1 ISSUED - 7/1/60 REISSUED - 2/15/65 SUBJ: CPC Non-Pressure Sewer Pipe Attached to this bulletin is a bid tabulation sheet from a recent bit on non pressure sewer pipe. You will note that the "base bid" is based on using CPC Non-Pressure Sewer Pipe with FLUID-TITE couplings and an infiltration allowance of 10 gallons per inch per mile per day. Alternate A specifies a similar infiltration allowance using our competitor's material. Alternates B and C are based on an infiltration allowance of 50 gallons per inch per mile per day using CPC FLUID-TITE Non-Pressure Sewer Pipe or J-M Ring-Tite. The low bid in bid No. 1 is for Alternate C of the specification. Our compe titor in this case under-bid us on the material and therefore, the low bid is based on using J-M material. The specification was written by an engineer who preferred the use of CPC FLUID-TITE Sewer Pipe and made this material his base bid, although we were subsequently unsuccessful in quoting on the material. I have often discussed with you the fact that specifications which are tight on infiltration allowances are desirable for CPC. If you will compare the bid prices on alternates D and E which call for clay pipe, you will note that they are higher in most all cases than the asbestos-cement materials. The infil tration rate permitted for the clay is 200 gallons per inch per mile per day as opposed to the maximum asbestos-cement allowance of 50 gallons per inch. It is obvious that to use the clay is to permit a greater infiltration of ground water into the sewers under this specification and increase the load on the treatment plant. Despite the fact that the asbestos-cement requirements were more stringent, the low bids were for asbestos-cement pipe material. The contractors realized in this case that even with a 200 gallon per inch allowance that clay would cause them difficulty in complying with the speci fication and submitted the lowest bids on asbestos-cement pipe. I am not recommending to you that you attempt to have asbestos-cement specifications written following this pattern of many alternates. I am, how ever, suggesting that from this tabulation you can observe the effects of the engineers' insistence on a tight infiltration specification. It will also illus trate the advantages that asbestos-cement sewer pipe has over clay when the engineer tightens his specification. A. F. Nagle Certain-teed Pipe Division CTD033288 SEWER P IP E BID B-ACP-S BULLETIN 6 PAGE 3 oo oo oo oo Oo oo sO ro-o M s<rM>- nrrO- ribn--> in -- --ina CO * 2 wo - i--n O' in 00 in 0<0r SS00ii Si S00> oo oo oo oo oo oO in 2 s c0<Mn0 PPOO r- w oSoi r- oonO r* --i O' in nOO' gmo p**t NO Srr--i NrpO-- oo oo oo oo oo oo oo d (--V4l O' srOvOj' rrrg-- rm- rmT-T rry vsOO>' vr0O40 s00O0" s0rO0- mB-4 m r- r- oo oo OO oo oo oo rO *Tl ori--- tor-- or- or"-* rfT-*- rdr--- 5 sor>w sorO- S0sO0i S00i S> SsS>ti sgsOO^ oo oo oo oO oo oo rg Onq 2 cS B goOo' 4^- roinB OiOn'' 00 pg oSi Ops"O*' B OifMn srO-- d- sO m mpvj" n> NionO oP o oo Q o OO oo o *d m 0o0 ooTf iINnq Cr-" osr<Oo) pnMO s0inO0 fimMn IoiNno m-idn* l> a - % o- y (J u w ^O Sv WH ao " a> H, --Sa XrtJ M-l m3 4> . fa s. 2J s fa Ildd o 5* EQ JD "u5 **gPj *4> << CraurL t> mi Q< d x 4) ffl * * g 2 00 fa CTMW :ia g= 0B0 c o-- i> .tv2 --v5od x*cid <>d fJaK d 0 Q fa Stni *,,d e m Oh < I *f"r>- 0 4i 4Du-1 "--a--> * s 22 V " cl Vu wu? BO U .2 IS = . a. a. u" u cOJ HM H o-o c oin 0> U cn 0 to AQ 3 tfa "-^33 -Ccid c <d 0fDa i>d. 0 fa JVtOft o 0. cu i j= S VL 0 a** EX o< 4c-)* > 22 3 H^ .2 ou, C~ <r->t * 2 h C3L 2-X2 a O 'TJ u . a 4c-> _ C0.0 om EV U 0in SVi *4) c00 s * x4dd> X<Ci*d* C>s ^ id o .5 *0 W i>d4 Q fa V CX u 2S a) Sza0I0r. .**if-2-da** a. *-- o3-^04 O .5 O id I>d4 a EX fcVa -ofoa 03 4-> <fa S 4Xf-a U .Mc0 -> c .2 a a:w, Q= ^& o .5 o cai> a x2^4) x*<e5rj >* r >x J2 c s3 x*u0-0 *fou3a o L, ,, a*>. Vc w- oc I c Muid X m" o _ :^ffdll 2 oc2 2 au. u a a. -o BO ^ 2X2w c j"Z- Certain-teed Pipe Division CTD033289 B-ACP-S BULLETIN 7 PAGE 1 ISSUED - 9/22/60 REISSUED - 2/15/65 Subject: Acid Sewage Two years ago we began a study of the pH of sewage as it enters the treat ment plant from the collection system. The information was obtained from the field by our salesmen who called upon the various officials necessary to furnish this information. The results of this survey were collated and edited by our Mr. R. Lander and a report was written concerning the results. The culmination of all of this activity has resulted in an article which appears in the September, I960 issue of "Wastes Engineering" magazine entitled "What is the pH of Sewage". 224 locations were observed and the data ob tained revealed that 65.5% has a pH of 7.0 or higher. For many years, and with increasing harshness, the Vitrified Clay Pipe As sociation has expounded the theory that all sewage is highly acid and there fore, detrimental to asbestos-cement sewer pipe. This article will help us eliminate some of the misconceptions being created by the Clay Pipe Associa tion and should provide consulting engineers with a new perspective in their approach to the design of sanitary sewage systems. The article is well written and Mr. Lander is to be congratulated for his work. The magazine, Wastes Engineering, is one of the leading publications in the field of sewage and industrial wastes. We are indeed fortunate that we were able to put this information into print where it will reach the hands of all of the important men in the sewage and waste treatment field. We have ob tained reprints of the article from which all of you may receive additional copies to further your sales efforts and as an aid in combating the some times strong propaganda engendered by the Clay Pipe Association. A. F. Nagle Certain-teed Pipe Division CTD033290 WASTES ENGINEERING THE MAGAZINE OF THE SEWAOE AND INDUSTRIAL WASTES PROFESSION A Reuben h Donncllcv Publication SEPTEMBER 1960 * * CTD033291 "pH valuts of raw sewage" reported from 224 U. S. municipalities What is the pH of sewage? Sampling study of raw sewage at 224 locations revealed that 65.5% had a pH of 7.0 or higher By RICHARD E. LANDER Research Engineer, Certain-teed Products Corp. Former Project Engineer, Harris-Dechant Associates Consulting Engineers IS SEWAGE ACID? Is the ever-in creasing discharge of industrial wastes into sanitary sewers adding to the acid characteristics of the sanitary flows delivered to sewage treatment plants? Is the apparent tendency of municipal authorities and consulting engineers to assume that sewage has corrosive characteristics justified, in the light of actual wastes analyses? Have we for gotten that sewage treatment proces ses require alkaline or near-alkaline conditions--and usually experience them:1 In our concern over the possi ble attack on cement structures, have we lost sight of the fact that the bulk of sewage treatment facilities are made of concrete? To resolve the question of whether raw' sewage is basically acid or alka line, and in the absence of any mass of text data on the pH of sewage throughout the country, the Research and Development Department of Certain-teed Products Corp., Am bler, Pa., recently conducted and com pleted a sampling study to gather in formation of this nature. This involved a study of the pH of flows entering sewage treatment plants in representa tive communities in the United States. Obviously, it would have been too time-consuming to send a team of men around the United States to take pH readings. By utilizing the area repre sentatives of the company, a good cross-sectional coverage was obtained. How the pH survey was conducted Each man involved was directed to call at sewage treatment plants in his assigned area, and to obtain at least three separate pH readings of the raw sewage as it entered each plant. The readings were either to be taken at dif ferent times of the day or on three separate days. Where a community had sewers but no treatment plant, readings were taken at the outfall. The pH values were not considered in this report if they were taken in the plant following the primary settling tank. No attempts were made to survey the pH value of sewage within the sewage collection system itself. Profes sor L. H. Kessler111 stated in his com prehensive report covering the State of Wisconsin sewers, "In sanitary sew ers carrying industrial wastes it was found that the dilution of the concen trated acid waste was in general suffi cient to raise the pH of the mixture so that disintegration of the intercepting sewer did not occur." This opinion was also confirmed by E. C. Wenger121 who wrote that wastes with a pH above 5.5 were generally neutralized by the alkalinity of the do mestic sewage. On this basis, it was felt that more accurate results would be obtained by limiting the survey measurements to the point of entry to the treatment plant. Inasmuch as stale or septic sewage tends to become acid, this condition could be assumed to have reached its maximum at this point. Sewage plant and state records used Wherever treatment plant opera tors kept records of the influent pH, these were used in the national sur- Reprinted from the September, 1960 issue of WASTES ENGINEERING. CTD033292 vey. In cases where no records were maintained, "grab" samples were tak en for testing. In some instances, data were made available by state boards of health or other regulatory bodies in the sampling areas. The chait shows the plotting of pH results from 224 municipalities within the United States. The high and low readings were plotted and then con nected bs a vertical line to lepresent the range of readings between maxi mum and minimum values. Owing to a misunderstanding in the instructions, some of the reports for warded gave the average of the read ings rather than individual values These average values are represented on the chart by a single point. The heavy dashed lines at pH 9.0 and pH 5.5 represent the recommended limits of pH values for wastes discharged into public sewers as contained in the Water Pollution Control Federation's Manual of Practice No. 3, 1949, en titled "Municipal Sewer Ordinances." This recommendation has been adop ted by many municipalities which have specified the regulation of pH values of industrial wastes before their discharge into sanitary sewers. Majority of sewage was alkaline It is obvious from the chart that a very large majority of the pH values occurred in the alkaline range. It can be seen that most of those that crossed the neutral axis would average out above the value of 7.0. Compara tively few values were wholly on the acid side. Only one report was below the Federation's recommended lower limit. The reports have been tabulated by states under four general classifica tions, as shown in Table 1: (1) pH values 7.0 or above; (2) pH values ranging from 6.9 to 6.5; (3) pH val ues below 6.5; and (4) pH values ranging across the neutral line. The number following each state indicates the number of communities included in the sampling program. The map de picts the geographical distribution of pH sampling. Of the 224 reports re ceived, 147 were in the pH 7.0-orabove group. This shows that 65.6 per cent of all samples were completely alkaline or neutral. Fifty-three reports were in the acid-alkaline range. The small remainder were just below the neutral line. The reports have shown that, of all the sewage flows tested, the majority of them were definitely alkaline and only a small portion were slightly acid. To project the results from these 224 reports into an absolute conclu sion that the majority of all raw sew age is alkaline would not be statistic ally correct. However, the large percentage of these representative sewages that showed alkaline results indicate the probability that if addi tional communities were included in the survey they also would have been predominantly alkaline. There was no premeditation in selecting the com munities to be tested; the ones includ ed in the survey were readily available for sampling or were included because dependable pH data were available for their sewage flows. pH of sewage in references The few texts and references that include pH values under characteris tics of raw sewage are in general agreement that domestic sewage is us ually of an alkaline nature. In 1936, The Federation of Sewage Works As sociations' Committee on Research131 reported that it was uncommon for raw sewage to have a pH lower than 6.5 unless it had had some form of pretreatment or included trade wastes. As mentioned above, such trade wastes were generally neutralized by the confluence of domestic wastes and, therefore, would not have much effect on the pH at the outfall. Dr. Willem Rudolfs'*' listed pH values in the characteristics of raw sewage as follows; Weak 6.9; medium 7.4; and strong 7.1. The American Public Health Association131 described domestic sewage as usually being more alkaline than the contributing water source. It prefaced that opinion by stating that natural waters in the United States were generally alkaline. Where chemical treatment is used for the public water supply, the pH is adjusted upward to prevent metallic pipe corrosion. The testing of the wa ter supply pH is of interest to the con sulting engineer as a check against any possible acidity when designing new sewer systems. Several of the re- Table I--Sewage pH at Sampling Points pH 7.0 or .-lbuir pH ti.S to 6.9 pH Below 6.3 pH Varies--Above <t Below 7.0 Alabama ........... 1 Arkansas . . . Arizona .............. 2 California . California........... 11 Florida ........... . . 3 Colorado ........... 3 Louisiana . . . . . 1 Delaware ........... 1 Mississippi . . . . . I Florida ................ 4 New Jersey . . Georgia .............. 1 New Mexico . Idaho ................... 3 New York____ . . I Illinois ................ 3 Ohio .............. . . 1 Indiana .............. 9 Oklahoma .. 1 Iowa ................... 3 Oregon .... 4 Kansas ................ 2 Vermont .... . . 2 Kentucky ........... 1 Virginia .... . . 1 Maryland........... J Washington . . . . 2 Michigan ........... 9 Minnesota .... 1 Missouri .............. 2 Montano ........... 4 New Jersey . . . 5 New Mexico . . . 1 New York .... 5 North Carolina . 2 North Dokota . . 1 Ohio ................... 8 Oklahoma .... 8 Oregon .............. 1 2 Pennsylvania . . 2 South Carolina . 4 Texas ................... 9 Utah ................... 3 Vermont ............. 7 Virginio .............. 1 Washington . . . 1 1 Wisconsin .... 2 Wyoming . . . . 5 . . 1 Arkonsas .... . 2 . . 1 California . . . . 4 Connecticut .1 D. C..................... . 1 Idaho .............. . 1 Indiana ........... . 3 Iowa ................ . 1 Kentucky .... . 1 Louisiana .... . 3 Maryland .... . 2 Massachusetts . I Michigan .... . I Minnesota . . . Mississippi . . . Missouri ........... .2 .3 .2 Montana .... . 1 New Jersey . . . 1 New York . . . . 1 North Carolina . 1 Oklahoma . . . . 4 Pennsylvania .5 Virginia ........... . 3 Washington . . . 8 West Virginia . . 1 ,. 147 Per cent . . 65.6 % 22 2 Total sampling points-- 284 t-8 % 0.9% 53 23.7% CTD033293 Geographical diilribufion of locations where the pH of row sewage was determined in the notionol sampling survey ports in this survey noted that the pH of the sewage was very close to that of the water. The survey work covered by this report involved only the pH values of the raw sewage. No other tests were made for any other characteristics, but it would not be complete or proper to discuss the alleged aggressiveness of sewage without some reference to dis solved sulfides and hydrogen sulfide gas in sewers. If conditions are ideal, it is supposedly possible for hydrogen sulfide gas to combine with oxygen and to form an acid. This acid, then, supposedly attacks the free lime in the concrete in such a way as to cause damage. This may have been true for some concrete pipe made several decades ago, however, today's pipe is of a much denser construction so that it is better able to withstand severe condi tions. This is especially true of asbes tos-cement pipe which has a very high density. In addition, all asbestos-ce ment pipe made in the United States today is cured under high pressure steam, a process that removes the free lime. Scouring action and ventilation Even if this were a serious problem, Pomeroy and Bowlus161 recommended that when sewers are designed, the problem of sulfide attack could be minimized by maintaining velocities that would avoid sulfide formation. They also recommended proper venti lation of sewer lines to allow free cir culation of the air in the pipes, and thus prevent concentration of sewer gases. One of the suggested methods of ventilating sewers is to permit free circulation of air through the house laterals and plumbing vents. The actual destructive effect of hy drogen sulfide was disputed by Pro fessor Kessler in his report. He stated that nowhere in his survey did he find the acid effect of hydrogen sulfide suf ficient to destroy sewer pipe. He test ed the crowns of sewer pipes for pos sible acidity and discovered that approximately half of those tested showed an alkaline reaction. He, too, commented on the advisability of pro viding adequate ventilation in sewers. Additional remedial measures to re duce the possibility of corrosion were listed by C. D. Parker'71 as: Keeping slime deposits removed; running sew ers full; and providing chlorination in the collection system. Some wastes are corrosive This is not to say that there is no corrosive action in some sewages. Cer tain industrial wastes are highly harm ful to pipes having a Portland cement or metallic content. Liquids such as metal pickling liquors or sulfite paper mill wastes, for example, are extreme ly corrosive to even the most densely made concrete. A properly drawn sewer ordinance will require pretreat Copyright by The Reuben H. Donnelley Corp. Reprinted by permission. ment of such wastes, but sewers reeeiving this type of untreated acid dis charge should receive special atten tion. This survey is not concerned with the exceptional cases. The designing engineer will be aware of potential trouble spots in the course of plan ning, and can then take proper pre cautions. This survey was conducted solely to determine whether domestic sewage throughout the United States is acid." Alkaline sewage is the rule, rather than the exception, based on studies of field conditions. REFERENCES 1. "Wisconsin State-Wide Survey Report on the Effect of Sewage on Sewer Pipe"--Lewis tl Kessler, Department of Civil Engineering. University of Wisconsin, 1941. 2. "Concrete for Sewage Works" Title V>. 54-40--E. C. Wenger. Journal of the Amer ican Concrete Institute--Vol. 29--No 9 March 1959. 3. "Research in Sewage Chemistry, Sewage Treatment and Stream Pollution --Harrs A Faber, W. S. Mahlie, Willem Rudolfs an-l Earle B. Phelps, Chmn. Committee on Re search. Federation of Sewage Works Associa tions-- Sewage Works Journal--Vol. 8 \o. 2. March 1936. 4. "Principles of Sewage Treatment"--Dr. Wil lem Rudolfs--Published by the National Lime Association. 5. "Standard Methods fo'r the Examination ol Water, Sewage, and Industrial Wastes 10th Edition, 1955, American Public Health Association. 6. "Progress Report on Sulfide Control Re search"--Richard Pomeroy and F red D. Bowlus. Sewage Works Journal, \ol. IS No. 4, July 1946. 7. "Mechanics of Corrosion of Concrete Sewers by Hydrogen Sulfide"--C. D. Parker Sew age and Industrial Wastes--Vol. 23 No. 12. December 1951. CTD033294 B-ACP-S BULLETIN 8 PAGE 1 ISSUED - 9/2/58 REISSUED - 2/15/65 Re: Comparative Crashing Values For CPC Asbestos-Cement Non-Pressure Sewer Pipe with Competitive Items The five crushing strength classifications under which CPC Asbestos-Cement Non-Pressure Sewer Pipe as now manufactured is a major advance in sewer pipe materials. Every engineer in the country designing sewer systems will be glad to learn of this approach to the construction problems encountered in sewer work. The five strength classifications will furnish the engineer a workable tool with which he can simplify his design problems and effect economics of construction in the face of rising costs. Every consulting engineer in your territory should be called upon and acquainted with the fact that no other piping material for sewer construction can offer him all of the advantages which he can obtain by using CPC Asbestos-Cement Non-Pressure Sewe r Pipe. The five strength classifications are indicative of the minimum crushing value as tested by the ASTM 3-edge bearing method. Class 1500 material meets a minimum crushing load of 1,500 lbs. per lineal foot in all diameters. Class 2400 meets a minimum crushing load of 2,400 lbs. per lineal foot in all diameters and so on, through Classes 3300, 4000 and 5000. The chart attached is a comparative chart showing the crushing values in pounds per lineal foot when tested by the ASTM 3-edge bearing method for competitive piping materials. In the case of reinforced concrete pipe the load values given are those necessary to produce a crack 0. 0 1" in width. It is our opinion that such a crack constitutes a failure and should, therefore, be the comparative load value chosen for comparison. You will note the greater latitude of design possible with CPC Non-Pressure Sewer Pipe arid it should be borne in mind that the CPC pipe can offer in addition the important advantages of having tighter joints, longer lengths, lower friction factors. A. F. Nagle Certain-teed Pipe Division CTD033295 Pipe C lass Size 1 1 5 0 0 CPC A sbestos-C em ent Non-Pressure Sewer C lass C las s C lass C lass 2400 3300 4000 5000 Std. S tr. T ile ASTM C 13-57T E x. C oncrete Sewer Pipe S tr. T ile A S TM C 14-57 ASTM -C200 Std. S tr. E xtra S tr. -57T N on-R einf. N o n -R e in f. R einforced C oncrete C u lv e rt, Storm D rain and Sew er Pipe ASTM C 7 6 -5 7 T *. L *C la s s | C la s s | C la s s C la s s 2 3. 5 1500 2400 3300 X X X XXX 1100 2000 1100 2000 XXX XXX O CO O 1500 2400 1500 2400 1500 2400 3 300 X X X X X X 3300 3300 4000 4000 5000 ------------ 1 5000 1300 1400 1500 2000 2000 2250 1300 1400 1500 2000 2000 2250 XXX 1000 1350 2000 3000 XXX 1 j XXX XXX XXX XXX XXX XXX 1500 2400 XXX XXX XXX XXX 3300 4000 5000 XXX 1750 XXX 1 2750 1 XXX 1750 XXX 2750 XXX 1250 XXX 1688 2500 XXX 3750 Oom O o rsi in h Certain-teed Pipe Division CTD033296 1500 2400 18" X X X 2400 20" XXX 3 300 4000 4000 3300 4000 5000 5000 5000 2000 XXX XXX 3300 XXX 2000 XXX 3 300 XXX XXX ___________ i XXX Load expressed in lb s . p e r lin e a r fo o t to produce 0 .0 1 " in cra ck. 24" X X X 2400 3300 4000 5000 2400 4400 2400 4000 B-ACP-S BULLETIN 8 PAGE 3 B-ACP-S BULLETIN 9 PAGE 1 ISSUED - 8/28/61 REISSUED - 2/ 15/65 Subj: National Clay Pipe Manufacturers, Inc. Advertising "Only Clay Meets the Acid Test" .... This is the subject title of some of the advertisements by National Clay Pipe Manufacturers, Inc. We have all seen this ad, and have been questioned about the contents: What exactly did this test prove to an engineer designing a new system, or a city about to select materials for use in their community? This decision is important, and the proper selection of materials to do the job is not a matter to be taken lightly, but should be considered openly and honestly without false fear injected into the thinking. The National Clay Pipe Manufacturers, Inc. say in their advertisement and I quote, "It's a simple test. Try it yourself before you specify any product for your sanitary sewer other than Vitrified Clay. We just pumped 30 gallons of 8. 6% sulphuric acid by weight through four different pipe speci mens - in this case domestic cement-asbestos, concrete, foreign cementasbestos, concrete, foreign cement-asbestos, and clay." From the graph at the top of this advertisement clay shows up best as would be expected. The solution that is suggested 8.6% sulphuric acid by weight. Now what is implied by this sort of test. Surely the clay pipe manufacturers do not ex pect any engineer to design a domestic sanitary sewer system where condi tions such as this exist in the lines. The pH of a solution such as they suggested would be 0.5. This would seriously damage, not only the asbestos-cement pipe, but also any force mains, lift stations and sewage disposal plants; and it would not be advisable to use clay pipe with its characteristically leaky joints. A well designed sewer system will have a pH not too different from that of the drinking water of the community, always near 7.0. As we all know, 95% of all sewage is water. The Water Pollution Control Federation Manual Practice #3 revised I960 entitled, "Municipal Sewer Ordinance" regulates pH of any industrial waste before discharge into a sanitary sewer. In a study by Mr. R. E. Lander of CPC and reported in the September, I960 issue of Wastes Engineering magazine, 224 cities in all sections of the United States reported pH conditions at various test places and times. 65% of this cross section of municipalities had a pH of 7.0 or higher, with only one city below the W.P.C. Federation's recommended lower limit. The proposed test, with pH factors of 0.5 show nothing of the conditions that will exist in any well designed (or even poorly designed) system. They start the thinking from a false implication, and hope to sell their materials by creating fear. Let's not be afraid of this type advertising, but accept it for what it is, and sell CPC Asbe stos-Cement Pipe to modern progressive Certain-teed Pipe Division CTD033297 B-ACP-S BULLETIN 9 PAGE 2 communities interested in a modern sewer pipe designed to serve the future generations. A. J. Buford CTD033298 B-ACP-S BULLETIN 10 PAGE 1 ISSUED - 2/ 14/62 REISSUED - 2/15/65 RE: Vitrified Clay Pipe There has been a persistent rumor associated with Vitrified Clay Pipe con cerning its ability to meet strength requirements in crushing. Although I have been aware of the existance of this rumor for some time I have never attempted to check it out to the point where I could be convinced it could be an accurate statement. It has recently been brought to mind again and I have decided to verify it once and for all. As you are aware, Vitrified Clay Pipe is an extruded product which after extrusion is "fired" in a kiln to "vitrify" it. Clay is decomposed rocks of the earth which have been pulverized and ground into a stiff plastic-type of earth which is primarily aluminous silicate. In the plant, the clay is crushed, and ground with water from which it enters the extruder and is extruded into a pipe. The newly formed pipe is then placed in a drying room to remove by air dry ing the excess moisture. After this, the pipe is placed in a kiln where highheat is applied up to 2400F. This heat causes a physical fusion of the clay particles. This process is what is known as "vitrification" and may be defined as a change into a glass or glassy substance by heat and fusion. In the vitrification it is extremely necessary to control the upper limits of the heat applied or serious failures could result. If the heat rises above the upper limit, then complete vitrification occurs and the clay pipe in affect "melts". This destroys the dimensional stability and will permit the pipe to slump. As a matter of fact, since the clay pipe does have this inherent danger it accounts for one of the reasons why dimensions on clay pipe are not as reliable. Since the problem of "slump" and loss of dimensions are present, complete vitrification, which would occur at a higher heat, is not possible. After the pipe has been made and stored outdoors in the factory yard or the dealer's stock, a certain amount of weathering occurs. This weathering causes a loss of strength which has not been clearly defined in physical terms. How ever, it has been described by some as a "considerable" loss of strength and I have heard estimates as high as 30%. In other words, the crushing strength of the pipe deteriorates slowly and the ability of the pipe to meet its stated strength characteristics may be jeopardized. I trust you will find the above information useful and I will be interested in having any comments that you may have heard in the field relating to this same information. If you hear any additional data, I would be pleased to have you pass it on to me so I may circulate it on to all of our salesmen for their use. A. F. Nagle Certain-teed Pipe Division CTD033299 B-ACP-S BULLETIN 11 PAGE 1 ISSUED - 9/13/62 REISSUED - 2/15/65 VITRIFIED CLAY SEWER FITTINGS The previous Bulletin 10 discusses the process of vitrification which is ap plied in the manufacture of day sewer pipe and fittings. The process of, "weathering" which occurs in clay pipe when stored and I pointed out that a loss of strength occurs in the clay pipe whose limits are undefined, but may reach as high as 30%. There is an additional interesting phenomenon associated with vitrification which you may find helpful in promoting and extending the use of Certainteed Asbestos-Cement non-pressure sewer pipe. Let us consider the production of vitrified clay sewer pipe fittings. If we take for an example, a commonly used fitting, such as a 10 x 4 wye we can point out that such a fitting is inferior to a comparable Asbestos Cement sewer fitting. The reasoning behind this statement is that in the vitrification process, you will recall I mentioned that high heat is applied up to 2400 fahrenheit. The heat causes a physical fusion of the clay particles, but must be controlled. If the heat rises above the upper limits, for the particular size of pipe, being cured, the vitrification is total and it may be said that the pipe in effect, "melts". If on the other hand the temperature does not reach the optimum vitrification point clay pipe never realizes its maximum vitrifi cation and/or strength. It is evident therefore, that when you are dealing with a fitting in which two sizes of pipe are involved that you have a complex problem of applying the optimum temperature for vitrification. If you apply heat designed to com plete the vitrification of the 10" portion you may be applying so much heat that the 4" spur becomes distorted dimensionally. If on the other hand you apply optimum heat for the 4" lateral you are not completing the vitrification of the 10" main branch section. However, in the case of our Asbestos-Cement sewer pipe fittings these are made from pieces of pipe which have been independently manufactured to meet the high quality standards applicable to that particular class of pipe. Special epoxy adhesive then used to connect sections together produces a bond which is as strong as the original material and is completely dependable. Use this information in dealing with engineers and specifying bodies to further promote the use of Certain-teed Asbestos-Cement non-pressure sewer pipe. Alan F. Nagle Certain-teed Pipe Division CTD033300 B-ACP-S BULLETIN 12 PAGE 1 ISSUED - 11/15/62 REISSUED - 2/15/65 SUBJECT: SPECIFICATION NOMENCLATURE The question has arisen from the field as to the proper wording to be used when writing specifications for our pipe products. In a specification where the engineer desires to write the manufacturer's name, I would suggest that the following wording be used, "as manufactured by Certain-teed Products Corporation". Where the engineer is desirous of naming material more specifically, I would suggest the following wording, "Certain-teed Asbestos Cement Pipe as manu factured by Certain-teed Products Corporation. " This wording should cover all of your specification writing, but if you know of any unusual case that I have not covered and you would like further instructions, please contact me. Alan F. Nagle Certain-teed Pipe Division CTD033301 B-ACP-S BULLETIN 13 PAGE 1 ISSUED - 12/6/62 REISSUED - 2/ 15/65 SUBJECT: A/C PIPE AD ? 17 - 62 The attached insert should be very helpful in your travels to refer to as a sales aid. Please note end of 1st paragraph "Conditions are so tough that a previous clay sewer line had to be replaced because of excessive infiltration". E. J. Hennessy Certain-teed Pipe Division CTD033302 Duluth's Minnesota Point... 6 miles long ... 1200 feet at its widest point. Dig a sewer trench and you find waterl THEY PICKED THE RIGHT SEWER PIPE TO BUCK LAKE SUPERIOR! Certain-teed Asbestos-Cement Sewer Pipe You'd look hard and long at features and per formance before selecting a sewer pipe for a tough spot like this. It's the narrow, low-lying strip of land in Duluth called Minnesota Point, cutting directly into Lake Superior. Sewer lines here are under water 85 % of the time . . . due to onslaughts of rough storms and seasonal highs in the lake level! Conditions are so tough that a previous clay sewer line had to be replaced, be cause of excessive infiltration. This time you can.be sure the civic officials and contractor insisted on a pipe that could take it . . . Certain-teed Asbestos-Cement Sewer Pipe. Turn the page. See why. CTD033303 The Minnesota Point sewer job . .. 31/? miles of mud. water, and liquid sand .. . well points all the way. Rugged, watertight pipe went down fast and easy . . . to stay WE USED TOUGH CERTAIN-TEED SEWER PIPE AND LEAKPROOF^ ^ FLUID-TITE COUPLINGS ON THE MINNESOTA AVENUE PROJECT** These few words by Dale F. Nelson of Nels Nelson & Sons, Inc., contractor for the Duluth installa tion, tell why the headaches of the old sewer in stallation on Minnesota Point can now be forgot ten. Certain-teed Asbestos-Cement Sewer Pipe has gone in . . . for keeps! Combined with durable Portland cement, its asbestos fibers act like rein forcing steel. Here's a pipe that will take all the submersion in water that Lake Superior can dish out! There will be no infiltration! The patented Cer tain-teed FLUID-TITE Couplings give a per manent, watertight seal ... so secure and de pendable, in fact, that engineers often find that by using Pipe they can cut pumping costs. Installation costs are cut plenty, too, with Certainteed Asbestos-Cement Sewer Pipe. Long, light weight, easy-handling lengths of pipe let con tractors lay more pipe per day; also reduce the number of joints required. All connections can be made by hand in two fast steps, even where the pipe must be laid under water. The smooth clean bore remains permanently clean, assures a low coefficient of friction. This, in turn, allows flatter slopes, shallower trenches, fewer lift sta tions . . . and lower maintenance! Look into the full story of the savings and perfor mance for your community with Certain-teed AsbestosCement Sewer Pipe . . . whether you are a contrac tor, civic official or engi neer. ASBESTOS-CEMENT SEWER PIPE PRESSURE PIPE IRRIGATION PIPE BUILDING SEWER PIPE AIR DUCT IMc 17-62 This advertisement appeors in American City--December, 1962 Engineering New$-9ecord --December 20 1962 CTD033304 B-ACP-S BULLETIN 14 PAGE 1 ISSUED - 1/25/62 REISSUED - 2/15/65 DROP MANHOLE CONNECTION LENGTHS A connecting piece for use by the contractors in constructing drop manholes. The new, "Drop Manhole Section" is a quarter length (31 3" -- 1") of A/C Pipe which has been fully machined over its entire length to facilitate as sembly. The "F.M." piece can be cut to any desired length and used as a make-up piece between the upper Y or T fitting and the 45 or 90 elbow at the bottom of the manhole. The new section has a slightly reduced I.D. in order to permit us to build up the wall of the pipe in strength while still re taining the ability to insert it into a FLUID-TITE coupling at any point along its length. The chart below will give you these I.D. dimensions. Hydraulically this slight reduction in I.D. should not pose any design prob lem for the engineer nor a mechanical cleaning problem. The chart below will give sizes, and prices to be used. Prices are without couplings. e Size I. D. T (inches) 6 5.85 0.40 8 7.85 0.47 10 9.60 0.64 12 11.50 0.74 14 13. 50 0.78 16 15.37 0. 89 The above 1/4 length will be stenciled, "Fully Machined Section For Drop Manhole Use Only". This is most important as this item cannot be used in the horizontal run of the sewer. It is not necessary to order this by class designation as the one item which we supply will take care of all situations. Please note, these items are not in inventory but will be made upon request I trust this item will further facilitate the acceptance of CPC Non-Pressure Sewer Pipe in your area. A. F. Nagle Certain-teed Pipe Division CTD033305 B-ACP-S BULLETIN 14 PAGE 2 i --r i-ii:-- wxi o < 2 ex to CD CD 05 2 qw fH QH w W^ [h 1 2i--< < H 05 W U tcoq X u D H CO < cX Q 2 W W CQ CQ i-l W H 0 X 2< 0o CD U 0 o vO CO 1i (M CO w o wt--( (X Q XI w k wQtz-- wHH (J < o >" J *4 CQ X) W P0 4 i 5 - 9C i CTD033306 Ballatin No. S June 10, 1966 To: All Uistrict Managers All Product Managers All Pipe Salesmen From: A. ?. FagletDX Subject: Flow Characteristics Asbestos-cement Pipe Attached is a paper prepared by Richard D. Pomeroy, Consultin; Engineer. The earner 2ives a reoort on the flow characteristics in sewe; various areas constructed of clay, asbestos-cement and concrete, Thi3 Report should constitute a very valuable sales tool and should, be given to all engineering firms and the sanitary engineering division in the various state hoards of Health. Tb my knowledge, this Report is the first publication which hai actually measured the ''n!i factor in sewers actually constructed and in use ill other measurements of which I am aware were made under laboratory con ditions, and the results do not necessarily indicate the conditions fourd x actual practice. Clay pipe competition has employed several such studies :.n an attempt to show that their pipe has good flow characteristics. This study however, conducted in the field on sewers constructed under varying concit_cn-i, is the real "proof of the pudding.11 I would like to point out a few of the elements in this Report wiu.;'.1 I consider of importance. First of all, for those of you who do not xrrw Mi'. Pomeroy, I can say that he is an internationally known engineer, -o a,x published numerous articles and papers on various subjects and is particularly well known for his work on the hydrogen sulfide cycle. His data in tiir c a probably forms the basis for design to eliminate the hydrogen 3ulfide tviis.u c ; by most consulting firms throughout the country. This Company along r.lh other amfanstos-xomeut pipe producers sponsored, this study and chos* '-V Pomeroy weauae of ids well-xnown reputation. if - The sewers tested range in size from six to 2h inches in diameter, and the locations covered 17 states. To make the actual measurements, r ex,u o.ufed a variation of the dilution method. His method is fully describe..; ii tr.j text and is of a high percentage of accuracy. The tests ran indicated or confirmed that sewers should be i-.-sig.ie.: to flow at a mirdmum velocity of two feet per second. Any velocities less than that can cause fouling with a resulting loss in flow characteristics, was also indicated that construction plays an extremely important part in CTD033307 \ n FLOW VELOCITIES IN SMALL SEWERS f Richard D. Pomeroy CTD033312 PLOW VELOCITIES IN SHALL SEWERS A talk presented at the Atlantic City Conference of the Vater Pollution Control Federation, 13 October 1965* Richard D. Pomeroy To find out more about the friction coefficients of sewers, the firm of Pomeroy, Johnston and Bailey undertook to measure flow conditions in a large number of functioning sewers. Ve are grateful to the Asbestos-Cement Pipe Industry for sponsorship and assistance of this research, and to the many cities and districts who cooperated and lent help in the making of the teste. Ninety-five sewers in all were tested, ranging from six inches to 24 inches in diameter. Of these, 27 were in California and 68 were distributed among 16 others of the United States. Lines to be tested were selected to show the effects of different variables, and are not to be looked upon as representative of all sewers in the nation. For example, substandard slopes are now used in many places. Testing of these sewers only shows that they become fouled with debris. Consequently, only a few such lines were tested. In most of the sewers tested, two or more measurements were made, one or more being made with an augmented flow. Flows ranged from less than 0.01 cfs to over 3 cfs. *A complete paper, including all of the results in detail, has been sub mitted for publication. CTD033313 Methods A method was sought which would give results of good accuracy, free from any substantial uncertainties. The basic data needed are slope of the section tested, diameter, velocity or flow time and distance, and either discharge or flow depth. The sewage stream is accessible for measurement only at manholes. Measurements of depth of the stream within the manholes would not suffice for estimates of average depths between manholes. Consideration was given to use of Palmer-Bowlua flumes or weirs installed in the upstream manholes of test sections to measure discharge or quantity of flow. Xn some cases, junctions or other structures would present diffi culties and the problem of portability of an assortment of flume inserts or weirs and the difficulty of accurate measurements of very small flows were obstacles to these methods. Sxcept for one teat line for which an installed weir was available, and two that were measured by the operation of a pump station, flows were deter mined by a variation of the dilution method. In preliminary studies, a salt solution was added at a constant rate for sufficient time for the downstream concentration to reach a steady value. Prom the rate of addition and the downstream concentration, flow can be calculated. Because of the time and quantities of salt required, this procedure was abandoned in favor of one in which the salt addition was over a short interval of time, usually two seconds. -2- CTD033314 When the downstream chloride concentration, after substracting the back ground concentration, is plotted against time, the area under the curve can be determined in units of milligram-seconds per liter* If this quan tity is divided into the milligrams of chloride added, the result is flow in liters per second. It is necessary that the stream be sampled at closely-spaced intervals. The interval most commonly used was three seconds,but was extended to ten seconds when the salt passed slowly, and was as short as two seconds, or in a few cases one second, when the time was short* The question arises as to whether the testing of the stream could not be done inatrumentally, thus doing away with the need for the taking and testing of many samples* One might use potentiometry with a silver chloride electrode, or a conductivity cell, or a radioactive tracer and sensing device* But the stream to be tested was sometimes less than an inch deep, and it would be necessary for the instrument to faithfully record concen trations that sometimes increased fivefold within one second* There does not at present appear to be any available equipment suitable for field use that could give quantitative results under these exacting conditions. To start a run, a man stands by the upstream manhole counting seconds on a stop watch, while a man in the manhole pours the salt solution at a preselected time* They then move to the downstream manhole, being ready to sample when the salt arrives* The same time control is used in dipping the samplee* The same man with the same watch always counts at both manholes, -3- TD033315 and, whenever possible, the same man adds the salt and sampler it downstream, thus minimizing personal errors. k preliminary dye test is always made to discover the approximate flow time, and a small amount of fluorescein is aaoed to the salt solution, not enough to interfere with the titrations, out serving to identify the sewage containing the added salt. Figure 1 shows a typical curve of the chloride concentration plotted against time. The dotted line shows the background concentration as judged from the samples at the beginning and end of the run. The difference between, the background and the observed concentration will be referred to as the anomaly. The vertical scale is milligrams per liter, and the horizontal scale is seconds; hence, any area on the plot will be in units of milligramseconds per liter. In Figure 2 a similar run is shown, but in this case the chloride anomalies are plotted on semi-logarithmic paper. It is characteristic of these curves that in moat cases the falling concentration, and often the rising concentration as well, can for a considerable distance be represent ed by straight lines. This facilitates fitting of curves to the data. It also provides a simple calculation, by integration, of the areas under those straight portions. In about ten percent of the teats the declining portion of the graph on the semi-log plot deviated significantly from a straight line, changing to a flatter slope toward the end. -4- CTD033316 Figure 3 shows, among other things, this sort of changing slope at the end* But more importantly, it compares the results of sampling simultane ously at the center and the edge of the stream. There are two curves but they cure hardly distinguishable. The curve for samples taken at the edge is later than the curve for samples taken at the center by only 0.7 second. This was in a 12-inch sewer carrying a stream 3/4 inch deep and six inches wide. At this very shallow depth, conditions were favorable for substantial velocity differences, and the flow must have been slower at the sides. The small difference in arrival time of the salt at the two sampling points indicates a fairly rapid exchange of water between center and sides. The procedure usually followed was to sample near the center of the stream, for it is evident that the time determined from those samples will be very close to the average for the whole stream. Average velocity is calculated from the average time of passage of all of the salt. The average time is the center of gravity of the area under the curve of the chloride anomaly. It was found that the time could be closely estimated by averaging the two times when the chloride anomaly was 20 percent of the peak) this is illustrated in Figure 4. The peak of the chloride anomaly was about 2,400 mg/l. Twenty percent of this is 480. The concentration was 480 mg/l at 46*8 seconds and 55.6 seconds, shown as T^ and T^ on the figure. The average, 51.2 seconds, is a very close estimate of the average time of passage of the salt. This 20 percent rule was used in calculating most of the runs, but -5- CTD033317 where the curves vere quite abnormal in shape, summations of increments and integrations under the straight portions were used to get the most reliable figures for average times. Rarely did the two methods differ more than one percent, Ve have been asked whether this method of determining hydraulic coef ficients has been compared with any otner methods. An alternative method of measuring the coefficient would be an alternative way to obtain one or more of the basic data, particularly time and quantity of flow. In nearly all cases, length and slope were determined by surveying, since the sewer is not always as shown on available plans. For determining flow time, or average velocity, no method is known that would not be much less accurate thaw the use of a tracer, such as salt or dye, dissolved in the water; therefore the tracer method is the standard against which other methods should be compared, rather than vice versa. The only significant question that remains is whether alternative measurements of Q would give different reaulta. The theory of the dilution method for determining Q is simple and straightforward, and should be capable of high accuracy if the manipulations are carried out with sufficient care. Its accuracy depends principally upon the accuracy of determining amount of added salt, time measurements, titra tions, etc. Comparisons with another method might serve to prove the basic soundness of the method, if that were considered necessary, but would prove lte accuracy only under the particular operational conditions of that test, and the conclusion would not necessarily apply to all of the various test ing conditions encountered. -6- CTD033318 The best indication of reliability of the method as carried out ia reproducibility of reaulta. How close are the results when multiple tests are made in one line? If different tests in a line are at substantially different flow depths, they cannot be used to judge the method, since hydraulic conditions may vary with depth. But there were seven lines in which two tests were made with flows differing not more than 10 percent. It is presumed that the coefficient would rarely change by a significant amount with a 10 percent change of flow; hence such tests can be considered aa duplicates, and can be used to judge the reproducibility of the method. The average difference between the Manning n values for these seven pairs of runs was 1*40 percent, the maximum difference being 2.6 percent. This indicates adequate precision for the purposes of the research. factors Affecting Flow Velocities 1. Poulins of the Sewer It is well known that if the slope of a pipe is inadequate for the amount of sewage that it will carry, deposition of solids will occur, and the velocity will become progressively slower. The design of a sewer to flow at 2 fps when running full does not assure that the sewer will remain clean. At the lower flows that may prevail for many years, or even for the whole life of a small sewer, the velocity may never reach 2 fps. The slope of a sewer should not be fixed on the basis of the size of the pipe, but on the quantity of sewage that it will oarry at normal peak flows. -7- CTD033319 The tests that were made were not designed to appraise the effect of fouling, but they did provide enough information to confirm the pre vailing opinion that a velocity of 2 fps serves to keep a sewer reasonably clean under ordinary conditions. The reason for so many sewers with large amounts of sludge and grit in them is not that the 2-fpe criterion is wrong, but that it is so frequently ignored. On the basis of observations of flow in sewerB in the United States, not just in this research but in many other studies as well, I would say that the usual velocity in 8-inch sewers is about 1 fps or less. At the slope of 0.4 percent quite commonly specified as a minimum for 8-inch sewers, a velocity of 2 fps is reached only when the flow is about 0.35 cfs. This is the peak flow expected from 200 homes. A slope as low as 0.4 percent should not be used for a sewer that will serve less than 200 homes, regardless of the size of the pipe. 2. Quality of Construction The attitude of some people constructing sewers is that as long as the pipe runs downhill, water will flow through it, so why worry. Vhere the topography allows slopes exceeding 1 percent on small sewers, this attitude may not do much harm, except as carelessness becomes habitual. But where elevation differences are small, wasted kinetic energy can be made up only by greater pump lifts, deeper cuts, and perhaps more pump stations. Irregularities of slope cause the stream to have a varying cross section with repeated acceleration and deceleration and consequent loss of -8- CTD033320 energy* One fairly new line at a very good slope showed an n value of C.015, substantially poorer than expected. After securing the data used in this report, the line was cleaned and tested again. Slight improvement was shown. The interior was then photographed, showing that in some places the stream was shallow and swiftly flowing and in other places was deep and sluggish. The poor over-all coefficient for the section tested was clearly due to irregular slope. Incidentally, this sewer was laid with virtually no inspection, and the contractor boasted that he had trenched, laid, ar.d backfilled 4,000 feet cf that line in one clay! 3. Relative Depth of Flow The hydraulic condition of a pipe in respect to its capacity when flowing full can be represented by 3emi-empirical equations of the type of Manning's, Hazen-Williams' or Rutter's. For a pipe flowing partly filled, none of these equations provide a good representation of relative veloci ties at different relative depths. According to these classical equations, velocity in the half-filled pipe should be the same as in a full pipe, but in reality it is only 85 to 90 percent as great under the flow conditions expected in aewers. The reasons for this discrepancy are found in the erroneous or over-simplified assumptions on which the traditional equations are in part based. The principal assumptions are: a. The free water surface is not a oause of energy loss. b. The movement of water in a half-filled pipe is essentially the same as in a filled pipe. -9- CTD033321 c. All effects of size and shape of the stream are accounted for by use of the hydraulic radius, defined as crosssection area divided by wetted perimeter. None of these assumptions is strictly true. One may use one of the conventional equations with an "effective hydraulic radius" differing from the formal hydraulic radius, or one may use a coefficient varying with relative depth of flow. Thus, in 1946, Camp (Sewage Works Journal, IS, 5) proposed a curve of relative values of the n coefficient for the Manning equation at different relative depths. His curve was based upon published data that provided an adequate basis in the depth range above l/2 pipe diameter, but had to rest in part on surmises for the lower flows. Our data do not fully confirm Camp's curve at the lower flows, for we found remarkably low n values at very low depths, pro vided the sewer3 were clean and well constructed. It is convenient, for certain purposes, to be able to represent velocity by an equation having a constant that is characteristic of the smoothness or roughness of the pipe, not varying with depth or diameter except insofar as the roughness may vary at different levels in the pipe. An examination of published researches plus the results of our investigations has shown that velocity can be best represented by the equation -rr = ,1,4, ,ic,,o0.41 Q0.24 l(efete-t, seconJds;\ or v - (.meters, seconds) This equation is applicable to pipes of circular section, flowing at not - 10 - CTD033322 over 90 percent of capacity. If Q is equal to the capacity of the pipe, the equation would ahow a velocity 7 percent too high. It is significant that pipe diaaeter does not enter into this equation, and it is indeed true that diaaeter has no significant effect on velocity as long as slope and discharge reaain the saae. Good, clean sewers show ky values ranging froa 20 (n in general below about 0.012) up to 23* Sewers excessively fouled, or having poor hydraulic characteristics for other reasons, will have k^ values below 15. 4. Kind of Pipe Different kinds of pipe differ in hydraulic properties. This may be due to three influences: smoothness or roughness of the surface, dimen sional uniformity, and number of joints. The number of joints is important because even the best sewer-pipe joint is a cause of energy-wasting tur bulence. Also, if there is any carelessness in laying, irregularities of slope will be more pronounced with short laying lengths than with long lengths. However, no kind of pipe will produce a good sever if it is not laid with proper care to maintain a constant slope. The capabilities of a good aaterial are realized only lx a sewer properly designed and constructed. k comparison of kinds of pipe may be made on the basis of the coefficient for one of the velocity equations. Manning n values are best - 11 - CTD033323 known, hence the comparison will be made on that basis. Since n varies so much with flow depth, especially at very low flows, the comparison must be made on the basis of similar relative depths. The comparison was made for those tests where the depth was nearest to l/4 of the pipe diameter, or, if tests were made at relative depths both above and below l/4, interpolation was used. Tests were eliminated in which relative depth was less than 0.10, because such tests are highly sensitive to small amounts of debris or irregularities in the pipe, or give misleading low n values if the pipe is clean. To make useful comparisons, those lines should be eliminated that did not have adequate slopes for the flow carried* It is not possible to do this on the basis of velocity, since poor hydraulic properties are both a cause and an effect of low velocities. Use can be made of the equation shown earlier, which shows that, for any given coefficient, velocity is pro portional to what may be called a velocity function, (Q in cu m/sec. With Q in cfs, the function is 0.425 3*41<J0,24). 4 plot of the coefficient kT against the velocity function was made, and it was shown that excessive fouling is likely when the velocity function is below 0.025, corresponding, in an average case, to a velocity of about 1.5 fps. 411 lines were elimi nated from the comparison that showed values of the velocity function below 0.025. No attempt was made to judge the degree of fouling visually, although field notes were made in cases of conspicuously abnormal conditions. - 12 - CTD033324 The following table shows the average n values for the lines quali fying for this comparison. COMPARISON OF PIPE MATERIALS Number of Lines AaWBifTMUCiamff 34 kv n C VITRIFIED CLAY 31 kv n C CONCRETE 11 kv n C Average 19.2 .0122 108 18.0 .0136 100 15.5 .0165 81 Standard Deviation 2.3 .0023 17 2.8 .0040 21 2.1 .0033 17 95% Confidence limits for Avg. i 0.8 .0008 - 5.0 1.0 -.0015 7.4 - 1.3 -.0020 - 9 The Asbestos-cement pipe shows a distinctly better average _n value than does clay pipe. Field observations showed that two of the concrete lines were abnormally fouled with gravel or sand, a condition that led at the time to the conclusion that they probably should not be used for comparing pipes. The remaining nine lines of this group showed an average a value of 0.0156. In view of the small number of these lines tested, one should use caution in drawing conclusions about concrete pipe in general. There is no doubt, however, that many concrete pipes present rougher walls or Joints than they should. - 13 - CTD033325 Summary 1. A modification of the dilution method vaa developed for measuring velocity and discharge in a pipeline, and vas applied to measurements in 95 functioning severs. 2. The results confirm the generally accepted rule that the velocity should be 2 fps or greater to avoid fouling of the sever. The practise often folloved of laying small severs at a slope of 0.4$ vill not result in daily peak velocities as high as 2 fps except in severs serving at least 200 homes. 3. The equation that most nearly represents velocities in partly*filled severs is: 0.41 0.24 7 - 1.4 kvS Q Host of the values for kv vere betveen 15 and 20. 4. Regardless of materials and design, good coefficients vill not be obtained unless the sever is laid vlth careful vorkmanehip and good adher ence to grade.5 5. The average Manning coefficient for asbestos-cement severs is lover than for clay severs. The limited number of eonorete severs tested shoved, on the average, substantially higher coefficients. - 14 CTD033326 CHLORIDE CONCENTRATION m g / l FIGURE I. TEST 7A, TYPICAL PLOT OF CHLORIDE CONCENTRATIONS VS TIME CTD033327 ir CHLORIDE ANOMALY m g / l S ECONOS FIGURE 2. TEST 43 B. TYPICAL SEMILOGARITHMIC PLOT OF CHLORIDE ANOMALIES CTD033328 CHLORIDE ANOMALY m g / l FIGURE 3. TEST IIB. SHOWING EFFECT OF SAMPLING POSITION CTO033329 CHLORIDE ANOMALY m g / l 10 45 50 60 S E CONOS FIGURE 4. TEST 66A, SHOWING ESTIMATE OF AVERAGE TIME croomw Courtesy of: -teed Products PIPE DIVISION USA BUILDING, AMBLER. PA. CTD033331 BULLETINS NO'S 1 - WHY WATER MAINS FAIL______________________________________________________ 2 - CHEMICAL REQUIREMENTS OF ASBESTOS-CEMENT PIPE_________ 3 - MANUFACTURING CODING DATA____________________________________________ 4 - MUNICIPAL BIDDING___________________________________ ________________________ 5 - SELLING FACTS_____________________________________________________ 6 - ACTUAL SAVINGS THAT CAN BE MADE BY ACCEPTING LOW BID 7 - FACTORY MUTUAL F.M.______________________________________________________ 8 - RED WATER ITS CAUSATIVE AGENTS______________________________________ 9 - PARTIAL LIST OF PRESSURE PIPE_________________________________________ 10 - AKALINITY SPECIFICATION___________________________________________________ 11 - LIFE EXPECTANCY OF CAST IRON PIPE__________________________________ 12 - CARRYING CAPACITY CAST IRON PIPE___________________________________ 13 - ASTM SPECIFICATION D- 1869-63T RUBBER RINGS FOR ASBESTOS-CEMENT PIPE CTD033332 B-ACP-P BULLETIN 1 PAGE 1 ISSUED - 2/13/58 REISSUED - 2/15/65 RE: Why Water Mains Fail Attached is a reprint from "The Evening Bulletin", Saturday, February 1, 1958 entitled "Why Water Mains Fail" by Morley Cassidy. The article is very interesting to know that users of cast iron pipe are having difficulty caused by the seasonable changes, and also, as Mr. Baxter points out, the biggest new threat is the electrolysis. Electrolysis cannot take place with CPC Asbestos-Cement Pipe and, there fore, if Philadelphia is so concerned, then other users of cast iron would be also. Certain-teed Pipe Division CTD033333 B-ACP-P BULLETIN I PAGE Z CH)Cl!*yCninQT!?Ullcfifl Saturday, Pebiuary I, 1958 B Why Water Mains Fail B<j MOBLEY CASSIDY To some people, a' cast iron water pipe is a cast iron water pipe, and it is nothing more. But Samuel S. Baxter is not one of these people. Water C o mmissioner Baxter is a man who loves every corus cated Inch of the 2,900 miles of water pipe in his tender care, and he will not hear it spoken of roughly. He was deep ly hurt, therefore, to be told the other day that the recent spectacular main break on Broad st. had set some people to saying that there seemed to be an epidemic of main breaks lately. It's Just not true, be said, and dug out figures to prove it The breaks this January, he pointed out have run just about even with January of last year. Up to January 38 of this year there had been 165 breaks. The previous January had 184. Main breaks, he explained, rise or fall inversely to the tem perature : a cold month or a cold winter, more breaks; a mild month or a mild winter, fewer breaks. Thus, December '56 was mild for the season, and there were only 70 breaks. But the follow ing January was cold, and breaks soared up to 184. Taking yearly figures, Baxter pointed out that the winter months in 1952 and 1953 were mild, and to tal breaks for the year were only 468 and 553 respectively. But 1954 and 1955 were colder than usual, and breaks Jumped to 813 and 869 respectively. In 1956 and 1937, both milder, they dropped back to 581 and 617. What has cold got to do with It? Baxter's eyes lit up like a fond parent's asked about his baby, for this opened up the whole subject of the care and feeding of iron water pipes. "The cold," he explained, "makes a pipe extra vulnerable wherever there's a weak spot. "First of all, the Iron itself gets more brittle, especially In the older pipes. Second, the ground may be frozen to quite a depth below the paving, de stroying the cushioning effect of the fill over the pipe, so that the pounding of traffic is trans mitted to the pipe.'' But what causes the weak spots? Baxter took a long breath. "You've got to remember," he said, "that a lot of our pipe is awfully old. We've got 45 miles that were laid before 1833. The oldest--some of it is still in use, under Chestnut st. in center 'city--goes back to 1820. "Before, say, 1900, iron was more brittle, and pipe-making processes were crude compared with modern methods. A pipe might be an inch thick on one side, a half-inch on the other. ''Then, too, it used to be laid at less depth than we do nowa days. In those days, remember, the heaviest traffic load was the brewery van. Now we're carry ing 20- and 25-ton trucks and trailers on the same streets, and all that pounding beats on the pipes. If there's sharp rock in the fill above the pipe, a blow can drive it through a weak spot." The biggest new threat.to his beloved pipes, though, Baxter said, is electrolysis. It Is a curse that has grown enormously as the P. T. Co. converts from trol leys to buses, abandoning miles of trackage. The problem arises where abandoned track is still used to carry current for other lines. Since the abandoned track is often paved over, breaks occur unseen, and the current looks for another route back to the power station. The easiest route often turns out to be along the water or gaa mains. Where the current jumps to the pipe or away from it, electrolysis begins--a process that is the reverse of electro plating. One ampere of current, Baxter figures, will eat away 30 pounds of iron a year. The trol ley currents often amount to 300 or 300 amperes. There la a sure cure for this, Baxter says. The P. T. Co. could string overhead wires to carry the current home. But the cost of this might run Into six fig ures, and the P. T. Co. has not volunteered to tackle such e project So, up to now, the City foots a bill of about $10,000 for every big main break. "Usually,'' Baxter says, "It's not possible to eay that any one thing caused a particular break. They are usually a combination of factors--electrolysis or cor rosion, plus traffic, plus ex treme cold, plus any one of a half-dozen other things." One thing, though, Baxter says is sure; with the whole sys tem agit g, it is high time Philsdelphia legan a systematic pro gram for replacing its older and more vulnerable pipe. "Any good business organiza tion," he says, "systematically rehabilitates its plant instead of repairing breaks as they come along. We should do the same." He and his engineers have a plan to do this In 25 years, at an annual cost of about $2,660,000. So far it hasn't got much fur ther than a gleam In his eye. But it's coming, he say*. It will have to. CTD033334 B-ACP-P BULLETIN 2 PAGE 1 ISSUED - 2/ 10/60 REISSUED - 2/ 15/65 Re: Chemical Requirements of Asbestcs-Cement Pipe "The Uncombined Calcium Hydroxide in Asbestos-Cement pipe shall not be greater than two per cent." This is an improved test method over the alkalinity test previously used in Asbestos-Cement pipe specifications because it is more reproducible, takes less time, and measures directly the calcium hydroxide. The Uncombined Calcium Hydroxide Test quantitatively measures free lime and is therefore better suited for our purposes. The aim of a chemical test in Asbestos-Cement pipe product specifications is to establish that the pipe has chemical stability. The stability level required by the specification must assure the purchaser that Asbe stos-Cement pipe will resist with a reason able factor of safety the chemical action normally encountered in field serv ice. Asbestos-Cement pipe will have chemical stability if the free lime content is low and will exhibit increased resistance to the action of sulfate soils. Our autoclave method of curing Asbestos-Cement pipe increases sulfate re sistance due to the reaction between the pulverized silica and the lime liberated on hydration of the cement. Silica combines with the soluble cal cium hydroxide to form an insoluble compound which contributes to the permanent strength and denseness of the hardened cement. Therefore our Asbestos-Cement pipe, when tested for Uncombined Calcium Hydroxide, is found to be well under the two per cent allowed. Asbestos-Cement Pipe cured by methods other than by autoclaving are found to have an Uncombined Calcium Hydroxide content of ten to fifteen per cent. The theory advanced is that sulfate reacts with free lime to form calcium sulfate which in turn reacts with calcium aluminate in the cement to form calcium sulfo-aluminate. This latter compound tends to extract water from adjoining material and thus swells and at the same time destroys the adja cent cement. It is necessary and urgent that agents, engineers, and all people involved in the usage of your FLUID-TITE pipe be advised that our product is qualified to meet and better the Uncombined Calcium Hydroxide Test. E. R. Lassone Certain-teed Pipe Division CTD033335 B-ACP-P BULLETIN 3 PAGE 1 ISSUED - 12/19/61 REISSUED- 2/15/65 FLUID-TITE A/C Pressure Pipe and Coupling Markings The markings on pressure pipe shall be as indicated. Area "A" The Underwriters' label will be placed on either end, on the machined portion near the shoulder, on full lengths only of Class 150 and Class 20.0 pipe. Area "B" At approximate center of pipe - FLUID-TITE SIZE ASBESTOS-CEMENT CLASS_____ PRESSURE The marking ink shall be black. Area "C" Either to left or right of Area "B" Month, Day, Year, Plant Pipe No, Formula, Shift, Crew 05 22 98 Example: 101 24 - 1A Pipe No. 101, May 22, 1959. Plant 8, Formula 24, First Shift, Crew "A". Area "D" Either end of the pipe near machined area - Tested atp.s.c. Area "E" A band at least 1/2" wide and 32" from each end of the standard 13' length pipe shall be painted around the circumference. Black for Class 100 200 Orange for Class 150 HALF, THIRD, and QUARTER LENGTHS, also ADAPTORS, shall be marked with trade name, size, class, and test pressure. Certain-teed Pipe Division CTD033336 B ACP-P BULLETIN 3 PAGE 2 NOTE: Markings can be staggared as shown above or on a straight line. Month Day Year Plant Formula Shift, Crew ~05 ~22 9 ~8 24 1A Pipe No. 101 All letters and numerals to be at least 5/8" high. All couplings shall be marked showing Size and Class and trade name FLUID-TITE Black marking ink shall be used. The letter "T" shall be used to indicate that the coupling has been hydrostat ically tested. CTD033337 B-ACP-P BULLETIN 4 PAGE 1 ISSUED - 7/10/61 REISSUED - 2/15/65 Subj: Municipal Bidding I felt that each of you might be interested in the attached article on Municipal Bidding. You will note that the point is brought out that your municipal customers are not obligated to accept the lowest bid if other factors can be proven to offset the low price. A. F. Nagle Certain-teed Pipe Division CTD033338 B-ACP-P BULLETIN 4 PAGE 2 Tight Municipal Specifications By R. G. WESSELLS supplier. Yet the purchasing agent Procurement Officer must have negotiating authority as Washington, D. C. "reserve power" he may never use. An invitation to bid publicly, cir culated to responsible business Brans, Shortly after I bought my last new should assure a reasonable price. car, a salesman at an auto show told The bidder knows he has a one-shot me my car would only go 114 m.p.h., opportunity to get the contracts. He whereas his would do better than must quote his best price. 120. His car could get me home 214 Specifications are equally essential seconds sooner each day. Reserve to negotiation or competitive bids. power is always good, but it must A procurement specification should be used properly. state what is required, where and "Negotiating authority" is the city when. purchasing agent's reserve power. How tight can a specification be? He also must use it properly to serve Federal statutes governing expendi the best interests of his city. ture of public funds require that "Negotiation" is a means of col competition be free and open among lective bargaining. It should be responsible bidders, that specifica competitive, with several suppliers. tions be not unduly restrictive and It is employed when a formal solici that contracts awarded reflect the tation of competitive bids is contrary best interests of the Government. to the public interest But you can [[The purchasing agent or any other not reasonably expect as favorable official who spends public monies a price through negotiation as from must insure, first and foremost, that formal competitive bidding even on such expenditures are in the best identical equipment from the same interests of his agency--this includes consideration of all factors and not just the original purchase price; that the law is against unduly re strictive specifications; and that the responsibility of the bidder as a 1--mess firm capable of fulfilling all e :es of the contract is a prime ideration in its award. But, the tightness of a specification must he justifiable, and should be in the form of performance requirements lather than in component descrip tions. We don't want the lowest nrice. We_jvant_the_jnost_wjluei which__in_thg_final-_a^lysis_rneans i2Ws_cosL R. 6. Wettells The modern concept of specifica tion writing in procurement differs completely from the patent-type specification. The invitation to bid must state clearly and concisely what is required. It must provide a basis for rejecting bids on items not meeting the needs of the service. It must provide a necessary "ham mer" to enforce performance under the contract, which includes guar antees, service policies, maintenance facilities. Performance requirements, properly stated, will control this more effectively than penalty clauses or component details. A purchase specification should not be regarded as a final contract document, nor should it be a tech nical narration requiring engineers' or attorneys' interpretations. Its preparation should be coordinated with all users within the agency to insure standardization and the bene fit of combined thinking. Purchase history records should play a major role in developing the specification. It must be understandable to the salesman, the engineer, all operating levels and, of course, the purchasing agent It must say what it means to say and not be susceptible of any other interpretation. The final con tract should consist of the bid, speci fications, general conditions, instruc tions to bidders and other "boiler plate." Last but not least, the man wlio spends public funds must be honest, and look honest. He must maintain an unimpeachable standard of ethi cal conduct. He must realize that the pride of an official in his opera tion is a priceless asset to the organ ization he serves. Reprinted from April 1961 issue of 470 Park Ave. South, Now York It Tht American City CTD033339 B-ACP-P BULLETIN 5 PAGE 1 ISSUED - 7/27/61 REISSUED - 2/15/65 Subj: Selling Facts It is a fact that metals most commonly used in the manufacture of pipe for water systems, such as steel, wrought iron, and cast iron all have a pro nounced tendency to corrode in water. This corrosion will take place when in contact with water regardless of the nature of the water. The corrosion will be greater in Low PH (acid) and less in high PH water (alkaline). Carbon dioxide and other acids speed up corrosion. High temperatures will in crease the corrosion rate, also high velocity water will increase the rate of corrosion. The use in a system of dissimilar metals in contact with each other will cause corrosion by galvanic action. Corrosion will not be uniform in the inside of a pipe line, but its presence will result in a reduction of carrying capacity due to roughness and reduced diameter of the pipe bore. A rough bore pipe will reduce the carrying capacity of a line more than a uniform reduction of pipe diameter caused by corrosion. Corrosion inside a pipe line will not be seen or the results felt until the carrying capacity of a line has been reduced to such an extent that pumping costs have risen, and the line becomes inadequate. In many cases old lines are reduced as much as 50% due to corrosion. CPC Asbestos-Cement Pipe is resistant to attack by corrosion, and it can not tuberculate. It remains free from the enemy that chokes so many met* talic water lines. A. J, Buford Certain-teed Pipe Division CTD033340 B-ACP-P BULLETIN 6 PAGE 1 ISSUED - 8/1/61 REISSUED - 2/15/65 This table was worked up using conservative figures on what will be the actual cost to a city over a bonding period of 30 years assuming a 6% interest on the money. As you know, in many cases the bonding will extend beyond the 30 years set up by this chart, but from the table you will be able to make exten sions to dollar amounts and time. I feel that at times a low bid onasbestos-cement pipe may not seem to amount to a very sizeable total compared to the size of the entire project, but at bond retirement they have grown to an amount that seems worth a second look. As an example, take a job where CPC asbestos-cement pipe is $5000 lower than cast iron. At first it is only $5000 which may not seem too large by com parison to the total bid, but at the end of 30 years it will amount to $14, 350. This figure will in many cases give you a stronger talking point for accepting CPC over competitive materials. A. J. Buford Certain-teed Pipe Division CTD033341 B-ACP-P BULLETIN 6 PAGE 2 ACTUAL SAVINGS THAT CAN BE MADE BY ACCEPTING LOW BID Amount of $ Savings Between Material Estimated Engineering Fee @ 6% Estimated Legal Fee @ 1% Bonding Interest Based on 6% For 30 Years Actual Amount Saved When Bonds Are Re tired - 30 Yrs $1,000.00 $ 60.00 $10.00 $1,800.00 $2,870.00 2,000.00 120.00 20. 00 3, 600.00 5,740.00 3,000.00 180.00 30.00 5,400.00 8,610.00 4,000.00 240.00 40. 00 7,200.00 11,480.00 5,000.00 300.00 50.00 9,000.00 14,350.00 6,000.00 360.00 60.00 10,800.00 17,220.00 7,000.00 420.00 70.00 12,600.00 20,090.00 8,000.00 480.00 80. 00 14,400.00 22,960.00 9,000.00 540.00 90.00 16,200.00 25,830.00 10,000.00 600.00 100.00 18,000.00 28,700.00 CTD033342 Subj: Factory Mutual F.M. B-ACP-P BULLETIN 7 PAGE 1 ISSUED - 10/11/61 REISSUED- 2/15/65 On August 11, 1961 an official agreement was signed between Factory Mutual F.M., Norwood, Massachusetts, and CPC, which recognizes CPC AsbestosCement FLUID-TITE couplings as having acceptable specifications. This should mean extra pipe business for CPC. Factory Mutual approval is required on many pipe specifications as written by engineers, and this ap proval should open new accounts previously covered by Factory Mutual Re quirements governing materials and tests. With this approval, and the approvals we have previously obtained: AWWA C400-64T, Federal SS-P-351a, ASTM C296-63T, ASTM D1869-63T, FIA (Factory Insurance Association), UL (Underwriters Laboratory), it is my feeLing that CPC Asbestos-Cement Pipe & FLUID-TITE Couplings will be acceptable in practically every incident where Asbestos-Cement pipe is being considered. We do not expect to have any unnecessary cases of nonconfirmity because of specification requirements. You should be able to use this new selling tool on many industrial applications where F.M. approval is required. A. J. Buford Certain-teed Pipe Division CTD033343 B-ACP-P BULLETIN 8 PAGE 1 ISSUED - 7/3/62 REISSUED - 2/15/65 We have had an individual request for our Research & Development Depart ment to prepare some data concerning the problem of red water, or rusty water which should be of interest to all of you. An I.C.C. raises questions about the origin and explanation of rusty water conditions. Also asked is how will iron bacteria react in cast iron versus asbestos cement pipe used to transport water. Alan F. Nagle Certain-teed Pipe Division CTD033344 B-ACP-P BULLETIN 8 PAGE 2 RED WATER ITS CAUSATIVE AGENTS Rusty water can come from only two sources in a water system: (1) the primary water source; well, stream, or river (2) or from action of the water on the pipe material carrying the water Concerning (2) cast iron pipe will corrode and release rust to many conditions of water. A/C pipe will not rust under any circumstances, hence can not contribute rust to the flowing water, Iron bacteria merely accentuates the color intensity due to its action on iron containing water. In "Standard Methods for the Examination of Water and Waste Water," 11th Edition, I960 APHA, AWWA and WPCF, by American Public Health Assoc., New York, N. Y., iron bacteria is characterized as follows: "Iron bacteria are considered to be capable of withdrawing iron present in their aqueous habitat and of depositing it in the form of hydrated ferric hy droxide." "The large amount of brown slime so produced will impart a red dish tinge and an unpleasant odor to drinking water and may render the sup ply unsuitable for domestic, or industrial purposes. Included in undesirable effects may be pitting and tuberculation of bacterial origin. Bacteria of this type, to obtain energy, oxidize ferrous to ferric iron, which is precipitated as ferric hydrate. " "Iron may be obtained from the pipe itself, or from the water being carried. The amount of ferric hydrate deposited is very large in comparison to the enclosed cells. From the above it is evident that cast iron pipe can maintain iron bacteria colonies from' itself which A/C pipe cannot. Although iron bacteria can exist in water in A/C pipe, it can do so only if the source of water contributes dissolved ferrous iron. This is not as likely as iron getting into the water from cast iron pipe. Any ferric hydrate deposited by the iron bacteria can do no harm to A/C pipe other than to stain the pipe. On the other hand, in cast iron pipe these ferric hydrate deposits can accelerate corrosion of the pipe itself as explained as follows in "Corrosion Handbook", by H. H. Uhlig, John Wiley and Sons, Inc. , 1948, page 480. "The most important contribution of the iron bacteria to corrosion probably results when their growth develops to such an extent that they create a barrier capable of maintaining gradients between the metal and the solution, the end result of such a process being tuberculation of the metal." Also on page 497 of the same reference, "Iron bacteria, such as crenothrix and leptothrix, do not attack iron, but require ferrous iron for their sustenance which they exude as ferric iron compounds through their outer skin. Tubercles may be formed in this way. Such accu mulations have caused much trouble from "red water" and obstructions in water systems. " Cast iron pipe is an excellent host for iron bacteria, suffer CTD033345 B-ACP-P BULLETIN 8 PAGE 3 damage thereby and also helps make the "red water". A/C pipe is inhospi table to iron bacteria, is not pitted, or tuberculated by them and hosts them only if the water being transported has brought along ferrous iron. In summary, corrosion "red water" and iron bacteria are all compatible and possible in cast iron pipe. These same factors are either non-existent, or of very low order occurrence in A/C pipe. Certain-teed Pipe Division CTD033346 B-ACP-P BULLETIN 9 PAGE 1 ISSUED 9/7/62 REISSUED 5/15/66 SUBJECT: PRESSURE PIPE INSTALLATIONS I am sure many of you will be able to add names of other areas with which you are familiar to this list. Alabama Arizona (contd) Arkansas (contd) Abbeville B ridgehead Castleberry Cherokee Clanton Clayton Clio F oley Ft. Rucker F ulton Hamilton Headland Huntsville (Red Stone Arsenal) Louisville Marion (U.S. Fish Hatchery & Wildfire) Milton Newville Opp Sheffield (Reynolds Aluminum) Southside Arizona Ajo Alpine Apache Junction Casa Grande C handler Cottonwood Douglas Flagstaff Ft. Defiance Kayenta Lake Montezuma Miami Nogales Peoria Phoenix Rimrock San Carlos Salome Supe rior Tuba City Tucson W enden Yuma Arkansas Banks Be nton Bono Brinkley Carlisle Coy Dardanelle Des Arc D e W itt Earle El Dorado England Forrest City F redonia Gillett Gould Greenway Hamburg Hardy Hazen Jacksonville Jasper Kensett Lake City Magnolia Malvern Marianna McCrory Melbourne Moro Osceola Oxford Smac kover Stuttgart Waldo Winchester California Alameda Anaheim Arbuckle Areata Argus Arroyo Grande Arthur Arvin Auburn Bakersfield Barstow Benecia Bishop Blythe Bridgeport Buellton Buena Park Calabasa Camino Camp Pendleton Certain-teed Pipe Division CTD033347 B-ACP-P BULLETIN 9 PAGE 2 California (contd) Capistrano Beach Capitola Carmel Valley Catalina Island Cathedral City Chula Vista Colusa Contra Costa Water Dist. Coolidge Corcoran Corona Costa Mesa Cotati Crestline Davis Death Valley D elano Desert Hot Springs Diamond Bar Diamond Springs Dillon Beach D ixon Dos Palos Downey Dublin Dunnigan El Cajon El Centro El Cerrito El Dorado El Monte El Segundo El Toro El Two Elsinore Escondido Esparto Eureka F illmore F ontana Forrestville Ft. Bragg Ft. Ord F ortuna Fountain Valley California (contd) F resno Garden Grove Gilroy Gonzales Greenfield Hacienda Heights Hanford Hidden Hills Hollister Imperial Indio Kelseyville King City La Canada La Palma La Porte La Puente La Quinta La Sierra Laguna Hills Lakewood Lamont Lindamar Lindsay Live rmore Lomita Lompoc Long Beach Harbor Los Altos Los Angeles Los Banos Las Flores Manteca Marin Municipal Util. Dist. Martinez Marysville McF arland Menlo Park Merced Milpitas Mira Loma Mission Bay Modesto Mojave Montebello California (contd) Monterey Monte Vista Moorpark Morro Bay Napa Newark New hall Oakland Oceanside Oildale Ojai Olivehurst Orangevale Orcutt Orsati Oxnard Pacifica Palmdale Palm Desert Palm Springs Palo Alto Palos Verdes Parlier Pasadena Paso Robles Perris Petaluma Pico Rivera Piedmont Placerville Plastic City Port Angeles Port Hueneme Portersville Rainbor Red Bluff Redding Redlands Redondo Beach Reedley Ridgecrest Rio Linda Riverside Ros smoor Sacramento Salinas CTD033348 California (contd) Sangus Santee San Bernardino San Carlos San Clemente San Diego San Dimas San F ernando San Francisco San Gabriel Valley San Jacinto San Jose San Juan Capistrano San Leandro San Luis Obispo San Manuel San Mateo San Pedro San Ramon San Rafael Santa Ana Santa Clara Santa Cruz Santa Fe Springs Santa Margarita Santa Maria Santa Paula Santa Rosa Santa Susana Seal Beach Selma Signal Hill Simi Soled ad Sonora Spadra Springville Stanwood Stockdale Sunnyvale Sutter Creek Talm age Templeton City Terminal Island The Dalles Thousand Oaks California (contd) Torrance Tracy Tulare Tulelake T ustin Two Rocks Union City Vacaville V alinda Valley Center Vandenberg AFB Victorville Visalia Vista Walnut Walnut Creek Watsonville Westmorland Wheatland Whispering Pines W inters Yermo Yorba Linda Yukin Colorado Alamosa Anton it o Basalt Berthound Broomfield Carbondale Colorado Springs Cope Denver Ft. Carson Ft. Collins Ft. Lyon Ft. Morgan Florence G reeley Holyoke Hoyt Kersey Kirk B-ACP-P BULLETIN 9 PAGE 3 Colorado (contd) La Salle Las Animas Littleton Loveland Montrose Monument Niwat North Glen Northwest Utilities, Denver Nunn Pueble Wellington Westminster Wiggins Connecticut Ansonia Avon Bethel Branford Danbury F armington G ranb y Ledyard Manchester Milford Montville Naugatuck North Haven Plainfield Sim sbury Springdale Vernon Wallingford Westhaven W oodb ridge Delaware Brookside F rankford Selbyville Yorklyn Certain-teed Pipe Division CTD033349 B-ACP-P BULLETIN 9 PAGE 4 Washington, D. C. Florida Altamonte Springs Apopka Astor Park Atlantic Beach Avon Park Auburndale Babson Park Bartow Bee Ridge Belle Glade Boca Raton Bowling Green Boynton Beach Bradenton Brandon B rooks ville Canal Point Cape Kennedy Casselberry Cedar Key Chiefland Chuluota Clermont Clewiston Cocoa Cocoa Beach Coral Gables Crescent Beach Crestview Cypress Gardens Dade City Daytona Beach Deerfield Beach Dundee Dunedin Eau Gallie Edgewater Eglin AFB Hallandale Ft. Lauderdale Ft. Meade Ft. Meyers Ft. Pierce Ft. Walton Beach Florida (contd) F rostproof Groveland Gulf Breeze Haines City Hialeah Hollywood Homeland Homestead Indian Rock Indiant own Inverness Jacksonville Jay Jupiter Key Largo Key West LaBelle Lake Helen Lakeland Lake Placid Lake Wales Lake Worth Land O'Lakes Lantana Largo Lehigh Leisure City Lemon Bluff Liberty Lynn Haven Maitland Manalapan Manatee County Merrit Island Mexico Beach Miami Micco Milton Moore Haven Naples New Port Richey New Smyrna Beach North Palm Beach Ocala Oceanway Okeechobee Florida (contd) Opa-Locka Orange Park Orlando Ormond Beach Pace Palatka Palm Beach Gardens Pensacola Perrine Pompano Beach Port Richey Punta Gorda Redstone Riviera Beach Rockledge Ruskins Safety Harbor Saint Cloud Saint Petersburg Sanford Santa Rosa Sarasota Sebring Steinhatchee Tampa Tarpon Springs Temple Terrace Venice Vero Beach Wauchula West Hollywood Winter Park Zephyrhills Georgia Albany (Pine Land Plantations, He rty Nursery, Turner AFB) Allentown Alma Alpharetta Ashburn Atlanta Attapulgus CTD033350 Georgia (contd) Baxley Bostwick Bremen Bronwood B rundige Brunswick Buchanan Butler Byron Camilla Chatsworth Clarkesville Clayton (Cobb Co Water System) Claxton Cochran Commerce Cornelia Dahlonega Danville Davisboro (Ga. Forrestry Comm.) Dawson (State Fish and Game): Dawsonville (Lockheed Nuclear Development) De Kalb Co. Dosia Douglasville Dudley Ellaville F ayetteville Ft. Gordon Glennville Griffin (Gwinnett Co. Water System) Hartwell Hazelhurst Ideal Irwinton Jekyll Island Jesup Jonesboro Kingsland Lawrenceville Georgia (contd) Lenox Lyons Madi son Marietta McIntyre McRae Metter Milan Millen Moult rie Newton Ocilla Oglethorp Omega Perry Plains Quitman Reidsville Reynolds Roberta Robins AFB Rockmart Roswell St. Marys St. Simons Island Sandersville Savannah Shellman Soperton Sparta Stuart Tifton Toccia T rion Twin City V idalia Vienna Waycross W rens W inder Illinois Anna Ava Brazil B-AC P-P BULLETIN 9 PAGE 5 Illinois (contd) Brownstown Carbondale Carlinville Carpente rsville Cartersville Chatham Chicago Christopher Coal Valley Creve Coeur East Alton East Peoria East St. Louis Edelstein Enfield F ai rfield Farmer City Glen Ellyn Golconda Goreville Granite City Harrisburg Hazel Crest Herrin Hillside Kewanee Macomb Marion Millstadt Mitchell Moline New Berlin New Haven Niles O'Fallon Orion Pickneyville Quincy Rantoul Rockford Rolling Meadows . Sidney Sims Springfield Stonefort Certain-teed Pipe Division CTD033351 B-ACP-P BULLETIN 9 PAGE 6 Indiana Ashley Angola Bruceville Clove rd ale Columbus Chrisney Elberfeld Ft. Wayne F rench Lick G rand View Hammond Indianapolis Ke ntland Kokomo Mount Vernon Rising Sun Scipio Vincennes Wabash Iowa Bettendorf Charles City Kansas Alma Ft. Leavenworth Ft. Riley Goodland Great Bend Johnson Co. Kansas City Lyons McPherson Medicine Lodge Overland Park Parsons Randolph Topeka Ulysses White Cloud Wichita Kentucky Campbellsville Catlettsburg Dexter Gilbertsville Lancaster Lebanon Station Lexington Louisville Madisonville North Marshall Owensboro Paducah Park City Prospect Raceland Russell Salt River Sharpsburg Shelbyville Somerset Sym sonia Upton West Fleming White Plains W urtland Louisiana Athens Baton Rouge Bossier City Burkburnett Cameron Parish Dubach Egan Geismar Gretna Hessmer Houma Lake Charles La Salle Parish Lockport Luling Monroe Mansura New Orleans Louisiana (contd) Pumpkin Center Shrevepo rt Slidell Springhill St. Joseph Sunset Vivian Washington Maine Augusta Bangor F ryeburg Jay Kennebunk Lewiston Limestone Machais Old Town Rochester South Portland Maryland Aberdeen Baltimore Cumberland G rantsville Haegerstown Lake Park La Vale Northeast Raw lings Massachusetts Acton Adams Ag aw am Amherst Attleboro Bedford Bellingham Brockt on Canton CTD033352 Massachusetts (contd) Concord Deerfield F airhaven F aim outh F oxboro F ramingham G rot on Hadley Hamilton Holliston Hudson Hyannis Leominste r Lexington Longmeadow Marlboro Maynard Milford Nantucket Needham Norton Norwell Pembroke Reading Sanford Sharon St ur bridge Sudbury T empleton' Westboro Westwood Michigan Albion Allendale Au Gres Battle Creek B elding Benton Harbor Big Rapids Bloomfield Boyne Falls Brownstone Cassapolis Cheboygan Michigan (contd) Davison Detroit Durand East Jordan Farmington Flint F reeland Garden City Gaylord Georgetown Grand Haven G rand Rapids Hampton Twp. Huron Jenison Jonesville Lansing Madison Heights Mount Pleasant Muskegon Novi Oj ibway Oscoda Paw Paw Pontiac Rogers City Romulus Saginaw C. I. Sawyer AFB Southfield Suttons Bay Ubly Westphalia W yandotte Minnesota Ah-Gwa-Ching Annandale Baytawash Belgrade Cass Lake C rookston Finland AFB, Duluth Gilbert Little Falls B-ACP-P BULLETIN 9 PAGE 7 Minnesota (contd) Mahnomem Minneapolis Moorhead Osakis Park Rapids Red Lake Falls St. Paul Tracy Upsala Warba Mississippi Bay Springs Calhoun City Como Ellisville Gallman Mathiston Moss Point Pascagoula Port Gibson Summerland Taylorsville Missouri Branson Cape Girardeau Centralia Columbia Elsberry Excelsior Springs Fenton Graham Hematite House Springs Jefferson County Penely Poplar Bluff Potosi Prescott Saint Charles Saint Louis Springfield Sunset Hills Certain-teed Pipe Division CTD033353 B-ACP-P BULLETIN 9 PAGE 8 Missouri (contd) T racy W right City Montana As hland Baker Beaver Field Billings Bixby Bozeman Busby Cascade Chester Conrad Glasgow AFB Glendive G reat Falls Havre Helena Lame Deer Laurel Livingston Shelby Sweet Grass White Fish Wolf Point Nevada Beiber Carson City F allon F ernley Incline Lake Tahoe Lovelock Mercury Reno Sparks Yerington New Jersey Allendale Alpine New Jersey (contd) Atco Atlantic City Avalon Barnegat Basking Ridge Bayville Beach Haven Berkley Berlin Boonton Bordertown Brigantine Brown Mills Burnswick Burlington Cape May Cedar Grove Clark Clem enton Clifton Colonia Cranford Cresskill Dover Twp. Eatontown Edison Elizabeth Emerson F airlawn F armingdale Florham Park Ft. Dix F reehold Gibbstown Glassboro Glouster Hackensack Hadd onfield Hamilton Hanover Holmdel Jamesburg Jersey City Lakewood Laurelton Lawnside New Jersey (contd) Lawrence Harbor Lionshead Little Ferry Little Silver Livingston Long Beach Lyndhurst Madison Marple Twp. M at aw an Maybrook Medford Mercerville Middlesex Co. Millington Mohawk Monmouth Co. Monsey Morris Co. Me. Holly Neptune Twp. New Providence Newark Newton Nickleton Oakhurst Oakland Pa ram us Parsippany Passaic Patterson Pennsville Pequannock Perth Amboy Pine Beach Piscataway Pleasantville Pomona Pompton Lakes Princeton Rampo Ramsey Raritan Twp. Roseland Roxbury Saddlebrook CTD033354 New Jersey (contd) Sayreville Scotch Plain Seasid Park Short Hills Sommerville South River Sparta Spotswood Spring Lake Heights Stone Harbor Stone y Point Surf City Toms River T renton Troy Hills Tuckerton Turner sville Union Verona W i Idwood West Point Island W rightstown W yckoff New Mexico Alamogordo Albuque rque Ambrosia Lake Artesia Bayard Bernalillo Buckeye Capitan Carlsbad Crown Point Deming Espanola Eunice Ft. Sumner Ft. Wingate Gallup Hatch Hobbs Holloman AFB Jal New Mexico (contd) J unez Laguna Las Cruces Los Lunas Lovington Magdalena Mescale ro Milan Portales Quay Roswell Ruidoso Sandia Base San Juan Indian Pueblo San Ysidro Santa F e Santa Rosa Ship rock Tatum Thornton Tucumcari Wagon Mound Zuni New York Accord Alfred Ballston Spa Bay Shore Bethlehem Big Flats Brockport Buffalo Canadaigua Castleton Cattaraugus Central Square Chester Clay Clifton Park Com stock Cortland Crown Point Delmar B-ACP-P BULLETIN 9 PAGE 9 New York (contd) Elizabethtown Elmira Heights Endwell Evans Fishkill F ult on Genesco Glen Falls Gorham Goshen Greenport, L.l. Har riman Hauppauge Hoosick Falls Holbrook Horseheads Irondequoit Ithaca Jay Johnson City Kinderhook Kingston Lake George Lake Placid Long Island Lyle Manlius Melville New Windsor Newburgh Norfolk Northville Oakfield Ogdensburg Orangetown Oswego Otsego Pearl River Penfield Perinton Peru Pierpont Manor Plattsburgh Port Henry Potsdam Poughkeepsie Certain-teed Pipe Divisi CTD033355 B -AC P-P BULLETIN 9 PAGE 10 New York (contd) Pulaski Red Hook Rive rhead Rotterdam Salem Saratoga Springs Schenectady Schodack Senca Falls Spectacular Spring Valley Star Lake Staten Island Stoney Point Syracuse Tifford V alatie V i ct o r W atertown W ebb W ebster W ellsville West Coxsackie West Perth Whitehall Williamson Wilmington Woodbury North Carolina Albe rmarle Angie r Asheville Beaulaville Bessimer City Bethel Bimco Black Creek Boiling Springs Boone Bryson City Buies Creek Burgaw Candor Car rboro North Carolina (contd) North Carolina (contd) Carthage Cary Chadbourn Chapel Hill Charlotte Cherry Point Cherryville Clayton Clinton Coats Cole rain Columbus Concord Davidson Dobson Drexel Dunn Elkin Elm City Enfield Eureka F ayetteville Ft. Bragg F ranklin Garner Gastonia Gibsonville Goldsboro Granite Falls Greenville Hamlet Havelock Henderson Hillsboro Hudson Huntersville Jacksonville Jonesboro Lexington Line olnton Long Beach Lumberton Macon Maxton Mocksville Monroe Mor risville Mr. Olive Norlina Norwood Parkton Pinebluff Pine Level Pine Tops Pittsboro Pope AFB Raleigh Randleman Rich Square Rockingham Roseboro Rose Hill Rowland Salisbury Sanford Smithville Southern Pines Spencer Spring Lake Spruce Pines Tabor City Vass Wadesboro Warrenton W ashington Watawba Wayne sville Weldon W ilmington W ilson Winton Woodland North Dakota Belcourt Belfield Bismark Cando Cannonball Cole Harbor Crosby CTD033356 North Dakota (contd) Devils Lake F argo G rafton Grand Forks Harvey Hatton Hillsboro Iango Jamestown Leonard MacGregor Medora Minot Park River Park View Rugby Sharon W ahpeton W illiston Wilton Ohio Akron Andover Ashtabula Athens Bedford Boardman Brooklyn Heights Byesville Cairo Cambridge Campbell Canfield Centerville Champion Chauncey Columbus Cortland De V ola East Lakeville East Liverpool East Palestine F ostoria F rederickstown Ohio (contd) Geneva Hebron Jefferson County Kinsman Lancaster Lima Mahoning County Mansfield McDonald New Waterford Orrville Pickering Ravenna Rootstown Sebring Silver Lake Valley Toledo Trumball County Warren Wheelersburg West Union W ooster Youngstown Oklahoma Altus Barnsdall Beaver Bethany Boise City Claremore Commerce Edmond Ft. Sill Guymon Henrietta Holdenville Jay Keifer Keyes Lucien Manchester Noble Oklahoma City Owasso B-ACP-P BULLETIN 9 PAGE 11 Oklahoma (contd) Paden Pryor Ste rling Talihina Tulsa Weatherford White Oaks Oregon Corvallis Florence Gold Hill Klamath Falls Newport Portland Princeville Richland Roseburg Salem W oodburn Pennsylvania Aliquippa Ambler Aston Audubon Barnesboro Beaver Falls Ben Salem Blair sville Blue Bell Bradford Broom all Butler Carlisle Carmichaels Chalfont Circleville Collegeville Conneautville C rane sville Cresson Dillsburg Downingtown Certain-teed Pipe Divisi CTD033357 B-ACP-P BULLETIN 9 PAGE 12 Pennsylvania (contd) Doylestown Dresher Dublin Duncannon Duncansville Duryea Elmora Erie Exton Ft. Necessity F reeport Galeton Greenville Girard Grove City Harrisburg Haverford Homer City Huntington Indiana Jennerstown Kind of Prussia Kutztown Lake City Laurel Hills Lehighton Lemont Linesville Meadville Media Meyertown Mifflinburg Monroeville North Wales Norristown Oil City Osceola Mills Petersburgh Philadelphia Phoenixville Pittsburgh Plumboro Quakertown Rockhill Saegertown Sandy Lake Pennsylvania (contd) Sellersville Smethport Springfield Stoneboro T roy Upper Dublin Upper Merion Warren W ernersville W ilc ox Williamsport Rhode Island Bristol Greenfield Lincoln T iverton South Carolina Aynor Bennettsville Bi shops vi lie Camden Charleston Cheraw Columbia Dillon Estill Florence Ft. Jackson Gaffney Hemingway Lake City Lake View Lamar Liberty New Ellenton Ocean Drive Beach Pageland Pamplico Pickens County St. George St. Stephen Summerville South Carolina (contd) Sumte r Walterboro Williston South Dakota Aberdeen Big Stone City Bowdle Brooking Bunda Chamberlain Eureka Glenham Henrreid Huron Kadoka Leola Martin McIntosh Me Laughlin Miller Mob ridge Roscoe Scotland Sisseton Tyndall Wall Wesington Springs White River Wolsey Tennessee Anderson County Bristol Dandridge Dickson Gatlinburg Jefferson City Joelton Kingsport Knoxville Morristown Murfreesboro Nashville CTD033358 Tennessee (contd) Oak Ridge Pigeon Forge Russellville Texas Abilene Able Springs Albany Alice Alta Loma Amarillo Andrews Acqua Dulce Austin Baird Baytown Benbrook Big Springs Borger Bowie Brazoria Breckenridge Brice Brookshire Brownfield Buffalo Bullard Bushland Callisburg Canadian Canyon Carizzo Springs Childress Chillocco Clarendon Clear Lake City Clifton Coahoma Commanche Commerce Conore Corpus Christi Corsicana Crockett Crosbytown Texas (contd) C row ell Crystal City Daisetta Dallas D aw s on De Kalb Del Rio Denver City Desert Dialville Dimmit Dumas Eagle Lake Earth Edgewood El Campo Electra Ennis Era Falfurrias Flomat Ft. Bliss Ft. Hood Ft. Stockton Ft. Worth Franklin F ritch F ruitvalle Gainesville Galveston Gangs Gatesville Goldthwaite Goliad G raham Greenville Gregory Groom Groves Hampton Harlingen Hereford Houston Hubbard Humble Idalou B-ACP-P BULLETIN 9 PAGE 13 Texas (contd) Iowa Iraan Jacksboro Jayton Joaquin Katy Kerens Kilgore Killeen Kirby Knox City Kountze Lake Jackson La Marque Lamesa Laredo Lawrence Lelia Lake Lev elland Littlefield Lockney Loraine Los Fresnos Lubbock Lufkin McAllen Malakoff Marion Mercedes Me rkle Mesquite Midland Miles Monahans Morton Mule shoe Nacogdoches Nederland Odessa O'Donnell Ozona Pasadena Pearsall Pecos Perryville Phelps Certain-teed Pipe Division CTD033359 B-ACP-P BULLETIN 9 PAGE 14 Texas (contd) Plains Plainview Port Aransas Port Arthur Port Isabel Post Prairie Hill Premont Quanah Refugio Rio Grande RoAring Springs Robert Lee Roby Rochelle Ropesville Rosebud Round Rock Sabine Pass Saint Francis San Angelo San Antonio San Benito San Marcus Sanderson Sanford Schertz Seminole Sequoia Seymour Shallow ate r Shamrock Shepherd Sherman Shoreacres Silsbee Silverton Slaton Snook Snyder Sonora Sour Lake Spring Lake Spur Sterling City Stanton Texas (contd) Stratford Sudan Sulphur Springs Taft Tahoka Teague Temple Texarkana Texhoma T rinidad Trinity Troy Universal City Van Van Horn Vega Waco W alston Springs W ashburn West Orange Wichita Falls Wills Point W ink Wolfforth W oodway Yorktown Z avalla Utah Bingham Canyon Cornish Corrine Delta Lehi Magna Midway Ogden River Heights Riverdale Salt Lake City Vermont Burlington Es sex Vermont (contd) Rutland Springfield Websterville Virginia Arlington Boston Chantilly Chesterfield Colburn Crittenden Dahlgren Em poria Fairfax County Lynchburg McClure Me Lean Norfolk Onancock Pennington Gap Richmond Roanoke Stafford County Vienna Yorkstown Washington Alger Bangor Bellevue Bellingham Bothell Boyce Burien Clarkston Clinton Camano Island Concrete East Sound Enumclaw Ephrata Everett Federal Way F e rndale CTD033360 Washington (contd) F orks Ft. Lewis Friday Harbor Grayland Hansville Kenmore Kent Ki rkland Longmire Lynden Maple Valley Midway Montesano Moses Lake Nate he s Newport Hills Oak Harbor Olympia Oroville Port Roberts Puyallup Raymond Richland Rittitas Royal City Seattle Snohomish Soap Lake Spanaway Steilacoom T a hoiah Thompson Place Thurston City V ancouver Vashon Island Walla Walla White Pass Y akima West Virginia Cairo F airmont Ft. Ashby Keyser Mason West Virginia (contd) Moorefield Piedmont Point Pleasant Riversville Scott Depot Wheeling Wisconsin Anti go Arcadia Beaver Dam Blackwell Butternut Crivitz Eau Claire Elba Greenwood Madison Mauston Minocqua Necedah Rhinelander Seymour Shawano Sturgeon Bay Tom ah W ales White Law Wyoming Burns Cheyenne Chugwater Egbert La Grange Laramie New Castle Pine Bluffs Powell Sundance Torrington B-ACP-P BULLETIN 9 PAGE 15 Certain-teed Pipe Division CTD033361 B-ACP-P BULLETIN 10 PAGE 1 ISSUED - 1/24/63 REISSUED - 2/15/65 SUBJECT: ALKALINITY SPECIFICATION The Atlanta District recently called to our attention a Johns-Manville "Gimmick" whereby they are attempting to write into specifications that all Pipe and Couplings be autoclaved for a period of 16 hours at 100 PSI. The inference is that the alkalinity specification can only be met by this type autoclaving. Because of the soft slow filtering fiber available to Johns-Manville, they use a coarse silica to aid filtration at their cylinders and press section. Because of the large particle size, this coarse silica requires a longer auto claving time to complete the chemical reaction to meet the alkalinity speci fication. Since we have available to us the best filtering fibers known, we are able to use a much finer silica and autoclave at much higher pressure over a short er period of time. Our method of autoclaving not only meets the alkalinity specification (ASTM C428-63T and C296-63T), but far surpasses it. J. V. Gear Certain-teed Pipe Division CTD033362 B-ACP-P BULLETIN 1 1 PAGE 1 ISSUED - 1/2/64 REISSUED -2/15/65 SUBJECT: LIFE EXPECTANCY OF CAST IRON PIPE Many municipalities are faced with a serious economic problem due to cor rosion of Cast Iron water pipe. A most comprehensive study was made of this problem by the city of San Antonio, Texas. A paper on the results of this study was presented before the Southwest Section American Waterworks Association, Galveston, Texas on October I960 by Mr. Bruce E. Sasse. One of the most interesting conclusions of this comprehensive study was that a life expectancy was established for Cast Iron pipe buried in various type soils. For example, Cast Iron pipe buried in soil having a resistivity of 600 ohm-cm is expected to have a useful life of only 10 years. Informa tion on useful life of Cast Iron pipe should be readily available and is very important to us as you well know Asbestos-Cement pipe is not subject to deterioration from low resistivity soils. We are, therefore requesting that each of you try to obtain information on the useful life of Cast Iron pipe in the various municipalities throughout your sales territory. We are anxious to have a complete file on this subject so that our advertising may be more effective by directing it into areas where Cast Iron pipe is subject to the greatest deterioration. Please submit your report on Cast Iron pipe life directly to Sales Head quarters in Ambler. J. V. Gear Certain-teed Pipe Division CTDO33363 B-ACP-P BULLETIN 12 PAGE 1 ISSUED - 6/12/64 REISSUED - 2/15/65 CARRYING CAPACITY CAST IRON PIPE The May issue of the Journal American Water Works Association carries a very interesting article entitled "Evaluation of Corrosion in Distribution Systems." The article is written by Mr. Carl R. Schneider and Mr. Werner Stumm. In the article, which is a good paper on the problems of corrosion, a section is devoted to: "Hydraulic Carrying Capacity." Some of the points mentioned should, I believe, be emphasized for your use in promoting Certain-teed Asbestos-Cement pipe. The paper states: "The loss of carrying capacity is of major economic importance to the water industry. An early NEWWA survey based on tests in nineteen cities revealed that the average actual loss in capacity of tar-coated cast-iron pipe after 30 years of service was 52 per cent............ It has been estimated that in the United States increased pumping capacity due to loss of carrying capacity of mains costs $40,000,000 annually." Forty million taxpayers' dollars could certainly be used to better advantage . than to remedy a decrease in the carrying capacity of Cast Iron pipe. The article points out that there are other factors detrimental to the distri bution system, besides reduction in carrying capacity, as a result of corro sion in Cast Iron pipe. The article states: "Reduction in pipeline capacity is often indirectly responsible for a deterio ration of water quality. Deposition of bulk quantities of corrosion products on the pipe wall frequently leads to adsorption of organic substances on the rust. This organic matter may enhance the growth of microorganisms. The chlorine demand of these deposits may then become excessive, render ing it difficult or impossible to provide "residual protection" within the entire distribution system. Organic substances and microbiologic slimes accumulated in the distribution system may impart odor, taste, and color to the water. " As you can see from the above paper, tuberculation of cast iron pipe can be a serious, annoying and expensive problem to the water utility, be they large or small. Certain-teed Asbestos-Cement Pressure Pipe eliminates the problem of tuberculation from the very first day of its installation and never increases the taxpayers' cost. I trust all of you will be able to effect ively use this information at your next bid opening before the "Cduncil" who are charged with the responsibility of spending tax dollars frugally and w i s e ly. A. F. Nagle Certain-teed Pipe Division CTD033364 B-ACP-P BULLETIN 13 PAGE 1 ISSUED - 6/18/64 REISSUED - 1/1/65 ASTM Specification D- 1869 Rubber Rings for Asbestos-Cement Pipe In one of our Sales Districts we have learned that competition has been telling Engineers that our FLUID-TITE Rings do not meet ASTM D- 1869 Specifica tion. This is to advise that our FLUID-TITE Rubber Rings do meet ASTM Speci fication D- 1869, and we will be glad to provide certification if any Engineers have any doubts that we meet this specification. Unfortunately, our sales literature has omitted reference to this specifica tion. This will be corrected on future literature and we will definitely pub lish that our FLUID-TITE Rubber Rings meet the ASTM D-1869 Specification. J. V. Gear Certain-teed Pipe Division CTD033365 Ambler Pipe Division June 8, 1966 Tc Di.strict Managers deduct Managers ?v>i Salesmen installation Instructors ir- P- J, Hughes J- 1 Prechek/vas/ / V{ -- ubiect -. A/0-'Pressure Pipe and Coupling Technical Data The attached special data bulletin is an in depth analysis cf our new FLUID-THE B coupling, gasket and pipe end. You have already received literature covering specific dimensional information so that you may, when in the field, determine exactly what product is on the jobsite. This new technical data information indicates that performance of the pipe, coupling and gasket has been vastly improved over our already mere than adequate FLHID-TITE pipe. This bulletin was originally made on a comparative basis with our competition. I can safely say that the perfcrmar.ee of our product was sc. superior to that of our compe tition thrt the comparison was almost embarrassing. We ar9 not including any specific information referring tc these comparisons. However, taking this bulletin as a guide, you can see what points we are trying to make; and you can rest assured that should an engineer desire to make his own svaluaticn, cur product will stand in a very favorable light indeed. Study the information carefully; weave it into your sales presentation where applicable, particularly on your calls to engineers and municipal officials Ycu will shortly receive your new sample case where these points are emphasized*. You will by then have the backround to discuss more com pletely the features and benefits that put our product in the forefront of the asbestos-cement industry, and indeed give us additional benefits to discuss in the waterworks field generally, when evaluations are being made be-".veer metallic and non-metallic materials. CTD033366 FU'ID-TITE A/C Pressure Pipe and Coupling Technical Data Should therw be any further questions with regard to this bulletin, bring them up, arid we aiU attempt tc supply the addidcna'. ir.fcmation= For thc-.e of you who rave the Certain-teed harc-bound pipe bulletin catalog, Thts data should be inserted ir. c<,e pressure section. Copies to-. Messers 3, Davis, Jr,, J, H. Reichel R. L Lan2 A = F, Nagle J, V. Gear E. A. Lassone E, Jo Finn E. J. Lawless N.. Jo Breslin Go' J. Goll A, L Pistilli, AmblerSales Service (2) Wo R. Gray. Hillsbcrc <' " (2) H. G, Benhardb. St. Louis " (3) W. F. Schwartz, SantaClara " (2) Wayne Harris, Riverside " (2; D, F. Altemus, San Francisco CTD033367 CONFIDENTIAL Certain-teed NEW FLUID-TITE A-C Pressure Pipe and Coupling TECHNICAL DATA THE FOLLOWING DATA ARE BASED ON THE LOOSEST COMBINATION OF MAXIMUM AND MINIMUM MANUFACTURING TOLERANCES ALLOWED WITH PIPE FULLY DEFLECTED IN THE COUPLING. CTD033368 LOAD DESIGN TESTS PIPE SIZE 4" 6" 8" 10" 12" 14" 16" LOAD LBS. 1500 2000 1500 4400 4500 4400 5000 MIN. GAP 0.005" 0.005" 0.005" 0.005" 0.005" 0.005" 0.005" TEST PRESSURE 500 P.S.I. 500 P.S.I. 500 P.S.I. 500 P.S.I. 500 P.S.I. 500 P.S.I. 500 P.S.I. RESULTS NO LEAK NO LEAK NO LEAK NO LEAK NO LEAK NO LEAK NO LEAK CTD033369 DESIGN TESTS PIPE SIZE MAX. GAP TEST PRESSURE 6" 0.165" 12" 0.168" 16" 0.190" 700 P.S.I. 700 P.S.I. 700 P.S.I. COUPLING OVERSIZE, RESULTING IN MAXIMUM GAP OBTAINED BY MACHINING MAXIMUM GAP ALL AROUND COUPLING. RESULT NO LEAK NO LEAK NO LEAK CTD033370 PIPE PENETRATION COMPARISON STRAIGHT AND DEFLECTED INSERTION NORMAL INSERTION NORMAL INSERTION NORMAL INSERTION DEFLECTED PERMISSABLE PIPE STRAIGHT DEGREES 4" 0.68" 6" 0.68" 8" 0.91" 10" 0.91" 12" 1.01" 14" 1.25" 16" 1.25" 0.47" 0.38" 0.51" 0.40" 0.40" 0.82' 0.77" CTD033371 gasket distortion under MAXIMUM INSERTION AND DEFLECTION CERTAIN-TEED UNDER NO CIRCUMSTANCE IS THE CERTAIN-TEED FLUID-TITE GASKET EFFECTED BY PIPE MOVEMENT IN AND OUT OF THE COUPLING. VIBRATION, SETTLING, EXPANSION HAVE NO INFLUENCE ON THE SEALING FUNCTION OF THE GASKET. CERTA-SPACERthe band provides the seperate pipe positioning function OUTSIDE THE COUPLING. CTD033372 GASKET DISTORTION UNDER FULL INSERTION NORMAL ASSEMBLY CERTAIN-TEED FULL PENETRATION ONE SIDE CTD033373 GASKET RETENTION & COMPRESSION BLOWOUT PROTECTION CERTAIN-TEED PIPE COUPLING CAST IRON NOTE: CPC PIPE FULLY DEFLECTED IN COUPLING GASKET RETENTION ID GROOVE OEPTH 7. RETENTION 4" .36" 100 6" .38" 8" .40" 10" 40" 12" .40" 14" .41" 16" .41" 100 100 100 100 100 100 CERTAIN-TEED FLUIO-TITE COUPLINGS PROVIDE THE DEEPEST GROOVE OEPTH FOR GASKET RETENTION. BLOW-OUT PROTECTION 12) MAX. GAP /. PROTECTION 4" .160" 6" .160" 8" .165" 100 100 100 10" .165" 100 12" .165" 100 14" .190" 100 16" .190" 100 CERTAIN-TEED PIPE AND COUPLING TOLERANCES ALLOW MINIMUM GAP OR OPENING FOR GASKET BLOW-OUT. COMPRESSION GASKET COMPRESSION PIPE AND COUPLINGS |3| % MINIMUM % MAXIMUM 4" 20 8" 20 50 50 8" 20 10" 20 50 50 12" 20 14" 20 18" 20 50 50 50 CERTAIN -TEED PIPE AND COUPLINGS PROVIOE EXTREMELY HIGH GASKET COMPRESSION. GASKET COMPRESSION IN CAST IRON A-C COMMON GROOVE FITTING A VALVE HUB |3] % MINIMUM 4" 13 6" 13 8" 18 10" 18 12" 18 14" 22 16" 22 7, MAXIMUM 47 47 50 50 50 55 55 THE USE OF CERTAIN-TEED PIPE ANO 1 IN CAST IRON COMMON GROOVE VALVES FITTINGS PROVIDES BEST COMPRESSIOI ASSURANCE AGAINST BLOW-OUT. CTD033374 NEW CERTAIN-TEED FLUID-TITE pipe PIPE OUT OF ALLIGNMENT DURING ASSEMBLY PROCESS POSITION OF PIPE & COUPLING PRIOR TO INSERTION PARALLEL PIPE & COUPLING BEVEL FUNNEL PIPE INTO COUPLING EASILY FOR SELF-CENTERING PIPE ENTERS COUPLING TOUCHING COUPLING BEVEL. FIRST CONTACT OF PIPE WITH GASKET IS PAST MID-POINT-------NO CHANCE TO ROLL, FISHMOUTH, OR BE FORCED OUT OF GROOVE. NO FEELER GAUGE REQUIRED TO CHECK GASKET. FREE-FLOATING COUPLING , NO SHOULDER AGAINST SEALING GASKET. UNDISTURBED PERFORMANCE UNOER SETTLING, GROUND MOVEMENT OR VIBRATION. PERMITS MOVEMENT IN COUPLING WITHOUT ADVERSELY AFFECTING SEALING FUNCTION. CTD033375 To: District Managers Product Managers Pipe Salesmen Ambler Pipe Divisft r June 10, 1966 Installation Instructors Mi*. ?. J. Hughes Sub jec b: Interchangeability uf CPC and JM/FIirtkcte Pipe Recen tly the Denver Water Board raised certain questions with regard to the interchangeability of our pressure pipe with that of Johns -Manville and Flintkote. Their desire was to be able to solve any field problems which might occur in their asbestos-cement pipe lines with any of the three products. Their questions are enclosed, and the answers which were sub sequently developed may be cf benefit to you in your sales area. Take particular note to the last paragraph of the report, wherein an explanation is made as to the method which should be used for the. installation of our pipe into Ring-Tite or common groove cast i.ron fittings. This is extremely important. Copies to: Messers. Mo So Davis, Jr. J, R,, Reichel R. L Lanz A. F, Nagle J. Vo Gear E. Ro Lassone E. J. Finn E> J. Lawless ^a. j. X. Lo Piai&Lli, Ambler Sales Service (2) W. R. Grefo Hillsboro " " (2) H. G. Benhardt, St. Louis * (3) Wo F. Schwartz, Santa Clara " (2) Wayne Harris, Riverside " (2) D. F, Altectus, San Francisco CTD033376 Interchangeability of CPC and JM/Flintkote Pipe The Questions 1 JM Pipe Into CPC Couplings, A. What is the location of the sealing rings on the pipe ends? Thdistance from the start of the bevel back to the gasket? B, Ditto, bub with allowable deflection? C- Will the location of the sealing rings differ when using JM pipe and JM couplings? D Space between pipe ends? E, Should CFRTA-SPACERS be used? F, If the shoulder of the pipe is butted against coupling, what pro vision has been made to protect against flex breaks when pipe be comes saturated with water? G, At what pressure will sealing rings blow out? 2., CPC Pipe Into JM Couplings. A, - G, Ditto H, Will CFRTA-SPACERS touch sealing rings? CPC Pipe Into A/C Common Groove Fittings Using CPC Rings. A, * ti, Ditto I, Assembly effort? The following charts and drawings will provide you answers to the above, based on average or nominal dimensions. This would cover 99% of the situations met in the field and clearly indicates that there are very few difficulties in affecting the interchangeability- . CTD033377 Interchangeability of CPC and JM/Fllntkcte Pipe Figures Are Baaed on Class 150 Pipe and Couplings 1. JM Question CPC Couplings AB 1" .1*9 6" 19 3" .15 10" .15 12" .95 11" 1.07 16M 1.07 All figures are in inches. .28 .19 05 -.06 .35 .61 .59 Allowable Straight Deflection .18 .27 .18 ,18 .18 .08 Io UJ ^CO3 .98 1.25 1.25 .37 .68 .60 D ,195 .195 1.175 1.175 .725 1.16 1.16 i E. CERTA-SPACERS should not be used on JM pipe. F. No provision has been made in that no really critical situation exists. When the occasional Certain-teed- coupling is used to join JM and CPC pipe or when a single coupling is used to affect a repair, no danger of breakage would occur. Should, for some reason, CPC couplings be used on a long line of JM pipe, a potential problem could occur; how ever, the difference in O.D. of the pipe at the .JM shoulder and the I.D,, of the CPC coupling are so close that littla other than a slight crushing of the very edge of the pipe shoulder would be likely to result. The difference in these two dimensions is something like .022 ou 1" and 6" pipe; .020 on 8" through 12"; and .003 on l!;' and they very nearly pass. (3. of the machined ends of JM pipe are identical CPC pipe, pressure performance would be virtually identical. Thatf$n^Raiil be a lesser likelihood of gasket blow-out than if JM coup lings Sere used because the I.D. of the coupling outside of our ring groove is less than JM's coupling and would thereby resist blow-out. Also our ring groove is deeper than JM's and retains our gasket to a higher degree of efficiency than does the shallow JM groove hold the JM gasket in their coupling. CTD033378 2, CPC Pipe Into JM Couplings QueaKbo A '- B a" 6" .35 8" .60 10" .60 12" .70 lit" 1.12 16" 1.12 All figures sure in inches. lit .05 .20 .09 .23 .55 .it? 3 cD With Without CERTA-SPACER CERTA -SPAJE 1.36 Do not Install See 1.36 without CERTAPACER 1,-C .36 * Pipe Ends .36 will but*. 1.16 1.16 1.16 E. Yes, to maintain proper interval beween pipe within the coupling. F. Not applicable, as CERTA-SPACERS will be used. G. As our pipe machined end dimensions are identical to JM'a, we could expect the same performance as if JM pipe were used in their coupling. H. CERTA-SPACERS will not touch the JM sealing ring in their coupling as the combined O.D. of the pipe plus the CERTA-SPACER thickness is greater than the I.D. of the coupling.3 3. CPC Pipe Into A/C Common Groove Fittings Using CPC Rings The use a^SKr pip in common groove fittings using the FtUID-TITE ring was the origij}$ft reason for changing our design to our current configuration. The data to No. 2 above would apply to A/C common groove fittings as these are patterned after the JM coupling. However, rather than using the JM gasket as in the coupling, the new FUIID-TITE gasket would be used in the A/C common groove fitting providing better performance than if the JM gasket were used. CTD033379 AssemblyId aU>' situations would be roughly equivalent and would o vary onlwgBjM>it nfimim and maximum tolerances affect the clearance between pipe andl^HBIng. You will note that we have made special provision in cur desigagfe avoid the possibility of dislodging our gaskets during assembly effort by providing the same angle of taper at the entry into the coupling as is machined on the end of the pipe. This automatically cen ters the pipe so that the pipe end does not contact the gasket until it has reached a point past midway on the gasket, thus avoiding the possi bility of driving the gasket out of its groove. This, incidentally, is why we dc not need a feeler gauge. Caution should be used when inserting our pipe into JM couplings or A/C common groove fittings to center the pipe so as not to dislodge either the JM or FLUID-TITE gasket used. This is due to the shallow groove employed in the JM or A/C common groove fit ting exposing a large area of the leading edges of the gaskets, so that they can be driven out of the groove if this care is not used; and it is, incidentally, the reason that JM must use a feeler gauge to Insure that their gasket has not been dislodged. Be sure when using the FLUID-TITE gasket in the JM or A/C common groove that the gasket and pipe end are generously lubricated as well as the groove itself. The reason for lubri cating the groove is to permit the gasket to flow toward the front of the groove as Lt compresses from its initial position against the back shoulder of the groove, ` i )y>i-1 ? :y'i~ ............... Twrr: 7////-7'/ 7 7A/7 7 C.F. Fittings: ----- Before and After Pipe Assembly .Procedure: 1, Grease pipe end 2 Grease gasket 3. Grease groove generously CTD033380 Ambler Pipe Divi3i.cn Jure lli, 1566 To: Prom: District Managers Product Managers Installation Instructors Pipe Salesmen Mr P. J,, Hughes V. A,, Skrzat V: A . Subject: Interchangeability of CPC and JM/Plintkote Pipe Please attach the enclosed drawings to the bulletin on the above subject, dated June 10, 1966. They are a necessary part of that memo and should have been in cluded with it originally. ( Copies to: Messers. M. S. Davis, Jr. J. R. Reichel R, L. Lanz A. F. Nagle J. V. Gear E. R. iassone E. J. Finn E. J. Lawless N. J. G. J. ______ A. L. Sales Service (2) W. R. (*9pp|pQTsbor6' n ' (2) H. G. UmH) St. Louis " (3> V. F. Schwarts. Santa Clara (2) Wayne Harris, Riverside 11 (2) D. F. Altemus, San Francisco CTD033381 Drawing for Questions I a., b.f au CTD033382 CTD033383 NO'S BULLETINS 1 - A/C IRRIGATION PIPE INSTALLATIONS CTD033384 B-ACP-IP BULLETIN I PAGE I ISSUED - 1/ 18/63 REISSUED - 2/ 15/65 SUBJECT; ASBESTOS CEMENT IRRIGATION PIPE INSTALLATION In the sale of Low Head and High Head irrigation pipe, we are often ques tioned concerning the names of other areas and communities who have used Certain-teed irrigation pipe. Attached to this letter, you will find a partial list of areas who have used or are using Certain-teed irrigation pipes. I am sure many of you will be able to add names of other areas with which you are familiar to this list. E. J. Hennessy Certain-teed Pipe Division CTD033385 B-ACP-IP BULLETIN 1 PAGE 2 Partial List ASBESTOS CEMENT IRRIGATION PIPE INSTALLATIONS Hi-Head & Low-Head Cornwall Heights Country Club Cornwall Heights, Pennsylvania 10,000 - 325 FTHD - 6" - 8" Golf Hollow Incorporated Lower Southampton, Pa. 2500' - 4" - 325 FTHD Bloomington Public Golf Course Bloomington, California 12000' - 325 FTHD - 3"-4"-6"-8" Hahe Sound Country Club Hahe Sound, Florida 640' - 3" - 325 FTHD 2340' - 4" - 325 FTHD Coy Hill Golf Club Le Mont, Illinois 42028' - 3" - FTHD - 325 3850' - 4" - FTHD - 325 850' - 6" - FTHD - 325 2801' - 8" - FTHD - 325 Bonita Golf Course Bonita, California 15000' - 325 FTHD - 3"-4"-6" Tropicana Golf Course Las Vegas, Nevada 7500' - 325 FTHD - 3"-4"-6'' Porterville, California Farm Type 3500' - 100 FTHD - 4"-6" 1000' - 225 FTHD - 8" Harry Blumberg Job Lake Placid, Florida 1000' - 12" - 325 FTHD 2640' - 10" - 325 FTHD Lower Lykers Valley Country Club Millersburg, Pennsylvania 8000' - 325 FTHD - 3"-4"-6" Ashbourne Country Club Cheltenham Township, Pa, 13000' - 325 FTHD - 3"-4"-6"-8" Lindsay, California Farm Type 3500' - 100 FTHD - 4"-6"-8" Whitemarsh Valley Country Club Whitemarsh, Pa. 12000' - 325 FTHD - 3"-4"-6"-8" Lompoc, California Turf Type 3200' - 4" - 325 FTHD St. Davids Country Club St. Davids, Pennsylvania 3000' - 6" - 325 FTHD P.G.A. Golf Course City of Palm Beach Gardens Florida 8100' - 3" - 325 FTHD 4300' - 4" - 325 FTHD 1776' - 6" - 325 FTHD Gonazles Elementary School Gonazles, California 1000' - 4" - 325 FTHD Colorado State University" Fort Collins, Colorado 1300' - 3" - 450 FTHD CTD033386 Hardwicke, Ranche San Benito Canyon Hollister, California 2000' - 8" - 225 FTHD 600' - 6" - 225 FTHD 600' - 4" - 225 FTHD Lake Almonor Country Club Chester, California 3600' - 6" - 325 FTHD 500' - 4" - 325 FTHD 350' - 3" - 325 FTHD Metropolitan Parks District Meadow Park Golf Course Tacoma, Washington 1300' - 3" - 325 FTHD 2500' - 4" - 325 FTHD 500' - 6" - 325 FTHD 2000' - 8" - 325 FTHD Frieke Hayes Groves Palk County Babson Parks, Florida 2000' - 10" - 325 FTHD Sacramento Wilcox Game Management Area Wilcox, Nebraska 5000' - 8" - 50 FTHD Holmes Golf Course Lincoln, Nebraska 4500' - 6" - 325 FTHD 2400' - 6" - 325 FTHD Kent County Road Commission Grand Rapids, Michigan 2500' - 6" - 325 FTHD State of California Correctional Training Facility Coledad, Calinfornia 1400' - 14" - 225 FTHD B-ACP-IP BULLETIN 1 PAGE 3 Hall Sprinkler Company St. Johns Seminary Camarillo, California 600' - 4" - 325 FTHD Sugar Loaf Resort Posey, California 500' - 3" - 325 FTHD 2400' - 3" - 325 FTHD 4500' - 4" - 325 FTHD Government Training Base Golf Course Fort Leonard Wood, Missouri 6550' - 6" - 325 FTHD 5775' - 4" - 325 FTHD 9380' - 3" - 325 FTHD Diamond Oaks Golf Course Fort Worth, Texas 9225' - 6" - 325 FTHD 8375' - 4" - 325 FTHD 11250' - 3" - 325 FTHD Arlington City Course Arlington, Texas 8500' - 6" - 325 FTHD 9225' - 4" - 325 FTHD 7850' - 3" - 325 FTHD Rolling Hills Golf Course Dallas, Texas 1500' - 6" - 325 FTHD New Waco Golf Course Waco, Texas 7501 - 8" - 325 FTHD 16750' - 6" - 325 FTHD 4890' - 4" - 325 FTHD 5225' - 3" - 325 FTHD New Golf Course Jackson, Mississippi 10600' - 6" - 325 FTHD 5000' - 4" - 325 FTHD 7000' - 3" - 325 FTHD Certain-teed Pipe Division CTD033387 B-ACP-IP BULLETIN 1 PAGE 4 Blue Lake Estates GoLf Course Mable Falls, Texas 1200' - 6" - 325 FTHD 2000' - 4" - 325 FTHD Alta Vista Country Club Placentia, California 22500' - 325 FTHD - 3"-4"-6"-8" Stardust Golf Course Las Vegas, Nevada 6000' - 325 FTHD - 4"-6"-8" Terrabello Area Farm Type 3000' - 325 FTHD - 8" Twenty-nine Palms area Farm Type 3200' - 325 FTHD - 3"-4"-6" Inglewood Area, California Inglewood Cemetary Sprinkler Job 60,000' - 325 FTHD - 3"-4"-6"-8" Chandler Arizona Pump Back System 2900' - 10" - 50 FTHD Glendale Arizona Farm Pump Back System 1300' - 8" - 50 FTHD Phoenix Area, Arizona Farm Pump Back System 200' - 14" - 100 FTHD 5600' - 16" - 50 FTHD Buckeye Arizona Farm Pump Back System 1600' - 14" - 100 FTHD City Golf Course Llano, Texas 750' - 6" - 325 FTHD 1040' - 4" - 325 FTHD 3042' - 3" - 325 FTHD University of Houston Houston, Texas 800' - 6" - 325 FTHD 1361' - 4" - 325 FTHD 578' - 3" - 325 FTHD E. D. Combs Farm San Marcos, Texas 2075' - 6" - 150 FTHD Duck Lake Country Club Albion, Michigan 3500' - 4" - 325 FTHD 3800' - 3" - 325 FTHD Rickey & Reed Groves (Orange) Winter Haven, Florida 1600' - 10" - 225 FTHD 4500' - 8" - 225 FTHD East Bay Golf & Country Club Winter Haven, Florida 10000' - 4" - 225 FTHD 500' - 6" - 225 FTHD Fort Meade Groves Inc. Tampa, Florida 3980' - 10" - 225 FTHD Grove Irrigation Dell Properties Orlando, Florida 2500' - 8" - 325 FTHD Sylvan Abbey Cemetary Clearwater, Florida 1800' - 6" - 325 FTHD * CTD033388 B-ACP-IP BULLETIN 1 PAGE 5 Grove Irrigation Moineigel & Co. Tampa, Florida 4200' - 8" - 225 FTHD Olmos Basin Golf Course San Antonio, Texas 2800' - 4" - 325 FTHD 2000' - 3" - 325 FTHD Shamber Farms Marguamala Valley Arizona 1600' - 10" - 50 FTHD Quail Hollow Country Club Charlotte, N. Carolina 5000' - 6" - 325 FTHD 8300' - 4" - 325 FTHD 12500' - 3" - 325 FTHD Cedarwood Golf Club Pineville, N. Carolina 2000' - 6" - 325 FTHD 23000'- 4" - 325 FTHD Walsh, Colorado 1600' - 10" - 100 FTHD Private Farm Peach Orchards Bell Camp Farms Trenton, So. Carolina 5000' - 8" - 325 FTHD Shaw A.F.B. Golf Course Sumter, So. Carolina 2000' - 6" - 325 FTHD 1400' - 4" - 225 FTHD 9 Hole Course Charleston A.F. B. Golf Course Charleston, So. Carolina 2800' - 4" - 325 FTHD 1000' - 6" - 325 FTHD 9 Hole Course Burlington, Colorado 2500' - 8"-10" - 50 FTHD Private Farm Holly, Colorado 2000' - 10" - 50 FTHD Private Farm Aquila Farm Aquila, Arizona 1400' - 12" - 100 FTHD 1900' - 12" - 50 FTHD Cadillac Country Club Cadillac, Michigan quantities - undetermined Castle View Town & Country Club Gwinnett County, Georgia 2400' - 6" - 325 FTHD 6520' - 4" - 325 FTHD Deerwood Country Club Jackson, Florida 18000' - 4"-6"-8" - 325 FTHD Duke University Durham, N. Carolina 22000' - 6" - 325 FTHD 8000' - 4" - 325 FTHD Alpena Golf Club Alpena, Michigan quantities - undetermined Indiana Country Club Indiana, Penna. quantities - undetermined Corydon Country Club Corydon, Penna. quantities - undetermined ' Certain-teed Pipe Division CTD033389 B-ACP-IP BULLETIN I PAGE 6 Illinois Country Club Springfield, Illinois quantities - undetermined Le Mont Illinois Country Club Le Mont, Illinois quantities - undetermined CTD033390 ACP-AD BULLETIN'S NO'S 1 - AIR DUCT - HEATING - COOLING - VENTILATING 2 - A.C AIR DUCT PIPE - PHOTO DATA_____________________ CTD033391 b-acp-ad BULLETIN 1 PAGE 1 ISSUED - 2/3/58 REISSUED - 2/15/65 AIR DUCT HEATING - COOLING - VENTILATING The Perimeter Loop or Perimeter Radial, Heating, Cooling and Ventilating Systems designed with round air duct for the conveyance of air in slab-floor construction (Residential-Commercial-Industrial) are highly efficient. A most suitable and economical material for a round air duct system is Asbestos-Cement Air Duct. CPC Air Duct is produced by intimately mixing asbestos and cement, using the same manufacturing process as used for pressure and sewer pipe. The asbestos fibers act in the same manner as reinforcing steel when mixed with cement and combined to produce an air duct material of inherent strength, offering a strong, non-corrosive lightweight product. Further, since heat is readily transferred through asbestos-cement, Asbestos Cement Air Duct combines the advantages of forced warm air heating and radiant heating through the concrete slab ("K" Factor = 4.0). LONG LENGTHS CPC Asbestos-Cement Air Duct is applied in 13 foot lengths. Long lengths permit fewer joints and easier placement reducing installation time and cost. Although CPC Air Duct is furnished in long lengths it can easily be handled and assembled due to its lightness in weight. STRONG NON-CORROSIVE CPC Asbestos-Cement Air Duct Pipe is light in weight yet heavy on strength. It is a strong, non-combustible material designed and manufactured for long efficient service. It will not corrode or deteriorate and its permanence approaches that of natural stone. The pipe will easily support super-imposed loads on the concrete floor without failure. This inherent strength allows the ducts to be installed without leaving "weak" spots in the floor construction. Job site waste due to breakage, etc. is practically eliminated and adverse weather has no affect on the pipe, thus permitting outside storage of the material. SMOOTH BORE - STANDARD DUCT DESIGN Production of CPC Asbestos-Cement Air Duct on a polished steel mandrel gives a smooth interior bore. This smooth interior bore affords the archi tect and engineer a standard duct design in accordance with the American Society of Heating and Ventilating. Of utmost importance is the fact that this smooth bore remains unchanged after many years of continuous service. As a result, the efficiency of the initially designed system is assured and it Certain-teed Pipe Division CTD033392 B-ACP-AD BULLETIN I PAGE 2 will continue to heat or cool the structure as efficiently as when new. QUICK AND EASY ASSEMBLY The joining of CPC Air Duct Pipe on the straight runs can be accomplished by a very simple method. An industrial (plastic) adhesive tape can be used to wrap around the pipe to create an effective seal while the concrete is being poured. The same tape may be used at points of change in direction. In these cases, the ends of the pipe are cut, either by means of a carborundum saw blade or a hammer and chisel, and the tape wrapped securely around the joint. COMPLETE CONCRETE ENCASEMENT ELIMINATED CPC Asbestos-Cement Air Duct eliminates entirely the time consuming and costly operation of concrete encasement. Asbestos-Cement Air Duct can be laid directly on the prepared bottom, with no anchoring needed, as the elimi nation of concrete encasement will prevent the pipe from floating. When the pipe has been laid to the established grade and the joints are taped, the con crete floor can be poured as one final operation. The elimination of concrete encasement reflects in a substantial saving of time, labor and material for the contractor on every slab poured. The non-floating feature also prevents costly replacement of pipe, which has floated unobserved during construction, and causes subsequent floor failures. Stack head take-offs for registers or diffusers can be made by cutting with a carborundum disk or a hammer and chisel. The area of the box is marked out on the pipe and sawed in the usual manner. If a chisel is used, it should be with a thin blade chisel of at least 3/4 of an inch blade width. The chisel should be held at a flat angle to the pipe surface and the entire circumference of the box cut in this manner before attempting to break through at any one point. _ Air Duct Pipe Dimensions Nominal Size Thickne ss Length Weight Per Lineal 4" 0. 25 13 ft . or 6'-6" 3. 47 5" 0. 270 6" 0. 3 12 1 l 11 II 11 II It 4. 63 6.0 l 7" 0. 350 1 1 It M 7. 96 8" 0. 375 1 t I 1 1! 9. 30 10" 0. 500 12" 0. 625 I t II t! 1 1 II II 15.20 22.22 14" 0. 625 11 II II 25.54 16" 0. 700 1 1 M If 32. 17 NOTE: The above dimensions and weights are subject to manufacturing tole rances. Length / - 1" and weight / - 10%. CTD033393 B-ACP-AD BULLETIN 1 PAGE 3 CPC Asbestos-Cement Air Duct is furnished in standard lengths of 13 foot. A maximum of 20% of the total footage of any one size for any one order may be furnished in pipe lengths less than 13 foot, but not less than 7 foot. All half lengths are sold separately and are not included with the footage order. CPC Asbestos-Cement Air Duct is furnished with square cut ends; no machining. FITTINGS Tees, Corner Tees, Wyes, Reducers, End Disks and Elbows (30, 45, 60 and 90) are now available for Air Duct Pipe. All fittings are fabricated with epoxy using standard size Air Duct Pipe. These new fittings make for a rapid and easy installation of a complete A/C Air Duct system. Since not all fittings are stocked consult the factory for delivery information. Certain-teed Pipe Division CTD033394 B-ACP-AD BULLETIN 2 PAGE 1 ISSUED - 6/6/58 REISSUED - 2/15/65 Re: Asbestos-Cement Air Duct Pipe Photo Data Page Attached to this bulletin is a Data Page developed for your use in the sales field to assist you in soliciting Asbestos-Cement Air Duct business. This Data Page is composed entirely of representative pictures taken on Air Duct installations. You will observe that, one side is devoted to a residential slab floor heating installation, while the reverse side covers an institutional type application. Extensive explanation has been omitted, as it was the in tention to give you and the customer a close-up view of what the material looks like partially installed, rather than to provide you with a lengthy out line of technical terms and data. Certain-teed Pipe Division CTD033395 i ^Certain-tee# ASBESTOS-CEMENT AIR DUCT PIPE INSTALLATIONS B-ACP--AD BULLETIN 2 PAGE 3 Certain-teed Pipe Division CTD033396 Certain-feet/ . A ' !'/ . ASBESTOS-CEMENT AIR DUCT PIPE INSTALLATIONS CTD033397 BULLETINS NO'S 1 - EFFECTS OF GARBAGE GRINDERS ON A/C BUILDING SEWER PIPE. 2 - SITU.MINIZED FIBER 3UILDING SEWER PIPE_________________________ 3 - SOUTHERN BUILDING CODE CONGRESS 4 - CPC - B/S PIPE_______________________________________________________________ CTD033398 B-ACP-BS BULLETIN I PAGE 1 ISSUED - 2/25/58 REISSUED -2/15/65 Re: Effects of Garbage Grinders on A/C Building Sewer Pipe With the increasing use of garbage disposal units in homes all over the country as well as their use on a wholesale scale by communities, the ques tion might arise as to the possible effect they may have on sewer lines. Are there, in other words, new conditions created by the extensive use of garbage grinders ? Extensive research done by our Laboratory discloses that: Absolutely no new problems are created by the use of these appliances. Asbestos-Cement Pipes are in no way affected by the increased volume created by these units. It might be well to cite a few of the high points brought out as a result of this research. Garbage solids and ordinary domestic sewage solids are so much alike that we can expect no unusual operational problems in connection with the transportation of kitchen ground wastes in sewer lines unless their slope is less than the recommended standard practice. There were no ill effects noted on the sewers of Jasper, Indiana after a community-wide installation of food waste disposal units. While it may be true that the amount of sewage is increased by the use of garbage grinders, the primary consideration remains one of building sewer construction, rather than material. So long as the sewer is constructed properly, with the proper slope, assuring a good flow of sewage, preventing sludge from settling in the pipe, and with no dead spots; tlere cannot pos sibly be any problems arising out of the use of these garbage grinders. Accompanying this bulletin is a reprint of an advertisement which appeared under the auspices of The National Clay Pipe Manufacturers Inc. You will note that it makes the claim that only clay pipe can resist the so-called "new sewage conditions" caused by these disposal units. The ad infers that other pipe materials are unable to stand up under the conditions supposedly created by these appliances. The ad cites: increased Sulphide activity, rising temperatures, and accumulated solids. To answer these statements point by point. Sulphide Activity is not appreciably increased. Rising temperatures, if they are significant would affect only plastic sewer pipe, not Asbestos-Cement. Assuming the sewer is properly laid and constructed, there are no greater risks of accumulation or pocketing of solids than before the use of these units. Ground garbage as stated before, is essentially the same in character as ordinary solid sewage matter and thus creates no new or unique acid problem. Moreover, in many commmumties, "water control valves" which act independently to produce water flow, are required in connection with the installation of garbage disposaL units. Certain-teed Pipe Division CTD033399 B-ACP-BS BULLETIN 1 PAGE 2 These water control valves are intended to protect the home owner against the deposit of solids in his pipes by preventing the disposal unit from operating unless water is flowing through the drain. The reprint of this ad is given to you for your own personal use; it is not intended for distribution to your prospects. From time to time, we may send you other competitive advertising when they may contain information which we feel is misleading. Partial list of references on which our Laboratory based their conclusions: The water-carriage collection of garbage. H. E. Babbitt, APWA Bulletin #32. Household garbage grinders -- how they affect sewers. K. W. Cosens, American City, September Period, 1949. Ground garbage -- its effect upon the sewer system and sewage treatment plant. S. L. Paulman, Sewage Works Journal, May, 1947. Garbage Grinder experience, Jasper, Indiana. F. W. Wraight, Sewage & Industrial Wastes, January, 1956. A. F. Nagle C1D033400 B-ACP-BS BULLETIN I PAGE 3 Garbage Grinders Create New Sewage Conditions Only CLAY Can Resist With 1 out of 8 families now using garbage grinders, and the number increasing steadily, more and more commun ities are realizing the necessity of Clay Pipe sewage lines. HERE'S WHY: INCREASED SULPHIDE ACTIVITY Many experts claim ground garbage causes an increase in sulphide activity, harmful to most pipe. Clay Pipe is impervious to sulphides. Decomposition of ground garbage particles causes an increase in temperature which has a softening effect on certain types of pipe. Clay pipe is unaffected by heat. ACCUMULATED SOLIDS Ground garbage particles tend to pocket in sewer lines, creating acids and gases which corrode most types of pipe. Clay Pipe is unharmed by corrosives. If your community is joining the swing to modem, convenient garbage grinders, be sure to specify and install Clay Pipe sewers! It's the one type of pipe that is unaffected by heat, acids or gases. It's your insurance against future sewer line failures. It never wears out. Wfiec/ m ,. - r- CLAY NATIONAL CLAY PIPE MANUFACTURERS, INC. 1120 N. Stmt, N.W., Washington S.O.C. 206 Mirk Bldg., Atlanta 3, Ga. ' 100 N. LaSalle SI.. Rm. 2100. Chicago 2, III. * 703 Ninth & Hill flldg. Los Angeles, IS, Calif.' 311 High Long Bldg., 5 E. long $1., Columbus 15, Ohio PIPE Certain-teed Pipe Division CTD033401 B-ACP-BS BULLETIN 2 PAGE 1 ISSUED - 6/ 12/58 REISSUED - 2/ 15/65 Re: Bituminized Fiber Building Sewer Pipe To further supplement your information on competitive materials, we have now completed a study of CPC building sewer pipe compared to bituminized fiber pipe which is sold under various tradenames such as L-M, Orangeburg, Bermico, etc. The following chart shows a comparison between the physical characteristics of A/C material and the bituminized fiber. Both pipes tested were of 4" nominal diameter and the fiber pipe is composed of approximately 75% asphalt and 25% wood fiber. Comparison Chart CPC Fiber Crushing Strength, Lbs. per Lin. Ft. (3-Edge Bearing Method) at room temperature 2500 Lbs. 1548 Lbs Flexural Strength in pounds on 30" span tested to destruction 1330 1000 Chemical Resistance - mineral acids bases solvents detergents Fair Good Good Good Good Good Fair Fair Influence of Temperature on Strength None High The above chart shows that CPC building sewer pipe can withstand about 60% more crushing load at room temperatures than the fiber pipe tested. It should be emphasized that although the percentage is only 60 at room temp eratures, the comparison chart shows that temperature has a high effect on fiber pipe and would, therefore, increase this margin considerably under warm conditions. Fiber pipe becomes quite hard, less flexible and more brittle at the low temperature ranges while conversely, at the high tempera tures the pipe softens and collapses. Samples of this fiber pipe which were immersed in 180 degree water for only one hour were easily collapsed by hand. While the fiber pipe showed a good resistance to acids and bases, it did not show equal facility to resist attack by solvents and solutions of detergents. The detergents chosen for the test purposes were those commonly employed Certain-teed Pipe Division CTD033402 B-ACP-BS BULLETIN 2 PAGE 2 by the average housewife in doing the dishes or washing the family laundry. When test rings of the fiber pipe were immersed in the detergent solutions, the detergents produced a decided deleterious effect on the test samples. One of the worst attacks occurred with a common household cleaner, "Spic and Span", which readily attacked the exposed edges of the test rings and caused a decided amount of deterioration. Test rings being inserted in solu tions of materials at room temperatures are not the same as the actual end use of this product in the field; however, with such modern-day appliances as automatic dishwashers and automatic clothes washers, great quantities of detergent laden water at relatively high temperatures are being constantly discharged into the house sewerage system. If these materials are allowed to remain in contact with the pipe for any appreciable length of time, it would be quite reasonable to suppose that it would have a deleterious effect on the fiber pipe material. One other point was brought out in our testing which should have a decided effect on the supplier of this material as it was pointed out that fiber pipe will burn quite readily and has the same low kindling temperature and flash point as the asphalt material with which it is impregnated. Inasmuch as the temp erature changes cause a great deal of effect on this pipe when stored outdoors, many suppliers place this inside in their warehouse. If the pipe is stored outdoors it can very easily deform under temperature influences, especially when one length is stored on top of the other. The literature for this type of pipe indicates that the coupling is made tight by an automatic welding of the outside pipe surface with the inside coupling surface during assembly. The pipe and coupling are each supplied with a 2 degree taper which is machined to give a tight fit. The coupling is assembled by driving the coupling onto the pipe with a block of wood and a hammer. Fiber manufacturers claim that this friction in driving the coupling onto the pipe causes a melting of the asphalt material and fuses these two parts by the heat of friction. It is this so-called "fusion" which is proof against root in vasion and water infiltration into this coupling. It would appear that the manufacturer's claims are grossly exaggerated in this regard as our test in dicated no greater difficulty in disassembling the coupling than in assembling it. Pipe and couplings were assembled in accordance with the manufacturer's instructions and then disassembled. No exterior pipe changes or interior coupling changes were observed which would indicate that any fusion of the two surfaces had occurred due to the friction of the two surfaces passing over one another. Furthermore, it was observed that since the temperature can produce radical changes in the strength ability of this pipe that it may de form under temperatures, such as encountered on a hot summer day, and thereby produce ovality in the pipe which either prevents the coupling from going on the pipe at all or else produces a decidedly mismatched fit.. Certain-teed Pipe Division CTD033403 B-ACP-BS BULLETIN 2 PAGE 3 It is hoped that the above information will aid you in the sale of CPC asbestos-cement building sewer pipe. A. F. Nagle Certain-teed Pipe Division CTD033404 B-ACP-BS BULLETIN 3 PAGE 1 - ISSUED - 6/21/63 REISSUED - 2/15/65 SUBJECT: SOUTHERN BUILDING CODE CONGRESS We have been engaged in requesting a revision of the Southern Building Code Congress Plumbing Code for quite sometime in order to permit Certain-teed Asbestos-Cement Building Sewer Pipe in 13' lengths in the Code. The Code as it was written merely included 10' lengths and the Plumbing Officials in those areas covered by these Southern Building Codes felt that they could not use our 13' lengths. I am attaching to this letter a copy of the Committee on Compliance approval report which finally after many months indicates an acceptance of our build ing sewer pipe material. I am 3ure that all of you who are directly involved with the Southern Building Code can appreciate the advantage this will give you in your local sales. A copy of this report will be mailed to every municipality and State Health Department which utilize a part, or the entire Southern Building Code and Plumbing Code in their regulations. I hope that you will find this approval to your advantage and trust that it will stimulate sales in some of the areas where we are now restricted. Alan F. Nagle Certain-teed Pipe Division CTD033405 COMMITTEE MYRON J. SASSER. Chm. L. P. HAMILTON CHARLES LESLIE B-ACP-BS BULLETIN 3 PAGE 3 COMMITTEE on COMPLIANCE APPROVAL REPORT ON CERTAIN-TEED ASBESTOS CEMENT BUILDING SEWER PIPE SUBMITTED BY CERTAIN-TEED PRODUCTS CORPORATION ASBESTOS CEMENT PIPE SALES ARDMORE, PENNSYLVANIA The Manufacturer made formal application on August 7, 1962, supported by descriptive literature, specifications, etc. The Committee has reviewed the data submitted for compliance with the requirements of the SOUTHERN STANDARD BUILDING CODE, PART III PLUMBING and submits its Report as follows: DESCRIPTION: Certain-teed Asbestos Cement Building Sewer Pipe is a non-pressure pipe composed of an intimate mixture of portland cement, asbestos fibers and silica. It is manufactured in 4", 5" and 6" nominal inside diameters, in two strength classes, 1500 and 2400 pounds per lineal foot crushing strength, nominal length 13 feet, also available in half lengths. USES: Building, sanitary or storm sewers. SUBSTANTIATING DATA: 1. Building sewer pipe specifications and assembly methods. REFERENCES TO SOUTHERN STANDARD BUILDING CODE, PART III PLUMBING: Table 505 Section 602.11 Section 1302.1 Section 1502.4 Section 1502.5 Appendix "A" Materials for Plumbing Installations Asbestos Cement Sewer Pipe Joints Separate Trenches Building Storm Drains Building Storm Sewers Manufacturers Specifications, Recom mendations and Instructions for the Installation of House or Building Sewers. Cement Building Sewer Pipe, other than length, is equivalent to that now prescribed in the SOUTHERN STANDARD BUILDING CODE, PART III PLUMBING. COMMITTEE RECOMMENDATIONS: The Committee recommends that Certain-teed Asbestos Cement Building Sewer Pipe, uses and limitations as set forth in this Report, be approved by the SOUTHERN BUILDING CODE CONGRESS. LIMITATIONS: 1. That the manufacturer's installation instuctions be strictly adhered to. 2. That CTP Asbestos Cement Building Sewer Pipe shall not be installed inside the building on sanitary drains. 3. That CTP Asbestos Cement Building Sewer Pipe shall not be installed inside the building on storm drains unless approved by the Administrative Au thority. 4. That when installed under driveways and roadways, class 2400 pipe shall be used. PERIOD OF APPROVAL: This Approval or Certificate of Compliance is granted, based on physical properties and methods of manufacturing the product. Should any revision or change in design or method of manufacturing occur, this Approval shall termi nate. This, however, is not to be construed to preclude any new submittals. IDENTIFICATION: All pipe, fittings and couplings shall bear the manufac turer's name or trademark, size and class. COMMITTEE FINDINGS: The Committee on Compliance in review of the data submitted finds that, in their opinion. Certain-teed Asbestos Charles Leslie Shreveport, Louisiana nilton Columbia, South Carolina CTD033406 B-ACP-BS BULLETIN 4 PAGE 1 ISSUED - 2/64 REISSUED -2/15/65 SUBJECT: CERTAIN-TEED BUILDING SEWER PIPE In the United States today there are basically three Plumbing Codes which are widely used either in entirety, or as a pattern for local municipal codes. These are the National Plumbing Code, Southern Building Code and the Western Plumbing Official Association Code. At the recent annual Research Conference held in Dallas, Texas the Plumb ing Code Committee of the Southern Building Code Congress voted to approve a revision of the Plumbing Code used as a part of the Southern Standard Building Code as follows: Asbestos-cement building sewer pipe shall conform to ASTM standard C-428-59T or Federal specifications SS-P-331b (1962) with the following amendment: Diameter: Pipe shall be supplied in nominal diameters of 4.5 and 6 inch. Class: Building sewer pipe shall be available in two strength classifi cations designated as Class 1500 and Class 2400. Lengths Pipe shall be supplied in standard lengths of 10 or 13-foot with 1/2 lengths 5-foot and 6-foot-6-inch respectively, available on request. Out of roundness: Shall be measured inside the end of length at a point equal to 1/2 the coupling length and shall not exceed plus or minus 3/16 of one inch. Hydrostatic strength: not applicable Flexural strength: 4" 5" 6" 550 lbs. 950 lbs. 1500 lbs. Each standard length shall be tested in flexure on a 9-foot span using the above total applied load. When supplying 13-foot lengths the manufacturer may test on a 12- foot span using 9/12 of the load speci fied in the above table. Crushing strength: CLASS 1500 4" 1500 lbs. 5." 1500 lbs. 6" 1500 lbs. CLASS 2400 2400 lbs. 2400 lbs. 2400 lbs. Certain-teed Pipe Division CTD033407 B-ACP-BS BULLETIN 4 PAGE 2 Each pipe when tested shall have sufficient crushing strength to withstand the above load when tested by the ASTM Three Bearing Test Method. The reference to Asbestos-Cement Pipe which is printed above is one which we would like you to promote within your respective territories. The manner in which it is written will permit open competition among all of the manu facturers of Asbestos-Cement Building Sewer Pipe and is therefore no way restrictive. In areas where the Southern Building Code is used it is hoped that the revised addition of the Plumbing Code will soon be printed which will incorporate the data contained above. In other areas we would suggest that whenever you are called upon to suggest the possible code paragraph related to the use of Asbestos-Cement Building Sewer Pipe that you use the wording exactly as it appears above. Let me emphasize that in so doing no municipalities will be restricting in the manufacture of competition on equal terms under this statement. The National Plumbing Code at the present time is under revision by its tech nical Committee and we have presented the data as it is contained above to them for their consideration. Upon review we have been assured that it will receive full consideration and will undoubtly be adopted by the National Plumbing Code in its forthcoming revision. At the present time we have not approached the Western Plumbing Officials Association for a revision of their code along these lines, but hope to do so in the near future. We will have printed on a separate sheet of paper Code requirements con tained above which you may order directly from us here at headquarters. A supply of these will be made available for each of you to give to Municipal Officials who would like to have some guide to set up Asbestos-Cement Building Sewer Pipe in their existing Code. If you have any questions concerning this Bulletin please contact me as soon as possible. CTD033A08 .. '>iig*iiiiii)U!y A Bulletin No0 8 August 5 1966 10: FROM: Ambler Bales Division Personnel Eo J, LHWlees/mtb $(3UAr-@4Qs SUBJECTs Conversion Table ) As you know, we ship up to 10$ of our Building Sever in random lengths. This can result in some annoying pencil work by the distributors' yardmen. Here's a table that will be helpful to them as well as others. _ ._ _ Let us know hew many copies you need. NMNWVMMMI CERTAIN-TEED RANDOM & POLL LENGTHS NOo of lengths vs. No, of feet. CTDO33410 \ zo ADVERTISING & PUBLICITY BULLETIN NO. I EFF: APRIL 1, 1965 PAGE l NOTE: We depend upon Certain-teed pipe district salesmen and managers to report potential case histories that can be used as subjects for Certain-teed pipe trade magazine advertisements or publicity feature stories. The following "Photography Procedures", "Story Report Outline" and "Individual Release and Consent" Form are available and will serve as a guide to you when obtaining story facts and photographs. J. C. Affleck Advertising Manager PHOTOGRAPHY PROCEDURES A. Secure the services of a local commercial photographer or a news photographer from the local newspaper on a free-lance assignment basis. After selecting a good photographer, discuss these suggested shots: 1. Interesting pictures of product in various states of installation. Illustrate any significant application and installation methods. 2. Instruct the photographer to take one or two shots which will ill ustrate the most important benefit or product feature brought out in the specific job testimonial you are working on. Such product features as: Lightweight, No Infiltration, Strength, Speed of Installation, Ease of Assembly, 5 Degree Deflection at Joints, etc. 3. Be sure to include close-up shots of any special fittings, devices, tools, etc. 4. Show a general, over-all view, together with close-ups. 5. Show contractors, engineers, municipal officials, etc., as desired. Be sure to photograph any personnel whom you obtain a testimonial from. Men can be photographed in a natural setting alongside equipment, or at some special point in the job. 6. Be on the lookout for good human-interest shots, also show natural features such as unusual terrain, avoidance of obstacles, etc. 7. On anything additional, use your own discretion as to what will add to the story. Certain-teed Pipe Division CTD033411 ADVERTISING k PUBLICITY BULLETIN NO.1 EFF: APRIL 1, 1965 PAGE 2 Enclosed are photographic release forms which should be signed by each per son photographed and returned with the photographs. Have the photographer give $1.00 (and include this on his invoice) to each person photographed. Have the photographer bill Thomas & David, 143 E. State St. , Trenton 8, N. J. , directly for his services, making perhaps 10-12 different shots. We need 1 set of 8 x 10 glossy prints, along with the negatives. NOTE: Because proper timing is so important in achieving greatest news value, send photographs and negatives promptly CTD033412 ADVERTISING & PUBLICITY BULLETIN NO. 1 PAGE 3 REPORT OUTLINE For Guidance in Submitting Material for Publicity and/or Advertising Purpose s NOTE; Make answers as brief or as full as necessary depending upon im portance of subject-matter. Try to obtain testimonial statements from: a. Pipe Contractor b. Engineer c. Municipal Official ALSO: Supply Name and Address of Pipe Sales Agent of Certainteed Products Corp. involved. 1. DESCRIPTION OF JOB A. Name and Location. B. Describe end-use of pipe project. C. Types and footages of Certain-teed pipe products involved: include diameter and class of pipe. D. Mention (and if possible include) news items or any published in formation in connection with the job. E. Specifications which must be met. Anything out of ordinary that our pipe must meet, such as no infiltration in wet area. F. Type of soil and depth of lines. G. Does this pipe line replace any other kind of pipe which has failed in service ? H. Additional comments of interest. 2. NAMES AND ADDRESSES Include community, pipe contractor, builder, engineer, municipal official, pipe system owner, etc. Certain-teed Pipe Division CTD033413 ADVERTISING & PUBLICITY BULLETIN NO. I PAGE 4 3. UNIQUE FEATURES (If not fully covered in Item l) A. Any differences from standard methods? B. Any special savings achieved? C. What are the basic reasons for using Certain-teed pipe? D. Are conditions of installation or service especially difficult? E. Any other pertinent details? 4. JOB TESTIMONIALS A. What product feature made our pipe appealing to the buyer on this particular project? Be sure to illustrate this main feature with a photograph. B. Any favorable comment about products used, especially with regard to: 1. Time and/or cost saving. 2. Ease and speed of installation. 3. Good service. 4. Superiority of product: Resistance to Corrosion - Smooth bore, unimpeded flow - Light weight and ease of carying - Strength - Long life - Dependability of FLUID-TITE Coupling. 5. Previous experience with Certain-teed pipe. If possible, these should be in direct quotes, with signed Release & Consent forms giving us legal right to use these quotes. Photographs are essential also - see page on PHOTOGRAPHIC PROCEDURES. 5. OTHER COMMENTS Please pass along to us any remarks about shortcomings or suggestions for improvement in product or service. CTD033414 ADVERTISING & PUBLICITY BULLETIN NO. 1 PAGE 5 INDIVIDUAL RELEASE AND CONSENT Date For value received from it, 1 hereby give to Certain-teed Products Corporation and their assigns permission to use the picture or pictures of me and/or my property, my name and/or my oral or signed statements in whole or in part for advertising, trade and similar purposes. The undersigned is of full legal age. Witness: Signature Address ______________________________ Note: 0. K. IF MORE THAN ONE PERSON SIGNS THIS FORM CTD033415 ADVERTISING & PUBLICITY BULLETIN NO. 1 PAGE 7 CERTAIN-TEED PRODUCTS CORPORATION PIPE DIVISION Q UESTIONNAIRE For Guidance in Obtaining Material for Publicity and/or Advertising Purposes. Note: Make answers as brief or as full as necessary, depending upon im portance of subject matter. Try to obtain testimonial statements and comments from: a. Contractor b. Engineer c. Municipal Official ALSO Name and address of Pipe Sales Agent of Certain-teed Products Corporation involved. 1. DESCRIPTION OF JOB What is the name and location of this project? What is the purpose of the installation? How much Certain-teed pipe is involved? What classes, sizes, and fittings ? Describe the specifications which must be met. Are there any special limitations, qualifications, or unusual conditions {ex: installation with water in trench, minimum allowable infiltration, etc.)?__________________ Certain-teed Pipe Division CTD033416 ADVERTISING & PUBLICITY BULLETIN NO. I PAGE 8 Certain-teed Products Corporation Pipe Division - Questionnaire Does this pipe line replace any other kind of pipe which has failed in service ?___________________________________________________ _____________ ____ Would it be advisable to have the previous pipe examined by Certain-teed Research & Development?________________________________________________________ Have any news stories or brochures been published in connection with the job? (Include copies if available). Any other descriptive details which might be helpful? 2. NAMES & ADDRESSES Community: _____________ Contractor:______________ Builder:__________________ Engineer:________________ Municipal Official(s): _ Pipe System Owner:___ Authorized Agent:______ CTD033417 ADVERTISING & PUBLICITY BULLETIN NO. I PAGE 9 Certain-teed Products Corporation Pipe Division - Questionnaire Any other parties involved: 3. UNIQUE FEATURES (If not fully covered in Part l) Any differences from standard methods?______________ Any special savings achieved? What are the basic reasons for using Certain-teed pipe? Are conditions of installation or service especially difficult? Any other pertinent details? NOTE: IF THIS INSTALLATION REPRESENTS A NEW OR EXPANDED USE OF CERTAIN-TEED PIPE, BE SURE TO MAKE THIS CLEAR IN YOUR REPORT. 4. JOB TESTIMONIALS - to be obtained along with signed release forms. Certain-teed Pipe Division CTD033418 ADVERTISING & PUBLICITY BULLETIN NO. 1 PAGE 10 Certain-teed Products Corporation Pipe Division - Questionnaire (THESE QUESTIONS ARE BASIC IN OBTAINING GOOD "QUOTES" FROM THE KEY PEOPLE INVOLVED IN ANY PIPE INSTALLATION) By using Certain-teed pipe, have you made any special savings in: time ?______________________________ __ ____ cost?------------------------------------------------- effort and manpower ? How about service?__ Any remarks about: resistance to corrosion? smooth bore? - unimpeded flow? light weight and ease of handling?. strength and durability? dependability of FLUID-TITE Coupling?, NOTE: IF THE NEW CERTA -SPACER BAND HAS BEEN USED IN THIS INSTALLATION, BE SURE TO INCLUDE REMARKS ABOUT ITS USE AND ADVANTAGES - speed, positiveness, ability to couple with other kinds of pipe, etc. CTD033419 ADVERTISING & PUBLICITY BULLETIN NO. I PAGE 11 Certain-teed Products Corporation Pipe Division - Questionnaire 5. OTHER COMMENTS THE PIPE DIVISION WELCOMES ANY REMARKS ABOUT SHORTCOMINGS OR SUGGESTIONS FOR IMPROVEMENT IN PRODUCT OR SERVICE. F rom:________________________________________ Date: When completed, return this questionnaire to: Mr. J. C. Affleck Certain-teed Products Corporation Pipe Division Lea Building Ambler, Pennsylvania Certain-teed Pipe Division CTD033420 09 SECTION I GENERAL TRANSPORTATION B-ACP-GENERAL BULLETIN l PAGE I ISSUED: 7-1-65 Transportation is one of the largest single cost items in marketing Asbestos-Cement pipe. Obviously, this cost must be controlled and, where possible, minimized. In addition, we must maintain a competitive service that is satisfactory to our customers. The following is to acquaint you with our service via various types of carriers, the effect and meaning of our terms of sale and the definition of various transportation terms. TRANSPORTATION TERMS (1) Truckload or Carload - The quantity of pipe required for the application of truckload or carload rates. Depending on location the approximate weight for truckloads would be 20.000 pounds to 40,000 pounds, for carloads 36,000 pounds to 60,000 pounds. (2) Less than Truckload (LTL) - A quantity of pipe or material in amounts less than required for truckloads. (3) Minimum Weight - The weight published in freight tariffs at which various rates apply. (4) Deficit or "Air" Weight - That weight which exceeds the actual weight requirement. Example: A shipment actually weighs 26,000 pounds and freight charges are based on 30,000 pounds. The deficit or "air" weight which must be paid is 4.000 pounds. (5) Accessorial Service - A service rendered by a carrier in addition to the transportation service such as unloading, storage, stopover, sorting, etc. (6) Common Carriers - A for-hire carrier authorized to transport specified commodities between various points and areas by the Interstate Commerce Commission or state Public Utilities Commis sion. Certain-teed Pipe Division CTD033421 B -ACP-GENERAL BULLETIN l PAGE 2 ISSUED: 7-1-65 (7) Pool Shipments - The combining of shipments to one consignee at one destination to make one truckload shipment. (8) Stop-over Shipments - The combining of several shipments consigned to not more than three consignees at three destinations to make a truckload weight. The stop-off point or points must be intermediate to the final destination. TERMS OF SALE "FO B" is an abbreviation for "Free on Board" and implies loading on a conveyance. "F O B" followed by a specific town or location indicates where title on the goods passes to the customer. We are primarily concerned with two variations of F O B terms. They are as follows: (1) FOB Shipping Point (Plant Location) - Freight Allowed - This term is applicable to all shipments of pipe meeting truckload or carload requirements. Under these terms Certain-teed will perform the loading of pipe on trucks or rail cars and absorb all costs pertaining to this loading. Once the shipment has been tendered to the carrier title to the pipe passes to customer and Certain-teed is no longer responsible for the material. The freight charges are prepaid and absorbed by Certain-teed. We are not responsible for any accessorial charges or other charges accrued for account of the receiver of the material. Under these terms any damage in transit is solely the responsibility of the customer. However, we will offer our assistance and offices in obtaining the most prompt settlement possible on damage claims for our customers. (2) FOB Shipping Point (Plant Location) - This term is generally applicable to LTL shipments. The main difference in this term and that covering truckloads or carloads is that the freight charges are chargeable to the customer. Generally, these freight charges are prepaid by Certain-teed, then added to the invoice. While the above terms are most commonly used by the Pipe Division of Certain-teed it should be noted that numerous other terms could be available if circumstances and conditions warrant their use for CTD033422 protection of our interest. B - A CP-GENERAL BULLETIN I PAGE 3 ISSUED: 7-1-65 TRANSPORTATION SERVICES (1) Truckload - Generally, truckload shipments are made on flat-bed trailers via irregular route common motor carriers. Irregular route carriers may perform service to various states or areas and are not restricted to serving specified points via specified routes. This enables delivery of pipe to field locations. Truckload shipments, while more expensive than other modes of transportation, can be coordinated to be delivered to meet the contractor's requirements. Truck shipments constitute the "backbone" of our transportation service and, inmost cases, the trucking companies we deal with are depending upon us for a profitable operation and we are depending upon them for a specialized service. In order to be knowledgeable of the service we receive we are almost completely dependent upon reports received from the field that the service is, or is not, satisfactory. Regardless of a carrier's good intentions, all shipments will not be delivered on time. When shipments are going to be late the information is communicated to the customer either by the plant or the trucking company. In order to do this we request that all orders have a phone number where the truck driver can receive additional information on the job location or advise the customer that the shipment will be late. It should be remembered to let the plant traffic managers handle .all traffic matters to avoid additional cost and protect the company's interest. (2) Trailer on Flat Car (Piggyback) Shipments - This service is similar to truck shipments except that the transportation is via rail to the destination and delivery is made by truck. The cost of this service is less than truck shipments but the delivery area is usually very restrictive. It is very important that the exact location of the job be determined in order to use TOFC se rvice. (3) Rail - Rail service can be the lowest cost transportation avail able but requires more coordination and cooperation than any Certain-teed Pipe Division CTD033423 B - ACP-GENERAL BULLETIN 1 PAGE 4 ISSUED: 7-1-65 other mode. When movement is by rail, flat cars are utilized and the pipe is packaged the same as for truck shipments. Jobsite delivery requires pipe to be transferred from rail cars to trucks. (4) Less than Truckload Shipments (LTL) - Shipments not meeting weight requirements for truckload shipments move via LTL service, express, bus or parcel post depending on actual weight. LTL service generally takes longer for delivery and deliveries can only be made within the terminal area of the destination. This has been a "thumbnail sketch" of some of the types of services we try to maintain. To maintain these services and control the cost of these services will require factual reports from the field and cooperative communication. Should you need additional information on specific transportation problems please contact the area plant traffic manager or Division Headquarters. CTD033424