Document gE80pyzQ5ZgmKYYX3OLOG9GKL

3ICAN NATIONAL) S STANOARO^V ASTM C 500 - 79a AMERICAN SOCIETY FOR TESTING AND MATERIALS 1916 Race St., Philadelphia, Pa. 19103 Reprinted from the Annual Book of ASTM Standards, Copyright ASTM If not listed in the current combined index, will appear in the next edition. Standard Methods of Testing ASBESTOS-CEMENT PIPE1 This-Standard is issued under the fixed designation C 500. the number immediately following the designation indicates the year of original adoption or. in the case of revision, the vcar of last revision A number in parentheses indicates the year of last reapproval 1. Scope l .l These methods cover the testing of as bestos-cement pipe for hydrostatic strength, flexural strength, crushing strength, and un- combined calcium hydroxide, and are for use in connection with the individual specifica tions for asbestos-cement pipe. 1.2 The test methods appear in the following order: Hydrostatic Proof Test Flexure Proof Test Crushing Test Straightness Test Uncombmed Calcium Hydroxide Test Environmental Aggressiveness Sections 3 to 5 6 to 8 9 to 11 12 to 13 14 to 18 19 to 25 2a Applicable Documents 2.1 ASTM Standards E 11 Specification for Wire-Cloth Sieves for Testing Purposes2 HYDROSTATIC PROOF TEST 3. Significance 3.1 The hydrostatic proof test is performed to establish the fact that finished, shippable material has strength to withstand the in ternal bursting pressures stated in the specifi cations. The strength level required by the specifications assures that a minimum strength is maintained and that the pipe will not leak or weep in service and will accommodate the stresses simultaneously induced by in ternal pressure, earth loads, and surge pres sures. 5. Procedure 5.1 Place the pipe, coupling, or pipe and coupling with factory-assembled joint, in a hydrostatic pressure testing machine with gas kets that seal the ends but exert no end pres sure. Expel all air and apply the internal water pressure at a uniform rate of not less than 100 psi/s (689 kPa/s) to the specified pressure; maintain the pressure at this level for not less than 5 s. Couplings may instead be tested with a rubber bladder inside of the coupling. FLEXURE PROOF TEST 6. Significance 6.1 The flexure proof test is a quality con trol test performed to establish the fact that finished, shippable material has sufficient strength to withstand the minimum applied loads stated in the specifications. These proof test loads provide adequate strengths to resist transverse bending loads normally encountered in field service when good bedding methods are employed by the in staller. 7. Description of Term 7.1 Flexural Strength, as used in this method, refers to the ability of a standard pipe section to withstand external loads bear ing on the pipe transversely to its longitudinal axis that induce bending in the section. 8. Procedure 8.1 Support the pipe in a flexure testing 4. Description of Term / 4.1 Hydrostatic Strength, as used in this method, refers to the ability of the pipe and coupling sleeve to withstand the forces re sulting from internal pressure. 1 These methods are under the jurisdiction of ASTM Committee C-I7 on Asbestos-Cement Products. Current'edition approved Dec. 28. 1979. Published Feb ruary 1980. Originally published as C 500-63 T Last pre vious edition C 500 - 79. i Annual Book of ASTM Standards, Parts 13. 14, 15, 18, 26. 30. and 41. 1 CTD031498  C 500 machine over a clear span of 9 ft (2.74 m). Unless otherwise specified, it shall be op tional with pipe lengths in excess of 12 Vi ft (3.8 m) to test at 75 % of the specified loads on supports 12 ft (3.66 m) apart. Apply the load at a uniform rate of at least 250 Ibf/s (1.1 kN/s) until it equals the proof load speci fied; maintain this load for at least 5 s. Dis tribute the load equally and apply at the third points of the clear span as indicated in Fig. 1. 8.2 Failure of the flexural proof test shall be considered to have taken place when a break occurs in the pipe as a result of the flex ural load being applied to the pipe during the test prior to reaching the minimum flexural load, or while holding at the minimum flexural load, designated in the specification. CRUSHING TEST 9. Significance 9.1 The crushing test establishes the fact that the pipe has sufficient strength to with stand the crushing loads stated in the speci fications. The strength level required by the specifications assures minimum strengths that will satisfactorily withstand the magnitude of loads normally encountered in field service with a reasonable margin of safety. 10. Description of Term 10.1 Crushing Strength, as used in this method, refers to the ability of the pipe to withstand external loads that tend to collapse the pipe. 10.2 Failure of the crushing test shall be considered to have taken place when a break occurs in the pipe as a result of the crushing load being applied to the pipe during the test prior to reaching the minimum crushing load designated in the specifications. 11. Procedure II I Three-Edge-Bearing Method: I I. I. I Wooden-Bearing Surfaces--Test each specimen by the three-edge-bearing method as indicated in Fig. 2. 11.1.1.1 The lower bearing for the specimen consists of two strips with vertical sides, having their interior top comirs rounded to a radius of approximately V4 in. (13 mm). The strips shall be of hardwood or metal; if metal, a piece of leather belting 3)6 in. (5 mm) in thickness shall be laid over them. They shall be straight and be fastened securely to the bearing block with their vertical interior sides parallel and spaced a distance apart as follows; for sizes up to and including 16 in. (400 mm), the space shall be 1 in. (25 mm); for sizes 18 through 27 in, (450 through 675 mm), the space shall be 2 in. (50 mm); for sizes 30 in. (750 mm) and above, the space shall be 3 in. (75 mm). Toler ances are -0, -t- Vfc in. (-0, + 3 mm). 11.1.1.2 The upper bearing shall be a rigid wooden block, straight and true from end to end. The upper and lower bearing shall ex tend the full length of the outside of the specimen. Place the specimen symmetrically between the two bearings, and so place the center of application of the load that the vert ical deformation at the two ends of the speci men will be equal. 11.1.2 Rubber-Bearing Surfaces--Test each specimen by the basic three-edge method in dicated in Fig. 2 except that the bearing sur faces shall be rubber. The rubber shall be cut or formed from material having a durometer hardness between 45 and 60. The strips shall be of rectangular cross section having a width of 2 in. (50 mm) and a thick ness of not less than 1 in. (25 mm) nor more than I V2 in. (38 mm). 11.1.2.1 Use two parallel strips on the bot tom bearing spaced a distance apart of ap proximately 1 in. (25 mm)/ft of pipe diameter, but in no case less than I in. Lay the bottom strips on the 2-in. (50-mm) dimension and position on the bearing with wood or metal strips between them and adjacent to their outside edges, provided the thickness of these positioning strips does not exceed one half the thickness of the rubber-bearing strios. 11.1.2.2 Use the top-bearing edge with the 2-in. (50-mm) dimension of rubber in contact with the pipe. Position it on the upper bear- ing (see II. I I 2) by the use of wood or metal strips along its outside edges, provided the thickness of the positioning strips does not exceed one half the thickness of the rubberbearing edge. The rubber-bearing strips may be attached to the bearings by adhesive, if desired, provided such method of attachment, results in the strip remaining firmly fixed in position. 11.1.3 Wood-Bearing Surfaces with Plas- j f j 1 j ( ; -. | ' 2 CTD031499 C 500 ler-of-Paris Fillets--Test each specimen by the longitudinal axis of the specimen, and bring basic three-edge method indicated in Fig. 2. the top bearing into contact with it. The bearing surfaces shall not have a cross 11.1.5 For all four test methods apply the section smaller than I in. (25 mm) in either load at a uniform rate of 2000 500 lbf/min dimension. They shall be straight and se linear ft (29.2 7.3 kN/min linear m). curely fastened to the bearing block with their vertical interior sides parallel and spaced a distance apart of approximately I in./ft of internal pipe diameter, but in no case less than I in. 11.1.3.1 Before the pipe is placed on the Note I --When the ultimate load exceeds 6000 Ibf/linear ft (87.6 k N/linear m), the load may be ap plied at a rapid rate until 75 % of ultimate is reached. From then on apply the load at the rate of 2000 500 lbf/min -linear ft (29.2 7.3 kN/min linear m). bottom bearing, a fillet of plaster of paris 11.1.6 Record the load. thick enough to compensate for the inequali ties of the pipe barrel shall be cast on and between the lower-bearing edges. The pipe shall be placed on the fillet while the plaster of paris is still workable, and prior to the time of initial set. 11.1.3.2 The upper-bearing edge shall be the same as that described in II. 1.1.2. A fillet of plaster of paris thick enough to com pensate for the inequalities of the pipe barrel shall be cast along the length of the pipe crown. The upper bearing shall be brought in contact with the plaster of Paris while it is 11.2 Sand-Bearing Method: 11.2.1 When the sand-bearing method is used, carefully bed the specimen for its full length in sand, above and below, for one fourth of the circumference of the pipe meas ured on the middle line of the barrel. To facilitate placing of the specimen accurately in the sand, mark each end accurately into quarters of the circumference. The depth of the bedding above and below the pipe at the shallowest points shall be one half the mean radius of the barrel. still workable and prior to initial set. 11.2.1.1 The sand shall be clean natural 11.1.4 Sand-Bearing Surfaces--Test each sand, or crushed hard rock, that will all pass specimen by the basic three-edge method in a No. 4 (4.76-mm) sieve conforming to the dicated in Fig. 2 except that the wooden sur requirements of Specifications E 11. The sand faces are replaced with sand-bearing surfaces. shall have a moisture content of not less than The sand-bearing edges should be made 5 percent at the time of lest. The sand in the from heavy canvas duck or woven-cloth hose lower bearing shall be loose and uncom such as is commonly used for fire hose. They pacted when a specimen is placed on it. shall have a diameter not less than 2 in. (50 mm) nor more than 21/, in. (63 mm) and 11.2.1.2 The frames of the bearings shall be made of timbers heavy enough to avoid shall be filled with tightly packed dry sand appreciable bending from the side pressure of such as will pass a No. 6 (3.35-mm) sieve con the sand. The interior surfaces of the frames forming to the requirements of Specification shall be dressed. No part of the frames shall E II. The ends of the bags shall be tightly come in contact with the pipe during the test. stitched or fastened to prevent escape of the A rigid top plate shall be made heavy enough sand. to avoid appreciable bending. Attach a strip 11.1.4.1 Use two parallel bags on the bot of cloth between the frame and the test speci tom bearing spaced a distance of approxi men. Place the frame on the specimen and mately I in. (25 mm)/ft of pipe diameter, but carefully bed the specimen for its full length in no case less than 1 in. Determine the spac in the cloth covered sand for one fourth of the ing by measuring between the points of circumference of the pipe. Level the upper sur closest approach of the bags before loading. face of the sand in the top bearing with a Use a positioning strip between the bags to straightedge and cover the entire frame with ^ecure alignment and spacing, provided it is the rigid top plate. Apply the rigid top bear withdrawn before the pipe is tested. ing plate used for the three-edge-bearing II 1.4.2 Place the top-bearing bag on the method to the top of that plate. Apply the load crown of the pipe so that its longitudinal to the top-bearing plate at the center prefer center line parallels as nearly as possible the ably through a spherical head. 3 CTD031500 C 500 11.2.1.3 Apply the load at a uniform rate of 2000 500 Ibf/min - linear ft (29.2 7.3 kN)/min-linear m) (Note 1). 11.3 V-Shaped Bearing Method: 11.3.1 Test each specimen by the V-shaped bearing method as indicated in Fig. 3. 11.3.2 The lower press-block consists of a Vshaped support having an included angle of 150 deg, made of metal or hardwood. Interpose strips of rubber of suitable width and length between the press-block and the test piece. The rubber strips shall be 0.6 in. (15 mm) thick and a hardness of 60 5 Shore A durometer. 11.3.3 The flat upper press-block, made of the same material shall have a width of 8 in. (200 mm). Interpose a strip of rubber of suitable width and length between the press-block and the test piece. The rubber strip shall be 0.6 in. (15 mm) thick and a hardness of 60 5 Shore A durometer. 11.3.4 Apply the load at a uniform rate so that failure will occur not less than 15 s and not more than 30 s. STRAIGHTNESS TEST 12. Significance 12.1 The straightness test covers the meas urement of the maximum deviation from straightness of a length of asbestos-cement pipe. 13. Procedure 13.1 Measure the maximum ordinate from the exterior surface of the pipe by placing a straightedge that exceeds the pipe length against the exterior surface and measuring the maximum distance from the exterior pipe sur face to the straightedge. Uncombined Calcium Hydroxide Test 14. Significance 14.1 This method covers the measurement of the amount of uncombined calcium hy droxide in asbestos-cement pipe to establish the fact that the pipe has the required chemi cal resistance. Criteria for suitability to en vironmental aggressiveness is given in Sec tion 19. 15. Description of T erm 15.1 Uncombined Calcium Hydroxide--The chemical resistance of the pipe is related to the uncombined calcium hydroxide deter mined when using this method. 16. Reagents 16.1 Ammonium Acetate, Standard Solu tion (/ ml = 0.0066 g Ca(OH)i)--Dissolve 16.0 g dry crystalline ammonium acetate in I litre of absolute or anhydrous ethanol (Note 2). Standardize the solution against calcium oxide (CaO) in accordance with 17.3 and 17.4. 16.1.1 Calculate the calcium hydroxide (Ca(OH),) equivalent, in grams per millilitre, as follows: Ca(OH)2 equivalent, g/ml = (A X 1.32)//? where: A = grams of CaO used, and B = millilitres of ammonium acetate quired for the titration. Note 2--Specially denatured alcohol conform ing to Formula No. 30. 3a, or 2b of the U. S. Bureau of Internal Revenue, or alcohol consisting of 95 percent specially denatured alcohol conform ing to Formula No. 3a plus 5 percent isopropanol may be substituted. 16.2 Phenolphthalein Indicator Solution-- Dissolve 1.0 g of phenolphthalein in 100 ml of absolute ethanol (Note 2). 16.3 Glycerol-Ethanol Solvent (/ -|- 2)-- Mix 1 volume of glycerol with 2 volumes an hydrous or absolute ethanol (Note 2). To each litre of this solution, add 2.0 ml of phenol phthalein indicator solution. Adjust the sol vent to slightly basic with either dilute sodium hydroxide (NaOH) in absolute ethanol (Note 2) or standard ammonium acetate solution, depending on the original pH. 16.4 Strontium Nitrate (Sr(NOs)2). 17. Procedure 17.1 Prepare representative samples of pipe or sleeves and immediately sieve them through a No. 20 (850-um) sieve. Place the material passing the sieve immediately into a weighing bottle and cover with its groundglass top. 17.2 Place the bottle, with top removed, in a drying oven at 105 C (220 F) for 2 h, and then cool in a desiccator to room temperature. 17.3 Weigh out 1 0.010 g of the dried sample from a pipe or sleeve to the nearest 0.001 g and place it in a dry 250-ml Erlenmeyer flask. Add a TFE-fluorocarbon en capsulated stirring bar, 60 ml of the glycerol ethanol solvent, and 2.0 g of Sr(N03)2. At- \ 4 | 5 CTD031501 C BOO Bch the flask to a water-cooled condenser (with a standard-taper 24/40 glass joint) and Place on a hot plate with a magnetic stirrer. 17.4 Boil the solution gently for 30 min with mild stirring. Then remove the flask and filler the mixture on a Biichner funnel under vacuum. Bring the filtrate to a boil and titrate with ammonium acetate solution to a colorless end point. Observe the end point by comparison with a similar mixture containing to phenolphthalein indicator. IS. Calculations 18.1 Calculate the percentage of uncom bined Ca(OH)2 in the sample as follows: Ca(OH)., percent = (AB/C) X 100 where: A = Ca(OH)2 equivalent of ammonium ace- tate solution, in grams per millilitre. = millilitres of ammonium acetate re quired for titration of the solution, and C = grams of sample used. ENVIRONMENTAL AGGRESSIVENESS 19. Significance 19.1 The maximum limits of uncombined calcium hydroxide permitted by the specifica tions assure that the pipe will withstand the chemical action encountered in service. 20. Summary of Method 20.1 These sections intend to establish guide lines for the definition of aggressive water and soil environments for the selection of the proper type of asbestos-cement pipe. The aggressive environments caused by internal and external waters, external soil conditions, and (nonacid) soluble sulfate contents of waters and soils should be considered separately even though they may exist in combination. 21. Aggressiveness of Water Transported Through Asbestos-Cement Pipes 21.1 Aggressiveness of water is classified as follows: Highly aggressive Moderately aggressive pH log{AH) < 100 pH * log (AH) = 10 0 to 11 9 Nonaggressivc pH log(AH) > 12 0 ere: = index of acidity (or alkalinity) of the water, standard pH units, A = total alkalinity, ppm as CaCOj, and H = calcium hardness, ppm as CaCO,. 21.2 Type ofAsbestos-Cement Pipe for Use with Aggressive Waters--The following table shows the type of pipe to be used with aggres sive waters as described in 21.1: Water pipe Recommended Highly aggressive Moderately aggressive Nonaggrcssive A Type 11 Types I and II -The serviceability of pipe for such applications should be established by the purchaser in conjunction with the manufacturer Note 3 --ASTM Type I and II asbestos-cement pipe may be used where the amount of uncombined calcium hydroxide is unspecified, but generally con sidered to exceed I %. ASTM Type II asbestoscement pipe should be used where the amount of uncombined calcium hydroxide does not exceed 1.0%. 22. Aggressiveness of Water External to As bestos-Cement Pipe 22.1 The following table establishes guide lines for the use of asbestos-cement pipe in nonsulfate acidic soils based upon minimum pH factors alone. Asbestos-cement pipe may or may not perform satisfactorily in acid soil environments having pH values below those listed in this table. To determine the suitability of asbestos-cement pipe in soils having lower pH values, evaluate each situation individually, taking into consideration all aspects of the soil environment that affect its corrosiveness to asbestos-cement pipe: Water Conditions Within Soil Environment pH of Acidic Soils When Using Asbestos- Cement Pipe, min Type 1 Type II Essentiaily quiescent Mildly fluctuating Rapidly moving or grossly cyclic 50 55 6.3 40 50 5.5 23. Aggressiveness of Nonacidic (pH > 7.0) Soluble Sulfate in Water and Soils 23.1 The following table rates aggressiveness of nonacidic (pH > 7.0) soluble sulfates in water and soils to asbestos-cement pipe: Sulfate Aggressiveness SO. in Water, ppm SO. in Soil, ppm Nonaggressivc Mildly aggressive Moderately aggressive Highly aggressive i50and less 150 to 1500 1500 to 10 000 10 000 and above 1000 and less 1000 to 2000 2000 to 20 000 20 000 and above 23.2 The chemical resistance of asbestoscement pipe to nonacidic acid (pH > 7.0) soluble sulfates in water and soils is as fol lows: CTD031502 Type I pipe Type M pipe will be attacked to various degrees by all but the nonaggressive levels of sulfate concen trations in waters and soils (see Note 3)* resistant to all levels of soluble sulfates 24. Aggressiveness of Acid (pH < 7.0) Solu ble Sulfate Waters and Soils to AsbestosCement Pipe 24.1 Acid-sulfate soils and waters, whether the acid is inorganic or organic, must be evaluated independently of the criteria and guidelines set forth in Sections 22 and 23. tak ing into consideration soil permeability and other factors. For guidance, consult the manu facturer. Note 4--This same criteria can be applied to appraise the corrosion resistance of other types of asbestos-cement products. 25. Limitations and References 25.1 Special consideration is recommended for services outside these guidelines. 25.2 These guidelines are based on exposures within the temperature range from 40 to 80F (4 to 27C). For pipe exposures to tempera tures beyond these limits, consult the manu facturer. 'Guidelines for sulfate resistance of Portland cemenl products were taken from the Concrete Manual. 8lh Ed . Bureau of Reclamation. 1975 Sulfate resistance here applies to all soluble sulfates, regardless of the cation Load Load Clear Space k in. Radius (C) Detail FIG. 2 Assembly for Crashing Strength Test. 6 I # C500 The American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted n connection with any item mentioned in this standard. Users of this standard are expressly advised that determination >/ the validity of any such patent rights, and the risk of infringement of such rights, is entirely their own responsibility. This standard is subject to revision at any lime by (he responsible technical committee and must be reviewed every five ears and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or or additional standards and should be addressed to A STM Headquarters. Your comments will receive careful consideration t a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received fair hearing you should make your views known to the A STM Committee on Standards, 1916 Race St., Philadelphia, Pa. 9103, which will schedule a further hearing regarding your comments. Failing satisfaction there, you may appeal to the I STM Board of Directors. I CTD031504