AASHTO M 242M M 242-2017 Standard Specification for Reinforced Concrete D-Load Culvert Storm Drain and Sewer Pipe.pdf

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1、Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe AASHTO Designation: M 242M/M 242-171Technical Section: 4a, Concrete Drainage Structures Release: Group 2 (June 2017) ASTM Designation: C655M-15 and C655-15 American Association of State Highway and Transportat

2、ion Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-4a M 242M/M 242-1 AASHTO Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe AASHTO Designation: M 242M/M 242-171 Technical Section: 4a, Concrete Drainage Structures Release: Group

3、 2 (June 2017) ASTM Designation: C655M-15 and C655-15 1. SCOPE 1.1. This specification covers reinforced concrete pipe designed for specific D-loads and intended to be used for the conveyance of sewage, industrial wastes, and storm water, and for the construction of culverts. 1.2. This specification

4、 is applicable for orders in either SI units (M 242M) or in inch-pound units (M 242). SI units and inch-pound units are not necessarily equivalent. Inch-pound units are shown in brackets in the text for clarity, but they are the applicable values when the material is ordered to M 242. Note 1Experien

5、ce has shown that the successful performance of this product depends on the proper selection of the pipe strength, the type of bedding and backfill, the care that the installation conforms to the construction specifications, and provision for adequate inspection at the construction site. This specif

6、ication does not include requirements for bedding, backfill, the relationship between field load conditions and the strength designation of pipe, or durability under unusual environmental conditions. These requirements should be included in the project specification. 2. REFERENCED DOCUMENTS 2.1. AAS

7、HTO Standards: M 6, Fine Aggregate for Hydraulic Cement Concrete M 31M/M 31, Deformed and Plain Carbon and Low-Alloy Steel Bars for Concrete Reinforcement M 32M/M 32, Steel Wire, Plain, for Concrete Reinforcement M 55M/M 55, Steel Welded Wire Reinforcement, Plain, for Concrete M 80, Coarse Aggregate

8、 for Hydraulic Cement Concrete M 85, Portland Cement M157, Ready-Mixed Concrete M 221M/M 221, Steel Welded Wire Reinforcement, Deformed, for Concrete M 225M/M 225, Steel Wire, Deformed, for Concrete Reinforcement M 240M/M 240, Blended Hydraulic Cement M 262, Concrete Pipe and Related Products 2017 b

9、y the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M 242M/M 242-2 AASHTO M 295, Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete M 302, Slag Cement for Use in Concrete and Mortars T 280

10、, Concrete Pipe, Manhole Sections, or Tile 2.2. ASTM Standards: C33/C33M, Standard Specification for Concrete Aggregates C1116/C1116M, Standard Specification for Fiber-Reinforced Concrete E105, Standard Practice for Probability Sampling of Materials MNL7, Manual on Presentation of Data and Control C

11、hart Analysis, 8th Edition STP15C, Manual on Quality Control of Materials 3. TERMINOLOGY 3.1. DefinitionsFor definitions of terms relating to concrete pipe, see M 262. 4. BASIS OF ACCEPTANCE 4.1. The acceptability of the pipe design shall be determined in accordance with Section 9. After the pipe de

12、sign has been accepted, or if the pipe design has been accepted previously in accordance with Section 9, the owner may select and have applied the basis of acceptance described in either Section 4.1.1 or Section 4.1.2. Unless designated by the owner at the time of, or before placing an order, either

13、 basis of acceptance shall be permitted. 4.1.1. Acceptance on the Basis of Pipe Load and Material Tests and Inspection of Manufactured Pipe for DefectsDetermine in accordance with Sections 5, 6, 8, and 10. Note 2It is necessary that samples be selected at random. For guidance, see ASTM E105. 4.1.2.

14、Acceptance on the Basis of Concrete Compression and Materials Tests and Inspection of Manufactured Pipe for DefectsDetermine in accordance with Sections 5, 6, 8, and 11. 4.2. Age for AcceptancePipe shall be considered ready for acceptance when they conform to the requirements. 5. DESIGN AND MANUFACT

15、URING DATA 5.1. The manufacturer shall provide the following information regarding the pipe unless waived by the owner: 5.1.1. Basis of acceptance, and 5.1.2. Pipe design strength. 5.1.3. Physical Characteristics: 5.1.3.1. Diameter, wall thickness, laying length, and joint details; 5.1.4. Design con

16、crete strength, minimum cf = 27.6 MPa 4000 psi; and 5.1.5. Admixtures. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M 242M/M 242-3 AASHTO 5.2. Reinforcement: 5.2.1.1. Type of reinforcement, appl

17、icable reinforcement specification, and grade; and 5.2.1.2. Placement, placement tolerances, diameter, spacing and cross-sectional area of circumferential, longitudinal, and special reinforcement. 5.2.2. Manufacturing and curing process. 6. MATERIALS AND MANUFACTURE 6.1. Materials: 6.1.1. Reinforced

18、 ConcreteThe reinforced concrete shall consist of cementitious materials, mineral aggregates, and water, in which steel has been embedded in such a manner that the steel and concrete act together. 6.1.2. Cementitious Materials: 6.1.2.1. CementCement shall conform to the requirements for portland cem

19、ent of M 85 or shall be portland blast-furnace slag cement or portland-pozzolan cement conforming to the requirements of M 240M/M 240, except that the pozzolan constituent in the Type IP portland-pozzolan cement shall be fly ash. 6.1.2.2. Fly AshFly ash shall conform to the requirements of M 295, Cl

20、ass F or Class C. 6.1.2.3. Ground Granulated Blast-Furnace Slag (GGBFS)GGBFS shall conform to the requirements of Grade 100 or 120 of M 302. 6.1.2.4. Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials used in the concrete shall be one of the following: 6.1.2.4.

21、1. Portland cement only, 6.1.2.4.2. Portland blast-furnace slag cement only, 6.1.2.4.3. Portland-pozzolan cement only, 6.1.2.4.4. A combination of portland cement and fly ash, 6.1.2.4.5. A combination of portland cement and ground granulated blast-furnace slag, 6.1.2.4.6. A combination of portland c

22、ement, ground granulated blast-furnace slag, and fly ash, or 6.1.2.4.7. A combination of portland-pozzolan cement and fly ash, provided the fly ash added does not exceed 25 percent by weight of the portland-pozzolan cements. 6.1.3. AggregatesAggregates shall conform to the requirements of M 6 and M

23、80, except that the requirements for gradation shall not apply. 6.1.4. Admixtures and BlendsAdmixtures and blends shall be allowed unless prohibited by the owner. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applica

24、ble law.TS-4a M 242M/M 242-4 AASHTO 6.1.5. Steel ReinforcementReinforcement shall consist of wire conforming to M 32M/M 32 or M 225M/M 225, or of wire fabric conforming to M 55M/M 55 or M 221M/M 221, or of bars of Grade 300 40 steel conforming to M 31M/M 31. 6.1.6. WaterMix water shall conform with

25、M 157, Section 4.1.4, with a maximum limit of 0.15 percent chloride. 6.2. Manufacture: 6.2.1. MixtureThe aggregates shall be sized, graded, proportioned, and mixed with such proportions of cementitious materials, water, and admixtures, if any, to produce a thoroughly mixed concrete of such quality t

26、hat the pipe will conform to the test and design requirements of this specification. All concrete shall have a water-cementitious materials ratio not exceeding 0.53 by mass. Cementitious materials shall be as specified in Section 6.1 and shall be added to the mix in a proportion not less than 280 kg

27、/m3470 lb/yd3 unless mix designs with a lower cementitious material content demonstrate that the quality and performance of the pipe meet the requirements of this specification. 6.2.2. Reinforcement: 6.2.2.1. PlacementReinforcement shall be placed as indicated in Section 5.1.6.2, subject to the tole

28、rances given in Sections 5.1.6.2 and 8.2.2. Minimum design protective cover of concrete over the circumferential reinforcement in the barrel of the pipe shall be 25 mm 1 in. for wall thicknesses of 63 mm 21/2in. or greater, and 19 mm 3/4in. for wall thicknesses less than 63 mm 21/2in., subject to th

29、e tolerances given in Section 8.2.2. 6.2.2.2. SplicesThe strength of the pipe shall not be adversely affected by the splice. 6.2.2.3. SpacingThe spacing center-to-center of adjacent rings of circumferential reinforcement in a cage shall not exceed 100 mm 4 in. for pipe with a wall thickness up to an

30、d including 100 mm 4 in. and shall not exceed the wall thickness or 150 mm 6 in., whichever is smaller, for larger pipe. 6.2.3. JointsThe joints shall be of such design and the ends of the concrete pipe sections so formed that when the sections are laid together, they will make a continuous line of

31、pipe with a smooth interior free of appreciable irregularities in the flow line, all compatible with the permissible variations given in Section 8. 6.2.4. Lift HolesWhen agreed upon by the owner, lift eyes or holes are permitted in each pipe for the purpose of handling. 6.3. Synthetic FibersCollated

32、 fibrillated virgin polypropylene fibers shall be allowed to be used, at the owners option, in concrete pipe as a nonstructural manufacturing material. Only Type III synthetic fibers designed and manufactured specifically for use in concrete and conforming to the requirements of ASTM C1116/C1116M sh

33、all be accepted. 7. PHYSICAL REQUIREMENTS 7.1. StrengthThe design strength designation of the pipe shall be the D-load to produce the 0.3-mm 0.01-in. crack when tested in accordance with T 280. The relationship of ultimate strength D-load to the design strength D-load shall be determined using a fac

34、tor of 1.5 for design strength designations up to 100 N/mmm 2000 lbf/ftft of diameter, a factor varying in linear proportions from 1.5 to 1.25 for design strength designations from 100 N/mmm 2000 lbf/ftft through 2017 by the American Association of State Highway and Transportation Officials.All righ

35、ts reserved. Duplication is a violation of applicable law.TS-4a M 242M/M 242-5 AASHTO 150 N/mmm 3000 lbf/ftft, and a factor of 1.25 for design strength designations in excess of 150 N/mmm 3000 lbf/ftft. Note 3As used in this specification, the 0.3-mm 0.01-in. crack is a test criterion for pipe teste

36、d in three-edge-bearing tests and is not intended as an indication of overstressed or failed pipe under installed conditions. Note 4Ultimate strength of concrete pipe in the buried condition is dependent on varying soil bedding factors and varying failure modes and shall not necessarily have a relat

37、ionship to the ultimate strength as defined under three-edge-bearing conditions. 7.2. Test Equipment and FacilitiesThe manufacturer shall furnish without charge all samples, facilities, and personnel necessary to carry out the tests required by this specification. 7.3. Pipe Load TestsThe tests for c

38、rushing strength, when required, shall be made in accordance with T 280. When alternative methods of load testing are specified, tests shall be made in accordance with the alternative requirements. 8. DIMENSIONS AND PERMISSIBLE VARIATIONS 8.1. Standard DiametersPipe shall be manufactured in the stan

39、dard inside diameters listed in Table 1. Note 5Diameters other than those shown in Table 1 and diameters larger than 3600 mm 144 in. are possibly available. When such sizes are required, the owner should contact the manufacturers in the area. Table 1Standard Designated Inside Diameters, mm in. mm in

40、. mm in. mm in. mm in. mm in. mm in. mm in. 300 12 600 24 900 26 1500 60 2100 84 2700 108 3300 132 375 15 675 27 1050 42 1650 66 2250 90 2850 114 3450 138 450 18 750 30 1200 48 1800 72 2400 96 3000 120 3600 144 525 21 825 33 1350 54 1950 78 2500 102 3150 126 8.2. Design TolerancesExcept as specified

41、 in this section, all permissible design tolerances shall be given in Section 5. 8.2.1. Internal DiametersThe permissible variations in the internal diameter are as prescribed in Table 2. These diameter requirements are based on the average of four diameter measurements at a distance of 12 in. from

42、the end of the bell or spigot of the pipe. Diameter verification shall be made on the number of pipes selected for test per Section 11. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M 242M/M 242-

43、6 AASHTO Table 2Permissible Variation in Internal Diameter Designated Diameter of Pipe Permissible Variation, Internal Diameter of Pipe Minimum Maximum mm in. mm in. mm in. 300 12 300 113/4310 121/4375 15 375 1423/32390 159/32450 18 450 1711/16465 185/16525 21 525 2021/32545 2111/32600 24 600 235/86

44、20 243/8675 27 675 265/8695 273/8750 30 750 295/8775 303/8825 33 825 325/8850 333/8900 36 900 355/8925 363/81050 42 1050 419/161080 427/161200 48 1200 471/21230 481/21350 54 1350 537/161385 549/161500 60 1500 593/81540 605/81650 66 1650 655/161695 6611/161800 72 1800 711/41850 723/41950 78 1950 771/

45、42000 783/42100 84 2100 833/162155 8413/162250 90 2250 891/82310 907/82400 96 2400 951/162465 9615/162550 102 2550 101 2620 103 2700 108 2700 10615/162770 1091/162850 114 2850 1127/82925 1151/83000 120 3000 11813/163080 1213/163150 126 3150 1243/43235 1271/43300 132 3300 13011/163390 1335/163450 138

46、 3450 1365/83540 1393/83600 144 3600 1429/163695 1457/168.2.2. Reinforcement Placement TolerancesThe maximum variation in the nominal position of the reinforcement shall be 10 percent of the wall thickness or 16 mm 5/8in., whichever is greater. Pipes having variations in the position of the reinforc

47、ement exceeding those specified above shall be accepted if the three-edge-bearing strength requirements obtained on a representative sample are met. In no case, however, shall the cover over the circumferential reinforcement be less than 16 mm 5/8in. 8.2.3. Length of Two Opposite SidesVariations in

48、the laying length of two opposite sides of pipe shall not be more than 6 mm 1/4in. for all sizes through 600-mm 24-in. internal diameter, and not more than 10 mm/m 1/8in./ft of internal diameter for all larger sizes, with a maximum of 16 mm 5/8in. in any pipe through 2100-mm 84-in. internal diameter

49、, and a maximum of 19 mm 3/4in. for 2250-mm 90-in. internal diameter or larger, except where beveled-end pipe for laying on curves is specified by the owner. 8.2.4. Length of PipeThe underrun in length of a section of pipe shall not be more than 10 mm/m 1/8in./ft with a maximum of 13 mm 1/2in. in any length of pipe. 8.2.5. Wall Thickness TolerancesThe wall thickness shall not be less than