1、Designation: C 1504 04e2Standard Specification forManufacture of Precast Reinforced Concrete Three-SidedStructures for Culverts and Storm Drains1This standard is issued under the fixed designation C 1504; the number immediately following the designation indicates the year oforiginal adoption or, in
2、the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.e1NOTEEditorial changes made throughout in March 2005.e2NOTE“Fabric” was editorially changed to
3、 “reinforcement” throughout in October 2007.1. Scope1.1 This specification covers single-cell precast convention-ally reinforced concrete three-sided structures intended to beused for the construction of culverts and for the conveyance ofstorm water.1.2 A complete metric companion to Specification C
4、 1504has been developedC 1504M; therefore, no metric equiva-lents are presented in this specification.NOTE 1This specification is primarily a manufacturing and purchas-ing specification. The successful performance of this product dependsupon the proper selection of the geometric section, bedding, ba
5、ckfill, andcare that the installation conforms to the construction specifications. Thepurchaser of the precast reinforced concrete three-sided structure specifiedherein is cautioned that he must properly correlate the loading conditionsand the field requirements with the geometric section specified
6、andprovide for inspection at the construction site.2. Referenced Documents2.1 ASTM Standards:2A 82/A 82M Specification for Steel Wire, Plain, for Con-crete ReinforcementA 185/A 185M Specification for Steel Welded Wire Rein-forcement, Plain, for ConcreteA 496/A 496M Specification for Steel Wire, Defo
7、rmed, forConcrete ReinforcementA 497/A 497M Specification for Steel Welded Wire Rein-forcement, Deformed, for ConcreteA 615/A 615M Specification for Deformed and PlainCarbon-Steel Bars for Concrete ReinforcementA 616/A 616M Specification for Rail-Steel Deformed andPlain Bars for Concrete Reinforceme
8、nt3A 617/A 617M Specification for Axle-Steel Deformed andPlain Bars for Concrete Reinforcement3A 706/A 706M Specification for Low-Alloy Steel De-formed and Plain Bars for Concrete ReinforcementC 31/C 31M Practice for Making and Curing Concrete TestSpecimens in the FieldC33 Specification for Concrete
9、 AggregatesC 39/C 39M Test Method for Compressive Strength of Cy-lindrical Concrete SpecimensC 150 Specification for Portland CementC 309 Specification for Liquid Membrane-Forming Com-pounds for Curing ConcreteC 494/C 494M Specification for Chemical Admixtures forConcreteC 497 Test Methods for Concr
10、ete Pipe, Manhole Sections,or TileC 595 Specification for Blended Hydraulic CementsC 618 Specification for Coal Fly Ash and Raw or CalcinedNatural Pozzolan for Use in ConcreteC 822 Terminology Relating to Concrete Pipe and RelatedProductsC 989 Specification for Ground Granulated Blast-FurnaceSlag fo
11、r Use in Concrete and MortarsC 1116 Specification for Fiber-Reinforced Concrete andShotcrete2.2 AASHTO Standard:Standard Specifications for Highway Bridges43. Terminology3.1 DefinitionsFor definitions of terms relating to geomet-ric sections, see Terminology C 822.1This specification is under the ju
12、risdiction of ASTM Committee C13 onConcrete Pipe and is the direct responsibility of Subcommittee C13.07 onAcceptance Specifications and Precast Concrete Box Sections.Current edition approved Oct. 1, 2004. Published November 2004. Originallyapproved in 2001. Last previous edition approved in 2003 as
13、 C 1504 03.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.3Withdrawn.4American Association of State Highway
14、and Transportation Officials(AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.4. Types4.1 Precast reinforced concrete three-sided structures manu-factured in accordance
15、with this specification shall be desig-nated by span, rise, and design earth cover.5. Basis of Acceptance5.1 Acceptability of the three-sided sections produced inaccordance with Section 7 shall be determined by the results ofthe concrete compressive strength tests described in Section10, by the mate
16、rial requirements described in Section 6, and byinspection of the finished three-sided sections.5.2 Three-sided sections shall be considered ready foracceptance when they conform to the requirements of thisspecification.6. Materials6.1 Reinforced ConcreteThe reinforced concrete shallconsist of cemen
17、titious materials, mineral aggregates andwater, in which steel has been embedded in such a manner thatthe steel and concrete act together.6.2 Cementitious Materials:6.2.1 CementCement shall conform to the requirementsfor portland cement of Specification C 150 or shall be portlandblast-furnace slag c
18、ement or portland-pozzolan cement con-forming to the requirements of Specification C 595, except thatthe pozzolan constituent in the Type IP portland pozzolancement shall be fly ash.6.2.2 Fly AshFly ash shall conform to the requirements ofSpecification C 618, Class F or Class C.6.2.3 Ground Granulat
19、ed Blast-Furnace Slag (GGBFS)GGBFS shall conform to the requirements of Grade 100 or 120of Specification C 989.6.2.4 Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials used in concreteshall be one of the following:(1) Portland cement only,(2) Portland blast-fur
20、nace slag cement only,(3) Slag modified portland cement only,(4) Portland pozzolan cement only,(5) A combination of portland cement and fly ash,(6) A combination of portland cement and ground granu-lated blast-furnace slag(7) A combination of Portland Cement, Ground GranulatedBlast Furnace Slag (not
21、 to exceed 25% of the total cementitiousweight), and Fly Ash (not to exceed 25% of the total cemen-titious weight).6.3 AggregatesAggregates shall conform to SpecificationC33, except that the requirements for gradation shall notapply.6.4 Admixtures and BlendsAdmixtures and blends may beused with the
22、approval of the purchaser.6.4.1 Air Entraining AdmixturesAir entraining will berequired on all products produced with positive slump, wet-cast concrete and shall conform to the requirements of Speci-fication C 494/C 494M.6.5 Steel ReinforcementReinforcement shall consist ofwelded wire reinforcement
23、conforming to SpecificationsA 185/A 185M or A 497/A 497M or deformed and plain steelbars for reinforced concrete conforming to SpecificationA 615/A 615M, Grade 60, A 616/A 616M,orA 617/A 617M.Longitudinal distribution reinforcement may consist of weldedwire reinforcement or deformed billet-steel bar
24、s conforming toSpecification A 615/A 615M, Grade 60.NOTE 2This specification does not address reinforcement with pre-stressing strand or any other form of pre-tensioning or post-tensioning.6.6 Synthetic FibersCollated fibrillated virgin polypropy-lene fibers may be used, at the manufacturers option,
25、 inthree-sided structures as a nonstructural manufacturing mate-rial. Only type III synthetic fibers designed and manufacturedspecifically for use in concrete and conforming to the require-ments of Specification C 1116 shall be accepted.7. Design7.1 Design CriteriaThe three-sided sections dimensions
26、and reinforcement details shall be as required by design, inaccordance with Section 17.8 of the AASHTO StandardSpecifications for Highway Bridges. The minimum concretecompressive strength shall be 5000 psi, and the minimum steelyield strength shall be 65 000 psi for welded-wire reinforce-ment and 60
27、 000 psi for deformed billet-steel bars.7.2 Placement of ReinforcementThe cover of concreteover the circumferential reinforcement shall be 1 in., subject tothe provisions of Section 11. The clear distance of the endcircumferential wires shall be not less than12 in. nor more than2 in. from the ends o
28、f each section. For three-sided sectionscovered by less than 2 ft of fill, minimum cover for thereinforcement in the top of the top slab shall be 2-in., subjectto the provisions of Section 11. Reinforcement shall beassembled utilizing any combination of single or multiplelayers of welded-wire reinfo
29、rcement, not to exceed three layersor utilizing single or multiple layers of deformed billet steelbars, not to exceed two layers. The welded-wire reinforcementon 7.3 shall be composed of circumferential and longitudinalwires meeting the spacing requirements of 7.3 and shallcontain sufficient longitu
30、dinal wires extending through thethree-sided section to maintain the shape and position ofreinforcement. Longitudinal distribution reinforcement may bewelded-wire reinforcement or deformed billet-steel bars andshall meet the spacing requirements of 7.3. The ends of thelongitudinal distribution reinf
31、orcement shall not be more than2 in. from the ends of a three-sided section. The exposure of theends of longitudinals, stirrups, and spacers used to position thereinforcement shall not be a cause for rejection.7.3 Laps, Welds, and SpacingSplices in the circumferen-tial reinforcement shall be made by
32、 lapping. For welded wirereinforcement, the overlap measured between the outermostlongitudinal wires of each reinforcement sheet or the outermostbars shall not be less than the spacing of the longitudinal wiresplus 2 in. but not less than 10 in. For splices of deformed billetsteel bars, the overlap
33、shall meet the requirements ofAASHTO. The outside circumferential reinforcement in thetop slab shall be continuous with or be lapped with the outsidecircumferential reinforcement in the sides. If welds are made towelded wire reinforcement circumferential reinforcement, theyshall be made only to sele
34、cted circumferential wires that arenot less than 18 in. apart along the longitudinal axis of theC150404e22three-sided section. When spacers are welded to circumferen-tial wires, they shall be welded only to these selected circum-ferential wires. There shall be no welding to other circumfer-ential wi
35、res. No welds shall be made to the insidecircumferential wires in the middle third of the top span. Nowelds shall be made to the outside circumferential wires in thetop span within one fourth of the span from the corners or inany location in either leg. Welding of deformed billet steel barcircumfere
36、ntial reinforcement is prohibited in all cases. Whendistribution reinforcement is to be fastened to a cage bywelding, it shall be welded only to longitudinal wires or barsand only near the ends of the three-sided section. The spacingcenter to center of the circumferential reinforcement shall notbe l
37、ess than 2 in. nor more than 4 in. for welded wirereinforcement or less than 2 in. nor more than 8 in. fordeformed billet steel bars. The spacing center to center of thelongitudinal reinforcement shall not be more than 8 in. forwelded wire reinforcement or more than 12 in. for deformedbillet steel b
38、ars. If welds are made to Grade 60 reinforcing bars,weldable bars conforming to Specification A 706/A 706Mshall be used.8. Joints8.1 The precast reinforced concrete three-sided structuresshall be produced with tongue and groove ends, flat butt endsor key-way ends. The ends shall be of such design an
39、d the endsof the three-sided sections so formed that each section can belaid together to make a continuous line of sections compatiblewith the permissible variations given in Section 11.9. Manufacture9.1 MixtureThe aggregates shall be sized, graded, propor-tioned, and mixed with such proportions of
40、cementitiousmaterials and water as will produce a homogeneous concretemixture of such quality that each section will conform to thetest and design requirements of this specification. All concreteshall have a water-cementitious materials ratio not exceeding0.53 by weights. Cementitious materials shal
41、l be as specified in6.2 and shall be added to the mix in a proportion not less than470 lb/yd3unless mix designs with a lower cementitiousmaterials content demonstrate that the quality and performanceof the three-sided sections meet the requirements of thisspecification.9.2 CuringThe three-sided sect
42、ions shall be cured for asufficient length of time so that the concrete will develop therequired compressive strength by the time of delivery. Any oneof the following methods of curing or combinations thereofmay be used:9.2.1 Steam CuringThe three-sided section may be lowpressure, steam-cured by a s
43、ystem that will maintain a moistatmosphere.9.2.2 Water CuringThe three-sided section may be water-cured by any method that will keep the sections moist.9.2.3 Membrane CuringA sealing membrane conformingto the requirements of Specification C 309 may be applied andshall be left intact until the requir
44、ed concrete compressivestrength is attained. The concrete temperature at the time ofapplication shall be within 10F of the atmospheric tempera-ture. All surfaces shall be kept moist prior to the application ofthe compounds and shall be damp when the compound isapplied.9.3 FormsThe forms used in manu
45、facture shall be suffi-ciently rigid and accurate to maintain the three-sided sectiondimensions within the permissible variations given in Section11. All casting surfaces shall be smooth nonporous material.9.4 HandlingHandling devices or holes shall be permittedin each three-sided section for the pu
46、rpose of handling andlaying.10. Physical Requirements10.1 Type of Test SpecimenCompression tests for deter-mining concrete compressive strength may be made on eitherstandard rodded concrete cylinders or concrete cylinders com-pacted and cured in like manner as the structure compacted andcured in lik
47、e manner as the three-sided section, or on coresdrilled from the three-sided section.10.2 Compression Testing of Cylinders:10.2.1 Cylinders shall be obtained and tested for compres-sive strength in accordance with the provisions of PracticeC 31/C 31M and Test Method C 39/C 39M, except that thecylind
48、ers may be prepared by methods comparable to thoseused to consolidate and cure the concrete in the actualthree-sided section manufactured. Cylindrical specimens ofsizes other than 6 by 12 in. may be used provided all otherrequirements of Practice C 31/C 31M are met. If the concrete isof a consistenc
49、y too stiff for compaction by rodding or internalvibration, the alternate method described in Section II of TestMethods C 497 may be used. Cylinders shall be exposed to thesame curing conditions as the manufactured three-sided sec-tions and shall remain with the sections until tested.10.2.2 Prepare no fewer than three test cylinders from eachdays production of the lot of three-sided sections.10.2.3 Acceptability on the Basis of Cylinder Test Results:10.2.3.1 When the average compressive strength of allcylinders tested is equal to or greater than the des
