ASTM C1504-2013 Standard Specification for Manufacture of Precast Reinforced Concrete Three-Sided Structures for Culverts and Storm Drains《涵洞、雨水管和下水道用预制钢筋混凝土三边结构制造的标准规范》.pdf

《ASTM C1504-2013 Standard Specification for Manufacture of Precast Reinforced Concrete Three-Sided Structures for Culverts and Storm Drains《涵洞、雨水管和下水道用预制钢筋混凝土三边结构制造的标准规范》.pdf》由会员分享，可在线阅读，更多相关《ASTM C1504-2013 Standard Specification for Manufacture of Precast Reinforced Concrete Three-Sided Structures for Culverts and Storm Drains《涵洞、雨水管和下水道用预制钢筋混凝土三边结构制造的标准规范》.pdf（5页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: C1504 04 (Reapproved 2010)C1504 13Standard Specification forManufacture of Precast Reinforced Concrete Three-SidedStructures for Culverts and Storm Drains1This standard is issued under the fixed designation C1504; the number immediately following the designation indicates the year ofori

2、ginal adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This specification covers single-cell precast conventionally r

3、einforced concrete three-sided structures intended to be usedfor the construction of culverts and for the conveyance of storm water.1.2 A complete metric companion to Specification C1504 has been developedC1504M; therefore, no metric equivalents arepresented in this specification.NOTE 1This specific

4、ation is primarily a manufacturing and purchasing specification. The successful performance of this product depends upon theproper selection of the geometric section, bedding, backfill, and care that the installation conforms to the construction specifications. The purchaser ofthe precast reinforced

5、 concrete three-sided structure specified herein is cautioned that he must properly correlate the loading conditions and the fieldrequirements with the geometric section specified and provide for inspection at the construction site.1.3 The values stated in either SI units or inch-pound units are to

6、be regarded separately as standard. The values stated in eachsystem may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from thetwo systems may result in non-conformance with the standard.2. Referenced Documents2.1 ASTM Standards:2A82/A82M

7、Specification for Steel Wire, Plain, for Concrete ReinforcementA185/A185M Specification for Steel Welded Wire Reinforcement, Plain, for ConcreteA496/A496M Specification for Steel Wire, Deformed, for Concrete ReinforcementA497/A497M Specification for Steel Welded Wire Reinforcement, Deformed, for Con

8、creteA615/A615M Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementA616/A616M Specification for Rail-Steel Deformed and Plain Bars for Concrete Reinforcement (Withdrawn 1999)3A617/A617M Specification for Axle-Steel Deformed and Plain Bars for Concrete Reinforcement (Wit

9、hdrawn 1999)3A706/A706M Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete ReinforcementC31/C31M Practice for Making and Curing Concrete Test Specimens in the FieldC33 Specification for Concrete AggregatesC39/C39M Test Method for Compressive Strength of Cylindrical Concrete Speci

10、mensC150 Specification for Portland CementC309 Specification for Liquid Membrane-Forming Compounds for Curing ConcreteC494/C494M Specification for Chemical Admixtures for ConcreteC497 Test Methods for Concrete Pipe, Manhole Sections, or TileC595 Specification for Blended Hydraulic CementsC618 Specif

11、ication for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in ConcreteC822 Terminology Relating to Concrete Pipe and Related ProductsC989 Specification for Slag Cement for Use in Concrete and MortarsC1116 Specification for Fiber-Reinforced Concrete and Shotcrete1 This specification is und

12、er the jurisdiction of ASTM Committee C13 on Concrete Pipe and is the direct responsibility of Subcommittee C13.07 on AcceptanceSpecifications and Precast Concrete Box Sections.Current edition approved July 1, 2010Feb. 15, 2013. Published August 2010March 2013. Originally approved in 2001. Last prev

13、ious edition approved in 20042010 asC1504 04 (2010).2. DOI: 10.1520/C1504-04R10.10.1520/C1504-13.2 For referencedASTM standards, visit theASTM website, www.astm.org, or contactASTM Customer Service at serviceastm.org. For Annual Book of ASTM Standardsvolume information, refer to the standards Docume

14、nt Summary page on the ASTM website.3 The last approved version of this historical standard is referenced on www.astm.org.This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Becauseit

15、 may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current versionof the standard as published by ASTM is to be considered the official document.Copyright ASTM International, 100 Barr H

16、arbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States12.2 AASHTO Standard:Standard Specifications for Highway Bridges43. Terminology3.1 DefinitionsFor definitions of terms relating to geometric sections, see Terminology C822.4. Types4.1 Precast reinforced concrete three-sided str

17、uctures manufactured in accordance with this specification shall be designated byspan, rise, and design earth cover.5. Basis of Acceptance5.1 Acceptability of the three-sided sections produced in accordance with Section 7 shall be determined by the results of theconcrete compressive strength tests d

18、escribed in Section 10, by the material requirements described in Section 6, and by inspectionof the finished three-sided sections.5.2 Three-sided sections shall be considered ready for acceptance when they conform to the requirements of this specification.6. Materials6.1 Reinforced ConcreteThe rein

19、forced concrete shall consist of cementitious materials, mineral aggregates and water, inwhich steel has been embedded in such a manner that the steel and concrete act together.6.2 Cementitious Materials:6.2.1 CementCement shall conform to the requirements for portland cement of Specification C150 o

20、r shall be portlandblast-furnace slag cement or portland-pozzolan cement conforming to the requirements of Specification C595, except that thepozzolan constituent in the Type IP portland pozzolan cement shall be fly ash.6.2.2 Fly AshFly ash shall conform to the requirements of Specification C618, Cl

21、ass F or Class C.6.2.3 Ground Granulated Blast-Furnace Slag (GGBFS)GGBFS shall conform to the requirements of Grade 100 or 120 ofSpecification C989.6.2.4 Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials used in concrete shall beone of the following:(1) Portla

22、nd cement only,(2) Portland blast-furnace 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 granulated blast-furnace slag(7) A combination of Portland Cement, Grou

23、nd Granulated Blast Furnace Slag (not to exceed 25% of the total cementitiousweight), and Fly Ash (not to exceed 25% of the total cementitious weight).6.3 AggregatesAggregates shall conform to Specification C33, except that the requirements for gradation shall not apply.6.4 Admixtures and BlendsAdmi

24、xtures and blends may be used with the approval of the purchaser.6.4.1 Air Entraining AdmixturesAir entraining will be required on all products produced with positive slump, wet-castconcrete and shall conform to the requirements of Specification C494/C494M.6.5 Steel ReinforcementReinforcement shall

25、consist of welded wire reinforcement conforming to Specifications A185/A185Mor A497/A497M or deformed and plain steel bars for reinforced concrete conforming to Specification A615/A615M, Grade 60,A616/A616M, or A617/A617M. Longitudinal distribution reinforcement may consist of welded wire reinforcem

26、ent or deformedbillet-steel bars conforming to Specification A615/A615M, Grade 60.NOTE 2This specification does not address reinforcement with prestressing strand or any other form of pre-tensioning or post-tensioning.6.6 Synthetic FibersCollated fibrillated virgin polypropylene fibers may be used,

27、at the manufacturers option, in three-sidedstructures as a nonstructural manufacturing material. Only type III synthetic fibers designed and manufactured specifically for usein concrete and conforming to the requirements of Specification C1116 shall be accepted.7. Design7.1 Design CriteriaThe three-

28、sided sections dimensions and reinforcement details shall be as required by design, inaccordance with Section 17.8 of the AASHTO Standard Specifications for Highway Bridges. The minimum concrete compressivestrength shall be 5000 psi, and the minimum steel yield strength shall be 65 000 psi for welde

29、d-wire reinforcement and 60 000psi for deformed billet-steel bars.4 American Association of State Highway and Transportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.C1504 1327.2 Placement of ReinforcementThe cover of concrete over the circumferential reinforcement

30、 shall be 1 in., subject to theprovisions of Section 11. The clear distance of the end circumferential wires shall be not less than 12 in. nor more than 2 in. fromthe ends of each section. For three-sided sections covered by less than 2 ft of fill, minimum cover for the reinforcement in the topof th

31、e top slab shall be 2-in., subject to the provisions of Section 11. Reinforcement shall be assembled utilizing any combinationof single or multiple layers of welded-wire reinforcement, not to exceed three layers or utilizing single or multiple layers ofdeformed billet steel bars, not to exceed two l

32、ayers. The welded-wire reinforcement on 7.3 shall be composed of circumferentialand longitudinal wires meeting the spacing requirements of 7.3 and shall contain sufficient longitudinal wires extending throughthe three-sided section to maintain the shape and position of reinforcement. Longitudinal di

33、stribution reinforcement may bewelded-wire reinforcement or deformed billet-steel bars and shall meet the spacing requirements of 7.3. The ends of thelongitudinal distribution reinforcement shall not be more than 2 in. from the ends of a three-sided section. The exposure of the endsof longitudinals,

34、 stirrups, and spacers used to position the reinforcement shall not be a cause for rejection.7.3 Laps, Welds, and SpacingSplices in the circumferential reinforcement shall be made by lapping. For welded wirereinforcement, the overlap measured between the outermost longitudinal wires of each reinforc

35、ement sheet or the outermost barsshall not be less than the spacing of the longitudinal wires plus 2 in. but not less than 10 in. For splices of deformed billet steelbars, the overlap shall meet the requirements of AASHTO. The outside circumferential reinforcement in the top slab shall becontinuous

36、with or be lapped with the outside circumferential reinforcement in the sides. If welds are made to welded wirereinforcement circumferential reinforcement, they shall be made only to selected circumferential wires that are not less than 18in. apart along the longitudinal axis of the three-sided sect

37、ion. When spacers are welded to circumferential wires, they shall bewelded only to these selected circumferential wires. There shall be no welding to other circumferential wires. No welds shall bemade to the inside circumferential wires in the middle third of the top span. No welds shall be made to

38、the outside circumferentialwires in the top span within one fourth of the span from the corners or in any location in either leg. Welding of deformed billetsteel bar circumferential reinforcement is prohibited in all cases. When distribution reinforcement is to be fastened to a cage bywelding, it sh

39、all be welded only to longitudinal wires or bars and only near the ends of the three-sided section. The spacing centerto center of the circumferential reinforcement shall not be less than 2 in. nor more than 4 in. for welded wire reinforcement or lessthan 2 in. nor more than 8 in. for deformed bille

40、t steel bars. The spacing center to center of the longitudinal reinforcement shallnot be more than 8 in. for welded wire reinforcement or more than 12 in. for deformed billet steel bars. If welds are made to Grade60 reinforcing bars, weldable bars conforming to Specification A706/A706M shall be used

41、.8. Joints8.1 The precast reinforced concrete three-sided structures shall be produced with tongue and groove ends, flat butt ends orkey-way ends. The ends shall be of such design and the ends of the three-sided sections so formed that each section can be laidtogether to make a continuous line of se

42、ctions compatible with the permissible variations given in Section 11.9. Manufacture9.1 MixtureThe aggregates shall be sized, graded, proportioned, and mixed with such proportions of cementitious materialsand water as will produce a homogeneousthoroughly-mixed concrete mixture of such quality that e

43、ach section will conform to thetest and design requirements of this specification. All concrete shall have a water-cementitious materials ratio not exceeding 0.53by weights. Cementitious materials shall be as specified in 6.2 and shall be added to the mix in a proportion not less than 470 lb/yd3unle

44、ss mix designs with a lower cementitious materials content demonstrate that the quality and performance of the three-sidedsections meet the requirements of this specification.9.2 CuringThe three-sided sections shall be cured for a sufficient length of time so that the concrete will develop the requi

45、redcompressive strength by the time of delivery. Any one of the following methods of curing or combinations thereof may be used:9.2.1 Steam CuringThe three-sided section may be low pressure, steam-cured by a system that will maintain a moistatmosphere.9.2.2 Water CuringThe three-sided section may be

46、 water-cured by any method that will keep the sections moist.9.2.3 Membrane CuringA sealing membrane conforming to the requirements of Specification C309 may be applied and shallbe left intact until the required concrete compressive strength is attained. The concrete temperature at the time of appli

47、cation shallbe within 10F of the atmospheric temperature.All surfaces shall be kept moist prior to the application of the compounds and shallbe damp when the compound is applied.9.3 FormsThe forms used in manufacture shall be sufficiently rigid and accurate to maintain the three-sided sectiondimensi

48、ons within the permissible variations given in Section 11. All casting surfaces shall be smooth nonporous material.9.4 HandlingHandling devices or holes shall be permitted in each three-sided section for the purpose of handling and laying.10. Physical Requirements10.1 Type of Test SpecimenCompressio

49、n tests for determining concrete compressive strength may be made on either standardrodded concrete cylinders or concrete cylinders compacted and cured in like manner as the structure compacted and cured in likemanner as the three-sided section, or on cores drilled from the three-sided section.C1504 13310.2 Compression Testing of Cylinders:10.2.1 Cylinders shall be obtained and tested for compressive strength in accordance with the provisions of Practice C31/C31Mand Test Method C39/C39M, except that the cylinders may be prepared by methods comparabl