1、Designation: C1433 13aC1433 13bStandard Specification forPrecast Reinforced Concrete Monolithic Box Sections forCulverts, Storm Drains, and Sewers1This standard is issued under the fixed designation C1433; 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 () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This specification covers single-cell precast reinforced concrete box sections cast
3、 monolithically and intended to be used forthe construction of culverts and for the conveyance of storm water industrial wastes and sewage.1.2 This specification is the companion to SI Specification C1433M; therefore, no SI equivalents are shown in this specification.NOTE 1This specification is prim
4、arily a manufacturing and purchasing specification. However, standard designs are included and the criteria usedto develop these designs are given in Appendix X1. The successful performance of this product depends upon the proper selection of the box section,bedding, backfill, and care that the inst
5、allation conforms to the construction specifications. The purchaser of the precast reinforced concrete box sectionsspecified herein is cautioned that proper correlation of the loading conditions and the field requirements with the box section specified, and provision forinspection at the constructio
6、n site, are required.2. Referenced Documents2.1 ASTM Standards:2A82/A82MA1064/A1064M Specification for Steel Wire, Plain, for Concrete ReinforcementCarbon-Steel Wire and Welded WireReinforcement, Plain and Deformed, for ConcreteA185/A185M Specification for Steel Welded Wire Reinforcement, Plain, for
7、 ConcreteA496/A496M Specification for Steel Wire, Deformed, for Concrete ReinforcementA497/A497M Specification for Steel Welded Wire Reinforcement, Deformed, for ConcreteA615/A615M Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementC31/C31M Practice for Making and Curin
8、g Concrete Test Specimens in the FieldC33 Specification for Concrete AggregatesC39/C39M Test Method for Compressive Strength of Cylindrical Concrete SpecimensC150 Specification for Portland CementC309 Specification for Liquid Membrane-Forming Compounds for Curing ConcreteC497 Test Methods for Concre
9、te Pipe, Manhole Sections, or TileC595 Specification for Blended Hydraulic CementsC618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in ConcreteC822 Terminology Relating to Concrete Pipe and Related ProductsC990 Specification for Joints for Concrete Pipe, Manholes, and
10、Precast Box Sections Using Preformed Flexible Joint SealantsC989 Specification for Slag Cement for Use in Concrete and MortarsC1116 Specification for Fiber-Reinforced Concrete and ShotcreteC1619 Specification for Elastomeric Seals for Joining Concrete StructuresC1677 Specification for Joints for Con
11、crete Box, Using Rubber Gaskets2.2 AASHTO Standard:3Standard Specifications for Highway Bridges3. Terminology3.1 DefinitionsFor definitions of terms relating to concrete pipe, see Terminology C822.1 This specification is under the jurisdiction of ASTM Committee C13 on Concrete Pipeand is the direct
12、responsibility of Subcommittee C13.07 on AcceptanceSpecifications and Precast Concrete Box Sections.Current edition approved April 1, 2013July 1, 2013. Published April 2013July 2013. Originally approved in 1999. Last previous edition approved in 2013 asC1433 13.C1433 13a. DOI: 10.1520/C1433-13A.10.1
13、520/C1433-13B.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 Document Summary page on the ASTM website.3 Available from American Association of State
14、Highway and Transportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.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 may not be technic
15、ally 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 Harbor Drive, PO Box
16、 C700, West Conshohocken, PA 19428-2959. United States14. Types4.1 Precast reinforced concrete box sections manufactured in accordance with this specification shall be one of two typesidentified in Table 1 and Table 2, and shall be designated by type, span, rise, and design earth cover.5. Basis of A
17、cceptance5.1 Acceptability of the box sections produced in accordance with Section 7 shall be determined by the results of the concretecompressive strength tests described in Section 10, by the material requirements described in Section 6, and by inspection of thefinished box sections.5.2 Box sectio
18、ns shall be considered ready for acceptance when they conform to the requirements of this specification.6. Material6.1 Reinforced ConcreteThe reinforced concrete shall consist of cementitious materials, mineral aggregates and water, inwhich steel has been embedded in such a manner that the steel and
19、 concrete act together.6.2 Cementitious Materials:6.2.1 CementCement shall conform to the requirements for portland cement of Specification C150 or shall be portlandblast-furnace slag cement or portland-pozzolan cement conforming to the requirements of Specification C595, except that thepozzolan con
20、stituent 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, Class 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
21、Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials used in concrete shall beone of the following:6.2.4.1 Portland cement only,6.2.4.2 Portland blast furnace slag cement only,6.2.4.3 Slag modified portland cement only,6.2.4.4 Portland pozzolan cement only,6.2.4.
22、5 A combination of portland cement and fly ash.6.2.4.6 A combination of portland cement and ground granulated blast-furnace slag,6.2.4.7 A combination of portland cement, ground granulated blast-furnace slag (not to exceed 25 % of the total cementitiousweight), and fly ash (not to exceed 25 % of the
23、 total cementitious weight).6.3 AggregatesAggregates shall conform to Specification C33, except that the requirements for gradation shall not apply.6.4 Admixtures and BlendsAdmixtures and blends shall be allowed to be used with the approval of the purchaser.6.5 Steel ReinforcementReinforcement shall
24、 consist of welded wire reinforcement conforming to SpecificationsSpecificationA185/A185MA1064/A1064M or A497/A497M. Circumferential reinforcement areas in Tables 1 and 2 are based solely on the useof welded wire reinforcement, refer to 11.6 if alternate steel designs utilizing steel bars, Grade 60,
25、 in conjunction with or in lieuof welded wire reinforcement are to be submitted for the owners approval. Longitudinal distribution reinforcement shall beallowed to consist of welded wire reinforcement or deformed billet-steel bars conforming to Specification A615/A615M, Grade60.6.6 Synthetic FibersS
26、ynthetic FibersThe manufacturer is not prohibited from using collated fibrillated virgin polypropylenefibers in precast box culverts as a nonstructural manufacturing material. Only Type III synthetic fibers designed and manufacturedspecifically for use in concrete and conforming to the requirements
27、of Specification C1116 shall be accepted.7. Design7.1 Design TablesThe box section dimensions, compressive strength of the concrete, and reinforcement details shall be asprescribed in Table 1 or Table 2 and Figs. 1-4, subject to the provisions of Section 11. Table 1 sections are designed for combine
28、dearth dead load andAASHTO HS20 live load conditions. Table 2 sections are designed for combined earth dead load and interstatelive load conditions when the interstate live loading exceeds the HS20 live loading. Criteria used to develop Tables 1 and 2 aregiven in Appendix X1.NOTE 2The tabular design
29、s in this specification were prepared according to AASHTO Standard Specifications for Highway Bridges, 1997 Edition.7.2 Modified and Special Designs for Monolithic StructuresThe manufacturer shall request approval by the purchaser ofmodified designs that differ from the designs in Section 7.1; or sp
30、ecial designs for sizes and loads other than those shown in Tables1 and 2. When spans are required that exceed those prescribed in Table 1 or Table 2, the design shall be based on the criteria givenin Appendix X1Appendix X1. . In addition, the span shall be designed to have adequate stiffness to lim
31、it deflection as given inSection 8.9 of AASHTO Standard Specification for Highway Bridges (latest edition).NOTE 3Construction procedures, such as heavy equipment movement or stockpiling of material over or adjacent to a box structure, can induce higherloads than those used for the structures final d
32、esign. These construction and surcharge loads are approved as long as the final steel areas in the box areC1433 13b2larger than those the box will experience in the final installation condition. The design engineer should take into consideration the potential for higherloads induced by construction
33、procedures in determining the final design of the box structure.7.3 Placement of ReinforcementThe cover of concrete over the circumferential reinforcement shall be 1 in., subject to theprovisions of Section 11. The inside circumferential reinforcement shall extend into the tongue portion of the join
34、t and the outsidecircumferential reinforcement shall extend into the groove portion of the joint. The clear distance of the end circumferential wiresshall be not less than 12 in. nor more than 2 in. from the ends of the box section. Reinforcement shall be assembled utilizing anycombination of single
35、 or multiple layers of welded-wire reinforcement. Multiple layers shall not be separated by more than thethickness of one longitudinal wire plus 14 in. The multiple layers shall be fastened together to form a single cage. All otherspecification requirements such as laps, welds, and tolerances of pla
36、cement in the wall of the box section shall apply to this methodFIG. 1 Typical Box SectionsFIG. 2 Section A-A Top and Bottom Slab Joint ReinforcementFIG. 3 Detail Inner ReinforcementC1433 13b3of fabricating a reinforcement cage. A common reinforcement unit may be utilized for both As2 or (or As3) an
37、d As4, and also forboth As7 (or As8) and As1, with the largest area requirement governing, bending the reinforcement at the corners and waiving theextension requirements of Fig. 3 (see Fig. 4). When a single cage of multiple circumferential steel areas is used for As2 (or As3)and As4 reinforcement,
38、the slab or wall requiring the larger steel area shall have this additional circumferential steel extending forthe full length of the slab or wall. The welded-wire reinforcement shall be composed of circumferential and longitudinal wiresmeeting the spacing requirements of 7.4 and shall contain suffi
39、cient longitudinal wires extending through the box section tomaintain the shape and position of reinforcement. Longitudinal distribution reinforcement may be welded-wire reinforcement ordeformed billet-steel bars and shall meet the spacing requirements of 7.4. The ends of the longitudinal distributi
40、on reinforcementshall not be more than 2 in. from the ends of the box section. The exposure of the ends of longitudinals, stirrups, and spacers usedto position the reinforcement shall not be a cause for rejection.7.4 Laps, Welds, and SpacingSplices in the circumferential reinforcement shall be made
41、by lapping. The overlap measuredbetween the outermost longitudinal wires of each reinforcement sheet shall not be less than the spacing of the longitudinal wiresplus 2 in. but not less than 10 in. If As1 is extended to the middle of either slab and connected, welded splices are not prohibitedin the
42、connection. When used, As7 and As8 shall be lapped with As1 as shown in Fig. 5 or Fig. 6 (see also Fig. 7 and Fig. 8). Ifwelds are made to circumferential reinforcement, they shall be made only to selected circumferential wires that are not less than18 in. apart along the longitudinal axis of the bo
43、x section. Also, 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, except it is notprohibited for As4 to be lapped and welded at any location or connected by welding at the cor
44、ners to As2 and As3. No welds shallbe made toAs2 orAs3 circumferential wires in the middle third of the span. (See Fig. 9 for welding restrictions.) When distributionreinforcement is to be fastened to a cage by welding, it shall be welded only to longitudinal wires and only near the ends of thebox s
45、ection. The spacing center to center of the circumferential wires shall not be less than 2 in. nor more than 4 in. The spacingcenter to center of the longitudinal wires shall not be more than 8 in.FIG. 4 Detail Option (see Fig. 3)FIG. 5 Detailed Reinforcement ArrangementC1433 13b48. Joints8.1 The pr
46、ecast reinforced concrete box sections shall be produced with tongue and groove ends. The ends shall be of suchdesign and the ends of the box sections so formed that the sections can be laid together to make a continuous line of box sectionscompatible with the permissible variations given in Section
47、 11.8.2 Joints shall conform to the requirements of either Specification C990 or Specification C1677. For joints conforming toSpecification C1677, the elastomeric (gasket) material shall conform to Specification C1619 Class C requirements. Gaskets whichrequire oil resistant properties shall meet Cla
48、ss D requirements.FIG. 6 Detail OptionFIG. 7 Alternate DetailFIG. 8 Alternate DetailC1433 13b58.3 Outer cage circumferential reinforcement as shown in Figs. 1 and 2 shall be placed in the top and bottom slabs at the grooveportion of the joint whenAs1 is not continuous over the span. The minimum area
49、 of such reinforcement in square inches per linearfoot of box section length shall be the same as the areas specified for As4 in Tables 1 and 2.9. Manufacture9.1 MixtureThe aggregates shall be sized, graded, proportioned, and mixed with such proportions of cementitious materialsand water as will produce a thoroughly-mixed concrete of such quality that the pipe will conform to the test and designrequirements of this specification. All concrete shall have a water-cementitious materials ratio not exceeding 0.53 by weight.Cementitious materials shall be
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