1、Designation: C1433 13C1433 13aStandard 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 prima
4、rily 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 insta
5、llation 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 construction
6、 site, are required.2. Referenced Documents2.1 ASTM Standards:2A82/A82M 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/A4
7、97M 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 Curing Concrete Test Specimens in the FieldC33 Specification for Concrete AggregatesC39/C39M Test
8、Method for Compressive Strength of Cylindrical Concrete SpecimensC150 Specification for Portland CementC309 Specification for Liquid Membrane-Forming Compounds for Curing ConcreteC497 Test Methods for Concrete Pipe, Manhole Sections, or TileC595 Specification for Blended Hydraulic CementsC618 Specif
9、ication 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 Precast Box Sections Using Preformed Flexible Joint SealantsC989 Specification for Slag Cemen
10、t 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 Concrete Box, Using Rubber Gaskets2.2 AASHTO Standard:3Standard Specifications for Highway Bridg
11、es3. 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 responsibility of Subcommittee C13.07 on AcceptanceSpecifications and Precast Concrete Box Se
12、ctions.Current edition approved Feb. 15, 2013April 1, 2013. Published March 2013April 2013. Originally approved in 1999. Last previous edition approved in 20102013 asC1433 10.C1433 13. DOI: 10.1520/C1433-13.10.1520/C1433-13A.2 For referencedASTM standards, visit theASTM website, www.astm.org, or con
13、tactASTM 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 Highway and Transportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washing
14、ton, 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 technically possible to adequately depict all changes accurately, ASTM recommends that users con
15、sult 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 C700, West Conshohocken, PA 19428-2959. United States14. Types4.1 Precast reinforced con
16、crete 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 Acceptance5.1 Acceptability of the box sections produced in accordance with Section 7 shal
17、l 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 sections shall be considered ready for acceptance when they conform to the requirements of this
18、 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 concrete act together.6.2 Cementitious Materials:6.2.1 CementCement shall conform to the
19、 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 constituent in the Type IP portland-pozzolan cement shall be fly ash.6.2.2 Fly AshFly ash sh
20、all 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 Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials
21、 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,6.2.4.5 A combination of portland cement and fly ash.6.2.4.6 A combination of portland cement a
22、nd 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 total cementitious weight).6.3 AggregatesAggregates shall conform to Specification C33,
23、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 consist of welded wire reinforcement conforming to Specifications A185/A185Mor A497/A497
24、M. Circumferential reinforcement areas in Tables 1 and 2 are based solely on the use of welded wire reinforcement,refer to 11.6 if alternate steel designs utilizing steel bars, Grade 60, in conjunction with or in lieu of welded wire reinforcementare to be submitted for the owners approval. Longitudi
25、nal distribution reinforcement shall be allowed to consist of welded wirereinforcement or deformed billet-steel bars conforming to Specification A615/A615M, Grade 60.6.6 Synthetic FibersThe manufacturer is not prohibited from using collated fibrillated virgin polypropylene fibers in precastbox culve
26、rts as a nonstructural manufacturing material. Only Type III synthetic fibers designed and manufactured specifically foruse in concrete and conforming to the requirements of Specification C1116 shall be accepted.7. Design7.1 Design TablesThe box section dimensions, compressive strength of the concre
27、te, 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 combinedearth dead load andAASHTO HS20 live load conditions. Table 2 sections are designed for combined earth dead load and interstateli
28、ve load conditions when the interstate live loading exceeds the HS20 live loading. Criteria used to develop Tables 1 and 2aregiven in Appendix X1.NOTE 2The tabular designs in this specification were prepared according to AASHTO Standard Specifications for Highway Bridges, 1997 Edition.7.2 Modified a
29、nd Special Designs for Monolithic StructuresThe manufacturer shall request approval by the purchaser ofmodified designs that differ from the designs in Section 7.1; or special designs for sizes and loads other than those shown in Tables1 and 2. When spans are required that exceed those prescribed in
30、 Table 1 or Table 2, the design shall be based on the criteria givenin Appendix X1. In addition, the span shall be designed to have adequate stiffness to limit deflection as given in Section 8.9 ofAASHTO Standard Specification for Highway Bridges (latest edition).NOTE 3Construction procedures, such
31、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 design. These construction and surcharge loads are approved as long as the final steel areas in the box arelarger than those the box will experi
32、ence in the final installation condition. The design engineer should take into consideration the potential for higherC1433 13a2loads induced by construction procedures in determining the final design of the box structure.7.3 Placement of ReinforcementThe cover of concrete over the circumferential re
33、inforcement shall be 1 in., subject to theprovisions of Section 11. The inside circumferential reinforcement shall extend into the tongue portion of the joint and the outsidecircumferential reinforcement shall extend into the groove portion of the joint. The clear distance of the end circumferential
34、 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 or multiple layers of welded-wire reinforcement. Multiple layers shall not be separated by more than thethickness of one longitudinal wire plu
35、s 14 in. The multiple layers shall be fastened together to form a single cage. All otherspecification requirements such as laps, welds, and tolerances of placement in the wall of the box section shall apply to this methodof fabricating a reinforcement cage. A common reinforcement unit may be utilize
36、d for both As2 or (or As3) and As4, and also forFIG. 1 Typical Box SectionsFIG. 2 Section A-A Top and Bottom Slab Joint ReinforcementFIG. 3 Detail Inner ReinforcementC1433 13a3both As7 (or As8) and As1, with the largest area requirement governing, bending the reinforcement at the corners and waiving
37、 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, the slab or wall requiring the larger steel area shall have this additional circumferential steel extending forthe full length of the slab or w
38、all. The welded-wire reinforcement shall be composed of circumferential and longitudinal wiresmeeting the spacing requirements of 7.4 and shall contain sufficient longitudinal wires extending through the box section tomaintain the shape and position of reinforcement. Longitudinal distribution reinfo
39、rcement may be welded-wire reinforcement ordeformed billet-steel bars and shall meet the spacing requirements of 7.4. The ends of the longitudinal distribution reinforcementshall not be more than 2 in. from the ends of the box section. The exposure of the ends of longitudinals, stirrups, and spacers
40、 usedto position the reinforcement shall not be a cause for rejection.7.4 Laps, Welds, and SpacingSplices in the circumferential reinforcement shall be made by lapping. The overlap measuredbetween the outermost longitudinal wires of each reinforcement sheet shall not be less than the spacing of the
41、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 connection. When used,As7 andAs8 shall be lapped withAs1 as shown in Fig. 5 or Fig. 6 (see also Fig. 7 and Fig. 8). If weldsare made to circumf
42、erential reinforcement, they shall be made only to selected circumferential wires that are not less than 18 in.apart along the longitudinal axis of the box section. Also, when spacers are welded to circumferential wires, they shall be weldedonly to these selected circumferential wires. There shall b
43、e no welding to other circumferential wires, except it is not prohibitedfor As4 to be lapped and welded at any location or connected by welding at the corners to As2 and As3. No welds shall be madeto As2 or As3 circumferential wires in the middle third of the span. (See Fig. 9 for welding restrictio
44、ns.) 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 section. 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 o
45、f the longitudinal wires shall not be more than 8 in.FIG. 4 Detail Option (see Fig. 3)FIG. 5 Detailed Reinforcement ArrangementC1433 13a48. Joints8.1 The precast reinforced concrete box sections shall be produced with tongue and groove ends. The ends shall be of suchdesign and the ends of the box se
46、ctions so formed that the sections can be laid together to make a continuous line of box sectionscompatible with the permissible variations given in Section 11.8.2 Joints shall conform to the requirements of either Specification C990 or Specification C1677. For joints conforming toSpecification C167
47、7, the elastomeric (gasket) material shall conform to Specification C1619 Class C requirements. Gaskets whichrequire oil resistant properties shall meet Class D requirements.FIG. 6 Detail OptionFIG. 7 Alternate DetailFIG. 8 Alternate DetailC1433 13a58.3 Outer cage circumferential reinforcement as sh
48、own 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 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.
49、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 as specified in 6.2 and shall be added to the mix in a proportion not less than 470 lb/yd3 unlessmix designs with a lower cementitious materials
