1、Designation: C 1433 08Standard Specification forPrecast Reinforced Concrete Monolithic Box Sections forCulverts, Storm Drains, and Sewers1This standard is issued under the fixed designation C 1433; the number immediately following the designation indicates the year oforiginal adoption or, in the cas
2、e 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 reinforcedconcrete box sections cast monolith
3、ically and intended to beused for the construction of culverts and for the conveyance ofstorm water industrial wastes and sewage.1.2 This specification is the companion to SI SpecificationC 1433M; therefore, no SI equivalents are shown in thisspecification.NOTE 1This specification is primarily a man
4、ufacturing and purchas-ing specification. However, standard designs are included and the criteriaused to develop these designs are given in Appendix X1. The successfulperformance of this product depends upon the proper selection of the boxsection, bedding, backfill, and care that the installation co
5、nforms to theconstruction specifications. The purchaser of the precast reinforcedconcrete box sections specified herein is cautioned that proper correlationof the loading conditions and the field requirements with the box sectionspecified, and provision for inspection at the construction site, arere
6、quired.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, Deformed, forConcrete ReinforcementA 497/A 497M
7、Specification for Steel Welded Wire Rein-forcement, Deformed, for ConcreteA 615/A 615M Specification for Deformed and PlainCarbon-Steel Bars for Concrete ReinforcementC 31/C 31M Practice for Making and Curing Concrete TestSpecimens in the FieldC33 Specification for Concrete AggregatesC 39/C 39M Test
8、 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 497 Test Methods for Concrete Pipe, Manhole Sections,or TileC 595 Specification for Blended Hydraulic CementsC 618
9、 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 for Use in Concrete and MortarsC 1116 Specification for Fiber-Reinforced Concrete andShotc
10、rete2.2 AASHTO Standard:3Standard Specifications for Highway Bridges3. Terminology3.1 Definitions For definitions of terms relating to con-crete pipe, see Terminology C 822.4. Types4.1 Precast reinforced concrete box sections manufacturedin accordance with this specification shall be one of two type
11、sidentified in Table 1 and Table 2, and shall be designated bytype, span, rise, and design earth cover.5. Basis of Acceptance5.1 Acceptability of the box sections produced in accor-dance with Section 7 shall be determined by the results of theconcrete compressive strength tests described in Section
12、10,bythe material requirements described in Section 6, and byinspection of the finished box sections.5.2 Box sections shall be considered ready for acceptancewhen they conform to the requirements of this specification.6. Material6.1 Reinforced ConcreteThe reinforced concrete shallconsist of cementit
13、ious materials, mineral aggregates and1This specification is under the jurisdiction 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, 2008. Published October 200
14、8. Originallyapproved in 1999. Last previous edition approved in 2007 as C 1433 07a.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 p
15、age onthe ASTM website.3Available from American Association of State Highway and TransportationOfficials (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.water, in whic
16、h 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 cement or portland-pozzolan cement con-forming to the re
17、quirements 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 Granulated Blast-Furnace Slag (GGBFS)GGBFS shall conform to the
18、 requirements of Grade 100 or120 of Specification C 989.6.2.4 Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials used in concreteshall be one 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 por
19、tland 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 and groundgranulated blast-furnace slag,6.2.4.7 A combination of portland cement, ground granu-lated blast-furnace slag (not to exceed 25 % of the tot
20、alcementitious weight), and fly ash (not to exceed 25 % of thetotal cementitious weight).6.3 AggregatesAggregates shall conform to SpecificationC33, except that the requirements for gradation shall notapply.6.4 Admixtures and BlendsAdmixtures and blends shallbe allowed to be used with the approval o
21、f the purchaser.6.5 Steel ReinforcementReinforcement shall consist ofwelded wire reinforcement conforming to SpecificationsA 185/A 185M or A 497/A 497M. Circumferential reinforce-ment areas in Tables 1 and 2 are based solely on the use ofwelded wire reinforcement, refer to 11.6 if alternate steeldes
22、igns utilizing steel bars, Grade 60, in conjunction with or inlieu of welded wire reinforcement are to be submitted for theowners approval. Longitudinal distribution reinforcementshall be allowed to consist of welded wire reinforcement ordeformed billet-steel bars conforming to Specification A 615/A
23、 615M, Grade 60.6.6 Synthetic Fibers The manufacturer is not prohibitedfrom using collated fibrillated virgin polypropylene fibers inprecast box culverts as a nonstructural manufacturing material.Only Type III synthetic fibers designed and manufacturedspecifically for use in concrete and conforming
24、to the require-ments of Specification C 1116 shall be accepted.7. Design7.1 Design Tables The box section dimensions, compres-sive strength of the concrete, and reinforcement details shall beas prescribed in Table 1 or Table 2 and Figs. 1-4, subject to theprovisions of Section 11. Table 1 sections a
25、re designed forcombined earth dead load and AASHTO HS20 live loadconditions. Table 2 sections are designed for combined earthdead load and interstate live load conditions when the interstatelive loading exceeds the HS20 live loading. Criteria used todevelop Tables 1 and 2are given in Appendix X1.NOT
26、E 2The tabular designs in this specification were preparedaccording to AASHTO Standard Specifications for Highway Bridges,1997 Edition.7.2 Modified and Special Designs The manufacturer shallrequest approval by the purchaser of modified designs thatdiffer from the designs in Section 7.1; or special d
27、esigns forsizes and loads other than those shown in Tables 1 and 2. Whenspans are required that exceed those prescribed in Table 1 orTable 2, the design shall be based on the criteria given inAppendix X1. In addition, the span shall be designed to haveadequate stiffness to limit deflection as given
28、in Section 8.9 ofAASHTO Standard Specification for Highway Bridges (latestedition).NOTE 3Construction procedures, such as heavy equipment movementor stockpiling of material over or adjacent to a box structure, can inducehigher loads than those used for the structures final design. TheseFIG. 1 Typica
29、l Box SectionsC1433082construction and surcharge loads are approved as long as the final steelareas in the box are larger than those the box will experience in the finalinstallation condition. The design engineer should take into considerationthe potential for higher loads induced by construction pr
30、ocedures indetermining the final design of the box structure.7.3 Placement of Reinforcement The cover of concreteover the circumferential reinforcement shall be 1 in., subject tothe provisions of Section 11. The inside circumferential rein-forcement shall extend into the tongue portion of the joint
31、andthe outside circumferential reinforcement shall extend into thegroove portion of the joint. The clear distance of the endcircumferential wires shall be not less than12 in. nor more than2 in. from the ends of the box section. Reinforcement shall beassembled utilizing any combination of single or m
32、ultiplelayers of welded-wire reinforcement. Multiple layers shall notbe separated by more than the thickness of one longitudinalwire plus14 in. The multiple layers shall be fastened togetherto form a single cage.All other specification requirements suchas laps, welds, and tolerances of placement in
33、the wall of thebox section shall apply to this method of fabricating areinforcement cage. A common reinforcement unit may beutilized for both As2or (or As3) and As4, and also for both As7(or As8) and As1, with the largest area requirement governing,bending the reinforcement at the corners and waivin
34、g theextension requirements of Fig. 3 (see Fig. 4). When a singlecage of multiple circumferential steel areas is used for As2(orAs3) andAs4reinforcement, the slab or wall requiring the largersteel area shall have this additional circumferential steelextending for the full length of the slab or wall.
35、 The welded-wire reinforcement shall be composed of circumferential andlongitudinal wires meeting the spacing requirements of 7.4 andshall contain sufficient longitudinal wires extending throughthe box section to maintain the shape and position of reinforce-ment. Longitudinal distribution reinforcem
36、ent may be welded-wire reinforcement or deformed billet-steel bars and shall meetthe spacing requirements of 7.4. The ends of the longitudinaldistribution reinforcement shall not be more than 2 in. from theends of the box section. The exposure of the ends of longitu-dinals, stirrups, and spacers use
37、d to position the reinforcementshall not be a cause for rejection.7.4 Laps, Welds, and SpacingSplices in the circumferen-tial reinforcement shall be made by lapping. The overlapmeasured between the outermost longitudinal wires of eachreinforcement sheet shall not be less than the spacing of thelongi
38、tudinal wires plus 2 in. but not less than 10 in. If As1isextended to the middle of either slab and connected, weldedsplices are not prohibited in the connection. When used, As7and As8shall be lapped with As1as shown in Fig. 5 or Fig. 6(see also Fig. 7 and Fig. 8). If welds are made to circumfer-ent
39、ial reinforcement, they shall be made only to selectedcircumferential wires that are not less than 18 in. apart alongthe longitudinal axis of the box section. Also, when spacers arewelded to circumferential wires, they shall be welded only tothese selected circumferential wires. There shall be no we
40、ldingto other circumferential wires, except it is not prohibited forAs4to be lapped and welded at any location or connected byFIG. 2 Section A-A Top and Bottom Slab Joint ReinforcementFIG. 3 Detail Inner ReinforcementFIG. 4 Detail Option (see Fig. 3)C1433083welding at the corners to As2and As3. No w
41、elds shall be madeto As2or As3circumferential wires in the middle third of thespan. (See Fig. 9 for welding restrictions.) When distributionreinforcement is to be fastened to a cage by welding, it shall bewelded only to longitudinal wires and only near the ends of thebox section. The spacing center
42、to center of the circumferentialwires shall not be less than 2 in. nor more than 4 in. Thespacing center to center of the longitudinal wires shall not bemore than 8 in.8. Joints8.1 The precast reinforced concrete box sections shall beproduced with tongue and groove ends. The ends shall be ofsuch des
43、ign and the ends of the box sections so formed that thesections can be laid together to make a continuous line of boxsections compatible with the permissible variations given inSection 11.8.2 Outer cage circumferential reinforcement as shown inFigs. 1 and 2 shall be placed in the top and bottom slab
44、s at thegroove portion of the joint whenAs1is not continuous over thespan. The minimum area of such reinforcement in squareinches per linear foot of box section length shall be the same asthe areas specified for As4in Tables 1 and 2.9. Manufacture9.1 MixtureThe aggregates shall be sized, graded, pro
45、por-tioned, and mixed with such proportions of cementitiousmaterials and water as will produce a homogeneous concretemixture of such quality that the pipe will conform to the testand design requirements of this specification.All concrete shallhave a water-cementitious materials ratio not exceeding 0
46、.53by weight. Cementitious materials shall be as specified in 6.2and shall be added to the mix in a proportion not less than 470lb/yd3unless mix designs with a lower cementitious materialscontent demonstrate that the quality and performance of thepipe meet the requirements of this specification.9.2
47、CuringThe box sections shall be cured for a sufficientlength of time so that the concrete will develop the specifiedcompressive strength in 28 days or less. Any one of thefollowing methods of curing or combinations thereof shall beallowed to be used:9.2.1 Steam Curing The box sections shall be allow
48、ed tobe low pressure, steam-cured by a system that will maintain amoist atmosphere.9.2.2 Water Curing The box sections shall be allowed tobe water-cured by any method that will keep the sections moist.FIG. 5 Detailed Reinforcement ArrangementFIG. 6 Detail OptionFIG. 7 Alternate DetailFIG. 8 Alternat
49、e DetailC14330849.2.3 Membrane Curing A sealing membrane conformingto the requirements of Specification C 309 shall be allowed tobe applied and shall be left intact until the required concretecompressive strength is attained. The concrete temperature atthe time of application shall be within 10F of the atmospherictemperature. All surfaces shall be kept moist prior to theapplication of the compounds and shall be damp when thecompound is applied.9.3 FormsThe forms used in manufacture shall be suffi-ciently rigid and accurate to maintain the box section dim
