1、Designation: C1433M 13aC1433M 13bStandard Specification forPrecast Reinforced Concrete Monolithic Box Sections forCulverts, Storm Drains, and Sewers (Metric)1This standard is issued under the fixed designation C1433M; the number immediately following the designation indicates the year oforiginal ado
2、ption 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 reinforced concrete box s
3、ections cast 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 SI companion to Specification C1433.NOTE 1This specification is primarily a manufacturing and purchasing specification.
4、 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 installation conforms to the construction specification
5、s. The purchaser of the precast reinforced concrete box sectionsspecified herein is cautioned that he must properly correlate the loading conditions and the field requirements with the box section specified and providefor inspection at the construction site.2. Referenced Documents2.1 ASTM Standards:
6、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 ConcreteA496/A496M Specification for Steel Wire, Deformed, for
7、 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 Curing Concrete Test Specimens in the FieldC33 Specification for Con
8、crete AggregatesC39/C39M Test Method for Compressive Strength of Cylindrical Concrete SpecimensC150 Specification for Portland CementC309 Specification for Liquid Membrane-Forming Compounds for Curing ConcreteC497M Test Methods for Concrete Pipe, Manhole Sections, or Tile (Metric)C595 Specification
9、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 ProductsC989 Specification for Slag Cement for Use in Concrete and MortarsC990 Specification for Joints for Concrete Pipe, M
10、anholes, and Precast Box Sections Using Preformed Flexible Joint SealantsC1619 Specification for Elastomeric Seals for Joining Concrete StructuresC1677 Specification for Joints for Concrete Box, Using Rubber Gaskets2.2 AASHTO Standards:3Standard Specifications for Highway Bridges3. Terminology3.1 De
11、finitionsFor 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 Sections.Current edition
12、 approved April 1, 2013July 1, 2013. Published April 2013July 2013. Originally approved in 1999. Last previous edition approved in 2013 asC1433M 13.C1433M 13a. DOI: 10.1520/C1433M-13A.10.1520/C1433M-13B.2 For referencedASTM standards, visit theASTM website, www.astm.org, or contactASTM Customer Serv
13、ice 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, Washington, DC 20001.This doc
14、ument 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 consult prior editions as
15、 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 concrete box sections man
16、ufactured in accordance with this specification shall be one of two typesidentified in Tables 1 and 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 shall be determined by the resu
17、lts 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 specification.6. Material6
18、.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 requirements for portland
19、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 shall conform to the requirem
20、ents 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 used in concrete shall beo
21、ne 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 and ground granulated blast-
22、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, except that the requirement
23、s 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 SpecificationsSpecificationA185/A185MA1064/A1064M or A497/A497M.
24、 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, in conjunction with or in lieuof welded wire reinforcement are to be submitted for the owners approval. Longitudina
25、l distribution reinforcement shall beallowed to consist of welded wire reinforcement or deformed billet-steel bars conforming to Specification A615/A615M, Grade60.7. Design7.1 Design TablesThe box section dimensions, compressive strength of the concrete, and reinforcement details shall be asprescrib
26、ed 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 interstatelive load conditions when the interstate live loadi
27、ng exceeds the HS20 live loading. Criteria used to develop Tables 1 and 2 aregiven 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 and Special Designs for Monolithic StructuresThe
28、manufacturer shall request approval by the purchaser ofmodified designs which differ from the designs in Section 7.1, or special designs for sizes and loads other than those shown inTables 1 and 2. When spans are required that exceed those prescribed in Table 1 or Table 2, the design shall be based
29、on the criteriagiven in Appendix X1Appendix X1. . In addition, the span shall be designed to have adequate stiffness to limit deflection as givenin Section 8.9 of AASHTO Standard Specification for Highway Bridges (latest edition).NOTE 3Construction procedures, such as heavy equipment movement or sto
30、ckpiling 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 experience in the final installation con
31、dition. The design engineer should take into consideration the potential for higherloads induced by construction procedures in determining the final design of the box structure.7.3 Placement of ReinforcementThe cover of concrete over the circumferential reinforcement shall be 25 mm, subject to thepr
32、ovisions of Section 11. The inside circumferential reinforcement shall extend into the tongue portion of the joint and the outsideC1433M 13b2circumferential reinforcement shall extend into the groove portion of the joint. The clear distance of the end circumferential wiresshall be not less than 13 m
33、m nor more than 50 mm from the ends of the box section. Reinforcement shall be assembled utilizingany combination of single or multiple layers of welded-wire reinforcement. Multiple layers shall not be separated by more thanthe thickness of one longitudinal wire plus 6 mm. The multiple layers shall
34、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 utilized for both As2 (or As3) and As4, an
35、d also for bothAs7 (or As8) and As1, with the largest area requirement governing, bending the reinforcement at the corners and waiving theFIG. 1 Typical Box SectionsFIG. 2 Section A-A Top and Bottom Slab Joint ReinforcementFIG. 3 Detail Inner ReinforcementC1433M 13b3extension requirements of Fig. 3
36、(see Fig. 5). 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 wall. The welded-wire reinforcement sh
37、all 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 reinforcement may be welded-wire reinforcem
38、ent 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 usedto position the reinforcement sh
39、all 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 longitudinal wiresplus 50 mm but not
40、less than 250 mm. If As1 is extended to the middle of either slab and connected, welded splices are notprohibited in the connection. When used, As7 and As8 shall be lapped with As1 as shown in Figs. 5 and 6 (see also Fig. 7 and Fig.8). If welds are made to circumferential reinforcement, they shall b
41、e made only to selected circumferential wires that are not lessthan 450 mm apart along the longitudinal axis of the box section. Also, when spacers are welded to circumferential wires, theyshall be welded only to these selected circumferential wires. There shall be no welding to other circumferentia
42、l wires, except itis not prohibited for As4 to be lapped and welded at any location or connected by welding at the corners to As2 and As3. No weldsshall be made to As2 or As3 circumferential wires in the middle third of the span (see Fig. 9 for welding restrictions). Whendistribution reinforcement i
43、s to be fastened to a cage by welding, it shall be welded only to longitudinal wires and only near theends of the box section. The spacing center to center of the circumferential wires shall not be less than 50 mm nor more than 100mm. The spacing center to center of the longitudinal wires shall not
44、be more than 200 mm.FIG. 4 Detail Option (see Fig. 3)FIG. 5 Detailed Reinforcement ArrangementC1433M 13b48. 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 sections so formed that the sectio
45、ns 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 C1677, the elastomeric (gasket) mate
46、rial 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 DetailC1433M 13b58.3 Outer cage circumferential reinforcement as shown in Figs. 1 and 2 shall be p
47、laced in the top and bottom slabs at the grooveportion of the joint when As1 is not continuous over the span. The minimum area of such reinforcement in square millimeters perlinear meter of box section length shall be the same as the areas specified for As4 in Tables 1 and 2.9. Manufacture9.1 Mixtur
48、eThe 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-ce
49、mentitious 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 280 kg/m3 unlessmix designs with a lower cementitious materials content demonstrate that the quality and performance of the pipe meet therequirements of this specification.9.2 CuringThe box sections shall be cured for a sufficient length of time so that the concrete will develop the specifiedcompressive strength in 28 days or less. Any one of the following methods of curing or combination
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