1、Designation:C1433M10C1433M13 Standard Specication for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers (Metric) 1 This standard is issued under the xed designation C1433M; the number immediately following the designation indicates the year of original adopti
2、on or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A superscript epsilon () indicates an editorial change since the last revision or reapproval. 1. Scope 1.1 Thisspecicationcoverssingle-cellprecastreinforcedconcreteboxsectionscastmo
3、nolithicallyandintendedtobeusedfor the construction of culverts and for the conveyance of storm water industrial wastes and sewage. 1.2 This specication is the SI companion to Specication C1433. NOTE 1This specication is primarily a manufacturing and purchasing specication. However, standard designs
4、 are included and the criteria used to develop these designs are given in Appendix X1. The successful performance of this product depends upon the proper selection of the box section, bedding, backll, and care that the installation conforms to the construction specications.The purchaser of the preca
5、st reinforced concrete box sections specied herein is cautioned that he must properly correlate the loading conditions and the eld requirements with the box section specied and provide for inspection at the construction site. 2. Referenced Documents 2.1 ASTM Standards: 2 A82/A82MSpecication for Stee
6、l Wire, Plain, for Concrete Reinforcement A185/A185MSpecication for Steel Welded Wire Reinforcement, Plain, for Concrete A496/A496MSpecication for Steel Wire, Deformed, for Concrete Reinforcement A497/A497MSpecication for Steel Welded Wire Reinforcement, Deformed, for Concrete A615/A615MSpecication
7、for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement C31/C31MPractice for Making and Curing Concrete Test Specimens in the Field C33Specication for Concrete Aggregates C39/C39MTest Method for Compressive Strength of Cylindrical Concrete Specimens C150Specication for Portland Cement C3
8、09Specication for Liquid Membrane-Forming Compounds for Curing Concrete C497MTest Methods for Concrete Pipe, Manhole Sections, or Tile (Metric) C595Specication for Blended Hydraulic Cements C618Specication for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete C822Terminology Rela
9、ting to Concrete Pipe and Related Products C989Specication for Slag Cement for Use in Concrete and Mortars 2.2 AASHTO Standards: 3 Standard Specications for Highway Bridges 3. Terminology 3.1 DenitionsFor denitions of terms relating to concrete pipe, see Terminology C822. 4. Types 4.1 Precast reinfo
10、rced concrete box sections manufactured in accordance with this specication shall be one of two types identied in Tables 1 and 2, and shall be designated by type, span, rise, and design earth cover. 1 This specication is under the jurisdiction of ASTM Committee C13 on Concrete Pipeand is the direct
11、responsibility of Subcommittee C13.07 on Acceptance Specications and Precast Concrete Box Sections. Current edition approved March 15, 2010Feb. 15, 2013. Published March 2010 March 2013. Originally approved in 1999. Last previous edition approved in 20092010 as C1433M09.C1433M10. DOI: 10.1520/C1433M
12、-10.10.1520/C1433M-13. 2 ForreferencedASTMstandards,visittheASTMwebsite,www.astm.org,orcontactASTMCustomerServiceatserviceastm.org.ForAnnualBookofASTMStandards volume information, refer to the standards Document Summary page on the ASTM website. 3 Available from American Association of State Highway
13、 and Transportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001. This document is not anASTM standard and is intended only to provide the user of anASTM standard an indication of what changes have been made to the previous version. Because it may not be technically po
14、ssible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version of the standard as published by ASTM is to be considered the official document. Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700
15、, West Conshohocken, PA 19428-2959. United States 15. Basis of Acceptance 5.1 Acceptability of the box sections produced in accordance with Section 7 shall be determined by the results of the concrete compressive strength tests described in Section 10, by the material requirements described in Secti
16、on 6, and by inspection of the nished box sections. 5.2 Box sections shall be considered ready for acceptance when they conform to the requirements of this specication. 6. Material 6.1 Reinforced ConcreteThe reinforced concrete shall consist of cementitious materials, mineral aggregates and water, i
17、n which 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 Specication C150 or shall be portland blast-furnace slag cement or portland-pozzolan cement conforming to
18、 the requirements of Specication C595, except that the pozzolan constituent in the Type IP portland pozzolan cement shall be y ash. 6.2.2 Fly AshFly ash shall conform to the requirements of Specication C618, Class F or Class C. 6.2.3 Ground Granulated Blast-Furnace Slag (GGBFS)GGBFS shall conform to
19、 the requirements of Grade 100 or 120 of Specication C989. 6.2.4 AllowableCombinationsofCementitiousMaterialsThecombinationofcementitiousmaterialsusedinconcreteshallbe 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 modied portland ce
20、ment only, 6.2.4.4 Portland pozzolan cement only, 6.2.4.5 A combination of portland cement and y ash. 6.2.4.6 A combination of portland cement and ground granulated blast-furnace slag, 6.2.4.7 Acombination of portland cement, ground granulated blast-furnace slag (not to exceed 25 % of the total ceme
21、ntitious weight), and y ash (not to exceed 25 % of the total cementitious weight). 6.3 AggregatesAggregates shall conform to Specication 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 th
22、e purchaser. 6.5 SteelReinforcementReinforcementshallconsistofweldedwirereinforcementconformingtoSpecicationsA185/A185M orA497/A497M.CircumferentialreinforcementareasinTables1and2arebasedsolelyontheuseofweldedwirereinforcement, refer to 11.6 if alternate steel designs utilizing steel bars, Grade 60,
23、 in conjunction with or in lieu of welded wire reinforcement are to be submitted for the owners approval. Longitudinal distribution reinforcement shall be allowed to consist of welded wire reinforcement or deformed billet-steel bars conforming to Specication A615/A615M, Grade 60. 7. Design 7.1 Desig
24、n TablesThe box section dimensions, compressive strength of the concrete, and reinforcement details shall be as prescribed in Table 1 or Table 2 and Figs. 1-4, subject to the provisions of Section 11. Table 1 sections are designed for combined FIG. 1Typical Box Sections C1433M13 2earthdeadloadandAAS
25、HTOHS20liveloadconditions.Table2sectionsaredesignedforcombinedearthdeadloadandinterstate live load conditions when the interstate live loading exceeds the HS20 live loading. Criteria used to develop Tables 1 and 2 are given in Appendix X1. NOTE 2The tabular designs in this specication were prepared
26、according toAASHTO Standard Specications for Highway Bridges, 1997 Edition. 7.2 Modied and Special Designs for Monolithic StructuresThe manufacturer shall request approval by the purchaser of modied designs which differ from the designs in Section 7.1, or special designs for sizes and loads other th
27、an those shown in Tables1and2.WhenspansarerequiredthatexceedthoseprescribedinTable1orTable2,thedesignshallbebasedonthecriteria given inAppendix X1. In addition, the span shall be designed to have adequate stiffness to limit deection as given in Section 8.9 of AASHTO Standard Specication for Highway
28、Bridges (latest edition). FIG. 2Section A-A Top and Bottom Slab Joint Reinforcement FIG. 3Detail Inner Reinforcement FIG. 4Detail Option (see Fig. 3) C1433M13 3NOTE3Constructionprocedures,suchasheavyequipmentmovementorstockpilingofmaterialoveroradjacenttoaboxstructure,caninducehigher loads than thos
29、e used for the structures nal design. These construction and surcharge loads are approved as long as the nal steel areas in the box are larger than those the box will experience in the nal installation condition. The design engineer should take into consideration the potential for higher loads induc
30、ed by construction procedures in determining the nal design of the box structure. 7.3 Placement of Reinforcement ReinforcementThe cover of concrete over the circumferential reinforcement shall be 25 mm, subject to the provisions of Section 11. The inside circumferential reinforcement shall extend in
31、to the tongue portion of the joint and the outside circumferential reinforcement shall extend into the groove portion of the joint. The clear distance of the end circumferential wires shall be not less than 13 mm nor more than 50 mm from the ends of the box section. Reinforcement shall be assembled
32、utilizing any combination of single or multiple layers of welded-wire reinforcement. Multiple layers shall not be separated by more than the thickness of one longitudinal wire plus 6 mm. The multiple layers shall be fastened together to form a single cage.All other specication requirements such as l
33、aps, welds, and tolerances of placement in the wall of the box section shall apply to this method of fabricating a reinforcement cage.Acommon reinforcement unit may be utilized for bothA s2 (orA s3 ) and A s4 , and also for both A s7 (or A s8 ) and A s1 , with the largest area requirement governing,
34、 bending the reinforcement at the corners and waiving the extension requirements of Fig. 3 (see Fig. 5). When a single cage of multiple circumferential steel areas is used for A s2 (or A s3 ) and A s4 reinforcement, the slab or wall requiring the larger steel area shall have this additional circumfe
35、rential steel extending for the full length of the slab or wall. The welded-wire reinforcement shall be composed of circumferential and longitudinal wires meeting the spacing requirements of 7.4 and shall contain sufficient longitudinal wires extending through the box section to maintain the shape a
36、nd position of reinforcement. Longitudinal distribution reinforcement may be welded-wire reinforcement or deformed billet-steel bars and shall meet the spacing requirements of 7.4. The ends of the longitudinal distribution reinforcement shall not be more than 2 in. from the ends of the box section.
37、The exposure of the ends of longitudinals, stirrups, and spacers used to 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 measured between the outermost longitudinal wires of
38、each reinforcement sheet shall not be less than the spacing of the longitudinal wires plus 50 mm but not less than 250 mm. If A s1 is extended to the middle of either slab and connected, welded splices are not prohibited in the connection. When used,A s7 andA s8 shall be lapped withA s1 as shown in
39、Figs. 5 and 6 (see also Fig. 7 and Fig. 8). If welds are made to circumferential reinforcement, they shall be made only to selected circumferential wires that are not less than 450 mm apart along the longitudinal axis of the box section. Also, when spacers are welded to circumferential wires, they s
40、hall be welded only to these selected circumferential wires. There shall be no welding to other circumferential wires, except it is not prohibited forA s4 to be lapped and welded at any location or connected by welding at the corners toA s2 andA s3 . No welds shall be made to A s2 or A s3 circumfere
41、ntial wires in the middle third of the span (see Fig. 9 for welding restrictions). When distribution reinforcement is to be fastened to a cage by welding, it shall be welded only to longitudinal wires and only near the ends of the box section.The spacing center to center of the circumferential wires
42、 shall not be less than 50 mm nor more than 100 mm. The spacing center to center of the longitudinal wires shall not be more than 200 mm. 8. Joints 8.1 The precast reinforced concrete box sections shall be produced with tongue and groove ends. The ends shall be of such design and the ends of the box
43、 sections so formed that the sections can be laid together to make a continuous line of box sections compatible with the permissible variations given in Section 11. FIG. 5Detailed Reinforcement Arrangement C1433M13 48.2 OutercagecircumferentialreinforcementasshowninFigs.1and2shallbeplacedinthetopand
44、bottomslabsatthegroove portion of the joint whenA s1 is not continuous over the span. The minimum area of such reinforcement in square millimeters per linear meter of box section length shall be the same as the areas specied for A s4 in Tables 1 and 2. 9. Manufacture 9.1 MixtureThe aggregates shall
45、be sized, graded, proportioned, and mixed with such proportions of cementitious materials and water as will produce a homogeneousthoroughly-mixed concrete mixture of such quality that the pipe will conform to the test FIG. 6Detail Option FIG. 7Alternate Detail FIG. 8Alternate Detail C1433M13 5and de
46、sign requirements of this specication.All concrete shall have a water-cementitious materials ratio not exceeding 0.53 by weight. Cementitious materials shall be as specied in 6.2 and shall be added to the mix in a proportion not less than 280 kg/m 3 unless mix designs with a lower cementitious mater
47、ials content demonstrate that the quality and performance of the pipe meet the requirements of this specication. 9.2 CuringThe box sections shall be cured for a sufficient length of time so that the concrete will develop the specied compressive strength in 28 days or less.Any one of the following me
48、thods of curing or combinations thereof shall be allowed to be used: 9.2.1 Steam CuringThe box sections shall be allowed to be low pressure, steam-cured by a system that will maintain a moist atmosphere. 9.2.2 Water CuringThe box sections shall be allowed to be water-cured by any method that will ke
49、ep the sections moist. 9.2.3 Membrane CuringAsealing membrane conforming to the requirements of Specication C309 may be applied and shall be left intact until the required concrete compressive strength is attained.The concrete temperature at the time of application shall be within 6C of the atmospheric temperature.All surfaces shall be kept moist prior to the application of the compounds and shall be damp when the compound is applied. 9.3 FormsThe forms used in manufacture shall be sufficiently r
