AASHTO M 273-2017 Standard Specification for Precast Reinforced Concrete Box Sections for Culverts Storm Drains and Sewers with Less Than 2 ft of Cover Subjected to Highway Loading.pdf

1、Standard Specification for Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers with Less Than 2 ft of Cover Subjected to Highway Loadings AASHTO Designation: M 273-171 Technical Section: 4a, Concrete Drainage Structures Release: Group 2 (June 2017) American Association of

2、 State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-4a M 273-1 AASHTO Standard Specification for Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers with Less Than 2 ft of Cover Subjected to Highway Loadings AASHT

3、O Designation: M 273-171 Technical Section: 4a, Concrete Drainage Structures Release: Group 2 (June 2017) 1. SCOPE 1.1. This specification covers single-cell, precast reinforced concrete box sections with less than 2 ft of cover subjected to highway loadings and intended to be used for the construct

4、ion of culverts and for the conveyance of storm water, industrial wastes, and sewage. 1.2. A complete metric companion to M 273 has been developedM 273M; therefore, no metric equivalents are presented in this specification. Note 1This specification is primarily a manufacturing and purchasing specifi

5、cation. However, standard designs are included and the criteria used to develop these designs are given in Appendix X1. The successful performance of this product depends on the proper selection of the box section, bedding, backfill, controlled manufacture in the plant, and care that the installatio

6、n conforms to the construction specifications. The owner of the precast reinforced concrete box sections specified herein is cautioned that the loading conditions and the field requirements must be correlated with the box sections specified and that inspection at the construction site must be provid

7、ed. Note 2AASHTO M 259 is to be used for box sections subjected to highway loading with 2 ft or more earth cover, or subjected to dead load only. Note 3If load-and-resistance factor design (LRFD) is required, then use ASTM C1577. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 6, Fine Aggregate for

8、 Hydraulic Cement Concrete M 31M/M 31, Deformed and Plain Carbon and Low-Alloy Steel Bars for Concrete Reinforcement M 32M/M 32, Steel Wire, Plain, for Concrete Reinforcement M 55M/M 55, Steel Welded Wire Reinforcement, Plain, for Concrete M 80, Coarse Aggregate for Hydraulic Cement Concrete M 85, P

9、ortland Cement M 157, Ready-Mixed Concrete 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M 273-2 AASHTO M 221M/M 221, Steel Welded Wire Reinforcement, Deformed, for Concrete M 225M/M 225, Steel W

10、ire, Deformed, for Concrete Reinforcement M 240M/M 240, Blended Hydraulic Cement M 259, Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers M 262, Concrete Pipe and Related Products M 295, Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete T 22, Compres

11、sive Strength of Cylindrical Concrete Specimens T 23, Making and Curing Concrete Test Specimens in the Field T 280, Concrete Pipe, Manhole Sections, or Tile Standard Specifications for Highway Bridges 2.2. ASTM Standards: C309-03, Standard Specification for Liquid Membrane-Forming Compounds for Curi

12、ng Concrete C1116/C1116M, Standard Specification for Fiber-Reinforced Concrete C1577, Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD 3. TERMINOLOGY 3.1. DefinitionsFor definitions of terms relati

13、ng to concrete pipe, see M 262. 4. TYPES 4.1. Precast reinforced concrete box sections manufactured in accordance with this specification shall be of the types identified in Tables 1 and 2, and shall be designated by type, span, and rise. 5. BASIS OF ACCEPTANCE 5.1. Acceptability of the box sections

14、 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 Section 6, and by inspection of the finished box sections. 5.2. Box sections shall be considered ready for acceptanc

15、e when they conform to the requirements of this specification. 6. MATERIALS 6.1. Reinforced ConcreteThe reinforced concrete shall consist of cementitious materials, mineral aggregates, and water in which steel has been embedded in such a manner that the steel and concrete act together. 6.2. Cementit

16、ious Materials: 6.2.1. CementCement shall conform to the requirements for portland cement of M 85 or shall be portland blast-furnace slag cement or portland-pozzolan cement conforming to the requirements of M 240M/M 240, except that the pozzolan constituent in the Type IP portland-pozzolan cement sh

17、all be fly ash and shall not exceed 25 percent by weight. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M 273-3 AASHTO 6.2.2. Fly AshFly ash shall conform to the requirements of M 295, Class F or

18、 Class C. 6.2.3. Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials used in concrete shall be one of the following: 6.2.3.1. Portland cement only, 6.2.3.2. Portland blast-furnace slag cement only, 6.2.3.3. Portland-pozzolan cement only, or 6.2.3.4. A combinatio

19、n of portland cement and fly ash wherein the proportion of fly ash is between 5 and 25 percent by weight of total cementitious material (portland cement plus fly ash). 6.3. AggregatesAggregates shall conform to M 6 and M 80 except that the requirements for gradation shall not apply. 6.4. Admixtures

20、and BlendsAdmixtures and blends may be used with the approval of the owner. 6.5. Steel ReinforcementReinforcement shall consist of welded wire fabric conforming to M 55M/M 55 or M 221M/M 221. Longitudinal distribution reinforcement may consist of welded wire fabric or deformed billet-steel bars conf

21、orming to M 31M/M 31, Grade 60. 6.6. Synthetic FibersPolypropylene fibers may be used, at the owners option, in concrete pipebox section as a nonstructural manufacturing material. Only Type III synthetic fibers designed and manufactured specifically for use in concrete and conforming to the requirem

22、ents of ASTM C1116/C1116M shall be accepted. 6.7. WaterMix water shall conform with M 157, Section 4.1.4, with a maximum limit of 0.15 percent chloride. 7. DESIGN 7.1. Design TablesThe box section dimensions, compressive strength of the concrete, and reinforcement details shall be as prescribed in T

23、ables 1 or 2 and Figures 1 and 2, subject to the provisions of Section 11. Table 1 sections are designed for a cover range from 0 to 2 ft plus AASHTO HS20 live load conditions. Table 2 sections are designed for a cover range from 0 to 2 ft plus Interstate live load conditions. Criteria used to devel

24、op Tables 1 and 2 are given in Appendix X1. 7.2. Modified and Special DesignsThe manufacturer may request approval by the owner of modified designs that differ from the designs in Section 7.1, or of special designs for sizes and loads other than those shown in Tables 1 and 2. 2017 by the American As

25、sociation of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M 273-4 AASHTO Table 1Design Requirements for Precast Reinforced Concrete Box Sections with Less Than 2 ft of Cover Subjected to HS20 Loadinga Box Section S R, ftbThickness

26、, in. Circumferential Reinforcement AreascDistribution Reinforcement AreasdTop Slab Bottom Slab Wall As1As2As3As4As7As8As5As63 2 7 6 4 0.17 0.34 0.20 0.13e0.17e0.14e0.17e0.17e3 3 7 6 4 0.13e0.36 0.22 0.13e0.17e0.14e0.18 0.17e4 2 71/26 5 0.21 0.37 0.20 0.13e0.18e0.14e0.18e0.18e4 3 71/26 5 0.18 0.41 0

27、.23 0.13e0.18e0.14e0.20 0.18e4 4 71/26 5 0.16 0.43 0.24 0.13e0.18e0.14e0.21 0.18e5 3 8 7 6 0.22 0.41 0.22 0.14e0.19e0.17e0.19e0.19e5 4 8 7 6 0.19 0.44 0.24 0.14e0.19e0.17e0.21 0.19e5 5 8 7 6 0.16 0.46 0.26 0.14e0.19e0.17e0.22 0.19e6 3 8 7 7 0.30 0.42 0.21 0.17e0.19e0.17e0.19e0.19e6 4 8 7 7 0.59 0.46

28、 0.24 0.17e0.19e0.17e0.20 0.19e6 5 8 7 7 0.23 0.48 0.26 0.17e0.19e0.17e0.21 0.19e6 6 8 7 7 0.20 0.51 0.29 0.17e0.19e0.17e0.22 0.19e7 4 8 8 8 0.32 0.45 0.24 0.19e0.19e0.19e0.19e0.19e7 5 8 8 8 0.29 0.48 0.27 0.19e0.20 0.19e0.19e0.19e7 6 8 8 8 0.27 0.51 0.29 0.19e0.20 0.19e0.20 0.19e7 7 8 8 8 0.25 0.53

29、 0.32 0.19e0.23 0.19e0.21 0.19e8 4 8 8 8 0.37 0.51 0.27 0.19e0.19e0.19e0.19e0.19e8 5 8 8 8 0.34 0.53 0.30 0.19e0.19e0.19e0.20 0.19e8 6 8 8 8 0.32 0.56 0.33 0.19e0.25 0.19e0.21 0.19e8 7 8 8 8 0.30 0.58 0.35 0.19e0.27 0.22 0.22 0.19e8 8 8 8 8 0.28 0.60 0.38 0.23 0.29 0.26 0.22 0.19e9 5 9 9 9 0.34 0.50

30、 0.29 0.22e0.22e0.22e0.22e0.22e9 6 9 9 9 0.32 0.53 0.32 0.22e0.22e0.22e0.22e0.22e9 7 9 9 9 0.30 0.55 0.35 0.22e0.25 0.22e0.22e0.22e9 8 9 9 9 0.28 0.57 0.38 0.22e0.27 0.24 0.22e0.22e9 9 9 9 9 0.27 0.58 0.41 0.25 0.30 0.28 0.22e0.22e10 5 10 10 10 0.34 0.48 0.29 0.24e0.24e0.24e0.24e0.24e10 6 10 10 10 0

31、.32 0.50 0.32 0.24e0.24e0.24e0.24e0.24e10 7 10 10 10 0.31 0.52 0.35 0.24e0.24e0.24e0.24e0.24e10 8 10 10 10 0.29 0.54 0.38 0.24e0.26 0.24e0.24e0.24e10 9 10 10 10 0.27 0.55 0.40 0.24e0.28 0.26 0.24e0.24e10 10 10 10 10 0.27 0.57 0.43 0.27 0.32 0.31 0.24e0.24e11 4 11 11 11 0.38 0.44 0.26e0.26e0.26e0.26e

32、0.26e0.26e11 6 11 11 11 0.33 0.48 0.32 0.26e0.26e0.26e0.26e0.26e11 8 11 11 11 0.29 0.51 0.38 0.26e0.26e0.26e0.26e0.26e11 10 11 11 11 0.28 0.54 0.43 0.26e0.29 0.29 0.26e0.26e11 11 11 11 11 0.28 0.56 0.46 0.30 0.34 0.34 0.26e0.26e12 4 12 12 12 0.40 0.42 0.29e0.29e0.29e0.29e0.29e0.29e12 6 12 12 12 0.35

33、 0.46 0.32 0.29e0.29e0.29e0.29e0.29e12 8 12 12 12 0.31 0.49 0.38 0.29e0.29e0.29e0.29e0.29e12 10 12 12 12 0.29e0.53 0.43 0.29e0.29e0.29e0.29e0.29e12 12 12 12 12 0.29e0.57 0.50 0.33 0.36 0.37 0.29e0.29ea Design requirements are based on maximum effects resulting from cover conditions ranging from 0 to

34、 2 ft and the material and soil properties and loading data shown in Appendix X1. For modified or special designs, see Section 7.2. bThe box section designation, for example, 3 by 2, indicates (interior horizontal span, in feet) by (interior vertical rise, in feet). cDesign reinforcement areas in sq

35、uare inches per linear foot of box section length at those locations as shown in Figure 1. dDesign reinforcement areas in square inches per linear foot of box section width at those locations as shown in Figure 1. eMinimum reinforcement area is specified. Notes: 1. Reinforcement areas are based on t

36、he weight of a column of earth over the width of the box section plus live loads as defined in Appendix X1. 2. Concrete design strength, 5000 psi. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M

37、273-5 AASHTO Table 2Design Requirements for Precast Reinforced Concrete Box Sections with Less Than 2 ft of Cover Subjected to Interstate Loadinga Box Section S R, ftbThickness, in. Circumferential Reinforcement AreascDistribution Reinforcement AreasdTop Slab Bottom Slab Wall As1As2As3As4As7As8As5As

38、63 2 7 6 4 0.17 0.34 0.20 0.13e0.17e0.14e0.17e0.17e3 3 7 6 4 0.13e0.36 0.22 0.13e0.17e0.14e0.18 0.17e4 2 71/26 5 0.21 0.38 0.20 0.13e0.18e0.14e0.19 0.18e4 3 71/26 5 0.19 0.41 0.23 0.13e0.18e0.14e0.21 0.18e4 4 71/26 5 0.18 0.43 0.25 0.13e0.18e0.14e0.22 0.18e5 3 8 7 6 0.26 0.41 0.28 0.14e0.19e0.17e0.1

39、9e0.19e5 4 8 7 6 0.23 0.44 0.31 0.14e0.19e0.17e0.21 0.19e5 5 8 7 6 0.21 0.46 0.34 0.14e0.19e0.17e0.22 0.19e6 3 8 7 7 0.33 0.42 0.28 0.17e0.19e0.17e0.19e0.19e6 4 8 7 7 0.29 0.46 0.32 0.17e0.19e0.17e0.20 0.19e6 5 8 7 7 0.27 0.48 0.34 0.17e0.19e0.17e0.21 0.19e6 6 8 7 7 0.25 0.51 0.37 0.17e0.19e0.17e0.2

40、2 0.19e7 4 8 8 8 0.33 0.45 0.31 0.19e0.19e0.19e0.19e0.19e7 5 8 8 8 0.30 0.48 0.34 0.19e0.20 0.19e0.19e0.19e7 6 8 8 8 0.28 0.51 0.37 0.19e0.20 0.19e0.20 0.19e7 7 8 8 8 0.26 0.53 0.39 0.19e0.23 0.19e0.21 0.19e8 4 8 8 8 0.43 0.51 0.34 0.19e0.19e0.19e0.19e0.19e8 5 8 8 8 0.39 0.53 0.38 0.19e0.19e0.19e0.2

41、0 0.19e8 6 8 8 8 0.36 0.56 0.41 0.19e0.25 0.19e0.21 0.19e8 7 8 8 8 0.34 0.58 0.45 0.19e0.27 0.22 0.22 0.19e8 8 8 8 8 0.31 0.60 0.48 0.23 0.29 0.26 0.22 0.19e9 5 9 9 9 0.42 0.50 0.37 0.22e0.22e0.22e0.22e0.22e9 6 9 9 9 0.39 0.53 0.40 0.22e0.22e0.22e0.22e0.22e9 7 9 9 9 0.37 0.55 0.44 0.22e0.25 0.22e0.2

42、2e0.22e9 8 9 9 9 0.34 0.57 0.47 0.22e0.27e0.24 0.22e0.22e9 9 9 9 9 0.32 0.58 0.50 0.25 0.30 0.28 0.22e0.22e10 5 10 10 10 0.44 0.48 0.36 0.24e0.24e0.24e0.24e0.24e10 6 10 10 10 0.41 0.50 0.40 0.24e0.24e0.24e0.24e0.24e10 7 10 10 10 0.39 0.52 0.43 0.24e0.24e0.24e0.24e0.24e10 8 10 10 10 0.36 0.54 0.46 0.

43、24e0.26 0.24e0.24e0.24e10 9 10 10 10 0.34 0.55 0.50 0.24e0.28 0.26 0.24e0.24e10 10 10 10 10 0.33 0.57 0.53 0.27 0.32 0.31 0.24e0.24e11 4 11 11 11 0.49 0.44 0.32 0.26e0.26e0.26e0.26e0.26e11 6 11 11 11 0.43 0.48 0.40 0.26e0.26e0.26e0.26e0.26e11 8 11 11 11 0.38 0.51 0.46 0.26e0.26e0.26e0.26e0.26e11 10

44、11 11 11 0.35 0.54 0.53 0.26e0.29 0.29 0.26e0.26e11 11 11 11 11 0.34 0.57 0.56 0.30 0.34 0.34 0.26e0.26e12 4 12 12 12 0.50 0.42 0.32 0.29e0.29e0.29e0.29e0.29e12 6 12 12 12 0.44 0.46 0.39 0.29e0.29e0.29e0.29e0.29e12 8 12 12 12 0.40 0.50 0.46 0.29e0.29e0.29e0.29e0.29e12 10 12 12 12 0.36 0.56 0.53 0.29

45、e0.29e0.29e0.29e0.29e12 12 12 12 12 0.35 0.61 0.60 0.33 0.36 0.37 0.29e0.29eaDesign requirements are based on maximum effects resulting from cover conditions ranging from 0 to 2 ft and the material and soil properties and loading data shown in Appendix X1. For modified or special designs, see Sectio

46、n 7.2. bThe box section designation, for example, 3 by 2, indicates (interior horizontal span, in feet) by (interior vertical rise, in feet). cDesign reinforcement areas in square inches per linear foot of box section length at those locations as shown in Figure 1. dDesign reinforcement areas in squ

47、are inches per linear foot of box section width at those locations as shown in Figure 1. eMinimum reinforcement area is specified. Notes: 1. Reinforcement areas are based on the weight of a column of earth over the width of the box section plus live loads as defined in Appendix X1. 2. Concrete desig

48、n strength 5000 psi. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4a M 273-6 AASHTO 7.3. Placement of ReinforcementThe cover of concrete over the circumferential reinforcement shall be 1 in. except

49、 in the outside top of the top slab, where it shall be 2 in., subject to the provisions of Section 11. The inside circumferential and longitudinal reinforcement shall extend into the male portion of the joint and the outside circumferential and longitudinal reinforcement shall extend into the female portion of the joint. The clear distance of the end