ASCE 58-10-2010 Structural Design of Interlocking Concrete Pavement for Municipal Streets and Roadways《城市街道连锁混凝土路面结构设计》.pdf

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1、Interlocking concrete pavers can provide a durable and effective pavement system, but, as with any pavement, proper design, construction, and maintenance procedures are required. This standard, prepared by the ASCE Structural nullsign of Interlocking Concrete nullavement Committee, establishes guide

2、lines for developing appropriate pavement structures for various trafnull and subgrade conditions. It applies to paved areas subnullct to applicable permitted anulle loads and trafnullked up to nullnullmillion nullnullnullequivalent single anulle loads nullSAnullnull The standard guideline provides

3、preparatory information for design, key design elements, design tables for pavement equivalent structural design, construction considerations, applicable standards, denullitions, and best practices. Civil engineeringTransportationA S C E S tA n dA r dASCE/T 58-10)Includes bibliographical references

4、and index.ISBN 978-0-7844-1125-41. Pavements, ConcreteDesign and constructionStandards.2. Concrete roadsDesign and constructionStandards. I. Transportation e-mail: permissionsasce.org. A reprint order form can be found at http:/pubs.asce.org/support/reprints/.Copyright 2010 by the American Society o

5、f Civil Engineers.All Rights Reserved.ISBN 978-0-7844-1125-4Manufactured in the United States of America.18 17 16 15 14 13 12 11 10 1 2 3 4 5fmatter.indd iifmatter.indd ii 7/23/2010 3:51:40 PM7/23/2010 3:51:40 PMiiiSTANDARDSIn 2003, the Board of Direction approved the revision to the ASCE Rules for

6、Standards Committees to govern the writing and maintenance of standards developed by the Society. All such standards are developed by a consensus standards process managed by the Societys Codes and Standards Committee (CSC). The consensus process includes balloting by a balanced standards committee

7、made up of Society members and nonmembers, balloting by the member-ship of the Society as a whole, and balloting by the public. All standards are updated or reaffi rmed by the same process at intervals not exceeding fi ve years.The following standards have been issued:ANSI/ASCE 1-82 N-725 Guideline

8、for Design and Analysis of Nuclear Safety Related Earth StructuresASCE/EWRI 2-06 Measurement of Oxygen Transfer in Clean WaterANSI/ASCE 3-91 Standard for the Structural Design of Composite Slabs and ANSI/ASCE 9-91 Stan-dard Practice for the Construction and Inspection of Composite SlabsASCE 4-98 Sei

9、smic Analysis of Safety-Related Nuclear StructuresBuilding Code Requirements for Masonry Structures (ACI 530-02/ASCE 5-02/TMS 402-02) and Spec-ifi cations for Masonry Structures (ACI 530.1-02/ASCE 6-02/TMS 602-02)ASCE/SEI 7-10 Minimum Design Loads for Build-ings and Other StructuresSEI/ASCE 8-02 Sta

10、ndard Specifi cation for the Design of Cold-Formed Stainless Steel Structural MembersANSI/ASCE 9-91 listed with ASCE 3-91ASCE 10-97 Design of Latticed Steel Transmission StructuresSEI/ASCE 11-99 Guideline for Structural Condition Assessment of Existing BuildingsASCE/EWRI 12-05 Guideline for the Desi

11、gn of Urban Subsurface DrainageASCE/EWRI 13-05 Standard Guidelines for Installa-tion of Urban Subsurface DrainageASCE/EWRI 14-05 Standard Guidelines for Opera-tion and Maintenance of Urban Subsurface DrainageASCE 15-98 Standard Practice for Direct Design of Buried Precast Concrete Pipe Using Standar

12、d Installations (SIDD)ASCE 16-95 Standard for Load Resistance Factor Design (LRFD) of Engineered Wood ConstructionASCE 17-96 Air-Supported StructuresASCE 18-96 Standard Guidelines for In-Process Oxygen Transfer TestingASCE 19-96 Structural Applications of Steel Cables for BuildingsASCE 20-96 Standar

13、d Guidelines for the Design and Installation of Pile FoundationsANSI/ASCE/T prior to compaction) bedding sand as well as assumptions about the strength of base and subbase materials as described in this section.3.2 DESIGN PRINCIPLESThe basis of the design tables in Chapter 4 are devel-oped from the

14、AASHTO (1993) fl exible pavement design method, which can be summarized using the following equation:log( ) . log( ).log.WZS SNpppRiti=+ +0936 102015040110941232 807519(). log( ) .SNMR+ (3-1)where:W = design traffi c load in equivalent single axle loads (ESALs)ZR= standard normal deviate for reliabi

15、lity Rc03.indd 5c03.indd 5 7/23/2010 3:51:26 PM7/23/2010 3:51:26 PMSTRUCTURAL DESIGN OF INTERLOCKING CONCRETE PAVEMENT6result in a factored ESAL value of 2,000,000. If a higher reliability value, say 90% (ZR= 1.28), were input into Eq. 3-2, a factored ESAL value of about 3,750,000 would result.3.5 D

16、ESIGN TRAFFICThe amount of damage caused by traffi c loading will depend on the number and type of vehicles that pass over the pavement section. Traffi c design loading for the AASHTO (1993) design procedure is represented using the ESAL concept. One ESAL is represented as the impact from a single 8

17、0-kN (18,000-lb) axle load.Conversion of the traffi c ESALs to the Traffi c Index (TI) used in California is accomplished as follows:TIESAL=( )901060 119.(3-3)For this Standard Guideline, ESAL levels are pro-vided for 10 typical levels of municipal traffi c up to a maximum of 10 million ESALs (see T

18、able 4-1). The designer needs to select the appropriate traffi c level and design life. The typical initial design life for municipal pavements is on the order of 20 to 40 years.Estimate ESALs (or TI) from projected traffic mix (3.5) Characterize subgrade strength Category 1 8 (3.6) Characterize sub

19、grade drainage Good, Fair, or Poor (3.6.1) Select base materials and thickness from charts Unbound dense graded base: 100 to 150 mm (4 to 6 in.) (3.7.1) Bound bases: 100 mm (4 in.) thick asphalt-treated or100 mm (4 in.) thick cement-treated over 100 to 150 mm (4 to 6 in.) aggregate base (3.7.2) Begi

20、n design Select unbound dense-graded subbase thickness of 150 mm (6 in.) or greater from tables (4.1) Select geotextile (3.10) Select joint and bedding sand, bedding sand drainage (3.11)Design pavement structure drainage (3.9) Prepare construction details, drawings, and specifications (3.13, 3.14) S

21、elect concrete paver (3.12) OR Select design reliability (3.4) FIGURE 3-1. Design Process Flow Chart.Note: Numbers in parentheses refer to sections of this Standard Guideline.c03.indd 6c03.indd 6 7/23/2010 3:51:26 PM7/23/2010 3:51:26 PMASCE/T ASTM D1883, 2007) tests. The soil should be tested in the

22、 moisture condition expected during the lifetime of the pavement. In most cases, except for arid regions, this is in a saturated (or soaked) condition. If it is not possible to perform laboratory tests, typical resilient modulus values are available based on soil classifi cation system.This Standard

23、 Guideline utilizes eight categories of subgrade quality ranging from good quality gravels and rock with excellent drainage to poor quality clay materials that are semi-impervious to water. Subgrade types are classifi ed according to the Unifi ed Soils Classifi cation method (ASTM D2487, 2006a). Val

24、ues in Table 3-1 are provided for guidance only. Where laboratory tests are unavailable, Table 3-1 should be used to select the appropriate category.3.6.1 Characterize Subgrade DrainageOnce the general subgrade type has been selected, it is necessary to identify the drainage quality of the subgrade

25、and pavement structure. The drainage will depend on the type and gradation of the subgrade, granular base and subbase materials, and on the general geometry of the pavement (elevation, proxim-ity to a water source, presence of subdrains and ditches, etc.). Depending on the type of subgrade, the stre

26、ngth of the pavement can be reduced if there is excess water in the subgrade. This Standard Guideline includes an adjustment to the resilient modulus of the subgrade based on the overall quality of the pavement drainage as shown in Table 3-2.3.6.2 Frost, Swelling Soils, and Other ConsiderationsSubgr

27、ade swelling and frost heave can affect the per-formance of a municipal pavement and should be con-sidered as appropriate for local conditions. Frost and swelling may be reduced or eliminated by removal and replacement of subgrade soil materials. Frost heave may also be mitigated by improving draina

28、ge conditions and/or by providing a non-frost-susceptible layer. Swelling may also be mitigated by stabilizing the subgrade with additives such as lime or cement. Table 3-1. General Soil Categories and PropertiesCategory No. Unifi ed Soil Classifi cationaBrief Description Drainage Characteristics Su

29、sceptibility to Frost Action1 Boulders/cobbles Rock, rock fi ll, shattered rock, boulders/cobblesExcellent None2 GW, SW Well graded gravels and sands suitable as granular borrowExcellent Negligible3 GP, SP Poorly graded gravels and sands Excellent to fair Negligible to slight4 GM, SM Silty gravels a

30、nd sands Fair to semi-impervious Slight to moderate5 GC, SC Clayey gravels and sands Practically impervious Negligible to slight6 ML, MI Silts and sandy silts Typically poor Severe7 CL, MH Low plasticity clays and compressible siltsPractically impervious Slight to severe8 CI, CH Medium to high plast

31、icity clays Semi-impervious to imperviousNegligible to severea(ASTM 2006a).Table 3-2. Pavement DrainageQuality of DrainageTime to DrainSoil Category NumberaGood 1 day 1, 2, 3Fair 7 days 3, 4Poor 1 month 4, 5, 6, 7, 8aFrom Table 3-1.c03.indd 7c03.indd 7 7/23/2010 3:51:26 PM7/23/2010 3:51:26 PMSTRUCTU

32、RAL DESIGN OF INTERLOCKING CONCRETE PAVEMENT8This Standard Guideline assumes that issues with frost heave and swelling soils are addressed by the Engi-neer as needed and are refl ected in the design sub-grade strength value.3.7 SELECT BASE MATERIALS AND THICKNESSESThe next step in the design process

33、 is to select the type of base material that will be used for the pave-ment. This Standard Guideline supports the use of both bound and unbound bases. High quality durable materials should always be selected in any pavement design. All aggregates should be crushed, angular materials. Recycled aggreg

34、ates may be used but they must meet the same conditions as specifi ed for non-recycled aggregates. Untreated aggregate base and subbase should be compacted to at least 98% of maximum dry density based on AASHTO T180 Method D (AASHTO 2009), or the equivalent.3.7.1 Unbound Dense Graded BaseAggregates

35、should be crushed, angular materials. Crushed aggregate bases used in highway construction are generally suitable for interlocking concrete pave-ment. Unbound base materials should meet the local state, provincial, or municipal standards governing base materials. Where local specifi cations are unav

36、ail-able, the base material should meet the gradation requirements of ASTM D2940 (ASTM 2009b). The minimum strength of the unbound base should be a CBR of 80% or equivalent bearing strength as described by the test methods in Section 3.6. Unbound base materials should have a maximum loss of 60% when

37、 tested in accordance with CSA A23.2-29A and a maximum loss of 40% when tested in accordance with ASTM C131 or CSA A23.2-17A (CSA 2004b; ASTM 2006d). The plasticity index should be a maximum of 6 and the liquid limit should be a maximum of 25 when tested in accordance with ASTM D4318 (ASTM 2005a) an

38、d AASHTO T-89 and 90 (AASHTO 2002, 2004). For constructability purposes, the minimum design unbound base thick-ness should be 100 mm (4 in.) for less than 500,000 ESALs and 150 mm (6 in.) for 500,000 or more ESALs.3.7.2 Bound (or Treated) BasesAsphalt treated base (ATB) and cement treated base (CTB)

39、 materials and installation should conform to provincial, state, or local specifi cations for a dense graded, compacted asphalt concrete. ATB material should have a minimum Marshall stability of 8000 N (1,800 lbs) per ASTM D5 (ASTM 2006b) or AASHTO T-49 (AASHTO 2007). Use of the appro-priate asphalt

40、 cement binder for local climate condi-tions is recommended. Cement-treated base material should have a minimum 7-day unconfi ned compres-sive strength of 4.5 MPa (650 psi), per ASTM D4320 (ASTM 2009a) and D4219 (ASTM 2008c). For constructability purposes, the minimum bound base thickness for design

41、 purposes will be 100 mm (4 in.).3.8 DETERMINE SUBBASE THICKNESSThe required subbase thickness is determined based on the design reliability, design life, estimated traffi c, subgrade soil type, pavement structure drainage, and base type selected.3.8.1 Unbound Dense Graded SubbaseAggregates should b

42、e crushed, angular materials. Crushed aggregate bases used in highway construction are generally suitable for interlocking concrete pave-ment. Unbound subbase materials should meet the local state, provincial, or municipal standards govern-ing subbase materials. Where local specifi cations are unava

43、ilable, the subbase should meet the gradation requirements according to ASTM D2940 (ASTM 2009b). The minimum strength of the unbound subbase should be a CBR of 40% or equivalent bearing strength as described by the test methods in Section 3.6. The plasticity index should be a maximum of 10 and the l

44、iquid limit should be a maximum of 25, according to ASTM D4318 (ASTM 2005a) and AASHTO T-90 (AASHTO 2004). Subbase thicknesses should be chosen from Tables 4-3 through 4-6. For constructability purposes, a minimum unbound subbase design thickness of 150 mm (6 in.) is used.3.9 DESIGN PAVEMENT STRUCTU

45、RE DRAINAGEThe design should consider drainage of the bedding sand layer and the soil subgrade. The typical drainage detail for untreated bases is shown in Fig. 3-2. For treated bases, bedding sand layer drainage is typically accomplished by providing vertical drainage at the lowest elevations, as s

46、hown in Fig. 3-3. A typical drainage detail for catch basins or utility structures with treated bases is shown in Fig. 3-4.c03.indd 8c03.indd 8 7/23/2010 3:51:26 PM7/23/2010 3:51:26 PMASCE/T CSA A23.2-23A, The Resistance of Fine Aggregate to Degradation by Abrasion in the Micro-Deval Appara-tus (CSA

47、 2004b); and ASTM D2434, Standard Test Method for Permeability of Granular Soils (Constant Head) (ASTM 2006c). See ICPI Tech Spec 17, Selection of Bedding Sands for Interlocking Concrete Pavements in Vehicular Applications (ICPI 2007), for guidance.3.11.2 Bedding Sand DrainageAdditional drainage of

48、the bedding sand layer should be provided where required. Examples are shown in Figs. 3-2 through 3-4.c03.indd 10c03.indd 10 7/23/2010 3:51:27 PM7/23/2010 3:51:27 PMASCE/T&DI/ICPI 58-1011FIGURE 3-4. Drain Detail at a Catch Basin for Treated Base.3.11.3 Joint SandIt is recommended that the joint sand

49、 have the same properties as the bedding sand, but this may be modi-fi ed based on local practices and conditions. For example, the gradation requirements may be adjusted to meet the requirements of ASTM C144 (ASTM 2004) or CSA A179 (CSA 2009), which allow a fi ner gradation.3.12 CONCRETE PAVERSConcrete pavers should conform to the product requirements of ASTM C936, Standard Specifi cation for Solid Concrete Interlocking Paving Units (ASTM 2008b), in the United States and CSA A231.2, Precast Concrete Pavers (CSA 2006), in Canada (Fig. 3-5