ANSI ASTM F2787-2013 Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers《热塑波纹壁雨水收集室结构设计的操作规程》.pdf

《ANSI ASTM F2787-2013 Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers《热塑波纹壁雨水收集室结构设计的操作规程》.pdf》由会员分享，可在线阅读，更多相关《ANSI ASTM F2787-2013 Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers《热塑波纹壁雨水收集室结构设计的操作规程》.pdf（25页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: F2787 13Standard Practice forStructural Design of Thermoplastic Corrugated WallStormwater Collection Chambers1This standard is issued under the fixed designation F2787; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, t

2、he 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. Scope*1.1 This practice standardizes structural design of thermo-plastic corrugated wall arch-shaped chambers used f

3、orcollection, detention, and retention of stormwater runoff. Thepractice is for chambers installed in a trench or bed andsubjected to earth and live loads. Structural design includes thecomposite system made up of the chamber arch, the chamberfoot, and the soil envelope. Relevant recognized practice

4、sinclude design of thermoplastic culvert pipes and design offoundations.1.2 This practice standardizes methods for manufacturers ofburied thermoplastic structures to design for the time depen-dent behavior of plastics using soil support as an integral partof the structural system. This practice is n

5、ot applicable tothermoplastic structures that do not include soil support as acomponent of the structural system.1.3 This practice is limited to structural design and does notprovide guidance on hydraulic, hydrologic, or environmentaldesign considerations that may need to be addressed forfunctional

6、use of stormwater collection chambers.1.4 Stormwater chambers are most commonly embedded inopen graded, angular aggregate which provide both structuralsupport and open porosity for water storage. Should soils otherthan open graded, angular aggregate be specified forembedment, other installation and

7、functional concerns mayneed to be addressed that are outside the scope of this practice.1.5 Chambers are produced in arch shapes to meet classifi-cations that specify chamber rise, chamber span, minimum footwidth, minimum wall thickness, and minimum arch stiffnessconstant. Chambers are manufactured

8、with integral footings.1.6 Polypropylene chamber classifications are found inSpecification F2418. Specification F2418 also specifies cham-ber manufacture and qualification.1.7 The values stated in inch-pound units are to be regardedas standard. The values given in parentheses are mathematicalconvers

9、ions to SI units that are provided for information onlyand are not considered standard.1.8 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety and health practices

10、and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D2487 Practice for Classification of Soils for EngineeringPurposes (Unified Soil Classification System)D2990 Test Methods for Tensile, Compressive, and FlexuralCreep and Creep-Rupture o

11、f PlasticsD6992 Test Method for Accelerated Tensile Creep andCreep-Rupture of Geosynthetic Materials Based on Time-Temperature Superposition Using the Stepped IsothermalMethodF2418 Specification for Polypropylene (PP) Corrugated WallStormwater Collection Chambers2.2 AASHTO LRFD Bridge Design Specifi

12、cations:3Section 3 Loads and Load Factors, 3.5 Permanent Loads; 3.6Live LoadsSection 10 Foundations, 10.6 Spread FootingsSection 12 Buried Structures and Tunnel Liners, 12.12Thermoplastic Pipes2.3 AASHTO Standard Specifications:3M43Standard Specification for Size of Aggregate for Roadand Bridge Cons

13、tructionM 145 Standard Specification for Classification of Soils andSoil-Aggregate Mixtures for Highway Construction Pur-poses1This practice is under the jurisdiction of ASTM Committee F17 on PlasticPiping Systems and is the direct responsibility of Subcommittee F17.65 on LandDrainage.Current editio

14、n approved April 1, 2013. Published April 2013. Originallyapproved in 2009. Last previous edition approved in 2011 as F278711. DOI:10.1520/F2787-13.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandar

15、ds volume information, refer to the standards Document Summary page onthe ASTM website.3AASHTO LRFD Bridge Design Specifications-Dual Units, 4th Edition, 2007and AASHTO Standard Specifications for Transportation Materials and Sampling,28th edition, 2008. Available from American Association of State

16、Highway andTransportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249,Washington, DC 20001.*A Summary of Changes section appears at the end of this standardCopyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States1T99Standard Method o

17、f Test for Moisture-Density Rela-tions of Soils Using a 2.5-kg (5.5-lb) Rammer and a305-mm (12-in.) Drop2.4 AWWA Manual:4M45Manual of Water Supply Practices: Fiberglass PipeDesign3. Terminology3.1 Definitions:3.1.1 Definitions used in this specification are in accordancewith the definitions in Termi

18、nology F412, and abbreviationsare in accordance with Terminology D1600, unless otherwiseindicated.3.1.2 chamberan arch-shaped structure manufactured ofthermoplastic with an open-bottom that is supported on feetand may be joined into rows that begin with, and are termi-nated by, end caps (see Fig. 1)

19、.3.1.3 classificationthe chamber model specification thatidentifies nominal height, nominal width, rise, span, minimumfoot width, wall thickness, and arch stiffness constant.3.1.4 corrugated walla wall profile consisting of a regularpattern of alternating crests and valleys connected by webelements

20、(see Fig. 2).3.1.5 crestthe element of a corrugation located at theexterior surface of the chamber wall, spanning between twoweb elements (see Fig. 2).3.1.6 crownthe center section of a chamber typicallylocated at the highest point as the chamber is traversedcircumferentially.3.1.7 embedmentbackfill

21、 material against the sides ofchambers and end caps and in between rows of chambers fromthe foundation stone below to a specified dimension over thetop of the chambers (see Fig. 3).3.1.8 end capa bulkhead provided to begin and terminatea chamber, or row of chambers, and prevent intrusion ofsurroundi

22、ng embedment materials.3.1.9 foota flat, turned out section that is manufacturedwith the chamber to provide a bearing surface for transfer ofvertical loads to the foundation (see Fig. 1).3.1.10 foot areathe actual contact area of the foot with thefoundation.3.1.11 local bucklingcompression failure o

23、f built-up platesections with high width-to-thickness ratios.3.1.12 nominal heighta designation describing the ap-proximate outside vertical dimension of the chamber at itscrown (see Fig. 1).3.1.13 nominal widtha designation describing the ap-proximate outside horizontal dimension of the chamber at

24、itsfeet (see Fig. 1).3.1.14 risethe vertical distance from the chamber base(bottom of the chamber foot) to the inside of a chamber wallvalley element at the crown as depicted in Fig. 1.3.1.15 spanthe horizontal distance from the interior ofone sidewall valley element to the interior of the other sid

25、ewallvalley element as depicted in Fig. 1.3.1.16 valleythe element of a corrugation located at theinterior surface of a chamber wall, spanning between two webelements (see Fig. 2).3.1.17 viscoelasticitythe response of a material to loadthat is dependent both on load magnitude (elastic) and load rate

26、(viscous).3.1.18 webthe element of a corrugated wall that connectsa crest element to a valley element (see Fig. 2).4. Significance and Use4.1 This practice provides a rational method for structuraldesign of thermoplastic stormwater chambers. The loads,capacities, and limit states are based on accept

27、ed load andresistance factor design for thermoplastic pipes; however,4AWWA Manual of Water Supply Practices M45: Fiberglass Pipe Design, 2ndEdition, 2005. Available from the American Water Works Association (AWWA),6666 W. Quincy Ave., Denver, CO 80235.NOTE 1The model chamber shown in this standard i

28、s intended only as a general illustration.FIG. 1 Chamber Terminology (Typical)F2787 132existing design specifications for thermoplastic pipes do notadequately address the design of chambers due to (1) open-bottom geometry, (2) support on integral foot, (3) varyingcircumferential corrugation geometry

29、, and (4) manufacturewith alternative thermoplastic resin. This practice standardizesrecommendations for designers to adequately address theseaspects of chamber design.4.2 This practice is written to allow chamber manufacturersto evaluate chambers meeting existing classifications and todesign chambe

30、rs for new classifications as they are developed.5. Basis of Design5.1 Design is based on AASHTO LRFD Bridge DesignSpecifications and publications for static soil-structure-interaction analysis for thermoplastic pipes. Users shouldverify that these recommendations meet particular projectneeds.5.2 Ch

31、amber installations shall be designed for the criticalcombination of live load and dead load, see Section 7.5.3 Chambers shall be designed for service limit states andsafety against structural failure, see Section 8.5.3.1 Service Limit StateService design shall limit verticaldisplacements at the gro

32、und surface. Chambers shall be evalu-ated for detrimental structural deformation.5.3.2 Safety Against Structural FailureStructural designshall evaluate chambers for buckling, compression, tension,and foundation bearing.5.4 Buckling capacity is based on material stress limits.Compression and tension

33、capacities are based on materialstrain limits. Foundation bearing capacity is based on soilultimate bearing capacity.5.5 Chambers shall be designed using closed-form solutions(verified by analysis) or finite element analysis (FEA). Designsshall be validated by testing.NOTE 1The soil-chamber system c

34、omplexity generally precludes theuse of closed-form solutions for determination of design force effects.While specific solutions may be developed for individual chambergeometries, general solutions have not been developed to accuratelypredict behavior for the many possible variations in chamber geom

35、etry. Inmost cases FEA must be employed to calculate design force effects on thechamber or as verification of closed-form solutions.5.6 Chamber material properties shall be based on tests.5.7 Chamber section properties shall be calculated from thegeometry of the chamber cross-section.5.8 Soil proper

36、ties shall be based on generally acceptedpublished properties for the specified soil classifications or bytests on site-specific materials.NOTE 1The corrugation profile shown in this standard is intended only as a general illustration.FIG. 2 Corrugation Terminology (Typical)FIG. 3 Installation Termi

37、nology (Typical)F2787 1336. Analysis for Design6.1 The design shall include structural modeling of thechamber under loads in the installed soil environment.Analysismodels shall include critical anticipated live loads and soilcover heights that provide deflections for serviceability designand force e

38、ffects to design for safety against structural failure.6.2 Analysis shall consider the following:6.2.1 Chamber StructureTwo-dimensional FEA shall usebeam elements with effective section properties to model thechamber wall. Each beam element shall represent not morethan 10 degrees of the chamber circ

39、umference. Nodes at beamends shall be located at the center of the gravity (cg) of thecorrugated chamber wall cross-section. Three-dimensionalFEA shall employ shell elements.6.2.2 FEA ProgramAcceptable FEA programs include (1)CANDE (Culvert Analysis and Design), (2) similarly featuredand verified cu

40、lvert design software, or (3) general purposefinite element analysis software with capability to modelnonlinear static soil-structure-interaction.6.2.3 CreepThe time-dependent response (creep) of ther-moplastic chamber materials shall be included in the analysis.Acceptable methods are (1) multiple l

41、inear-elastic models withsuccessive stiffness reductions for creep effects, and (2) non-linear chamber models that include the creep response. Valuesof creep modulus shall be determined by test in accordancewith Test Methods D2990 or Test Method D6992.6.2.4 SoilModels shall include accurate represen

42、tation ofthe structural backfill envelope and boundary conditions. Thebackfill envelope includes foundation, embedment, and cover.Boundary conditions typically include the size of the soilembedment zone, distance to trench walls, subgrade under thebackfill envelope, weight and stiffness of soils abo

43、ve thebackfill envelope, and boundary for application of live loads.Structural backfill soils shall be modeled with nonlinearproperties that incorporate the effects of confinement. Accept-able soil models include (1) soil hardening models that increasesoil stiffness for confinement, (2) elastic-plas

44、tic models thatallow failure in shear, or (3) large-deformation models. Soilsoutside the backfill envelope and further than two times thechamber span from the chamber may be modeled as linear-elastic. Soil continuum elements shall be either fully bonded tothe chamber beam elements or modeled with a

45、friction inter-face.6.2.5 Live LoadModels shall include live loads, see Sec-tion 7.6.2.6 Chamber BedsStructural effects of adjacent cham-bers shall be analyzed. When two-dimensional plane-strainanalysis is used, changes in geometry along the length ofchamber runs, including intermediate stiffeners o

46、r diaphragms,shall be addressed using separate models.7. Structural Loads7.1 The design load on a chamber shall include dead loadand live load.7.2 Dead Load (DL)Dead load shall be computed frompermanent soil cover over chambers. The soil unit weight shallnot be less than 120 lb/ft3(18.9 kN/m3) unles

47、s otherwisedetermined by tests. Dead load shall be calculated for eachinstallation.7.3 Dead Load Factor (DL)The dead load factor shall be1.95.7.4 Live Load (LL)Live load calculation is provided inAnnex A1. Live load includes transient loads (passing ve-hicles) or sustained loads (stationary non-perm

48、anent loads).Live load computation is based on theAASHTO HL-93 designvehicular live load applied to a single-loaded lane.7.4.1 HL-93The HL-93 load is a combination of thedesign truck or design tandem, whichever is critical, appliedwith the design lane load.7.4.2 Design TruckThe design truck shall be

49、 theAASHTO Design Truck as specified in AASHTO LRFDBridge Design Specifications, Section 3.6.1.2.2.7.4.3 Design TandemThe design tandem shall be theAASHTO Design Tandem as specified in AASHTO LRFDBridge Design Specifications, Section 3.6.1.2.3.7.4.4 Thermoplastic chamber structures have a structuralresponse that is dependent on load duration. Chamber responseto live load is computed using appropriate creep moduli forinstantaneous response (transient loads) and longer-durationresponse (sustained loads). As a minimum, design for live loadshall inclu