ASTM F1759-1997(2018) Standard Practice for Design of High-Density Polyethylene (HDPE) Manholes for Subsurface Applications《地下应用用高密度聚乙烯(HDPE)人孔设计的标准实施规程》.pdf

《ASTM F1759-1997(2018) Standard Practice for Design of High-Density Polyethylene (HDPE) Manholes for Subsurface Applications《地下应用用高密度聚乙烯(HDPE)人孔设计的标准实施规程》.pdf》由会员分享，可在线阅读，更多相关《ASTM F1759-1997(2018) Standard Practice for Design of High-Density Polyethylene (HDPE) Manholes for Subsurface Applications《地下应用用高密度聚乙烯(HDPE)人孔设计的标准实施规程》.pdf（12页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: F1759 97 (Reapproved 2018) An American National StandardStandard Practice forDesign of High-Density Polyethylene (HDPE) Manholes forSubsurface Applications1This standard is issued under the fixed designation F1759; the number immediately following the designation indicates the year ofor

2、iginal adoption 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 practice covers general and basic procedures re-lated to

3、 the design of manholes and components manufacturedfrom high-density polyethylene (HDPE) for use in subsurfaceapplications and applies to personnel access structures. Thepractice covers the material, the structural design requirementsof the manhole barrel (also called vertical riser or shaft), floor

4、(bottom), and top, and joints between shaft sections.1.2 This practice offers the minimum requirements for theproper design of an HDPE manhole. Due to the variability inmanhole height, diameter, and the soil, each manhole must bedesigned and detailed individually. When properly used andimplemented,

5、this practice can help ensure a safe and reliablestructure for the industry.1.3 DisclaimerThe reader is cautioned that independentprofessional judgment must be exercised when data or recom-mendations set forth in this practice are applied. The publica-tion of the material contained herein is not int

6、ended as arepresentation or warranty on the part of ASTM that thisinformation is suitable for general or particular use, or freedomfrom infringement of any patent or patents.Anyone making useof this information assumes all liability arising from such use.The design of structures is within the scope

7、of expertise of alicensed architect, structural engineer, or other licensed profes-sional for the application of principles to a particular structure.1.4 The values stated in inch-pound units are to be regardedas the standard. The SI units given in parentheses are providedfor information only.1.5 Th

8、is 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, health, and environmental practices and deter-mine the applicability of regulatory limitations prior to use.1.6 T

9、his international standard was developed in accor-dance with internationally recognized principles on standard-ization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recom-mendations issued by the World Trade Organization TechnicalBarriers to Trad

10、e (TBT) Committee.2. Referenced Documents2.1 ASTM Standards:2D653 Terminology Relating to Soil, Rock, and ContainedFluidsD1600 Terminology forAbbreviated Terms Relating to Plas-ticsD2321 Practice for Underground Installation of Thermoplas-tic Pipe for Sewers and Other Gravity-Flow ApplicationsD2657

11、Practice for Heat Fusion Joining of Polyolefin Pipeand FittingsD2837 Test Method for Obtaining Hydrostatic Design Basisfor Thermoplastic Pipe Materials or Pressure Design Basisfor Thermoplastic Pipe ProductsD3035 Specification for Polyethylene (PE) Plastic Pipe (DR-PR) Based on Controlled Outside Di

12、ameterD3212 Specification for Joints for Drain and Sewer PlasticPipes Using Flexible Elastomeric SealsD3350 Specification for Polyethylene Plastics Pipe and Fit-tings MaterialsF412 Terminology Relating to Plastic Piping SystemsF477 Specification for Elastomeric Seals (Gaskets) for Join-ing Plastic P

13、ipeF714 Specification for Polyethylene (PE) Plastic Pipe (DR-PR) Based on Outside DiameterF894 Specification for Polyethylene (PE) Large DiameterProfile Wall Sewer and Drain Pipe3. Terminology3.1 Definitions:3.1.1 Definitions used in this practice are in accordance withTerminology F412 and Terminolo

14、gy D1600 unless otherwiseindicated.3.2 Definitions of Terms Specific to This Standard:1This practice is under the jurisdiction of ASTM Committee F17 on PlasticPiping Systems and is the direct responsibility of Subcommittee F17.26 on OlefinBased Pipe.Current edition approved Feb. 1, 2018. Published M

15、arch 2018. Originallyapproved in 1997. Last previous edition approved in 2010 as F1759 97 (2010).DOI: 10.1520/F1759-97R18.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, ref

16、er to the standards Document Summary page onthe ASTM website.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United StatesThis international standard was developed in accordance with internationally recognized principles on standardization establis

17、hed in the Decision on Principles for theDevelopment of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.13.2.1 anchor connection ringan HDPE ring attached tothe manhole riser on which to place an antiflotation dev

18、ice,such as a concrete anchor ring.3.2.2 archingmobilization of internal shear resistancewithin a soil mass that results in a change in soil pressureacting on an underground structure.3.2.3 benchingthe internal floor of a manhole when it iselevated above the manhole invert, usually provided as a pla

19、cefor personnel to stand.3.2.4 closed profilea manhole barrel construction thatpresents an essentially smooth internal surface braced withprojections or ribs, which are joined by an essentially smoothouter wall. Solid wall construction is considered a special caseof the closed profile.3.2.5 downdrag

20、downward shear force acting on theshafts external surface and resulting from settlement of themanhole backfill.3.2.6 extrusion weldinga joining technique that is accom-plished by extruding a molten polyethylene bead between twoprepared surface ends.3.2.7 floorthe lowest internal surface of the manho

21、le. Thefloor and bottom are often the same.3.2.8 inlet/outletpipe (conduit) passing through the wallof the manhole.3.2.9 invertthe flow channel in the floor of a manhole.This may consist of the lower half of a pipe, thus the name“invert”.3.2.10 manholean underground service access structure,which ca

22、n access pipelines, conduits, or subsurface equipment.3.2.11 manhole bottomthe lowest external surface of themanhole.3.2.12 manhole conethe top portion of the manholethrough which entrance to the manhole is made and where thediameter may increase from the entrance way to the largermanhole barrel. So

23、metimes referred to as the manway reducer.3.2.13 open profilea manhole barrel construction thatpresents an essentially smooth internal surface with a ribbed orcorrugated external surface. Open profile barrel constructionsare normally not used for manholes.3.2.14 performance limitsmechanisms by which

24、 the func-tion of a structure may become impaired.3.2.15 riserthe vertical barrel or “shaft” section of amanhole.3.3 See Fig. 1 for illustration of manhole terminology.4. Significance and Use4.1 UsesThe requirements of this practice are intended toprovide manholes suitable for installation in pipeli

25、ne or conduittrenches, landfill perimeters, and landfills with limited settle-ment characteristics. Direct installation in sanitary landfills orother fills subject to large (in excess of 10 %) soil settlementsmay require special designs outside the scope of this practice.4.1.1 Manholes are assumed t

26、o be subject to gravity flowonly.4.2 Design AssumptionThe design methodology in thispractice applies only to manholes that are installed in backfillconsisting of Class I, Class II, or Class III material as definedin Practice D2321, which has been compacted to a minimum of90 % standard proctor densit

27、y. The designs are based on thebackfill extending at least 3.5 ft (1 m) from the perimeter of themanhole for the full height of the manhole and extendinglaterally to undisturbed in situ soil. Manholes are assumedplaced on a stable base consisting of at least 12 in. (30.5 cm)of Class I material compa

28、cted to at least 95 % standard proctordensity or a concrete slab. The foundation soils under the basemust provide adequate bearing strength to carry downdragloads.4.2.1 Manholes installed in sanitary landfills or other fillsexperiencing large settlements may require special designsbeyond the scope o

29、f this practice. The designer should evaluateeach specific site to determine the suitability for use of HDPEmanholes and the designer should prepare a written specifica-tion for installation, which is beyond the scope of this practice.5. Materials5.1 HDPE MaterialManhole components, such as theriser

30、, base, and anchor connection ring, shall be made of HDPEplastic compound having a cell classification of 334433C orhigher, in accordance with Specification D3350.NOTE 1Materials for use in manholes may be subjected to significanttensile and compressive stresses. The material must have a provencapac

31、ity for sustaining long-term stresses. There are no existing ASTMstandards that establish such a stress rating except for Test Method D2837.Work is currently in progress to develop an alternate method for stressFIG. 1 Manhole TerminologyF1759 97 (2018)2rating materials and when completed, this stand

32、ard will be alteredaccordingly.5.2 Other MaterialManhole components, such as tops andlids, may be fabricated from materials other than HDPE as longas agreed to by the user and manufacturer.6. Subsurface Loading on Manhole Riser6.1 Performance LimitsThe manhole risers performancelimits include ring d

33、eflection, ring (hoop) and axial stress (orstrain), and ring and axial buckling. Radially directed loadsacting on a manhole cause ring deformation and ring bendingstresses. The radial load varies along the length of the manhole.See Fig. 2. In addition to radial stresses, considerable axialstress may

34、 exist in the manhole wall as a result of “downdrag”.Downdrag occurs as the backfill soil surrounding the manholeconsolidates and settles. Axial load is induced through thefrictional resistance of the manhole to the backfill settlement.See Fig. 3. The manhole must also be checked for axialcompressiv

35、e stress and axial buckling due to downdrag forces.6.2 Earth Pressure Acting on Manhole Riser:6.2.1 Radial PressureRadial pressure along the length ofthe manhole riser may be calculated using finite elementmethods, field measurements, or other suitable means. SeeHossain and Lytton (1).3In lieu of th

36、e preceding, the activeearth pressure modified for uneven soil compaction around theperimeter of the riser can be used.NOTE 2Use of the active pressure is based on measurements taken byGartung et al. (2) and on the ability of the material placed around themanhole to accept tangential stresses and th

37、us relieve some of the lateralpressure. It may actually understate the load on the manhole, however thisappears to be offset by the stress relaxation that occurs in the HDPEmanhole as shown by Hossain (3). Stress relaxation permits mobilizationof horizontal arching, thus the active earth pressure ca

38、n be assumed fordesign purposes.6.2.1.1 If the active earth pressure is modified to take intoaccount uneven compaction around the perimeter of the pipe asdescribed by Steinfeld and Partner (4), the radially directeddesign pressure is given by Eq 1.PR5 1.21 KAH (1)where:PR= applied radial pressure, p

39、sf (KPa), = soil unit weight, lbs/ft3(kN/m3),H = weight of fill, ft (m), andKA= active earth pressure coefficient as given by Eq 2.KA5 tan2S45 22D(2)where: = angle of internal friction of manhole embedmentmaterial, .6.2.2 Downdrag (Axial Shear Stress)The settlement ofbackfill material surrounding a

40、manhole riser develops a shearstress between the manhole and the fill, which acts as “down-drag” along the outside of the manhole. The settling processbegins with the first lift of fill placed around the manhole andcontinues until all the fill is placed and consolidated. As fill isplaced around a ma

41、nhole, the axial force coupled into themanhole by downdrag shear will increase until it equals thefrictional force between the soil and manhole. When this limitis reached, slippage of the fill immediately adjacent to themanhole occurs. This limits the axial force to the value of thefrictional force.

42、6.2.2.1 Downdrag loads can be calculated using finite ele-ment methods, field measurements, or other procedures. In lieuof these, the following method may be used. The average shearstress is given by Eq 3, for an active earth pressure distributionas shown in Fig. 2.TA5 FPR11PR22G(3)where:TA= average

43、 shear (frictional) stress, psf (kPa),PR1= radial earth pressure at top of manhole, psf (kPa),PR2= radial earth pressure at bottom of manhole, psf (kPa),and = coefficient of friction between manhole and soil.6.2.2.2 The coefficient of friction between an HDPE man-hole with an essentially smooth oute

44、r surface and a granular orgranular-cohesive soil can be taken as 0.4. See Swan et al. (5)3The boldface numbers given in parentheses refer to a list of references at theend of the text.FIG. 2 Radial Pressure Acting on Manhole (Assumed Distribu-tion for Design)FIG. 3 Downdrag Force Acting on Manhole

45、(Assumed for De-sign)F1759 97 (2018)3and Martin et al. (6). In some applications the coefficient offriction may be reduced by coating the exterior of the manholewith bentonite or some other lubricant.NOTE 3The use of external stiffeners or open profiles to stiffen theriser greatly increases the down

46、drag load due to their impeding thesettlement of soil beside the manhole. This has the effect of increasing theaverage shear stress in Eq 3. Where open profiles are used, the coefficientof friction may equal or exceed 1.0.6.2.2.3 The downdrag creates an axial-directed load (down-drag load) in the ma

47、nhole wall that increases with depth. Theaxial force developed on the manhole can be found byintegrating the shear stress (or frictional stress) between themanhole and soil over the height of the fill. This integration isequal to the product of the surface area of the manhole timesthe average shear

48、stress acting on the surface. The maximumdowndrag force can be found using Eq 4. Whether or not toinclude surface vehicular loads in this term depends on themanhole top design. See 7.3.PD5 TASDo12DH (4)where:PD= downdrag load, lb (kN),Do= outside diameter of manhole, in. (m),TA= average shear stress

49、, psf (kPa), andH = height of fill, ft (m).NOTE 4When SI units are used, the 12 in the denominator of Eq 4may be dropped.NOTE 5This equation can be used for HDPE manholes with therecognition that the HDPE manhole is not unyielding. Axial deflection ofthe HDPE manhole will lessen the downdrag load. The actual load willdepend on the relative stiffness between the manhole and the soil and onthe effect of stress relaxation properties on the relative stiffness.6.3 Groundwater Effects:6.3.1 The presence of groundwater around a manhole exertsan exter