ASTM D7383-2010 9375 Standard Test Methods for Axial Compressive Force Pulse (Rapid) Testing of Deep Foundations《深地基轴向压力脉冲(快速)试验的标准试验方法》.pdf

《ASTM D7383-2010 9375 Standard Test Methods for Axial Compressive Force Pulse (Rapid) Testing of Deep Foundations《深地基轴向压力脉冲(快速)试验的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM D7383-2010 9375 Standard Test Methods for Axial Compressive Force Pulse (Rapid) Testing of Deep Foundations《深地基轴向压力脉冲(快速)试验的标准试验方法》.pdf（9页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D7383 10Standard Test Methods forAxial Compressive Force Pulse (Rapid) Testing of DeepFoundations1This standard is issued under the fixed designation D7383; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of l

2、ast 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 These test methods cover procedures for testing anindividual vertical or inclined deep foundation to determine thedispl

3、acement response to an axial compressive force pulseapplied at its top. These test methods apply to all deepfoundation units, referred to herein as “piles,” that function ina manner similar to driven or cast-in-place piles, regardless oftheir method of installation.1.2 Two alternative procedures are

4、 provided:1.2.1 Procedure A uses a combustion gas pressure apparatusto produce the required axial compressive force pulse.1.2.2 Procedure B uses a cushioned drop mass apparatus toproduce the required axial compressive force pulse.1.3 This standard provides minimum requirements for test-ing deep foun

5、dations under an axial compressive force pulse.Plans, specifications, provisions (or combinations thereof)prepared by a qualified engineer, may provide additionalrequirements and procedures as needed to satisfy the objectivesof a particular deep foundation test program. The engineer inresponsible ch

6、arge of the foundation design, referred to hereinas the “Engineer,” shall approve any deviations, deletions, oradditions to the requirements of this standard.1.4 The proper conduct and evaluation of force pulse testingrequires special knowledge and experience. A qualified engi-neer should directly s

7、upervise the acquisition of field data andthe interpretation of the test results so as to predict the actualperformance and adequacy of deep foundations used in theconstructed foundation. A qualified engineer shall approve theapparatus used for applying the force pulse, rigging andhoisting equipment

8、, support frames, templates, and test proce-dures.1.5 The text of this standard references notes and footnoteswhich provide explanatory material. These notes and footnotes(excluding those in tables and figures) shall not be consideredas requirements of the standard. The word “shall” indicates amanda

9、tory provision, and the word “should” indicates arecommended or advisory provision. Imperative sentencesindicate mandatory provisions.1.6 The values stated in SI units are to be regarded asstandard. No other units of measurement are included in thisstandard.1.7 All observed and calculated values sha

10、ll conform to theguidelines for significant digits and rounding established inPractice D6026.1.8 The method used to specify how data are collected,calculated or recorded in this standard is not directly related tothe accuracy to which the data can be applied in the design orother uses, or both. How

11、one uses the results obtained usingthis standard is beyond its scope.1.9 ASTM International takes no position respecting thevalidity of any patent rights asserted in connection with anyitem mentioned in this standard. Users of this standard areexpressly advised that determination of the validity of

12、any suchpatent rights, and the risk of infringement of such rights, areentirely their own responsibility.1.10 This standard may involve hazardous materials, opera-tions, and equipment. This standard does not purport toaddress all of the safety concerns, if any, associated with itsuse. It is the resp

13、onsibility of the user of this standard toestablish appropriate safety and health practices and deter-mine the applicability of regulatory limitations prior to use.Section 7 provides a partial list of specific hazards andprecautions.2. Referenced Documents2.1 ASTM Standards:2D653 Terminology Relatin

14、g to Soil, Rock, and ContainedFluidsD1143 Test Method for Piles Under Static Axial Compres-sive Load3D3689 Test Methods for Deep Foundations Under StaticAxial Tensile LoadD3740 Practice for Minimum Requirements for AgenciesEngaged in Testing and/or Inspection of Soil and Rock asUsed in Engineering D

15、esign and Construction1These test methods are under the jurisdiction of ASTM Committee D18 on Soiland Rock and is the direct responsibility of Subcommittee D18.11 on DeepFoundations.Current edition approved July 1, 2010. Published August 2010. Originallyapproved in 2008 as D738308. DOI: 10.1520/D738

16、3-10.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.3Withdrawn. The last approved version of this historical

17、 standard is referencedon www.astm.org.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.D5882 Test Method for Low Strain Impact Integrity Testingof Deep FoundationsD6026 Practice for Using Significant Digits in GeotechnicalDataD6760 T

18、est Method for Integrity Testing of Concrete DeepFoundations by Ultrasonic Crosshole Testing3. Terminology3.1 Definitions:3.1.1 For common definitions of terms used in this standard,see Terminology D653.3.2 Definitions of Terms Specific to This Standard:3.2.1 cast-in-place pile, na deep foundation u

19、nit made ofcement grout or concrete and constructed in its final location,for example, drilled shafts, bored piles, caissons, augercastpiles, pressure-injected footings, etc.3.2.2 deep foundation, na relatively slender structuralelement (length greater than width) that transmits some or allof the lo

20、ad it supports to soil or rock well below the groundsurface. It may be a driven pile, a cast-in-place pile, or analternate structural element having a similar function.3.2.3 driven pile, na deep foundation unit made of pre-formed material with a predetermined shape and size andtypically installed by

21、 impact hammering, vibrating, or pushing.3.2.4 force pulse, nfor the purposes of this standard, a“force pulse” shall result in a force-time event similar to Fig. 1,typically reaching a target peak force. The applied force shallexceed the pre-load for a duration time of at least twelve timesthe test

22、pile length (L) divided by the strain wave speed (c), or12L/c. The applied force shall also exceed 50 % of the actualpeak force for a minimum duration time of four times L/c. Theforce pulse shall increase smoothly and continuously to thepeak force and then decrease smoothly and continuously.Typical

23、force pulse durations range from 90 to 250 ms.NOTE 1A force pulse duration of less that 12L/c may be acceptable tothe Engineer when using supplemental transducers as described in 5.4.3.2.5 pre-load, nthe load applied to the pile head due tothe static weight of the test apparatus prior to the test, p

24、ossiblynegligible depending on the design of the test apparatus.3.2.6 target peak force, na pre-determined target value forthe desired amplitude of the force pulse as defined by theproject requirements. This value should typically exceed thesum of the required ultimate axial compressive static capac

25、ityplus the dynamic resistance of the pile by an amount deter-mined by the Engineer based on factors including, but notlimited to, pile type, soil type, structural strength of the pile,type of structural load, physical restrictions, or other projectrequirements (see Section 4).3.2.7 wave speed, c, n

26、the speed with which a strain wavepropagates through a pile. It is a property of the pile compo-sition and is represented herein by c. For one-dimensionalwave propagation, c is equal to the square root of ElasticModulus divided by mass density: c =(E/r)1/2. Typical valuesof c are 4000 m/s for concre

27、te piles and 5100 m/s for steelpiles.4. Significance and Use4.1 Based on the measurements of force and displacement atthe pile top, possibly combined with those from acceleration orstrain transducers located further down the pile, these testmethods measure the pile top deflection in response to an a

28、xialcompressive force pulse. The relatively long duration of theforce pulse compared to the natural period of the test pileFIG. 1 Typical Axial Compressive Force PulseD7383 102causes the pile to compress and translate approximately as aunit during a portion of the pulse, simultaneously mobilizingcom

29、pressive axial static capacity and dynamic resistance at allpoints along the length of the pile for that portion of the test.The Engineer may analyze the acquired data using engineeringprinciples and judgment to evaluate the performance of theforce pulse apparatus, and the characteristics of the pil

30、esresponse to the force pulse loading.4.2 If significant permanent axial movement occurs duringthe axial force pulse event, the Engineer may analyze theresults of the test to estimate, after assessing inertial effects andthe dynamic soil and rock response along the side and bottomof the pile, the ul

31、timate axial static compression capacity (seeNote 2). The scope of this standard does not include analysisfor either ultimate or design foundation capacity. Factors thatmay affect the axial static capacity estimated from force pulsetests include, but are not limited to, the: (1) pile installationequ

32、ipment and procedures, (2) elapsed time since initialinstallation, (3) pile material properties and dimensions, (4)type, density, strength, stratification, and saturation of the soil,or rock, or both adjacent to and beneath the pile, (5) quality offorce pulse test data, (6) foundation settlement, (7

33、) analysismethod, and (8) engineering judgment and experience. If theEngineer does not have adequate previous experience withthese factors, and with the analysis of force pulse test data, thena static load test carried out according to Test Method D1143should be used to verify estimates of static ca

34、pacity and itsdistribution along the pile length. Test Method D1143 providesa direct and more reliable measurement of static capacity.NOTE 2If a force pulse test produces insufficient axial movement,subsequent analysis may overestimate the static capacity because ofdifficulty in separating the stati

35、c and dynamic components of the response.The analysis of a force pulse test to estimate static capacity also typicallyincludes a reduction factor to account for the additional load resistancethat occurs as a result of a faster rate of loading than used during a statictest. Force pulse test results f

36、rom cohesive soils generally require a greaterreduction factor due to the rate of loading effect, chosen conservatively toproduce a lower static capacity estimate. The Engineer should determinehow the type, size, and shape of the pile, and the properties of the soil orrock beneath and adjacent to th

37、e pile, affect the rate-of-loading reductionfactors and the amount of movement required to mobilize and accuratelyassess the static capacity. Correlations between actual measurements andforce pulse estimates of the ultimate axial static compression capacitygenerally improve when using additional tra

38、nsducers embedded in thepile. Static capacity may also change over time after the pile installation,especially for driven piles. Both static and force pulse tests represent thecapacity at the time of the respective test, and correlation attempts shouldprovide results for a similar time of testing af

39、ter pile installation or includeanalysis to account for changes in the soil strength during the timebetween the two tests.4.3 When used in conjunction with additional transducersembedded in the pile, these test methods may also be used tomeasure the pile response to the axial force pulse along the p

40、ilelength. When combined with an appropriate method of analy-sis, the Engineer may use data from these optional transducersto estimate the relative contribution of side shear and endbearing to the mobilized axial static compressive capacity ofthe pile, or to infer the relative contribution of certai

41、n soillayers to the overall axial compressive capacity of the pile.NOTE 3When used in conjunction with additional transducers embed-ded in the pile the force pulse test analysis may provide an estimate of thepiles tension (uplift) capacity. Users of this standard are cautioned tointerpret the estima

42、ted side resistance conservatively. If the Engineer doesnot have adequate previous experience for the specific site and pile typewith the analysis of force pulse test data for tension capacity, then a staticload test carried out according to Test Method D3689 should be used toverify tension capacity

43、 estimates. Test Method D3689 provides a directand more reliable measurement of static tension capacity.NOTE 4The quality of the result produced by these test methods isdependent on the competence of the personnel performing it, and thesuitability of the equipment and facilities used. Agencies that

44、meet thecriteria of Practice D3740 are generally considered capable of competentand objective testing and inspection. Users of these test methods arecautioned that compliance with Practice D3740 does not in itself assurereliable results. Reliable results depend on many factors; Practice D3740provide

45、s a means of evaluating some of those factors.5. Apparatus5.1 GeneralAny apparatus capable of applying a forcepulse to a pile foundation that is in accordance with Section 3shall be considered acceptable. The apparatus selected shall becapable of applying a target peak force in accordance with thepr

46、oject requirements. This section describes two specific typesof equipment used to generate an axial compressive forcepulse: a combustion gas pressure apparatus as shown in Fig. 2and a cushioned drop-mass apparatus as shown in Fig. 3.5.2 Combustion Gas Pressure Apparatus (for Procedure A):5.2.1 Pisto

47、n and cylinder jack capable of confining theoperating pressure, and capable of centering the force pulseapplication to the pile.5.2.2 Fuel and ignition mechanism to create gas pressure inthe combustion chamber.5.2.3 Reaction beam, supported by cylinder portion of jackto transfer the combustion force

48、 to the inertial or other reactionsystem.5.2.4 Reaction mass or other means to resist the combustionforces. A reaction mass system will typically weigh between 5and 15 % of the target peak force and will be comprised ofconcrete, steel or contained water.5.2.5 Accumulator or plenum to receive the com

49、bustion gas.5.2.6 Venting apparatus for the release of combustion gasfrom the plenum.5.2.7 Silencer apparatus to muffle the noise of the ventingcombustion gas.5.2.8 Means or mechanism to protect the pile from damagecaused by the fall of the reaction mass system (this willtypically consist of a gravel-filled enclosure or a mechanismfor arresting the reaction mass such as a hydraulic or mechani-cal system).5.2.9 Means or mechanism such as a rupture valve or disk torelease the combustion gas in the event of an accidentalincrease in system pressure or malfunction of the sys