1、Designation: D8232 18Standard Test Procedures forMeasuring the Inclination of Deep Foundations1This standard is issued under the fixed designation D8232; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last revision. A
2、number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 The test procedures described in this standard measurethe inclination of deep foundation elements, including ele-ments in the excavatio
3、n stage. These Procedures apply to alldeep foundations, referred to herein as “piles,” regardless oftheir method of installation.1.2 This standard provides minimum requirements for mea-suring the inclination of deep foundations. Plans,specifications, and/or provisions prepared by a qualified engi-ne
4、er may provide additional requirements and procedures asneeded to satisfy the objectives of a particular test program.1.3 This standard provides the following test Procedures:Procedure A (Inclinometer Testing)for testing both open boreholes andconstructed piles9.1Procedure B (Pendulum Testing)fortes
5、ting open boreholes9.21.4 Apparati and procedures herein designated “optional”may produce different test results and may be used only whenapproved by a qualified engineer (hereafter “the Engineer”).The word “shall” indicates a mandatory provision, and theword “should” indicates a recommended or advi
6、sory provision.Imperative sentences indicate mandatory provisions.1.5 The Engineer shall design and approve the test configu-ration and test procedures.1.6 The text of this standard references notes and footnotesthat provide explanatory material. These notes and footnotes(excluding those in tables a
7、nd figures) shall not be consideredas requirements of the standard. This standard also includesillustrations and appendices intended only for explanatory oradvisory use.1.7 UnitsThe values stated in SI units are to be regardedas standard. No other units of measurement are included in thisstandard. R
8、eporting of test results in units other than SI shallnot be regarded as nonconformance with this standard.1.8 All observed and calculated values shall conform to theguidelines for significant digits and rounding established inPractice D6026.1.9 The procedures used to specify how data are collected,r
9、ecorded and calculated in this standard are regarded as theindustry standard. In addition, they are representative of thesignificant digits that should generally be retained. The proce-dures used do not consider material variation, purpose forobtaining the data, special purpose studies, or any consi
10、der-ations for the users objectives; and it is common practice toincrease or reduce significant digits of reported data to becommensurate with these considerations. It is beyond the scopeof this standard to consider significant digits used in analysismethods for engineering design.1.10 This standard
11、 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.1.11 This intern
12、ational 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 Trade (TBT) Co
13、mmittee.2. Referenced Documents2.1 ASTM Standards:D653 Terminology Relating to Soil, Rock, and ContainedFluidsD3740 Practice for Minimum Requirements for AgenciesEngaged in Testing and/or Inspection of Soil and Rock asUsed in Engineering Design and ConstructionD6026 Practice for Using Significant Di
14、gits in GeotechnicalDataD6760 Test Method for Integrity Testing of Concrete DeepFoundations by Ultrasonic Crosshole Testing3. Terminology3.1 Definitions:3.1.1 For definitions of common technical terms used in thisstandard, refer to Terminology D653.3.2 Definitions of Terms Specific to This Standard:
15、3.2.1 battered pile or raked pile, na pile purposely con-structed at an inclination.1This test method is under the jurisdiction ofASTM Committee D18 on Soil andRock and is the direct responsibility of Subcommittee D18.11 on Deep Foundations.Current edition approved Dec. 1, 2018. Published December 2
16、018. DOI:10.1520/D8232-18.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 established in the Decision on Principles f
17、or theDevelopment of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.13.2.2 depth interval, nthe spacing between measurementsalong the pile axis.3.2.3 deviation, nthe distance and azimuth, measured onthe horizonta
18、l plane, from the planned pile axis to the as-builtaxis at any given depth.3.2.4 inclination, nthe angle, in either degrees or percent,between the vertical and the as-built excavation axis at anygiven depth, either measured directly or calculated.3.2.5 pile axis, nthe line connecting the centroids o
19、f allhorizontal cross sections of the pile.3.2.6 reference depth, nthe vertical location that is deter-mined to be (by survey) or assumed to be on location with theplanned excavation axis. Typically the ground surface.4. Summary of Test Method4.1 Procedure AIn this Procedure, a probe equipped witha
20、biaxial inclinometer (tiltmeter) is attached to a suitablecentralizer. In open boreholes, the drilling bucket may serve assuch a centralizer. The probe is gradually lowered to the bottomof the hole, and the inclination is measured at predetermineddepth intervals. A portable digital device, connected
21、 to theprobe via data cable or wireless connection, calculates thedeviation of the pile axis by integrating the inclination overdepth and then plots the results. An optional gyrocompasscompensates for any rotation of the probe. When inclination ismeasured in access ducts, the probe shall be connecte
22、d to asuitable centralizer that will assure the centricity of the probewhile minimizing its rotation. The centralizer may be omittedif the access ducts are equipped with suitable means (forexample, grooves) to keep the probe centered and prevent itsrotation.NOTE 1When the drilling bucket is used as
23、centralizer, the accuracyof the measurement depends on how closely it fits the open hole.4.2 Procedure BIn this procedure a probe, suspendedfrom a suitable conductor cable or attached to the drill rig Kellybar, is first placed over the borehole axis at the reference depth.The probe, which is equippe
24、d with ultrasonic, laser, mechani-cal or other distance meters and a bi-axial inclinometer is thenlowered down to the bottom of the hole. At predetermineddepths or time intervals, the distances from the instrument tothe sidewall are recorded in at least two perpendicular direc-tions (for a minimum o
25、f four data points). The probe isconnected to a portable digital device that plots the pile profileand calculates the deviation and/or the inclination of the pile.5. Significance and Use5.1 Piling specifications often prescribe the maximum al-lowable pile deviation from the planned inclination. Such
26、 adeviation can be the result of variable soil profile, a drilling rigthat is inadequate for the job and/or faulty workmanship. Thereis evidence to show that loading a pile that exceeds thespecified inclination can introduce excessive bending momentsand shear forces if the pile was designed strictly
27、 for axial loads.In excavation support consisting of a contiguous piled wall ordiaphragm wall, an excessive deviation may eventually de-crease the available basement space or create undesired gaps inadjacent piles and permit seepage or ground loss. Efficientcontrol of pile inclination is therefore o
28、f utmost importance.NOTE 2Measuring the excavation profile to infer the pile inclinationhas the additional benefit of enabling the contractor to estimate the actualvolume of concrete that will be needed. In addition, knowledge of thefinished pile profile may assist in the analysis of pile integrity
29、tests andload tests.6. Hazards6.1 The test is carried out over open deep excavations thatare often full with slurry and under mechanical equipment suchas drilling rigs and/or cranes. It is the responsibility of the userof this standard to establish appropriate safety and healthpractices and determin
30、e the applicability of regulatory limita-tions prior to use.7. Apparatus7.1 Signal transmission cable (optional)the cable shall besufficiently robust to carry the probe and abrasion resistant toallow repeated field use and maintain flexibility in the range ofexpected temperatures. The cable itself,
31、as well as allconnectors, shall be waterproof to at least 150 % of themaximum testing depth. Alternatively, a wireless connectionbetween the probe and the data recording and display unit maybe established.7.2 Depth measuring deviceThe cable shall be marked atregular intervals to assess depth of prob
32、e. Alternatively, apulley over which the probe is deployed may be instrumentedwith a depth-encoding device to monitor the depth to thelocation of the probe throughout the test. The design of thepulley and cable reel shall be such that cable slippage shall notoccur. Depth data may also be obtained fr
33、om a rig-mounteddepth meter or from a depth-sensing device incorporated in theprobe.7.3 Apparatus for recording, processing and displayingdataThe signals from the probe and the depth-measuringdevice shall be transmitted to a control box for handling thedata and transmitting the results to a digital
34、device for viewingand storing the results. Alternately, the data may be transmittedoffsite from the probe to any location where the signals can beviewed and recorded remotely. The digital device may either beembedded in the control box or separate and may be equippedwith a portable printer to produc
35、e hard copy of the results onsite.7.4 Procedure A:7.4.1 ProbeThe probe shall be designed to allow rigidattachment and quick detachment from the top of the central-izer. The probe housing shall be waterproof to at least 150 % ofthe maximum testing depth. A direction-indicating arrow shallbe engraved
36、on the probe to facilitate orientation. The probeshall be equipped with the following:7.4.1.1 A bi-axial digital inclinometer, thermally-compensated and able to measure inclinations in two mutually-perpendicular directions.7.4.1.2 A digital gyrocompass (optional), thermally-compensated and able to m
37、easure angles of rotation. A typicalschematic arrangement of the testing apparatus is illustrated inFig. 1.D8232 1827.5 Procedure B:7.5.1 ProbeIf suspended by cable, the probe shall besufficiently heavy to hang vertically even in thick drilling mud.The probe housing shall be waterproof to at least 1
38、50 % of themaximum testing depth. The probe shall be equipped with thefollowing:7.5.1.1 A rotating sensor, able to measure the distance to thesidewall at discrete angular steps. Alternatively, a minimum offour fixed ultrasonic or laser transceivers, able to measure thedistance to the sidewall and or
39、iented at equal angular spacings,may be used.7.5.1.2 If probe is suspended on a single cable, a suitablemeans (gyrocompass, digital magnetic compass, set of or-thogonal accelerometers or similar, henceforth referred to as“gyrocompass” in this document) to measure probe rotationaround the vertical (“
40、Z”) axis.7.5.1.3 Inclination sensors for verifying alignment and sta-bility of the probe in the two horizontal axes.7.5.2 Winch or crane, with sufficient capacity to carry theprobe and cable from the center of the open hole, or an adapterfor rigid attachment to the tip of the Kelly bar.7.5.3 If susp
41、ended by cable, optionally a set of additionalguide cables, sufficiently weighted at the bottom to maintaintension, may be deployed. The probe shall then includebrackets to enable it to slide up and down the guide cables andprevent twisting and large-amplitude swinging of the probe. Atypical schemat
42、ic arrangement of the testing apparatus isillustrated in Fig. 2.8. Calibration and Standardization8.1 The inclinometer component of the probe shall becalibrated to an accuracy of 0.1 % throughout its full opera-tional scale and temperature range, according to the manufac-turers instructions.8.2 The
43、depth-measuring device shall be field-calibrated atleast once every six months to an accuracy of 2 % of the(1 - Probe, 2 - Centralizer, 3 - Control Box, 4 - Digital Device)FIG. 1 Testing AppratusProcedure ASchematic ArrangementD8232 183maximum testing depth or 0.5m, whichever is larger, accordingto
44、the manufacturers instructions.8.3 The gyrocompass shall be field-calibrated daily to anaccuracy of 1 degree/minute.8.4 Ultrasonic wave speed in drilling fluid, as used inProcedure B, shall be determined prior to measuring each pileexcavation. This shall be done in a portion of the excavation ofknow
45、n diameter (typically the casing, near the surface).Alternatively, wave speed can be independently measured byseparate probe (either embedded in the probe or using aseparate device).NOTE 3When Procedure B is used only for measuring inclination,wave speed calibration may be skipped since the absolute
46、 wave speedvalue has no effect on the location of the axis.9. Procedure9.1 Procedure A:9.1.1 Place the centralizer at the ground surface.9.1.2 Firmly attach the probe to the centralizer so the axes ofthe centralizer and the probe are parallel.9.1.3 When the drilling bucket is used as a centralizer,a
47、ttach (preferably by spot-welding) the base plate to a suitablehorizontal surface on top of the drilling bucket, then attach theprobe to the base plate. Make sure that the axis of the probe isparallel to the axis of the bucket.9.1.4 Securely hang the optional depth measuring devicefrom a suitable po
48、int on the drilling rig above the hole and passthe optional signal transmission cable around the wheel.9.1.5 Turn the probe so that the arrow points to the projectNorth, wait for signal stabilization and take a biaxial inclinom-eter reading. If the excavation has an enlarged upper section(casing), p
49、erform the above stage at the reference depth.9.1.6 Without turning the centralizer, bring it to groundlevel and zero the depth measuring device.9.1.7 Without turning the centralizer, lower it one depthinterval, wait for the signal to stabilize and take depth, biaxialinclination and gyrocompass readings. Depth interval shall notexceed 20 % of the excavation depth.9.1.8 Repeat the above procedure, one depth interval at atime, until the centralizer reaches the bottom.9.1.9 Repeat the above procedure while raising the probe,one depth interval at a time, until the
