ASTM D4623-2005 Standard Test Method for Determination of In Situ Stress in Rock Mass by Overcoring Method-USBM Borehole Deformation Gage《用钻套法-美国矿务局(USBM)钻孔变形计现场测定岩石质量的标准试验方法》.pdf

《ASTM D4623-2005 Standard Test Method for Determination of In Situ Stress in Rock Mass by Overcoring Method-USBM Borehole Deformation Gage《用钻套法-美国矿务局(USBM)钻孔变形计现场测定岩石质量的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM D4623-2005 Standard Test Method for Determination of In Situ Stress in Rock Mass by Overcoring Method-USBM Borehole Deformation Gage《用钻套法-美国矿务局(USBM)钻孔变形计现场测定岩石质量的标准试验方法》.pdf（14页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D 4623 05Standard Test Method forDetermination of In Situ Stress in Rock Mass by OvercoringMethodUSBM Borehole Deformation Gage1This standard is issued under the fixed designation D 4623; the number immediately following the designation indicates the year oforiginal adoption or, in the

2、case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.1. Scope*1.1 This test method covers the determination of the ambi-ent local stresses in a rock mas

3、s and the equipment required toperform in situ stress tests using a three-component boreholedeformation gage (BDG). The test procedure and method ofdata reduction are described, including the theoretical basis andassumptions involved in the calculations. A section is includedon troubleshooting equip

4、ment malfunctions.NOTE 1The gage used in this test method is commonly referred to asa USBM gage (U.S. Bureau of Mines three-component borehole defor-mation gage).21.2 The values stated in inch-pound units are to be regardedas the standard. The values given in parentheses are providedfor information

5、only.1.3 This standard does not purport to address all of thesafety problems, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referen

6、ced Documents2.1 ASTM Standards:3D 653 Terminology Relating to Soil, Rock, and ContainedFluidsD 3740 Practice for Minimum Requirements for AgenciesEngaged in the Testing and/or Inspection of Soil and RockUsed in Engineering Design and ConstructionD 4394 Test Method for Determining the In Situ Modulu

7、sof Deformation of Rock Mass Using the Rigid PlateLoading MethodD 4395 Test Method for Determining the In Situ Modulusof Deformation of Rock Mass Using the Flexible PlateLoading MethodD 6026 Practice for Using Significant Digits in Geotechni-cal DataD 7012 Test Method for Compressive Strength and El

8、asticModuli of Intact Rock Core Specimens under VaryingStates of Stress and Temperatures3. Terminology3.1 Definitions: See Terminology D 653 for general defini-tions.3.2 Definitions:3.2.1 deformationdisplacement change in dimension ofthe borehole due to changes in stress.3.2.2 in situ stressthe stre

9、ss levels and orientations exist-ing in the rock mass before excavation.4. Summary of Test Method4.1 The overcore test measures the diametral deformation ofa small-diameter borehole as it is removed from the surround-ing stress field by coaxially coring a larger diameter hole.Deformation is measured

10、 across three diameters of the smallhole, spaced 60 apart, using a deformation gage developed bythe U.S. Bureau of Mines. With knowledge of the rockdeformation moduli, the measured borehole deformation canbe related to the change in stress in a plane perpendicular to theborehole. This change in stre

11、ss is assumed to be numericallyequal, although opposite in sense to the stresses existing in theparent rock mass. Deformation measurements from threenonparallel boreholes, together with rock deformation moduli,allow calculation of an estimate of the complete three-dimensional state of stress in the

12、rock mass.5. Significance and Use5.1 Either virgin stresses or the stresses as influenced by anexcavation may be determined. This test method is writtenassuming testing will be done from an underground opening;however, the same principles may be applied to testing in arock outcrop at the surface.5.2

13、 This test method is generally performed at depths within50 ft (15 m) of the working face because of drilling difficultiesat greater depths. Some deeper testing has been done, but1This test method is under the jurisdiction ofASTM Committee D18 on Soil andRock and is the direct responsibility of Subc

14、ommittee D18.12 on Rock Mechanics.Current edition approved Nov. 1, 2005. Published November 2005. Originallyapproved in 1986. Last previous edition approved in 2002 as D 4623 022Considerable information presented in this test method was taken from Bureauof Mines Information Circular No. 8618, and Ho

15、oker, V.E., and Bickel, D.L.,“Overcoring Equipment and Techniques Used in Rock Stress Determination,”Denver Mining Research Center, Denver, CO, 1974.3For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStanda

16、rds volume information, refer to the standards Document Summary page onthe ASTM website.1*A Summary of Changes section appears at the end of this standard.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.should be considered developmen

17、tal. It is also useful forobtaining stress characteristics of existing concrete and rockstructures for safety and modification investigations.5.3 This test method is difficult in rock with fracturespacings of less than 5 in. (130 mm). A large number of testsmay be required in order to obtain data.5.

18、4 The rock tested is assumed to be homogeneous andlinearly elastic. The moduli of deformation and Poissons ratioof the rock are required for data reduction. The preferredmethod for determining modulus of deformation values in-volves biaxially testing the recovered overcores, as describedin Section 8

19、. If this is not possible, values may be determinedfrom uniaxial testing of smaller cores in accordance with TestMethod D 7012. However, this generally decreases the accu-racy of the stress determination in all but the most homoge-neous rock. Results may be used from other in situ tests, suchas Test

20、 Method D 4394 and Test Method D 4395.5.5 The physical conditions present in three separate drillholes are assumed to prevail at one point in space to allow thethree-dimensional stress field to be estimated. This assumptionis difficult to verify, as rock material properties and the localstress field

21、 can vary significantly over short distances. Confi-dence in this assumption increases with careful selection of thetest site.5.6 Local geologic features with mechanical propertiesdifferent from those of the surrounding rock can influencesignificantly the local stress field. In general, these featur

22、es, ifknown to be present, should be avoided when selecting a testsite location. It is often important, however, to measure thestress level on each side of a large fault. All boreholes at asingle test station should be in the same formation.5.7 Since most overcoring is performed to measure undis-tur

23、bed stress levels, the boreholes should be drilled from aportion of the test opening at least three excavation diametersfrom any free surface. The smallest opening that will accom-modate the drilling equipment is recommended; openings from8 to 12 ft (2.4 to 3.6 m) in diameter have been foundsatisfac

24、tory.5.8 Aminimum of three nonparallel boreholes is required todetermine the complete stress tensor. The optimum angle eachhole makes with the other two (trihedral arrangement) is 90.However, angles of 45 provide satisfactory results for deter-mining all three principal stresses. Boreholes inclined

25、upwardare generally easier to work in than holes inclined downward,particularly in fractured rock.NOTE 2The quality of the result produced by this standard isdependent on the competence of the personnel performing it, and thesuitability of the equipment and facilities used. Agencies that meet thecri

26、teria of Practice D 3740 are generally considered capable of competentand objective testing/sampling/inspection/ and the like. Users of thisstandard are cautioned that compliance with Practice D 3740 does not initself assure reliable results. Reliable results depend on many factors;Practice D 3740 p

27、rovides a means of evaluating some of those factors.6. Apparatus6.1 Instrumentation:6.1.1 Borehole Deformation GageThe USBM boreholedeformation gage is shown in Fig. 1 (in fractured rock, thereverse-case modification of the gage is recommended). Thegage is designed to measure diametral deformations

28、duringovercoring along three diameters, 60 apart in a plane perpen-dicular to the walls of an EX (112-in. (38-mm) diameter)borehole.4Required accessories are special pliers, 0.005 and0.015 in. (0.127 and 0.381 mm) thick, brass piston washers,and silicone grease.6.1.2 Strain Readout IndicatorsThree s

29、train indicatorsnormally are used to read the deformations. (Alternatively, oneindicator with a switch and balance unit may be used or oneindicator may be used in conjunction with a manual wirechanging to obtain readings from the three axes.) These unitsneed a full range digital readout limit of 40

30、000 indicator units.Indicators need to be capable of measuring to an accuracy of65 3 106in. (13 3 105mm) with a resolution of 1 3 106in.(25 3 106mm). A calibration factor must be obtained foreach axis to relate indicator units to microinches deflection.4More details of the gage are described in: Hoo

31、ker, V.E., Aggson, J.R., andBickel, D.L., Improvements in the Three-Component Borehole Deformation Gageand Overcoring Techniques, Report of Investigation 7894, U.S. Bureau of Mines,Washington, DC, 1984.FIG. 1 Special Pliers, the Bureau of Mines Three-Component Borehole Gage, a Piston, Disassembled P

32、iston and Washer, and aTransducer with NutD4623052The calibration factor for each axis will change proportionallywith the gage factor used. Normally, a gage factor of 0.40 givesa good balance between range and sensitivity. Fig. 2 shows atypical strain indicator, calibration jig, and a switching unit

33、.Newer data acquisition systems and microcomputer may besubstituted for the indicators.6.1.3 CableA shielded eight-wire conductor cable trans-mits the strain measurements from the gage to the strainindicators. The length of cable required is the depth to the testposition from the surface plus about

34、30 ft (10 m) to reach thestrain indicators. A spare cable or an entire spare gage andcable should be considered if many tests are planned.6.1.4 Orientation and Placement Tools The orientationand placement tools consist of:6.1.4.1 Placement tool or “J slot tool” as shown in Fig. 3.6.1.4.2 Placement r

35、od extensions as shown in Fig. 3.6.1.4.3 Orientation tool or “T handle,” also shown in Fig. 3.6.1.4.4 A scribing tool, for making an orientation mark onthe core for later biaxial testing, is optional. It consists of abullet-shaped stainless steel head attached to a 3-ft (1-m) rodextension. Projectin

36、g perpendicularly from the stainless steelhead is a diamond stud. The stud is adjusted outward until asnug fit is achieved in the EX hole, so that a line is scratchedalong the borehole wall as the scribing tool is pushed inward.6.1.4.5 Pajari alignment device for inserting into the hole todetermine

37、the inclination. It consists of a floating compass andan automatic locking device which locks the compass inposition before retrieving it.6.1.5 Calibration JigA calibration jig (Fig. 2) is used tocalibrate the BDG before and after testing.6.1.6 Biaxial ChamberA biaxial chamber with hand hy-draulic p

38、ump and pressure gage is used to determine thedeformation modulus of the retrieved rock core.Aschematic ofthe apparatus is shown in Fig. 4.6.2 Drilling EquipmentA detailed description of the drill-ing apparatus is included in Annex A1.6.3 Miscellaneous EquipmentThis field operation re-quires a good

39、set of assorted hand tools which should includea soldering iron, solder and flux, heat gun, pliers, pipewrenches, adjustable wrenches, end wrenches, screwdrivers,allen wrenches, a hammer, electrical tape, a yardstick, carpen-ters rule, chalk, stopwatch, and a thermometer.7. Calibration and Standardi

40、zation7.1 Gage CalibationCalibrate the BDG prior to beginningand end of the test program, or more frequently if conditionsrequire. Also recalibrate the BDG if it has undergone severevibration (especially to the signal cable), or if there are anyother reasons that exist to suspect that the gage perfo

41、rmancehas changed. The recommended calibration procedure is asfollows:7.1.1 Grease all gage pistons with a light coat of siliconegrease and install them in the gage.7.1.2 Place the gage in the calibration jig as shown in Fig. 2,with the pistons of the U axis visible through the micrometerholes of th

42、e jig. Tighten the wing nuts.7.1.3 Install the two micrometer heads, and lightly tightenthe set screws.7.1.4 Set the strain indicators on “Full Bridge,” and thencenter the balance knob and set the gage factor to correspondto the respective anticipated in-situ range and sensitivityFIG. 2 The Calibrat

43、ion Device (Left Side) and a Switching Unit (Right Side)D4623053requirements. A lower gage factor results in higher sensitivity.The gage factor used should be the same for calibration, in-situtesting, and modulus tests.7.1.5 Wire the gage to the indicators as shown in Fig. 5 orto a switching and bal

44、ance unit and one indicator.7.1.6 Balance the indicator using the “Balance” knob (ifusing three indicators).7.1.7 Turn one micrometer in until the needle of theindicator just starts to move. The micrometer is now in contactwith the piston. Repeat with the other micrometer.7.1.8 Rebalance the indicat

45、or.7.1.9 Record this no load indicator reading for the U axis.7.1.10 Turn in each micrometer 0.0160 in. (0.406 mm), or atotal of 0.0320 in. (0.813 mm) displacement.7.1.11 Balance the indicator and record the reading and thedeflection.7.1.12 Wait 2 min to check the combined creep of the twotransducer

46、s. Creep should not exceed 20 in./in. (20 mm/mm)in 2 min.7.1.13 Record the new reading.7.1.14 Back out each micrometer 0.0040 in. (0.102 mm) atotal of 0.0080 in. (0.203 mm).7.1.15 Balance and record.7.1.16 Continue this procedure with the same incrementsuntil the initial point on the micrometer is r

47、eached. This zerodisplacement will be the zero displacement reading for thesecond run.7.1.17 Repeat the operations described in 7.1.10-7.1.16.FIG. 3 Placement and Retrieval ToolFIG. 4 Schematic: Biaxial Test ApparatusD46230547.1.18 Loosen the wing nuts, and rotate the gage to align thepiston of the

48、U2axis with the micrometer holes.7.1.19 Retighten the wing nuts.7.1.20 Repeat the operations described in 7.1.6-7.1.17.7.1.21 Loosen wing nuts, and align pistons of U3axis withmicrometer holes. Repeat the calibration procedure followedfor the U1and U2axis.7.1.22 Determine the calibration factor for

49、each axis asfollows:7.1.22.1 Subtract the zero displacement strain indicatorreadings (last reading of each run) from the indicator readingfor each deflection to establish the differences.7.1.22.2 Subtract the difference in indicator units at 0.0080-in. (0.203-mm) deflection from the difference in indicator unitsat 0.0320-in. (0.813-mm) deflection.7.1.22.3 Divide the difference in deflection 0.0240 in.(0.610 mm) by the corresponding difference in indicator unitsjust calculated to obtain the calibration factor for that axis.7.1.22.4 Repeat for the second cy