ML20009H256
| ML20009H256 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 07/08/1981 |
| From: | Campbell L, Ladd R WOODWARD-CLYDE CONSULTANTS, INC. |
| To: | |
| Shared Package | |
| ML20009H254 | List: |
| References | |
| NUDOCS 8108070106 | |
| Download: ML20009H256 (350) | |
Text
{{#Wiki_filter:E5'.j Woodward Clyde Consultants a** S"" Chicago, lihnois 60603 312 939 1000 Totes 253875 (WOODWARD CGO) TEST RESULTS DIESEL GENERATOR BUILDING SOIL BORING AND TESTING PROGRAM MIDLAND PLANT - UNITS 1 AND 2 MIDLAND, MICHIGAN For Consumers Power Company 1945 West Parnall Road Jackson, Michigan O - By l Richard S. La d and Lar M. Cam [ ell' l Laboratory Director Project Manager
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8 July 1981 1 L 81C217 (81C4055) g
. . . . _ _ . _ s. .. . ,s.t.
Othces in Other Pnneipal Cities l 0 A _ _ _ , _ _ _ _
TABLE CF CONTENTS Pace No.
- 1. INTRODUCTION 1
- 2. FIELD INVESTIGATION 1
- 3. LABORATORY INVESTIGATION 3 3.1 Index Property Testing 4
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3.2 Strength Testing 5 3.3 Compressibility Testing 7
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Table 1 Soil Boring Details Fig. 1 Boring Location Plan LIST OF APPENDICES Appendix A Logs of Borings
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Table A-1 Boring Log Abbreviations Figs. A-1 through A-14 Logs of Borings Appendix B Index Property Test Results Table B-0 Laboratory Notations / Symbols Tables B-1 through B-13 Laboratory Testing Sumaries Fig. B-0 Legend for Index Property Profiles Figs. B-1 through B-13 Index Property Profiles
,. Appendix C Particle-Size Distribution Curves Figs. C-1 through C-12 Particle-Size Distribution Curves
. Appendix D Strength Test Results
!_ Table D-1 N Triaxial Test Series - Sumary Table D-2 N Triaxial Test Series - Sumary c Fig. D-1 N Triaxial Test Series.- Plots l
Fig. D-2 N Triaxial Test Series - Plots Appendix E Consolidation Test Results l - Tables E-1 through E-7 Consolidation Data Sumaries Figs. E-1 through E-7 Consolidation Characteristics - Plots Appendix F Supporting Data - N Triaxial Com tession Tests . Appendix G Supporting Data - N Triaxial L Compression Tests Appendix H Supporting Data - Consolidation Tests l L h ii V Woodward Ctyde Consultants e o- - - --e o--- -- , , - - .----_9,, ,.,em..,,.- _-..-=,-v _ -.y--.,.ms--
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O 1. INTRODUCTION During the period 13 March through 7 July 1981, Woodward-Clyde Consultants (WCC) conducted a Soil Borir:g and Testing Program on the fill materials and natural foundation soils in various areas at the Consumers Power Company (CPCo) i Midland plant - Units 1 and 2. This report describes the scope of the boring and sampling program and the subsequent laboratory testing program for the fill materials at the Diesel Generator Building (DGB). In addition, the results of these programs are presented in the form of logs of borings and both tabular and graphical data summaries of index property, strength, and cogressibility test-ing. All strength and compressibility testing have been completed. Tests have _ been performed on test specimens considered to be representative of the range of material types and material properties encountered in the DGB borings. The test results presented herein supercede a similar presentation of results given in our draft report of 17 June 1981 entitled " Preliminary Test Results, Soil Boring and
\ Testing Program, Diesel Generator Building, Midland Plant - Units 1 and 2".
Corps of Engineer (C0E) personnel continually observed the drilling and sagling operations in the field. COE and CPCo personnel also visited our _ Clifton, NJ laboratory and observed laboratory operations, including extrusion i of tubes, preparation of triaxial and consolidation test specimens, and per-formance of index and engineering property testing.
- 2. FIELD INVESTIGATION r Two borings were originally scheduled to bc drilled and samled at each of k- six locations in close proximity to the DGB, as shown on Fig.1. The first of
{ each pair of borings was designated a " stratigraphy" boring and was to be con- _ tinuously sampled. These samples were to be processed in a field laboratory and O
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2 the data used to help establish the sampling interval of cohesive fill materials in the second boring, which was designated an " engineering property" boring. Stratigraphy borings COE-8, 951),10,11,12, and 13 (13R)(2) were drilled, logged, and continuously sampled through the fill materials (below a depth of 5 to 6 ft) using " undisturbed" sampling techniques. Typically, undisturbed sam-ples were obtained (and retained) in 3-in.-dia thin-walled tubes using Oster-berg, Hvorslev, and Pitcher samplers. Stratigraphy borings were advanced a minimum distance of 5 f t into foundation soils underlying fill materials, and Standard Penetration Tests (SPT) using a split-barrel sampler were performed in the bottom 5 ft of the borings. Following processing of the stratigraphy boring tubes in the field labor-atory, the sanpling intervals in the en were selected. Engineering property borings ,10A,11A,12A COE-9A(3) (128)I4), gineeringand property boring: 13A (13B)(4) were typically drilled within about 3 ft of their counterpart stratigraphy bor-ings. These ~ borings were logged and the cohesive fill materials were contin-uously sampled in 3-in.-dia thin-walled tubes using Osterberg and Pitcher sam-plers. Scheduled engineering property boring COE-8A was not drilled because cohesive fill materials were not encountered in ctratigraphy boring COE-8. Several borings (COE-9,12B,13, and 13B) encountered obstructions (e.g., concrete footings) and were relocated and redrilled. -All stratigraphy and engin-eering property borings were properly closed, either by installation of an obser- _ vation well or by grouting the borehole from the bottom to the ground surface with a bentonite-cement grout. W Boring COE-9 was drilled as a stratigraphy boring, but the resulting samples l were processed as if the boring were an engineering proparty boring (see footnote 5). (2) Boring COE-13R was a redrill of boring COE-13 which encountered an obstruc-tion. (3) Boring COE-9A was drilled and sampled as described for stratigraphy bor-ings.
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(4) Borings COE-12B and COE-13B were the initial attempts to drill borings COE-12A and COE-13A, respectively. O Woodward Clyde Consultants
3 Pertinent details of the drilling, sampling, and closing of the strati-graphy and engineering property borings at the DGB are summarized in Table 1.
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Synthesized logs of borings COE-8 through COE-13B are presented in Figs. A-1 through A-14 in Appendix A in the boring-nu@er order listed in Table 1. These synthesized logs are based on the WCC drilling inspectors' original field boring logs. As such, the logs present descriptions of soil strata encountered in the boreholes and pertinent details of the drilling and sampling operations. Results from subsequent laboratory testing have been used only to refine the locations of strata changes that occurred within the intervals samled. Abbreviations used on the logs are listed in Table A-1 in Appendix A.
- 3. LABORATORY INVESTIGATION Index property testing included processing of tube samples and deter-minations of density, water content, consistency (pocket penetrometer), liquid and plastic limits, particle-size distribution, and specific gravity. 5trength testing included isotropically consolidated-und ained triaxial cogression tests with pore water pressure measurements (G) and anisotropically consolidated-
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s undrained triaxial cog ression tests with pore water pressure measurements ( N ). Compressibility testing consisted of one-dimensional consolidation tests with an unload-reload cycle. Index property, strength, and comressibility testing were performed as described in a memorandum dated 11 April 1981 from Mr. D. M. Hendron (WCC) to the attendees of the 1 April laboratory work plan meeting in Savoy, IL, and in our letter to CPCo dated 14 May 1981 from Dr. H. M. Horn (WCC). Index property testing was performed on samples of granular and cohesive fill materials from both stratigraphy and engineering property borings. Strength and compressibility testing, however, were performed only on high-quality samples of cohesive fill materials from the engineering property borings u o m O woodward.clyde consultants e
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4 andfromstratigraphyboringCOE-9(5) . Samples from damaged tubes, or those that were otherwise obviously disturbed, were not used for engineering property test-ing.
- Samples from stratigraphy borings COE-8, 10, 11, 12, 13, and 13R were processed in the field laboratory for stratigraphy data, photographs, and some index property tests (density, consistency by pocket penetrometer, and wat6r content). Additional index property testing (liquid and plastic limits and particle-size distribution) was later completed in the Clifton laboratory.
Laboratory test results from both the field and Clifton laboratories are presented by boring and by test type in both tabular and gra-hical forms as subsequently described. 3.1 Index Property Testing Index property test results and other pertinent data are listed for borings COE-8 through COE-13B in boring-numoer order in Tables B-1 through B-13 in d' Appendix B. The tube densities reported in these tables were calculated assuming the sample diameter was equal to that of the inside diameter of the sampling tube. Where two densities are reported, the larger value was calculated assuming the sample diameter was equal to that of the inside diameter of the cutting edge of the tube. A list of abbreviations and symbols applicable to the laboratory testing data is included in Table B-0. The index property data are plotted by boring to create index property profiles as presented on Figs. B-1 through B-13. Classifications of soil strata N Because of the possibility that engineerir,g property boring COE-9A might i not be drilled due to space limitations, tube samples from stratigraphy L boring COE-9 were not extruded in the field laboratory, but were transported to the Clifton laboratory for processing and subsequent testing. Boring COE-9A, however, was later drilled and sampled. Both borings COE-9 and COE-9A, therefore, have been considered as engineering property borings, and engineering property testing was performed on samples from both borings. Woodward Clyde Consultants e - - - - - - - - - - - - . , , , - , - - . - - - , - . - , , * - - , _ . - - - . < _ _ _e- ,.. --..,m- .-,sm.. - -
5 3 (Q are based on pertinent index property testing unless noted otherwise. The locations at which triaxial and consolidation test specimens were selected are noted at the right margin of these figures. A legend illustrating soil symbols and test designations is presented in Fig. B-0.
, All tube samples have not been extruded and processed for stratigraphy and index property testing. Accordingly, gaps exist in the Index property profiles and in the locations of some strata changes. Tubes that have been extruded and processed are noted by a solid vertical bar at the right margin of the profile figures. Gaps where no sampling was attempted or where a sample was not re-covered are indicated, respectively, as "no sample" and "no rec.".
Particle-size distribution data for selected sieve sizes are summarized in Tables B-1 through B-13; complete particle-size distribution curves and des-criptions for 97 fill specimens from the DGB borings are presented in boring-nurrber sequence on Figs. C-1 through C-12 in Appendix C. 3.2 Strength Testing 0 Strength testing included one series each of G and N triaxial compres-sion tests performed on specimens of cohesive fill from the DGB borings. In all but one case, test specimens were selected from high-quality samples within the elevation range (el. 628 to el. 618) requested by Dr. A. J. Hendron, Jr. (see our i letter of 14 May 1981 from Dr. H. M. Horn); one M test, however, was pr.rformed on a test specimen from el. 617.2. I A series of five M triaxial tests was performed on cohesive fill specimens
, consolidated to pressures ranging from 0.7 to 8.2 ksf. In addition, a series of
; six M triaxial tests was performed on similar cohesive fill specimens. These N tests were anisotropically consolidated at an effective principal stress j ratio (ke" Ic/ 3c) f approximately 1.9 and at maximum effective principal consolidation stresses (E lc ) f about 1, 2, 4, 8, 12, and 16 ksf. Strength test
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results are presented in both tabular and graphical forras in Appendix D. L 13 V Woodward Clyde Consultants s
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6 Results of EIU and CAU triaxial testing are summarized, respectively, in Tables D-1 and D-2, and are presented graphically in Figs. D-1 and D-2. The graphical presentation includes a series of four plots (a, b, c, d) for each test type. Stress-strain characteristics are presented in the first figure (a) of each series, and include deviator stress, obliquity (principal stress ratio), and A-factor plotted vs axial strain. A sketch of the specimen at test com-pletion is also included. Stress paths are presented in p-q diagrams in the second figure (b) of each series. In the third figure (c), Mohr circles are plotted on a Mohe-Coulomb diagram of shear stress vs effective normhl stress. In the fourth figure (d), the shear stress on an assumed failure plane is plotted vs the effective normal consolidation stress on the assumed failure plane; assumed v materialpropertiesareI=30 0and c = 0. As shown in Tables D-1 and D-2, fai' lure characteristics have been sunnarized for conditions of both peak deviator stress and peak obliquity. These conditions are noted by small arrows on the sDess-strain characteristics plots ("a" fig-ures). The condition of peak obliquity is noted by a solid (filled in) symbol on
] the p-q diagrams ("b" figures). Mohr circles are plotted in the "c" figures only for the condition of peak obliquity. The undrained strength data in the "d" figures are presented for the conditions of peak deviator stress or the deviator stress at approximately 20 percent axial strain, as applicable.
The strength envelope plotted in the p-q diagram ("b" figure) is that
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determined by a linear regression analysis using all data points for the condi-tion of peak obliquity (i.e., solid symbols). The slope and intercept (i and a) of the regression line on the p-q diagram were then mathematically converted to the slope and intercept (i and c) of the strength envelope of the Mohr-Coulomb diagram ("c" figure). For the condition of peak obliquity, the CW test results
- ;_ indicate I = 32.5 0 and c = 0.06 ksf, whereas the TA[I test results indicate T = 31.30 and c = 0.15 ksf.
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i 7 O , Detailed supporting data for the G and M triaxial tests are presented in i 1 boring / sample-number order in Appendices F and G, respectively. Tnese sup-porting data include copies of the original laboratory data sheet used for set up and take down of triaxial tests (front of form WCC L-202) and the sumary calculation sheet for triaxial tests (back of form WCC L-202). Also included are copies of the computer listing of the recorded test data (piston displacement, piston load, and pore water pressure), followed by the printout of computed test results. I 3.3 Comoressibility Testing Compressibility testing consisted of performing 27 one-dimensional consol-idation tests on specimens of cohesive fill from the DGB borings. Test specimens were selected to be representative of the types and ranges of cohesive fill materials recovered from the borings, es well as to be spatially distributed among the DGB borings and throughout the depth of the cohesive fill. In general, at least one consolidation test was performed for each tube that contained high-quality sam les of cohesive material. Sagles from damaged tubes, or those that were otherwise obviously disturbed, were not selected for testing. Consolidation testing included nominal 8-hr loading increments, an unload-reload cycle, and maximum loading to 64 tsf (128 ksf). Compression ratios and other pertinent results of the consolidation tests are summarized in boring-number order in Tables E-1 through E-7 in Appendix E. Consolidation character-istics are presented by boring in Figs. E-1 through E-7, and include volumetric strain (c y), coefficient of secondary cogression (ca), and coefficient of con-solidation (cy) plotted vs log of applied pressure (in tsf). t Detailed supporting data (form WCC L-302) for each consolidation test are presented in Appendix H in boring / sample-number order. In addition to the para-meters tabulated and plottea in the tables and figures of Appendix E, the sup-
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porting data in Appendix H include calculated coefficients of permeability (k) and void ratios (e). O
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TABLE 1 Soil Boring Details Diesel Generator Building Surface Bottom No. of Boring Date Date Depth Elev. Elev. Drill Samples Number Started Finished (ft) (ft) (ft) Rio _ U/D* Notes COE-8 20 April 21 April 40.4 634.2 593.8 CME-55 18/2 a, d COE-8A - - - - - - - j
, COE-9 22 April 23 April 23.4 634.0 610.6 CME-55 8/1 a, c, d, f COE-9A 5 May 6 May 41.4 634.0 592.6 CME-55 17/3 a,e,f i COE-10 15 April 16 April 42.5 633.9 591.4 B-56 13/3 s, e COE-10A 27 April 27 April 23.0 634.0 611.0 B-61 5/0 b, d COE-11 13 April 14 April 38.0 633.5 595.5 B-56 15/2 a, d COE-11A 4 May 4 May 29.1 633.4 604.3 B-61 8/0 b, e COE-12 14 April 15 April 40.0 633.6 593.6 B-61 12/5 a, d COE-12A 23 April 24 April 39.0 633.6 594.6 B-61 10/0 b,e,g COE-12B 23 April 23 April 8.3 633.6 625.3 B-61 1/0 b,c,d,g COE-13 21 April 22 April 11.9 633.6 621.7 B-61 4/2 a,c,d,h COE-13R 22 April 23 April 47.6 633.6 586.0 B-61 16 /3 a,d,h COE-13A 2 May 1 May 47.5 633.5 586.1 B-61 12/0 b, e, i COE-13B 30 April 1 May 17.2 633.5 616.3 B-61 4/0 b,c,d,i U/D = Undisturbed sampler (thin-walled tube)
Disturbed sampler (auger, split-barrel) NOTES: a) Continuous sampling through fill; advance Sr ^ ole minimum 5 ft into founda-tion soils b) Continuous sampling of cohesive fill materials only c) Hit obstruction before completed; boring was redrilled d) Borehole closed by grouting e) Observation well installed f) COE-9A was considered redrill and continuation (below 23.4-ft depth) of COE-9 ( g) COE-128 was first attegt to drill COE-12A h) COE-13R was redrill of COE-13 i) COE-13B was first attempt to drill COE-13A j) COE-8A was not drilled because cohesive fill materials were not encountered in COE-8 e
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Samplers HR High Recovery Core Barrel, 4" (ID) X 5 1/2" (OD) ES Hvorsley-Type Sampler OS Osterberg Sampler PQ3 PQ-size Triple-Tube Core Barrel, 3 1/4" (ID) X 4 3/4" (OD) - PS Pitcher Sampler SS Split Spoon (Barrel) Sampler TW Thin-walled (Shelby-type) Tube bbl Barrel CFA Contint9us Flight Auger cont Continued dia, $ Diameter dk Dark in., " inch ft, feet ID Inside Diameter lb Pounds it Light min Minutes N Standard Penetration Test Resistance N/A Not Applicable On NX Drill Rod Size--Outside Diameter 2-3/8 in. CD OutsiSe Diameter OK Acceptable P.P. Pocket Penetrometer PSI Pounds Per Square Inch ! 5 Sample (such as S-4) See Seconds Temp Temperature Thenn Thermometer tr Trace TSF Tons Per Square Foot USGS United States Geological Survey (elevation datum) V. Very w/ With F-C Fine-Coarse MED. Medium F-M Pine-Medium N North S South w West "J East
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1.2.2 CONSOLIDATED-TRIAXIAL
INDIVIDU7.L SYMBOLS C Consolidated CI consolidated Isotropically CA Consolidated Anisotropically along a given stress path CK Consolidated Anisotropically along a K 0 stress path U Undrained loading (} D Drained loading U-C Undrained loading in compression U-E Undrained loading in axpension With Bar or Undrained lofeling with pore water pressure measurements Cys Cyclic triaxial strength test cyp Cyclic triaxial property (moduli and damping) test O Table B-0 Page 3 of 18 w e--- --.., - , . , + - - - - - - - + -,,n-, ,,,,.,-.--4,, .
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.%-._ns ,-,i. ,-7,,,-- ._,,. , ,-__._. .- , , , , , . _ . , , _,-,,.--y--
l.2.3 CONSOLIDATED-TRIAXIAL: COM3INED SYMBOLS ( CIU-C Isotropically-consolidated undrained triaxial compression test without pore water pressure measurements CIU-C or CIU -C Same as above but with pore water pressure
~
measurements CE{U-EorCKU-E g Anisotropically (Ko)-ce solidated undrained triaxial extension tes with pore water pressure measurements CAU-C or CAU -C Anisotropically-consolidated undrained triaxial compression test with pore water pressure measurements CAD-C or CAD -C Anisotropically-consolidated drained triaxial compression test with volume change measurements cyp-CIU Cyclic trinxial property test with isotropic-consolidation and pore water pressure measurements Cys-CAU Cyclic triaxial strength test with anisotropic-consolidation and pore water pressure measurements cyp-CIU-C Cyclic triaxial property test with isotropic-
- consolidation, pore water pressure measurements and post cyclic undrained loading in compression
( (post cyclic monotonic loading) , i r i 1 's Table B-0 Page 4 of 1B
- ,. .p- ,-p,-,.-- 4--.,,-.. we-u_.._y-- .--__e y - - - , , ,y---- .e_-,- , , , _ , ,.m-,.e ,-- -
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1.2.4 CONSOLIDATED-SIMPLE SHEAR (DIRECT SIMPLE SHEAR) : INDIVIDUAL SYMBOLS
; DSS Undrained simple shear test with Ko consolidation i
i S- or a- Shear stress applied during consolidation ! Cys- Cyclic undrained simple shear strength test cyp- Cyclic undrained simple-shear property (moduli j and damping) test
-U Undrained Icading after undrained cyclic loading 1.2.5 CONSOLIDATED SIMPLE-SHEAR: COMBINED SYMBOLS S-DSS or a-DSS Undrained simple shear test with Ko consolidation and shear stress applied during consolidation CyS-DSS Cyclic undrained simple shear strength test cyp-DSS-U Cyclic undrained simple shear property test with post cyclic undrained loading (post cyclic monotonic loading) 1.2.6 CONSOLIDATED DIRECT-SHEAR , ) DS Consolidated drained direct shear test DS-R Consolidated drained direct shear test with loading to obtain residual shear strength W
. I l l l l O Table B-0 Page 5 of 18
=,v-- *cmeme % -,-wm.m-+w,g-w--- - , -w e - e., ee-emme-ewee,., me-w'e~+ver-v-----m-P" e P- wwwaw Sm--- ---'-g --r--=w'='r-w-e-v=----e -ew. -='v - ' - - - -- **e-y+g*=r-- -'y-- -*-+-y-w-ev-+ - -
l 2.3 JNDEX PROPERTIES i W Water Content W or W Initial or " natural" water cnntent we rW f Water content after consolidation or test
,, x or Wc.m Water content at maximum induced consolidation stress Initial dry density (mass)
Ydo Initial total density (mass) Y to Dry density (mass) after consolidation or Yde or Ydf test Y tc rY tf Total density (mass) after consolidation or test Y Dry density (mass) at maximum induced con-d'm solidation stress Y Total density (mass) at maximum induced t'm censolidation stress Y sat #T s Saturated density Submerged (buoyar.t) density ysub "Yb W3 or LL Liquid limit W or PL Plastic limit P Plasticity index I p or PI Ig or LI Liquidity index t Wopt Optimum water content - compaction test Ymax or Y opt Maxf mum or optimum dry density (mass) - compTetion test l Minimum index density (mass) - relative Ymin density test Y ,,x Maximum index density (mass) - relative density test D Relative density l r l
'O Table B-0 Page 6 of 18
1.3 INDEX PROPERTIES (continued) Rg Percent compaction G, or G Specific gravity of soil solids (particles) G, Apparent specific gravity of soil solids (particles) SC Salt content or desolved solids content 4 e Void ratio S Degree of saturation n Porosity N Gas content g Volume of solids V, V, Volume of water V, Volume of air Vy volume of voids
' Height of solids H,
PP Pocket penetrometer reading (undrained com-pressive strength) l Torvane reading (undrained shear strength) TV i NOTES - (1) Subscript notation associated with relative density, void ratio, degree of saturation, etc. a) subscript (0) indicates initial conditions b) subscript (c or f) indicates conditions after consolidation or test c) subscript (,m) indicates conditions at maximum induced consolidation stress (2) A (-) or ( ) over or after these symbols indicates that the dats has been corrected for dissolved solids (such as salt) contained in the pore fluid. O Table B-0 Page 7 of 18
l ! i 1.4 SPECIMEN DIMENSIONAL PROPERTIES l I H g or Lg Initial 1. tight / length H g or L c Height /lenfth after consolidation Ef,L, f HT rg Height / length after test
~ '
A , Initial area A Area after consolidation c A, Area measured after test f V Initial volume V Volume after consolidation V Volume after test f AL Change in height / length during consolidation AL # Ob c,m Change in height / length at maximum induced ex consolidation stress I Change in height / length during loading Ah or AHT
. AVg Change in volume during consolidation AV max cr AV c,m ""9" "* ""* * "" """ " #* "*
dation stress f AV Change in volume during drained loading T av Volume change measured Volume change calculated based on change in AV"
- height W or W T. T tal weight (mass)
W or W To Initial total weight (mass) W, Dry weight (mass) W, Weight (mass) of water Wc or W .,c Total weight (mass) after consolidation or test AW # 0 Tc Change in total weight (mass) during c consolidation O Table B-0 Page 8 of IB
1.5 STRESSES o Cell pressure Effective isotropic consolidation stress F or o' Effective isotropic consolidation or minor F3o or o 3e principal consolidation stress if principal stresses during consolidation are different Flc Effective major principal consolidation
# "Ic stress ,
o y or a y Vertical effective stress og or a h Horizontal effective stress oy ~ # # Principal stress difference (deviator stress) 3, v h d Hy /6 3 # U /0 3 Principal stress ratio (obliquity) I q Peak shear stress - (o - o )/2 p or p Average principal stress - (F y + c3 )/2 Average principal stress after consolidation P c or o p P max or FP,m Average principal stress at maximum induce consolidation stress o, or 5, Jean principal stress - (F + 2 F h) /3 o Mean principal stress at maximum induced m,m or Pm,m consolidation stress
# v,m Maximum induced vertical consolidation max stress K g or o yg/F 3e Consolidation principal stress. ratio K
Coefficient of earth pressure at reat or reciprocal of consolidation principal l < stress ratio a or T consolidation shear stress ratio - simple e/3vc shear test [ y Backpressure O Table B-0 Page 9 of 18 l l . l
1.5 STRESSES (continued) U Pore water pressure AU Change in pore water pressure OCR_ Over-consolidation Ratio . S Undrained shear strength u Gu Undrained compressive strength c Total stress cohesion intercept - Mohr envelope e c or c Effective stress cohesion intercept - Mohr envelope Total stress angle of internal friction - 9 Mohr envelope f Effective stress angle of internal F or 9' friction - Mohr envelop:
' Total stress cohesion intercept -
a q - p envelope a Total stress angle of internal friction - O q - p envelope Effective stress cohesion intercept - a or a' q - p envelope a or o' Sffective stress angle of internal friction - q - p envelope I or d' Effective stress angle of external friction -
- r (between soil and another material)
' ' Mohr envelope i O Table B-0 Page 10 of 18
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1.6 STRAINS c, Axial strain cy Volumetric strain c Radial strain r-c # C a,c Axial strain at end of consolidation ac Change in axial strain during consolidation oc ac or oca ,c increment c # C a,m Axial strain at maximum induced consolidation a max stress c yc or c y,c volumetric strain at end of consolidation Ac or oc V,c Change in volumetric strain during vc consolidation increment Y Shear strain c or c T Axial strain at end of test f or c vT V lumetric strain during drained test cg c Axial strain rate a h Shear strain rate c Total axial strain during testing at (consolidation plus loading) Total volumetric strain during testing c I i i O Table B-0 Page 11 of 18 my yew- - - - - -my -
-%- , ._.e,,u._,,,y-,--,-m., p, ..y_ _ _ . . _ . . , .- - - , , , ,,---- ,--,_,----r-,._, ,,,
.. _ _ _ _ . _ . _ _ _ . -.. . - - ..- . .____ _.__. - _- - = -
1.7 MODULI E Young's modulus i l E Young's secant modulus l s Y ung's tangent modulus E t_ ! E Young's modulus from cyclic triaxial test PP and based on peak to peak measurements G Shear modulus - secant G Shear m dulus - tangent t Shear modulus from cyclic simple shear G test and based on peak to peak measurements PP y Poisson's ratio i i i f i i t e Table B-0 Page 12 of 18 ez---pde--agy-c- gg1-ie-rp- i- wv* Wgen -e m eyw-ww-tv
- g w e g a*wer + r me -re, wen - v m me . -- s yyrea =w - s w wg ay.m ew
1.8 BY TYPE OF TEST 1.8.1 CONSOLIDATION OC c mpression index Coefficient of consolidation cy r - Primary compression ratio Coefficient of secondary compression e# or c" or rate of secondary compression CR Compression ratio - Acy /A log Fy RR Recompression ratio Swelling ratio SR E max, Fv,m or P e Maximum past consolidation pressure (stress) or maximum induce consolidation stress Time for 90% primary consolidation (square t root fitting method) 90 efr 0% priman consolidadon (log t SO fitting method) Final dial reading d f Initial dial reading from fitting method d, Initial dial reading corrected for d' 0 compressibility of stones and filter paper d Dial reading at 100% primary consolidation 100 Dial reading at 90% primary consolidation d 90 d 50 D al reading at m priman consondadon O Table B-0 Page 13 of 18 , - - - w yy >--e- - - - - -. w . ,r - - - - - y -. e-w-- --- - - , .4-y,- - - - - - , - - - - -
i 1.8.2 TRIAXIAL Actual load applied to test specimen P, Measured load applied to loading rod P" (piston) Load correction . P[ , Load measured prior to starting triaxial P mo test with piston not in contact with specimen during consolidation Load carried by filter strips AP,g A Area of loading rod (piston) p B or B f Skempton's B parameter A Skempton's A parameter Initial diameter of test specimen D os D, g IMal Mameter of der medrane Initial thickness of rubber membrane t, x, Axial membrane correction constant C Area correction factor during loading LvDT Linear variable differential transformer i O Table B-0 , Page 14 of 18
, , - . - _ . -,-..,-----g ._w-- .,._,,___,,_,,y_ -
,,,_,.,,,,_,,,_-.___w,-,y,y,,,,.,__,__,.,__,,..g_m_.w_ym_,#, , , , , , , , ,m_y.,.p,, . , , . , _,_ _ _ , , . . .y...,,..._ _-m_..
1.8.3 CYCLIC TESTING 1.8.3.1 STRESSES / LOADS 1T Cyclic shear stress amplitude Cyclic deviator stress amplitude iod Cyclic stress ratio - cyclic triaxial test SR or i d/ 3c - 6 or iT/c yc Cyclic stress ratio - cyclic simple shear test o Minimum effective minor principal stress with 3 min or o'3 min a given loading cycle - cyclic triaxial test F or o' *1" Minimum effective vertical stress within a
" given loading cycle - cyclic simple shear test CR or a 3 min Effective confining ratio - cyclic triaxial test 3c CR # Effective confining ratio after cyclic loading -
cyclic triaxial test VCR or Effective vertical confining ratio - cyclic vmin vc simple shear test VCR Effective vertical confining ratio after cyclic
# loading - cyclic simple shear test Deviator stress in compression o
de # "d,c de # "d,e Deviator stress in extension OCR Overconsolidation ratio resulting from cyclic cy- loading OCRmax Maximum OCR resulting from induced OCR and cyclic tr 00( loading - (OCR X OCR ) O Table L-0 Page 15 of 18
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1.B.3 CYCLIC TESTING (continusd) o Effective vertical consolidation stress f) J V'"Y after cyclic loading p cy Average principal stress after cyclic loading - cyclic triaxial test
+ P' Load amplitude - cyclic triaxial P Measured peak load in compression -
c cyclic triaxial P Measured peak load in extension - cyclic
- triaxial P Measured peak to peak load - cyclic triaxial
+P h Horizontal load amplitude - cyclic simple shear Peak forward horizontal load - cyclic i
P3', or P3'f simple shear Peak backwards horizontal load - cyclic P hb or P h,b simple shear AU Peak positive change (increase) in pore P pressure - cyclic triaxial test AU Peak negative change (decrease) in pore D pressure - cyclic triaxial test AP Peak change in ver'ical load - cyclic v simple shear D Percent deviation in measured compression e load from programmed load - cyclic triaxial Percent deviation in measured extension D* load from programmed load - cyclic triaxial D Percent deviation in measured forward load I from programmed load - cyclic simple shear D Percent deviation in measured backwards load t D from programmed load - cyclic simple shear Table B-0 Page 16 of 18
1.8.3 CYCLIC TESTING (continund) 1.8.3.2 STRAINS / DEFORMATIONS O c Peak-to-peck (double amplitude) axial PP strain - cyclic triaxial test c Peak axial strain in extension - Pe ,, cyclic triaxial test - c Peak axial strain in compression - Pc cyclic triaxial test Median cyclic axial strain - c, or tPc +c pp/2 cyclic triaxial test
+c, or cpp/2 Axial strain amplitude -
cyclic triaxial test y Peak-to-peak (double amplitude) shear PP strain - cyclic simple shear test yf Peak shear strain forward - P cyclic simple shear tert yb Peak shear -train backwards - P cyclic simple shear test
+y Shear strain amplitude - cyclic test Median cyclic shear strain -
y, or y P' , + ypp/2 cyclic simple shear test AL Peak-to-peak deformation within given PP loading cycle AL Peak-to-peak deformation of steel calibratio! CYl
- cylinder - cyclic triaxial test 1.8.3.3 MISCELLANEOUS l N Number of loading cycles CF Correction factor for equipment compressibility 1 Damping ratio l
, LF Factor of safety cgainst applying a tensile stress (liftoff of loading platens) TSF Deformation trace scale factor MTS . MTS Systems Corporation Loading System f O Table B-0 Page 17 of 18
. , - , - - - - - - - - - - - .,._,_., , . , .-e,.
7 _ , - _ _ _ _ _ - _ . . , , , , , _ _ - _ , - - - , _ , .
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1.8.4 PERMEABILITY k Coefficient of permeability or hydraulic conductivity ky Vertical permeability k Horizontal permeability h h Head
- ho Initial head hf Final head i Hydraulic gradient k 20 C Permeability corrected to 20 C kv'200C #
v 9 20 C Vertical permeability corrected to 20 C kh'20 C rk h 9 20 C Horizontal permeability corrected to 20 C 1.8.5 SONIC VELOCITY () y V Poisson's ratio velocity of compression wave p V, velocity of shear wave 1.9 MIDLAND UNITS 1 AND 2 PROJECT SPECIFIC NOTATION /SY.MBOLS HR High Recovery Core Barrel, 4" (ID) X 5 1/2" (OD) HS Hvorsley-Type Sampler OS Osterberg Sampler PQ3 PQ-size Triple-Tube Core Barrel, 3 1/4" (ID) X 4 3/4" (OD) PS Pitcher Sampler SS Split Spoon (Barrel) Sampler TW Thin-walled (Shelby-type) Tube Con Consolidation Spec Specimen ( ) Parentheses indicates an assumed value O Table B-0 Page 18 of 18 y-. -w ,---w. ,. - , - + , , - . ~ , - ,- -,-,---,s.,,--w, . , , ----.,-,.---,--.w,.-q+ , , - -
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