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Test Results,Foundation Soils,Auxiliary Bldg (Part 1),Soil Boring & Testing Program.
	ML20010J040
Person / Time
Site:	Midland
Issue date:	08/28/1981
From:	Campbell L, Ladd R; WOODWARD-CLYDE CONSULTANTS, INC.
To:	;
Shared Package
ML20010J035	List: ML20010J034; ML20010J040;
References
	81C217, NUDOCS 8109290536
	Download: ML20010J040 (200)
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Woodward Clyde Consultants Chicago, llMois 60603 Im 312 939-1000 Telen 253875 (WOODWARD CGO) TEST RESULTS FOUNDATION S0ILS AUXILIARY BUILDING (Part 1) SOIL BORING AND TESTING Pil0 GRAM MIDLAND PLANT - UNITS 1 TND 2 MIDLAND, MICHIGAN for Consumers Power Company l 1945 West Parnall Road Jackson, Michigan l l by Richard S. Ladd and M ampb 1 Laboratory Director Project Manager l l l 28 August 1981 l 81C2D' (81C40:i5) O? U ( Consulting Engmeers. Geologists l and Environmental Scient:sts , } O$. ices m Other Princ: pal cities ' PDR ADOCK 05000329 A PDR l

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4 i l l 11 l I TABLE OF CONTENTS Page I j 1. INTRODUCTION 1

2. FIELD INVESTIGATION 2

3. LABORATORY INVESTIGATION 3 3.1 Index Property Testing 4 l 4

3.2 Strength Te: ting 4 ) i 3.3 Compressibility Testing 6 i l i i Table 1 Soil Boring Details ' Fig. 1 Boring Location Plan l 4 f i i i

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l 1 i ii LIST O' APPENDICES Appendix A Logs of Borings Table A-1 Boring Log Abbreviations Figs. A-1 and A-2 Logs of Borings Appendix B Index Property Test Results Table B-0 Laborator'y Notations / Symbols Tables B-1 and B-2 Laboratory Testing Summaries Fig. B-0 Legend for Index Property Profiles Figs. 3-1 and B-2 Index Property Profiles Appendix C Particle-Size Distribution Curves Figs. C-1 and C-2 Particle-Size Distribution Curves Appendix D Strength Test Results - UU Triaxial Compression Tests Tables D-1 and D-2 UU Triaxial Test Series - Summaries Figs. D-1 and D-2 UU Triaxial Test Series - Plots Appendix E Strength Test Results - M Triaxial s) Compression Tests Tables E-1 and E-2 M Triaxial Test Series - Sumaries Figs. E-1 and E-2 M Triaxial Test Series - Plots Appendix F Consolidation Test Results Tables F-1 and F-2 Consolidation Data Summary l Figs. F-1 and F-2 Consolidation Cnaracteristics - Plots Appendix G Supporting Data - UU Triaxial ! Compression Tests Appendix H Supporting Data - M Triaxial Compression Tests Appendix I Supporting Data - Consolidation Tests l O Woodward Clyde Consultants

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1. INTRODUCTION f

During i.he period 13 March through 27 August 1981, Woodward-Clyde Consultants (WCC) cor. ducted a Soil Boring and Testing Program on the fill materials and natural foundation soils in various areas at the Consumers Power Company (CPCo) Midland Plant - Units 1 and 2. This report (Part 1) describes the scope of the boring and sampling program and the subsequent laboratory testing program for the foundation soils at the Auxiliary Building (AUX). In addition, the results of these programs are presented in the form of logs of borings and both tabular and graphical data summarie3 of index property, strength, and compress) ity testing of the foundation soils. Index property and strength test results for the fill materials will b presented in a similar report (Part 2) after the laboratory testing has been completed. All originally authorized testing of the foundation soils in the 3'-ft interval from about el. 574 to el. 544 has been completed. Additional consoli, dation tests and unconsolidated-undrained triaxial compression tests on specimens of foundation soils were authorized on 30 July 1981 and have not been completed. These test results will be preserited later in the Part 2 report. The completed strength and compressibility tests have been performed on test specimens considered to be representative of the range of material types and material properties encountered in the AUX borings within the elevation interval of interest. The test results presented herein supersede a similar presentation of results given in our draft report of 31 July 1981 entitled " Preliminary Test Results, Foundation Soils, Auxiliary Build'.ng, Soil Boring and Testing Program, Midland Plant - Units 1 and 2, Midland, Michigan." Corps of Engineer (COE) personnel continually observed the drilling and sampling operations in the field. COE and CPCo personnel also visited our Clifton, NJ laboratory and observed laboratory operations, including extrusion of tubes, preparation of triaxial and consolidation test specimens, and perform-ance of index and engineering property testing. O v Woodward Clyde Consultants

2

2. FIELD INVESTIGATION Two borings (COE-17 and COE-18) were drilled, sampled, logged, and closed in close proximity to the Auxiliary Building, as shown on Fig. 1. Samples of both fill materials and foundation soils (clay) were cbtained from each boring. Both borings were closed by grouting the borehole from the bottom to the ground surface with a bentonite-cement grout.

Berings COE-17 and COE-18 were continuously sampled (below a depth of about 5 ft) through the fill materials using " undisturbed" sampling techniques. Typically, undisturbed samples were obtained (and retained) in 3-in.-dia thin-walled tubes using Osterberg and Pitcher samplers. Samples of underlying founda-tion clay were also obtained using these same " undisturbed" techniques. One sample of foundation clay was obtained from boring COE-17 (depth of about 65 to 70 ft) using a PQ3 high-recovery triple-tube core barrel cutting 3-1/4-in. dia core. The foundation clay in boring COE-17 was sampled continuously to a depth of about 190 ft, and then at 5-ft intervals to the bottom of the boring. The foundation clay in boring COE-18 was similarly sampled at 5-ft intervals below a depth of about 55 f t. A Standard Penetration Test (SPT) was conducted in the foundation sand at the bottom of boring COE-17 (depth of abcut 205 ft). Pertinent details of the drill eng, sampling, and closing of the AUX borings are suninarized in Table 1. Synthesized logs of borings COE-17 and COE-18 are presented in Figs. A-1 and A-2 in Appendix A. The logs present descriptions of soil strata encountered in the boreholes and pertinent details of the drilling dnd sampling operations. These synthesized logs are based on the WCC boring inspectors' original field boring logs. The field boring logs are based on visual classification of the observed soil sample, which is typically only that at the ends of the thin-walled sampling tube. Abbreviations used on tte logs are listed in Table A-1 in Appendix A. Woodward.Clyde Consultants

3

3. LABORATORY INVESTIGATION Index property testing included processing of tube samples and determina-tions of density, water content, cor. istency (pocket penetrometer), liquid i.nd plastic limits, particle-size distribution, and specific gravity. Stringth testing included unconsolidated-undrained triaxial compression tests (UU), Jame of which included an unload-reload cycle, and isotropically consolidated-undrained triaxial compression tests with pore water pressure measurements (UU). Compressibility testing consisted of one-dimensional consolidation tests with an unload-reload cycle.

Index property, strength, and compre:sibility testing were performed as described in the following documents: (1) 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, (2) our letter to CPCo dated 5 May 1981 from Dr. H. M. Horn (WCC), and (3) a memorandum dated 16 June 1981 from Mr. L. M. Campbell (WCC) documenting a project meeting on 11 June at our Clifton laboratory. Index and enginuring property (strength and compressibility) testing of the foundation clay within the 30-ft interval from about el. 574 to el. 544 was performed in our Clifton laboratory. Ten selected sampics from boring COE-17 were processed in the field laboratory for stratigraphy data, photographs, and some index property tests (density, consistency by pocket penetrometer, water content, and liquid and plastic limits). In addition to a sample at about el. 577, nine tube samples were selected and processed from the deeper interval from about el. 534 to el. 449. Laboratory test results from both the field and Clifton laboratories are presented subsequently in both tabular and graphical forms for the foundation clay from the AUX borings. J Woodward Clyde Consultants ___ __ _ _ __ . - _ - _ . . _ . . __._.L.__ ._ _.- ___ ________ . . _ _ _. _

I 4 i 3.1 Index Property Testing index property test results and other pertinent data are listed for borings COE-17 and COE-18 in Tables B-1 and B-2, respectively, in 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 alue 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 and B-2. Classifications of soil strata 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 on Fig. B-0. ' C All tube samples have not been extruded and processed for stratigraphy, index property, and engineering 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. Particle-size distribution data for selected sieve sizes are summarized in Tables B-1 and B-2; complete particle-size distribution curves and descriptions for seven foundation clay specimens from the AUX borings are presented in boring-number sequence on Figs. C-1 and C-2 in Appendix C. 3.2 Strength Testing Strength testing of foundation clay included one series each of UU and flu triaxial ccmpressicn tests per AUX boring. Strength test results are presented in both tabular and graphical forms in Appendices D and E for the UU and ETO tests, respectively. Woodward.ctyde consultants

k Results of UU triaxial tests are summarized by boring in Tables D-1 and D-2 in Appendix D. These UU test results are tabulated for conditior.s of peak deviator stress or deviator stress at about 20 percent axial strain. Stress-strain characteristics of these materials are similarly presanted on Figs. D-1 and D-2. Two UU triaxial tests from each boring included an unload-reload cycle. These unload-reload cycles are shown on Figs. D-1 and D-2 along with other UU test data, but are also shown at an enlarged scale on Figs. D-la and D-2a. Additional UU triaxial testing of the foundation clay from boring COE-17 has been authorized and assigned. This additional UU testing will be performed on specimens from the 30-ft interval from about el. 574 to el. 544 as well as from the deeper interval from about el. 544 to the bcitom & the boring, These additional test results will be reported later. Results of EIU triaxial tests are similarly sumarized by boring in Tables E-1 and E-2 in Appendix E, and are presented graphically on Figs. E-1 and E-2. The graphical presentation includes a series of four plots (a, b, c, d) for each boring. 2 tress-strain characteristics are presented cri 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 comple-tion is also included. Stress paths are presented in p-q diagrams on the second figure (b) of each series. On the third (c), Mohr circles are plotted on a Mohr-Coulomb diagram of shear stress vs effective normal stress. On the fourth I figure (d), the undrained shear stress is plotted vs the effective consolidation stress used in the test. As shown in Tables E-1 and E-2, failure characteristics have been sumarized for conditions of both peak deviator stress and peak obliquity. These conditions are noted by small arrows on the stress-strain characteristics plots l ("a" figures). The cor.dition of peak obliquity is noted by a solid (filled in) symbol on the p-q diagrams ("b" figures). Mohr circles are plotted on the "c" figures only for the condition of peak obliquity. The undrained strength data on the "d" figures, however, are presented for the condition of peak deviator stress. l Woodward.ctyde consultants

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6 O V The strength envelope plotted on the p-q diagram ("b" figure:.) is that 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 (E 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). These slopes and intercepts are noted in the Strength Envelope Summary portion of Tables E-1 and E-2 foi the M test series on foundation clay from borings COE-17 and COE-18, respectively. Based on a similar regression analysis using the resul of all six M triaxial tests of foundation clay, these para-meters are i = 23.3 and c = 1.33 ksf, with a correlation coefficient of 0.9909. Detailed supporting data for the UU and M triaxial tests are presented in boring / sample-number order in Appendices G and H, respectively. These supporting 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 summary calculation sheet for triaxial tests (back of form WCC L-202). In addition, for the UU tests, copies of the triaxial loading data sheets (forms WCC L-205 and L-205A) are included. For the M tests, copies of the computer listing of the recorded test data (piston displacement, piston load, and pore water pressure) are presented, followed by the printout of computed test results. 3.3 Compressibility Testing Compressibil1:j testing consisted of performing four one-dimensional consolidation tests on specimens of foundation clay, two fr n each AUX boring at depths of about 63 ft (el. 571) and 75 to 78 ft (el. 559 to el. 556). Consolidation testing included nominal 24-hr loading increments, an unload-l reload cycle, and maximum loading of 177 tsf (354 ksf). Compression ratios and other pertinent results of the consolidation tests are sumarized by boring in l Tables F-1 and F-2 in Appendix F. Consolidation characteristics are presented Woodward Clyde Consultants

7 by boring in Figs. F-1 and F-2, and include volumetric strain (c y ), coefficient of secondary compression (c,), and coefficient of consolidation (cy ) plotted vs , log of applied pressure (in tsf). Two additiond consolidation tests of the foundation clay from boring COE-17 have been authorized and are in progress. These additional consolidation tests are being performed on specimens from about el. 531 and el. 498. These additional test results will be reported later. Detailed supporting data (form WCC L-302) for each consolidation test are presented in Appendix I in boring / sample-number order. In addition to the parameters tabulated and plotted in the tables and figures in Appendix F, the supporting data in Appendix I include calculated coefficients of permeability (k) and void ratios (e). t O i Woodward Clyde Consultants l

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O TABLE 1 Soil Soring Details Auxiliary Building Surface Bottom No. of Boring Date Date Deptu Eley. Elev. Drill Samples Number Started Finished (ft) (ft) (ft) Rig U/D* Notes COE-17 27 Apr 13 Mcy 205.3 634.3 429.0 B-56 E0/1 a,b,c,d,e COE-18 14 May 19 May 94.5 634.4 539.9 B-56 30/0 a, c, e

U/D = Undisturbed sampler (thin-walled tube. core barrel)

Disturbed sampler (auger, split-barrel) O NOTES: a) Continuous sampling through fill. b) Continuous sampling of foundation clay to depth of about 190 ft. c) of foundation clay at 5-ft intervals belov dep'h of about 190 ft Samplirg)or55ft(COE-18)tobottomofboring. (C0E-17 d) Standard Penetration Test in foundation sand at bottom of boving. e) Borehole closed by grouting. O Woodward Clyde Consultants

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TABLE A-1 BORING IDG ABBkEVIATIONS Samplers KR High Recovery Core Barrel, 4" (ID) X 5 1/2" (OD)

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*~#C **
DE*TH 0 ~ 0 LEV. DESCRIPTION SCALE . . E, E$$$ (DRILLING
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*nt. DESCRIPTION DEPTH SCALE ?. E. $"
g" o ms "3 (DRILLING TLUID, TLUID LOSS, DEPTH OF CASING, y t"n O a:: 3 ft @
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i I Appendix B Index Property Test Results J I G
- - - - - - . - - . ~ , _ - . . - - _ . ... ..,,._._,..._.n,,,< . , . . , , , ,, __,,,,,,,___,n,,-nn._-, w,w.~_n,,--n,-.,n_,.,,----,,,-
i 4 O TABLE B-O WOODWARD-CLYDE CONSULTANTS CLIFTON GEOTECHNICAL LABORATORY FREQUENTLY USED NOTATION / SYMBOLS 1.1 TABLE ^F CONTEN"S 1.2 Strength Tests 1.2.1 Unconsolidated 1.2.2 Consolidated Triaxial: Individual Symbols 1.2.3 Consolidated Triaxial: Combined Symbols 1.2.4 Consolidated Simple Shear: Individual Symbols 1.2.5 Consolidated Simple Shear: Combined Symbols () 1.3 1.2.6 Index Properties Consolidated Direct Shear 1.4 Specimen Dimensional Properties 1.5 Stresses 1.6 Strains 1.7 Moduli 1.8 By Type of Test 1.8.1 Consolidation l 1.0.2 Triaxial
. 1.8.3 Cyclic Testing 1.8.3.1 Stresses / Loads 1.8.3.2 Strains /Defermations O
Table B-0 Page 1 of 18 l
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4 6 r j i 4 > TABLE OF CONTENTS (continued) l.2.3.3 Miscellaneous 1.8.4 Permeability 1.8.5 Sonic Velocity i l.9 Midland Units 1 and 2 Project Specific Notation / Symbols i ! i l 1 t i. i Table B-0 Page 2 of 18
.__ .. _ . _ _ _ . . _ _ _ . _ _ _ _ _ _ _ . _ _ _ _ _ . _ _ _ _ ._ __ _ _: _ __ _ _ _ n _ __ _ __. _ ., -.--
1.2 STRENGTH TESTS O gy 1.2.1 UNCONSOLIDATED PP Pocket Penetrometer TV Torvane i vi Labvane CP Cone Penetration UC Unconfined-Compression Triaxial Test UU or O Unconsolidated-Undrained Triaxial Test 1.2.2 CONSOLIDATED-TRIAXIAL.t INDIVIDUAL SYMBOLS C Consolidated CI Consolidated Isotropically CA Consolidated Anisotropically along a given stress path CK Consolidated Anisotropically along a K stress path U Undrained loading D Drained loading U-C Undrained loading in compression U-E Undrained loading in expension With Bar or Undrained loading with pore water pressure measurements l Cys Cyclic triaxial strength test l cyp Cyclic triaxial property (moduli and damping) i test O l Table B-0 l Page 3 of 18 l l '. . . . . . . . _ . - - _ _ _ . - . - _ . _ _ _ . . _ . - _ _ _ , - - __-.-.._-a.____-___.,_....__...__.__._..__.._..._.,
1.2.3 CONSOLIDATED-TRIAXIAL
COMBINED 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 CK{U-EorCKU-E Anisotropically (Ko)-consolidated undrained triaxial extension test with pore water pressure measurements CAU-C or CAU -C Anisotropically-censolidated undrained triaxial compression test with pore water pressure measurements CAD-C or CAD -C Anisotropically-consolidated drained triaxial compression test with volume change measure.nents cyp-CIU Cyclic triaxial property test with isotropic-consolidation and pore water pressure measurements "yS-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 s and post cyclic undrained loading in compression (post cyclic monotonic loading) 1 O Table B-0 Page 4 of 18 1
1.2.4 CONSOLIDATED-SIMPLE SHEAR (DIltECT SIMPLE SHEAR) : INDIVIDUAL SYMBOLS DSS Undrained simple shear test with Ko consolidation S- or a- Shear stress applied during consolidation Cys- Cyclic undrained simple shear strength test cyp- Cyclic undrained simple-shear property (moduli and damping) test
-U Undrained loading 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 J
k DS Consolidated drained direct shear test DS-R Consolidated drained direct shear test with loading to obtain residual shear strength O Table B-0 Page 5 of 18 l l t _ ,
1.3 INDEX PROPERTIES W Water Content O Wg cr Wn Initial or " natural" water content We or Wf Water content after consolidation or test Wg,x or W e,m Water content at maximum induced consolidation stress Y Initial dry density (mass) do Y Initial total density (mass) to Y de or Ydf Dry density (mass) after consolidation or 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 consolidation stress Y # Ts Saturated density sat Ysub rY 3 Submerged (buoyant) density Wg or LL Liquid limit W or PL Plastic limit P . I or PI Plasticity index I n or LI Liquidity index W Optimum water content - compaction test opt Ymax rY opt *
"". Ptimum dry density (mass) -
compaction test l Ymin Minimum index density (mass) - relative density test Y,,x Maximum index density (mass) - relative density test D Relative density r i O Table B-0 Page 6 of 18
1.3 INDEX PROPERTIES (contim.euf R Percent compaction e G rG Specific gravity of soil solids (particles) s G Apparent specific gravity of soil solids 3 (particles) SC Salt content or desolved solids content e Void ratio S Degree of saturation F. Porosity N Gas content g vs Volume of solids V, Volume of water V Volume of air Vy Volume of voids H Height of solids s PP Pocket penetrometer reading (undrained com-pressive strength) l TV Torvane reading (undrained shear strength) 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 l consolidation or test l c) subscript (,m) indicates conditions at maximum induced consolidation stress (2) A (-) or ( ) over or after these symbols indicates that the data has been corrected for dissolved solids (such as salt) contained in the pore fluid. n v Table B-0 Page 7 of 18
1.4 SPECIMEN DIMENSTONAL PROERTIES H g or L Initial height / length H g or L Height / length after consolidation c Hf,L, f HT U# LT Height / length after test Ag Initial area A Area after nsolidation c A, f Area measured after test V Initial volume V V lume after consolidation c V Volume after test f AL c Change in height / length during consolidation AL,ax or AL c,m Change in height / length at maximum induced consolidation stress ah or AHT Change in height / length during loading I AVg Change in volume during consolidation AV,,x or AVc,m Change in volume at maximum induced consoli-dation stress AV T Change in volume during drained loading AV, Volume change measured AV* Volume change calculated based on change in height W or W T Total weight (mass) W or W To Initial total weight (mass) W, Dry weight (mass) W, Weight (mass) of water W or W Tc Total weight (mass) after consolidation
; or test AW r AW Change in total weight (mass) during c Tc consolidation O
Table B-0 i Page 8 of 18
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1.. STRESSES h e o Cell pressure F or o'c Effective isotropic consolidation stress F3c or o 3e Effective isotropic consolidation or minor principal consolidation stress if principal stresses during consolidation are different Flc # lc Effective major principal consolidation strrss Fy or a y vertical effective stress c # "h Horizontal effective stress h c -o 3, v h -
# U Principal stress difference (deviator stress) 1 d F81 3 1 / 3 Principal stress ratio (obliquity) q Peak shear stress - (o - o )/2
_ i p or p Average principal stress - (cy + F3 )/2 Ec # p Average principal stress after consolidation p # Average principal stress at maximum induce max p,m consolidation stress F, or p, Mean principal stress - (F + 2 F ) /3 h F
"'m or Em,m Mean principal stress at maximum induced consolidation stress max #
v,m Maximum induced vertical consolidation stress K or o g/ 3c Consolidation principal stress ratio K Coefficient of earth pressure at rest or reciprocal of consolidation principal stress ratio a or T c/Fvc Consolidation shear stress ratio - simple shear test U Backpressure b O Table B-0 Page 9 of 18
l.5 STRESSES (continued) (O
,/ U Pore water pressure AU Change in pore water pressure OCR Over-consolidation Ratio S
u Undrained sheer strength qu Undrained compressive strength c Total stress cohesion intercept - Mohr envelope c or c Effective stress cohesion intercept - Mohr envelope 9 Total stress angle of internal friction - Mohr envelope 7 or 9' Effective stress angle of internal friction - Mohr envelope a Total stress cohesion intercept - q - p envelope a Total stress angle of internal friction - O ' q - p envelope a or a' Effective stress cohesion intercept - q - p envelope E or o' Effective stress angle of internal friction - q - p envelope I or 6' Effective stress angle of external friction (between soil and another material) - Mohr envelope O Table B-0 Page 10 of 18
,,,,*,,.y-,- - - - , , - -+- - - - . . . - , -% . ,, . . . + . - , , , ,--e -.i.,-,y,-, ,.- , , , -w -,,y,--, - - * - - .- ec, , - -
16 STRAINS O c, Axial strain cy Volumetric strain e Radial strain r , c, or ca,c Axial strain at end of consolidation At Change in axial strain during consolidation "O or Ac"'C increment c Axial strain at maximum induced consolidation a max or c a,m stress c yc # E V lumetric strain at end of consolidation v,c Ac or Ac Change in volumetric strain during vc v,c consolidation increment Y Shear strain c, or c Axial strain at end of test T cg or c V lumetric strain during drained test v,T c, Axlal strain rate h Shear strain rate c Total axial strain during testing at (consolidation plus loading) C Total volumetric strain during testing i I O Table B-0 Page 11 of 18
i 1.7 MODULI E Young's modulus l E Young's secant modulus s E Y ung's tangent modulus t l E Young's modulus from cyclic triaxial test PP and based on peak to peak measurements G Shear modulus - secant .
G ear m u us - tangent t
G Shear modulus from cyclic simple shear PP test and based on peak to peak measurements U Poisson's ratio O 1 O Table B-0 Page 12 of 18 -
.-. - .-... ..-- .-..,.. .- .-.- ---....--.-..--.- _.-.~..- - - ..--. - . _ - . . . . - - - . - . . . . -
1.8 BY TYPE OF TEST 1.8.1 CONSOLIDATION O C c Compression index ! cy Coefficient of consolidation r Primary compression ratio e# or c" Coefficient of secondary compression or rate of secondary compression CR Compression ratio - Acy /A log c y RR Recompression ratio SR Swelling ratio 3 max, o v,m or P e Maximum past consolidation pressure (stress) or maximum induce consolidation stress t Time for 90% primary consolidation (square 90 root fitting method) t Time for 50% primary consolidation (log 50 fitting method) dg Final dial reading d, Initial dial reading from fitting method d' Initial dial reading corrected for compressibility of stones and filter paper d Dial reading at 100% primary consolidation 100 d Die.1 reading at 90% primary consolidation 90 d 50 Dial reading at 50% primary consolidation O Table B-0 Page 13 of 18
1.8.2 TRIAXIAL O P, Actual load applied te test specimen P Measured load applied to loading rod (piston) P Load correction P 50 Load measured prior to starting triaxial test with piston not in contact with specimen during consolidation AP,f Load carried by filter strips A Area of loading rod (piston) p B or B Skempton's B parameter f A Skempton's A parameter D Initial diameter of test specimen os D,g Initial diameter of r h er med rane t,g Initial thickness of rubber membrane K, Axial membrane correction constant C Area correction factor during loading i LVDT 7,inear variable differential transformer l l O Table B-0 Page 14 of 18
1.3.3 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 +T/ vc Cyclic stress ratio - cyclic simple shear test i 3 min or o'3 min
. Minimum effective minor principal stress with a given loading cycle - cyclic triaxial test Evmin # #'vmin Minimum effective vertical stress within a given loading cycle - cyclic simple shear test Eff3ctive confining ratio - cyclic triaxial test CR or F 3 min / 3c CR # Effective confining ratio after cyclic loading -
cyclic triaxial test Effective vertical confining ratio - cyclic VCR or Evmin! vc simple shear test VCR, Effective vertical confining ratio after cyclic loading - cyclic simple shear test o # # Deviator stress in compression de d,c o # # Deviator stress in extension de d,e OCR cy Overgonsolidation ratio resulting from cyclic loading l OCR,,x or OC g Maximum OCR resulting from induced OCR and cyclic loading - (OCR X OCR cy} O Table B-0 Page 15 of 18
1.8.3 CYCLIC TESTING (continued) F Effective vertical consolidation stress Y'#Y after cyclic loading p Average principal stress after cyclic CY loading - cyclic triaxial test iP Load amplitude - cyclic triaxial P Measured peak load in compression - e cyclic triaxial P Measured peak load in extension - cyclic
triaxial P Measured peak to peak load - cyclic triaxial pp h riz ntal load amplitude - cyclic simple iPh shear P or P h,f Peak forward horizontal load - cyclic hf simple shear
"" backwards horizontal load - cyclic hb or P h,b P
simp i e shear AU Peak positive change (increase) in pore O P pressure - cyclic triaxial test Peak negative change (decrease) in pore AU D pressure - cyclic triaxial test AP Peak change in vertical load - cyclic v simple shear D Percent deviation in measured compression c load from programmed load - cyclic triaxial D Percent deviation in measured extension
load from programmed load - cyclic triaxial D Percent deviation in measured forward load f
from programmed load - cyclic simple shear D Percent deviation in measured backwards load b from programmed load - cyclic simple shear O Table B-0 , Page 16 of 18 _ _ _ . _ . - . _ _ . . . . . _ _ _ . _ . . . _ - . _ _ . , _ _ . . _ . . _ . . ~ . _ , . . _ - , _ _ .... _
1.8.3 CYCLIC TESTING (continued) 1.8.3.2 STRAINS / DEFORMATIONS c PP Peak-to-peak (double amplitude) axial l strain - cyclic triaxial test c Pe Peak axial strain in extension - cyclic triaxial test i c PC Peak axial strain in compression - cyclic triaxial test c,or c Pc +c pp/2 Median cyclic axial strain - cyclic triaxial test
+c , or c - /2 Axial strain amplitude -
PP cyclic triaxial test y PP Peak-to-peak (double amplitude) shear strain - cyclic simple shear test y Pf Peak shear strain forward - cyclic simple shear test y Pb Peak shear strain backwards - cyclic simple shear test
+y Shear strain amplitude - cyclic test y, or ypf + ypp/2 Median cyclic shear strain -
cyclic simple shear test AL PP Peak-to-peak deformation within given loading cycle AL cyl Peak-to peak deformation of stecl calibration cylinder - cyclic triaxial test 1.8.3.3 MISCELLANEOUS N Number of loading cycles CF Corretction factor for equipment compressibility i A Damping ratio LF Factor of safety against applying a tensile stress (liftoff of loading platens) TSF Deformation trace scale factor MTS MTS Systems Corporation Loading System O Table B-0 Page 17 of 18 _ _ _ . . _. . _ _ _ _ ____ _.._.. _ .__ _ ..__,_::__~..,.__... . . _ _ _ _ _ _ _ _ _ _ _ . _.
p 1.8.4 PERMEABILITY V k Coefficient of permeability or hydraulic conductivity
?t y Vertical permeability k Horizontal permeability h
h Head h o Initial head h Final head f i Hydraulic gredlent k 20 C Permeability corrected to 20 C ky,200C rk 9 20 C Vertical permeability corrected to 20 C 0 kh'20 C rk h 9 20 C Horizontal permeability corrected to 20 C 1.8.5 SONIC VELOCITY p Poisson's ratio V Veloci; v of co:npression wave p V, Velocity of shear wave .
1. 3 MIDLAND UNITS 1 AND 2 PROJECT SPECIFIC NOTATION / SYMBOLS HR High Recovery Core Barrel, 4" (ID) X 5 1/2" (CD)
HS Hvorslev-Type Sampler OS Onterberg Sampler PQ3 PQ-size Triple-Tube Core Barrel, 3 1/4" (ID) X 4 3/4" (CD) PS Pitcher Sampler SS Split Spoon (Barrel) Sampler TW Thin-walled (Shelby-type) Tube Ccn Consolidation Spec Specituen ( ) Parentheses indicates an assumed value O Table B-0 Page 18 of 18
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PARTICLE-SIZE DISTRIBUTION - COB 8LES l COamsE FINE COamSE i MEDIU i FIN E OR CW i !
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1 1 PARTICLE-SIZE DISTRIBUTION 7'^] COS8LES OAR 5E i FINE
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5). b -z a 6 VN
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l i Appendix F Consolidation Test Results I i l i f l
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CONSOLIDATION TEST
) Boring No: gof- /g Sernote No: Ed E Depth,f t:(oS.6, l J Material: [L a,py g f. ,,,f f/j)y'w,ff & g / m,.,(,,,,. y ,, / f ,., y, # /si,g ;.
Water'
' Total Unif yojd Rotio Sott:rotidn, dieight, Diometafr, Specific Liquid Plastic Content?/o Weight. ocf */o inches inches Gravity Limit */o Limit,%
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CONSOLIDATION TEST
/o) \/
Boring No: ey)f-/p Sample No:f-f 7/J Depth,f t: 7p Materiol: g %, f,.,,a,, y/,p Q .% A/4Y Water Total Unit / Sdturation, Height, Diometer, Specific Liquid Plastic Content?/o Weight, pcf Void Ratio */o inches inches Gravity uimit, */. Limit */.
, Initial 22. d /._% d a fpA @y ? 3. M9 a ,, F. mal y,2. c) ,yg, , ( ggg ,g ,, j lg g,,
2 50 2. 7'70 lS
, ,i. . . ..,.u....m , i i o , ..i. , .ii n ,
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O l Appendix G O Supporting Data UU Triaxial Compression Tests O
g . q vcc.
. 72/AXML TESTt'sdy,/ rate pun) x-:o.t toj. N. rfec M @ ) p,.;. r,7 AS/' ce//As,6 gr,a.: %}D n.' .
(/Jto) 9pe 7e~df (l r,f? fj;4 . Mn .D Oyr amoL Dundraded 3h Comprusu Q) Cosodarf Cs/Irruswe a yo,,,j7,, e,j/p,u,,re, conelsT m p f,1,L a pauct a p f,,, ;, Tsf p<. . .'OIsotropiL D L struspaff Pn+on SerwsJ A : D Yas;d(No , consolidd.in' D Anisofoyd. C Y.r* Sire.s.s pafd '\ Undaturbsd D &constotJed D_T,,,,,,f a co,,,f,,d 555,,+ Barmy.'. 'o.[05 ~~l l compuits A/e D Sta-l:L /ayaes; I " ,p* * ' . Scample)/r S~S ,_ Sysumintle D .D Eneadioy EJows-Ta-pa/tafar J 7e p1L G +) O r C. 2ansch f.D ' D-(Ands compacida DDdo wndJff c,An;D Cssomarona 5s.<>.pk . . /oyees; IJn?(%)
/ /sT \ _
(slafer Conferd ,. I .. II l' W5io./ SP'* *'hn V*9At lo cs+so n s1ve i1Skecstu: m rantomer Ass $l./ hl8f/8l [/J 3s,,, gs4,) . s'dcnh,*"*kk/S*ll(tar) gg,, gf 1p/.6/./ ,
'+1,,,y,a(:</$9.33~g, . y ,,,
utcos..ir
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% .W, ' w,f, p,y ,,,,,
D See aflasle</aafs l sla.fic) See aoM/ds.oihnMfa v,1. E,ca.s.DrySool ym m., b~c"I" * * , d."*,'.; eon .,- . 'rk.uw 0 0/Le z.s.v a.) uia,) .r 1, i r, . i n s,,... .c,rea,,& , - a >- ,a i t/ /f 2 i T ';.. e:> s .2 - i g Da a.. C /77 = ik 2 N. I J 'l i2-m a )o/Y n p;y,,, y 7,, + j,,y,,, .O y,, y, Y'I A ' I '" E ' O A ? Fi}/or Stroh:D Yes,;G$No
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f f.![.h ? Sp,,;j 4y, .y;,,s,,ai ,,
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consobah.% h , in.a. sed ut Q Prr. shear /pr.re. k siner m44*r 9, , 4 j ,,; T //fsfa LJ Av crf/aao/<e'f,. u(t e-/** /<,> f yi1 3 a.; rut 8r oe SFl u.Iks . . .t F, c. as ,,* ., t
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1 CsI. .h*
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c o t v.) '
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1
c ae.s.s..u.Js av, sv1 svs sVs I svs -
k3 1.v.:t - va c . o
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W s a se A b h a }
D bk 'lI yar ;* !d VT fd='h dre****/ /**d**hj 5 c s,.J k C.Is.Ist,e,s 64 by W,1 (/usq e. bV. by t
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mom *J..Vs.s(fg., Wgg g 3 45% =w,-v,-fog ^ ov,) a -- % E.is //oV e ..t ce,.ul.J,T..h ** Vs b V n,,, bV ovLs Ve -VF bVc.*U~(VF1hYr] d k D.66 , 4W,f. ~ p 4V .t 4 + cus= %V*' F C*3 c Elsvs .Mb
.s 1 g ru.,L,s av . = . 1 M3 ca,3 z . 4f, 4V r ' c*' '
e c., 3 ay,,, _ , ,,, 2 a AVc..use/fave.4.1sa)= \ ENS cn3 E* Vs. = EION , e,n ) 0 000 E j' Eel ' N-lY E N . sh i Ae.= %/L (c"L)/a.397/ = W\SS] ji> */.0.tW = M W, 1Ale xio-'
611-
; n'-
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L 12 5 n. > L..a n .1,,r -a 1
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2f 4.t506 &l.hS3 BIBA07 O'M , o ,gs A Ster (, f.
D PJ s i.t M p.tl'32, &rl.ItA 23.N (10W I 1
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\
EDerorm.iion. Strein- [mWCC Q L.205 "
.l' TRI AXI AL t.OAOING DATA: TyM Test d Type Loeding O Load. Sireis : ' Project No.M @M Project Engineer /T/ Cell No. Loading WF 0 uTS EwCCunii No.J i L
Det] -[M [[[ / / Test No. Freme i O ,O,ihe q h* Undisturbed - O neceriiituted e=c qw 47 infin.2 = .,Ro o< M4 ir,,,u- in s - recto, l A " A U/A o , = % Soring No. [Oh Sample No. U8
lb/In. = ton /ft2 l OCR =
2 '" * #"' Semple No. [- Specimen No. 03e. th'in.2 = ton /ft OCR =1 mez O f E= b AC =c id Depth (FTl M r 'l Remarks ge ton /ft#' l83ef 0 1e Membrane: Thickness. t,,- b. o N h Proving Ring No.- Load Transducer No. M -f - 3 Pressure Tranducer No. in. Fector d Col.Shott-Ohms [[* N O Col. Short - Ohms C rcumference,c ,,e Dial Range weishi Top Cea a ri'toa - en Slope Correction- O lad.Cel ne' O Ind. Col. - Re Reed Vishay Ch. Reed O vishey Ch. Fi'ter Sirips: OveegNo ; Out O Oihe, _ verticai 9u. in. whatmen }, Out O 6ther . I Spirei
1/4 In. No. 54 or Remarks: O sock preneurs nuti a to rero Romerks:
Filter Peper Top & Bottom O ves ! t Load (tons x 10*31 = PR div x SF + CF Strein Dial No. [~pl- / [ , Dur.;.g Consolidetion inittel Loading Conditions Computor Program No. .( Lceding Time / Strain r,sete c End = 3 # 1# 3 *"'d Finish 9,,,,,, hr a Le = In. AVc= cm Length = In. , h 1 O riiter Stripi:Deoaristoa c i f ac = % C vc = % Aree
10 3it2 i Start 9 hr g 1.C w = Volum = cm O Membrsne, Method bt (hr) = t rate a hr rjac As De6 MJ & f. E &e At %.l. M Q & '
#W Oh) % d) GSG 3b l xM !'W 01 n *4 Gsk OSP) were .M0 7At o.w1 t< .M5 s20 l e l 4: sf n 1.00 0 % J; 4.0 0.0213 _ ./ ,m/0 'e7. / 0.3% 'i.tlls 5 01.5 , .m/ 'p2 7 0.oti f.gna 3?m.5 A i /,22 .vg at/ l.707 S?r.3 Wi.) y- \/ w 7F,4 0 072 1.5s'", 2tz3P ! ~ \/ 00f (#r T 0.l? ? 7ADE 4't23 n 77 do n7, 7 1Ad 5.SM t 077 ', # j
~ A .001 M7 0.16 E.5l$ 1335h /: #x0 70 N#9 1.W0 6.N.17 375u'
/\ 0;0// 4). 7 0.tF2.6MZ l00L1 a.v4 .#ff ///r'r 005' 6.M 937.0 e ! >. ix5 .Aro /72.9 f.41 7.'t 03 W.( .mr 7/r# 0.%t 9.03M %31 4 < _
M dio W, V 0.%S 'A 'tS3C 712.0 .* ;_0/,/20 /pt. 24.30 V.350 273.7 x . J .Wir fr/,9 0.603 3.Mi 6 33/5 3/ 4/)?/FO /97lJ '43% f(.M3 FA7.3 i !* l .i '
/ /
Romerlis: i Notitions: i+1 cornpr ore decreere invoturne); t-) extension (increase In Volume'); increasing burrette reading = Volume increase Checked by Test Started by N' Loading Date ty- ; ; Calcufsted by Rev!swed by v
"W V .
S- i. o,
l u I2 ' ND g
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e 9 4 t
lu fs rc M m G5 5 4
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=s' .
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y~ '" <%. 6[*
,, 3 m. L..an 1ec.,,x sv-, av -sv.a e t- u';st
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c., tent o ,,4 - g,j, xy c in) ((+@3)2 xia- (Crn 3) C '/e l (/1/92) E.oM 45.10Q 6L90 @.% AS$sr G= l. ISt M l l
) 's.37B WOMt. (%.M 2031 ;
5. cdGa Ydj'(crs.%- Y,s) s c.v Go n/(G,.vi.,(sw) -Y) t Ca/cs./a feafJy $ Eevia
./Jy .P - '
v
a s WCC C / <t' . L 205 TRIAXlAL LOADING DATA: sype Test //,r /#. Type Loading O Load. Sires : doororm.iion. Sir.in- "' -
Project No.kN[0ff Project Engineer ' MIb Cell No. /// Loading F 0 urS O wCC. Unit No.
Date 4[/8/N/ / Test No. Frame y Q Other . Und;sturbed O neconsiiioisd e.c vX # 7 lefin.2. f,,o og d,,2, 27,,,,. t, 8. Faco poring No. C D E -/7 Sample No. U /' B}}

ML20010J040: Difference between revisions

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ML20010J040: Difference between revisions

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