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GINNA/UFSAR Appendix 2C REPORT Figure 1 Plate 1 - Plot Plan
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GINNA/UFSAR Appendix 2C REPORT Figure 3 Soil Sampler Type U SOIL SAMPLER TYPE U FOR $OILS Ol~FIC\JL T TO RETAIN IN $..._..PLER U, $. P AT'ENT NO. 1,311,062 01(0 VALVU ALTERMATE ATTACHMENTS MOTi!,
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GINNA/UFSAR Appendix 2C REPORT Figure 4 Methods of Performing Unconfined Compression and Triaxial Compression Tests METHODS OF PERFORMING UNCONFINED COMPRESSION AND T RIAXIAL ( O\!PR ESSION TESTS THE SHEARING STRENGTHS OF SOILS ARE DETERMINED FROM THE RESULTS OF UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS. lN TRIAXIAL COMPRES-SION TESTS THE TEST METIJOD AND THE MAGNITUDE OF THE CONFINING PRESSURE ARE CHOSEN TO SIMULATE ANTICIPATED FIELD CONDITIONS.
UNCONF INED COMPRESSION AND TRIAXIAL COMPRESSION TESTS ARE PERFORMED ON UNDISTURBED OR RE~IOLDED SAMPLES Of SOIL APPROXIMATELY SIX INCHES IN LENGTH MID TWO AND ONE-HALF INCHES IN DIAMETER. THE TESTS ARE RUN EITHER STRAIN-CONTROLLED OR STRESS-CONTROLLED. L'I A STRAIN-CONTROLLED TEST THE SAMPL E IS SUBJECTED TO A CONSTANT RATE OF DEFLEC*
TION AND THE RESULTING STRESSES ARE RECORDED. IN A STRESS-CONTROL L ED TEST THE SAMPLE JS SUBJECTED T O EQUAL INCRBiENTS OF LOAD WITH EACH INCRE~IENT B EING MAINTAINED UNTIL AN EQUJLIBRlUM CONDITION
~'ITH RESPECT TO STRAIN IS ACHIEVED.
YIELD, PEAK , OR ULTIMATE STRESSES ARE DE TERM!NED TRIAXIAL COMPRESSION TEST UNI T FROM THE STRESS-STRAIN PLOT FOR EACH SAMPLE AND THE PRINCIPAL STRESSES ARE EV.~LUATED. THE PRINOPAL STRESSES ARE PLOTTED ON A \10HR'S CIRCLE DIAGRAM TO DETERMINE THE SHEARING STRE.'IC TH OF THE SOIL TYPE BEING TEST ED.
UNCONFINED COMPRESSION TESTS CAN BE PERFORMED ONLY ON SAMPLES *~ITH SUFF ICIENT C OHE*
SION SO THAT THE SOIL WILL STAND AS AN UNSUPPORTED CYLINDER. THESE TESTS .\IAY BE RUN AT NATURAL \IOISTIJRE CONTENT OR ON ARTIFIOALL Y SATURATED SOILS.
IN A TRIAXIAL COMPRESSION TEST THE SA.\ IPLE IS ENCASED IN A Rt:8BER \tntBRANE. PLACED IN A TEST CHAMBER, ANO SUBJECTED TO A CONF!Nl:-IG PRESSURE THROUGHOUT THE DURATION O F THE TEST. NORMALL Y, THIS CONFINING PRESSURE IS MAlNTAINED AT A CONST,\.\IT LEVEL, ALTHOUGf1 FOR SPECIAL TEST S IT MAY BE VA RIED IN RELATION TO THE MEASURED STRESSES. TRlAXIAL CO\IPRES-SION TESTS .\ IAY BE RUN ON SOILS AT FIELD MOIST URE CONTENT OR ON ARTIFICIALLY SATL'R.~TED SAMPLES. THE TESTS ARE PERFOR~lEO IN ONE OF THE FOLLOi'ING IVA YS:
UNCONSOLIDATED-UNDRAINED: THE CONFINING PRESSURE IS IMPOSED ON THE SAMPLE AT THE START OF THE TEST. NO OR.\INAGE ts PER.\UTTED AND THE STRESSES '~'HICH ARE MEASURED REPRESENT THE SIDl OF T HE INTERGRANULAR STRESSES AND PORE WATER PRESSURES.
CONSOi !DATED-UNDRA INED: T HE SAMPLE IS ALLOWED TO CONSOLIDATE f lJLLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE START OF THE TEST. THE VO L UME CHANGE IS DETER~HNED BY MEASURING THE WATER AND/ OR AIR EXPELLED DURING CONSOLIDATION. NO DRAINAGE rs PERMITTED DURING THE TEST AND T HE ST RESSES WHICH ,\RE \lE.\SURED ARE THE SAME AS FO R THE UNCONSOL!DATl:' D-UNDRAINED TEST.
D RAINED: THE INTERGRANULAR STRESSES !N A SAMPLE ,I.CAY BE .\fEASURED BY PER-FORMING A DRAINED, OR SLOW, TEST. L'I THIS TEST THE SA.\IPLE IS FULLY S ATU R.\ T ED AND CONSOLIDATED PRIOR TO THE START OF THE TEST. DURING T HE T EST, DRAINAGE IS PERMITTED AND THE TEST IS PERFORMED AT A SLOW ENOUGH RATE TO PREVENT THE BUILDUP OF PORE WATER PRESSURES. THE RESULTING STRESSES WHICH .\RE ME.\S-URED REPRESENT ONLY THE INTERGRANULAR STRESSES. THESE TESTS ARE USUALLY PERFORMED ON SA.\!PLES OF GENERA L LY NON-COHESIVE SOILS, AL THOt:GH THE TEST PROCEDUR E IS APPl.lCA6LE TO COHESIVE SOILS IF A SUFFICIENTLY SL OW TEST RATE IS USED.
ilN ., LTER:<IATE .,!EANS OF OBTAINING THE DATA RESULTING FROM THE DRAINED TEST IS TO PER*
FORM AN UNDRAINED TEST IN ':vHICH SP EGAL EQUIPMENT IS US ED TO MEASURE THE PORE i '.\TER PRESSURES. Till'; DIFFERENCES BETWEEN THE TOTAL STRESSES AND THE PORE WATER PRESSURES MEASURED ARE THE INTERGRANUL\R STRESSES.
Revision 29 11/2020
GINNA/UFSAR Appendix 2C REPORT Figure 5 Plate A-1A - Log of Borings (Borings 201 through 202)
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