ML17258A649
| ML17258A649 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 03/10/1982 |
| From: | Maier J ROCHESTER GAS & ELECTRIC CORP. |
| To: | Crutchfield D Office of Nuclear Reactor Regulation |
| References | |
| TASK-02-04.D, TASK-2-4.D, TASK-RR NUDOCS 8203160448 | |
| Download: ML17258A649 (22) | |
Text
REGULATORY FORMA'T ION DISTRIBUTION SY M (RIDS)
ACCESSION NBR: 8203160448 DOC ~ DA'TE: 82/03/10 NOTARIZED,'O FACIL:50-244 Rober t Emmet Ginna Nuclear Planti Unit 1P Rochester G
AUTH BYNAME AUTHOR AFFILIATION MAIERPJ,E
~
Rochester Gas 8 Electric Corp'EC IP ~ NAME, RECIPIENT AF F ILIA'TION CRUTCHFIELDPD ~
Operating Reactors Branch 5
SUBJECT:
Responds to 8202i9 l tr.r e SEP Topic II.4.DEstabililty of slopes
~ Calculation of internal friction angle 8, factor of safety 8 addi boring logs encl'ISTRIBUTION CODE:
A03BS COPIES RECEIVED:LTR JENCL ('SIZE:
L./.
TITLE: SEP Topics DOCKET 05000244 NOTES: 1 copy:SEP 'Sect.
Ldr.
05000244 REC IP IENT ID CODE/NAME ORB 05 BC 01 INTERNAL: IE 06 NRR/DE/HGEB 10 NRR/DL/SEPB 12 NRR/DSI/CSB 07 RGN1 COPIES LTTR ENCL 7
7 1
2 2
3 3
1 1
1 1
RECIPIENT ID CODE/NAME NRR/DE/ADMQE 13 NRR/DL/CRAB 11 NRR/DS I/AEB pac55%
COPIES LT'TR ENCL 1
1 1
1 1
1 1
1 EXTERNAL: ACRS 14 NRC PDR 02 10 10 1
1 LPDR NTIS 03 1
1 1
1 g3 3?
TOTAL NUMBER OF COPIES REQUIRED:
LTTR /2 ENCL
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If 0
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fEII)I I'illllliV llIll I lliZZe ROCHESTER GAS JOHN E. MAIER Vice President AND ELECTRIC';CORPORA7ION
~ 89 EAST AVENUE, f
1 1
'I s
f' ROCHESTER, N.Y. 14649 7 ELE P H0 N E.
AREA coDE 7ls 546.2700 March 10, 1982 Director of Nuclear Reactor Regulation Attention:
Mr. Dennis M. Crutchfield, Chief Operating Reactors Branch No.
5 U.S. Nuclear Regulatory Commission Washington, D.C.
20555
Subject:
SEP Topic II-4.D, Stability of Slopes R. E. Ginna Nuclear Power Plant Docket No. 50-244 g
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P PAR'2f klQMfgg TIOC
Dear Mr. Crutchfield:
This submittal is in response to your letter of February 19, 1982 concerning the subject. topic.
In the NRC's evaluation, no conclusion could be made relative to the stability of slopes on the Ginna site, since soil property test results were not supplied by RG&E.
In the attached evaluation, a conservative calculation of the internal friction angle of the silty clay soil is made, based on direct shear tests made on the actual soil samples taken from boring 51.
Using the results of this calculation, which resulted in an internal friction angle of 14', the factor of safety is calculated to be about 1.9, which is greater than the Standard Review Plan acceptance criteria of 1.5.
The stability of slopes on the Ginna site is thus assured.
It should be noted that the boring logs transmitted to the NRC as an attachment to RGSE's January 15, 1982 submittal on this topic were taken from a preliminary report, which showed shear strength values lower than those finally calculated, and presented in the R. E."Ginna Preliminary Safety Analysis Report (PSAR).
The boring logs for boring 01 and boring 53 are also being trans-mitted with this submittal.
Finally, additional boring information was found, which was performed in 1974 by Dames and Moore in the "Subsurfaces Investigation, Proposed Ginna Auxiliary Building Addition, R. E. Ginna Nuclear Power Plant.-Unit No. 1, Ontario, New York, Rochester Gas and Electric Corporation."
Although the soil test records are not
" 8203i'60448 820310 PDR ADOCK 05000244 P,:
-,PDR
'I
ROCHESTER GAS AND ELECTRIC CORP.
March 10, 1982 Mr. Dennis M. Crutchfield SHEET NO.
available for review, the conclusions stated in this report note that ".
..it is our
[Dames and Moore] opinion that the following soil properties should be used for -analysis of safety-related structures
[at the Ginna site]...
) = 38'Effective Internal Friction)
C
= 0 (Effective Cohesion)
These properties are in keeping with conservative practices associated with safety-related nuclear facilities."
These recommendations compare reasonably well with the recommendations stated in RG&E's January 15, 1982 submittal.
Based on this information and the conservative evaluation of internal friction angle provided in the attachment, it should be concluded that the slopes on the R. E. Ginna site are not of safety concern.
Very'ruly yours, Attachment
Attachment:
Calculation of Internal Friction Angle and Factor of Safety for.SEP Topic II-4.D, Stability of Slopes, R. E. Ginna Two onsite slopes have been identified at the R. E. Ginna Plant whose failure may be of safety concern.
The subsurface conditions beneath'hese two slopes have been acceptably identi-fied as the same conditions revealed by Boring 51 and Boring C3 of the boring program data submitted in the PSAR for the R. E. Ginna Plant.
The stratum that is the focus of primary concern in the slope stability analysis has been -designated as a
CL class material.
The CL material taken from Boring 51 was submitted to two Direct Shear Tests to determine necessary soil properties.
The results of these tests can be seen on the copy of Boring Log 51 attached to this submittal.
A copy of the method of performing these direct shear tests is also attached.
In the first test, a constant normal pressure, o, of 1,000 pounds per square foot was applied, the sample was subjected to direct double shear forces, and shearing failure was achieved at the ultimate shear strength, x, of 250 pounds per sguare foot.
In the second test, the constant normal pressure, o,
was increased to,2,000 pounds per square foot, direct double shear was applied, and the sample failed at the ultimate shear strength, t, of 600 pounds per sguare foot.
In the direct shear test, only the normal and shear stresses on a single plane alone are known.
- Hence, from the test results alone, it is not possible to draw the Nohr circle giving the state of stresses.
However, if we make the assumption that the measured stresses at failure are in the ratio x/o = tan
$, then it is possible to construct the Mohr circle.
In effect, we have assumed that the horizontal plane through the shear box is identical with the theoretical failure plane.
..* It should also be noted that -any positive effect that cohesion of the soil will have on increasing the internal angle of friction has not been considered in this analysis.
The analysis of an effective internal resistance angle in this report is a decidedly conservative evaluation due to the fact that the direct shear test results are a measure of the shear stresses only on the horizontal plane with no other planes considered.
The normal stress, o,
and the ultimate shear strength, for each of the two tests were used to generate a worst case failure plane using Nohr's circle (see Figure 1).
The effective internal resistance angle using this very conservative method, is found to be 14'.
- See page number 142, reference 57 of 6/30/81 assessment.
I 1k
,,rII f
'll 1
P
The factor of safety can now be calculated:
F, Factor of Safety
= ~tan tan f'here
) is the internal angles of resistance of the soil at
,, ultimate strength and )'s developed internal angle of resistance of'he soil in its,equilibrium state.
With the steepest angle of reponse, )', found on site to be 7.5 feet horizontal to 1 foot vertical, then tan g' 1 ft/7.5 ft = 0.133.
- Thus, a very conservative factor of safety can be calculated, as follows:
F
= tan 14' Oa249
= 1.875 or 1.9 0.133 0.133 The safety factor of 1.9 is above the safety factor of 1.5 recommended for the stability of slopes in the Standard Review Plan.
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- 21. 5g-107
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- 20 DEPTH SHEARING STRENGTH IN LBS. iSO. FT.
8000 2500 2000
/500
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cover 0
12 4-123 28
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BORING I
SURFACE ELEVATYOH +275.8I SYI>IBOLS ML CL OESCRII>TIOHS L IOHT REDDISH BROWN AND BRAY SILT WITH TRACE Of I'INE 5ANO AND ROOTS (TOPSOIL)
LIOHT REDDISH BROWN CLAYEY SILT WITH OCCASIONAL ORAVEL LIOHt REDDISH BRCWN SILTY CI.AY WITH OCCA5IONAL ORAVEL ORAOINO WITH OCCASIONAL COBBLES ORAOINO BRAY IN COLOR K ~ ~
2000 25'C 35 I
9 '5-134 I
10 6&126 9
~
80 90 216
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iGM REO FINE SAND ANO ORAVEL WITH SOME 5ILT ANO ROCK FRAOMENTS ORAOINO WITH MORE ORAVEL AND ROCK FRAGMENTS 84 50 95%
THE OVEENSTON FORMATION ALTLRNATINO StRATA OF THIN TO THICK BEDDED DENSE Yt'RY FINE QRAINt'D 5AND5TONE> SILTY SANDSTONE ~
AND SANDY SILTSTONE WITH OCCA5IONAL THIN BEDS Ol'I5SILE SHALE ~
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BVT RANDOM CREEN BLOTCHES AND LAYERS, OCCUR THROUOHOVt THE OEPTH5 EXPI.DRED>
BORINO COMtLETED DN 10 16'64 CASINO TO A OEttH DP 39 wATER.LEVEL 1 26 4I ON ll 23 64 PATER I.LVEL El 27>4I ON I 8 65 0
KEY TO INCK SYMSOLS:
M O
Y P<~mg>i@+t QVEENSTON FORMATION QVEENSTON FORMATION WITH SHALT PHASES fg>LA/>
QVEENSTON fORMATION WITH VERTICAL FRACTURES LOG OF BORlNG No T E 5:
THE F IOURES UNDER THE COLUMN LABELEO BLOW COVNT INDICAIE~
I)
THE NUMBER OF BLOWS RtOUIREO To DRIVE THE DAMFS II> MOORE SOIL SAMPLER A DISTANCE OF ONt'OOT INTO THE OVERBVRDEN USIA>5 500 LR ~ SLIP JARS FALLINC A DISTANCE OF 18 INCHES ~
THE SAMPLER IS Q 0 0 ANO 2j I ~ 0 2)
THE tERCENT Ol'ORE RECOYEREO IN A CORINO RVN IN ROCK ~
AN NX SIZE DOVALF ~
TVBE CORE BARREL WAS USED To CORE ROC'URFACE ELFYATION5 REFER To VSC%05 DATUM PAMKIS 8 MOORS PLATE IB-34
24.1$
16 I
21 ~ 5g-107 12
~
- 20 DEPTH SHEARING S TRENGTH IN LBS. f'Sg. F T.
8000 Z500 ZOOO
/500
/OOO 500 0
covNT 0
~1~ 12.7X-123 28
~
43
~
to 3700 12 BORING I
SVRFACE ELEVATIDN +275.8I S TI<<IBDLS ML ML CI'ESCRIPTIONS
= LIOHT REDDISH BROWN AND BRAY SILT WITH TRACE OF I'INC 5ANO ANO ROOTS (TOPSOIL)
LIOHT REDDISH dROWN CLAYEY SILT WITH OCCASIONAL ORAVEL LIOHT REDDISH BROWN SILTY CLAY Wl'TH OCCASIONAL ORAVEL ORAOINO WITH OCCASIONAL COBBLES ORADINO BRAY IN COLOR 2000 25 91<5 9
~
I 9 3g-134 80 90 I'0 6X-126 216
~
(GM REO I<<INC SANO ANO ORAVEL WITH SOME SILT ANO ROCK fRASMENTS BRADINO WITH I<<ORC ORAVEL ANO ROCK FRAOMCNTS 50 95%
88$
- GO THE QVECNSTON FORMATION ALTCRNATINO STRATA OF THIN To tHICK BCDOEO DENSE VERY FINC ORAINCO 5AN05TONC ~ SILTY SANOStONC.
AND SANOY SILTStONC WITH OCCASIONAL THIN RCDS OF FISSILC SHALC ~
REOOINO IS HORIEONTAL WITH OCCASIONAL CR055 BEOOINO ANO SHALT PARTINOS ~
COLOR IS PRCDOMINANTLY REO>
BUT RANDOM ORCCN BLOTCHES AND LAYERS OCCVR THROVOHOUT THE DCPtHS EXPLORED BORINO COMPLETCO OM 10 16 64 CASINO To A OCI'tH OF wATER ~ LEYEL 26 4I 0N 11 23 64 PATER LEVEL IS 27 4 DM I 8 65 KEY TO ROCK SYMBOLS:
I
<<I '<<<<I<<~<I QVCENSTON FORMATION QUCCNSTON FORMATION WITH 5HALY PHASC5 I
<<<<7> +~'+JIII QVEENStoM FORMATION wltH VERTICAL fRACTURES LOG OF BORlNG NOT C 5:
THC F IOURES UNDER THC COLVMM LABELCO BLOW COUNT INDICATE~
I)
THC NVMBER Of BLOW5 REQVIREO TO DRIVE THL'AI<<FS II<<MOORC SOIL SAMPLER A OISTANCC OF ONE FOOT INTO THC OVERBVRDCM VSII'0 500 LB~ SLIP JARS FALLINO A DISTANCE of 18 INCHC5 ~
I 0 2)
THC PERCENT OI'ORC RECOVEREO IN A CORINO RVN IN ROC'N NX SIEC DOU<<<<LE TVBC CORE BARREI WAS 05EO to CORE ROCK ~
SURFACE ELEVATIONS REI'CR To VSCT<<05DATUM'saMaS e MOOS8S PLATE IB-HEI
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/0 34
~
DEPTH SHEARING STRENGTH IN L8S.F SQ. FT.
5000 Z500 ZOOO
/500
/OOO 500 0
couNT 0 -g 22
'ORING 3 SuRFACE ELEVATION 2~>.
ON SYMSOLS DESCRIPTlon'S ML LIGHT REDDI 5H 8ROWN AND GRAY SILT WITH TRACC or F INE SANO AND Roofs (10PSO IL)
SRowNISH GRAY CLAYEY SILt wlfH Sout F INt 10 MEDIUM GRAVEL SRowulsN GRAY sILtY CLAY wl fH 50MC FINE, SANO ANO OCCA5IONAL GRAVfL 20.4'- I I0 I
23 ~5'-l06 8
~
- 20
~
5 s
CI GRAOINC WI1N LEN5CS Of GRAY F INC 5ANO GRADING WITH LESS SANO ANO CRAVCL 80 7
~
78
~
40 96 ION 50 60
- i'>
GMM REO FINE SANDY SILT WITH SOME GRAVEL ANO ROCK FRAGWlENT5 GRADINO WI1H ltORC>CRAVtL ANO SHALE
~RAGMENTS THC DUFENStok FDRMAzlou ALTCRNA'1 INC STRA'ZA OI'HIN TO THICK PEDDL'0 DFI'Sf Vl'RY t'INF CPA INFO 5ANOSZONF, ~ SILTY SANOslONC ~
AND SANDY SILT'STONI'ITH OCCASIONAl. THIN PFOS Ol'ISSILE SNALF ~
PFOOII>G IS HORIZONTAL YH TH OCCASIONAL CROSS PFOOINC ANO SHALY PARTINGS>
coLoR is pwroouiNANt>.Y Rro. Rvf RANDOM CwrfN RLOICNFS ANO >.*Yl'Rs OCCUR THROUGHOUT ZNf DFPTNS fFPI,ORFD>
SORINC COMPLCTCD ON IO l9 64 CASING To A OCPTH OF wATCR LCYCL 0 25.8'N II-23 64
<<ATER LCVL'L P'j 5I ON I 9 j DEPTH SHEARING STRENGTH IN L8S. tF'SQ. FT.
8000 Z500 ZOOO
/500
/OOO 500 0
coun T SYMSOLS DESCRIP TIOHS BORING 4 SuRFACE ELEVATIOH >2?8,5I l0.4g-l24 I
8 9&i 25 I
9 4-I 37 0
Zl 54
~
-20~
l24
~
ML ML GM LIGHT REDDISH SROWN ANO GRAY SILT WITH TRACE OF FINE SAND ANO Roots (TOPSOiL)
REDDISH DROWN ANO GRAY CLAYCY SIL'1 WITH OCCASIONAL GRAVCL REDDISH GROWN SILTY FINL SANO ANO GRAVEL WllH SHALE FRAGMENTS GRADINO WITH MORC SILT 8 III 40 93II ISg 50 IOOL I OOL' 60 THC OVFFNSTON fo<<MAlldu Al.'IFRNATING $ 1RATA OF THIN TO tHICK Pfooto Ol'NSF VFRY FIN>'W>INfo 5ANOSZONF> SILTY SANDSZCNF, AND SANSY SILTSfnwr ITH OCCASIONAL 1HIN <<ms fir t'IS I>.l'NA>,I'
<<POSING IS HORIZRNtt>.
ITH OFCASIONAI CR>ISS>
<<wool WC AND SNALY Pt Pl ILF>>~
COI.OR IS I'R<<DI<<>IN>>'TI,Y Pl'0> <<Uf RANDOM Gwvrt'I >'LOTFH<<2'AND
~ AYFR\\
Or<<VR fNRDVGH<<VT TNF Ol'FTH >
f' t;0 R I' I
LOG OF BORINGS KEY 70 ROCK SYMSOLS:
F v VfCNsfON l ORUATlo GUCCN5foN FORMATION WITH SHALT PHASfs
>+J~YI v>f GVCENSTON FORMATION WITH VERtlCAL FAACTVRCS SORINC COMPLtlfD ON 10 20 04 CA5INO To A DfPIH OF 35 wATER LEVEL f> 24.0'N I I 23 04
'AT<
C 0?5 ~ 2 ON I 2 -,5 DAMAGES 8 MOORS PLATE I8-Sc 4 18.6$-1 14 I 3. 5g-122 /0 8 ~ DEPTH SHEARING STRENGTH IN LBS. i'SO. FT. 8000 2500 2000 /500 /000 500 0 couHr 0 -g 22 'ORING 3 SVIIFACE ELEVATIOH >27>0. 0I SYHSOLS ML DESCRIP TIOHS LIGHT REDDISH OAORH AND GRAY SILT WITH TRACE OF f INE SANO AND Roots (TOPSOIL) OAOWNI5H GRAY CLAYEY SILT WITH 50ME'INC TO MCOIVM GRAVEL SROWNISH GRAY SILtv CLAT WITH SOME' INC SANO ANO OCCASIONAL GRAVEL GRADING WITH LENSES OF GRAY FINE 5 AND 20.4$ -110 I 2'X-IC6 - 20 a 5 ~ ,CL GRADING WITH LCS'5 SANO AND GRAVEL 80 ~ 40 96 100>C 903'0 9871' 60 GM M RCO F INC 5ANOY SILT WITH 50MC GAAVEI. ANO ROCK FAAGVfNTS GRADING WITH MORE GRAVEL ANO 5HALC " ~RAGMCNTS THE ovrc<<sroN roaMAtloN ALTEaNArlNO st<<AT* nr THIN rn THICK PCOOEO Ol,'Nsf VFRY O'INI'RAINFD SANOSTONf ~ SIL'tY SANDSTONE. ANo sANnv sll.rsroNr WITH OCCASIONAI, THIN <<F05 nlI5SILf. SHPLF PFOOING IS HOAIZONTAL WITH OCCASIONAL CROSS PFOOING ANO 5<<ALY PPATINl>>ST COLOR IS PAI'DOMINANT>,Y Rl'n> PVT RPNnOM GarrN > Lnro<<fs PNO;Arras occvR THAOVG<<nvt THf. Rl'pTHs f7FLOAED DORINO COMPLCTED ON 10 19 64 CASING 10 A DEPTH OF RATER LCYEL Ol 25.8'N II-23~ >>>PTER LCVCL + 25 5I ON I 8 5 DEPTH SHEARING STRENGTH IN LBS./SO. FT. 8000 2500 2000 /500 /000 500 0 couHr 0 SYMBOLS DESCRIPTIOHS BORING 4 SVRFACE ELEVATIOH >27II rpl I0.4%-124 I 8.'5-125 I 9 4$-137 21 ~ 54 ~ 106 - 20.9 ~ 124 ~ 30/3<< ML ML LIGHT REDDISH GROAN ANO GRAY SILT WITH TRACE Or FINE,SANO ANO ROOTS (TOPSOIL) RCODISH DROWN ANO GAAY CLATCY SILT WltH OCCASIONAL GAAVCL ACODISH ORGAN SILTY FINC SANO ANO GRAVEL WITH SHALf, fRAGMCNTS GRADING WITH MORE SILT 81$ 40 9N IIX75 50 1005'CKY - 60 1HE hurl'NGTDN Fo<<MA'TIDN Ae 1FPNATING STRATA OF THIN 10 1HICK Pl.'OOCO OFNSF VFRY I'IN>'e>><<rn spNosro<<r. SILtv SPNOSTONF>
- NO>>AN>>IY SILT'\\'lh<<r "ITH hCCA'SIONPL THIN e>'h>>
e'er I'ISSI>,l'HP' ~ I'I'n>III>>n IS HORI ZhNTP>, '"IIH nCCASlnNAL hanSS-erhnIPG PNO S<<ALY PPRTILG ~ rnvoa IS ra>no<<IHPPTLV erne i>>u'I RANnnu Ge>rN ei.ntc<<>s p<<n ~ pvr<<s nnoua TH<<nu.<<>>>>ur TH> nrFTH'1 rrre.Darn' LOG OF BORlNGS KEY TO ROCK S7V60LS: ODRING COMPLETED OH 10 20 64 CA5ING '10 A DEPTH Ol'5 MICA LCVEL F> 24 Ol ON 11-23 04 ~PrrP Lrv>L o 25.7I n>e I 0-cr .r~IT~ '>>'VCCNSTON FORMAtloN GVCCN510N FORMAT I OH Wl TH SHALT PHASCS L, ~~ GVEENSTON FORMATION WITH VEAtlCAL FAACTVRCS r s DAMAGES 8 MOORS Pl ATE IB-30 Y IC-2 METHOD OF PERFORMING DIRECT SHEAR AND FRICTION TESTS DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS ARE PERFORMED TO DETERMINE THE FRICTIONAL RE-SISTANCES BETWEEN SOILS AND VARIOUS OTHER hfhTE-RIALS SUCH AS WOOD, STEEL, OR CONCRETE. THE TESTS ARE PERFORMED IN THE LABORATORY TO SIMULATE ANTICIPATEDFIELD CONDITIONS. EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS, TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDISTURBED'hhfPLES OF IN-PLACE SOILS DIRECT SHEAR TESTING 5 RECORDING APPARATUS ARE TESTED IN RINGS TAKEN FROhf THE SAMPLING DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE Shh)PLES OF SOILS TO BE USED IN CON-STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. DIRECT SHEAR TESTS A THREE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES-SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER-FORMED, IS APPLIED NORMAL TO THE ENDS OF THE SAMPLE THROUGH POROUS STONES. h SHEARING FAILURE OF THE SAMPLE IS CAUSED BY hfOVING THE CENTER RING IN A DIRECTION PERPENDICULAR TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED. THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A CONSTANT RATE OF LOAD) A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE-FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIALAND TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTII OF THE SOIL IS DETERMINED FROM THE RESULTING LOAD-DEFLECTIONCURVES. FRICTION TESTS IN ORDER TO DETERMINE THE FRICTIONALRESISTANCE BETWEEN SOIL ANDTHE SURFACESOF VARIOUS MATERIALS,THE CENTER RING OF SOIL IN THE DIRECT SHEAR TEST IS REPLACED BY A DISK OF THE MATERIAL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME hfANNER AS THE DIRECT SHEAR TEST BY FORCING THE DISK OF MATERIALFROM THE SOIL SURFACES. DAIVIQS 8 MOORS '"'<V>~ r5'>> ~ N lg g I; IC-2 METHOD OF PERFORMING DIRECT SHEAR AND FRICTION TESTS DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS ARE PERFORMED TO DETERMINE THE FRICTIONAL RE-SISTANCES BETWEEN SOILS AND VARIOUS OTHER MATE-RIALS SUCH AS WOODi STEELi OR CONCRETE ~ THE TESTS ARE PERFORMED IN THE LABORATORY TO SIMULATE ANTICIPATEDFIELD CONDITIONS. EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS, TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDISTURBED SAMPLES OF IN-PLACE SOILS "DIRECT SHEAR TESTING 5 RECORDING APPARATUS ARE TESTED IN RINGS TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON- 'STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. DIRECT SHEAR TESTS A THREE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES-SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER-FORMEDi IS APPLIED NORMAL TO THE ENDS OF THE SAMPLE THROUGH POROUS STONES. h SHEARING FAILURE OF THE SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A DIRECTION PERPENDICULAR TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED. THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A CONSTANT RATE OF LOADS A CONSTANT RATE OF DEFLECTIONi OR INCREMENTS OF LOAD OR DE FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIALAND TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOIL IS DETERMINED FROM THE RESULTING LOAD-DEFLECTIONCURVES. FRICTION TESTS IN ORDER TO DETERMINE THE FRICTIONALRESISTANCE BETWEEN SOILANDTHE SURFACES OF VARIOUS . MATERIALS,THE CENTER RING OF SOIL IN THE DIRECT SI{EAR TEST IS REPLACED BY A DISK OF THE MATERIAL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME MANNER AS THE DIRECT SHEAR TEST BY FORCING THE DISK OF 5{ATERIALFROM THE SOIL SURFACES. DAMSS C IVIOORQ 0