ML19323C346
| ML19323C346 | |
| Person / Time | |
|---|---|
| Site: | Vallecitos File:GEH Hitachi icon.png |
| Issue date: | 04/17/1980 |
| From: | Darmitzel R GENERAL ELECTRIC CO. |
| To: | Eisenhut D Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8005150373 | |
| Download: ML19323C346 (7) | |
Text
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8005150373 G EN ER AL $ ELECTRIC
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j ENGINEERING 4
GENERAL ELECTRIC COMPANY, P.O. BOX 460, PLEAsANTON, CALIFORNIA 94566 DIVISION i
April 17,1980 i
Mr. Darrell G. Eisenhut, Director Division of Project Management Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, D.C.
20555
Subject:
Proposed GETR Landslide Investigation - License TR Docket 50-70 l
Dear Mr. Eisenhut:
Enclosed is the proposed GETR landslide investigation program. This is a field and laboratory investigation to determine the stability of the hill-side near the GETR. This program will be performed after NRC Staff concur-rence in the content, and a satisfactory resolution of seismic parameters to be used for design purposes.
Very truly your
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THIS DOCUMENT CONTAINS POOR QUALITY PAGES L
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The General Electric Company hereby submits the attached Proposed GETR Landslide Investigation.
l To the best of my knowledge and belief, the information contained therein is accurate.
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R. W. Darmitzel, Manager k
Irradiation Pro:essing Operation
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Submitted and sworn before me this 17th day of April,1980.
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PROPOSED GETR LANDSLIDE INVESTIGATION Field Investigation -- see accompanying map and section for location of exploratory borings.
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- One or two borings to ~20-30' depth
- Continuously sample with 3" Pitcher Barrel sampler through sheared zone
- Place piezometer at Sottom of each boring RD-2
- Total depth of boring 100-150'
- Drill, log cuttings to-50' depth
- Continuously sample with 3" Pitcher Barrel fromJ0-100' or until shear zone is encountered; extrude sampics in field, log, wrap, jar and seal selected samples for lab testing; possible option: limited SPT's in selected intervals
- Contingency to continue sampling to~150', if required
- R n electric and gamma logs
- Place piezometer within shear zone and/or at bottom of boring RD-3
- Total depth of boring 450-5J0'
- Sample periodically with 3" Pitcher Barrel from~50'-T.D. ;
sample interval ~ 50' and/or at lithologic changes; attempt to sample fine-grained units in particular
- Run electric and gamma logs
- Set first piezometer within shear zone or at bottom of boring; set second piezometer within selected coarse-grained unit higher in boring Contingency
- If necessary, excavate shallow backhoe pit in vicinity of Trench In-Situ B-3 to obtain block: samples of shear zone material Sampling Laboratorv Investigation Index Propertics/- Run Atterberg Limits and grain size analyses for selected a
Moisture Content representative materials and for splits from strength tcst samples Shear Strength
- Static Triaxial Testing of Shear Zone and Representative Testing Coarser Materials
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run 3 CU tests with pore-pressure measurements on remolded shear zone material at representative con-fining pressures run 3 CU tests with pore-pressure measurements on selected representative (undisturbed) or remolded samples of Livermore Gravels (particularly less cohesive materials)
Possible Option: Direct-Shear Testing of Shear Zone Material
- if feasible, run 1 or 2 tests of undisturbed shear zone material at in-situ moisture and confining pressure with shear foliation oriented parrallel to direction of induced shear strain run 2 slow (drained) tests on remolded samples of shear zone material at representative moisture con-tents and confining pressures; reverse direction of shear and run " post-failure" tests on remolded samples Possible Option: Cyclic Triaxial and Post-Cyclic Static Triaxial Testing of Shear Zone and Representative Coarser Material
- run 2 cyclic triaxial tests, one on remolded shear zone material and one on representative (undisturbed) or remolded Livermore Gravels (less cohesive mater-tal) run 2 post-cyclic static triaxial tests with pore pressure measurements on the above described cyclic test sam-ples Tabulate data on water content, unit weight, and index properties pata Reduction of each test specimen
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Tabulate and plot (T1 6'3). 51 E3,"(fand A-factor vs. axial strain for each static triaxial test Tabulate and/or plot cyclic stress ratio, peak-to-peak axial strain, peak axial strain in extension and compression, excess pore pressure and effective unfining ratio versus the number of loading cycles for each cyclie triaxial test Tabulate and/or plot shear stress and vertical deformation vs.,
horizontal deformation for direct shear tests Plot appropriate Mohr strength envelopes for each series of strength tests xm -_. :., m.-- a ca - = :-
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e Analysis and Report Perform static stability analysis utilizing STABL2/ Simplified Static Stability Analysis Janbu Method of Slices; cffective stress strength parameters from static triaxial (and possibly direct shear) test results, piezometric data from field plczometer installations, field observations and geologic analyses Calculate static F.S. on modelled existing shears Pseudo-Static Perform stability analysis similar to that described above Stability but using total stress strength parameters and with addition Analysis of horizontal seismic coefficient (Rh) as static loading Estimate " yield acceleration" by trial and error iterations using different kh values Simplified Select appropriate suite of input ground motion pa.ameters Analysis of from existing reports, documents; synthesize appropriate Earthquake-data and results from pseudo-static stability analysis Induced Slope Deformations Ksumate Mormadons, using technMues of AlaMsi and Seed,1978, appropriately modified for natural slope case Describe and document field and laboratory investigations Report Describe various stability analyses procedures and results Present conclusions of analyses in terms of design paramet:rs for GETR u
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