ML20235B815
| ML20235B815 | |
| Person / Time | |
|---|---|
| Site: | 05000000, Bodega Bay |
| Issue date: | 04/30/1962 |
| From: | Darragh R DAMES & MOORE |
| To: | |
| Shared Package | |
| ML20234A767 | List:
|
| References | |
| FOIA-85-665 NUDOCS 8709240237 | |
| Download: ML20235B815 (69) | |
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GENERAL FILE DEPARTMENT OF ENGINEERING FOUNDATION INVESTIGATION BODEGA BAY ATOMIC PARK UNIT NO. 1 BODEGA BAY, CALIFORNIA FOR THE PACIFIC GAS 6 ELECTRIC COMPANY s
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- WILLI AM W. M OO R E
- WILLI A M ENKE80LL A S S O CI AT E S! CHARLCS L. N I C M O L S .
ROBERYD.DARRAGH a D O N A L D F. .l AV E T E April 30, 1962
'fr. John F. Bonner Vice President in Charge of Engineering l'acific Gas 6 Electric Company 245 Starket Street -
San Francisco, California Attention: Mr. J.D. Worthington, Chief Civ.11 Engineer Gentlemen: "
Seven copies of.our report, " Foundation Investiga-
-) tion, dodega Bay Atomic Park, Unit No.1, Bodega'3ay, Calif-ornia, For the Pacific Gas G Electric Company," are herewith submitted. The scope of our services was planned with ?!cssrs.
Appleford, Coltrin, and Peters of your Engineering uepartment, and during the course of our work extensive discussions were held with .'!cssrs. Coltrin, Peters, and Williamson regarding our findings and recommendations.
Our conclusions and recommendations on the bas'is of this investigation are as follows:
- 1. The proposed site grading scheme is.fcasibic and safe provided adequate drainage facilities-are installed. The excavation to the general yard Icvel can be nado with conventionni con-struction eq'uipment, and the excavated . soils will provide excellent fills for extension of the-yard level into Campbell Cove and for con-struction of the access road from Bodega Bay. -
.2. The reactor excavation below the general yard Icyc1 will require extensive shoring for safety.
A general discussion is presented of the' design and construction of the temporary shoring of the reactor excavation as well as for the perma-
) ment r'enctor wall. Lateral pressure diagrams for two assumed methods of construction are also included.
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, Pacifie Gas 6 Electric Company April 30, 1962 Page 2
- 3. The foundation soils at the location of the turbine generator, boiler, and other structures adj acent to the* reactor have adequate bearing capacity for the proposed loads and low com-pressibility. No settlement problems are ex-pected for these structures.
- 4. The construction problems for the proposed intake structure and dock have been assessed, and minimum design c.riteria for two alternate dock schemes are presented.
- 5. Forty percent of the discharge tunnel will be
' constructed in re.latively fresh rock, requiring nominal shoring and dewatering, while the re-mainder of the tunnel will be constructed in soil or severely jointed and fractured rock, requiring substantial dewatering and shoring measures. Typical soil properties are pre-sented to facilitate the design of the shoring
, and dewatering system. .
1
- 6. Ground water development on your Company's property would require the installation of a group of wells. It is estimated that a total re' liable-supply of no more than 50 gpm could be developed. An additional permanent supply of 5 gpm could be developed by tapping the subdrains at the toe of the cut slopes.
We would be pleased to provide additional consult-ation on foundation and earthwork problems during final de-sign and construction.
Yours very truly, DAMES 6 MOORE N_-
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- FOUNDATION INVESTIGATION _
-1 BODEGA BAY ATOMIC PARK UNIT NO.1
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BODEGA BAY, CALIFORNIA FOR THE PACIFIC GAS 4 ELECTRIC COMPANY TABLE OF CONTENTS .
. ., Page No.
Introduction . . . . . . . . . . . . . . . . . . . . . 1 Planned Construction . . . . . . . . . . . - . . . . . . 3 .
Previous Studies . . . . . . . ... . . . . . . . . . . 4
.- . Site and Subsurface Conditions . . . . . .. . . . .- . . . 5 Discussion and Recommendations . . . . . . '. . . . ... 8
- Site Grading . .. . . . . . . . . . . . . . . . . 8 Excavation and, Drainage . . . . . .- . . . . . . 8 Fill Pla~ cement . . . . . . . . . . . . . . . . . 11 Access Road .
. . . . . . . . . . . . . . . . . . . 12 Reactor Excavation. . . . . . . . . .. . . . . . . . 16 Turbine Generator, Boiler and Other Structures .
Adjacent to Reactor . . . .. . . . . . . . . . . . 19 Intake Structure and Dock . . . . . . . . . . . . . 20 Discharge Tunnel . . . . . . . . . . . . . . . . . 23 ,
Ground Water Development '
. . . . . . . . . . . '. . . 24
. Appendix A:
Field Explorations . . . . . . . . . . . . . . . .A-1 Laboratory Tests ... . . . . . . . . . . . . . .A-3
' Appendix B:
Seismic Survey Work . . . . . . . . . . . . . . .. .B-1 a
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4 FOUNDATION INVESTIGATION l i BODEGA BAY ATOMIC PARK UNIT NO.1 BODEGA BAY, CALIFORNIA 1
FOR THE PACIFIC GAS 6 ELECTRIC COMPANY i 1
1 INTRODUCTION . l This report presents the results of our foundation investigation for Unit No.1 of the Bodega Bay Atomic Park. The '
proposed plant will be located near the southern tip of Bodega Head, approximately four and one-half miles from Bodega Bay,
~Y - California. The general arrangement of'the plant facilities are shown on.the Plot Plan, Plate 1.
The purpose of this foundation investigation was to determine the subsurface conditions at the site of Uni,t I con-struction and to develop recommendations for site grading..and building foundations. General construction problems relative to site grading and reactor excavation were als'o to be eval-usted. The detailed scop'e of our engineering analyses for the proposed investigation was as follows:
- 1. Site Grading - (a) Determination of the safety
, of cut and fill slopes and the requirements for 1
slope. protection'and site drainage. (b) Assess-ment of the~ excavated materials for use as
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general fill, roadway base course oh riprap.
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(c) Recommendations for fill control.
2.-Reactor - (a) Evaluation of the' stability of the reactor excavation and the feasible methods
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tion.-(b) . Determination of the static earth and water pressures on the reactor structure after construction. ]
- 3. Turbine Generator, Boiler .and Other Structures Adjacent to Reactor - (a). Presentation of recom-mendations for suitable foundation support for these structures and the evaluation of bearing capacity and settlement behavior pf the found-ations.
1 ,. ,
4.. Intake Structure and Pier -(a) Lateral active and passive pressure data for the cofferdam ,
design. (b) Evaluation of the permeability and dewatering characteristics of the subseils. (c) ,
i Bearing capacity and settlement behavior of the intake structure. -(d). Lateral pressure data for design of an anchored sheet-pile bulkhead.
- 5. Discharge Tunnel and Structure - (a) Assessment of general construction problems, including the {
possibility of ground water seepage into'the tunnel heading and the general dewatering require-1 ments for the discharge structure cofferdam, q
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e (b) Determination of'the bedrock profile along ,
the tunnel alignment. -
6 Access Road - (a) General recommendations on the construction of the road. (b) Tests of the proposed subgrade and subbase materials excavated from the plant site for pavement design. (c)
Determinination of sources of riprap on Bodega 1 Head.
1 7 Ground Water - Evaluation of the possibility of )
developing a. permanent water supply from ground water sources at the site.
PLANNED CONSTRUCTION T,
The proposed Unit No. I will.be an Atomic Power Plant of 325,000-kilowatt generating capacity. The plant will be located adjacent to Campbell Cove on the easterly side of t'he i scuth end of Bodega Head. Above the cliffs the grades presently .
vary from about Elevation 90 to Elevation 125 (Mean Lower Low Water Datum). The grades will ,be lowered by excavation to a .
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general yard level at Elevation 25, involving cuts.on one and i one-half to one side slopes up to 85 feet in slope height. Part i of the excavated material will be placed as fill in the inner portion of Bodega Bay, forming an extension of the general yard area. Fills up to 30 feet in depth and with one and one-half to one side slopes are p.roposed. The remainder of the fill will be j
] used for construction of a three-mile access road from the town of Bodega Bay, or for disposal in a selected area adjacent to the road. '
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ui The central' feature of the proposed construction will he a 130-foot-diameter boiling water reactor extending about 90 feet below finished yard level. The turbine generator will be constructed south of the reactor. It will have a plan area of about 70 by 155 feet and an average dead load of about 3500 pounds per square foot. An auxiliary boiler and control room structure will be built west of the reactor. An office build-ing, machine shop, and a warehouse ~will be constructed to the east of the reactor. All of these structures will be without basements. The structural loads of the auxiliary structures are expected to be relatively small.
A cooling water intake structure will be built at
. the easterly edge o'f the filled-in portion of Bodega Bay,.
approximately 400 feet east of the reactor. A bulkhead with a minimum water depth of about 10 feet will extend northeasterly .
from the intake structure for a distance of about 150 feet.
Cooling water will be discharged through a 1650-foot- ,
long tunnel into the ocean on the westerly side of Bodega IIcad.
A switchyard, and at least two transmission towers, will be located on the hill south of the plant site.
PREVIOUS STUDIES Prior to this investigation, a preliminary seismic refraction-type survey was performed on the site, the results of I
) which were submitted to you in a report dated January 25,1960 l
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(.' Subsequently, additional seismic lines were run and borings j
a and probings were drilled to further explore the bedrock sur-l:
face, the results of wh'ich were submitted'to you on December 2, s 1
1960. The purpose of these preliminary studies was to establish a bedrock contour map to aid your engineers ,in plant layout and 1
planning. Additional data developed during this investigation ,,
relative to the seismic survey are presented in Appendix S,
\
l Seismic Survey Studies.
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SITE AND SUBSUR'FACL CONDITIONS l
Our present investigatich consisted of' drilling ten l borings to further delineate the.' subsurface conditions and to , ,
._s establish the enginee. ring properties of the soil and bedrock i -r l formations at the plant site. 7Three of the.se borings (Nos.12, 13,14) were wash probings drilled principally to determine the bedrock surface, and the accuracy of the soil classifica-tion on these borings is limited. The remainder of the borings were drilled and sampled with a bucket rig or a wash-boring rig as indicated on the boring logs'in Appendix A. The accuracy of the soil classifications is greatest where bucket-type rig I 1
was used. Probings were also drilled at the locations of the intake structure and the discharge structure to establish the subsurface conditions and the bedrock ~proflie, respectively, i The locations of all borings and probings drilled at the site l 1
are shown on the Plot Plan.
The results of the present invest-l igation and the subsequent laboratory testing are presented in Appendix A, Field Explorations and Laboratory Tests.
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A 6-r; Above Elevation 90, the terrain is generap.9 undu-
..- , p x lating, and the surface grass which blankets the area 2s under-lain by a five-to-six-foot layer of a silty sand topsoil mate-rial. Near the reactor and turbine generator building, the ground surface drops abruptly from Elevation 90 to the beach y
7J area of Campbell Cove.
.h a "w'k Above yard level (Elevation 25), the soils generally j
(# consist' of dense, slightly cemented fine' to medium sands and clayey sands.with occasional layers of stiff silty clay (alluv- , ial soils). At the northerly edge of the proposed yard area for Unit No. 1, stiff and dense soils deri'ved from the under-lying bedrock exist'above yard level to at least Elevatibn 65, 1<
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,~) ; 5 Across the yard area, the b(edrock surface elevation r varies from Elevation -70 to Elevation +20, as shown on Plate 2, Bedrock Contour Surface Map. The rock was generally overlain i by a dense to very dense silty sand up to 35 feet in thickness, which was classified as a decomposed quartz-diorite. At some borings, this soil was cemented.and resembled the underlying rock structure. This material, in turn, was overlain by a hard i sandy clay and cla'yey sand ranging in thickness from 5 to 35 I feet. Between the yard level and the top of this clay layer, interbedded layers of sands and clays of high strength and low compressibility were encountered. The rock underlying the site is quartz-diorite l
) granitic rock which has been displaced to its present location by movement along the nearby San Andreas Fault. This coarse I naacc c mecae
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F , Et grained quartz-diorite consists of plagioclase feldsparIuith biotite and some quartz and hornblende. Occasional orthoclase feldspar dikes exist within the quartz-diorite. The rock has a pronounced joint system which results in it appearing gen-erally in wedge-shaped blocks, seldom larger than three feet " 'l on the largest dimension. The joints are usually'quite tight,
.although some may be open enough to permit some flow of water.
At the initial contact surface,'the rock consists of moderately hard and " fresh" blocks up to six or eight inches in size. The joints and exis' ting shear zones in the rock are generally altered into a clayey material. With increasing < depth, the rock be.comes ht.a and " fresher" in appearance, with larger blocks, fewer shear zones, and tighter joints. '(In ge-I ological terms, " fresh" connotates a rock which is sound, un-weathered, and unaltered.) Unconfined compression tosts made on the rock cores indicated an ultimate compressive strength increase with depth from a minimum of about 1000 pounds per square inch of the upper severely jointed to a maximum of about 4000 pounds per square inch at the lower " fresh" rock. (Re fe rence : Plates A IC and A 1D). A detailed illustration of the subsoil conditions at each boring is presented in Appendix A on Plates A 1A through 1 A IK, Log of Borin~gs. Sections showing the general stratifica-
. tion of the subsoils across the site are presented on Plates'3 .
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DISCUSSIONS AND RECOMMENDATIONS. SITE GRADIN_G: . - i Excavation and Drainage - The proposed excavation for the plant site proper, down to 7ard Elevation 25, can be ; l accomplished with conventional earth-moving equipment without heavy ripping or blasting being required. Dense sands and
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stiff to hard clay aaterials will be encountered at variable elevations throughout the excavation, but.the sands will pre-dominate. In the. northwesterly corner of the plant site ex- l cavation, there is a slight possibility that weathered and jointed quartz-diorite will be encountered. However, this material can also be excavated with conventional equipment, , '.] At the switchyard excavation hard rock may be encountered with- l in a depth of about ten feet. , Ground . water will be encountered in the excavation between Elevation 40 to 65,. Since the permeability of the soils vary vertically as well as laterally across the site, it is anticipated that the ground water will appear as seepage above relatively impermeable strata and as localized springs or seepage zones. Such concentrations of the seepage on the exposed cut slopes are likely to result in minor sloughing until they have been controlled by adequate drainage as dis- l cussed below. During the excavation period the ground water
' flow will have to be controlled by such means as temporary ditches discharging into Campbell Cove. As pe rmanent site drainage, a combination of subdrains and surface gutters are 1
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recommended in' order that . sloughing and erosion may be pre- .; vented and a permanent ground water table established below the yard elevation.- , Our analyses indicate that the proposed cut slopes of one and one-half horizontal to one vertical will have a 1 factor of safety against slope failure in excess of one~and one-half, provided adequate site drainage is installed. With respect to slope stability, ground water seepage is the crit-ical activating force. To ensure safe slopes, all seepage zones on the cut slopes should be covered.with filter gravel and the seepage collected in a pipeline system draining it to Campbell Cove. The number of seepage zon.es to be treated in .
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this manner and the extent of the pipelin'es required to drain them cannot be predicted. In addition to this system, it is - recommended that surface water be collected in lined drainage ditches at the toe and at the top of each cut slope. In order to lower the ground water table well below Yard Elevation 25, it is recommended that a deep subdrain be installed around the toe.of the three major cut slopes sur-
' rounding the plant site. This drain should consist of a per- ,
forated pipeline placed at a depth of eight to -ten feet below yard elevation and surrounded and covered with filter gravel. The side of the pipeline trench facing the plant s,hould be covered with an imp.ervious lining. T
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__._.._..__3 V ; i I C d It is expected that this drain will ~c ut off ;iracti-I ~ cally all seepage below plant grade from the' north slope, but it is not likely to intercept the seepage in the lower sands.
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from the south and west. On the basis of' the available data, ' it is not possible to determine with certainty whether or not ! I this drainage system will be able to maintain the ground water table below the yard surface Elevation 25. ~ It is recommended 1 that af ter the drain has been installed . observations of' th'es ) ground water table be made in the central portion of the site. If these observations indicate that the ground water table' should be lowered further, then additional drains could be in-stalled in the yard area. ' , I ') The type of filter gravel to be used in the pipe-lines and upon the seepage zones will depend upon th'e. grain size distribution of the protected soils. Drain gravel of the fol'1owing gradation should be able to perform satisfactorily in practically all seepage zones at this site: Type B material, Standard Specifications of the State of. California, Section 68-1.02H. We understand that the cut slopes around the yard area will be planted for appearance and erosion ~ protection purposes.
, Topsoil should not be.hsed on the slopes as it would, be difficult to place prope'rly on the 1-1/2:1 slopes, I
s and this soil would. tend to slump during winter. rains. '
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.'4 rt Fill Plac' ement - As previously stated, the soils to be excavated for the site' grading will consist primarily of sands which will provide excellent materials for the fill re- .
quired for extension of the yard level toward the bay. Com-paction tests have been performed on two typicel sands in accordance with the Modified A.A.S.H.O. and the California Impact Method of Compaction. The results of these tests are presented in Appendix A. We reco'mmend that the fill materials above water level be compacted to a minimum of 90 percent relative compaction. Specialized compaction equipment will y not be required for the sandy soils, but a vibratory compactor would be the most efficient. A maximum two-foot lift of fill could.be compacted satisfactorily with a heavy vibratory
') ' roller; thinner lifts would be required with lighter or non- ,
vibratory equipment. It is recommended that the clayey portions of the fill soils be placed above water in uniform thin layers in ' the bottom portions of the fill. Greater compactive ef, fort will be required to provide adequate compaction of the clays. Salt water may be used i'or moisture conditioning of all soils. The bulking or shrinkage of soils from cut to fill is difficult to estimate because of the varying character of the natura'l soils. We have calculated that no volume change > would occur for a fill consisting of two thirds clayey sands
,3 and one-third fine to medium sand compacted to 90 percent of
' i the maximum Modified A.A.S.H.O. Density. We believe it would I onmes a moons
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a G. ) be' reasonable to use this relationship in determining the site grading quantities. . 4 The proposed side slopes toward. Campbell Cove of one and one-half horizontal to one vertical will have.a factor of , safety of at least one and one-half, provided adequate riprap protection _is provided in the zone of' wave action. ACCESS ROAD: The proposed access road will connect the site with 1 l the town of Bodega Bay following the easte,rn shoreline of Bodega Head. Except .for a small section across the sand dunes at the middle of Bodega Head, the road will be constructed in i j) I the tidal zone. The ' road will' be about 40 feet wide and its l ' surface elevation will vary from 9 to 20, involving fills up to 25 feet in height'. Some cuts will be required where the road crosses the dunes. Test Boring 17 drilled at the proposed intake struc-ture fo.r Unit 1 indicates that the foundation conditions in Campb. ell Cove, west of.the San Andreas Fault, consist of sandy soils to a depth of.about 55 feet. Test borings by the U.S. Army Corps of Engineers in the Bodega Bay Channel also con-firm the presence of sandy soils in the Bay east o'f the San l Andreas Fault. It is suspected that these sandy soils are underlain at depth ,by marine deposits of Pleistocene sands,
]) silts, and clays, such as encountered in the test borings at ;
the plant site on Bodega Head. None of the previous test onmas a oonc a** var *Ea**- St o cas l
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((( , borings in the Bodedga Bay area encountered any highly 'ompres- c sible natural soils. Our reconnaissance of the road right of way confirms that the foundation materials consist of sand for the entire , length with the exception of the section between Station 60+50 ) I and Station 74+00 where the sand is covered by about four feet ) { of dredge spoils. These spoils were placed within the last . 1 year and consist primarily of dark gray silty clay, which shows large shinkage cr.acks at the surface. The dredge spoils are about four feet thick and are retained by a sand dike on the water side. Although this clay deposit is only moderately firm, it is possible to place the fill directly over it with-out creating extensive mud waves.
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Since all available test borin~g and geologic data indicates that the natural materials along the alignment of the proposed roadway are of low compressibility and high perme-ability and since the roadway embankment would also be pre-dominantly of sandy soils, no settlement problems of any con-sequences are anticipated for the proposed road. A few inches of settlement will occur.under the weight of the roadway em-bankment in the area of the existing dredge spoils. In other areas, the total settlements will be very small. Along the l entire roadway alignment, we do not expect post-construction settlement.s of the roadway to be:more. than an inch or so. In our opinion, settlements of this order of magnitude are insig-s 1 nificant for an asphaltic concrete paved roadway. I DAM E S O MOOM E f ere .r t t e n te. wr .ewet6 l - - - - - - - -
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.- l. As discussed in the previous secticr ilte'grrding, excellent fill material is available from the plar.t site ex-cavation. Compaction ~ tests and R-value tests of the sand fills '
i are presented in Appendix A. These sand fills should be used ' to the extent available.and they could be placed in lifts up to two feet in thickness. In deep water the fill may bo dumped or placed loosely to a height which would provide a dry working pad for construction equipment. If it is neces-sary to utill:e the clayey soils excavated from the site for roadway construction, the6 they should be placed in the deeper portions of the road fill, but not below water. We believe that the compaction requirements of the State liighway Speci-u, fications are adequate for the proposed road.
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Our analyses of the moisture contents and dry den-sities of the f'111 soils indicate that the roadway fill place-ment (related to the Modified A. A.S.H.O. Method of Compaction) will result in the following volume changes: Fill placed above water . level: 2 percent shrinkage Fill placed below water level: 12 percent bulking Average for entire roadway fill: less than 2 percent shrinkage.
- If the degree of compaction is related to the California Impact Method of Compaction,it may be assumed that.a shrinkage of less
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It is understood that side slop'es of twc hori:ortal tn one verticar are planned for.the roadway section and that
- the slepc exposed to.the waters of Bodege Bay will.be prctacted by riprap. Due to the-effect of tidal and wave action, the U.c slopes should be protected as socn as possible after fill place-ment. A clay lining _could be used as a temporary crosion pro-tection, but such a lining would not be effective for a great length 'of time. -
Riprap for permanent protection of the roadway em-bankment is available from several sources in the vicinity of Bodega Bay and the gener,a1 plant site area. Two borrow areas on the_ ocean side of'the plant , site have been located as shown
) on the Plot Plan. Each of these areas.will require some strip-ping of the deeply weathered rock to provide acce'ss to fresh '
rock . suitable 'for riprap. From inquiries in the area, we under-stand that suitable rock is available from a quarry a few miles south of Bodega Day at a cost of about $3.50 per ton dolivered at the site. From another quarry near Santa Rosa, high-quality rock is,available for about $5,00 per ton delivered at the site. This information has previously been transmitted to you, and we understand that you have conducted tests on rock samples from some of these ' sources and will designate suitable quarry areas l' which the contractor can use for riprap. Where the road crosses the sand dunes, the unpaved j) area should be protected against wind erosion by suitable' l planting. O w_--_-_-_--_
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REACTOR EXCAVATICN: As illustrated in detail on the boring logs and on ! the-subsurface cross' sections, the excavation for the reactor , will extend through 10 to 35 feet of alluv.ial sands underlain . by 25 to-40 feet of residual sands and clays. The bottom 30 to 45 feet of the reactor excavation will be in quart:-diorite rock. , With the exception of the= fresher portions of the rock (i.e., the bottom 20 to 35 feet), it is anticipated that the l entire excavation can be made without the necessity for blast-ing. ! We understand that a vertical reactor excavation is required. The main excavation problems pertain to ground water .,)
. infiltration and lateral earth pressure. The upper alluvial <
soils are unabic to stand unsupported.on vertical slopes and
~
are also highly permeable. The underlying residual soils are slightly permeable and could not stand unsupported for a long period of time. The clayey portions of the residual soils will undergo some swelling when unloaded due to removal of soil from the excavation. Also, these soils will slake due to weathering and the action of temperature and air and soil moisture changes. For these reasons,. lateral shoring of the residual soils will be required. In general, the jointed rock underlying the resid-ual soils is practically impermeable and able to stand unsup-
\
ported on vertical slopes. However, it is conceivable that i the rock contains seepage channels connected with the waters
}
of Campbell Cove and, for this reason, special treatment (such
....,.....s., .
I w_______.--__-__--_-____.
KW Vsi-n.:n.IA WMn Odfi_n,MkkI51:9 M M d.li.4 % :.03?i2 s a.1:bi n De . . . 'O V* , (n. ,' as grouting) . may be ' required in localized areas of the.excav-ei ation. To prevent rock fall, it will be necessary to use' shoring of the rock face. As discussed with your engineers, several alternate construction schemes are feasible for the reactor excavation.
, For each scheme, it is necessary to resist or relieve the
, water pressures and the lateral earth pressures in the s' oil-rock system. The choice between the various schemes will de-pend on their relative cost and safety. As an illustration of the problems, two basically different schemes will be de-scribed below.* The static lateral pressures recommended for ,
the design of these two' schemes are presented on Plate 7, Lat-
.s eral Pressures on Reactor Walls'.
) .
SCHEME A: A perimeter sheet-pile' wall would be driven through the upper alluvial sands and.a few foet into , the under1'ying residual soils. As the soil is excavater in-side the ' sheet-pile wall, horizon'tal circumforontial walers would be installed to counteract the lateral pressures of the
~ sand as well as the hydrostatic pressures due t.o the ground water within the sand. The magnitude of the hydrostatic pres-sures would depe.nd upon the position of the ground water table surrounding the reactor excavation. As discussed previously, this position depends upon the ef'ficiency of the sito drainage
, system installed at the toe of th.e cut slopes surrounding the general yard area. Also, it would be possible to further re-duce the pressures by installing a dewatering system (well-points or deep wells) immediately outside the perimeter
, De M F C O Ps4 C ort L a ee.. s t .
- u t est.t s E.______________._____.__ _ - - . . _ _ . . .
. L t e-18 -
;c '
6 j!, ' ~ 31 sheeting., Here again, cost considerations will decide the t feasibili.ty of such dewatering, i i Below the alluvial soils the excavation would be retained by' circumferential walers and steel liner plates. Drainage k'eys able to relieve the water would be installed [ll - behind the shoring, and thus obviate the' necessity for design-ing.the sheeting below the alluvi'al soils for full hydrostatic pressures. It is anticipated that the seepage flow from this drainage system would be minor in quantity and could be col-
~1ected at the base of the excavation-and removed by pumping froa open sumps. ,
Upon completion' of the reactor excavation and testing g, ^ of the pressure. vessels, the_ reinforced concrete reactor shell , walls and floors would be constructed. pouring the concrete i- against the shoring. During reactor construction,-the soil and water pressures will be resisted by the temporary. shoring and drainage system. Supplementary. drainage or rock anchors may be required to resist hydro' static uplift on .the reactor bottom floor. Unless pe'manent r dewatering is undertaken, the fin-ished reactor structure should be designed for'the post-con- _ struction' water and earth pressures 1shown on Plate 7 for
. Scheme.B. If the structure were strong enough to resist the total lateral pressures, the temporary shoring.could be re- .')
mov'd e and the dewatering discontinued as construction proceeds. I
. .auss a me...
APPLICD E ARTtt SC4fMCIS e , P i T # #4" O e =q ag L--- . _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
1
. 19 l
. I
~
I It is anticipated that Scheme A would place the re-p sponsibility for design and performance 1of the temporary shor-d- I i ing and dewatering system on the contractor. I e [ SCHEME B: In this scheme, the shoring system would . d
, be installed in a similar manner to Scheme A. Upon completion ,
i l of the' excavation, the concrete reactor shell'would be con-I'
.; structed. The earth and water pressures would then be resisted by the reactor shell and the temporary shoring system. After the pressure vessels are tested,~the bhlance of the reactor f structure would be constructed. By the use of the reactor l shell to resist construction pressures, it'may be possible to
' have a less expensive temporary and dewatering system than in Hs .
Scheme A. .
< i .
As we understand this scheme, Pacific Gas 6 Electric Company would' design the reactor shell and the contractor would-design the temporary shoring and dewatering system. In this case, it would be necessary to indicate the extent to which the earth and water pressures can be resisted by the reactor
'shell. ,
TURBINE GENERATOR, BOILER, AND OTHER STRUCTURES ADJACENT 'TO REACTOR: l
'Al'1 the^ structures adjacent to the reactor will be J I
founded in dense to very dense al'luvial soils of high bearing capacity and low compressibility.
.)
DAMFG 8 MOO 64C ace 6 sc seem sc'rects
'x n f?df H Eii E 8 3 M 2 M Eif M iE".si S fa 3 M S A U 5 5 2 E d5 5 E A E57IUS A "E R L u g P
e i p - 20 ' p , - U ' ll '
S y For prelim'inary plarning, we recommend the- use of k
ll bearing values of 10,000 pounds per square foot. More detailed , f 1 design data can be developed when your st.ructural plans are t being finalized. - Preliminary analyses indicate that a turbine gen-erator mat foundation imposing dead load bearing pressures of
.l j 3500 pounds per square foot would. settle about one inch.
Almost all of this settlement would occur during the construc-tion period. The structural loads of the other adjacent structures
, are not known at this time. Ilowever, we. understand that they will be relatively small and th.erefore we anticipate that the
~
3 -
~
settlements will be negligible. . 4 INTAKE STRUCTURE AND DOCK: The proposed intake structure and dock will be founded upon a deposit of fine to medium sand with shells and occasional gravel. The foundation soils will have ample bear-
'ing capacity for the loads proposed and negligible compress- l ibility.
The.only foundation design problem.at the intake structure will be dowatering of the construction excavation.
..' The sand is highly permeable and .several feasible means of de-
,'1 watering it are available, The structure could be built with-
)
il
! in an carth-filled dike combined with a well-point dewatering i
0 i DAMESS MOORE amputo s e em scismscas a
r
? ~
r:
- z. ,
- l. '
- ( 3 system or a driven sheet-pile wall could be substituted for I
the dike. - l
)
Alternatively, it would be possible to eliminate the well-point system by excavating under water'to foundation lev-c1, driving hold-down piles to resist the uplift forces on the { bottom of the base slab, driv'ing a sheet-pile wall around the entire perimeter of the structure to a few feet below the foundation level, and pouring a tremieconcrete base slab with-in it. Subsequently, the excavation within the sheet-pile { wall could be dewatered by means of conventional pumps oper-ated from the surface. This method was em' ployed recently for ! I the new intake structure at the Morro Say Power Plant. ! (
) For the. proposed dock wall, we have determined the '
minimum dimensions and design stresses for two alternate solu- i ' ; tions suggest'ed by your engineers as outlined below.
- 1. Anchored Steel Sheet-Pile Wall:
It has been assumed that the dock would have an uniform surcharge of 200 pounds per square { foot; that the inside water table by drainage I
, is maintained at the level of the outside free-water table in the Bay; that the dock surface elevation is +16 and the bay. bottom elevat!.on in front of the wall is -10; that the wall will be backfilled with dredged sand.
Under these assumptions, the following minimum
] requirements should be met to provide a factor of safety of 1.25:
.?o M TG P M "C3 L s e n
(%
~
w I: g .-122 - , l v
, 3 , .
((h' , Sheet-pile embedment below Elevation -10: 11.5 L f' feet. - i " Anchor-rod capacity: 6400 pounds per' linear foot
,[ .of wall. .
j Depth-below dock level of baseyof' anchor plate:
~
, 6.5 feet. Distance-between wall and' anchor: 37.5 feet. Moment capacity of steel shee,t-pile wall: 2 3 ' f oot'- kips per linear-foot of wall.
- 2. Concrete Crib Wall: .
- lt has been assumed that the crib will be founded twofeetbelowEIevation-10;that it will be filled and backfilled with gr'avel and dredged sand
'}-
to.the Dock Elevation +16; that the inside water table by drainage is maintained at the level of the- outside free water table in the Bay; that the front of the wall slopes backwards one horizontal to ten vertical. Under these assumptions, the following minimum requirements should be met to provide a factor of safety of 1.25: Width of crib no less-than 12 feet. Crib wall capable of resisting an external lateral pressure of a fluid weighing 22 pounds per cubic
~
foot. The sheet-pile wall can be driven by barge-mounted
. pile driving equipment without difficulty and t'he anchors can be installed in the dry in the site grading fills. The concrete o,.ucse uconc 4*=L (
- t e s *** 6C 4 %Cf 5
- - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . _ . _ _ _ _ _ . _ _ l
y.
- r. . . - .. 231 , ,
t crib' wall will require underwater' construction.or necessitate x' .; ~ , 5
.the employment of a temporary' bulkhead and dewatering system.
In ,our opinion,-the' sheet-wa11' alternative is likely to be the most economical solution.- Further discussions with your engineers at a'laterLdate are anticipated in order to determine the most feasible solution. At that time, final design crit-cria can be prepared. DISCHARGE TUNNEL: l For about 40 percent of its length, the discharge ,
. tunnel will be constructed through sandy and clayey soils of
. variable permeability and strength properties.
For the next
.q 20 percent of-its length,.the tunnel will, penetrate seve' rely
' jointed and sheared quartz-diorite rock, which is somewhat ,
permeable. 'For the remainder of its length, the tunnel pene-trates rather fresh rock, which is. expected'to be generally ! impermeable, although occasional seepage' zones may be encoun-tered. . i With the exception of the' last 40 percent of the 1 tunnel through the' fresh rock, the tunnel excavation is ex-pected to be rippable and to require extensive dewatering. The last portion of the tunnel through the fresh rock will require blasting and only nominal dewatering. I On the basis of the 1,imited-foundation exploration g carried out along the tunnel right-of way, it is not possible' to exactly delineate the requirements for shoring and dewater- , ing of the tunnel excavation. . Typical engineering properties D N.t L C C Swe O0 6 6 L
** s. t ;. s + 6 > n ' r ase s i.
r; V A . 24 . , (([,'b .of the soils and. rocks are presented in Appendix A and f'urther
~
; interpretation of this data could be presented 1at a.later date
'if you so. desire. :
\ ,
GROUND ~ WATER DEVELOPMENT: f
'We have reviewed the ground water data gathered as i
'part of this and previous investigations'with respect to'its
- possible utilization as a drinking water and fire-protection .
, source for.the plant,. ,
We estimate that by the drilling of a group of wells on-Pacific Gas and Electric Company's property a reliable supply of not more than 50 gpm could be developed from the group. This quantity is, insufficient for the total
. plant site requirements, and we. understand.that.you are con-
, 7) - 1 templating the development of ground water at a~ site about one . L mile northeast of the plant site'in the sand dunes adjacent to the San Andreas Fault. 4 A limited supply of ground water could be ob'tained at the Plant Site from the subdrains at the' toe of the cut - slopes. The subsurface seepage flow observed on the cliff
- above Campbell Cove in December 1960 (see Plot Plan)' totalled about 10 g'pm. We estimate that the permanent supply from the subdrains would not exceed 5 gpm.
l^ L
)
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==ner. . ma
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/. L? 25- . l' ) ' The following Plates and Appendixes are attached i and complete this report: I Plate 1 - Plot Plan , Plate 2 - . Bedrock Surface Contour Map - Plate 3 - Subsurface Section AA k Plate 4 - Subsurface Section BB Subsurface Section CC Plate 5 - Plate 6 - Subsurface Section, Discharge Tunnel, Reactor Unit No.1 Plate '7 - Lateral Pressures on Reactor Walls Appendix A - Field Exploration's and Laboratory Te s t's .
- g Appendix B - Seismi'c Survey Study M e
/ Respectfully submitted, ll DAMES.6 MOORE Robert D. Darragh 4
e J
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,ie f
r s. ; 1 l * ~
- e. ..
. ,I I, VAND ELKvhTION .36'
,, _ a0u'e wra tevn.=voc0.w .
STEEL SMt1T PtLING 7 i r o - [ CmCUMPEntNTIAL
**L8" f
a a g.e. _ [nv0 Par f- *
$ ~480 PSA gLple' - w ASSWMfD M*91'
. .T. _ . _ .
FILTER ORAINS ON { THE SACN8act 4 = g W f W
-ee .
etrvatmN .or , 1 l t n' axe a000 e . LATERAL Petstung IN P.S.F. l l SCHEME A - TEMPORARY PRESSURES *
'Ib LAf TRAL CARTM PRt18URtl ARE APPRCX1MAf t. ACTUAL PRES $URES WOULD OtPEND UPON MtfM00 CF SHORINS N DtWAf tRING.
40 - van 0 ELIVATON 42S' gg pJNO WATQ L(VEk &$$UMD .20' , - - p >
* ~
11 / [. fa l / F-y , . ,0
/ r Assu=to a **.
1 _. f f_.
/ F-S 3 / _fj - .
7 db, t e
/
/ ! F:-
w 9l
' / _l--
.0 L / !
[ f tttvaTom .sf 9400 PSP IED PtP i f f f I 9000 5000 4000 2000 0 LATERAL Petssidet tN P.S.F. SCHEME B - TEMPORARY & PERMANENT PRESSURES I LATERAL PRESSURES ON REACTOR WALL N0f tle 1) TMt Gaoum0 WAf tA LEVEL CAN Bt VARIt0 At DEstato SY CHANGING 'j TMt $1it DRAINAGE S T5f tM.
- 2) TMt (FFECT OF 50RCM4 Alt $ (e.g. TURBjNE FOUNDAfl0N3) HAVE NOT Sith INCLUCEO.
- 3) UNLt15 PERMANENT DEwAf tetNG !$ umottfAAEN 8tLCW ELEVAf!0N .10' THE COWLitto AtACTCA STRucibet Must et DESIGNED FOR THE LAf TRAL PatstuRES OF SCMEME 9
- 4) THE tattRAL CARIN PRt55UAE5 SEL0w titv& TION .ie' att 1NitNDED g 70 PROVIDE $AFifY AfnAIN$1 $wtLLING CLAY $ & ROCR FALL $. TME :
g TMt0RifICAL EAAfM PRESEURES Aat CONSIDERA8LT Lits. gna gg g g g m g g g i ........ .......... 1
. ELATE.7 l 1
L. .
L
. t '-
. i.
APPENDIX A ,
~3> l i
FIELD EXPLORATIONS AND LABORATORY TESTS FIELD EXPLORATIONS: The subsurface soil conditions at the Unit 1 Plant . site were investigated by drilling 10 borings ranging in depth from 49 to 156 feet below the ground surface. The borings were drilled with truck-mounted 16-and-20-inch rotary bucket and 5 - i inch rotary wash-type drilling equipment. l The locations of the borings are shown on the Plot Plan, Plate 1, which also shows the locations of borings drilled during previous investigations.. The materials en-g countered at each boring during this investigation are des- ' cribed on Plates A LA through A 1K, Log of Borings. The depth at which ground water was found is noted on each Boring Log. The drilling was supervised by an engineer from our office who obtained undisturbed soil samples for visual exam- 3 ination and laboratory testing. Our engineering geologist advised on the soil sampling and rock boring operations, in addition to performing other geological surveys at the site. -l l The samples were classified in the field in accord-ance with the Unified Soil Caissification System described on Plate A 2, Soil Classification. Chart and Key to Test Data. The l
. samples were obtained with our Type "D" Soils Sampler, which was driven into the soil by weights of 2000 or 1200 pounds
[) m . s n ,- -c-
2E;;ndgses.a;gg:w;. 3; p x;, . - jpgg g-l-
)
. l
- A _
m under a drop of 12 inches when in use with the bucket rig, and by a weight of 360 pounds under a drop of 15 inches when used with the rotary-wash' rig. The driving resistance of the S sampler in terms of blows per foot of driving is noted on each Boring Log and the notations used are described on Plate A3, Supplementary Key to Test Data. Continuous rock coring was performed in Borings 14 . I (22 feet) and 16 (38 feet) at the Reactor location, utilizing an NX diamond core barrel. The subsurface soil conditions at the Intake Struc-ture were determined by drilling one boring to a depth of 56 feet, utilizing wash-boring equipment mounted on a.small barge. Due to the difficulty in sampling operations, only disturbed samples were obtained. The location of the rock surface near the Discharge Structure was determined by probing with a small-diameter rod. The rod was driven with a sledge hammer through the surface sands until refusal was encountered. Field permeability tests were performed at Borings 12 and 16 to determine the percolation characteristics of the , subsurface soils. The holes were bailed to various elevations
-below the ground water level, and the rise of the water in the hole over a period of time was observed. The test results are
-) presented in the following table. DAMES EL MOOstr APNto u *we sceshcas
h MM ,e r . f ,'. 3 -
-A :
e7su . . Bail Test Results , Boring Ground Ground Elev.of .0bserved Est. Coeffic-No. - E le v .- Water Ground- Rate of ient of Perme-Level . Water Inflow. ability of 1
.After (GPM) Sands in 1
~ Bailing Boring (Ft/ Year) 'l 12 +94.0 +65 -6 2 3000 .i 12 .+ 94.0 +65 +29 2 3000 i
~16 +90.0- +40 +29 21- 1200 16 +90.0 +40 +13 ' 21 1200 At Boring 16, pressure tests using packers were per-
'j formed in the rock to determine its permeability'characterist-ics, in accordance with Designation E-18, " Earth Manual",
^
Bureau of Reclamation. The tests indicated that between Eleva-tion -48 and -62, there was no flow of water into the rock under.a water pressure of 150' pounds per square inch. Between Elevation -31 and -48, no conclusive information was obtained , 1 as water pressures from 50 to 100 pounds per square inch pro-duced' leakage around the packers. l LABORATORY TESTS: ) Moisture and Density Tests: The moisture content and
- tho dry densities of soil sampics obtained wore determined to aid in classification and correlation of the soils and to obtain
_/ some qualitative information on the strength and compressibility of the soils. The test results are noted on the Log of Borings. nu,esee,cowv s ee ,. c ' e . . ' . t e.s % ' t
; e , .* s ,.
L.
b
. e,
~
J. - . A ' s The results of shear tests performed ./ Shear Tests: on representative samples to determine the strength ~ character- , istics of the materials encountered are presented graphically to the left of the appropriate Boring Log. The method of test presentation is described on the Soil Classif.ication Chart and Key to Test Data.
}
The ,following types of strength tests were performed:
- 1. Drained and undrained direct shear tests at surcharge pressures corresponding to the present overburden pressures as well as at decreased surcharge pressures. Samples were tested at natural 'and increased moisture con-5 tents.
- 2. Undrained unconfined compression tests on selected samples of cohesive soils.
- 3. Undrained triaxial compression tests on selected samples of cohesive and granuinr soils.
Consolidation Tests _: Four consolidation tests were performed on the more compressible soils to obtain data for use in settlement analyses. As an aid in correlating the con-solidation characteristics of the soils, Atterberg Limits were determined for each consolidation test sample, where possible.
.The results of the above tests are presented on Plate A-4.
Atterberg limits were also determined for other sampics to
- aid in soil classification, and the results of these tests are shown on the appropriate Boring Log.
DAMES S MOOAC H Nttteet=$0ENCC5
, ; e .
j
*~ '
?
s.:. 4
-A q
'if .
- e -
( Rebound Tests : Robound tests were performed on two ' i samples to determine the' soil behavior when, subjected to pres-
'sure. release.. The test sample'was loaded in'one step to its field. overburden pressure,.and allowed'to consolidate. The l i
load'was then1 removed in several steps. The results of theso , 6 teste are presented on Plate AS. i l l Percolation Tests: Constant head laboratory percola-tion tests were performed 'on three samples to determine their permeability in the vertical direction. The results of these tests are as follows: Soil' Type Boring Elev in Feet Coefficient of No. (MLLW Datum) Permeability i (Ft./ Year) , Mottled' Brow'n an'd Gray Fine to Medium i Sand, Slightly Clayey (Compact,.slightly cemented) 16 +20 1200 Bluish-Green
, Silty Sand with i Traces of Mica-l (Dense, slightly cemented) 16 0 1 1
i Bluish-Green Sandy Clay with . '
.! Mica (hard) 16 -15 No percolation i in 12 hours 1 -
l- 1 L Grain size characteristics of these samples were also deter-
.s mined to aid in correlating the soil properties and estimating
'the permeabilities. .
The results of these tests are presented on Plates A6 and A7. namesa moome ; APPUED ganTM SCitteCE$ ul_________.__.-__________. -
g if. V. . . ..- ,
-Ao6- :
Compression Tests:- Compression tests were performed on'six selected' rock core' samples extra ted from Borings 14 a l .and 16. These tests were performed by Abbot'A. Hanks,'Inc., , of San Francisco and the results are presented on the appropri-
- ste Boring Logs.
.i Compaction Tests,: Compaction tests were performed on ,.
f two typical granular materials to provide data for determining . the denr.ities that should be obtained in compacted fills. These i materials were obtained from Borings .26 and 27, during drilling with the rotary bucket rig. The compaction tests were per-formed in accordance with the Modified A.A.S.!!.0 Method of Compaction, A.S.T.M. Designation 1507-58T Method A, and the U1 . - California Impact Method of Compaction, Test Method No. Calif- -
.ornia 2160, Part II. The.results of these tests are pre- .
l sented on Plate A-8, Compaction Studies. Resistance-Value Tests: Re'sistance-value tests were also performed on .the granuinr mnterials by Abbot A. hanks, Inc. , and the results of these tests ' are presented on Pinto A-8, j Compaction Studies, - i Shear Tests on Compaction Cores: Shear tests we re performed on laboratory prepared samples to determine the soil shearing strengths that would be obtained in the compact'ed fill materials. These samples were prepared by knending compaction to .various densities of the optimum moisture content. The
)
results of these tests are presented on Plates A-8. aa rr u s e ><oo n e. . \
. ..m m .. m m
, .. b
D,
.A , ) The following Plates are attachsd and complete this I Appendix:
Log of Boring 12 s'y Plate A 1A - Plate A 1B - Log of Boring 13 Plate A IC - Log of Boring 14 Piste A 1D - Log of Boring 16 Plate A 1E - Log of Boring 17 Plate A 'lF - Log of Bo' ring 19 Plate A IG - Log of Boring 20 Plate A' 1H - Log of Boring 21 Plate A II - Log of Boring 23 . Plate A IJ - Log of Boring 26 71 Plato A IK - Log of Boring 27
^
Plate A2 - Soil Classification Chart nn'd Key to Test Data Pinto A3 - Supplementary Key tn Test Data 1 Plate A.4
- Consolidation Test Data Plate AS - Rebound Test Data Plate A6 - Grain Sizo Distribution Plate A7 - Grain Size Distribution 4 Plate A8 -
Compaction Studies i D, . .) l ca.tnsa vocat j a "*s 's : t> s '= st 4 uc t.e !
4 14.wh.;a.use, we.wwe; 2....m. coa 26 wm. .% mzem a.ca;+.mesessmawu ;ewm aws ewswwowwx. ., K
. [.} '
M. p. j. BIRING 12 CRILLED JANUARY 13, 15, 1962 MAXIMUM i .O . SHEARING STRENGTH i 4 P.S.F. . M. 100 wwie noen scoo anoa scoo sooo sono o ELivat:0N e4.0' i SM IMRK OROWN $1LTY SAND WITH OCCA$10NAL ROOTS (LOC $t) , 90 l T SP YELLowl$M.920WN FINE TO MEDIUM i p SAND (DEN $t) ($ LIGHTLY CEMENTED)
- D e0 s.
w ..
'h I 7'
TO ,?p WATER Ltytt (1 87.62)
*: *}
*' .c. (GRADING CLAYtY) 60 ,
4! 80 e BLU!$M. GRAY CLAYtY SANO w!TH J SC LARGE AMOUhTS OF DECOM70$to WOOD 40 , SC YELLOWISM.BPOWN CLAYtY SAND E g 30
*- CL SLUI$H. GREEN SAN 0Y CLAY E
d .~ to 5 .
..' $M ORowN $1LTY SANO
- h. >
su W"{ c , s$ b) h h 30 150.svg */
**.*i QUARTZ 010 RITE (J0! Nit 0) (WITH OCCA$IONAL $MEAR 20kt$)
150.tb-30 150 150 4 4 d*). 150 1 15041 . 150 2 180*3 150 2 'NOTis (M.L.L ALL ELEVATIONS REFER TO U.S.C. & G.S.
.40 w. sos) CafuM.
CRILLED AS A WA$M 80 RING w!TH A.7A" OIAMtftR TRUCK.MOUNTt0 ROYARY WASH TV*t (QUIPMENT PRINCIPALLY TO DETERulNE THE ROGR $URFACE ELEVATION. ABOVE THE ROCK SURFACE THE ACCURACY OF THE $0!L CLA$$1FICAf!0N$ A $ FRAY 1FICATj0N !$ LIMITE0. ,
- I I I oi l s.274: M001F CAT 10N OF Los l W.N. DAMES & MOORE l ... , _ . _ , . _ . .
) , an novio a o o. j l "", rv R. K. A. Svetassoas (- . on. u s s. _ Yn. LOG OF BORING 12 suesassono sv 'I
)
C"' "" BODEGA BAY ATOMIC PARK SHEET NO. SHEETS -l
. .~-... .. j
- e. c . ..
ocas PACIFIC GAS AND ELECTRIC COMPANY pars s.7 62 as snown san rnANCisCO CM. Odl V I Q"70 VI V PLATE AIA
-.-a w w w w - vc ..w wa. .2.am.m.or wwmmwan m, w
a a c, F
+,
BORING 13 f DRILLED JANUARY 26, 1962 l. MAXIMUM i SHEARING STRENGTH IN P.SI. .
- .j voso sono ' scoo m sooo soon sono o gtgYArgon 79,g
}. . 80 _ -! (. & $P YELL 0w!$M.8A0wN FINE TO MEDIUM
$AND ($ LIGHTLY CLAYEY) (DENSE)
+ (SLISMTLY CIMENigD) t-I.t
- 70 ,'
l
'M i' 60 E 1' ' y h
' $ 0 t - -d
$C SLU!$M.GaAY CLAYtY $AND WATER LEYCl (12762) t 40 I \ SP YELLOW!$N.8ACWN FINC 70 MEDIUM i
$AND ($LIGMftY CLAY (Y) 5 .
30 'f 4D e 1.. . gg f., gM BR0wN!$N.GAAY SILTY SAND ($ LIGHTLY
,, [,t l CLAYtY) W!fM P0CKETS Of tR0wM CLAY
?. %
g 10 IE O $C eLU!$M.GA((N CLAY (Y 1AND WITH g 70CKtf8 0F CLAY 5 O (CCCA'JICNAL PIECES OF DECOMP 05t0 wo00) [ 155.120 Cte. m . CL BLUISM.GAEEN $1N0Y CLAY w!TM MICA & DECOM*CSED h000 (87!FF) .
.10
,. $M SRCwN $!LTY $ANO d'.
.30
's -j 125 2 % Q i
55,9@.. i o., c .
'nU!JM'Ut!i 18!!) """ 4
.40 u .,, c:
,;n.
i o.,i . i
'80 N0f t e DRILLtc A$ A walM BORING WITM dj' O!AMETER TAUCK.MOVMTED ACTARY wA5M TYPE EQu!PMENT PRINCIPALLY TO O(f TAMINE TME ROCK SURFACE (LEVAf!0N.190V[ fME ACCK $URFAC( TM[
ACCURACY OF TMt 50!L CLA85!FICAf!0NS & STAAf!F! CATION !$ LIMITED. I I I os l >2>Aa l M00!FICAtl0N OF LOG & A00!!!cM OF f tsf DATA l w w. DAMES & MOORE APPeov o R 0 0 f3 R K.A. supenssoas
- o. . . .f. v. . LOG OF BORING 13 .op .o,o ,,
**' " ' ' ' SHEET NO. SHEETS BODEGA BAY ATOMIC PARK a x. w w. .-..v.... .
oAva sCus PACIFIC GAS AND ELECTRIC COMPANY SAN FRANCtSCO, CAL O AlQ"71 V "75 V 5 I s-7 6a AsswCWN es A-rr Ain_
t.. , ll ' BERING 14 j DRILLE0 JANUARY 17, is, ti, 23, 24,1962 MAXIMUM 4 .A SHEARING STRENGTH IN P.S.F. i vono sono . sooo 40o0 sooo anco toco o "' 80 (LivATION 78't g- EP YCLLOW15M.OR0hN FINE TO MEDIUM
$ $AND ($ LIGHTLY CLAYtY) (OtN5t)
V ($LIGMTLY,CEMENit0)
. 70 y7.
1 Y eo + 1". 50 b k SC SLullM-GAAY CLAYEV SAND 40 WATERLEVkL (12767)
# SP VILLOWISM 8ROWN $AND ;$ LIGHTLY 30 #
CLAYtY) 1, .
! e to O
O F.
= 10
),
E O h M SM SLUISM.GRitN $1LTY SAND (SLIGHTLV CLA Y EY )
;;j '
(OCCASIONAL P]ECES OF DECOMPOSED 0 "000) .% (; - CL BLU15M-GRith 5ANDY CLAY
.to ;, ,
C CL CARK BROWN $!LTY CLAY 30 '/
;; sM sa0WN 81LTY SANO
.40 2108 P .S .I .---- ? $ WHITt AND BLACK QUAnf t 010atti i '.h. ($tVERELY J0!Nft0 INYC M00.
l 73- /I FRE5M OLOCK$ 5Up to 3'r)NWITM ULTIMAft COMPRES$!VE STRENGTMS . ghI g5 g g ggp
.60 , OF NI ROCK CORES 2.f4 8 3.25' 20%-
- y0 CLAY)
IN HEIGMT. M { 10C% = 1*
\= ,
.60 SW *.*
icei P.S.I. % ,.. b c
- N0fts CalLLt0 As WASM 80 RING WITM a " O! Amtf E4 - 2448 P .S .I .\-+ 8- . .
TauCR MOUNf t0 ACTARY WA$M TVP EQUIPMENT Pe!NCIPALLY TO off TAMINE TMt ROCR SDRFACE
' ELEVAfl0N. Apoyt THE ROCK SURFACE THE ACCURACT of fMC $0!L CLA$51FifAfl0N5 &
SftailFICAf!ON 15 LIM 1ft0. I I I ei j 3 #na l mo0trICATION 07 LOG A A00 r:0N or its? CATA l wn: DAME $ & MOORE
- Apenovan R 0.D.
J tv R K. A. supanssoas
- o. u. ,... LOG OF BORING 14 .o.. .s .o, s .,
*"~"" SHEET NO. SHEETS BODEGA BAY ATOMIC PARK o it wn -.. ..
para s.t. at sca assaowa PACIFIC OAS AND ELECTRIC COMPANY san r=Ancisco, cal. lQ]
~ ,. .. . ., PLATE AIC
i i
- MA)aMUM BORING 16 . l ORILLED JANUARY 37, 1962 SHEARIN3 STRENT.TH IN P.S#. .
vano anno sooo anoo soon anno sono o ELEVATION 90.0' _ 80 DARK eR0WN s!LTY sANO w!?M s' g*. sM OCCA$10NAL R0078 (LOOSE) A M 10$=106 0 asM m $P YELLOW!$M.8ROWN FINE TO MEDIUM 95 109 a 9" 4 SAND ($LIGMTLY $1LTY) (DENSE) 80 s ($ LIGHTLY CEMENTED) 8 10%=107 9 s= f h' l 70 8 C: (GRADING SLIGMf tY CLAYty) 165 117 '14 m , (GRA0!NG MORI CLAYtV) 60 820 e (GRADING SLIGMfLY CLAYtV) (TRACE 10%.104 e { OF OtCAYE0 wo00) 195 92 30 au +p 8 OLUISM. GRAY CLAYEY 5AND (DENSE) l 60 12 = SC 10%.114 16%.117 21 d SC M0f tLEO GRAY & YELLOW!$M.940WN
) CLAvtY $AND w!TM POCKETS OF $ANCY p CLAY (DEN 1t) (SLIGMTLY CEMENit0) 40 ,,g,,,, A 9m WattR LtytL (12762) s (C%.73 '16 "'; ; CL DARK 3ROWN!5M. SLACK ORGANIC 51LTY CLAY w!TM LARGE AMOUNTS OF CECOMPC$t0
'~( wDr.0 & P0CKETS OF GRAY 1AND (ST!FF )
C SC M0f f LIO OROWN & GRAY CLAYtY SAND 30 15 m. 19%.10e w!?M P0CKit$ OF 5ANDY CLAY a s (COMPA CT ) 16%.116 3 0 *= $ U 215 107 C C go 21 m (GRADING MORE SANDY, $LIGMILY g CEM E Nit 0) m.*
.a
.m 700-145 11 f $22 am (GRA0!NG MORE CLAYtY)
U I 10 31 " U g 61 a" M EM SLU lsM.GR E EN 51 fv SAND w!?M TRACll 1400-155 116 OF MICA (CEN$t(; ($ LIGHTLY CEMENit0)
@i 3 0 ,,,,,gn k
185 12S L .L .e 26, P .I .e 13 N SLUISM.GRita SANCY CLAY w!TM
= c CL CCCA310NAL LAYERS OF CLAYtv
.*- to 66Cw, SC l l $AND 4 TRACE 5 OF MICA (MARC) 1000 145 112 C 3s a.
*IO L.L.s 26, P.I s 7 145 118 C
5 0 == d I a
.20 24 10 C'"3' -
$M Mc7tLtc Onown & BLU!$M.GRttu
.e
'g,,,
*h $!LfY 1ANO w!TM POCKtis CF C a
" h*tt $ANDY CLAY (Oth$1) *.
E
' (GRA0!NG VERV OEN$t) ts5 -
.b h.
' (OtCOMP0$t0 QUART! O!CR!?!) Il
.30
- WM!tt & OLACK quart 2 O!0 RITE 95 *. (SEVERELY J0!Nito INTO M00.
-1037 P .S .I . .... ....%.. fgg.-','*a
*' FRESM 8LCCKS UP TO 3*) WITH U ?! Matt COMPRttstyt $tRENGtM$ $i4ALL SME AR ZONES (J0!NTS &
0 WX ROCK CORES 2.S*.3.4* IN MIIGHT * - l* SMEAR ZONES ALTEREO 70 CLAY) (GRA0!hG INTO MARDER & FRCSM -
.40 3673 aP .S.I . ..9
. 4.gg.-./
8 LOCKS UP 70 s') (L!ffLE OR
. .gg *.
- No ALitRat!CN IN JOINTS) 3953 P.S.I...., . . . <
.,.,' (FEW sMCAR 20Nts) 1005- ,
.0 _ i*
100%- ., N07tt DORING DRILLED w!TM 18' O!A. TRUCK. MOUNTED OUCKtf EQUIPMENT FROM f (GRA0!NG INTO SLOCKS UP 70 3') (f tcMT J0!NTS ) (FIW, IF ANY, SMEAR
.60 gtgy, g0,0i70 gLtv. 35.0'AND -fa, ZONts )
A.7/g* O! A. TRUCA.* CONF f 0 207ARY
- WASM EOUIPMENT FROM ELtv. 38.08 300% .
70 ELEv. 66.0'.
,,, l l I I f I - 1 !
oi l3. >4 j M00!PICAT!0N OF LOG a A00!T!0N to Test DATA I w" DAMES & MOORE
.e. .. . . . - . . .
a, o .o n.o.o.
- r, n. < . .u.,N.....
o,. m. m LOG OF BORING 16 ,,,,,,,o,o ,,
**'" BODEGA BAY ATOMIC PARK SHEET NO. SHEETS e***"*e mweesa s.ames
- e. M. W. M .
cava 3*7.e3 seau AsgNowN PACIFIC GAS AND ELECTRIC COMPANY SAN P.ANCl&CO, CAL. lQ] l
. . . DIATE &ln N _ - -______-_- _ _
ar 1 j: L' ] }* s r hy . 30llING 17 1 ORILLED DEC. 28, 29,1961, JAN. 4, 1962 1 i (D' l: i1, - MAXIMUM ' SHEARING STRENGTti IN P.S.F'. um. . - 10 l[ I l l gLev& TION 1.68 O L $P GREEN 1$M.GAAV FINE TO ME0 lum { $AND WITH $H(LL FRAGM(NTS (LCO$t) l 31 m
}y '
$. . s l 13 . ,
W GP GR E E se l 5n.Ga A V Gaa v gi l ' .gO
$P gat (NI$M.GAAY FINE 70 MEDIUM
^ $AND h -)
J'
.30 0.. '
- a. i 1 I
.40 h I, .
7, 9
.50 }
C D
?.
s .60 E NOTE: DORING DA!LL(D WITH WASM TYPC (QUIPMENT i MOUNTED ON & $ MALL BAAGE. THE ACCURACT
$ CF THE S0IL Ca.A$$1FICAf!ONS & $7AAT!Fl.
w CAfl0N !$ LIM!Tt0 A5 UN0!$ fur 880 SAMPLt$
. .70 WERt NOT OSTA!NED.
p(CW COUNTS WERE 09 FAINT 3 Ut!Lt!!NG A
# WT. OF 140 L83. WhDEA A DRCP OF 168 .
WAf tR LEVEL (BAY LEVEL) Af (LEV. 51
.60 AT START OF DAILLING.
.90
.500
.510 t
I
.120 .
l l
.130
\
i l i i l l l t j oi(bs7.arl MooIFICAt0N OF LOG DAMES & MOORE
.. , .. ...c.~ l ".
i l
"g Apenova. l d av at oA. svernsross e D4. H $ J. TR. LOG OF BORING 17 sVPER$tDED BY
""'**^- SHEET NO. SHEETS BODEGA BAY ATOMIC PARK l o x. ,, - . . . . . . . . . . i pata 3 7.sa seus As suowev PACIFIC GAS AND ELECTRIC COMPANY san rnancisco. cau O"AlO7A v T i V i "T ,
. . . . - - _ esAvc ase
; l,l
. L. s1 BORING 19 ORILLED DECEMBER 26, 1961 MAXIMUM
^ SHEARING STRENGTH IN PAE. 100 ELtv& TION 97.9' gg, g ,, k fg
$M CARK 3ROWN $1LTV $4ND WITM CCCA110NAL ROOT $ (LOO $t)
"' 0" a $, VELLow15M.BRCWN FINE TO MEDIUM 90 SAND ($ LIGHTLY CEMENTED) (DENSE) >
i 1 x 0 . .% . 04 A.. ; c (.A0iN.Cuvry) ! 13%.11. A1. ; e j e0 S Aec :l l g s
;: e i sti % =
,,W t#5 T A" m - - ----- ----- -----
- 0i !- (.,A010 TRAcc 0, Mica) ii 000 .1.s . i o.- ...
4000 1e5 110 -
, , e,i ,
-~} (
(sRADIN. Lt$$ CcMcNTr0) wAftA LEvtL (1.t7.et ) a s 4 I 1.,c.10, ie . i.5 11 . L .t .. .. . . : .. . ;_ 8 9a CL MOTTLED OROWN & GAAY $ANCY CLAY (MARD) 60
- A
.0%.107 li -- .
.. 1 TT 113
, CL MOTTLED SA0WN & BLUISM. GREEN SANDY 5 4 CLAY WITH HICA (HAAO)
- 7. g 40 8 0 - .---- ----- ----- ----- ----- ----- A ,4 . .. Sw 880WN FINE TO COAA$E $AND ($ LIGHTLY =
w
- l. "" $1LTV) (DECOMPOSED QUARTZ 010RI't) O 6000 a 16% . 115 16% 1'}i- (vgRy OgN$g) (CEMENTID) 8' O 7%.139 0 14 m h
5 30 A h 7%.126 16 . _b ,, O d
- to NOTts 90 RING ORILLED WITM 16' O!AMtitR 4/ TAUCK. MOUNTED $UCKET TYPE EQLIPMENT.
10 C { l
.1c {
l
.a0 l
l
.u !
.0 1 I I ot l 5 at sa l M00:r:CA710N or L0s & ADO: TION TO Yt$7 Dai& ln DAMES & MOORE
... . .. u .~ . . ~ . - - - - - -
A.panovao A D D. t, d rv R K A- sunsassors o.. M .# rn. LOG OF BORING 19 so.. ... s,
***' SHEET NO. SHEETS BODEGA BAY ATOMIC PARK ...
oxw . . . . . oats
- 1. F. 6s sens As owem PACIFIC GAS AND ELECTRIC COMPANY s4M rameisco, cau %~] I
,PlATF AIF l
n . .1. nw w. ...n:mma:wa s w.w.x , .w.ma x ... m.. ,. - = = . ; ;~ m=n~~- - m .,.
- < .;. l-l..
F :.:. B$ltlNG 20 ORILLIO FESAUARY 22, 1962 MAXIMUM f SHEARING STRENGTH IN F.S#. ' e vooo sono sono 4000 2000 acco 1000 o 90 fltVATION .9.3 8 ,, SM DARE SA0WN $1LTY $AND WITH d' OCCA$10NAL ROOTS (LOO $t)
$P YELLOWI$h=0R0wN FINE TO MEDIUM 80 $AND ($ LIGHTLY CEMEN7t0)(OtN$t)
Q r 10 p
) (GAADING GAAY3$M.0A0WN) l S0 73 (GAADING YELLOW!$M.BacWN)
.t =
h
-- p WAftA LEVEL (12261) 60 !
a :f i 4g ..
)
SLU!$M.GAAY CLAYtY $AND WITH h SC PitCES CF DECOMPCSED W000 3 N 1 i 30 D 190113 C80 m $P YtLLow!$M.8A0wN FINE TO MEDIUM U $AND ($ LIGHTLY $1LTY) WIIM TRACE a CF MICA (DEN $t )
~* 3 0 ses.14 1av C73 a ?
8 C l 6 lg 1000.18%.111 M l C 64 m
? (0CCA$10NAL THIN LAYER $ OF $40WN
& GAAY $ANDY CLAY)
C34 , D 1400 180 99 L.L.* 21, P.I.* 6
$C MOTTLEO YELLOWISM.0A0 sal & GRAY
. CL CLAYtY $1NO INTEAM!xt0 WITH C $ANOV CLAY & TAACE OF MICA
$4 c (DEN $t & YEAY li1FF) o e 15 11 . C .. m
.10 L.L.= #% P.I.= 6 135 116 4 60 a 17 0 113 C 60 m j',,
40 -" 8Lul$M.GatEN $4N0Y CLAY $4NDY il CL ML $1LT & CLAYtY SAND INTIAM1210 160 113 C 27 " SC witM MICA & OCCA$10NAL P!!CES L.L.e 34, p,3.s to CF OtCOMPC$t0 WCC0 (Vf AY Sf!FF. I DEN $t) L .L.s 41, P .I .= 15 180111 C '8 " (GRA0!NG MOTTLtc 940wN & BLU1$M.
.30 GALEN) ;:l o
L .L .8 30 , P .1.= 10 19%.109 4I " 194.908 C 45 m
" i
,,,.it, C ., a C,. e l 50 6 N07t 8041ko DRILLEO WITM 4.7/6' O!AMtita TRUCK. MOUNTED ROYARY WASM TYPE tQu!PMENf.
255 107 h ,.*. J 1 TMt ACCURACY OF THE $0!L CLA$$!FICATION$ g QwARIZ LIGalTE (JGIhTED) nIIM l
& $TRat!FICATION ABOVE ELEV. 26 !$ D
- _ DCCA$10hAL $NEAR ZONE $ ;
LIM!ff 0 Al UN0!$fua0E0 SAMPLES WtAt NOT 2$" OpfAINt0. t I I oi I s stat l M00tFICatton CF LOG & A001 TION T0 it$7 OATA DAMES & MOORE e.. .. . .e..~ l * ".. _ - - - ~ j- Appmovto R D o . Sups.sross av R W. A .
.....f. ,.. LOG OF BORING 20 .u,,,,,o o y ca. e o A . SHEET NO' SHEETS BODEGA BAY ATOMIC PARK - . . . . . . .-
oaY s p os I sc4La las swown PACIFIC GAS AND ELECTRIC COMPANY san rnancisco, cA6. %%] PLATF AIG l I l _ _________w
_ _ - _ ~ - _ -
-..___..____.__m.,__m. ;
= 4} 1
'4 BERING 21 CRILLt0 JANUARY 16, 17, 1962
,l
. MAXINUM i
, SHEARING STRENGTH IN P.S.F.
Tooo ecoo acoo dooo scoo acao sooo o j , 1 00 'l ELEVATICN 96.48 . 1 SM d'
] DARE SROWN $!LTV $AND WIT (f OCCA510NAL R0075 (LDO$t) 90
$P YELLOWISH. BROWN FINE TO MEDIUM C 18 '
SAND ($ LIGHTLY $1LTV) (CCMPACT) 10%.116
.0 ,
,,00 *. in : ;;f : ;*J - - - - - - - - - - *=>-
( (G,,0,,, ,ti,M,L, c u ,,. , OCCAs10NAL PItcts OF DECOMPO$to 70 W000) (DENSE) ($ LIGHTLY ( 4 CEMENTED) WATER LEVEL (12762) 14%.124 C14 .. CL BLUISM. GRAY 5ANDY CLAY WITM CECOMPOSED WOOD ($YIFF) 60 t- a SC MOTTLEO YELLOWI5M.9R0WN 6 GAAy!SM. E 4500 .1 *T .114 C 16 ea OROWN CLAYEY SAND WITH TRACE OF MICA (DENS E ) g I s0 3 , SP YELLOW!$M.8ROWN FINE TO MECIUM I
$100 . W H e SAND (SLIGHTLY $1LTV) (CCMPACT)
C 32 m 4C t*o E O 22C
- s400 .so< . $co a 30 C 25 * [ go,,og,g ggggwygy (tjygy a 2 PIECES OF CECOMPC5(D WOCC)
}5 r 16C.112 C 3ra (GRADING MORE CLAVEY & NO
+g 20
- DECOMP 0510 WOOD) ,
j
- 16%.114 C
49e (GRADING MCTTLED YELLOWISM. BROWN
& GAAvtsM.gacWN WITH TRACE OF MICA ) (DEN $t) ;,
C ga , CL BLuisM. Garth sANav CLAv r.MAnoi ' 200 94.140 95 m'b $M BROWN $1LTV 1AND (DECOMPC$t0 QUAAT2 DIORITE) ( DENS E ) (CEMghT CD) . C O 131 m$ l G d i. (GAACING V(#Y DEN $() 55-160 C 75 mN h
*'0 h ;;; I hf a 1 20 b
125mf , hld e. 0 013 N- S., d ' .,
*EC 16g. j ,.,
QUARTI C!CRITE (J0!NTt0) WITH OCCA510NAL $MEAR ZONES 160 8)7 l
-40 Nott D0a!NG WILLt0 WITH 4.T/8' OIAugTtt TAuCE.MOUNit0 ROTARY WA$M TYPE EQu1PMENT.
I I I cilHT.szl M0ctr:C Af t0N OF tog a AccxT10N T0 f tst 06TA l wm DAMES & MOORE ,
.. -. .. ~ . . . --- --
,$ A.,enovan R O.D ry R at A- sucanssoas i
... . u v. . LOG.OF BORING 21 ,,,,N,,p,o ,,
BODEGA BAY ATOMIC PARK Em o x. , n. . - . . . . . .. para 3*7 6 sCALs
*
- 8 "o* "
PACIFIC GAS AND ELECTRIC COMPANY saa rnancisco. CAL. lpf l 1
. . . 80 A "Pr A9U C_____
- - _ - ~ - -. .- ,_
. 4' i L
BORING 23 l ORILLEO DCC. 22,1961, JAN. 4,5,1962 MAXIMUM . SHEARING STRENGTH IN P.S#. vooo ecco scoo acco anoo sooo sooo o 90 ; ELEVATION 86.38 ,, CW SM DARK OROWN $1LTV $ANO WITM d' i A11
$ OCCA110NAL ACCTS (L00$1) , .,
j 80 A12 m, % $P YtLLOW!$N.8ROWN FINE TO Mt0!UM 25 105 $AND ($ LIGHTLY CEMENTt0) (CEN$t) 45 110 A12 m '- p
- w TO
,3,33 ,
Aid m 2600 8%.109 412 m O,' {
,Y . 1 80 818 m g33 (f y; e e5113 820 m 1
& (GAA0!NG COMPACT & NO CEMENTATION) 50 125 110 8201u7*r WAftR LEVEL (18 81 61) $
. (CA V!NG) =
15%.107 C29 m y. (GAA0!NG LOO $t ) l' 3 4g C24 m " (GAADING POCKETS OF YELLOWISM. SR0WN $1LTY CLAV) 1 A ] 255 102 C to a j ,,gy,ggg,,,,,ggL,,g,,, ,gy, gM ] get.1co N CL LAYER $ OF $ANDY CLAY & $0ml DECOMPO$t0 WOOD (COMPACT ) l 30 C2$ .44; ra { G
$M 8LUI$M.Gattu $1LTV $AND ($ LIGHTLY a
b'l! CLAYtV) h!TM PitCES OF DECCreC$to gyq,999 C 17 m ',!.*4 WOOD & TRACE OF MICA (COMPACT) a 20 2 ;l { (0CCA$!0kAL LAYEA$ OF BLU!$M. gat [N $AN0Y CLAY) w, 16%.116 C 47 mS I.h. (GAA0!NG MORE IANDY NO CLAT 4 NODICOMPO$ tow 000$ 1, 10 175.11 e C 32 m/
./ 'k BLUI$M. GREEN $ANDY CLAY WITM
] MICA (MARD)
,' 6500 9%.133 C133 a ck[ $W BROWN F1ht 70 COAR$t $AND
& (DECOMPO$to QU ART 2 CIC4!TE) ,
C ,, C :/: (VERY DEN $t ) (CEMENTED) s } O *ip . g 1
- s. I C114 ej m I
C 4.. ag g4
)
.10 ,,
. Quar 12 0;&a171 (Jg;M E D) WITei
. OCCA$10hAL $ HEAR ZONES 30 ,
NOT[s 90 RING DAILLED WITM 20' 014. TRUCK. I MOUNit0 BUCKET EQUIPMENT FROM j ELEV. 86.3' 70 Etty. 49.38 AN D i 4 7/8" 011 TRUCK. MOUNTED ROTARY 30 WA$M EQUIPMENT FACM ELEV. 46.3 8 70 EL EV s .13.T '.
.40 50 l l 1
.a l i I oi l 3tT.st l MODiF: CAT 0N OF LOG a A00!T10N TO T($7 OnTA l wm. DAMES & MOORE APPeovsp R O.D ev wt N. SuPinsames
- o. u s.s. va n s 3. LOG OF BORING 23 su ,in. o o av I
i ca.mA SHEET NO. SHEETS BODEGA BAY ATOMIC PARK o ( w w. . . . . . .. para scaur PACIFIC GAS AND ELECTRIC COMPANY saa ramacisco,ca A A l O "7 0 V 71 V I V s.t.st As swoww
, . , Di&TE A47 l
t_________.______
n . I'l 'l r l
.j u j l
B" RING 26 DRILLED DEC. 28,1961, JAN. 3, de 1962 l
? MAXIMUM h-
" % ./ '
. mMD anoo SHEARING STRENGTH IN P.S.F.
sono acoo scoo anco soon o -1 i
, 110 ELtvAtl0N 103.9' C sn Oe.an BROWu SILIV EAND WITH OCLA310NA41~
100 145-111
,I- h a00fs (Loost) g $P VELL0w15H.9R0WN FINE IO M1010M $Aho
($ LIGHTLY CLAf tY) (LOC $t) 13%.116 A7m (GRADING Othst)($ LIGHTLY CtMENTID)' ) 90 Aya @# 2000 16% 116 f ' 16%.115 A 7" [ (GAA0!NG MORT CLAY [Y) e0 V 8 4m 0%.1 C1 (GAADING Lt$$ CLAYEY) (COMPACT) n.
# 0' *I 70 wAtra Levet (13762) y.i (CAVING) d .;
Cie = (CAACING MotTLEO G4AY & YtLL0w11M. $ l 4300 . 12% . 104 21% R sROWN) (DENSE) g Cao c } 60 _ WADING YELLOW 18M.DA0WN1 (N0 CLAY).3 Soo . 31% . ice . h% 'mir C33 , y yg.g g , C 12 mW 50 N---CL"'MOTTLt0 SM satsn.saav SILTY rakt GROWN s (st1FF) sana (sLisaT6v & GAAYf g , C 33 , CLAVET) (0(N51) ($ LIGHTLY CEMENit0) j w f$ f 15M t6 C42 a CL SLUIBM.GAf tN $ANDY CLAY (MARD)
! 6c0 . ' e5 - 112 C<.3 2--to g 9200 w 10%.113 CAS e d j 30 8 -q . .. . < n . 114 C s 'I -
87 ': (GRA0!NG MOTTLED BtowN & OLU15H. 5 r '
. -to 0900 GaggN) 5 5 l
... 144 . 197 g 3 4 50 a. -
20 I" BLU18H. GREEN SILTY $1NO k!?H C. *M rts er euv ter=st) 13%.135 M-, ,.),. sa0wn slLT v 5AhD tcEceMNsic CUARf! OICRITE) (viar Otust) (CEMENft0) 8% 131 C}n'{h>}su ;L NOTts 80 RING ORILLED WITH it' O!A. TRUCK. 0 McVNTED BUCKtt EQUIPMENT FROM gLgy,ic3.pt 70 (Lgv. 71.9' AND 4.7/B' 01A. TRUCK.M0gNf t0 R0fARY WASM EQUIPMENT FACM ELEV. 71.9' f 0 ELiv. 11.9'.
.10
.0
.30 j t I !
41 l F3M8 l MOO!FICATION OF LOG & ADD!f!ON to igli CATA l *" DAMES & MOORE
. . . . .. ...c.~ .-.
g Appnevro R O.D. i J f*v R tL A. svesnegoas Dm.H S J. Tn. LOG OF BORING 26 Surenssato sv BODEGA BAY ATOMIC PARK SHEET NO. SHEETS a n w u. . ~ ... . scau PACIFIC GAS AND ELECTRIC COMPANY oats s . 7. s *e e-o*= sau rn4Mei.co, cu. l Q -
~
a
' j .,, g . '
M. (, l BORING 27 ' DAILLED DECEM8tR 22,1961 ' } .. MAXIMUM , SHEARING STRENGTH IN P.SF. . +J" ,- Tooo ecco saco dooo sono anoo scos o 100 EttvATION 97.6' t ! 1 0%-93 -.mEi $M DARK BROWN $1LTY $AND w!TM OCCA$10NAL ROOTS- (L00$t) di *
.k h,; J
~
$P YtLLOWISM-880WN FINE 70 MEDIUM 90 *
$1ND ($LIGMTLY CLAvtV) w1TH , .
gg.g 0g A 6e fj TRACE OF MICA ($LIGNTLY C(M(Nit 0) g (DEN 18) e j l Ase ; 2400 105 109 d 2400 - 155 109 10% " ' ' " " - ----- A Ta N. (GAADINC NO CLAY) S Y f- - 65 105 Sea i D E 70 (0CCA$10NAL LAYERS OF DARK BROWN
*E 0%-110 B14 a CLAYEY $AND) ;
I (GRADING GAAY!$M.DA3WN) g 135-103 822 e is a0 (GAADING YELL 0w!$H-940wN) , 4800 .15% . if --e < --------------- 1FT
----- .t7 e .a (CCCA$30NAL LAYER $ 07 GA4Y $ANCY
. CLA Y )
(CAADING $LIGHTLV CLAYEY) 10%-110 Sta af (GaADING NO CLAY) , 60 lb (GAA D!NG CLAYtV) j_ ( 5 qq, 313 a i
, 40 N0ffs 80RthG ORILLED w!TM 20' O!AMETER g TAUCK.NOUNTED SUCKrf TYPE Equ1PPENT. ,
l i
- a i 30 E
'd i k
14 f to i.
's.. ,
10 0
.to j i
1
.to 30
=<0 l l
l 9 - ; I si l 3.ar Ac j M00tFICAT 0N OF LOG l w" DAME 5 & MOORI APPaovto RO 0. I 1 By R. K. A . suPtmetete 1
- o. . . . , v. . LOG OF BORING 27 ,,,,,,,o,o ,, l
*"'" " ^- SHEET NO. SHEETS BODEGA BAY ATOMIC PARK *****"*"esa sma.es O K. W W s 7. sa oars scal Ao snow =
PACIFIC GAS AND ELECTRIC COMPANY san rnAncisco, c46. QQ$% l
-. * , . ~ . - ,, , , plAyr arg l
6% 9
.s.
i' l g_' ' ' j
// ocSCRIPTION WELL.GAADCD GRav!LS CA GRAVEL.$AND
' EAJO3 DIVISIONS g
f Gw MIKTURES, LIT 168 OA NO FIN 11 . g w h' (little or t:0 fines) 5%"N gg h .% PDORLV. GRADED GRAVELS OR GRAVEL.$AND g y gp
, MIXTU4tt, LITTLE OR NO FINES EE w j" .,3 {
. gg . AVELS, GRAVEL $1NO.81LT g .
Eb:S 8. = .*. gI (apprecient. . ount tw ;; l se CtAYtY GaAvn$, GAAvn.8ANO.CtAy . of fia**) - MixtUnt$
< b .
.j $w wttt.GaADEn SAND $ CA GAAVELLY $ ANDS, s ;Es $ DE I g....A ' LIffLE 04 ND FINES CLEAN SANDS I * " " ' "
ha$ Ej e I" , e+ $p POORLY.GAADED $ ANDS OR GAAVELLY $ANOS, a bEEE *O ys . Kf
,l f
. LITTLE OR NO FINE $
$1LTY $ANOS, $Ak0 81LT MIIfunt$
O z EE
. .. . } ."
gg 3
$M ggg ,g pgg3 {EdG' TQ p' (appreciable amount w h, 'g ._ *, .)
k $C CLAVtY $ ANDS, $ANO. CLAY MIXtutt$ *I U"'8I lggg ' . IN0AGANIC $$LTS AND VERY FINE SANDS, ;*
' ROCK FLOUA $ILTY OR CLAYtv FINE #4 ML .;
$ ANDS OR CLAYtY $1Lf 8 w1TM $ LIGHT PLAlf1 City , CT
[, 82
~
SILTS AND CLAYS i
. NoaGANIC CLAYS OF Low to Mt0 UM CL PLA$f! CITY GAavtLLY CLAYS $AN0Y LIQUID LIMIT Lt$$ TMAN SC 3 0 **
- CLAYS, $1LfY CLAY $, LEAN C[,AYS
=5 {1 E8
.j gg C#GANIC $1LT$ ANO.0AGANIC $1LT. CLAYS g % *' wj
- 8 0F LOM PLA$tICity g
! INORGANIC $1Lt$ M!CAtt0VS OR
# I g, MM Claf0 MACE 0us FIEC $4.tDY CA $1LTY b *$"
y
*u 80sts, ELA$t C $sLis SILTS AND CLAYS 4L 2 w5 LIQU10 LtMIT GAEAft2 TMAN 50 E
CH INCAGANIC CLAYS OF MIGH PLAlf! CITY, lle FAT CLAYS
' U CH ORGANIC CLAYS OF MtDIUM 70 MIGH
'/,e PLAlf! CITY, ORGANIC $1LT$
PT P!At ANO OTHER MIGMLY C#GANIC $0!LS HIGHLY Ofq0ANIC S0ILS ' , S. SOIL CLASSIFICATION CHART d UNIFIED SOfL CLASSIFICATION SYSTEM 60
$0
/ CONSIsitNCY OF t0Ht$!vt $0!L IN YtRMS OF TMt!R UNDAAINED $ MEA AING STRENGYN h80 CON $1$7tNCY $ HEARING $7AtNC?M, P.S.F.
= / VERY SCFf Lt$$ TMAN 250
= 3C , 1077 250 500 W
. A bAML NEDIDM STIFF SCO 1000 m , $7tFF 1000 20C0 to
/ IMM A OMI vfRY StarF e000 4000
/
/ MARO Ovtt 4000
[ML . C4 / [ Mt a CLI I O l 0 10 30 30 40 60 60 70 80 60 1M 1 LIQUID LIM 1f l 1 PLASTICITY CHART I 1 i-02 l S-9-62 l MOOlFJCATION OF KEY TO Test DATA l WN. l (. oi 16-4 s2 l Modification oF xet To Tr$7 cATA l wx DAMES & MOORE N A .. M..... ! J .v .- . .. ..
' ' " ~ "* ' " ' " ' """"""**'
ca. w = SOIL CLASSIFICATION CHART & KEY TO TEST DATA l SHEET NO. SHEETS i on .. BODEGA BAY ATOMIC PARK ... . . . . . . j oars e.N>. es As sca ru PACIFIC GAS AND ELECTRIC COMPANY s4= r=A ci.co, em Q gl ,
. .- .. .k~ l 1
u____________.-__ '
,[ f, f 'a ORY DENSITV'tXPRES$to IN POUN0s 10 NUMCTR OF Blows REQUIRED TO DR!vt 5 PER CU$1C FOOT DLMil & M00At $ AMPLER 1 FT. U$1NG
[
- b1 1'~ 20C0 POUNO wt!GMT witM its DROP >
PERCENT F!tLO M0!STURE EXPRtsst0 _ (SUCKti EQUIPMENT) Al PEtctkfAGE OF THE ORY wt!GMT e g OkMES & MORE 6 AMPLER 1 Ft. U$1NG A 1200 POUhD wt!GMT WITH it" OROP 25% . 90 10 M (BUCKtt EQUIPMENT) 8 l 10 M C10 NUM$ta CF SLOWS AtQUl#ED 70 DRIVE .) J g DAMES & M00Rt 5 AMPLER 1 ff. U1tNG t
,10 M 360 POUND wt!GMT WITM 15* DROP (ACTARY WASH (QUIPMENT)
L.L.st6, P.I.sts IN0!CAf ts LIQU10 LIMIT & PLASTittTV INDEX, RESPECTIVELY, CF S0IL 1 AMPLE E INDICATE $ OtPfM 0F UN0!$ furst 0 $ AMPLE E INDICAf t$ DEPTH OF DISTUAtt0 5 AMPLE C INo!Catts otPIM 0F SAMPLING AffEMPT wifM NO RECOVIAY PRfl3URE IN Psi 6 DRILLING AAf t IN _ NG A 9 $NO ROCK RECOVERY) -
~
CORE RfC0vtay tXPAtsst0 IN PEACfNTAGE 75% Uf!L!!!NG A NX O!AMOND COAT GAAttL { (THERE WAl NO PRE 55URt ) .y - T!$f$ AT arf!FICIALLY
' *"/ f tsfl At FitLO M0!$fuRE CMANGED MolsfuAt 7tti SURCMARGE PRES $URE IN P0UND$ Pit $QUARE FOCT PER CENT FIELO M0!$fuRE EXPRis$to AS A PERCCNTAGE OF TML DRY wt!GMT OF 50!L
- ORY OtNSITT EXPAt$$to IN P00N05 PER Cul!C F007 PEA CENT M0Istutt WHEN fisit0 EXPRES$t0 AS A PERCENTAGE OF THE ORY wijGMT OF SOIL DIRECT SHEAR - STRAIN CONTROL 2500.10%.120 MAXIMUM $MEAAING STRINGTH !N POUNC$ PER $QUARE FOOT N it%.ito.1CW UNDRAINED TRIAXIAL TEST 2500-10%.120 L w MAXIMUM SMEARING StatNGTM IN POUNOS PER SQUARE F007 UNCONFINED COMPRES$10N 105 1:0 an! annum MAXIMUM SMEARING statNGTM IN POUNos PER sQuant F007
?
I l- I os l s-s-sa l wo0mCAftoN OF KEY TO TEST DATA lW" DAMES & MOORE
. . . , .. . .c.- ..
.m j A.,novio a .o o.
. . , . ..M..o..
on, ay Tn. u. r. supresso.o av en w h SUPPLEMENTARY KEY TO TEST DATA SHEET NO. SHEETS - .
- o. ( .= BODEGA BAY ATOMIC PARK =a-.-... .--a j pars
. .. . a ocas
= norso PACIFIC GAS AND ELECTRIC COMPANY SAM ruMemco, cw @l%2 .
i I j 2 _ __ _ _ _ _ _ _ _ _ l
) .- . f i -[ > p , i LCAO IN P.S.F. 100 500 '1000 S000 10000 50000 100000 0
," N' Ng
*=. . . ,
% :m w.- ..-
w.% . ; . { j N . w hgx \ ,, , y, y ' l J a
\ * '
g3 -. Nb g \
,, w x '-
NM s x s
, .0, x .
s%, N s
\g 3 , ;
' ^
~
\ N
'.] '-
. ., \' i r
N N s
% N A %% t
\
i Ig .06 _ b \ l, 5. O, N. N~ t s n g-3 x ,
\
.04 3 i s '
N 3 N i ( 10
*
- I f g
j, .o ss
.I 1
; s I \ 'N k 8 .i 2 , 3
)
4 3
- 30- *13 i
SYM40L 00t!N G (LIVAf!0N SOIL TYPt Moltfunt 5 DRY OtNitfY LtCuto PLASTICITY NO . IN ftti ICPORE ftlfCohitNT,ft$f AFitA P.C.F. LIMIT IN 0!X MOTTLt0 YELLOW 15M.040wN 4 GAAV 20 8.8 CLAYtY $AND wifM TAACE OF MICA ti to 107 21 8 (CEN$t) M0ffLt0 YtLLOW18M. GRAY _ __. ,0 ...., g;;,siNO wnM f.9A0WN ACE 0 4, Mia 4. 4. u. . . McTTLt0 DA0WN 6 SLU!$M.GAttN l
-.- 30 31,7 lAffY p) CLAY WIIM "3CA IYE" g4 to 102 41 18 MOTTLIO 940wN & Slut $M.GA!!N
__ .0 . u ., ;g,nLT nN Mia (vtn i. .0 se. u i0
)
CONSOLIDATION TEST DATA son asemasise see asses
- pl ATF A4 -
4* ,$
' l .;- :9i
. ,{..' .
'~
- j. i rs Pasteunt ne Les, / S4 Ft ,
4 l' I II I I I I ll l . 4 08- I
\ % i
% l em ,
,,, g ,
~
Y
's.
s . N-" *% R 1 E
- l e. l
%% m e
iy8 ===.'"
- e. --
, 4 I
s g
.' N I h '. . * ---, :.
3gg to. ,, em g-i r SYM8eL SORING ELEY. so!L TYPt M0!stVAt CONitNT, 5 dry CEN$ tty NUM8E4 IN Ft. bef ore test af ter test P .S .F .
>' {.
#o .it.? MottLto 84. & BL.. to 21 1o9
;I'f.gl GAN. SANDY CLAY witM M!ta (Va#Y
- st!FF)
,e g
- ?t l J ~ * * " " " to .43.1 Motillo BR. 4 BL.. 15 it 114 GAN. sANoY CLAY
.} (VEAY 5t!FF) i , ,1. g
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. APPENDIX B
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SEISMIC' SURVEY STUDIES
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! k On January 25, 1960, and December 2, 1960, we sub-mitted to you the results of preliminary studies undertaken to -
1 investigate the possibility of fault zones existing at the site { and to establish a bedrock contour map, to aid your engineers in k plant layout and planning. The preliminary work included a . I seismic survey and a number of probings drilled to verify the
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' i bedrock contours indicated by the seismic survey.
I The additional borings drilled for final design
. purposes indicated a. serious dis'cropancy between the actual bedrock surface and that which was based on the preliminary studies. Some discrepancies between the seismic data and the probings have been noted during the last phase of' the prelim-inary work; however, this was believed to be caused by inac-curacies in int,erpreting seismic data where the rock surface ,
was dipping steeply in relation to the ground surface along a seismic line. The recently. observed discrepancies in the seismic ; work dictated another review of the interpretation which in-dicated that the method of interpretation was still correct.
. Velocity measurements were performed on selected undisturbed core samples obtained during the present investigation util-
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l* izing a newly developed " shock scope". These measurements 1
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n?T; l indicated'that the stiff clay overlying a portion of the b~ed- , l 1 l Lrock had a compressional wave velocity of approximately 2100 ' I. feet per second which'is lower than the 5500 feet per.second ! i 1
-p velocity of the overlying water. bearing sands. This situation, i l
termed the " case of the missing layer", invalidates the usual ) l , i
]I methods of_ interpretation. It has.been found empirically
- that s i 1
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l in' interpreting such a case the overburden velocitics may be . l averaged; however,.when we applied this me'thod little or no change in the seismic section resulted, indicating that it was not accurate for the conditions.on Bodega Head. f' In summary,.the compressional wave velocities deter- .) f mined'by the recently developed. shock scope apparatus has ' l y? , . established that we have a " missing layer" case nt this sito, '. We do not know any sound method of interpretation 'for this case. Therefore, we conclude that at this site the results of the seismic studies should be disregarded. 4 l
* "deophysient Methods of lixploration and their l Application to Civil Engineering Problems" by Robertshaw and Brown, the Institution of Civil Engineers, London, 1955.
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