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l UNITED STATES OF AMERICA 12/11/90' j
NUCLEAR REGULATORY COMMISSION BEFORETHEATOMIbSAFETYANDLICENSINGB0kRD i
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'In the Matter of CONSUMERS POWER COMPANY
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50-330 OM & OL (Midland Plant, Units 1 and 2)
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NOTICE OF DEPOSITION-Please take notice that, in accordance with 10 C.F.R. 9 2.740a of the Commission's Rules of Practice, the NRC Staff shall take the deposition on oral examination of the following person at the time, date and place indicated.
B. Dahr 9:00 a.m., Wednesday Bechtel Associates Bechtel Associates December 17, 1980 Professional Corporation 777 East Eisenhower Parkway Ann Arbor, Michigan The subject matter of the deposition shall be all matters relating to the issues set forth in the Licensin'g Board's Order of December 6,1979 (Order Modifying Construction Permits), and the contentions of intervenors Stamiris and Warren.
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RESUME THIRU R. THIRUVENGADAM
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2124 Glocoe Mills Dr., Apt. 9 Telephone: Home:
(313 971-8051 f
Ann Aroor, Michigan 48104 Office: (313 7 C "700 1
994-1170 1:{
OBJECTIVE-Structural Engineer; Supervisor-Lead Engineer l'
i ENPLOYMENT
. Bechtel Corporation, Ann Arbor, Michigan:
49 From October 1973 -- continuing at present (W inonths).
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. Lead Engineer of the Contairrnent Subgroup.of the Reactor Building for the Midland Nuclear Power Plant.
Complete-responsibility for the i.alysis, design and 4
production of working drawings for the Prestressed Pd ~
Concrete Contairment.
In addition, responsible for 1
supervision of engineering /draf ting personnel assigned p
to the group, project correspondence in tems of client-vendor-construction comunication, specifications, 1
preparation of bids, bid evaluation and writing of j
purchase orders, PSAR/FSAR participation and AEC comunication,' project scheduling, manpower estimates, drawing control and personnel evaluation.
Sargent & Lundy, Chicaoo, Illinois:
il From August 1971 to September 1973 (26 months).
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1 0aior Structural Analyst in the _Sp_ecial Stmetures Group of the Structural Design and Draf ting Division Responsibilities included complete analysis and design of Prestressed / Reinforced Concrete Containments for both PWR and OWR Reactors, Seismic Analysis of Class I q
structures, PSAR/FSAR documentation and other special 3
-problems sUch as Cooling Towers, Pipe Whip Effects M
and Restraints and Tornado Effects and supervision of j
the three to six engineers assigned to the group, i
Names of the projects actively participated in are:
U Byron /Braidwood. Illinois; Zimer, Ohio; LaSalle County, Illinois; Bailly, Indiana; and Enrico Fenni 11. Michigan, u
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Skidmore, Owings & Merrill. Chicago, Illinois:
From March 1969 to July 1971 (30 months).
7 Structural Engineer -- equivalent in position to Assistant pi Project Engineer. Responsible fer analysis and design N
of several concrete and steel highrise buildings.
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Member of a group of four engineers who were responsible yli for the complete design of Sears Tower, Chicago (109 stories -- steci franed building -- tallest in the world).
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EMPLOYMENT Other projects personally participated in are: One L
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Shell Square, New Oricans, (50 stories, steel-concrete b
composite); First Wisconsin Center, Milwaukee, (40 stories, h
steel-braced building); and Bond Court, Cleveland, n
(20 stories, steel frame).
h University of Illinois, Urbana, Illinois:
j From June 1966 to August lit (27 months).
Civil Engineering Department. Research Assistant r
d in the Project " Dynamic Stresses in Highway Bridges"--
Developed several Computer Programs f or Dynamic Analysis of Single Span'to Three Span Dridges under Moving Loads.
y i]i Tarapore & Company, Madras, India:
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From December 1963 to September 1964 (10 months).
Design and Supervision of several Structures (e.g.
j office buildings? factory and industrial buildings,
,j-airport pavements and shell roofs).
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Amy School for A.M.I.E. (India) Madras, India:
.i From February 1964 to July 1964 (6 months).
Part Time Teaching in the Evenings for Licensiate Practicing Engineers preparing for A.M.I.E. (India)
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f Examinations.
i; fj-Madras State Electricity Board, Madras, India:
From January 1963 to July 1963 (6 months).
1 Practical Training as a Partial Requirenent for
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Masters Degree in Power Engineering.
Assigments 4
in various Division of Hycroelectric Power Projects j
involved in Analysis and Design of Power Plant Structures.
such as, Penstocks. Surgetanks, Transmission Towers 4j and Power Station Structures.
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EDUCATION University of Illinois, Urbana, Illinois: Fran 9/64 to 3/69 Ph.D. Degree in Civil Engineering (Structures);
RecTpient of Government of India Scholarship (64-66);
'l Research Assistant in Civil Engineering Department (66-68).
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indian Institute of Science, Bangalore, India: Frcrn 8/61 to 12/63 j
M.E. Degree in Power Engineering (Civil & Hydraulic);
ii Passed with Distinction 1
j University of Madras, Madras, India: From 6/57 to 4/61.
-j B.E. Degree in Civil Engineering; Passed in First Class with Honours, 4
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PROFESSIONAL Anerican Society'of Civil Engineers -- Associate Manber
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SOCIETY American Concrete Institute -- Member MEMBERSHIP
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PERSONAL Date of Birth:
December 15, 1940 DATA-Height:
5 feet, 8 inches p
Weight:
175 lbs.
Marital Status:
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Health:
Excellent Sex:
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Indian E
Citizenship:
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(Imigrant to U.S. A.)
y REFERENCES Available on Request-(
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- SALARY Open
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AVAILABILITY Four weeks after ' acceptance; earlier, if necessary.
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Mr. P. A. Martinez Bechtel Power Corporation P.O. Box 1000 Ann Arbor, MI 48106 MIDLAND PROJECT GWO 7020 - DECEMBER 3 & 4, 1978 NRC VISIT REGARDING DIESEL CENERATOR SETTLEMENT File:
B3.0.3 Serial: CSC-3663 While this is not a set of minutes or an open item action list, during the sub-ject visit several issues or questions were raised or inferred as noted below:
- 1.,New settlement readings taken af ter duct bank freeing would seem to indicate the building may be pivoting about a north-south axis located somewhere in
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the vicinity of the condensate pipes. This raised a question concerning the potential hard spot developed by the 20" condensate line encased in the 24" lines surrounded by conc ~ rete and possibly resting en well compacted sand.
If this is the case, we should examine the Diesel Generator Building stru-cture in the vicinity for cracks in the concrete and consider the possibility __ _
of cutting loose the condensate lines immediately adjacent to the Diesel Generator Building.
2.
When Mr. Ferris discussed possible causes, he made the point that it may be impossible to state the exact cause and that the more immediat concern was the remedial action. Although we concur that re=edial action is most impor-tant, it should be noted that Mr. Ca11ager took strong issue with this point in that I & E believed cause determination to be mandatory and relative "to preclude repetition," etc.
This aspect should receive more attention.
3.
During this discussion it was noted that instrumentation will show when sur-charge may be removed.
In response to the NRC question regarding same, it was also noted that most settlement should occur rapidly as the area is being preloaded and'that total settlement could take weeks or months. Our final response will have to provide sufficient rationale for determination that required settlement has taken place and answer the question of how we arrived at what was required.
4.
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Bechtel agreed to provide P., Cock a list of the equip: ent (small hand equip-mont and vibratory rolling equipunt) which Sechtel utilized for compacting p
the fill frca EL 618' to EL 628' in the Diesal Generator Building.
41 5.
Durin; Mr. McConnell's discussion regardin-g Item V, Mr. Calla;;cr questioned the possible interference by the 20" cendenotte line. Bechtcl shculd in-
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1978 i
n NRC Visit._ Regarding Diesel Generator Settlement-r Filei 83.0.3 Serial: CSC-3663
. December 7,1978 j
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_ vestigate and ~ document the effects of additional outside pressure on the condensate lines' resulting from the preload. Again Bechtel should con-
. sider cutting same at this: point in time since :it appears that it could p~
.be acting as a cantilever type restraint with the fixed end. being the g(
Turbine Building wall and/or the well compacted sands existing in that In.a separate discussioni Mr.' Don Miller noted that we have to con-area.
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7 sider the effect,of rupture of the condensate line and subseque'nt. flooding.
on a Class I structure during a: tornado and/or an earthquake.
~ 6.
Mr. Gallager appeared 'to find' Mr. Dahr's explanation connacted with VII a.1),
. table oversite,-unacceptable or at least ' extremely difficult to accept.
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'Bechtel should be prepared to completely satisfy the NRC concern in this area.
.VII a. 7)[Mr. Callager appeared to find the' t 2% Ind' ustrial Standard dis-7.
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cussion unacceptable. Bechtel should be prepared to; completely satisfy.the NRC concern in this area. We believe Mr. Callager's question not only re-
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1 aces to the characteristics of the proctor curves in terms of optimum mois-ture content but additionally whether the material being placed relates to
'the selected proctor. -To go a little further, he may be. questioning the validity of your tests; i.e.,- was it really 80% or 95%: compaction.
~}'8. :In my opinion, we should be prepared to fully address Mr. Heller's suunnary.
comments regarding the fact that the' response to the Diesel Generator Settle-ment questions will have to. improve or exceed the reviewer's expectations.
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Mr. Heller was discussing.the f act that the construction permit was based on the original reviewer's examination of the program, and that licensing will s.
.now have to judge whether or not the codification program meets or exceeds
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.the construction' permit intentions and qualifications. This would seem to indicate that our responses are going to undergo an extremely critical re-u l
view and that none' of our answers will be acceptable unless they can with-k stand the most intense scrutiny.
It would also appear that this will become t.
part of the operating license hearings.
In that respect, I cannot emphasize too strongly the need for absolute documented accuracy and the strongest argument in our responses.
As a separate issue we are also extremely interested in as early as possible resolution to the Turbine Building basement wall problem and preload relative L
of the area between the Turbine Building and the Diesel Generator Building.
4 I am submitting this list of items for your review and consideration as part of the overall development or resolution to the Diesel Generator Settlement problem.
No resp $se~is,rerqueed at this time.
k T. C. Cooke I
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General offices: 1946 West Pernest Mosa, Jackson, Micnigen 40201 * (517) 788-0453 s
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Hove-58-79 p p % b h, Mr J G Keppler,' Regional Director Office of Inspection and Enforcement US Nuclear Regulatory Co==ission Region III 799 Roosevelt Road
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Glen Ellyn, IL 60137 MIDLAND NUCLEAR PLANT UNIT NO 1, DOCKET NO 50-329 UNIT NO 2, DOCKET NO 50-330 SIME'ENT OF DIESEL GENEPATOR FOUNDATIONS AND BUILDING
Reference:
S H Howell letters to J G Keppler; Midland Nuclear Plant; 7
Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; Settlement of Diesel Generator Foundations and Building; a) Serial Hove-183-78; dated September 29, 1978 b) Serial Hove-230-78; dated Nove=ber 7, 1978 c) Serial Hove-267-78; dated Dece=ber 21, 1978 d) Serial Hove-1-79; dated January 5, 1979 This letter, as were the referenced letters, is an interim 50.55(e) report on the settlement of the diesel generator foundations and building.
The enclosure provides the status of the actions being taken to resolve the problem.
Another report, either interin or final, vill be sent en or before April 30, 1979 c.
Enclosure:
MCAR 2h, Settle =ent of the Diesel Generator Foundations and Building, Interim Report yh, dated February 16, 1979 CC: Director, Office of Inspection & Enforcement Att: Mr John G Davis, Acting Director, USNRC (15)
Director, Office of Management Infor.ation and Progra= Control, USHEC (1)
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MCAR 24 (issued 9/7/78)
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SUBJECT:
Settlement of the Diesel Generator Foundations and Building l-INTERIM REPORT,,4_ -
f DATE:-
February 16, 1979 e
- PROJECT:
'Conaumers Power Company Midland Plane Units 1 & 2 Bechtal Job *7220 Introduction-This report is submitted to advise of the interim status of the proj ect's ~
r actions relating to the settlement of the diesel generator foundation and building as described in MCAR 24 and NCR 1482. This report describes developments,and action since Interim Report 3 dated Decembar 27, 1978.
Description of Deficiency The general diesel generator foundation and building settlements as of February 2, 1979, are shown in Figures 1 and 2 and Figures 13 through 16 (attached). Figures 15 and 16 have been added since Interim Report 3 and show the maximum / minimum time settlement curves for the-diesel generator building and one diasal generator foundation, respectively.
It should be noted that over the last 5 weeks the rate of settiament for these foundations has significantly decreased.
Corrective Action As discussed in Interim Report 3, preloading of the diesel generator building area was the selected option for corrective action. The preload sequence consists of placing granular fill inside the diesel generator building and for a distance of 20 feet outside the building. The level' of preload will be brought up in a sequence in the designated areas as
'shown in Figures 11 and 12.
The maximum expected height of praload will be 20 feet above final plant grade.
The placement of the preload between the diesel generator building and the-turbine building will utilize temporary retc ining forms.
Because the turbine building is located just north of the diesel generator building, the preload will extend approximately 19 feet from the diesel generator building wall.
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- Page 2 The instrumentation installed in and around the diesel generator building, as shown in Figures 1 and 17, will monitor settle =ent and changes in the
. soil conditions as the preload is placed. Cross sections showing elevations of the Borros anchors and piezo=eters in the diesel generator building area are presented in Figures 23, 24.and 25.
Mr. C.J. Dunnicliff, our soil instrumentation consultant, is presently preparing a report summarizing details of installation and monitoring of instrumentation.
Activities Completed Since the Previous Interim Report 1.
Monitoring Cracks in the D.'.esel Generator Building Walls
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The existing cracks in the diesel generator building walls have been mapped to assist in the evaluation of the structure.
Strain gages have been placed at select locations shown in Figures 17 and 2
18 to monitor changes in crack width during the preloading operations.
On February 2, 1979, the max 1=um recorded crack vidth was approxi-mately 28 mils.
2.
Utility Monitoring The underground utilities passing near and under the diesel generator building are being monitored during the preload operation. Pipe profile settlement gage measurements have been taken on selected pipelines by Goldberg-Zoino-Dunnicliff & Associates under the direction of Mr. C.J. Dunnicliff. Figure 19 shows the location of all the surveyed pipelines and the locations of the readout points.
Additional profiling of the condensate line under the diesel generator building will be performed af ter the preload Steps IV, VI, and VII given by Table 1 of Figure 12.
3.
Soil Exploration The soil borings and test pits addressed in MCAR 24, Interim Report 3
have been completed. Locations of these borings, pits, and dutch cone penetrations are shown in Figures 7, 8, and 20.
Cross sections summarizing results of field work in the tank farm and diesel generator building are presented in Figures 21 through 28.
The pocket penetrometer readings in the test pits are summarized on Figures 29 through 32, with the test pit borings shown in Figure 40.
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Results 'f density and compaction. tests made in the test pits are o
presented in Figure 33, with the percent compaction referenced to ASTM D 1557~(56,000 ft-lbs).
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. Laboratory soil test's have>been performed by Goldberg-Zeino-Dunnicliff e
fr Associates, Inc. These results include data on moisture content.
unit weight, plasticity, gradations, strength, consolidation,
. compaction, mineralogy, and cation exchange.capscity. Graphical summaries of the diesel generator building soil plasticity, water conter.t, dry unit weight, total unit weight, and shear strength are presented in Figures 34 through 39.
- Thesa ta'sts indicate that the diesel generator building backfill samples had:
s.
Plasticity characteristics from nonplastic to low plasticity (Figure 34)-
b.
Moisture content from approximately 2 to 35% averaging about 13% (Figure 35) c.
Dry unit weights between 96 and 130 pcf, averaging about 120 pcf (Figure 36) d.
Total unit weights between 112 and 143 pef, averaging about 133 pcf (Figure 37) e.
Shear strengths based on unconfined compression test results on the samples obtained ranged from approximately 100 to 3,646 psf (Figure 38) f.
A shear strength to moisture content relationship as shown in Figure 39 Additional laboratory tests are being made, including consolidated-undrained triaxial tests in which consolidation pressures will be selected to model stress histories that will be experienced in the field at the different locations.
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NRC Inspection Report-In response to the conflicts addressed in NRC Inspection Reports 50-329/78-12 and 50-330/78-12 dated November 14, 1978, FSAR Change Notice 1065 has been initiated' to address Items a, b, c, and d
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listed'in Section 4 of Activities in Progress for Interim Report 3.
' ~~Further evaluations of the additional items are continuing and will be addressed in subsequent reports.
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5.
Evaluation of Underground Pipe for Preload Pressure
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The condensate pipes -(20" 6), service water pipes (26" 6), and circulating water pipes (6' 6 and 8' 6) have been evaluated for the pressure the preload will impose upon them.
The condensate and service water pipes can resist the temporr.rily
.-imposed pressure. The evaluation of the circulating water pipes indicated that temporary internal bracing may be needed. A survey was made on the roundness of these circulating water lines which showed that the bracing may not be needed. The roundness survey
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will be performed at key preload levels to verify that the pipe
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will not be adversely affected by the preload.
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L Ac'tivities in Progress l.' Strengthening of the Turbine Building Wall
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J The structures in the area of the preload have been evaluated.
Because of the close proximity of the turbine building, a temporary reinforcement of the below grade turbine building wall is required to support tha lateral earth pressure resulting from the preload.
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This wall reinforcement consists of a system of tie rods between the buildings, shimming of the turbine building wall to existing structural elements inside the turbine building, and adding steel braces, buttresses, and composite reinforcement to the existing turbine building wall. This work will be completed before the preload is placed above el 644'-0".
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.Preload Operation-Preloading of the diesel generator building is continuing. As of February 2, 1979,' the granular fill material for the preload has been placed to the elevations shown in Figure 41.-
3.'
Cutting of the Condensate' Pipelines The two 20-inch condensate lines and two 6-inch condensete lines shown in Figures 9 and 10 have been cut outside the turbine building wall to prevent potential overstressing of the pipes during preload.
Continued surveillance will be provided on the cut pipelines and further evaluation will be provided in subsequent reports.
- 4. -
Evaluation of Field Records 2
Field density test records prepared by the testing subcontractor (UST) are being evaluated.
5.
Summary of Plant Fill Under Seismic Category I Structures Action required for Seismic Category I structures on plant fill were discussed with Dr. R. Peck, Bechtel's consultant in a meeting in Alburquerque, New Mexico, on December 8, 1978. A discussion of the current status of these Seismic Category I structures is given below.
a)
Tank Farm Field studies in the tank farm area show generally stiff to very stiff clay backfill with some soft zones and occasional medium to very dense sand backfill over natural soils. Current plans involve filling the tanks and measuring structure settle-ments. Ioading duration will be determined based on predictions of future settlements. - No surcharge in addition to tank loading is planned, but settlement measurements will be continued after completion of preloading.
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b)
Diesel Generator Building Field studies in this area indicate that the backfill consists g,
primarily of very soft to very stiff clay backfill with pockets F
and layers of very loose to dense sand backfill over natural soils. These clay backfill materials are highly variable.in strength, moisture content, and unit weight, but are relatively uniform in plasticity and grain size distribution characteristics.
The sands also have relatively uniform grain size distribution.
c)
Diesel Fuel Tanks Field studies made adjacent to the diesel fuel tanks show loose to dense sand backfill and stiff to very stiff clay backfill with s'ome soft zones over natural soils. Settlement 7
of these tanks will be monitored to observe the behavior of these tanks.
d)
Retaining Walls Adjacent to the Service Water Pumphouse Borings in the retaining wall areas indicate that this wall may be supported by stiff to very stiff clay backfill over natural soils. The wall will continue to be monitored to allow further evaluation.
e)
Service Water Building Area on Plant Fill Borings in this area indicate loose to dense sand backfill exists adjacent to the building. Conditions of the building are under evaluation.
f)
Service Water Pipes Borings adjacent to the service water pipes showed soft to very stiff. clay backfill with occasional dense sand backfill over natural soils. Borings Q-3 through Q-7 (see Figure 7) indicated some very soft clay backfill. These conditions are under evaluation. These pipes will be monitored for settlement.
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6.
' Cooling Pond Fill Since November 8,1978, th'e cooling pond has been filled from el 621.9 to its current level of 625.8.
Additional filling to the maximum level of 627.0 vill be accomplished af ter the spring river-flows begin.
' Affect on Project Schedule According to the present schedule, the 10-foot un'iform preload stage will be reached during the middle of March 1979. Further preload operation is dependent,on the structural evaluation at that time. The' removal of the preload material is anticipated in late June 1979. However, the present preload schedule is not anticipated to impact the scheduled fuel load dates.
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L' Figures Included in MCAR 24 t
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- Figure Title Incerim Report i-1 Diesel Generator Building Settlement Data 1,.2 1
Foundation Settlement Monitoring 3, 4 2'
Settlement Record Table
'3, 4
.3 Settlement Data 3
4 Settlement Data 3
5 Seismic Category I Structures 3, k Sa Seismic Category II Structures 3
6-Diesel Generator Building
'3 7
Bechtel Borings, Dutch Cone Penetrations, and Test Pit locations in Main Plant Area (1978) 3, 4 8
Diesel Generator Building Boring' Plan 3, 4 9
Diesel Generator Building 3
Underground Utilities Plan' 10 Diesel Generator Building Underground Utilities Section 3
11 Diesel Generator Building Proposed Surcharge Requirements Plan and Sections 3, 4 12 Diesel Generator Building Proposed Surcharge Requirements Sections and Details 4
13 Diesel Generator Building Settlement Data 4
14 Diesel Gene.rator Building Settlement Data 4
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15 Diesel Generator Building Settlement Data Time Rate 4
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L 16 Diesel Generator Pedestal 4 f
Settlement Data Time Rate 4
17-Instrument Location Plan 4
i 18 Diesel Generator Building Crack Monitoring 4
19 Designations and facations of Surveyed Pipelines, January 1979 4-20 Tank Farm Boring Plan 4
21 Cross Section A-A' Tank Farm 4
22 Cross Section B-B' Tank Farm 4
23 Cross Section D-D' Diesel Generator Building 4
24 Cross Section E-E' Diesel Generator Building 4
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25 Cross Section F-F' Diesel Generater Building 4
26 Cross Section G-G' Diesel Generator Building 4
27 Cross Section H-H' Diesel Generator Building
'4 28 Cross Section I-I' Diesel Generator Building 4
29 Penetrometer Readings Test Pit 1 South Wall Diesel Generator Building 4
30 Penetrometer Readings Test Pit 3 North Wall Tank Farm Area 4
31 Penetrometer Readings East Wall of Test Pit 2 Condensate Water Tank Area, Sheet 1 of 2 4
32 Penetrometer Readings East Wall of Test Pit 2 Condensate Water Tank Area, Sheet 2 of 2 4
33 Field Density Test Results 4
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5 34 Plasticity Chart 4
,I 35 Water Content Versus Elevation 4
36 Dry Unic Weight Versus Elavation 4
37 Total Unit Weight Versus Elevation 4
Y 38
' Shear Strength.Versus Elevation 4
39 Shear Strength Versus Moisture Content 4
Diesel Generator Building 40 Test Pit Boring logs 4
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41 Diasal Generator Building 4
Praload Plan u
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