ML19322D654
| ML19322D654 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 02/11/1980 |
| From: | CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML19322D653 | List: |
| References | |
| NUDOCS 8002190552 | |
| Download: ML19322D654 (300) | |
Text
10 CFR 50.54(f) & 50.55(o) cgy#28 e
~~
V JA\ J 3 _A \ \ -S A\ J 2 10CFR 50.55(e)
Interim Reports !
Settlement of Diesel Generator Foundations and Building Referenced by Amendment 72 to the Application for Reactor Construction Permit and Operating License Unit 1: Docket 50-329 Unit 2: Docket 50-330 h Consumers Power Company 8 0 021905ki
pJ i Q, Porter
\ df) censumers company ;;;,ll;;r" General Of fices: 1945 West Pernell Road, Jackson, Michigen 49201
- Aree Code 517 788-0453 September 29, 1978 Heve-183-78 Mr J G Keppler, Regional Director Office of Inspection and Enforcement Region III U3 Nuclear Regulatory Commission 799 Roosevelt Road Glen Ellyn, IL 60137 MIDLAIID UUCLEAR PLAI.T -
UNIT N0 1, DOCKHr NO 50-329 UNIT NO 2, DOCKET NO 50-330 SETTLEMENT OF DIESEL GENERATOR FOUNDATIONS AND BUILDING In accordance with the requirements of 10 CFR 50 55(e), this letter j constitutes an interim report on the status of the settlement of the diesel generator foundations and building.
a A description of the conditions relative to the settlements and the investigative actions planned are documented in the enclosures to this letter.
Another report, either interim or final, will be sent on or before November 17, 1978.
, c <
g x. O Enclocures: 1) Quality Assurance Program, Management Correctiva Action Report, MCAR-1, Report 24, dated September 7, 1978.
- 2) Letter, P A Martinez to G S Keeley, BLC-6578, MCAR-24, Interim Report fl, dated 9/22/78, with attached report.
CC: Director, Office of Inspection & Enforcement Att: Mr John G Davis, Acting Director, USNRC (15)
Director, Office of Menegement Information and Pro 6 ram Control, USNRC (1) b)
'b/
Enclosure 1 OUALITY ASSURANCE PROGRAM
' MANAGEMENT CORRECTIVE ACTION REPORT MCAR 1 j y s
J
) REPORT NO.
JOD NO._ 7220 0 NO. 1_40 DATE C/7/7A 1 *()ESCRIPTION Hncluding references):
The Bechtel " Foundation Data Survey Program" has indicated that the settlement of the Diesel Cencrator Building has been greater than expected. This has been documented in NCR-1482 dated (8/21/78). A preliminary evaluation of soil boring data from an investigation being conducted by Project Engineering indicated that the magnitude of the investigative tests and analysis of test results makes this item reportable under 10CFR50.55 c., 1, iii.
- RECOMMENDED ACTION (Optionell
- 1. Determine the amount of settlement of the Diesel Generator Building (DGB) and increase the frequency of foundation survey caeasurements to find if the settlement is or will be excessive.
- 2. Determine the cause of the settlement.
- 3. If the settlement is or will be' excessive, determine what actions are required to correct the condition and preclude recurrence.
REFERRED TO X ENGINEERING CONSTRUCTION QA MANAGEMENT
\ \
ISSUED BY L. T)reimb h o/7/78 Prosect GA Engineer U '
11 REPORTABLE DISCREPANCY TIFIED CLIENT- 9/7/7V NO e X YES y p,og,a y n,9,,
W/b y,, f j y @
lli CAUSE #
CORRECTIVE ACTION TAKEN
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* I s db,f- w SLP 31078 hf,bkI$ f.NNifE.'Ob AUTHORIZED BY o.te e.),.", J.B. Violette coa,e . E...e.' y u .a .... FORMAL REPORT TO CLIENT S. I. Ifcisler lit s.ciion n Apoli.it p I,"iO*T"'I.'."*' L.A. Dreisbach o.i.
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"' '.,Ya'i r$'o,#. ".S "u',',. J. Amaral (Caithersburg) CORRECTIVE ACTION IMPLEMENTED
"C;U' ',,$o"Ti."*7 u,, J.E. Bashore (Norwalk) 0,^5,*"'
,, VERIFIED BY
- o. c,,t. .n in.c. p, .d.d .no .t v.ch ..#...nc. docu,,.nt. Proi.ct QA Engin , D.t.
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Enclosure 2
. . Hous-183-78 Bechtel Power Corporation -
777 East Eisenhower Parkway e l
Ann Arbor. Michigan O.. meneens: P.O. Box 1000, Antt ArD0f, MsChegan 48106 September 22, 1978 BLC-6578 .
~
, Mr. G. S. Keeley Project Manager i
CONSUMERS POWER CO}TANY 1945 West Parnall Road Jackson, Michigan 49201 Midland Units 1 and 2 Consumers Power Company Bechtel Job 7220 MCAR'24 INTERIM REPORT 1 Piles 2417/2801
Dear Mr. Keeley:
Attached is Interim Report 1 addressing the Deisel Generator Building Settlement as described in MCAR 24 (issued September 7,1978).
As agreed with W. R. Bird on September 21, 1978, the.next report will be issued November 3,1978. t Very truly yours, ;
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Project Manager PAM/WGM/pp -
cc: Mr. R. C. Bauman ~
Mr. W. R. Bird
- Mr. J. L. Corley
- - Mr. B. ,W. Marguglio Attachnent (5 pages).
I O
Bechtel Associates ProfessionalCorporation o
Attachment to BLC-6578
SUBJECT:
MCAR #24 (Issued 9/7/78)
. Settlement of the diesel generator foundations and building INTERIM REPORT # 1 DATE: September 22, 1978 PROJECT: Consumers Power Company . >
Midland Plant Units 1 & 2 i Bechtel Job 7220 Introduction ,
This report summarizes the project's actions relating to the settlement 4
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ss, of the diesel generator f,oundations and building as described in MCAR
- 24 and NCR 1462.
The fill material in,this area was placed between 1975 and 1977.
Construction was started on the diesel generator building in mid-1977.
The diesel generator building settlements were noticed to exceed anticipated
' values in July 1978. The diesel generator building construction was placed on hold on August 23, 1978. A diesel generator build $ng soil boring program was started on August 25, 1978. Based on preliminary soil boring data evaluation, MCAR #24 was issued.
The actions requested by MCAR #24 are being performed as follows:
- 1) The Foundation Data Survey Program,'Specificatica 7220-C-76, has been expanded by increasing the number of data locations and the i frequency of measurements.-
- 2) The cause.of the settlement and the corrective actions required to preclude the recurrence of this condition will be addressed after the testing and monitoring programs have been evaluated.
, 3) The options availa'ble to resolve the existing settlement conditions will be discussed in the Corrective Actions section.
V 4 -
Bechtel Associates Professional Corporation MCAR # 24 INTERDi FIPORT 1 N Page 2 4
\ September 22, 1978 Attachment to BLC-6578 Deficiency The Bechtel Foundation Data Survey Program (Specif1. cation 7220-C-76)
- generated data that indicated the settlement of the diesel generator foundations and building was greater than anticipated. Nonconformance Report 1482 was generated on August 21,.1978, describing the settlements.
The general foundation and building settlements, as of September 19, 1978, are shown on Figure 1 (attached).
, Due to the magnitude of the settlements observed, a soils boring program was started. Based on the borings completed to date, the fill under the building has variable strength properties ranging frop good to poor.
Further clarification of the fill deficiency will be made when the soil test results have been completed and evaluated.
An independent soils consultant has been retained to help in the data
/N evaluation and feasibility of the corrective actions.
Safety Inplications Large settlements can pose possible safety problems for buildings. A preliminary evaluation of soil boring data from the investigation being conducted indicates that the magnitude of the investigative tests and analysis of test results makes this item reportable under 10 CFR 50.55 e, 1, iii.
These structures are monitored for settlement as part of the foundation data survey program. Hence, any unusual settlement of the structure would be detected before the diesel generators would be rendered inoperable due to the resulting distortions.
Activities in Progress Several activities are in progress to generate information needed to ev.aluate the feasibility of possible corrective actions. The activities are:
- 1) The Foundation Dat'a Survey Program has been expanded to. include addiiional settlement data locations as well as monitoring these data locations mo're frequently. Building time rate of settlement curves are being developed based on this datum for a better under-standing of the problem.
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Bechtel Associates Professional Corporation MCAR #24 1NTERIM REPORT 1 fN Page 3 September 22, 1978
- Attachment to BLC-6578
- I
- 2) A boring program has been initiated to provide better definition of the fill conditions under the building and to obtain soil samples for laboratory tests. Dutch cone penetration tests are also being performed under the building area to better define the variable strength properties of the fill material.
- 3) Laboratory tests being performed are:
- a. Shear strength tests to determine fill characteristic for bearing capacity evaluation'
- b. Consolidation tests to predict building settlement for the present fill material
- c. Soil classifications
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- d. Mineralogy tests to evaluate the swelling potential of the fill material
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This portion of the Bechtel Report is deleted /
because it contains a premature discuccion of '
Possible corrective action options. Specific options will be included in subsequent reports following a complete evaluation of soil conditions.
=,+we=e.t*,= r*
Bechtel Associates Professional Corporation !
MCAR #24 INTERIM REPORT 1 I Page 4 4
O September 22, 1978 Attachment to -
BLC-6578 -
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- l Detailed descriptions of the selected options will be presented in subsequent reports. -
i Submitted by:
Approved by:
Concurrence by: .[
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g Stephen H. Howell Senior Vice l>esident General Of fices: 1945 West Pernall Road, Jackson, Michigan 49201 e (517) 788-0453 November 7, 1978 Hove-230-78 Mr J G Keppler, Regional Director Office of Inspection and Enforcement US Nuclear Regulatory Comrnission Region III 799 Roosevelt Road Glen Ellyn, IL 60137 MIDLAND NUCLEAR PLANT -
UNIT UO 1, DOCKET No 50-329 UNIT UO 2, DOCKET NO 50-330 SE'ITLN4ENT OF DIESEL GENERATOR IOUNDATIONS AND BUILDING
Reference:
Letter, S H Howell to J G Keppler; Midland Nuclear Plant; Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; Settlement of Diesel Generator Foundations and Building;
{
x Serial Hove-183-78; dated September 29, 1978 This letter, as was the referenced letter, 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. It is tentatively planned to hold a review meeting during the last two vecks in November. The Nuclear Regulatory Commission vill be +
invited to participate when the time and place have been finalized.
Another report, either interim or final, vill be sent on or before December 29, 1978.
i; &
Enclosure:
MCAR //24, Settlement of the Diesel Generator Foundations and Building, Interim Report f/2, dated November 3,1978 CC: Director, Office of Inspection & Enforcement Att: Mr John G Davis, Acting Director, USNRC (15)
Director, Office of Management Information and Program Control, USNRC (1)
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4 Hown-230-78
, Bechtel Associates Professional Corporation
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SUBJECT:
MCAR #24 (issued 9/7/78)
Settlement of the diesel generator foundations and building l INTERIM REPORT # 2 * *
- t DATE: November 3, 1978 i
PROJECT: Consumers Power Company Midland Plant Units 1 & 2 Bechtel Job 7220 l
Introduction This report is submitted to advise of the interim status of the project's actions relating to the settlement of the diesel generator foundations and building as described in MCAR #24 and NCR 1482.
General Background
~
The fill material in this area was placed between 1975 and 1977. Construc-tion was started on the diesel generator building in mid-1977. The diesel generator building settlements were noticed to exceed anticipated l values in July 1978. One concrete pour was made to finish the structure to a common elevation of 662'-0" and to allow removal of formwork. A soil boring program was started on August 25, 1978. Based on the preliminary soil boring data evaluation, MCAR #24 was issued.
The actions requested by MCAR #24 are being performed as follows:
- 1) The Foundation Data Survey Program, Specification 7220-C-76, has been expanded by increasing the number of data locations and the-frequency of measurements. ;
- 2) The cause of the settlement and the corrective actions required to preclude the recurrence of this condition will be addressed after the testing and monitoring programs have been evaluated.
- 3) The options availabic to resolve the existing settleme.it conditions.
will be discussed in subsequent reports following the complete ,
evaluation of soil conditions.
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_ ,Bechtel Associates Professional Corporation Page 2 f~%
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Description of Deficiency The general foundation and building settlements as of October 31, 1978, and October 27, 1978, respectively, are shown in Figure 1 (attached).
Activities in Progress The activities are:
- 1) The Foundation Data Survey Program as discussed in the previous report is being continued.
- 2) The soil boring program has been completed. There were 29 soil borings and 13 dutch cone penetrations made in the area of the diesel generator building to provide better definition of the fill conditions under the building and to obtain soil samples for laboratory tests.
- 3) Laboratory tests for the soil sampics obtained from the borings are being performed by Goldberg-Zonino-Dunnicliff and Associates, Inc.
() The tests are:
- a. Shear streny,th tests
- b. Consolidation tests
- c. Soil classification
- d. Mineralogy tests
- All of the above tests are approximately100% complete except the mineralogy tests, which have not been started. As the test results are available to Bechtel, they are forwarded to the consultants who have been retained. The tests are estimated to be completed by November 15, 1978. ~
- 4) Independent Soils Consultants A team of consultants who specialize in soils has been retained to
~
provide their independent evaluation and recommendations concerning the soil conditions existing under the diesel generator building.
The consultants, Dr. R.B. Peck, previously with the University of Illinois, and Dr. A.J. Hendron, presently with the University of Illinois, have visited the site and. reviewed the existing conditions.
Based on Dr. Peck's consultation, the following resulted:
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NCAR #24 Bechtel Associates ProfessionalCorporation Page 3 *
- a. Dr. R.D. Woods of the University of Michigan will provide an interpretation of the dutch cone penetration tests.
- b. Mr. J. Dunniclif f (Coldberg-Zoino-Dunnic'lif f & Associates, Inc.), who specializes in soils instrumentation, reviewed the building and site' to assist in developing a soil monitoring program. .
- 5) Related Activities Based on preliminary evaluation of the soil borings, soil test results, the consultants' comments, and the construction schedule, i several activities common to any corrective actions may be started before the next interim report.
a.
Placement of the soil and underground utility instrumentation will be done.
- b. Separate the electrical duct banks penetrating or otherwise restricting the equalized settlement of the building from the Os footing to allow unrestricted settlements to occur. Grout any remaining separations between the building footings. Any separations between building footing and supporting fill will be grouted. ,
- c. Raise the cooling pond water 1cvel from elevation 622'-0" to its design height of elevation 627'-0," which will bring the water tabic in the building area to its operation IcVel.
- d. Visual monitoring and a survey of the diesel generator building and appropiate utilities under the building will be performed before, during, and after Item b above.
- 6) Other Areas .
Soils borings have been made in the other plant fill areas. Soil samples from the borings have been sent to the laboratory for testing. The same group of tests will be performed for these samples as described in Item 3 above.
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- MCAR M4 Bechtel Associates Professional 6$rporation Page 4 .
Potential Safety Implications
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This item is considered reportable under 10 CFR 50.55 e, 1, iii because of the magnitude of the investigative tests and analysis of test results to support the corrective actions.
1 Submitted by:_ [c An Approved by: %DeM 3
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- 7. m Concurrence by: -16.*tb - ]ho.<_fAoC-L -
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1 0 31 722 IS5tlED FoK INFO. 70 MCAR* 24,1NTEkiM REfbET ?2 fg cg.pg.70 P6 wihn n
V IssuEo Poe INFO. To MCM;'
- 24, lNTERIM REPORT #1 PS WMMEkoh c .. ..,.
CONSUM525 POWGR CCMPAN'l '** "*- 7 22O h' ,
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, i POW 8r g Stephen H. Howell Senior Vice l' resident General of fices: 1945 West PerneH Road, Jackson, Michigen 49201 * (517) 788 4463 December 21, 1978 Hove-267-78 Mr J G Keppler, Regional Director Office of Inspection and Enforcement US Nuclear Ragulatory Commisaion Region III 799 Roosevelt Road Glen Ellyn, IL 60137 MIDLAND NUCLEAR PLA!.T -
U' LIT N0 1, DOCKET I:0 50-329 UNIT NO 2, DOCl3ff NO 50-330 SETILEMEIff 0F DIESEL GENERATOR FOUNDATIONS AND BUILDING
Reference:
S H }iovell Letters to J G Keppler; Midland Nuclear Plant; Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; s/ Settlement of Diesel Generator Foundations and Building; a) Serial Hove-183-78; dated September 29, 1978 b) Serial Howe-230-78; dated November ;978 This letter, as were the referenced letters, is an interim 50 55(e) report on the cettlement of the diesel generator foundations and building. The use of a preload to dencify the existin6 fill material in place has been selected as the major corrective action plan. Activities necessary to accomplich thia plan vere discussed uith NRC personnel during their visit to the Midland jobcite on December 3 and 4,1978.
Dechtel Associates Professional Corporation's Interim Report #3 to MCAR 24 vill detail the acecmplished and planned corrective action tasks. Their Report #3 vill be transmitted to you the first week in January.
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CC: Director, Office of Inspection and Enforcement Att: Mr John G Davis, Acting Director, USNRC (15)
- Dircetor, Office of Manngement Infonnetion and Progrca Control, USNRC (1)
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{y y Stephen H. Howell Senior Vice I'vessdent 4
Generaf Offices: 2945 West Parnell Rosti, Jackson, Michigan 49201 + (517) 7884463 January 5,1979 Houc-1-79 i Mr J G Koppler, Regional Director
! Office of Inspection and Enforcement US Nuclear Regulatory Corsiscion Region III 799 I:oosevelt Road Glen Ellyn, IL 60137 MIDI /J:D UUCLEAR PI/JG -
UNIT H01, LOCrzr no 50-329 -
UNIT NO 2, DOCIOC NO 50-330 SE'fflD'EIR OF DIESEL GENERATOR l'VUNDATIONS AND BUILDING
Reference:
S H Howell letters to J G Koppler; Midland Nuclear Plant; Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; O Settlement of Diesel Generator Foundations and Building; e) Serial Howc-183-78; dated September 29, 1978 b) Serial Howe-230-78; dated November 7,1978 c) Serial Howc-267-78; dated December 21, 1978 This letter, as were the referenced letters, is an ' interim 50 55(e) report on the settlement of the diesel generator foundations and building.
Enclosure 1 provides the status of the actions being taken to resolve the problem.
Enclosure 2 provides some typographical corrections and clarification to Enclosure 1.
Another r'3 port, either interim or final, will be sent on or before February 23, 1979
.qk *
-t.w S-O Enclosure 1: MCAR 21, Settlement of the Diesel Generator Foundations and 4
Building, Interim Report #3, dated December 27, 1978 Enclosure 2: Errato and Clarification for MCAR 2I+, Interim Reportif3'
( \
L' CC: Director,OfficeofInspectionbEnforcement Att: Mr John G Davis, Acting Director, USNRC (15)
Director, Office of Management Information aral Program Control, UONRC (1)
, . En21: sura 1 Itows-1-79 Bechtel Associates ProfessionalCorporation 777 East Osenhower Parkway Ann Arbot. Michigan ,
Mad Address P O. Box 1000. Ann Atbor, Michgan 48106 Page 1
SUBJECT:
MCA'l #24 (Issued 9/7/78)
Settlement of the diesel generator foundations and building INTERIM REPORT L3, 3 DATE: December 27, 1978 FROJECT: Consumers Power Company Midland Plant Units 1 & 2 Bechtel Job 7220 Introduction This report is submitted to advise of the interim status of the project's actions relating to the settlement of the diesel generator foundations and building as described in MCAR #24 and NCR 1482.
Description of Deficiency The general foundation and building settlements (taken December 6,1978) are shown in Figures 1 through 4 (attached).
Background Information The Category I structures on the plant site are shown in Figure 5 (attached).
Figurc 5A indicates the plant structures which are Category II.
The plant fill was placed.from 1975 to 1977. Scismic Category I structures placed on the plant fill include the diesel generator building, the underground dicsci oil tanks, borated water storage tanks and basin, a portion of the service water pump structure, service water valve pits and the associated piping for cach of the above systems. The arrangement of the dicsc1 generator building is shown in Figure 6 (attached).
The settlement of Category I structures observed to date are as follows:
- 1) Reactor buildings - varies from 1/4 to 5/8 inch
- 2) Auxiliary building - approximately 3/8 inch
- 3) Service water pump structure - varies from 0 to 1/4 inch
- 4) Service water valve pits - approximately 1/4 inch
- 5) Borated water storage tanks - approximately 1/4 inch
- 6) Dicac1 generator building 3/4 inches maximum
- 7) Diesel generator pedestal 1/4 inches maximum ,
V .
Bechtel Associates Professional Corporation O MCAR #24 IITIERIM REPORT 3 Page 2 It is apparant that the structures on original soil show no settlement probicm. These settlement values are consistent with the values in FSAR Figure 2.5-14A.
Soil Exploration After the excessive settlement of the diesel generator building was observed, subsurface studies were conducted in the main plant area by Bechtel to provide information to be used for determining any required remedial measures. There are 29 borings, 14 dutch cone penetrations, and 1 test pit which were made in the diesel generator building. Boring, dutch cono penetration, and the test pit locations in the plant arca are shown in Figure 7. Figure 8 shows the locations of those in the diesel generator building area. ;
Split spoon, Shelby tube, and Osterberg tube samples were taken from the
- borings and sent to the Goldberg-Zoino-Dunnicliff & Associates laboratory for testing. Bag samples were taken from the test pit. An undisturbed sampic was taken from the pit in the diesel generator building. In-place density test was made in the test pit by Goldberg-Zoino-Dunnicliff
& Associates.
O Laboratory tests made to date have been concentrated on samples taken from the diesel generator building area with some tests made in other areas of the plant. Laboratory tests performed include:
- a. Soil classification tests (e.g. , Atterberg limits and gradation analyses)
- b. Shear strength property tests consisting of torvane strength, unconfined compression strength, and unconsolidated undrained triaxial strength tests, along with unit weight and moisture content
- c. Tests made to evaluate consolidation properties of the fill by conducting one-dimensional consolidation tests, specific gravity tests, and tests to evaluate the effects of saturation
- d. Mineralogy tests made to evaluate the swelling potential of the fill material including cation exchange capacity and x-ray diffraction tests
- e. Compaction tests to evaluate the percent compaction of fill materials Results from these tests are being evaluated.
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4 6
MCAR #24 INTERIM REPORT 3 ,
Page 3 Corrective Action The following alternative plans have been considered by project engineer-ing:
- 1) No corrective action required
- 2) Modify the present strip foundations for the walls to a continuous mat foundation for the entire building.
- 3) Preload and consolidate the soil under the building.
- 4) Combino Items 2 and 3 above.
- 5) Underpin the building to transmit loads directly to the original soil layer.
- 6) Remove and replace the building and fill material.
(
Dr. R. Peck of Albuquerque, New Mexico, and Dr. A. Hendron, Jr. of the University of Illinois have been retained by Bechtel as soil consultants.
Mr. John Dunnicliff of Goldberg-Zoino-Dunnicliff & Associates has been retained as our instrumentation consultant. Dr. Woods of the University of Michigan has been retained to interpret the results of the dutch cono penetration data. These evaluations are under way and will be addressed in subsequent reports.
Our soil consultants have indicated the fill is settling under its own weight. They advise us that there are only two suitable options at this time:
- 1) Remove and replace the building and fill material
- 2) Prcload and consolidate the soil' under the buildin8 Of thcoe corrective action plans, Dr. Peck and Dr. Hendron have recommended preloading and consolidating the soil under the building. This will allow the settlement of the building and underground utilities to take place before plant operation.
l Modification of the foundation and underpinning the building were dismissed as possible solutions because the residual settlement of the utilities during the operation of the plant would not be minimized.
O .
MCAR #24 INTERIM REPORT 3 Page 4 The preload option was selected because of the soil consultants' (Dr. Peck and Dr. Hendron) recommendations for corrective action. In order to maximize the proload and minimize the schedule impact, construction of the diesel generator building is being continued. .
The exact amount of proload and the consolidation duration are difficult to determine. To assist in the determination of the necessary amount and duration of the preload, a system of instrumentation is being placed to record the soil movement and the pore water pressure during proload.
The instrumentation consists of piezometers, settlement platforms, and '
Borros anchors at selected locations and ' elevations within and around the dicsc1 generator building. Control instrumentation was installed in the area not affected by the preload. The additional settlement cannot ;
be accurately predicted at this time. l Activities Completad Since Previous Report The following activities were completed since the last interim report-dated November 3, 1978: ,
- 1) Isolating Duct banks The extent of the contact between the structure and the duct banks was explored. It was determined that the duct banks were restraining the dicsc1 generator building from settling independently. Hence, it was decided to free the building from the duct bank restraint.
The structure and utilitics were closely monitored during the release of this restraint. No distress to date has been noted in the utilities due to the settlement.
There were gaps in the order of 1-1/2 inch between the mud mat and the footings in the northeast arca of the building. These gaps were reduced to 3/4 inch or less when the duct banks were isolated from the building. Therefore, there will be no grout placed between
, the underside of the footing and the mud mat prior to preload.
To ensure the free movement, a minimum of 2 inches of Ethafoam will be placed around the duct bank and the excavated area filled with ican concrete prior to preloading.
O
Bechtel Associates Professional Corporation-() MCAR #24 INTERIM REPORT 3 Page 5
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- 2) Meeting at Midland Jobsite '
)
A meeting was held on December 4, 1978, with the NRC, Consumers j Power Company, and Bechtel representatives. The purpose of the meeting was to inform the NRC of the current status of the diesel
- generator building settlement.
/:
1 3) Soil Instrumentation Thebeen has installation completed. of the instrumentation described under " Corrective Action" ;
Activities in Progress '
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h The activities in progress include the following:
2
- 1) The foundation data survey program is outlined in FSAR Subsection 2.5.4.13.2. This program provides for survey data to be gathered i at 60-day intervals until the end of construction. The survey data j is gathered at 90-day intervals for the first year of operation.
At the end of this period, the survey data will be reviewed and an t appropriata survey interval program developed, based on building performance.
! This foundation data survey program has been expanded to provide J additional settlement points and some shortened survey intervals.
- The settlement points have been increased from 69 to 180.- These e
additional points are for structures located on the plant fill.
i The data survey is presently being conducted on the structures at the following intervals:
a) Diesel generator building at 7 days i b) Remaining structures on plant fill at 14 days i
c) Main structures at 60 days - no change from previous interval t
- 2) Utility Monitoring l 1'
' There are utilities passing near and under the diesel generator :
Categoryas building I. shewn in Figures 9 and 10, some of which are Seismic These utilities are being evaluated based upon their ,
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O MCAR #24 INTERIM REPORT 3 Page 6 i relationship to plant safety, plant operation, and geometric sensi-tivity to settlement. The integrity of these utilities will be verified by monitoring representative lines. The monitoring will include visual examination for damage and movement, pressure tests, and continuity tests as indicated in Figure 11. ,
The utilitics which have been selected for profile monitoring are a condensate line and a service water line. See Figure 11 for the location of the lines.
- 3) Monitoring Cracks in the Diesel Generator Building Wall i
The existing cracks in the dicsc1 generator building are being mapped to assist in the evaluation of the structure after proloading.
Seme of the cracks have closed after the four duct banks were O released. Strain gages will be placed at selected crack locations for monitoring during preload.
- 4) NRC Insp2etfon Report
~
The following items addressed in NRC Insp;ction Reports 50-339/78-12 and 50-330/78-12 dated November 14, 1978, are being investigated by project engineering: *
- a. FSAR Tables 2.5-14, and 2.5-9 and 2.5-10 conflict with the fill material description in Drawings C-109, Rev 2 and C-117 Rev 6.
- b. FSAR Table 2.5-21 and Subsection 2.5.4.5.3 conflict with Specification C-210 and Quality Control Instructions C-102 regarding required number of passes for compaction.
- c. FSAR Subsection 3.8.5.5 - Expected settlement
- d. Conflict between FSAR Figure 2.5-47 and project Drawing C-1001, Rev 5 regarding foundation clavation.
- a. Conflict in Specification C210 regarding compactive effort and test method
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Bechtel Associates ProfessionalCorporation MCAR #24 INTERIM REPORT 3 Fage 7
- f. Conflict between consultants' recommendation and Specification C-210 regarding lift thickness and compaction requirements
- g. +2% tolerance in moisture content permitted in Specification C-210 and whether the material that was placed related to the selected proctor
- h. Cracks in the diesel generator building structure
- i. NRC Question 362.2, Subsection 2.5.4.5.1
- 5) Direct Effect of Surcharge The direct effect of the surcharge is being investigated as informa-tion becoucs available. This will be addressed in detail in subse-quent reports.
Future Activities The activitics planned for the future include the following:
- 1) Surcharge Operation The consultants, Dr. R.B. Peck and Dr. A.J. Hendron, have recommended the preloading of the diesel generator building area to consolidate the underlying material. It is estimated that between 15 and 20 feet will be utilized. The preload berm will extend 20 feet minimum from the exterior of the building as shown in the referenced Figure 11 (attached). The preload berm between the diesel generator and turbine buildings will be detailed in future reports. r
- 2) The following preparations are being made to prepare for the preload:
a) Freeze protection in the form of about 2 to 3 feet of sand is being placed on the present grade in the areas to be surcharged.
b) Because of the close proximity of the diesel generator and the turbine buildings, additional details are being developed to strengthen the turbine building wall for the surcharge load in this area.
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e HCAR #24 INTERIM REPORT 3 Page 8 c) The clevation of the water table is important in ensuring optimum use of the proload. The water table in the area of the dicscl generator building is influenced by the water elevation of the cooling pond. The cooling pond will be '
filled concurrently with the placing of the surcharge. The soil consultants have concurred to start filling the cooling pond as soon as possible.
- 3) Analysis of Structures Analyscs will be performed as required to evaluate the effects on the structures.
Schedule Impact The impact of the diesel generator building settlement problem on the schedule will be discussed in subsequent reports.
O Submitted by: M Reviewedbyh Approved by: <:4*
Concurrence by:
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A RB/j s BECHTELASSOCIATESPROFySSIONALCORPORATION 12/11/13 4
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- ' Hows-1-79 2 ,. .t;y .
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ERRATA AND CLARIFICATION FOR MCAR 24, INTERIM REPOIT #3 I k
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- Page 2, Line 3: l FSAR Figure 2 5-lhA chould read FSAR Table 2 5-14A
- Page 6, Paragraph 4) b.: I C-102 should read C-l'.02 l
- Figure 8:
i Boring labeled D shouM not be on this Figure. '
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<!/ Senior Vice President V
Generet of fices: 1945 West Parnall Road, Jackson, Michloan 49201 * (617) 788-0453 February 23, 1979 Howe-58-79 Mr J G Keppler, Regional Director Office of Inspection and Enforcement U3 Nuclear Regulatory Commission s Region III
- (99 Roosevelt Road Glen Ellyn, IL 60137 MIDLAUD NUCLEAR PIANT UNIT NO 1, DOCKET NO 50-329 UNIT NO 2, DOCKET No 50-330 SETTLE 1FNT OF DIESEL GENERATOR FOUNDATIONS AND BUILDING Rcrerence: S H Howell letters to J G Keppler;-Midland Nuclear Plant; I Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; Settlement of Diesel Generator Foundations and Building; J a) Serial Hove-183-78; dated September 29, 1978 b) Serial Hove-230-78; dated November 7, 1978 c) Serial Hove-267-78; dated December. 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 encionure provides the status of the actions being'taken to resolve the-problem.
Another report, either interim or final, will be sent on or before April 30, 1979 .
q 'Y
Enclosure:
MCAR 2h, Settlement of the Diesel Generator Foundations and Building, Interim Report #h, dated February 16, 1979 CC: Director, Office of Inspection & Enforcement Att: Mr John G Davis, Acting Director, USNRC (15)
Director, Office of Management e Information and Program Control, USNRC (1)
(
, Enclosure to nouc-50-79 Bechtel Associates Professional Corporation O
SUBJECT:
MCAR 24 (issued 9/7/78)
Settlement of the Diesel Generator Foundations and Building INTERIM REPORT 4 DATE: February 16, 1979 PROJECT: Consumers Power Company Midland Plant Units 1 & 2 Bechtel Job 7220 Introduction This report is submitted to advise of the interim status of the project's actions relating to the setticment 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 December 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 /minirum time settlement curves for the diesel generator building and one diesel generator foundation, respectively.
It should be noted that over the last 5 weeks the rate of settlement for those foundations has significantly decreased.
Corrective Action As discussed in Interim Report 3, preloading of the. diesel generator building arca was the selected option for corrective action. The proload sequence consists of placing granular fill inside the diesel ger.erator building and for a distance of 20 feet outside the building. The levol' of proload will be brought up in a sequence in the designated areas as shown in Figures 11 and 12. The maximum expected height of preload will be 20 feet above final plant grade.
The placement of the proload between the diesel generator building and the turbine building will utilize temporary retaining 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.
g-s) CPCo NOTE: Figure 15 shovs e date of 1/19/79 as the end of pond fill.
( ,j Thecorrectdateis1/12/79 9
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Bechtel Associates ProfessionalCorporation O
MCAR 24 Interim Report 4 February 16, 1979' Fago 2 The instrumentation' installed in and around the diesel generator building, as shown in Figures 1 and 17, will monitor settlement and changes in the soil conditions as the preload is placed. Cross sections showing cicvations of the Borros anchors and piezometers in the dicsol 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.
Activitics Completed Siace the Previous Interim Report
- 1. Monitoring Cracks in the Diesel Generator Building Walls The oxisting 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 i 18 to monitor changes in crack width during the proloading operations.
p On February 2, 1979, the maximum recorded crack width was approxi-Q mately 28 mils.
- 2. Utility Monitoring The underground utilitics 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 after the preload Steps IV, VI, and VII given by Tabic 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 conc 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 summa ' ed on Figures 29 through 32, with the test pit borings shou % Figure 40.
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l Bechtel Associates ProfessionalCorporation O
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! MCAR 24 Interim Report 4 February 16, 1979 * '
4 Fage 3 i
Results of density and compaction tests made in the test pits are i i presented in Figure 33, with the percent compaction referenced to- (
- ASIM D 1557 (56,000 ft-lbs).
Laboratory soil tests have been performed by Goldberg-Zoino-Dunnicliff
- & Associates, Inc. These results include data on moisture content, ,
unit weight, plasticity, gradations, strength, consolidation, compaction, mineralogy, and cation exchange capacity. Graphical summaries of the dicsc1 generator building soil plasticity, water .
content, dry unit weight, total unit weight, and shear strength are l presented in Figures 34 through 39.
Thecc tcsts indicate that the dicsc1 generator building backfill l campics had:
. a. 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 pef, averaging about 120 pcf (Figure 36) ;
i j d. Total unit weights between 112 and 143 pcf , averaging about 133 pcf (Figure 37) l
- c. Shear strengths based on unconfined compression test results on the samples obtained ranged from approximately 100 to i 3,646 psf (Figure 38) ,
- f. A shear strength to moisture content relationship as shown in Figure 39 3
Additional laboratory tests are being mado, including consolidated- l undrained triaxial tests in which consolidation pressurcs will be sc1ceted to model stress histories that will be experienced in the ,
I field at the different locations.
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Bechtel Associates Professional Corporation p
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MCAR 24 Interim Report 4 .
February 16, 1979 Page 4
- 4. 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 listed in Section 4 of Activities in Progress for Interim Report 3.
Further ovaluations of the additional items are continuing and will be addressed in subsequent reports.
- 5. Evaluation of Underground Pipo for Preload Pressure The condensate pipes (20" 6), service water pipes (26" Q), 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 temporarily O,- 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 will be performed at key preload levels to verify that the pipe will not be adversely affected by the preload.
Activities in Progress
- 1. Strengthening of the Turbine Building Wall 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 the lateral earth pressure resulting from the preload.
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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Bechtel Associates Professional Corporation O
MCAR 24 Interim Report 4 February 16, 1979 Page 5
- 2. Proload Operation Prclonding 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 condensate lines shown in Figures 9 and 10 have been cut outside the turbine building wall to prevent potential overstressing of the pipes during proload.
Continued surveillance will be provided on the cut pipelines and further evaluation will b2 provided in subsequent reports.
- 4. Evaluation of Field Records Field density test records prepared by the testing subcontractor (UST) are being evaluated.
- 5. Summary of Plant Fill Under Scismic 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. Loading 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.
(~ -
'Bechtel Associates ProfessionalCorporation O
MCAR 24 Interim Report 4 ,
February 16, 1979 Pago 6 b) Dicsc1 Generator Building Field studies in this area indicate that the backfill consists primarily of very soft to very stiff clay backfill with pockets 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) Diosc1 Fuci Tanks
' Field studies made adjacent to the diesel fuel tanks show loose to dense sand backfill and stiff to very stiff clay backfill with some soft zones over natural soils. Settlement of these tanks will be monitored to observe the behavior of
() these tanks.
Rotaining Walls Adjacent to the Service Water Pumphouce d)
Borings in the retaining wall areas indicate that this wal:.
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 dcase sand backfill '
exists adjacent to the building. Conditions of the building are under evaluation.
t f) Service Water Pipes Borings adjacent to the service water pipes showed sof t 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 setticmont.
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Bechtel Associates Professional Corporation (J3 MCAR 24 Interim Report 4 February 16, 1979
- Page 7
- 6. Cooling Pond Fill Since November 8, 1978, the cooling pond has been filled from el 621.9 to its current icvel of 625.8. Additional filling to the maximum icyc1 of 627.0 will be accomplished after the spring river-flows begin.
Af_fect on Proj ect _ Schedule According to the present schedule, the 10-foot uniform proload stage will be reached during the middle of March 1979. Further proload 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 proload schedule is not anticipated to impact the scheduled fuc1 load dates.
- Submitted by: ,
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Reviewed by:
Approvedbyg EE84Q Concurrence by:
RM/pd 2/6/4 i
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DRAWING
SUMMARY
Figures Included in MCAR 24 l
Submitted wit!.
Figurc Title Interim Report -
1 Dicsci Gencrator Building !
Settlement Data 1, 2 1 Foundation Settlement Monitoring 3, 4 2 Sectiement Record Table 3, 4 3 Setticuent Data 3 4 Settlement Data 3 5 Scismic Cat 2 gory I Structures 3, 4 Sa Scismic Category II Structures 3 6 Diesel Generator Building '3 7 Bechtel Borings, Dutch Cone
\s- Penetrations, and Test Pit Locations in Main Plant Arca (1978) 3, 4 8 Diesel Generator Building Boring Plan 3, 4 ,
9 Dicac1 Conorator Building 3 Underground Utilities Plan 10 Diesel Generator Building Underground Utilitics Section 3 11 Diesel Generator Building
) Proposed Surcharge Requirements
! Plan and Secticns 3, 4 4
12 Diesel Generator Building Proposed Surcharge Requirements Scctions and Details 4 13 Diesel Generator Building Settlement Data 4 14 Dicsc1 Concrator Building Settlement Data 4 I
9
, ,, , -.,_m .,
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15 Dioscl Generator Building Settlement Data Time Rate 4 Os 16 Dioscl Concrator Pedestal 4
. Settlement Data Time Rate 4 i
17 Instrument Location Plan 4 18 Diosc1 Concrator Building Crack .
Monitoring 4 19 Designations and Locations of '
Surveyed Pipelines, January 1979 4 20 Tank Farm Boring Plan 4 21 Cross Section A-A' Tank Farm 4 t 22 Cross Section U-B' Tank Farm 4 23 Cross Section D-D' Diesel Generator Building 4 24 Cross Section E-E' Diesel Cencrator Building 4 Cross Section F-F' Diesel
()
25 Generator Building 4 26 Cross Section G-C' Diesel Cencrator Building 4 27 Cross Section 11-11' DieseA '
Generator Building 4 28 Cross Section I-I' Diesel Cencrator Building 4 29 Ponctrometer Readings Test Pit 1 South Wall Dicsol Generator Building 4- ,
30 Ponctrometer Readings Test Pit 3 North Wall Tank Farm Area 4 .
31 Ponctromoter Readings East Wall of Test Pit 2 Condensate Water' Tank
. Arca, Shcot 1 of 2 4 32 Penetrometer Readings East Wall of ,
Test Pit 2 Condensate Water Tank -
Area, Sheet 2 of 2 4 i
33 Field Density Test Results 4 f-~s k-s T
- - . . . . . . . - - . . - . ~ .. - - -. -. ..
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r 34 Plasticity Chart 4 f 35 Water Content Versus Elevation 4
- f I *
! 36 Dry Unit Weight Versus Elevation 4 f
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- 37 . Total Unit Weight Versus Elevation 4 I
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- 38 Shear Strength Versus Elevation 4 1
39 Shear Strength Versus Moisture Content j Diesel Generator Building 4 1
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40 Test Pit Boring Logs 4 l 1
I 41 Dioscl Generator Building j l 4 Proload Plan , [
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Consumers F
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April 30, 1979 Hove-132-79 Mr J G Keppler. Regional Director Office of Inspection end Enforcement US Nuclear Regulatory Commission Region III 799 Roosevelt Road Glen Ellyn, IL 60137 MIDLAND NUCLEAR PLANT UNIT UO 1, DOCKET UO 50-329 UNIT UO 2, DOCK 2I' NO 50-330 SEITLEEiT OF DIESEL GENERATOR FOUNDATIONS AND BUILDDJG
References:
- 1. S H Howell letters to J G Keppler; Midland Nuclear Plant; Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; m Settlement of Diesel Generator Foundations and Building; (v) (a) Serial Hove-183-78; dated September 29, 1978 (b) Serial Hove-230-78; dated November 7, 1978 (c) Serial Hove-267-78; dated December 21, 1978 (d) Serial Hove-1-79; dated January 5,1979 (e) Serial Hove-58-79; dated February 23, 1979
- 2. G S Keeley letter to J G Keppler; Midland Froject -
Docket No 50-329 and 50-330; Response to 10 CFR 50 54 -
Request on Plant Fill; Serial 6925; detei April 24, 1979 This letter, as were references 1. (a) through (e), 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. This enclocure references a 50 5h(f) Report which contains more information regarding both the diesel generator building foundetion and area fill upon which cther Class I structures are built. The 50.Sh(f) Report was transmitted to you via reference 2. Please consider it as part of our response on this subject.
Another interim report vill be sent on or before July 13, 1979
~
l
Enclosure:
MCAR 24, Settlement of the Diesel Generator Foundations and l
i d Building, (Insufficient Compaction in Plant Area Fill Related 1 to Seismic Category I Structures and Facilities), Interim Report #5, dated April 16, 1979 I
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i Howe-132-79 l l
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' i CC: Director, Office of Inspection & Enforcement ':
l Att: Mr John G Davis, Acting Director, USNRC (15)
Director, Office of Management l Information and Program Control, USNRC (1)
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SUBJECT:
MCAR 24 (issued 9/7/78)
Settlement'of the Diesel Generator Foundations and Building (Insufficient Compaction in Plant Area Fill Related to Seismic Category I Structures and Facilities)
LNTERIM REPORT 5, ,
DATE: April 16, 1979 PROJECT: Consumers Power Company Midland Plant Units 1 & 2 Bechtel Job 7220 Introduction
- 1. The title has been expanded to include activities related to plant area fill under other Seismic Category I structures in addition to the diesel generator building.
- 2. Extensive effort has been expended to respond to the NRC letter dated Fbrch 21, 1979, concerning the subject 10 CFR 50.54 request regarding plant fill. Portions of activities regarding plant fill and settlement will be covered in response to those questions.
- 3. This report is submitted to advise of interim status, developments, and project actions related to plant backfill settlement in the following areas since Interim Report 4, dated February 16, 1979.
Information provided in Interim Report 5 includes settlement data up to April 13, 1979, wherever possible,
- a. Settlement of the-diesel generator foundations and building as described in MCAR 24 and NCR 1482
- b. Backfill under Seismic Category I structures other than the diesel generator building.
Description of Deficiency
- 1. Diesel Generator Foundation and Building It was stated in Interim Report 1 of MCAR 24, dated September 22, 1978, that "the diesel generator building settlements were noticed to exceed anticipated values in July 1978." The "acticipated ;
values" referred to were not the " estimated ultimate settlement" values given in FSAR Figure 2.5-48. (Estimated ultimate setticment ;
is defined as the estimated value predicted for a 40-year plant life.) Instead, these " anticipated values" were merely values of ,
settlement that were greater than the amount of settlement which would have been expected under usual conditions for the elapsed
. time. The July 1978 setticment readings were within.the estimated Os maximum settlement valuec given in the FSAR.
-1 i
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Bechtel Associates Professional Corporatior, s MCAR 24 '
I Interim Report 5 April 16,1979 Page 2 of 10 The diesel generator foundation and building settlement data are shown in Figures 1, 13, 14, and 14-1. The maximum / minimum time-settlement curves for the diesel generator building and one diesel generator foundation, shown in Figures 15 and 16 of Interim Report 4 4, have been updated to include settlement for all locations shown in Figure 1. This updated information is shown in Figures 43 and 44,
- 2. Other Scismic Category I Structures
' Settlement data for Seismic Category I structures other than the diesel generator building are shown in Figure 2. Additional soil borings are being performed to evaluate fill under Scismic Category I structures other than the diesel generator building. Updated information on fill material not meeting project specification requirements will be provided in the response to the NRC's 10 CFR 50.54 request.
Corrective Action
- 1. Diesel Generator Foundations and Building Settlements
( Corrective actions for this area have been discussed in Interim Reports 3 and 4. The preloading was completed to 20 feet above the final plant grade on April 7,~1979. The instrumentation shown in Figurc 17 of Interim Report 4 has been completely installed.
- 2. Other Seismic Category I structures The corrective actions will be discussed in response to the NRC's 10 CFR 50.54 request.
Activitics Related to Plant Fill and Settlement
- 1. Diesel Generator Building and Foundations
- a. Activities Completed Since Last Report
- 1) Soil exploration Soil exploration in the diesel generator building area was described in Intceim Report 4 cxcept for Dutch-cone penetrometer soundings. Fourteen Dutch cone penetrometer soundings were performed in the area of the diesel genera-tor building. The locations of these soundings are shown in Figure 8 of Interim Report 4. The soundings were performed according to the " Tentative Method for Deep,
-~
Quasi-Static Cone and Friction-Cone Penetration Tests of v
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Bechtel Associates Professional Corporation MCAR 24 -
Interim Report 5
's- April 16, 1979 Page 3 of 10 Soil," ASTM Standard Designation D 3441-75T. Test results indicate that the soil under the diesel generator building above an approximate elevation of 605 feet is highly .
variable in classification. These results are consistent '
with soil boring results. They indicate that the fill below the building is variable in strength properties and susceptible to nonuniform settlement.
- 2) Liquefaction study An analysis of liquefaction potential for sand in all quadrants beneath the diesel generator building was performed. The analysis was based on the soil boring information, field quality control data, and the gradation '
tests performed by Goldberg, Zoino, Dunnicliff, & Associates, Inc. The results of the analysis show that the northwest quadrant of the fill beneath the building is susceptible to liquefaction. However, the liquefiable sand pockets in the northwest quadrant are only locally connected and are surrounded by cohesive soil and dense sand. Corrective actions for this problem will be addressed in response to O the NRC's 10 CFR 50.54 request.
- 3) Strengthening of the turbine building wall This item, as described in Interim Report 4, was completed prior to placing preload above tne 10-foot level (elevation 644').
- 4) Preload operation Preloading of the diesel generator building has been completed. The granular fill material for the preload has been placed to el 654' as shown in Figures 11 and 12. r This completes Step VII in Figure 12. Step VI of the preload sequence, which was to hold the prelead at 15 feet above final plant grade, was deleted.
- 5) Construction of diesel generator structure The last section of the building (roof slab) was poured on March 22, 1979. The construction of the main structure has been completed. These additions of weight to the building will assist the consolidation process.
Bechtel Associates Professional Corporation p MCAR 24 ,
(_,) Interim Report 5 April 16,1979 Page 4 of 10
- 6) Crack mapping
- The existing cracks in the diesel generator building which were mapped before preloading are shown in Figure 45.
The present level of the preload prevents further visual examination of the cracks.
- 7) Utility monitoring Pipes passing near and under the diccel generator building have been profiled in accordance with the monitoring program discussed in Interim Report 4. Pipe profiles are shown in Figure 60. Checks on Seismic Category I electri-cal ducts in the yard area show no obstructions.
- b. Activities in Progress
- 1) Settlement monitoring a) Instrumentation data Plots of borros anchors, curface plates (settlement platforms), and preload intensity are shown in Figures 46 through 56. Piezometer and cooling pond water level plots are shown in Figures 57 through 59.
Throughoet the preload stages, 39 piezometers within the preload area were monitored on a daily basis, while the 28 settlement marker, 32 settlement platforms, and 45 borros anchors were monitored weekly. Instru-mentation placed outside the preload area was also monitored for comparison. The results show that the preload program is causing the anticipated building settlement. Indications from piezometer readings are being studied.
b) Evaluation of underground pipe for preload pressure The effect of preload on the circulating water pipes is being monitored as addressed in Interim Report 4.
Figure 11 has been updated to show the roundness monitoring requirements for these pipes.
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Bechtel Associates Professional Corporation MCAR 24 Os -
Interim Report 5 April 16,1979 Page 5 of 10 .
c) Crack monitoring i
Some of the existing cracks in the diesel generator building walls are being electronically monitored.
Since Interim Report 4 there has been essertially no change in the size of the cracks, monitored per Figure 18 of Interim Report 4. ,
- 2) Structural evaluation / analysis An analytical model is being developed to analyze the effects of settlement of the diesel generator building and foundations. A seismic analysis, considering a range of possible soil parameters, is in progress.
- 3) Acceptance criteria I a) Structural analysis Criteria to evaluate the diesel generator structure
/~'T and the foundations for the effect of settlement are
(- / being developed. These will be addressed in response to the NRC's 10 CFR 50.54 request.
b) Removal of preload ,
Evaluation of the settlement readings will provide a basis for deciding when to remove the preload and predicting the ma::imum residual settlements of the diesel generator building.
- 2. Other Seismic Category I Structures and Facilities
- a. Activities Completed Since Last Report
- 1) Soil exploration Additional borings hnve been taken. The locations of these borings are shown in Figure 42. .
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- 2) Crack mapping '
The main structural elements of the service water pump structure and auxiliary building penetration rooms have been examined for cracks. The cracks identified in the service water structure have been mapped as shown in
[L/ ) Figure 62.
Bechtel Associates Professional Corporation f MCAR 24 .
Interim Report 5 April 16 , 1979 Page 6 of 10
- 3) Sett1cment monitocing a) Emergency diesel fuel oil tanks have been filled with water and their settlements are being recorded.
b) Pipes in the general plant fill area which have been profiled are shown in Figure 61.
c) A borros anchor has been installed in the auxiliary building control tower at the same location as boring AX-6 shown in Figure 42.
- b. Future Activities Planned Activities include continuation of the monitoring program, evaluation of fill under Seismic Category I structures, evalu-ation of the structures and facilities, and identification of '
any needed corrective action.
Effect on Project Schedule The current schedule analysis indicates an estimated potential delay in construction completion and system turnover of 2 months for the present corrective action program for the diesel generator foundations and buildings. The impact of this potential delay in system turnover on the preoperational testing schedule is yet to be determined. However, no impact on the fuc1 load date due to this delay is anticipated.
The potential for schedule impact for any needed corrective action related to other Seismic Category I structures is yet to be determined.
Submitted by: n r$ b M[
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Reviewed by: fo l l
Approved by: M /M (AAA
. u Concurrence by:
AC/js O 4/4/1 V
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DRAWING
SUMMARY
MCAR 24 Interim Report 5 April 16,1979 Page 7 of 10 Figures Included in MCAR 24 Submitted with Figure Ti'tle Interim Report 1 Diesel Generator Building 1, 2 (Replaced by Settlement Data Figures 43 and 44) 1 Foundation Settlement Monitoring 3,4,5 2 Settlement Record Table 3,4,5 3 Settlement Data 3 (Replaced by Figure _13) 4 Settlement Data 3 (Replaced by Figure 14) 5 Seismic Category I Structures 3 Sa Seismic Category II Structures 3 6 Diesel Generator Building 3 7 Bechtel Borings, Dutch Cone
[V ) Fenetrations, and Test Pit Locations in Main Plant Area (1978) 3, 4 s
8 Diesel Generator Building Boring Plan 3, 4 9 Diesel Generator' Building Underground Utilities Plan 3 10 Diesel Generator Building Underground Utilities Section 3 11 Diesel Generator Building Proposed Surcharge Requirements Plan and Sections 3, 4, 5 12 Diesel Generator Building Proposed Surcharge Requirements -
Sections and Details 4, 5 13 Diesel Generator Building Settlement Data 4, 5 14 Diesel Generator Building Settlement Data, Sheet 1 4, 5
/
/
14-1 Diesel Generator Building Settlement Data, Sheet 2 5
, MCAR 24 Interim Report 5; April 16,1979; Pano 8_ of 10
. 15 Diesel Generator Building 4 (Replaced by Settlement Data Tima Rate Figure 43) 16 Diesel Generator Fedestal 4 4 (Replaced by
[')/
N-- Settlement Data Time Rate Figur.1 44) 17 Instrument Location Plan 4 18 Diesel Generator Building Crack Monitoring 4 19 Designations and Locations cf 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' Diesal Generator Building 4 25 Cross Section F-F' Diesel Generator Building 4 I ) 25 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 f Test Pit 2 Condensate Water Tank Ares, Sheet 1 of 2 4 32 Penetrometer Readings East Wall of '
Test Pit 2 Ccndensate Water Tank Area, Sheet 2 of 2 4 33 Field Density Test Results 4 i
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~ MCAR 24 Interim Report 5; April 16,1979; Page 9 of 10 34 Plasticity Chart 4
() 35 Water Content Versus Elevation 4 36 Dry Unit Weight Versus Elevation 4 37 Total' Unit Weight Versus Elevation 4 l
38 Shear Strength Versus Elevation 4 ,
39 Shear Strength Versus Moisture Content Diesel Generator Building 4 40 Test Pit Boring Logs 4 41 Diesel Generator Building Preload Plan 4 42 Diesel Generator Building Additional Boring Locations -
and Details 5 43 Diesel Generator Building Settlement Data - Building Markers 5 44 Diesel Generator Building !
Settlement Data - Pedestal Markers 5
()
45 Crack Mapping Diesel Generator Building 5 -
46 Diesel Genera <ar Building Settlement Data, Borros Anchors and Surface Plates Area, and Cluster Plan 5 47 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area A 5 48 Diesel Generator Building Settlement '
Data, Borros Anchors and Surface Plates, Area A 5 49 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area B 5 50 Diesel Generator Building Settlement ,.
Data, Borros Anchors and Surface Plates, Areas B and C 5 51 Diesel Generator Building Settlement .
Data, Borros Anchors and Surface Plates, Area C 5
MCAR 24 Interin Report 5: April 16,1979; Page 10 of 10 52 Diesel Generator Building settlement O Data, Berros Anchors and Surface Plates, Areas C and D 5 53 Diesel, Generator Building Settlement Data, Borros Anchors and Surface Plates, Area D 5 54 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area E 5 55 Diesel Generator Building Settlement Data, Borros Anchora and Surface Plates 5 56 Diesci Cencrator Building Settlement Data, Borros Anchors and Surface Plates, -
Areas A, B, D, and South of Building 5 57 Diesel Generator Building Settlement I Data Piezometers and Cooling Pond 5 58 Diesel Generator Building Settlement Data Piezometers - Sheet 1 5 59 Diesel Generator Building Settlement Data Piezometers - Sheet 2 5 60 Diesel Generator Building Surveyed Pipe Lines Profiles by CZD 5 Diesel Generator Building Plan I
61 of Pipe Profiling Locations 5 t 62 Crack Mapping Service Water Pump Structure 5 b
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Mr J G Keppler, Regional Director Office of Inspection and liiforcement US Nuclear D.egulntory Commission Regicn III i 799 Rooceve]t Road '
Glen Ellyn, IL 60137 i 141DLAND UUCLEAR PLA';T
. UNIT UO 1, DOCKET NO 50-329 I
UlilT T P, DOCKFT NO 50-330 CP"L'I .1 M E!rP OF DIECEL CEfU:RATOR FOUNDATiotiS AND BUILDING
References:
- 1. S II Howell letters to J G Keppler; Midland Nuclear. Plant; Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; Settlement of Diccel Generator Foundationc and Building;.
i (a) Scrial Hove-183-78; dated September 29, 1978 (b) Serial Hove-230-78; dated November 7, 197o (c) Serial Hove-267-78; dated December 21, 1978 (d) Serial Hove-1-79;' dated January 5, 1979 (e) Serial Hove-58-79; dated February 23, 1979 (f) Serial Hove-132-79; dated April 30, 1979
- 2. G S Keeley letter to J G Keppler; Midland Pro.iect - .
Docket No 50-329 and 50-330; Response to 10 CFR 50 5h -
Requent on Plant Fill; Serial 6925; dated April 24, 1979 '.
This letter, ac vere references 1 (a) through (f), in an interim- 50 55(e) report on the settlement of the diesel generator foundations and building.
a The enclosure (!! CAR 2h, Interim lteport #6) provides detailed supplemento.1 !
q information to reference 2 in regard to remcdial actions planned for fill .
under category 1 structurce where the noil investigation h'as revealed that. ,
the fill has not been adequately compacted. The preparation of the encloced ,
Interim Report (dated June' 11,1979) van timed to allow NRR review prior to q the I:ecting ucheduled for July 10, 1979 in Bethesda. Subsequent to the prep tration or the interin Report, the remedial actions contained therein have undergone continuing decicn reviews, including nn evaluation by 'i Doctora Peck, Hendron and Davisson. - Alternativec to the remedial net.sures prenented in the Interin Report are presently being considered:includin;; the!
une of 4 permanent devatoring'syntem in lieu of the chemical grouting of -
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sanda to climinate any potential for liquefaction. ,
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3 With recpect to the temporary air line' in the tank farm area which vr 3 leaking, :
neveral actiona have been taken or vill be taken. The temporary line has !
l been abandoned in place with a new temporary line installed in the steam f tunnel. The top three to. four feet of coil vill be removed prior to recuming backfill, the tank farm area has been mapped to locate all seepage areas, and .
an engineering evaluation will be made to. determine the condition of the fill l material. An incpection. pit .will be dug in the vicinity of the . leak. The. ;
above van in _ progrecc or planned and was discussed during the NRC inspection: i t
j exit meeting of !!ay 17, 1979 t
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- Another interim report vill be sent on or before September 5,1979 ->
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Enclosure:
MCAR I PI , Settlenent of the Diesel Generator Foundations and .
J Building, (Innufficient Compaction in Plant Area Fill-Related
{ to Ocicmic Category I Structures and Facilities),-Interim l Report #6, dated June 11, 1979 l -s CC: Director, Office of Inspection & Enforcement l
Att: Mr John G Davis, Acting Director, USNRC (15) '
l:
I Director, Office of Management
( Information and Program Control, USNRC (1)
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SUBJECT:
MCAR 24 (issued 9/7/78)
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Settlement of the Diesel Generator Foundations and Building (Insufficient Compaction in Plant Area Fill Related to Seismic Category I Structures and Facilities)
. INTERIM REPORT 6_
DATE: June 11, 1979 PROJECT: Consumers Power Company Midland Plant Units 1 & 2 ,
Bechtel Job 7220 l Introduction The soil investigation under Seismic Category I structures founded on plant area fill has been completed. It has been identified that the fill under some of these structures has not been adequately compacted. t This report summarizes the soil investigation and describes the details of remedial actions planned for portions of the auxiliary building, the ;
feedwater isolation valve pits, the part of the service water pump structure founded on insufficiently compacted backfill, the Seismic O -
Category I storage tanks on fill, and the diesel generator building.
The current status of the diesel generator building settlements is also included in this report.
Auxiliary Building and Feedwater Isolation Valve Pits ;
Parts of the auxiliary building are founded on plant area fill.. They ,
are the railroad bay on the north side, and electrical penetration areas :
for Units 1 and 2 and the control tower on the south side. The rest of the building is founded on glacial till. The areas founded on plant area fill and glacial till are identified in Figures 63 and 64. The ,
feedwater isolation valve pits for both Units 1 and 2 are founded on plant area fill. The feedwater isolation valve pit plans are shown in ,
Figurc 63 and a cross section is shown in Figure 70. ;
- A) Auxiliary Building Electrical Penetration Areas, Control Tower, and i Feedwater Isolation Valve Pits l
- 1) Sequence of backfill placement Due to the variation of foundation levels of adjacent structures, l the fill in this area was placed in stages as the construction l of the auxiliary building progressed. Temporary earthen ramps ;
and concrete mudmats were placed at some elevations to facilitate l construction. Due to the complexity of fill operations, the !
i sequence of fill placement was investigated. The description l
follows.
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p Bechtel Associates Professional Corporation G
MCAR 24 Interim Report 6 June 11, 1979 Page 2 The base excavation for the power block area is shown in Figures 65 and 66. Some local areas (outside the limits shown in the drawing) on the south ride of the reactor building tendon galleries and on the south side of the auxiliary building along H-line were excavated. The wedge-shaped excavation next to the auxiliary building and tendon galleries was filled with lean concrete, as were the areas excavated outside the limits shown in Figure 65 as mentioned above. The top elevation of lean concrete in these areas was approximately 583', with a mudmat placed between column lines H and K from approximately the 4.6 line to the 8.6 line (Figure 63).
The backfill for the electrical penetration areas and the feedwater isolation valve pits was placed up to an approximate elevation of 592' during the summer and fall of 1974.
The major difference between Unit 1 and 2 fill placement up to an approximate elevation of 592' in the electrical penetration area and feedwater isolation valve pit area was that the O Unit 2 area was used as an access ramp for cranes, concrete trucks, pumps, etc, whereas the access in the Unit 1 area was a one-time crane access for the Unit 1 liner plate erection.
i The control tower area was covered, heated, and backfilled in the winter of 1974-75 up to an elevation varying between 590' and 592'. A lean concrete mudmat was then placed up to el 593'.
All three areas were backfilled during the summer and fall of 1975 up to el 609' as follows. The Unit 2 electrical penetration area was backfilled first and was used as a ramp for trucks and equipment for compacting sand in the control tower area.
The sand placed under the control tower extended out into the ;
Unit 1 electrical penetration area by a few feet. The backfill on the Unit 1 side lagged behind the other two areas by a few weeks.
The feedwater isolation valve pit area was backfilled with [
lean concrete to el 615'-6", but the backfill for Unit 2 was kept low for construction of the buttress access shaft and was backfilled later.
i
- 2) Soil Exploration Twelve soil borings were made in this area to evaluate the foundation backfill materials. The locations of these borings are shown in Figure 67. A cross section is shown in Figure
- 69. Based on the borings, the supporting soil conditionc
'- under the control tower, electrical penetration areas (Units 1 n 2), and feedwater isolation valve pits (Units 1 and 2) are a'd sununarized as follows.
t t
Bechtel Associates ProfessionalCorporation MCAR 24 Interim Report 6 l June 11, 1979 l Page 3 Structures Boring Supporting Soil Conditions
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Auxiliary l Building i
Control AX-6,9,18 Medium dense to very dense sand backfill over !
tower dense glacial till with the exception of a }
local void under the concrete mudmat !
at el 590' to 589' at boring AX-9. :
4 Unit 1 AX-7,15 Generally dense to very dense sand backfill .
electrical with occasional layers of loose sand and soft penetration clay. The backfill is underlain by dense f area glacial till. Concrete was also used as l backfill. A layer of concrete was encountered !
from el 583.5' to 580.l' at boring AX-7. !
Unit 2 AX-8,19 Medium dense to dense sand backfill with O electrical penetration area occasional medium stiff clay layers over dense glacial till, with the exception of a loose to very loose sand pocket backfill encountered f
i between el 596.5' to 600.5' at boring AK-19. [
Concrete was also used as backfill. !
Feeedwater ?
Isolation i Valve Pits !
- e
! Unit 1 AX-5,ll Loose to dense sand and medium stiff to very [
(adj acent) stiff clay backfill with occasional soft zones -l over dense glacial till. Concrete was also used i as backfill. !
Unit 2 AK-4,3,12 Loose to dense sand and medium stiff to very ['
(adj acent) stiff clay backfill with occasional soft zones over dense glacial till. Concrete was also
- used as backfill. A layer of concrete was ;
encountered from el 585.2' to-575.5' at l boring AK-4. j The boring logs for these areas (taken from FSAR Appendix 2A) are given l in Appendix A of this report. }
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Bechtel Associates Professional Corporation Q
MCAR 24 Interim Report 6 June 11, 1979 ,
Page 4
- 3) Description of Deficiency ;
The fill material under the control tower is adequate except for the void under the concrete mudmat as mentioned in the
) description of soil exploration. Borings indicate that liquefac- 7 tion will be of no concern in this area.
From the boring logs, it has been concluded that approximately the top 15' of the backfill material under the electrical penetration areas and valve pits has not been sufficiently compacted. It is estimated that the. extent of inadequate fill ;
extends under the entire electrical penetration area for Unit I 1 and only part of the area under Unit 2.
- 4) Corrective Action [
For the control tower, pressure grouting will be used as needed to fill the void under the mudmat.
The unsuitable backfill material beneath the auxiliary building i electrical penetration areas and feedwater isolation valve pits will be removed and replaced by lean concrete having a minimum compressive strength of 2,000 psi. Field tests of the ,
exposed fill material will be conducted to determine the l t
actual extent of excavation and replacement of the fill material.
The remedial action for the electrical penetration areas and the feedwater isolation valve pits will be carried out in four phases as follows. i.
e) Preparatory Work Valve Pit Supnorts - A temporary support for the feedwater isolation valve pits (Units 1 and 2) will be provided.
They will be supported externally from the turbine building and buttress access shaft as shown in Figure 70.
External Support for Electrical Penetration Area - As a E
result of dewatering, the electrical penetration area may experience loss'of support due to lowering of the water table and soil settlement. A static structural' analysis has been performed assuming that the electrical penetration areas are supported from the control tower by cantilever action. Figures 71 and 72 show the finite element models O used for the analysis. The results of the aulysis are being evaluated. If it is determined that temporary
Bechtel Associates Professional Corporation O
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Page 5 i
external support is required for the electrical penetration !
area for Unit 1, a steel girder resting on the containment l ring girder and turbine building crane column (as shown i in Figure 73) will be provided. However, the assumption i of a fully cantilevered structure is very conservative because some support will be provided by the soil below.
The excavation will not extend under the entire penetration area before temporary supports are provided from below. '
Instrumentation and Monitoring - Instrumentation will be installed to monitor the movements of electrical penetration areas during dewatering and excavation operations.
Horizontal and vertical movements will be measured at selected locations on the structures. Specific locations ,
in the control tower and electrical penetration areas i vill be monitored for cracking of concrete. These locations will be selected based on the results from the static analysis described in the discussion of external support. !
( b) Dewatering The present ground water table and the present water level in the cooling pond are at an approximate elevation of 627'. Prior to and during the removal and replacement of the backfill, the electrical penetration areas and feedwater isolation valve pits will be continuously dewatered to provide a dry condition. An area dewatering system capable of lowering the groundwater to el 580' will be installed (Figure 74). The water will be diverted back to the cooling pond through the existing storm drainage system. Any ground water trapped in the excavated area will be removed by local dewatering during the excavation.
c) Additional Temporary Support If the instrumentation data indicate a differential building movement which approaches 1/2 inch, or if the crack monitoring indicates cracks which approach 0.04 inch in width, an engineering evaluation will be made to determine the necessity for additional temporary support '
measures.
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MCAR 24 l Interim Report 6 t June 11, 1979
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Page 6 !
d) Excavation and Concrete Backfilling !
1 A general plan and a schematic detail of excavation and concrete backfilling is shown in Figure 75.
When the general groundwater table has been lowered by !
dewatering to an approximate elevation of 600', an access j shaft (approximately 20' x 20') will be dug from el 634' ;
(grade elevation) to el 603' . A tunnel will be made underneath the feedwater isolation valve pits as a continua- ;
tion of the access shaft.
The temporary support system will be provided under the. ,
ends of electrical penetration areas before undertaking f mass removal of backfill material. The temporary support ;
- system will consist of jacked piles, caissons, or merete i piers instelled along the edges of the electrical penetration ;
areas. ;
Soldier piles, caissons, or concrete piers with a nondeteri-orating type of lagging material will be used to secure the soil under the turbine building and control tower. l This lateral support will prevent soil movement under the ,
adj acent turbine and control buildings during underpinning !
operations. The lateral support will be designed for a hydrostatic head from el 627' to the bottom of mass !
excavation under the structures. The lateral support will also be designed for earth pressure loads from soil I beneath these buildings. The depth of the initial excavation where the earth is not supported will not exceed 4 feet if it is within 6 feet of the K line and I
5.25 line for Unit 1 and 7.85 line for Unit 2 (Figure 75).
Otherwise, a maximum depth of 6 feet will be used. After the initial excavation, lagging will be installed and I back-packed. The lagging along the K line and 5.25 line i for Unit 1 and 7.85 line for Unit 2, located below- i el 600', will be grouted. !
Excavation and removal of unsuitable material will be done by ir.anual or mechanical means. Conventional tools, such as rock splitters and demolition tools, will be used . ;
to dislocate and/or remove hardened material during i excavation. Excavation will not proceed to a depth greater than 3 feet below the previously grouted lagging. -
O v
Proper precautionary measures will be taken to prevent' any movement of foundation material outside the excavation area. ;
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Bechtel Associates Professional Corporation i MCAR 24 :
Interim Report 6 June 11, 1979 Page 7 ;
After removal of all inadequate fill material, the excavated area will be backfilled with lean concrete having a minimum strength of 2,000 pai. Concrete will be poured in lift thicknesses of 5 feet maximum, with the exception of the first lift being not more than 2 feet thick.
Successive lifts wi_1 be doweled into the preceding lift.
The topmost lift will be within 6 inches of the bottom of the existing slab. The remaining void between the lean concrete backfill and the foundation slab will be either dry packed or pressure grouted. A two-inch gap will be provided between the lean concrete backfill and the adjacent structures (the containment building and the ,
turbine building) by using ethafoam or similar joint ;
separation materi,als.
- 5) Other Activities Since Last Report Crack Monitoring a)
Crack maps for these buildings are shown in Figures 76 i v through 79.
b) Seismic Analysis T
The removal of the unsuitable fill and the replacement of lean concrete under a portion of the auxiliary building foundation mat would increase the effective mass of the ,
foundation. This increase in foundation mass may not significantly impact the overall seismic analysis results. i However, because of minor changes in the mass value and soil-structure interaction parameters, a slight frequency '
shift may be expected. A seismic analysis will be performed to evaluate the degree of change of the system frequencies
, by modal analysis and determine if the variation is significant.
B) Auxiliary Building Railroad Bay
- 1) Soil Exploration Three borings (AX-1, 2, and 10) were made in this acea. The locations are shown in Figure 67. The cross sections of i borings are shown in Figure 68. Based on the borings, the the supporting soil conditions can be summarized as medium to very l dense sand backfill over dense glacial till. Concrete was also used as backfill. It has been determined that the fill O can safely withstand the imposed loading. The liquefaction potential of sand in this area has been evaluated and is being reviewed by the soil consultants.
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Interim Report 6 4
, June 11, 1979 '
Page 8 l
. 2) Description of Deficiency l l ;
i The upper 18 feet of sand backfill may have liquefaction potential, based on the boring records. ;
- 3) Corrective Action If there is liquefaction potential, chemical grouting will be j used to stabilize the sand, i Service Water Pump Structure i
[.
- 1) Sequence of Backfill Placement l
i Excavation to an approximate elevation of 586' for the service I water pump structure was made in late summer 1976. A few i pockets of loose sand encountered in the bottom of the excava- l tion were removed. The excavation was dewatered. The lower l portion of the structure on the original ground was built !
during the fall and winter of 1976-77. Backfill from el 590'+ t O to el 616' on the north side and under the cantilever section '
(Figure 81) was placed between January and April of 1977 under o i n we e p c d in t p and a f Back-fill from el 616' to 634' in the area of the service water j pump structure was completed in late su mer and fall of.1977 except for one small area adjacent to the northwest side of i the building (approximately 10 to 12 feet deep). This area, l
, expanding from approximately the center of the building to the northwest corner, and then along the north side for a few ,
feet, was left open during the winter and was backfilled to I
el 634'-0" in the fall of 1978.
- 2) Soil Exploration l
\
Except for a portion of the structure to the north, the major '
part of the service water pump structure is founded on natural ,
soil material as shown in Figure 80. The northern section of j the structure is located on backfill material, as shown in i Figure 81. Eleven borings were made in the service water pump.
{
structure area. The boring logs for these borings are given 1 in Appendix A. The locations of these borings are shown in Figure 67. A cross section has been established as shown in Figure 82. Based on the boring records, the supporting soil j condition for backfill can be summarised as soft to very stiff )
I clay and loose to very dense sand backfill over medium dense l to very dense sand over glacial till, with the exception of- 1 2.5 feet of loose sand encountered between el 601.5' and
( 599.0' in boring SW-6. I l 1 j
l l . . - . - . -. .-- . . - - . - . . . . - - . -- - -
i Bechtel Associates Professional Corporation
(} MCAR 24 Interim Report 6
- i i
June 11, 1979 {'
Page 9 !
- 3) Description of Deficiency Some areas of the fill material under the northern part of the structure have not been sufficiently compacted.
The reason for no significant settlement is that the existing dead loads from the portion of the structure over the fill ,
material are being supported by the rest of the structure founded on natural material through cantilever action. A static analysis of the structure indicated that the total i design loads cannot be supported by the main structure through ;
cantilever action. t
- 4) Corrective Action ;
The option of piling under the north wall of the service water I pump structure was chosen over the option of removal and replacement of unsuitable material for the following reason. i Any excavation and replacement of fill will require dowatering. !
It would be difficult to attain a dry condition beneath the '
service water pump structure by dowatering to permit excavation O and backfilling operation because of the proximity of the structure to the cooling pond.
~
Predrilled bearing piles will be placed under the north wall l of the structure to carry the vertical load as shown in Figure 83. !
These piles will be concrete filled steel pipe piles which i will penetrate into the bearing stratum which occurs at an approximate elevation of 587 feet. The design capacity of the piles will be 100 tons.
Horizontal loads will be carried by the deeper part of the j structure founded on natural material. The details of the '
connections of piles to the structure are shown in Figure 83.
i J test pile will be load tested in accordance with ASTM D 1143 to determine its capacity. The vertical stiffness !
j (dynamic) will be determined analytically. All piles will be j designed and installed in accordance.with ACI 543.
O
(
I Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 10
- 5) Other Activities Since Last Report a) Building Settlement !
Based on the foundation data survey program, no increase in the settlement of the building has been observed from the settlement values reported in Figure 2 of Interin Report 5 of MCAR 24.
i b) Seismic Analysis l Results of a preliminary seismic analysis indicated that ,
the use of piles under the north wall of the structure is i feasible. ,
Because of the change in the foundation design concept, a ;
new seismic analysis will be performed to evaluate the ;
change in the seismic design forces and the floor response ,
spectra. .
The new seismic model incorporates the modified design '
i concept as follows. The soil-structure interaction accounts only for the lower level foundation which is ;
founded on natural soil. In addition,.a spring simulating dynamic vertical pile stiffness is attached to the east ,
side wall in the mathematical model. The upper level .,
foundation, which is founded on the fill, is assumed free of contact with the foundation medium. The modified mathematical model consists of an assemblage of beam and finite element plate nr :bers with masses lumped at floors and location of significant mass concentration. The seismic analysis technique and criteria used follow those specified in the FSAR Section 3.7, except that the composite modal damping values will be computed based on the stiffness weighting function technique. This method also provides an acceptable basis for seismic analysis per the NRC ,
Standard Review Plan Section 3.7.2. The Bechtel Structural Analysis Program (BSAP) will be utilized to perform the analysis.
l 4
gh"
1 Bechtel Associates Professional Corporation O MCAR 24 I Interim Report 6 '
June 11, 1979 l Page 11 Seismic Category I Tanks on Fill '
A) Borated Water Storage Tanks The tanks, when constructed, will be filled with water and monitored for settlement.
l An inspection pit will be dug in the tank farm area and further t soil investigation will be made in the area of the air-line leak. t B) Emergency Diesel Fuel Oil Storage Tanks l The tanks have been filled with water and the settlement monitoring [
of these tanks is being continued. To date, these tanks have not ;
undergone settlement. ;
Diesel Generator Building and Foundations
- 1) Description of Deficiency l This has been described in detail in previous Interim Reports 1, O 2, 3, 4, and 5 of MCAR 24.
- 2) Corrective Action ,
Details of corrective action also were described in the previous i reports of MCAR 24. ;
For portions of the fill under the diesel generator building having liquefaction potential, chemical grouting will be used to stabilize the sand. ,
t A procedure for chemical grouting of liquefiabis sand is being f developed. A sand test pit measuring approximately 20' fe2 and 15' deep will be grouted. The sand will be dumped and
[
1eveled. No attempt at compaction will be made. Upon completion ,
of test pit grouting, the pit will be an mined for the effectiveness !
of the grouting. The test pit will be enmined using standard {
penetration tests (ASTM 15861 and visual inspections. Based i upon the results of the test pit, a procedure will be established [
so that grout will penetrate and cement the sands. The procedurs ;
developed from this test program will provide the pumping !
rate, pressure, etc, at which the grout will be applied.
i i
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l l
Bechtel Associates Professional Corporation lO l MCAR 24
- Interim Report 6 June 11, 1979 Page 12
- 3) Other Activitics Since I.ast Report a) Building Settlement and Preload Operation Figures 13, 14-1, 43, and 44 have been updated to show the settlement data for the diesel building and foundation as of June 1, 1979.
The readings taken from the settlement markers indicated that settlement measurements were essentially stable during the last several weeks. No additional preloading is planned; however, the present level of preload will be continued for 6 weeks to better define a future date for preload removal. Five rebound measuring instruments are being installed. Four of these instruments will be near each corner outside the building and one will be installed at the northeast corner of pedestal 4. Four additional O borros anchors will be installed deep in the till (el 535')
for use as local benchmarks, which may also be used for rebound measurements. These borros anchors are to improve the existing survey accuracy to 10.01 inch.
Effect on Project Schedule
- 1) Auxiliary Building Electrical Penetration Areas and Feedwater Isolation Valve Pits Field activities for these corrective actions are scheduled to begin in July 1979. All activities are anticipated to be completed by July 1980. These corrective actions are not delaying the project system completion and testing schedule and therefore are not expected to impact the project schedule.
- 2) Service Water Pump Structure Field activity for this corrective action is scheduled to begin in August 1979. Completion of corrective actions is anticipated by January 1980. Current project schedule requirements for completion and testing of the service water supply system will not be delayed by this corrective action and therefore are not expected to impact the project schedule.
O
Bechtel Associates Professional Corporation
)
J MCAR 24 Interim Report 6 June 11, 1979 Page 13 I
- 3) Seismic Category I Tanks a) Borated Water Storage Tanks The schedule impact for the filling and monitoring of the tank has been analyzed based on sequential filling of completed tanks. This will allow the current project schedule system testing requirements to be met without impact to the project schedule.
~
b) Diesel Generator Fuel Oil Storage Tanks No delay in the completion requirements of this system is anticipated. The possible corrective actions for these tanks have sufficient schedule float to allow further investigation and analysis.
- 4) Diesel Generator Building and Foundations O Based on our initial schedule analysis, the potential for a 2-month delay in the diesel generator system completion was identified.
Our current analysis of refined construction and testing schedules indicates that the corrective action by soil preload will have no project schedule impact if the surcharge material is removed begin-ning Auguar 15, 1979, as currently scheduled.
Submitted by: ., -- -3 E _ -(Y ,
Reviewed by Approved by:
Concurrence by AG/js 6/6/6 -
i J
I
l DRAWING
SUMMARY
Figures Included in MCAR 24 i l
i Submitted with Figure Title Interim Report i 1 Diesel Generator Building 1, 2 (Replaced by Settlement Data Figures 43 ;
and 44) t 1 Foundation Settlement Monitoring 3,4,5 i 2 Settlement Record Table 3,4,5 3 Settlement Data 3 (Replaced by !
Figure 13) 4 Settlement Data 3 (Replaced by Figure 14)
() 5 Seismic Category I Structures 3 i f
i 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 I i
8 Diesel Generator Building Boring Plan 3, 4 ;
9 Diesel Generator Building Underground Utilities Plan 3 ,
t 10 Diesel Generator Building ;
Underground Utilities Section 3 !
11 Diesel Generator Building (
Proposed Surcharge Requirements i Plan and Sections 3,4,5 T
I l
l E i r i !
l I t l [
1 i
i 12 Diesel Generator Building ,
Proposed Surcharge Requirements Sections and Details 4, 5 .
13 Diesel Generator Building Settlement Data 4, 5, 6 14 Diesel Generator Building Settlement Data, Sheet 1 4, 5 14-1 Diesel Generator Building [
Settlement Data, Sheet 2 5, 6 15 Diesel Generator Building 4 (Replaced by i
Settlement Data Time Rate Figure 43) 16 Diesel Generator Pedestal 4 4 (Replaced by ;
Settlement Data Time Rate Figure 44) 17 Instrument Location Plan 4 I 18 Diesel Generator Building Crack Monitoring O 19 Designations and Locations of 4
j Surveyed Pipelines, January 1979 4 20 Tank Farm Boring Plan 4 21 Cross Section A-A Tank Fara 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 25 Cross Section F-F Diesel Generator Building 4 26 Cross Section G-G Diesel Generator Building 4 O
~
i i
i 5
i i !
27 Cross Section H-H Diesel I Generator Building 4
28 Cross Section I-I Diesel j Generator Building 4 l i
29 Penetrometer Readings Test Pit 1 :
South Wall Diesel Generator Building 4 l 30 Penetrometer Readings Test Pit 3 ,
North Wall Tank Fara Area 4 l l
31 Penetrometer Readings East Wall of n l Test Pit 2 Condensate Water Tank ;
Area, Sheet 1 of 2 4 g
'l 32 Penetrometer headings East Wall of Test Pit 2 Condenaste Water Tank Area, Sheet 2 of 2 4 33 Field Density Test Resulta 4 34 Plasticity Chart 4 35 Water Content Versus Elevation 4 !
36 Dry Unit Weight Versus Elevation 4 -
37 Total Uait Weight Versus Elevation 4 i
38 Shear Strength Versus Elevation 4 :
39 Shear Strength Versus Moisture Content
{
Diesel Generator Building 4 40 Test Pit Boring Iags 4 !
41 Diesel Generator Building !
Preload Plan 4 i 42 Diesel Generator Building Additional Boring Locations 5 (Replaced by !
and Details Figure 67) !
f
-3 !
e, .__ . . _ ,
c O
I l
I 55 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates l 5 !
56 Diesel Generator Building Settlement ,
Data, Borros Anchors and Surface Plates, l Areas A, B, D, and Soui of Building 5 57 Diesel Generator Building Settlement !
Data Piezometers and Cooling Pond 5 4 58 Diesel Generator Building Settlement !
Data Piezometers - Sheet 1 5 ?
l 59 Diesel Generator Building Settlement i Data Piezometers - Sheet 2 5 i
60 Diesel Generator Building Surveyed Pipe Lines Profiles by GZD 5 i 61 Diesel Generator Building Plan of Pipe Profiling Locations [
5 62 Crack Mapping Service Water Pump Structure j 5 i 1
63 Auxiliary Building Plan 6 64 Auxiliary Building - Typical Section 6 65 Excavation Plan 6 ,
66 Excavation Cross Section 6 t
67 Plant Area Boring Plan 6
?
68 Cross Section H-H i Auxiliary Building - North 6 ,
69 Cross Section F-F i Auxiliary Building - South 6 !
70 Feedwater Isolation Valve Pit Units 1 and 2 Temporary Support ;
for Underpinning 6 i
1
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43 Diesel Generator Building Settlement Data - Building Markers 5, 6 j
44 Diesel Generator Building l Settlement Data - Pedestal Markers 5, 6 45 Crack Mapping Diesel Generator l Building 5 46 Diesel Generator Building Settlement !
Data, Borros Anchors and Surface Plates Area, and Cluster Plan 5 j 47 Diesel Generator Building Settlement Data, Borros Anchors and Surface Places, Area A 5 48 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area A 5 t 49 Diesel Generator Building Settlement O Data, Borroc Anchors and Surface Plates, Area B 5 50 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Areas B and C 5 51 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area C 5 S2 Diesel Generator Building Settlement ,
Data, Borros Anchors and Surface Plates, ;
Areas C and D 5 53 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, '
Area D 5 54 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area E 5 j
+
1
~
l ,
O !
71 Auxiliary Building Electrical Penetration Area (Looking West)
Finite Element Model 6 l
72 Auxiliary Building Electrical Penetration Area (Inoking South) !
Finite Element Model .6 k
73 Auxiliary Building Unit 1 Electrical Penetration Area l Tagorary External Support -
Plans and Sections 6 74 Auxiliary Building and Feedwater l Isolation Valve Pit Units 1 and 2 Dewatering Plans and Details 6 75 Auxiliary Building and Feedwater :
Isolation Valve Pit Units 1 and 2 Excavation and Concrete Backfill -
Plans and Details 6 -
i ,
76 Auxiliary Building Walls, Crack Mapping, Sh 1 6 77 Auxiliary Building Walls, '
Crack Mapping, Sh 2 6 i 78 Auxiliary Building Floors, ,
Crack Mapping, Sh 1 6 j 79 Auxiliary Building Floors,
, Crsek Mapping, Sh 2 6
~
' i 80 Service Water Pump Structure Concrete Floor Plans 6 I 81 Service Water Pump Structure Typical Section 6 I l 82 Cross Section I-I Service Water Pump Structure 6 !
83 Service Water Pump Structure Structural Pile Locations and Details 6 I
4/4/1S a
'i
- t I-1 i
1 t
.i i
1 APPENDIIES TO MCAR 24 i
1 '
j Submitted with Title Interim Report l l
i Appendix A Boring Logs 6 l (AX-1 through'12; l
! AK-15, 18, 19; SW-1; I' SW-3 through 9; SW-5A, j SW-13) 1 i
i !
I i I f l l
l >
i i
j I I i l
i '
}
l '
t 6/6/6 -
'l l
1 i
l l 1 l
_ _ _ _ _ _ . . . _ . . _ _ _ _ . . _ _ _ . - . _ _ . . _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ . . . _ . . . . _ _ . _ . . _ _ _ _ _ . . _ _ . . - _ _ _ . _ . . _ _ _ . . _ _ . ~ , . _ _ . _ _ . _ _ . - , , . _ . . _ . . -
l i
l 1
I i
r I
APPENDIX A i
to l MCAR 24 i INTERIM REPORT 6 i (Taken from FSAR Appendix 2A) l I
l.
i i
f l
t l
l l
E i
i t
I i
6 E
l 1 c
. t
- __ .i.. ,
p 5
BORING LOG mom.o ro . ,w,,
7220 101 12
.. . u-y.1 Auxiliary Building S 4702 E 263 N A+
- 90
.u . - . -
.. ,4 3/10/79 2-3/8/79 Raymond international Acker Skto i s /i s* ""
af . A . 53.0'
. ,m . u. . . .. ,.
--=
W.A.
140 lb./ 30 inene.
4.A.
i.-
I la
_- 634.5 10.7/623.8 M.A.
- s. s. r,% ell e s. o. w,nroe*
3 j , PENETR A710N
- .a; ;
r - ;
! !. .: .2 !, .5 _
.~
r l*
[a i i
! (
- I !*! *
! ja 1 1 ~ ~ ~
634.5 0 0.
.- /; 0-8'3" mainforced concrete 1. Cut through
. 2 rebars at i
..6 about 12" and i
.. 7'.
..s.
'.*. 2. Drilled with 5- *, *
- tricone bit and bestonite mud.
. ..a
- 3. No signifi-
- 6- -
cant mud loss- '
626.25 8.25" observed.
- J' 18 8 16 1 S.25-37.5' Clean Sand, brown.
4 7 9 i medium dense, nonplastic, meditus SS
- 10. l-' grained, moist, fine grained and 2 yellow-brown at 0.25-8.30 feet.
2* 18 9 14 7 7 7 -
(SP) (Fill)
SS "
2* 18 10 3 11 2 3 8
[ _
- 4 2* 19 9 11 1 4 7 sS 15-t, . ,, , g , s e,... ,,,,,1 SS -
2* 18 12 6
15 - 5 5 10 -
ss T 2* 18 7 23 3 9 14 Installed 55.0' 20, - slotted 2* PVC for piesometer SS .
2* 18 10 25 11 11 14 - 8
~
SS to le 8 24 2 5 .' '9 7 12 12 SS -
2* 18 12 69 17 26 43
[
30..
SS -
2* 1a 10 27 7 13 14 g
I I SS -
2" 18 12 36 13 16 20 * .U 599.3 "" ;-
.-.u. ""
6
. . - . . - .. Auxiliary Building Ax-t h 210 237 Revision 21
, 5/79
\ .
y.. ..> l w, .
~~4. ..
p .. _ _ . . _ .-
A BORING LOG ==1=o = = '22*-2 ' "* " ' '
.: : ; :. stows :.
hj;
=*~....a k, $
j*i I j E j 's
. ,. g g .6s... = I
- j f. - * " * * ^ *"
U.I."U. '
!! I I I
- - *! l3 E
- " see.s is Ss L3 ;
2" 18 12 87 17 33 54 597.0 37. 5 dt.4;ic 37.5-49.Q
- arown sand. very dense,
-1.'s:} . coarse grained, so W gravel (SP)
- c. .e ss 2* 18 16 155 26 48 87 40 --$.g's-- u
. u.
ss %=-
2* 13 18 los 26 48 60 -T' .;15
.g ;.
. :p Ss E 2" is le 70 18 25 45 45 2[dk::,,_
- kN5:)
- ~g ;.
SS 18 19 135 35 57 78 jl7 585.5 0
- f. .; 49.0-53.0' Medium sand, very dense 50 ?.:.yf some sitt (SP)
.9 .-
Ss 150+ .'l lig 2* 18 13 /s* 31 150s -
381.5 53 Total Depth 53.0 Feet. ,,
55-4
=
n d
I :
= = * ~ ~ a* * * '"* "'* "g-1
.."...'*".'.'"e...=.. .
Auxiliary Building w 210-1.2 - seviaton 21 5/79 I
i
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O BORING LOG alD u uD c = = m ucr 1220 101 12 Ax.2 Auxiliary Du11 ding s 4702 E 232 90* u.A.
=m . m m ,
3/10/79 3/12/79 Raymond International- Acker Skid 2
15/16" N.A. N.A. 51,g.
_m
. 1r - u-N.A. N. A. 18 al. A. 634.5 10.8/623.7
- w.A.
. .u _ _ _ .
140 lb. / 30 inches -
A. S. *'arshall / J. O. Wanteck PEMETHAT40pe r ! I ;:
- .. 2*
- 3 8, [ I:,
, saws :.
1 -
p : ; : : ; : .; t v
._ - u, .
. . . i g si j !. (*i t !! ! ! I [ - .
634.5 0 4, 0 8'3' Reinforced concrete 1. Cut through robar at about '
- 6*.
6
% 2. 53' slotted FVC (2") instal-g 5 :g led in boring.
- 3. Drilled with 4 tricone bit and revert. ,
626.25 8.25 '
~ 4. No signifi.
8 8.23 42.5' Clean Sand, brown, **"" ***
la 14 20 $ e 12 - 1 medium dense, nongTastic, medium loss observed.
10 as "
grained, moist, occasional grevel 2* 18 12 33 7 14 19 2 (SP) (Fill) ss -
2* 18 11 32 6 13 19
- 3 SS
- s 4 2* 18 8 31 7 12 19 ,",
15.
S3 -
5 2* 10 8 23 0 10 13 -
i
$s ~
- 2* 10 0 30 11 11 19 "
l 20-Ss -
2* 18 5 36 11 17 19 ; [
SS -
2* 10 8 41 11 17 24 8 2 5."
ss _ 25.0'.32.5' Decee !
2* 18 4 68 11 29 39 9 ss -
g 2* 18 8 33 8 14 19 30" _
ss .
2* 18 10 70 23 27 43 -
12 SS -
2* 10 12 is 20 19 17 599.9 35" U
. . ue Auxiliary guilding *****
Ax.2 2h 210-239 Revision 21 O
v 3/79 D*
~0) T TI
]D ooM o Ju 1 k _a
m f .. _ .. _.
BORING LOG mo- ,own rum n20-101 2 2 u-2 2 '
.. PCNETMaitoM EM
.. . . h.;
A ,
ll if .
3 g
i
. 2 6
- s.
- - =
l l .l
=====a.-*=a.'
0.7.'.**.*.C.
3 ,. I, 3 i
- :i
. 2* 1 3 599.5 3s
- very dense 45.0-42.5' s3 2- is is ss 26 30 3s u ss - u 2* 18 le 82 19 33 49 40 -
is 10 85 15 40 45 592.0 42. ' 42.5-45.0' Medium clav, brown, a
,, Clay in tip sandy, some silt and gravel (C:,) of sample #15 Ea ss. '12 5 13 s 12 -
$ss,3 45 68
.'M:sM 45.0-51.5' very dense sand, non-12 e 101 33 -
."jji.A plastic, medium to fine.can,
. trace gravel (SP)
SS -'f.
2* Le 12 130 33 55 75 'ip; j:D 50Ny..likl- -
s3 -
2* 18 12 160 36 70 to 51.,. :- 'SM 583.0
." Total Depth = $1.5' ud
) -
55-
~.
M
. ww. - . = ====
.. ... .. . Auxiliary Building Ax-2 W 210 240 I
LJn) ' Revision 21 5/79 D**]D e oJu
]D f[]
aJuu2U.k :=
F-w - e
-~
8 O .=.
BORING LOG HIDIAND pot #'R P! ANT
~'
7220-101
~ ~ ' '
e 1 ** 1
~~
Ax.3 Aasiliary Duildin9 s 4886 R 445 90* N. A.
.u. ---
. a -
n4 ,% -
3/10/79 3/12/79 Raymond International Acksr Monkey 3' -
None 18.0'
...nu . me. . .- -
N. A. N. A. 3 N. A. 634.0. Not Determined
-___- . . n u. ,u
- w. A.
140 lb. / 30 inchos None A. S. Marshall
- e , ; , PEMETRATIO*1 I
- j i .I i. "0"*
I. {. : . 4 .. ] . .
- . : ac t t t _-
(3
- e . . g* .
. I
{ l
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s ! ( ,i ( j 8 j3i i [ [ * .
~ ' = -
634.3 0
'. 0-3.5' Sandy cravel, some clay (Fill) (GP) (W
- 1. Drilled with water and bottor discharge bit.
630.5 3.5- 2. No sigrLifi-15-17.5' clean Sand, brown, medium cant water loss 18 9 25 10 10 15 g dense, nonplastic, moist, medium observed.
- 5. grained (SP) (Fill) 2
$$ 10 - -
2* 10 16 29 9 12 17 -
2
~
\
. t 15-- -
SS.
2 It is 11
- 3 1 1 e
]17.5-10'SandyClay, brown, stiff, 616.0 18 - low plasticity, moist (c:.1 (rill)
Sottom of hole, Depthe 18.0' *
.=.
. u. . - 1 '"*
- '==.**.aa...== Auxiliary Du11 dine Ax-3
, x h 210 24 aaviston 21 5/79 01 s Q w .
A I __
1
_ _. _ I O , .. u .m BORING LOG MIDIAND POWER Pl. ANT 7220 101 1 "3 AX=4 l x _ . . - i Auxiliary Du11 diner S 4884 E 413 90' N. A. l
.u... -. m u .
,e .w,4 v <
2-3/15/79 3/17/79 Raymond International 12 m.--.-
Ackor Ace 645.0 i s/ig.
Not Recorded Mono 81.5' ,
N. A. N. A. -- -
l
_ _ . . . u.. _ ,u . _. >
140 lb. / 30 inches -
A. s. Marshall / c. trenne
. ;, PENETRATION
- =
.li s ! !. ! ! . i.;..
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h.' . . . . . . .
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64s.0 0 Drilled from platform at E1. 645.0' 1. water loss
. at bottom of concrete.
- 2. Drilled with '
. revert and !
. bentonite below concrete.
S-.
. 3. 4* casing
. used to 26'.
- 4. No signifi-
~
cant mud, rever-loss observed.
10 2 L .
15 .
20 .
252 619.0 26 ~
. 6, 26'-37.7' concrete
. .s 30 - ,.
- 8 g.
,4
, 410_e n* .*.
. u. . u. " =.u==
.. .. .. Auxiliary Buildin9 .AX.4 W 210-242 Revision 21
[_* 5/79
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BORING LOG mmo ,0 3 ,w,r 7220-101 2 -3 u.4 jl ., PtpsCTRAneN
!* j h .! .! ! !.;
- ,2.a. *; . "" !, . a.**.=-
...u.
. . . e . . .
s = . = g g eu... --
{! ! ! !**! !'!. i ... n..
I 1
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410.0 35
. a. Concrete
., g
.a SS 607.3 37. 7 is 37.7-40' Clean Sand, brown, med-2* 6 20 5 12 P 1 ium dense, nonplastic, vet, med-ium grained (57) (Fill) 605.0 40 ' ^
SS - 40-41' Sandy Clay, brown, stiff, 2* '18 10 17 3 8 9 604.0 41 - 2
- ;-3I low plasticity, wet, trace gravel ter.1 triti)
~
~
41-44.S' Clean Sand, brown, SS [ medium dense, nonplastic, wet, 2* 18 6 12 5 6 4 . 3 meditas grained (SP) (Fill) 500.5 44.$ a 45 , - 44.5-48.5' Sandy Clay, brown, very
. soft, low plasticity, wet, trace Sg gravel (CL (Fill) 24 7 5 1/12' 2 3 4 SS 596.5 48. E 5 2* 18 12 23 4 11 12 -
48.5-59.s* Clean Sand, brown, 50 -
medium dense, nonplastic, wet, some gravel (SP) (Fill)
SS 6
x 2* 18 12 19 4 7 L2 -
~
SS 2* 18 to 13 5 6 7 9
55 -
- 2 SS -
- 2* 18 12 50 14 22 28 -
8
~
SS 165 1* te 14 nr 17 131 74 ' 585.2 59.5 5 35 Some Clay 60 a, . 39,s.69.5' Concrete
. .4
- 6 5 .' Jy
- e. .
. s.
e.
575.5 69.f*
SS 70 - 69.5-81.5' Silty Clay, gray, hard, 2* 18 le 56 13 24 32 - g low plasticity, moist (CL) e
.n m
W e
.m 570.0 75 -
.m- .* . .=.s.* ev ***'
~ ~ * *
.. ... ... . FY 89 ,
W 210-243 J Se,v,,ision S 21 D fM D @D N@ r
@ M dd))L
c .;
O -..
B0 RING L0G hlomo,m ,my
,,2,.1 1 3 , y. ,
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SLOWS
. 4. !
g.;:, .,
.~.....
t .
1.,
}. I l. l 1
- e ***
_ 570.0 75 2* 18 18 49 11 21 28 L1 Silty Clay, gray, hard, low plasticity, moist (CI.)
58 So - -
2*
18 10 $5 18 24 31 '
g 583.5 81.*
. Bottom of hole at 41.5 feet 85 "
90 -.
./~'N.
~
95 2 100-n
.N
. sw -_ ___...% "'*
.. .. w .. w Auxiliary Buildirwt gm Ax.4
,i h 210 2M V' -
Revision 21 S/79 D**]D ]DIT Yh' ooM om[2_.\lnl_>
l 1
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s 80 RING LOG NDiuo ro A rum n20-tot 13 u.5 1
Aum111ary Building 5 4882 E 122 90* N.A.
3/19/79 3/20/79 Raymond Internationei
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Ackor Ace m
2
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79/16,
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N.A. y,A. is - 644.33 Not Recorded -
- a. s n s.. u .
140 lb. / 30 inches -. A. S. Marshall / C. nenne
- PtfeETWATION g , [
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t
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t . . !. . . . .
= .
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.=.a= f f - aa. - == =.a (5 . . . . g n. w
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i 1 : -- t 644.33 0 l Drilled from platform at 1. Drilled with Elevation 644.O f*'*#I*
- 2. 500 mud lose '
while drilling at 52-57 feet.
52 3.100% and lose i while drilling at 60-62 feet.
. 4. 4" casing
. used to 25 feet.
10 ".
t 15.
~
\
20-. t
. t 619.33 252
.'s
. 25 37* Concrete a.
30.
. .a a*
609.31 n- .
. .w. . u. " " * * * *
..- .. .. Aux 111ary Building AX-5 i b l
' ( 2b 210-245 Revision 21 5/79
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BORING LOG " - = = i
'82a-t'Il 2 2 l _"- S '
!E II i:.: i i,:
mctnario a o=8
- r i 2 3 4
- I .
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i
. 6 s ."--
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11 3
- i 3* *. ! i t : - -
- 609.33 3s 8 ;, concrete t
g.
SS 37.JJ-40.25' Clean Sand, brown, 2* 18 to 33 8 13 20 1 dense, nonplastic, wet, fine to medium grained (SP)' (Fill)
SS 40 - -
2* 10 12 9 3 604 E125 2 40.23-41' Sand 5 4 603*04 *a-33 _ ]andissa stif f. y Iow Clay, brown, plasticity, 602.33 .iwet, some cravel fell fri111 4 2.. 41-42 Clean Sand, brown, medium SS dense,' nonplastic, wet, fine 3
2" 18 6 3 3 3/12 - 600.83 8 3,5.-
"" erained (SP) (Fill)
", 42-43.5' Sandy Ciav, brown, very SS 45- - soft, low plasticity, wet, trace 2*
4 ernvel fct) frill) 18 6 4 3 2 2 43.5-44.5* Clean sand, crown, 597.83 16.5-- -
1 very loose, nonplastic, wet, l "
I fSP) frill)
,, so.me 4 . 4gr.avel
.5 sanar ciav, brown.
g3 2* 18 6 535.83 88. 5 v e 0 5
- l (eryCL) soft, frillt low plaatseity, wet .
SO j
45.5-62' Clean Sand, brown, dense.
SS nonpleetic, wet ~~F ne and medium 2* 18 12 32 10 14 1s 6 grained (SP) (Fill)
O SS 2* 7 10 10 42 12 19 23 S5 le 10 44 13 18 76 "* I#"' ""
SS -
2* 10 14 90 18 28 62 ', medisus grained 60 .
SS 2* 18 18 75 25 39 36 .- 2 medium grained 582.33 62 --
SS 62-64' Sandy Clay, brown, medium 2* 18 12 8 4 2 6 : 11 stiff, low plasticity, moist, 500.33 64 - - , little gra al (CL) frill) 65 **' 'Y "' *Y' * **
SS low Plasticity,'mois't (CL) 2* Le 18 30 0 13 23 h
- . i 70 - -
N 18 le 48 14 23 25 D, 14
~-
.. ... ... . Aum111ary Bullaing M-5 24 210-345 ac-ision 21 5/79 1
I
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C>N .. - .. -
BORING LOG "2 = = = r 2 2a-tal 2 ., 2 a-5
. PCN CTR ATION
. i :{ i. ; i 1. . - -s : !
j;, i :: i f:- !!
-- ~ ~ - - ..........
it i i i : I
. 6 6 i l l -
- c.~.;
- !: i ! I : --
13 609. u u 8,', Concrete
.g .
ss 37.J3-40.25' Clean sand, brown, 2* 18 10 33 8 13 20 1 dense, nonplastic, wet, fine to media grained (sFT (Fill) 40 -
ss
- 2* 18 12 604 2 40.25-41' sandy Clay, brown, 9 3 5 4 603.33 602.33 08 ( mediusa stiff, low plasticity, wet. some cravel felt frill) 4 2_- '
- 41-42' Clean Sand, crown, medium ss -
3 danse, nonplastic, wet, fine 2* 18 6 3 3 3/12 - 600.83 82,5-
_ grained (SP) (Fill) 6
- 42-43.5 ' sandy Clay, brown, very ss 45- - soft, low plasticity, wet, trace
- 4 eravel fct) frill) 2* 18 6 4 3 2 2 597.83 E 6. 5 -
43.5-46 5* Clean sand, orown,
-1 very loose, nonplaWe, wet,
- _ l some gravel (SP) (Fill) 33 46.5-48.5' da W Clay, brown, 2* 18 595.83 48.5' J v
'- l (ery C1) soft, (Fill)low plasticity, wet 6 8 0 3 5 50 -
48.5-62' Clean sand, brown, dense, ,
gg
- nonplastic, wet M ne and medium 2* 18 12 32 10 14 ls 6 grained (37) (Fill)
\ ss I 2* 18 10 42 12 19 23 -
i
$5 _
18 10 44 13 18 26 "* I "*
{
ss -
2" 18 14 90 18 28 62 9 mediuin grained GO: -
33 2* 18 18 75 25 39 36 .- L1 medium grained 582.33 62 -
ss -
62-64' sandy clay, brown, medium 2* 18 12 8 4 2 6 - 11 stiff, low plascacity, moist, 580.33 64 - - ._little are al (ct) (Fill) 64-gl.5' Silty Clay, gray, hara, '
ss 2* 18
~. h I'" P****1'1"Y' * *** ICLI la 38 8 15 23 g,
c 70- -
N 18 18 48 14 23 25 g n i
.. , . . . . Auxiliary nullaing u-5 2A-210-244 Revisica 21
\ 5/79
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BORING LOG l. "2"****= '22a-l'1 22 l ~" -5 ,
PEN CTR ATION I:g i: i i i.
- o** *-
- r ; .
j 2. gi :: 5 .* * ..........m
- j . ; * . ., g g ==..a= ==.a- a-w ;* =
{ g g ****
I ,a ,,,',,,,y,==-
- f i i : *. !: i ' I [ * - - '
13 3I 609.33 3s
<
- Concreto
,, L i.
3733-40.25' Clean sand, brown, f! gg to 33 g 13 79 1 dense, nonplastic, wet, fine to meditas grained (SP)' (Fill)
SS 40 - -
2* 18 12 9 3 5 4 604.00 E125 2 40.25-41' sandy clay, brown,
- 603.33 ia '
_ medium stiff, low plasticity, ,
602.33 42 -- . wet. some cravel feti trill)
- 41-42 brown, medium SS 3 dense,' Clean Sand, wet, fine ronplastic, 2* 18 6 3 3 3/12 - 600.83 83.5- -
grained (SP) (rill) 42-4J.5' Sandy Clay, brown, very ss 45- - ***** low P l asticity, wet, trace
- 4 eravel fett trill) 2* 18 6 4 3 2 2 597.83 86.5-43.5-46 5' Clean sand, crown, 1 very loose, nonplastic, wet,
5 v
- * ' 8#Y '# ##"
- 18 6 4 0 3 5 l (ery soft, low plastAc'ity, wet
- ct) frill)
- i 46.5-62' Clean sand, brown, danse.
S 5* "
nonplastic, wet ne and medium 2 18 12 32 10 14 lu : 6 grained (SP) (Fill)
O ss -
7 2* 18 10 42 12 19 23 -
55 18 10 44 13 18 26 ne gra ned SS -
2* 10 14 90 18 20 42 medium grained
. {
- 60. -
SS -
2* 1a le 75 25 39 36 . 20 medium grained 582.33 62 -
SS 62-64 2* 18 12 8 4 2 6 l 11 stiff,' Sandy Clay, brown, low plasticity, medium moist.
580.33 64 - -. Little gra ni (cL) (Fill)
- 4-91.5' silty clay, gray, nara, '
SS P ' ' "
2* 18 12 la 38 8 15 23 t
70- -
N la is de 14 23 25 g L 74 w,__ ...w. "
... ... . Auxiliary Bullaing Ax-5 24-210 2s4 Revision 21 c) 5/79 D#*D "
WTj P wa A Ju d A l/ L
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o k V BORING LOG
~"
mm. -. , tan ~71.,
2
~"~
3 ~I x.
j .. PENETN ATION
- j -=
!!. i i i i, . i:.. i ! .
. I -
11 1.11.1 . 1 si i t i ! --
... 23 ,s S3 '
311ty Clay. gray, hard. low 2* 18 la 69 12 20 49 l L1 plasticity, moast (CL) so .
SS .
2* -le is 65 16 28 37 . LS 563.03 81."
., sottom of hole at 81.5 feet t
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.. ... ... . Aemillary Building xx.$
Jib.210.as7 Revieton 21 5/79 L
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B0RlNG LGG MIDLAND POWER PIANT 7220-101 1 3 AX-6
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Auxiliary Building S 4975 E 296 90* w.A.
3/19/19 3/21/79 Raymond Inter 9ational Acker Ace 15/16" M.A. 4.A. 41.9'
..,m . u. m m m. n. w.
M.A. M.A. 15 4.A. 632.5 See Notes N.A.
u..-., . u. ,u .
140 lb. / 30 inches - A. 5. Marshall
- g , PCNETRaflON t ! ' : : I eLows g
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- I 1 3 632.s 0
-g. ,'
0-1.5' Concrete 1. Drilled with
~ .2 revert.
631.0 1. 5"
_ 1.5 - 18.5' (oper. Spacel 2. sorros ancha placed in borin 5.' .
10' O 1i *
.er to-e1.
Data Iflavatic?
3/22/191 629.0 U 10.5-24.25' Concrete 20- ' , ' '
-s
.la *.
- e
. .e
' 3 SS 2. 24.25-19.5', clean to slightly 2* 18 2 47 19 22 25 . 1 silty Sand yellow-brown, dense to very dense, nonplastic, wet (57,3P-EM) (Fill)
SS 2 2* 18 12 45 25 29 36 SS .
2* 18 14 70 24 33 37 30- 3 ss -
8 2* 18 12 36 12 17 19 "
ss 1 -
2" Ifl 12 51 13 19 32 gg,_g 3q-5
...w..
.. .. .. Auxiliary Building Ax 6 24 210-244 Raw 1aaon 21 5/79 ON O
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BORING LOG ,,2,_-,,_ ,2 2,_1,1 ., ,,..
PCreCTR Af tore
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597.5 35 i
74 . 6 media grained l is 16 24 35 39 -
t SS Fract , cal Rig 2' O O Re Mal 593.0 39 . .
b 39.5-40' Concrete SS
$92.5 4s 40-49.5' Clean Sand, brown, very '
8 .
2' 18 13 190 37 75 115 -
dense, nonplastic, wet, medium grained (SP) (Fill)
. - i SS -
2' 13 14 168 36 69 99 -
43 [ ;
SS 2' is 14 144 36 54 90 8
563.0 M'
5
- *3~'U' C******* ' i 1
s .
.'4 -
[ . , * .- . . . . _ . .
.. 7 55' C;
f: I
~
- .4". g t
'b 572.5 6 l
- 60-31.5' 511ty Clay, grayish SS - brown, stiff to hard, low 2* 18 18 19 3 7 12
& P l asticity, moist (CL) ,
SS 2' la is si is Ss ss 't n SS 7L 2' is 16 61 20 28 35 -
'13 W
sst.s t E '
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.. ... ... . Aus111ery Suilding AX-6 y
2A 210=349 Revision 21 5/79 s
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BORING LOG momo m, ,,,, ,22,.11l.. 3 3 ,,..
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- *- tg sst.s
}5 ta ts t?e ? e, L4"" Silty clav, grayish brown, hard, !
low plastAcity, moist (CM 33 80-2* 18 16 145 33 54 91 551.5 81 mottom of hole as 81 feet ,
t SF 4 m
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.. ... n ... . Auxiliary Building AX-4 Jh-219 250 Revision 21 5/79 s
mo e 9 9- g1 e o M .1 Jil.UAL
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H {g MIDLAND FOwRR P! ANT 7220-101 1*2 AK-7 Auxilaary Building s 4892 E 174 90* N.A.
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2-is/iC* None qg_q 3/25/79 3/28/79 Raymona Internattocal Acker Ace .
. u. .. _--.:_ _
N. A. 1. A. 12 - 628.S 4'/624.5 -
. un ,u ..
- u. _
140 lb. / 30 inches - a. S. Mar. hall ye ,
PENETRATION t ! 3 : i 1 es.ows 3 .u g g .
. . *3 .* ;. *8 ,. 3. ;; * .u.. E v r -- :.
g , I . !e *
. . I { j* ~ * ' '
{! j**j *j j }! !! i 1 i :
ase.s a
< .I 0-2' concreta 1. frole drilled
-a*
with water when t *. in concrete.
626.5 2
, 2-14.2' Air topen spacal
- 2. Iassediately
" af ter penetrat-inq concrete a 52 water loss was
. observed and
- the water level
- dropped to eleva.
tion 416.5'.
". *fator was punged into the hole at
- 6 gym for 50 minutes and the 10 " mazi e water
. *% did not
. reach elevation
- 629.5' (top of casing).
( 614.3 W .2,v---
4.2-21' Concrete
- 3. Revert was 34xed and placed in hole but due 15 =-'f* to excessive
" .-. ' , losses had to
- -3 k . be replaced 'i
- - every 15 rinutese
--, , ' during drilling!
- ','. , at 21-33 feet. i
.i'.
- 4. Casing (3 Y2T 20 .:.- was placed in
'ev 607.5 21 hole to a depth gs - 21-25' Clean sana, brown, verY of about 31' and:
7
" loose, nonplastic wet, fine to the revert 2' 18 4 9 5 2 1 mooium grained (SP) (Fiil) leveled out at
[
E8 -
2 elevation 6 2 4. S' l 2 is 4 2 2 1 1 - - and remained at
- - this elevation "Y
M ',Q { , 0""* rs ut is 12 5 1 1 4 N" 3 * , drilling. No ss moist to wet (CL) (Fill) further f 6 4 2* 18 2 1 1 1 " - water loss ob-served af ter 1**"811**i*" O f i SS -
5 casing.
2* lu 6 4 0 3 1 30 - - 5. Sorros ancho:
installed at bottoss of hole.
SS 12 11/18 "
0/e* 11A6 - 595.5 33 2' is I 33-39' clean sand, brown,
- loose, nonplastic, wet, mediusa l
q,3_q 3g - grained (Fill)
' " * * *
- i
. we . e Auxiliary Building Ax-7 i h 210 251 Revision 21 i
$/79 ss 1 -
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BORING LOG aroz o ro . rim 72:0 10t 2
.2 xx.7
- n,.crurio,.
3 **
i.: i:j. i .i: !
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- ;f ..i
. 4
., g g . . . -
l .(. -6.-
{. g j
. . g 3:
c' r
3 .
~ * * " .
- g ]**: : 1 1 ses.s is i Fine grained trace gravel SS 2" 18 12 20 4 8 12 7 589.5 39-
- 39-48' Clean $syL, brown, dense to SS 40- very dense, nonplastic, wet, trace 2= ta is es ta u et B gravel, medium grainess (SP) (Fila)
SS p 2* 10 12 125 28 50 75 45-SS y 2* 18 14 115 27 41 74 3,3,3 4,*'-
. . 48-50.8' Concrete
.:..c.
50..,i>
Suo.1 50. ( ~' .
SS . 50.5-54.5' Silty Clay, aray, hard, !
2* 1e 16 se 25 38 50 . Il mealun plasticity, moist (cr.)
O v :
55- -
SS 2* 18 18 117 34 45 72
~
U 572.0 56.
_ Sottom of hole at 56.5 feet 60-M
- u. .. . s "'" "*****
.. . . . . . . Aasiliary Building AX-7 24-210 252 Revision 21 s 5/79 s
B0 RING LOG nlow.o coNea cl.A,e m 0 101 1 .* 2 Ax.8 s ._
Auxiliary Building 5 4892 E 366 90 M. A.
2-3/25/79 3/28/79 Raymond International Acker Ace 15/16- . Nono 61.S'
. ...., . u. m e** w . =. =. m ...e.. ee.,.w e .
M. A. M. A. 11
- 628.5 Not determined .g , g,
....*% . u . na .
140 lb. / 30 inches . A. M. warshall
. e
- PENETRATION l r ! ii : : m. oms I
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1
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i1 3 5 1 '".***_*'""
A* 628.5 0
-.*1 ' 0-2' concrete 1. Crilled with
- lg '.,,
revert.
626.5 2
- 2 14.2' Air (open spacel 2. No signifi-cant water loss observed.
5 3. Borros archer installed in hole bottom.
10.
8
( 614.3 L4.2 13 14.2 21.5' concrete
'hl .
. .4,
.,g.,'
20 .i,:
607.0 21 .5. '*
d' -
SS .,
_ 21.5-29.5* clean sand, brown, 2* ,18 6 33 to 10 23 1 meditas dense, nonplastic, wet, fine grained to medium grained
, _ (SP) (Fill) 18 10 44 , 13 21 23 25 2 Mun grained
~
SS 3
2* 18 10 20 9 11 9 . _
~
SS 599.0 29 .5~
2* 18 12 13 4 4 9 30 4 29.5 32' Sandy Clay, brown, stiff,
- endium plasticity, wet (CL) (Fill)
SS 596.5 32 - 5 32 43.3' Clean sand, brown, medium
~
2*_ 18 10 22 2 9 13 , dense, nonplastic, wet, medium grained (SP) (Fill) i tot e it
. ,, . e v. '"* " * " "
.. e.- ...'== Auxiliary Building AX.8 2Ar.210-253 Revision 21- l S/79 s
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80 RING L0G ,,louan ,o ,,, eu, ,22. 1 1 22 u.s
, PCNET m AflON
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get_t 19 SS Clean Sand, brown, medium donne, 2" 18 10 21 11 11 10 6 nonplastic, wet, medium grained (SP) (Fill)
SS 2* 1s 12 19 11 19 20 40" 7 585.0 43.5
- - 4 3.5-61.F 311ty Clay, grey, stiff SS -
g to hard, low plasticity, moist, 2* 18 10 19 14 9 10 45" trace sand (CL) 50- -
SS -
9 ,
2" 18 6 33 11 18 15 O SS i
2* 13 13 37 17 31 56 -
10,
- 64. -
SS -
2* 13 13 71 15 20* 43 567.0 61.i --
2 tottom of hole at 61.5 feet 65' m ...
. . ... . . . Auxiliary Building AX-8 h 210-294 Revision 21.
S/79
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- BORiNG ,b _w w_
MIDLAND POWER PLANT 7220-101 1 w 2 AX-9 g
3 Auxiliary outidtrwy S 4876 e 236 90 8 M. A.
. u, === . w .vs -w,4 e.,% w.
2-3/26/79 4/4/79 P. . em Acker Ace 15/16" - 6 ??.o' I
. . .n m . u. * * . . .* , =...e n=,.e.* w .
10 632.5' see Rotes N. A.
u...,. . u u. ,u .
140 lb. / 30 inchee 4*/20' J. O. Wanteck / L. Matthews
= s
- PEMETRaTION 2 1 : i i. is nom :.
- . : 3,, .::
1 p : : : : - -
i l {
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j.
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.! j**i [j ! i 1 I 432.5 0
-48 0-1.5' concrete 1. 20'4" pipe 631.0 1. 5'b I*f" 1" E1****
, 1.5 - 24.5 (open space)
- 2. water level [
. overnite 3/29/71 at 626.5*. t 5
2 3. Lost 2 gale. !
water through conduit.
_ 4. Lot- 2-3 gals
. of drilling mud
. upon rode set-tling under own Room weight. Replaced 10 - mud. No further '
. lose at 43.5'.
- 5. waterlevel at 626.3' 4/2/79. ;
) :
d 15 .
414.0 L8.5 .
..6,*e 18.5-24.5' Concrete
,-. ,o .' Rit conduit at 609', sealed with 20 .jg grout, b.
~
-.S.4 .
- Ei%
600.0 M5 ss 23 - 24.5-40.5' Clean yellow Brown 2* 18 12 23 7 8 15 -
1 Sand, dense to very dense, wet, ,
i"raTo silt (SP-5W) (Fill) i
. _ i ss -
2* 18 15 27 9 13 14 . 2 ss 30- 3 2* 18 10 26 11 12 14 -
sa -
4 2* 13 9 43 4 17 26 M
.. . . . . - Auxiliary Railding AX.9 24-210 255 Revieion 21 5/79 !
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BORING LOG MIDLAND POtfTR Pf. ANT 7220 101 2"2 luAX-9
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POeETR A flON "0"S
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597.s is N in is et in te (A 1 YOfy dOO80 SS 2* 18 119 30 54 65 6 12 SS 100 100 '
7 2" 18 12 /10" 26 30 7 40-592.0 ..
- y. a.
40.5-42.4' concrete
'gA.
590.1 -
4 42.4 49.32' Sand, uudium dense. 42.4 43.5' rods
'@.'d brown, some gravel (SW) settled under
,, . '.;.{:!j:
- . own weigne. see 2" 18 16 21 4 6 13 4[.h;.,y_ l "
- SS 5 .'.
2* 1: 12 Es 23 30 35 -F?.jj 8 very dense et 4s.se w:
SS 99 2* 17 16 /0 15 21 7 582J8 Nk .
SQ4%.. 49.92' 52' concrete, hat ocatzsct-
. ;4.14 W, bortag stopped.
580.5 52 - b Total Depth = 52.0 Feet
,v )
. u. .. . u.
Auxiliary suilding AX-9
) .. ... ... .
24-210-254 Revis1on 21 m 5/79
\
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BORING OG ..
(m 1
.= ..
MIDLAND TOWR PINrr 7220-101 12 AX 10 Auxiliary Building S 4702
. u.
R 230.0 90* *t . A.
6 u ,e . ..n4 3/27/79 3/29/79 Raymt no intern stional 2-Acker Ace 15/16" -
Mone 11'
. . ...n a. .. . u. . ae., : _ . . . ,, .
N. A. N. A. 13 N. A. 634.5' Mot Determined M. A.
. . . . w w. w .
140 lb. / 30 inches None C. P. Wall e : '. PENr7 RATION
! .! f. ECM
.I!
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i :. . 4
- - g g
a
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f g
-- _. . w._=
{! (**i *( i ! !: i ! I n.
- ~ *
- 634.5 0
'i O'-6.0' Concrete Drilled 5** to
" f. .le.
0.5'. Drilled
- '*f J.*g.*.
3*s to 6.5'. No
. -* reber hit.
'8,
, :,'8 Clooned out hole fran 6.5' to i 5-' , * . ' .' ' 7.5'.
.s*
h*,h f,'f ". INeoorene 6.5-12' 3and, tan, medium denee, fine to coarse, with little fine I gravel, wet. (SP) (Fill) SS-1, concrete .
jammed in spoon.
SS 2* 18 10-12 25 7 11 14
- 2 ss - 12-14.5' Loose Drilling with 2* 18 10 10 7 5 5 -
3 2 15/15* tri-Q
'\ ss 620.0 14.5 cone roller bit using drilling 15 14.5-45.4* sand, tan, medium dense. mud. '
2*
fin
- to media witn trace of coarsi Plescenter 18 8 12 5 6 6 - 4 sand and fine gravel, wet (SP) installed in
." (Fill) this hole. 2*
gg .
alotted PVC to ,
2* 19 7 35.0'.
if S 9 10 . ,,,,.
ss 20 2* 1e e 17 6 7 to ' { 19.5-22' T****1 some coarse sand and fine ss - E3"I"*Y D***** **0 ****** ***0 2* 18 10 15 e 13 22 "#* "* '#*
1 ss 252 2* 18 10 24.5-27.1' Medium dense 29 9 12 17 -
3 24.5-35.8' come coarse sand and fine gravel
" ~
53 . 27.1-29.5' Denee 2* 1a 10 41 9 17 24 -
9 '
ss 2
~
2* 18 8 22 30 29.5-35.8' Meditan Denee 8 10 12. -j IC SS ~
2* 1e 6 19 3 g
a 11 see_t M -
.u,- . =. *
.-- ... m.= .. u
. Auxiliary Building AX-10 2h-210-257 Revie1on 21 5/79 D" D P g" h p s& A y( /Fd
BORING LOG MfDt.ANO PCtfER PfANT 7220*101 2 ** 2 AX-10
- . : , ecucin ance. l
!! ! ! i i i I: o"5 ....
Ij 8 i i j j '. ,ij s,
... I a
{
i: - - - . - .-
. . C. '?'
- i .
g!
- 122 3 c3 t : : ~ ~ *
- *:
- 2
,,s.s n y ig 3 is g g ,
598.5 36 b a 35.8-36' Sandy Clay, browt, low lplasticity, moist (CI,1 (rf t.11 55-12 used two nested retainer
_ baskets.
SS 36-44.5 Sand, tan, very dense, 2* 18 10 67 23 30 37 13 fine to s W um with some coarse 37' Adaed revert
- sand and fine gravel, wet (SP)
Return water SS 40- maintained 2* 18 16 75 21 32 43 34 "Af0"9h0"*
- _ drilling.
~
SS E 42-44.5' Denee 2* 18 10 39 20 20 19 5
^
4 "
SS 4 44.5-45' Sandy Clay, Drown, low 2* 13 16 52 9 20 32 A plasticity, Toist ICL) 45-51' sand, tan, very dense, fine to medium with little coarse sand SS j ano fine gravel, wet (SP) 2* 18 14 118 29 43 75 g 47-51' Some coarse sand and fine
- gravel i
SS 2* 19 12 92 11 37 'S 583.5 51 Sottom of hole at 51.0 feet N .
. t
- u. . m " m.
. .. ... ... . Unit 2 Auxiliary Building AX-10 24-210-238 Revision 21 5/79
\
l
'D**]D w o ju o D
f 2 1 .=>
O ~~' ~~ - " "
BORING LOG MIDIAND POWEft Pt. ANT '
7'4 2 J-1fl1 ~".'
1 2 AX 11
,ee u. ..
- j. ,
.\ West of Aua111ary Buildina I s 4870 E 80 90* N.A.
=. e.=.u . .= .= a = e. ue n. ,,4 .
3/26/79 3/27/79 ftsynon<t international cm 45 3 3/4' - None 59.0'
. .u ... ,m . = we e sw ee e==. . ,.
N. A. N. A. 22 N. A. 634.0 Not determined N. A.
u.... .-we, u. m .
140 lb. / 30 inches 60' of 2" Pvc W. 4 Kinner
; , PENETR AT90M
{. j { !. .
M" 1.
g . }I .
. ,a j --
s t
2,
.u..u.eu g
{ I* a . . .e.
p!
2
{* i ji l !! ! I 1 634.0 0
- ~ " * -
0-3.5' sandy Cravel, medius gray, Drilling with medium dense, non-plastic, fine to 4' Nom. O. D.
. medium, dry (CW) (rill) continuous
- flight auger.
ss 18 18 19 12 7 12 630.5 -[me.5-8'311tyclav,brownwith 1 3 dium gray, s'EITf, low plasticity.
3.S f -
dry, trace of fine sand to fine 5 -- - gravel (CL)(Fill) ss 18 ' 18 25 6 12 13 2 2
~
626.0 ss 18 6 27 7 9 18 8. 3 8-17.s* sand, brown, very dense.
- - fine-to coarse-grained, dry, trace of silt, trace of fine gravel (SW) Drilling with 10= -
(till) 3 3/4" tri-cone ss 18 18 40 12 17 23 4 roller bit usine
- - thick bentonite mud mix ant.
recirculatang.
5 12.5-17.5' Meist Moderate cire-ss 18 12 53 17 23 30 _ ulating loss
- here to bottom 15- - of hole, 30 6
gallons pere 10 SS 18 15 45 12 20 -25 g ,g, 616.5 U."
17.5-28' 511ty clav, brown, soft, ss 18 4 3 2 1 2 7 medium plasticity, wet, trace of fine gravel (CL)(Fill) 20- - 17.5-13' Some fine Sand ss 18 8 4 1 2 2 2 8 i
SS 18 4 4 2 2 2 9 25- -
SS 18 8 6 1 3 3
~
25-28' Medium stiff $
Ic 606.0 285 S3 18 12 13 5 6 7 605.5 25. 5 E 28-28.5' 511ty sand, brown.
- - medium dense, medium to coarse-
~
erained tem eptfriiti
" ~
~ 28.5-32.5' Salty Clav brown, ss 18 16 6 1 3 3 12 medium stiff, mod T p,lasticity,
. - wet, little fine to modium sand, 601.5 32. ~
ss 18 18 6 2 2 4 '1: 33 3-33 3' V*'Y *3*Y*Y SMb Inose, low clasticity, w, u s'e)m' "'p 600.5 13. ,
J3.5-38' silty Clay, gray crown, i 199.S 15
..u, . eu. '"' am
...e====.-==.e= .. . Most of Auxiliary Building AX-11 2h 210 258 Revieaon 21 :
5/79 '
T J
I D]Dh [D ML)y] Pl n
.i,
,.g i
(.~, .. .. - . .-
BORING LOG I ,uol.uso rown cum 1220-101 22 l u-11
,, jj j. , PEN ETR ATION stows
.i l 1:
4 1
g f, , g h .f f. I
.s s.
es m .
l l .f
.; _; . .7,*
.... 'Z. ,'.,*,.[. "
2
'*.a.
- 2. ,
! !** $ $ i* ! 1 1 599.0 35 3
ss 18 18 to 3 5 5 u Medium stiff, low plasticity, eoist, trace of fine sand to fine gravel (cf.) (rill)
- 35-38' Little fine gravel cs 18 18 35 6 11 24 HE.0 38 38-41' sand, brown, dense, fine- i grained, wet (SP) (Fill)
- 594.0 402 - i ss 18 12 10 5 5 5 40-41' Meditan dense 593.0 41- g 41-42.5' silty clay, brown with mediun army, rectum stiff,redium 591.5 42. 5' -( plasticity, wet, trace of fine
\ sand to fine cravel (cf.) frt111 ss is 18 80 20 30 50 : E 42.5-49' sand, nrown, very dense,
. fine-grained, wet (SP) (Fill) 45- -
SS 18 18 88 14 27 61 -
18 585.0 49 5 -
49-52.5' tilmed silty gla C and .
%nd. ray, stu r, medium.
ss 18 18 19 9 10 9 . 3 Aic'wdium ity,e'lty si cAay and brown, medium dense, fine-grained, sand
. in 3* 1ayers, wet, trace of fine 581.5 52.5. -m gravel fsw-cL) (rilli O 32.5-59' silty Clay, brown and 3 Lacustrine Clay ss 18 18 &2- - -4 -- a medium gray, medium stiff, medium piaoticity, notse, trace of fine , i SP - **"# ICLI * '
55-59' Medium gray with very thin 33 18 18 48 8 13 15 .
21 light gray silt senne j l
ss 18 18 29 8 13 16 22 l i 575.0 59 Bottom of hole: Depth 59.0' 6 @=
Ground water ob- .
servation well !
- installed.
- t i .
l
- w. .. . s w " s.
.. . . . . . . . West of Auxiliary nailding Ax-11 2ar210 260 navision 21 O 5/79
( -
0%0 fP
]D W n N N&d u bn' l
l
i i
ll BORING LOG mou o os Fu,,, 1220 101 12 u.12 t
i Adjacent to Auaillary Building s 4s30 t 460 l 900 M. A. j
-f. =m
- e - L 4/3/79 2-4/3/19 Raymond Internitional CME 43 13 /16"
- Mane 94.0 !
. . -= . .m _ . - - - -, w j
N. A. M. A. 21 417.5 D Sn e. reh. A tr . A.
_ 1. . . . e. a. .
a e ' e .af
.. a t f 140 lb. / 10 inenes $2'/2* diaector Pvc e . tP , yq{}
- e
, PCPeETRailON
. jj ! ! I k. "
{
a
- 3 .] ,8
- * .*e'*
- E - 6.
. . I f --a.- "*
(e : I = = ==
. . . 3 . . .
- ! fl'i j i l' g g
. ii i ! !
n 4. 0 a
- ~ ' '
" 0-e.4' silty clay, brown, hard, Augered (4*) to moist, trace very fine sand, some 2.5*.
fine gravel (CL) (Fill) as le la 31 9 13 le ,
2* "
1.
~ l 53 18 14 13 5 6 7 5-7.5' Stiff 2* -
2 5-8.4' erace fine gravel Augered to S'.
18 16 10 2 4 6 * * " *
- E2 s. 625.6 3
. _ g,4 10.5' sana, light brown, loose.
~
fine to meeaua, little coarse sand, is 14 3 2 1 2 ss.
2 - 4 10.5-12.5' sand, light brown, very loose, fine to coarse, wet Drilling with 621.5 2 15/16* tri-ss Is 13 10 2 4 6 cone roller bit 2"
12.5-15' silty Clay, gray, medias, and recirculat-N ( stiff, moist, trace fine sand and ing aud.
I : fine gravel (Fill)
Es 619.0 15 .
2*
is 14 13 4 6 7 -l 15-27' sand, light brown, medium I
dense, wet, fine to coarse (sW) '
(Fill)
Es is 4 9 3 5 4 17.5-22.5' f.aose 2" -
7 i
ss Is 4 9 4 0 "
4 5 2" -
e l -
t i 1 18 2 3 3 2 1 -
22.5-27' very icose, very fine to Es.
2 -
8 fine, trace medium sand and coarse !
sand s.; 12 g 25- -
le 13 5 5 -
25-27' Light to medium brown, ,
2 10 medium dense
- - i 609.0 25.5-25.6' l' of dark reddish broie ss 14 10
- _1 sand with root material is 3 5 5 - J7-33 2= L1 brown,'stiff, Silty Clay, brown to red moist, trace very fine and coarse sand (CL) (Fill) 302 - 28.3-28 5' sand, light brown, loose ss 12 13 is 3 4 9 a "*** fi"* ** ******
2'
_ 31 33' Stiff 30.6-30.7' sand lens le 14 25 10 12 13 601.0 ss. ,
2
.- y 33-48.5 Sand, light brown, medium dense, we"T ~ fine to coarse (Fill)
..u..
==*===...a.
Adjacent to Availiary su11 ding AX-12 24-210-361 Revision 21 5/79
( .
. D*"D D 'T Y oo o S kin \ .a I
s g BORING LOG mw.n -.nm n20 1 1 2 - 2 u.n j I. P(N C T R A flON ii.* I.: i .!: i, , , i:.. "$
. . s
- g. . : j ;:-:
. . a . . g ......
- l .g ........
- r :
- 3 .
- ( : ! : :
2 1 gee _a 14 SS 18 6 19 4 7 12 f 35-37.5' Very fine to medium sand. ,.
2* 14 trace coarse 8
28 11 17 37.5 45' very fine to coarse 53 18 5 8 2- ' 5 >
- ~
l ss 18 4 26 7 10 16 2* -
Is SS 18 4 12 5 6 6 -
2' 17 45- -
SS 18 12 40 9 17 23 . 45-48.5' Dense .
2* ,
~
18 l
SS 18 11 53 l 32 1 37 16 -
U 2' l . - 48.5-48.8' sand, dark gray, very
) dense, wet.We to coarse
- :.9 2c I mediurn dense, wet, fire to cearsa 2' 30-54' Sd. Light. tirown to 11gnt
'pq(
, :;d-_ gray. very dense, very fine to s -GW :_ fine with trece of medium and ss 18 64 130 250 -A<; ***#** i'"* 8*** **'**i' 3
2- 18l380 3,,,,
- d'l.* rsr>
o 21 root esteria 5[ Hole completed at 54 Feet.
Fiesometer in- !
stalled with 2*
nom. FVC pipe.
W t
W W
W W
onee e. e 6.* vv
.. . . . .w e.e . Adjacent to Auxiliary nullding AX=12 2nr210-262 Revision 21 p 5/79
\v e D**
- W ' "
yy g I
i
~~~ ~~ * ~ ~ ~ ~ " -
BORING LOG MIDIAND PowEn PLANT 7220-101 1 2 Ax-15
. . w. . .
Auxiliary Putiding S 4887 't 195 90 0 N. A.
. . = . . . w . .. .m .
3-4/6/79 4/9/?9 Mavmen:4 fneerameinem1 Arke f?filbtLiv 1 9/16 * -
- mee 71.S*
. . . . . , . . m , . . . .
N. A. 4 4. 19 N. 4 628.5' Mot Ottermined W. A.
- u. .. u . ,u w.
140 lb. / 10 8eemas waec c. P. wg11 I , PtNETR ATION
! I i ! M ** .
{
g . !. !.,.. s { . .w
- t. . .
u
. . . 2 .
. I i[ .
p! I I I
l**I l* l I
- g 628.5 0
-;As 0-2.5' Concrete Drilled concret afA n with 3* diamete bit.
626.0 t.52M Drilling soil 2.5-16.5' Air (open space) ,
with 3 15/16*
tri-cone roller 5; bit.
. Ceing bentonite ,
- drilling mud anc recirculating.
10 -
e
. t m .
44.0 . . . .
15-@a- 14.5-21.5' coscrete
~.%.. q: .
-Ta.
Nh.h.
- 2y i
.::x i 19.5-20' Rebar and channel iron No rod drop at 20 .
' t:a- break through.
607.5 21 c-' Reduced vetor SS 18 12 38 17 18 20 g ggew, 2* 606.2 22.3- 21-22.3' ,,1,gd and Gravel (concreta i 605.0 22 . [. lground up oy roller bitt (Pt11) i ss 18 12 58 12 22 35 . taa.J-aJ' very sandy, salty Clay.
2" .
2 l brown. stiff, wee 'ct) frilli 3 23-45.5' Sand. Drown. very dense.
5- -
litt a finEravel (SP-SW) (Fill) 55 18 12 52 14 24 28 2* - 3 25.6-16.2' very fine to fine send ss 18 10 38 3 16 22 2* - 4 .
i 30 ss 18 11 41 12 19 22 30-32.5' Dense 2" -
3 SS 18 6 11 6 5 6 32.5-42.5' Medium dense x" l 6
. . , , u- s
- '* -u=
..w...
.* . - * . . = . * . = = Auxiliary Building Ax-15 2A.210-267 Rev&olon 21 5/79 V) w D**0 D 'T Y@"
. oc o f 1 1 th L2 l
l l
S J BORING LOG l n , ,u,,, ,, , , u ,,, l,,,,_i,1 ,2 n.1,
- :. n,.n e nio,.
3 **
!! i :i i ! i: ,
s .
- j .::. .: ! 4j :. !!
a
{ l
....t.".:::::!*
- - ' ~
- !.!. !!- 1 :,:-
g! 1 1 :
s,3.s 3s ss 18 3 11 7 5 6 '"%
7 2* _
ss 18 15 26 6 12 14 - 37-40' Fine to medium sand, trece 2* 8, coarse ss la 12 26 8 12 13 40-45.5' Trace fine gravel 2* 9
~
ss 18 11 38 8 13 25 . 42.5-45.5' Dense 2* -
E 45 -
58 .0 4M;&# '
Concrete 45.5 50.5' d.il
- 5 kA s
-~1 j tre rod drop or
-:(; water loss at break-through.
578.0 50.5-70.5' silty clay, gray, Drilled clay .
. - damp, hard, trace :Ane sand (cf.) with 3as tricone ss la la 59 11 24 35 - roller Sit.
2*
- 11
} ~
) ss 18 la 52 11 21 31 i -
2- 55 . 22 l . _
l : _
ss la 11 57 9 23 34 -
D 40-t:
ss 18 la 54 11 21 33 g 2' : _
- i ss la la 49 11 13 30 -
2' : a 18 18 32 8 12 20 65-Ip -
m ss la 14 38 7 14 24 -
11 2* ~. .
ss 18 18 74 16 28 46 70-* g 2* - - 70.5-73.5' silty C A , gray, 70.5 Glacial hard, damp, trace coarse sand Till
~ ~
and fine gravel W 35 18 la 99 15 30 69
- 72. 5_ g 2
End of boring at 73.5 feet.
~ , " " * ' * " -
.. .. . . . . Auxiliary Duilding Ax-15 24 210-268 Revision 21 5/79 Os D**D D
'9YQ oo a kU N tro.o
B0RlNG ,. 8U M MIDLAND POWER PLANT 7220 101 13 AK-10 m u e.%
Auxiliary Building s 4875 e 272 90o .
.w == u :4 m4 %
1=
4/18/79 5/3/79 maymond International Acker M111 billy i s fig. . None 77.3 mm u. en. .
N. A. N. A. 15 N. A. 632.58 Not Detereined M. 4.
u ,. . u % ,u ., .
n o a. / 30 in.nes 20. .f 4- N. .. rin er i I
! PtHETWATH3N l
'I I
[!i i i i i i I. =
1
- . ~-
a . .! l 8:. i.:! .
. l i
._ - = l li [j i t - --
al la t 4 632.5 0 l
. 6,:
0-1.5' concrete 631.0 L5 1":a space between floors i
5".
W 10.
- L
( 15*.
613.6 II.M ^
mz 4.3 4.3 100
or> 20"- 5
- g,. ,
- g: >
- 22. '
wx 1.0 1. 0 100 l410.0 22.5-24.2' concrete N' -l.'2 esearane at aJ.7-608.3 24.(
2* 25 24.2-38' sand, medium gray, Drilling with .
is 6 15 3 7 8 1
medium dense, very fine-grained, 2 15/16' tri- l
-ss'
~ vet (sF-sM) cone roller bit using thin
,' -*"*"- " bentonite mud 27.5-38' Brown a recirculating.
ss 18 8 30 7 13 17 "
_ 30" -
2 ss 18 12 32 to 15 17 : _
3
., t 2* " 33 38' Dense
- 4 ss 18 10 38 7 15 23 597.5 b
=
Auxiliary Building Ax=18 D
l l
O I
80 RING L0G ,uou,io ,o.o run l7220101 23 .. 18 a ece.svaario,.
!! ;:3 i: :. j ecows
.. ; i. . ..
- j i .:g i (!:!jr.
v
(. I, j n
{** t : 2 a
e i
s l (ll
~. .
597.3 13
~
Sand, same as above Drilling with 2* medium weight 53 18 12 44 13 18 26 5
- and mix.
594.5 38 N 28-39.2' sand, tan, danse, fine-2 l u 6 19 to n.ru => to T e e t n- 3,3,3 7 7. ,= ; to coarse-grained, wet, trace of 592.7 39 . 8%. _ leilt and fine gravel trw1 4U i 3' 2- 35 . 3' c?" crete 2*
7 35.5-49.5' sand, bro.,n very SS 18 0 100+ 23 49 67 -
Pulied tip off dense, fine-Eo'"iroar se-grained, spoon, pushed moist (sw) off to side.
2* 1; g
SS 18 14 100+ 1 37 72 82 : ,
45- -
Sample 09:
2* -
ss 18 0 100+ 31 43 82 - 9 Driving on
- cobble? Or lost spoon tip?
2* Drilling with '
SS 18 12 100+ 30 48 66 10
- taick med r.ix.
583.0 e.S Sr-
~
' . . ' . ..4S.5-65.8' concrete ld..
, .i
',{ ".
D 55- .
. .g .
- 7.
- y- ,
s o-
- 4 i
-, 6, .-
a l .*kk.
a l 69" ' . )
566.7 65.( "* ""
2* - 65.8-70.2' Sandy clav, gray- l brown to medium gray, hard, low '
ss 18 14 62 15 26 36 -
1 I,
- plasticity, moirt, some fine to medium gravel (CL) 1
~
2" 68.5-70.3' Medium gray, a few . >
ss le 16 64 20 26 30 - 12 layers of fine sand ! !
$62.2 78.8L' .
561.7 70.5 To .1-T s . a * <*a a~.e. Ptti i 2* - 70.8-77.5' Silty clav, gray- Till SS 18 16 72 17 30 42 -
12 brown, hard, low pTIfticity, {
- - moist, trace fine sand to fine gravel (CL) g 2" -
6 53 18 18 to 21 37 53 339,9 yy . ,
14 8
- w. .s%
w Auxiliary Bui1 Jing Ax.lg
.._ ... ... . l
\
~ ~~
i
-. .e BORING LOG h
MIDLAND PCWER P!Juft 7220 101 3"3 l AX 18 r: :: l -
j PtNttaaTiose stows
- i.j -
- t. :* .!
8
!. 4=. .!
1 . .-
g g
. (?
!{
.t 4
l l - _ a..a q.
(8
- 2. f..! !** : : c' 1 : . . ..
- : -~
557.5 75
[ ,
Silty Clay, same as above 2* .
ss is 16 100+ le 37 71 555.0 RE 13 tottae of hole at 77.5 feet Bole lett open
. f t
ee ~-W=* h g
W
.m_ _... " ' '
=***=.
.. ... - .. ~ . Ao i nary ..at.i., u.t.
r.
D**]D *D o o Ju o 21 =
B0 RING L0G MIDtJutD POWER PLANT 7220-101 1= 2 Ax-19
.h ,. _ .
- Auxiliary Su11 ding S 4801.0 E 344 90 0 ,
Raymond int <vrnational 7
5/0/79 5/9/79 Acker R111t*111y 15/16" - wone 59.S'
_. u. .w w m n =w 4.6 /1004 Mone 17 M. A. (29.9 Mac ase.-mfa.A N. A.
'. . . -.. - - - w.
.40 lb. / so inene, w. m. w. e. 1-r-r
. ; recTnation
! I :, shows t
3: I t 3 I* 3 3 s
t
.. - i j
e-a t 3 1 . . . I o
~~
I. 21 ; 1 i l
> '* 62s.5 0
-b 0-1.5' Concrete 627.0 1.5 lL. Space between floors 5-10 =
613.4 -~
- **t y, 12.1-13 ' crou t Drilling with
- . ','a' NI-03 10' core
/ 613.5 15 barrel using gx . e. 15-19.7' concrete fresh water and cro 6.66.6 100t ; recirculating.
}.:'a;
.4
. "i Steel cuttings in wash water 608.8 (n ed rebar) g.T ,-- 19.7-34' sand, tan, very dense,
, Drilling with 2* -
fib **Treined, moist, trace of 2 15/16* tri-g
- s le 12 ft 13 23 35 .
sodium send (SP) cone roller bit using thin mud 2* ' 2 mix and recirc-ss it 10 ?t it 12 48 ulating. 10%
. - circulation 2* -
lose throughout 5s le 12 91 23 46 45 23 - 3 boring.
- - +
~
2* 2 26-28' Denee 4
ss 18 15 36 15 19 17 -
j 28-30' Loose, fine-to medium-2* - grained, wet ss is 5 6 4 4 2 5
- - 28.5' Sheet metal fragmente 30 2
- 30-32' very loose, wet
- - 6 ss is 2 1 1/15 1
~ I 2 ." 32 34' Medium dense, wet ss 14 - 7 le 10 23 2 9 194.5 4-
- e. ,, ..s...< .. 3, u. . ... Set.S tg -M e 24M.3->= m er.an, sand. t dense, u.e. -ese.cin,e e to
..~********7."*'. Auxiliary Building Ax-19 D
O * *
- D ooM
~D) o OUSf 1 o
Q(% BORING LOG mr.A . ,cm ,m,y ,220 101 2 2 .x-19 j i . PCN tTR ATH3N
!. j.j; !! !
g i , * - . . . .
.s . . .
. 3 4 .
.u.. * ..
(, : g g
. i
.i g
g g
3 i .l
.-..u......u.
~ . . . - ,
- s. f.
- : c' 1 -
591.5 15 593.3 35.2 h firo oravet (swt
__ - \ 35-15.;' < ~ e-e t e ss 18 1. 100+ 2. 59 .1 ,
n i-43' s taa. rv =====,
fine-grained, w trace of medium sand (3,et, )
2* .
ss 18 10 78 18 33 45 - U
, 40 - -
ss is 10 57 15 27 30 - U
$85.5 42 42-45.2' sand, tan, very dense, 2'
ss is 11 64 19 31 33 12 fine to coarse-grained, wet.
trace of fine gravel (sw) 2" Ss 15 8 100+ 20 31 1p,,0f,j ' U g* *-
~*!; 45.2-51.4' concrete
~..s.s. .
.t i. >
. t;( ,
50 - s." .
..:-y 577.1 51.5 - Pill 2*
ss la 18 100+ 18 31 70 -
W u 51.4-59.s' silty cla , medium gray, hard, low plasticity, till j
moist, trace of fine saad to fine gravel, occasional cobbles b 2* i :
(CL) .
\
v/ ss l 18 0 99 19 38 41 55 -
L5
~
2* l l 2 ssi 18 ISO 64 15 24 40 - W 2* -
g '
ss 18 18 78 13 31 47 -
569.0 59." '
~
Bottom of hole at 59.5'
- Soring left open M
)
m . u. " "*u=*.
.. ... .. - . Ana111ary Building Ax-19 O
U
. - - ? kk & 1 $e 1
D - . -._ _
? BORlNG OG MIDIRfD PCNER PLANT 7220-101 1 w1 SW-1
\ .m m.
Service water Duilding 5 5050 E716 90' 10/11/78 10/12/78 Raymond International Acker Skid 4* 25.0'
- u. m .w .e m. mm. . -: ._
.m 10 633.5 633.0 16.5'/617.0 u . ,, ..,.,w 140 lb. / 30 inemog 7" /?S . S ' A. S. unrohall I
. e !, PEMETRATION I
E :
j {. !g. $. EN
= '1 .
m
-w u-- 2 w 9 * [. . ;. ;; su.. t t t m.
{ *l
[3 : g,e 3 . . . ~~
li f . I : it i ! i :
B ,.I kn;. 633.0 0 7 3 3 4 1 0-25' u n-eade fill 1. Drilled with 53 18 8 sand and Cisy to 2', trace gravel 4* tricone bit 2
Tan Sand, Drown, loose to medium and revert -
18 6 2 3 3 '
SS 6 - dense, nonplastic, moist (SP) (Fill)
~ 2. 4" casing to 55 18 8 4 2 2 2
. 1 15' l I
5- 3. No signifi- l ss 18 12 8 6 4 4 -
4 cant water loss '
observed
. 5 ss 18 6 10 6 5 5 . _
SS 18 6 12 6 5 7
. 6_
10 ".
i 7
SS 18 8 34 12 14 20 0 SS 18 8 46 16 22 24 13 _
I m
SS 18 12 20 9 8 12 9 gravel in tip
- l
~ l l
~
i SS 0 0 gas.o M men.1 e n a.e
- i l
2 I l
l
~.
.h
."*"*****C7,*,",*,,,*,
- Service water suilding ~Isw l 2A-210-189 Revision 18
, n 2/79 (a/
D**
~
]D ~0)
T s e J\\ w M 11 m
80 RING LOG l Mieuno cower ru r 7220-int 12 Sw->
Service water Duilding 5 5045 E 706 90- 4.A.
O .
3/10/79 3/12/79
... m Raymond international
=. su. m
=.
C)*e 45 m n.wm r--
1546'
..n.
Non.
49.0
- N.A. 17 N.A. 634.5 Not Recorded -
. . , , . n ,6 s.
140 lb. / 30 inches A. S. Marshall
- PoeETRATION
!! !g ! I j slows 3
1 ; . n. ..
l; ;;i i ;, .:ii 3 s
- l [
- =""/:'.T
- l l;i ( j ! !!
! ! I :
I
- 634.5 'O 0-3.5' Sand, Gravel, Clay, Wood d
- f,gfone t
- IF1113 bentonite mud.
~
- 2. Role grouu 3.5-26' Clean Sand, brown, medium de # .
. dense.to dense, nonplastic, moist, 3. No signifi-5- - medium grained, trace to some cant mud loss ss -
gravel (SP) (Fill) 2" 18 12 15 5 8 7 - g observed.
ss -
2* 18 8 14 5 6 8 2 10; ,,,
SS -
3 2* 18 12 33 11 13 20 : _
SS . -
2* 18 12 44 9 14 30 -
4 15 -
SS .
2' 18 12 65 14 30 35 . _$ ,
i SS .
6 2* 18 8 19 4 9 10 .
1 20"
)
18 8 25 8 12 13 8 *** * * * * *
. l SS . 8 2= 18 12 50 20 30 20 . _
25" N 12 12 - 6 e loo /a 608.5 26 ... k26-26.5' concrete 608.0 26.( 26.5-19' Sandy Clay, brown, stiff, j low plasticity, motst, some silt, .
SS trace gravel (CI.-ML) (Fill) 2" 18 18 11 5 s s i
605.5 29, -
29-32.5' Stacy Clay, brown, very
- 30- - stiff, low plastici.ty, moist, I SS -
some sand (CL) '
2* 18 18 29 8 11 18 l 13 602.0 32 . i SS .s .
~
32.5-35' very silty Sand, brown, 2* 18 10 80 45 50 30 ! .12 very dense, low plasticity, moist,
- trace gravel (SM) l 599.5 35-
.,,. j
. . = . = . * * * * "* . *. . . . .
Service wator Suilding SW"3 I W210 29g Revision 21 l
S/79 ;
, l D $ L
f BORING LOG NTwim mou= = = nxn m 0-tot 2 2 8w-3
- I. I i.
no
- i. ..
- g. .. , 1 .
. .. n. u...
- j.. j e
. . g au== == .- - w=.. - .n.=.
- , .' il .
t.
t g l s, 6 t
I t . 1 i a
" e
- "****""u**-
=====*=..
.a. a3 g g 2 1 1
- i , ,
.=
ss 5H.5 35 - 35-42' very silty sand, gray, 2- n to an in is il
,g3
_ very dense, nonplastic, moist (SN f
. : i SS -
p 2" 18 18 90 25 43 47 _
40 - : --
55 -
q$
2* 18 18 78 30 37 41 592.5 42-49 very sandy Clay, gray, 4 2. .
ss hard,' low plasticity, moist, trace gravel (CL *g) 2* 18 18 115 30 50 65 ,- g
'45--
- 18 18 104 34 44 60 .
L7
\
- 6 585.5 49 ,
Bottons of hole at 49 feet.
O j t
t W
~
t
"" u \
. s .s . a, n
.. ... . ... . Servico Water Duilding sw-3 2h-210-300 Revision 21
\ 5/79 -
,v')
D**D *]O l' YM oo o Ju 1 .\Iru_,
a., n B0R1NG g8. y U u MIDLAmo Powen PLANT 7220-101 1*2 SW-4
. . u . .. .
Service Water Building S 4993 E 787 90 N.A. [
g . . . . w. .== - u -
a n. ,
3/13/79 3/ /79 Raymond international (*ME 4 9 4* -
None 39.0' l
......m .. u. mv. _w .u n., . '
N.A. w.A. 14 w,A, 635.0 8.6/626.4 -
m/ s . . ,,. . un . u. ,u -.
140 lb./10 inches -- A. S. Marshall / J. O. Wanteck g PENETR ATION
!*I
!. i i ., I *5
- i. .
. = [8 . .m .
- i. . . .a ji . . .
==== E * *** - ca= =..u.m =. l
{ j *I
- (, gi ; j
- 3
- l. *~~",*~
- g 1
. . . 1 63s.0 o
{ 0-3' Sand. Gravel, Clay (Fill) hggDril ne t bentonite mud.
632.0 3 3-18.5* Clean Sand, brown, medium 2. Slotted PVC dense to dense, nonplastic, moist pipe (2 ) in- >
SS 5.'
Ipf},gh***d"*di""T**1"*d be t a hole.
2* 18 10 19 4 8 11 *
- 3. No signifi-
' cant mud loss
., _ observed.
SS - 6 2* 18 12 25 10 14 11 -
j 55 2* 18 11 19 5 8 11 I ~
SS -
2* 18 18 41 11 18 23 -
13 " _ I IS . i 2* 18 18 38 11 15 23 '
1 Sg 18 12 616.5 18.h 2 16 10 7 9 !
18.5-24' Silty clay, brown, very .
SS 20- - 8 tiff
- 10w plasticity, acist, 2* 18 15 15 6 7 8 some sand (cI.) (till)
.". - t i
SS -
l 2* 18 9 11 5 7 4 -
i 611.0 24-5- -
24-31' Silty clav, brown, very ;
SS soft, low plasticity, moist, some i 2* 18 6 3 1 1 2 - sand, trace gravel (CL) (Fill) t
~
SS $
2" 18 4 2 1 1 1 .
f 30" _
SS 2* 18 16 2 Jars 12 0 2 10 604.0 31-31.0-35.0 Sandy clay, very stiff f
-55 7
- . brown, some silt, trace gravel (FilD '
1* 18 18 42 14 18 24 -
19" i
. . " ~ ~ * ' * * * , ' ' . .* 7.7.'.
Service water Building YW-4 2h-210-301 pavision :. ~ f 5/79 CR XIM.
G BORING LOG azormo == eu.nr b :. ;. PEN LTR ATION m 0-10t :2 3-4
!! ! ! ; i !. ='o== :
e *: ,
g! -
3
- :: . ? :
e
. {..;
. .I
.* .! .. g g . =*m...
_- 35 SS -
L3 35.0-39.0' Mancty clay brown.
2* 18 18 114 36 53 61 - very hard. som stT,(at.-CI.) Nole grouted with sand and
.. _ cement to SS L4 surface.
2* 18 18 160 60 65 95 -
596.0 39 40 , Total Depth 39.0'
- r 45 - .
l s
L m ... ... ==
.. . . . . . . . . . Service water nu11 ding sw.4 W2WM Revision 21 g 5/79
~) _
i D**]D D T56 S-eeM e b L -. I
8 .. - - . . . . _
B0RlNG 5. U MIDLAND POWEtt PLANT 7220 101 12 TW-5
,. . . m.. .
Service Water Building S 5008 8 801 90* -
.== uv -. " " * * * * * * * ""**** ***~ ****'"' **""
J. Itsuunond .
3/13/79 3/13/79 Raymond International cxs 45 4* - -
'*'".5' 46 !
,m .. u. ,w w . m . . . mw.
16 -
634.5' 8.5'/ 626.0' N/A
- w. : ,..m . u n .m.. ,w _ .
140 lb. / 30 inches _ J. O. Wanzeck l
. ;, PENCTRATION
!g
!! i ! i i . i no*S :' '
- i i
- !. .i ,h..:
- i , , ,
. I j ._
=,
~
".: "",A.,
p!
{ . .
- ( i !*; !
i: i 1 i :
634.5 0
.' 0-2.5' Sand, Gravel, trace of L 1
- I'* ** * *
- T 'i clay (Fill) (g 632.0 2. 2. 5 '-9. 5 ' sand, medium dense, fine, brown, trace gravel (SP) (Fill)
SS 55 - ' 2. 15.0 ' of 4
- casing used.
2* 18 12 18 6 9 9 - 1 s3 2* 18 18 28 6 12 16 . 2
~
625.0 5 Id.~ _ 9,s..ti.0. Medium brown Sand, SS .
3 wet, trace gravel f.!P) (FTITT 2* 18 8 6 1 3 3 623.5 11 -
11-12.0* Medium brown silty clay, 622.5 _ m.e sand e en 12 .- -
12.0-20.0* Medium-fine brown SS O 3. 14-16.5' Iast Sand, wet, trace gravel (SP)(Fill) 2* 18 0 3 2 2 1 -
4 sangles, hole will be moved g3 .,
_. 2.0' to atte:spt SS 2* 18 8 6 2 3 recovery 3 5
~ ~
55 2* 18 8 11 4 6 5 - 6 614.5 20 SS 20-22.5' Silty C1 , s tif f, brown, 2* 18 18 16 6 9 7 - 7 some sand (CL 1)
SS 612.0 22 . 0 2* 18 18 35 11 17 18 8 22.5-27' Silty Clay, very stif*,
brown, some sand (CL) (Fill) 33 25 - -
~
2* 18 12 28 18 16 12 9
- i 607.5 27 .
SS 27-29'511ty clay, medium brown, 2* 18 12 19 2 6 13 some sand (CE} Trill) y 605.5 29 l 30 --. -
29-33' Sandy Clay, hard, brown, some sand, trace gravel (CL)(Fill) 2* 18 18 42 14 18 24 O I
SS 1 2* 18 77 601.5 33 -,
18 9 20 57 .C 1: 33-35.5' Sand, very dense, fine,
-' a brown (UTTF111) s99.s !s -
. u . u,, " .m. m
.. .. .. Servico Water Duilding SW-5 2b=210-303 (N j g
Revision 21 5/79 v
l l
- u. .. ..
BORIE WG ar= = = cowca c'^"r 222o-tat 2 2 sw-5
\/ j *[ PENETR ATION .
j!.
! =, eLows S,e 3 , 3 .
- ; !; t
.s
-j 4 .;
s ....,-
l .l .. .....u..u.
- 3. . .
. s. 3 . . . .,
1: ! ! !** : ! :.- r 1 1 : - ~ . . .
599.5 35 18 18 112 20 48 64 13
'*'~ * "* *"*** * "**
_ mediw=-coa rse , some gravel, wet to surface free (swl(Till) bottom up.
53 .
2* 18 18 81 30 33 48 4
=
40 SS .
2* 18 18 110 30 50 60 $g3,$ ag . ,.. 5
-d:- 41.0-43.5' Sand, very dense, fine
,-j .
gray, some sW (SP) 43.5-46.5' very silty clav, very 45 ~ -
hard, gray, some sand T. -CL)
SS -
W 2* 18 18 151 29 71 80 588.0 46 . *
~
Total Depth 46.5' j
I 1
.~.
l ".
- w, . u., w **** me
.. ... ... . Service Water Du11 ding Sw.5 2lIr=216 304 Revision 21 5/79
\vf pcTD
'o h "]D WYQ7 oJu 2.AUL,
8_
B0 RING bUU MIDLAND POWER PIRC 7220-101 11 SW-SA
- u. .
Sarwice Water Building S 5011 E 799 90* 4.A.
% ..-u ~- u n., -4 ..u-3/14/79 3/14/79 Raymond International CME 45 4* -
,,nn , 18.0'
. .n m . = . u. m. -
= ..n. n.
~ - ~
N.A. N.A. 5 634.5 wu . . ,em . un u. .m su .
140 lb. / 30 inches J. C. Wanzeck
- . ; PttetTRATION js j, t j *
{. ; g nows g . .,
. g
.u.. t s I (
2, ...... u (s .
g ;
,e i:
. I
- - - - - . = .
- 3
. t ; 3 g g
- *g
! 1 t' - 1 =
634.5 0 0-9.0' No samples This boring was
. (See Boring Log st-5) made to confirr material from
. 12.0'-18.0' in boring SW-5 5"
625.5 9 .
55 2* 18 1 5 2 2 3 10.- 9.0-12.0 ',,, Sand,
,,,,,,, mediuin
, 9,,,,g to ggy3gyggg3 SS 2* 19 1 11 7 6 3 622.5
~
12 - -
12-17.5' sand, loose, fine to ss .
coarse, wet, with some gravel (SP)
[ 2*
ig] ss 18 8 5 1 2 3 15-gyggg}
2* 18 0 3 2 1 2 -
SS 2* 18 8 8 1 1 7 617.0 17.$
616.5 18" -1 17.5-18.0' sand, fine to l mediums, some gravel (SP) (Fill) 20 Total Depth - 18 feet
~
=.
. . " . .*~'"*"[.',."*"*'*".*. Service water Building .
~ ESA s 23,.2t > 305 Revision 21 O, 5/79 U) .
D**]D a o Ju e Juu
]D2..\ f o
M , .
BORING LOG ,zD m ,D ,D r - Tuo.iot 12 _w 6 Servico Water Duilding 5 5054 E 720 90* M.A.
.u u. .m. .m .. ,, e ..
2-3/15/78 3/16/78 Raymond International Acker Ace 15/16 = -
arme 50.o'
......,,m .. u. .. .6. , . . . *=e=.
N.A. 'd . A . 12 - 634.5 stee notes -
u...,, . we . ,u m.
140 lb. / 30 inches - A. S. Marshall
. PENETRATION g
r
! I j.: as.ows 3
- u, u
. . . *8 ,. .. t v t _- _, . . .
- ;. *,t I. m .,.,.
2
. 3 {.
1
- . . . .l
!*'! *j :* I
- 8 1
- 634.5 0 Drilled from 634.5' grating 1. Drilled wit!
. revurt.
l 2. No signifi-3 cant revert los.
. observed.
- 3. 4* casing 2 used to 14.5'.10-620.0 M .5~
g 15-7... 14.5-18.5' Concrete
..s.
.~
616.0 18. 5
_ _ 18.5-20' Clean Sand, brown, medi m
$3 -
g dense to dense, nonplastic,' wet, 2* 18 12 25 11 12 13 20- _
medium grained (SP) (Fill)
SS .
2* lu 12 31 10 14 17 .
2 SS -
2* 18 6 33 13 16 17 - 3 25- water Levels
~
Date neva nc SS [ 3/16/73 632.5 2* 18 12 62 16 28 34 - 4 3/20/79 626.5
- 4/24/7, 627.2 ss 2* 18 12 18 11 12 6 606.5 28
- - 28-32.8' sandy clav, brown, stiff SS -
to very stiff, low plasticity, 2* 18 24 6 14 8 10 14 3g"" _ moist (CI.) (Fill)
_ 4. For sample SS 32. 3:
33 1-2* thick medium grained clean another 7" was 2* 18 8 30 9 13 17 sano seas at 32' (sp) driven af ter 1-M ~3ij;
~
lNd ,
d 32.8-33.1* Concrete 3.1-36' Clean Sand, brown, verY
((u$tw a SS " obtained.
8 2* 17 10 3 5 2 1/5 "ud."" loose, nonplastic, wet, trace 599.3 35- silt, fine armined f M P . SP-SM)
. u. . u 6.=.
.. .. .. . Service Water Duilding SW-6 2A,=210 306 Aey1aton 21 5/79 D**3 D 3'T h mM *d a llnL
I bs) v BORING LOG alom e ro=R w = 7220-101 2 : sw-.
j{
. a
- j. , ,
. =. .
- : . .3 ;: g.
.* r
- .i
.~ .*-.a-
..-='**'
-~a=--
- , ; :, :. :? :i 3
s
. t.,
= = = . -
l k
1: 3 1
- i r*
- 1 1 599.5 35 3
589.5 36 SS
" 36-48'Very silty Sand, gray, dense -
2* 18 8 30 4 10 40 ,
to very dense, nonplastic, meist, occasional clay (SM) i 40 -i i-55 :
2* 18 12 69 23 27 42 .
i_g 33 '
- L1 s
2* 57 58 :_
18 12 115 32 . .
45 - : ;
588.5 de .
- - 48 80- Very sandy Clay, gray, ss -
hard, low plasticity, moist (ct) 2* 18 18 99 50 47 52 - G 584.5 50 Bottom of hole at 50 feet
+
r
"" w r
- u. ... ...
Service water Building sw-6 ?
h 210-307 Revision 21 Ov 5/79 o s M e Mill .%
N _ .., n. ..
80 RING LOG 2ou,o ,om run m 0 101 12 sw.7 service water Duilding 3 5019 E 738 90* N.A.
O 3/14/79
. .u...
J/15/79
.nm Ravmond International me . =.
t=ur ( $
..n.
=
n.,m 4*
_ .in.a . n4 None s==,=.
u_q.
M.A. 4.A, 13 w.A. 435.0 9'/626.0 -
. . , , .. wn w. ,u .
140 lb. / 30 inches - J. o. Wanneek/ A. s. marshall / w. R. Kinzer e e
- PshETRArlON
- I! jj !
[...
si.o=*
3
- 3. ,.g: .. x _ --
[ g g 8
! : . '"""";/.*
! ! !'* :! l. r- 1 1 635.0 0 water encount-
- ered at 8.25' ;
0-5' No samples, Miscellaneous Fill, clay, stone, sand 630.0 S~ .
r l3 18 3 2 1 2 - 1 5-6.5' trace C,1.az,f mana eti tFillisof t, gray, silty, :
628.5 6.5 6.3-10.0* sand, meatten dense, 2 , medium to TTiI, brown, trace 58
- gravel (SP) (Fill) 2 2* 1e 21 10 11 10 : _
' I* '
10-13.5* Sand, medium dense, ;
53 -
2" 18 24 5 9 15 coarse, brown, wet (SP) (Fill)
Es -
4 2* 18 12 6 4 g 621.5 13.5
- 13.5-20.0' sand, mediten, fine, ,
15- -
brown sand (TFT(rill) ;
ss .
2* 18 9 6 4 5 5 ss "
2* 10 19 11 10 9 ; 6 615.0 20 ,
ss -
20 22.5' clay, medium stif f, gray, 7
2* Le 11 13 6 5 ; ,
silty, some sand (C2.) (Fill) 612.5 22." A Ss 22.5-30.5' C g , very stiff, 2* 37 23 20 17 8 18 ,_. brown, silty, some grave 4 (CL) (Fil] )
25' ,
ss 9 2* 18 31 11 11 20 ,
ss -
2* 18 19 12 12 7 -
m 30- -
ss 604.5 2* 18 18 60 9 23 37 30. { 30.5-32.5' very sandy cle
- -11 hard, low plasticity, iiii;.y,s brown. t, trace 602.5 32.5 ss - -
32.5-35' very silty S tad, brown, 2
2" 18 18 150 45 60 90 ;[ l very conse, nonplastic, moist (SM) 600.0 35' e.""~'"**E*"'*."'. Service wetee Duilding 8 7 2>210-308 Revision 21 5/79 D
- k. *o kO3 ma Y fJ d'
m .. . -.. .-
V ** I.
BORING LOG Ptps CTR AT K>e l
l azormo == eum m 0-101 2 2 .,
l t !I : : 7 slows I y
- :. .: 3
.gs . .s . . .
s
. aj I -....
? . E g
.s g g ...
(:
- I; ! : :
y- g:. : .
I.
600.0 1s SS / 35-36.5' Sandy Clay, gray, hard, 2" 18 18 150 50 70 80 $$g,3 3,5 low pl.1sticity, maast, trace
_] gravel (CI.)
Sottom of hole at 36.5 feet 40~
45-5 lm
()\ .
m w ... .. "" =.
. . - . . . . . . Service water Building sw.7
/'N h 210 309 novieton 21 g
v
) $/79 l D**D
- D 9
)' @
l l
os a . b . inl 5 l
I
@ . _ ._ u_
B0 RING LOG mou o ,o ,m. 7uG_iO1 12 ....
Servico Water Building 5 5011 R 778 90* Mone y/"N . _ . .
_. y . . .
i 3/17/79 3/18/79 Raymond International Acker Ace 1 5 /16" - None 46.5' J
. . . . . . . .. u. m. , ... .
9 634.5 ,
N.A. M.A. ~ S.3/626.2 -
u..,,.. . u =. a m .
140 lb. / 30 inches - A. S. warshall l , PEMETR ATION f
I ! . : i I slows
- . :. : : :. 3 :: 3 . , , , , , , .
. . . .. 1
. 2 .u.. r i -
- . :. 3
~..
- .
- ts, : t ; }*
3 - =
(&
. e i.
- {. .
- d i g 1 2*
- 1 1
- 634.5 0 ;
. Ortlied from grating at 634.5 1. Drilled with revert af ter tan etrating concret.
- 2. Water loss at bottom of
. concrete. Water
- in casing droo-pod to ekvatic:
5" 619 when cen- ,
. crete was pen- >
. etrated.
- 3. No signifi -
cant revert los )
~ '
observed.
102 ,
620.0 M . 5' -
15- 8'* .
14.5 -18 . 5 ' Concrete {
.*. i
,,j rods re1L to 15
- uniter theid. "
.a' t cwn wiate 616.0 17.s- -
s.5 2' % % w% w ;
2* 24 10 - 2 1 1/12 20 sof t. low plasticity. wet (CL) (Fill) l sampler west to ;2' uader . 1 and clean Sand, bro,wn, very loose.
We, ght QE CO(,s and haamer
. _ nonplastic, wet (3 ) (Fill) 612.5 22. _.4 22-31' very sandy clay, brown, water Leveig 33 ;
2* 18 16 15 5 7 8 2 stiff, low plasticity, moist, Date Elevatto i
_ little gravel,some clean sand at M s/79 619.0 53 -
22.5-30 feet (CL) (Fill) ym79 626.2 2* 18 10 12 4 6 6 252 3
SS - '
2* 18 12 12 4 5 7
.- _4 SS =
2* 13 14 22 7 9 13 -
5
~
302 603.5 31' !
ss -
t 31 35' very sandy 511t, brown, 2* 18 14 72 15 35 37 -
l l l !
6,,,, hard, low plasticity, moist, l trace gravel (ML) l :
599.5 35" l l
. w. . u. .
" =====*
- * = .=.* ... =.* Service water aus1 ding sW-u ,
2ar21$.310 Revision 21 5/79 '
I t
l g
l l
O l soai"a 'oa - -- - -> 1 - - 6 -8 l.
E! !
3
.i
- j. PENCTR ses A TION
- i ;
- , , , , , , , ,
. . .: : ., *{ ( ....u..
. g .. .u c .3 .
., i :. .
j a:
,s , I
{ :l .
.! .! . . ** .I : .! : 1 1 : ~ "
- ses.s 3s ss -
J5-39' very silty Clav to clayey 2* 18 16 114 26 48 66 ] Silt with sand seams, Drown, hard,
. low plasticity, moist, trace
- gravel (C:.-rtL) 595.5 --J 19f 39-46.5' very silty Sand, brown, 2
! 1s 18 129 27 56 73 4a : : 8 very dense, nonplastic, wet, scoe
45 : :-
! le 16 130 26 29 101 i 9 Clean Sand at 45.5-46 feet 588.0 44.0
- Total Depth = 46.5 feet
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. .. ... . Service Watee Bus 1 ding SW-s 2> 210-311 Revision 21
[W)
'v 5/79
80 RING L0G momo ro ,u,,, 7:20 101 1 1 s,-,
service Water Building 3 5006 E 764.5 90* N.A.
tO 3/21/79 3/22/79
.S" n" * "" "*
(NE 43 15 / 1 6 "
ha 10.7'
. ........ ~ ... - ~. . - ~ - .. - - . .
N. A. N. A. 10 N. A. 434.0' Not Determined M. A.
.-.-. .~ . - - - . - - , - - -.
140 lb. / 30 inches None w. R. Rinser
. e ;, PENCTRATION
- !! : : : ao-s
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I**. *: 1 634.0 0 0-5' No samples Driiting with
. 4* Prom. C. D.
. continuous
- flight augers.
5 ~~ -
5 -17' sand, brown, very dense, 53 le 18 59 9 24 35 -
1 fine to coarse-grained, moist, '
trace of fine gravel (sw) (Fill) 10 -
10-17' wet 55 18 18 31 11 18 13 2 10-12.5' Dense Drilling with 2
2* . _ 2 15/16* tricer roller bit usi:
12.5-15' Medium dense thin bentonite 53, , 18 18 17 4 7 10 -
3
- mud and recire-ulating 15 2 -
15-17' Dense 4
' 33 , 18 18 35 7 16 19 -
3
~
617.0 17 17-30.4' silty clay, brown and 53 , 18
- 5_ gray, stiff, low piasticity, wet, 18 12 5 6 6 2 -
seme fine sand, trace medium sand to fine gravel (CI.)(Fill) 20 -
. 20-25' Gray and brown, moist, ss_ 18 16 10 6 5 5 - 6 some fine to medium sand st 18 18 17 7 9 8 7 25-
~ 25-30.4' Brown and gray ss 18 le 18 5 8 10 8
$3 18 le 17 7 8 9 9 v . -
US 4 4 100+ 5/4*< 100M
- 603.6 30*
2* 603.3 30. T 10-.4.30.4-30.7' concrete Bottom og noie Depth: 30.7' Elevation: 603.3, Boring abandone due to refusal
- of roller bit, boring grouted
. total depth to 3, . ground surface
. _ . ~ . - -
.-====*-a-=.. . . . = . . service Water Duilding sw-g 23r210 312 Revision 21 5/79
%J O
2 .,
BORING LOG nouNo rown rum 7220-101 i 2 sw-u cy Adjacent to Service Water Bldg. .
S 5068 t 855 90*
N. A.
. u. .. - - u
. . - . n4 u.
4/2/19 4/3/19 M. Dov1 " Acker Ace 5/16' . None 15.6 '
N. A, M. A. 14 M. A. 633.58 Not e t e rmi ne d M. A.
me . .. ,,.m . u.v . u .
140 lb. / 30 inchem None C. P. wal!
- ;, PEPeETRATION g !g . ; ; I
- BLOWS g 1: a .,,,,,,,,
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633.5 0 0-2' No sample, silty clay, brown. Drove 4" casine little sand, trace fine gravel (CI.) to 2.0'.
triti) ss is is 22 6 8 14 - 2-35.6' sand light brown, medium 2 1 dense, meTum, to coarse, little fine sand, trace fine gravel, dry (SP-SW) (Fill) ss 18 14 23 12 11 12 5 4.5-7' Fine to coarse sand Dr 3* to 5 5.5-5.7' Clay lens, silty, brown, ss is 13 20 7 10 10 -
. - moist 2" 3 7 12' Hoist, trace fine sand ss is 14 23 7 10- Drilling with 9 14 4 2* - 2 15/16* tri-
" "" cone roller bit with recirculat in mM.
Es is 13 28 12 16 12 -
5 ss is 12 17 a 11 6 15- ,
z*
l _ 15.5-16.5' toose SS 18 14 29 9 12 17 - ;
2* 7 ss is 15 40 10 17 23 20$
2" 19.5-20' Fine to medium sand only
- 3- 20-30' Dense SS 18 15 50 16 25 25 - ,
2"
- 9 l 23-27' Trace clay s
,,, 23-29.5' !.ittle fine sand '
Ss 18 7 43 17 22 21 25-3*
E ss is 7 35 12 15 20 -
2*
- S t ss is is 51 17 25 26 30-2* 12 30-32.5' very dense 29.5-35.6' Trace fine sand ss le is 43 24 22 21
. 2 I a 32.5-35.6' Dense 32-35.6' Trace fine gravel 598.5 35- .-
.6 . '"'
- s. =
.. .. .. . Adjacent to Service Water Building sw.13 O 2Rr=210.313 Revision 21 5/79 D**D T Y
]D wo oJu2.b a
Jan 6
,OL BORING LOG azotuo ,== et.m nao. tot 22 sw.n v ; '; .
n,.a mio,.
eLows
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. . . .w 39 s%.18 12 40/7* 7 25 kVl*
597.9 35.6 ELi Hole finished at 35.6'.
Split spoon re-boundina off
- obstruction at f
15.6'. Hole abandoned and grouted.
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.. .. . ... . . Adjacent to Service water Building sw.13 2h-210-314 aavision 21 5/79 v m, , w r we w .A m
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LEGEND l _~E /f i
'i Il G E M
PARTS OF AUX. BLD'G.
ON F I L L.
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\ '- ! es f ACCESS l'
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ISOLATIO N v UE NL IT- 2 R'IC x AL' / -x- j/
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CONSUMERS POWER COMPANY A- x
% __. ' Gj T UNN,EL ,
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AUXILIARY BUILDING
$ $ 6 O @ 6 '8 PLAN FIGURE 63 REV. 6R
O O O I I , __- CONTROL RAILROAD TOWER BAY N ~
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EL.634-O ' e-- -
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MIDLAND PLANT UNITS 1 & 2 ORIGINAL SOIL /*"*M' CONSUMERS POWER COMPANY TYPICAL SECTION ctOOKING EAST) Tyh!!N'h*[7[$ '
AUXlLIARY BUILDING FIGURE 64 REV, 6R GOS88
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^/E DWLO/NG (~~~S.4945 W ~ ~~~ ^ ^ ~ ~ ~ ~ ~ ~ ' "
SCALE IN FEET
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- l MIDLAND PLANT UNITS 1 & 2
- sco c i[:, S.seso !' :
CONSUMERS POWER COMPANY (
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( EL. Goo ,
Excavation Plan S. Siso -~~ , ,...)
A A A I i A A l AJ
- REV. 6R 5tord ctre)
/f * / FIGURE 65
->- CD. -w-O ' sosse
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EL. 634 N
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t 625 -
IL / 610 EL. l i EL.
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$ 575 - . EL.
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1.5
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(, C I L_ j l g 1.5 ':
' 163.5' -
w c75 ,
d EL. 582.5 5 7 !
O5 550 -
C s e o
w NORTH $
650 - EL. 634 $ I N e aS t .
EL. 610
$ IL. f EL. i e2 5 600 - i p l l__
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EL. 572 W / l 550 - EL. t 578
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EL. 572.3 - 550 578 B'
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- 625 EL. 602 EL. 600 x [ / - 600 J1 575 EL. 582.5
. 572 -550 MIDLAND PLANT UNITS 1 & 2 9 CONSUMERS POWER COMPANY i
Excavation Cross-Sections l
FIGURE 66 REV. 6R sosee
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,' PIT, UNIT $ 1&2 TEMPORARY SUP-
_ PORT FOR UNDERPINNING FIGURE 70 REV. 6R
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, h MIDLAND PLANT UNITS 1 & 2 FINITE ELEMENT MODEL CONSUMERS POWER COMPANY STATIC ANALYSIS
. AUXILIARY BUILDING AUXILIARY BUILDING FIGURE 71 REV. 6R
[ UNIT #2 ELECTRICAL PENETRATION AREA (LOOKING WEST) G osaa j L
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m e M e n 2 XIAL / __ __ FINITE ELEMENT MODEL STATIC ANALYSIS MIDLAND PLANT UNITS 1 & 2 CONSUMERS POWER COMPANY O h AUXILIARY BUILDING AUXILIARY BUILDING U'ili !2 ELECTRICAL PhuETRATION AREA ( LOOKING SOUTH ) FIGURE 72 REV. 6R l
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( I na e t o uc- MIDLAND PLANT UNITS 1 & 2 1'
. . 1 . :" " *' - CONSUMERS POWER COMPANY t
r l SERVICE WATER PUMP STRUCTURE CONCRETE FLOOR PLAN @ EL. 9 Q 8)'_ M L- - U_ T_ . K 't 1.'_ fl H FIGURE 80 REV. 6R som
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BOTT of MRT / ELEV SA7'-0" (ggtJg)L gggg)Al J MIDLAND PLANT UNITS 1 & 2 TYPICAL SECTION C NSUMERS POWER COMPAF'v 1 CLOOKING WEST) !' SERVICE WATER SERVICE WATER PUMP STRUC-
~ TUnz tvPICit SzCrron STRUCTURE muas 81 anv. 6a
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sower-Stephen H. Howett
'q $ & Senior Vict hesident Genor el Of fices: 1945 West Pernali Road, Jackson. Michigan 49201 . (5171 788 4453 Auguct 10, 1979 Hove-218-79 Mr J G Keppler, EcElonal Director Office of Inspection & Enforcement U9 E = lear Regulatory Co= mission Region III .
799 Roosevelt Road . Glen Ellyn, IL 60137 MIDLAND KUCLEAR PLMiT - UNIT MO 1, DOCTI?P UO 50-329 UNIT no 2, DOCKLT UO 50-330 - (~ s - SI.TILnTnT Or DIESEL GE iE VECR i IVULo!.TIO.:s nrD IUILDIro - Fill: 048516 SERIAL 7395 . . Referencen: 1. S H Howell letters to J G Keppler; Midland Nuclear Plant; Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; Settlement of Diecel Ocnerator Foundations and Building:
- a. Serial Hove-183-78; dated September 29, 1978 ,
- b. Serial Hove-230-78; dated november 7,1978 -
- c. Scrial Hove-26'(-78; dated December 21, 1978
- d. Serial Hove-1-79; dated January 5, 1979 .
- e. Serial Hove-58-79; dated February 23, 1979
- f. Serial Hove-132-79; dated April 3,1979
- g. Serial Hove-174-79; dated June 25, 1979
- 2. G S Keeley letter to J G Keppler; Midland Project Dochet No 50-329 cnd 50-330; Response to 10 CFR 50 54 - Request on Plant Fill; Serial 6925; dcted April 24, 1979 3 s H Houell lettera to H R Denton; Midland Project; Docket No 50-329 and 50-330; Reeponse to 10 CFR 50 54 - Request on Plant Fill:
- a. Serial Hove-162-79; Rev l', dated May 31, 1979 with copieu to J G Kcppler n b. Serial Hove-199 *T9; Rev 2, dated July 9, 1979 with Q copico to J G Kcppler 9
t 2 '- nowe-218-79 , 7 This letter, ao were References 1.a. throu6h g., in an Interim 50 55(c) report on the cettlement of the dicac1 generator foundations and building. The encionure documents the presentation made to members of the Staff and Incpection and Enforcermnt on July 18, 1979 in Bethecda, !!arylcnd. The presentation provided an update of the ctatus of the actions previously diocuoced in References 1, 2 and 3; the remedial work in presress or planned; the schedule of activities; the results of the cause investication; the QA/QC aspecto; ard the licencing activities and changes to the P3AR. Future 50 55(e) reporto vill discuss the following in more detail:
- a. Reculto of further invecti6ation of the leaking air line in the tank fam arca, and ccttlement criterin for the borated water storage tsnks and the lines into the auxiliary building.
- b. Desicn bacon to comply with the intent of the draft Standard Review '
Plan on Dewatering.
- c. A Quality Accurance Plcn for implementing the pennanent site devatoring cyctem.
Another interin report vill be sent on or before September 7,' 1979 l f, d2.- h# v " -N-f.A SIBI/IP,3f/GSK Enclocure: Presentation Made at July 18, 1979 Meeting With NRC at :hthecda. , CC: Directo$,OfficeofIncpection& Enforcement i Att: MrVictorStello,USNRC(15) , [ t Director, Office of Manogement Information and Progrcu Control, USERC (1) Director of nuclear Reactor Regulation ! Att Mr Dononic Voocallo, Acting Director (S) ; Division of Pro,1ect Management, US NRC , Wachington, DC 20555 '
I ! j MEKING WITH NRC ON MIDLAND PLANT FILL STATUS AND RESOIUTION July 18,1979 j 9:00 AM i i NRC, Bethesda, Maryland i i i
1.0 INTRODUCTION
r 5 r i 2.0 PRESEJT STATUS OF SITE INVESTIGATIONS I 4 2.1 Meetings with Consultants and Options Discussed (Historical) j 2.2 Investigative Program l 4 i L A. Boring Program i I B. Test Pits i i C. Crack Monitoring and Strain Gauges ! l D. Utilities l 2.3 Settl ement i L I A. Area Noted ! B. Preload Instrumentation O C. ! } 2.h Recent Revisions t A. Deletion of Chemical Grout l l B. Decision for Site Dewatering l s 3.0 REMEDIAL WORK IN PROGRESS OR PLANNED i i 3.1 Diesel Generator Structures # 3.2 Service Water Pump Structure 3.3 Tank Farm ; 3.h Diesel 011 Tanks ,
; 3.5 Underground Facilities i 3.6 Auxiliary' Building and FW Isolation Valve Pits i
i 37 Liouefaction Potential 3.8 Dewatering 4 y - -- e.-y ,e . **y #- , ~ gy , p. -y f e-w y wg p
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t " 2 I i [ 4.0 ANALYTICAL INVESTIGATICN l 4 .1 Structural Investigation r 1 4.2 Seismic Analysis I h.3 Structural Adequacy with Respect to PSAR, FSAR, etc l k.4 Soils Sumary t j 50 CONSULTANT'S STATDE3T k i r 6.0 SCHEDULE
?
6.1 Preload Removal t 6.2 Auxiliary Building
- 6.3 Tank Farm j
- 6.h Service Water Building
) ( l 6.5 Site Dewatering . 6.6 Overall Impact
- i 7.0 CAUSE INVESTIGATION I
- j 7.1 Analysis ;
j 7.2 Possible Causes ~I q t 7.3 Most Probable Cause ,, i 1 8.0 QA/QC ASPECIS 8.1 Corrective Actions l 8.2 Q-List Fill P.esumption I 9.0 LICENSING ACTIVITIES AND CHANGES TO FSAR 4 i' L g I i s K
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f i 1.0 I r"PODUCTION On August 22, 1978, Consumers Power Company notified the NRC Resident Inupector that there was larger than expected settlement of the diesel r ger.erator building foundation. On September 7,1978 the NRC vas notified that it was considered reportable. The first 50.55(e) Interim Report was ! on Septerber 29, 1978 with the latest Interim Report submitted on June 25, 1979 On March 21,1979 a 50 54(f) request was issued by H R Denton. Consumers Power Company replied on April 24, 1979 and revisions were sub- [ mitted on May 31, 1979 and July 9, 1979 Meetings with the Staff and Inspection and Enforcement have taken place at Glen Ellyn and at the site. In addition we have received several questions on this subject from the . Staff.
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j Initially, in September 1978 there were several options considered to correct the problems and these included modified mat, preloading, a combina-tien of these, underpinning and removal and replacement of the structure and soil . From that time to the present, there have been many meetings between Consumers Power Company, Bechtel and the Consultants. Based upon these meetings, a decision has been made to delete the chemical grout option and 1 to go to a site dewatering concept. This is discussed in more detail later. s (v) i
ld 2.0 PRESENT STATUS OF SITE INVESTIGATIONS 2.1 Meetings with Consultants and Options Discussed The investigative program conducted to date has included: meetings with consultants to discusa the options for remedial action as noted in the introduction, discussions concerning tl.e NRC findings, investigation of the various remedial actions and prepr. rations of 50.55(e) Reports. As part of the investigative program, approximately 31 meetings have been held on this subject since September 1978. Various consultants partici-pated in 11 of these meetings while the NRC attended approxirately 8 of . these meetings. Consumers Power Company attended a majority of the meetings also. During this time the causes of the problem were also investigated. ; Pesponses were also prepared to the 50.5h(f) questions. g ; 2.2 Investigative Program The major portion of the investigative program was the investigation of the i entire site soil conditions, which included appmximately 161 soil borings, ik dutch cone tests and 5 test pits. (Figures 1 and 2 show locations for soil borings and typical soil boring cross sections. Note: Sequential 1 figure numbers have been added to show sequence in which they were presented at the July 18, 1979 meeting.) During this period of time, an investigative program was also launched to monitor all cracks in major Class I structures associated with plant area fill. Strain gauges were also utilized. (See Figure 3 on typical section through Service Water Building.) It should also be noted that an independent firm Goldberg-Zoino-Dunneliff & Associates (GZD) was utilized for profiling pipes to determine settlement. (See Figure h on pipe profiling typical section.) A rabbit check of electrical (n d
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duct work was also utilized for assuring continuity. (See Figure 5.) During this period of time the frequency of settlement monitoring of the Diesel Generator Structure was also increased.
2.0 2
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Ls-2.3 Settlement It is very important to note that the Diesel Generator Building is the only Class I structure that was observed to have excessive settlement; however, as a result of the boring program we did find some areas with questionable soils beneath the structures. These areas were: Diesel
- j Generator Building, Service Water Building overhang portion only, Auxiliary Building electrical penetration rooms and Feedvater Isolation Valve ;
Pits. To correct the problems with the Diesel Generator Building it was ' decided to preload to consolidate the soils and accelerate the total
+
settlement. (See Figure 6 on oerall site layout of the power block.) Figure 7 shows the settlement of the fbur Diesel Generator pedestals vs the application of the surcharge. It can be seen that at the completion of the surcharge application the settlement appeared to be leveling out. ( Figures 8 and 9 show the settlemer.t for the Diesel Generator Building. These figures are profiles looking north and looking in the east-west direc tion. Figure 10 shows settlement vs log time. Figure 11 highlights i i , the elevation contours and differential settlement between the northwest : a : and southeast parts of the structure. Figure 12 represents the various , utilities beneath the building. It should be noted that the Diesel Generator Building was initially partially hung up on these utilities ' and that after they were freed the building settled in a more or less uni- ' form fashion over the last few months. Figure 13 shows the location and types of instrumentation utilized to monitor the settlement of the building ! and instruments that were utilized during the preload program to determine when the pore pressure had decreased to normal. D-r \ U
2.0 3 0 2.h Recent Revisions For the areas of questionable soil discussed previously it has been decided to provide vertical support for the Service Water Building Over-hang and to improve the support of the Electrical Penetration areas and Feedvater Isolation Valve Pits. The investigative program pointed out that certain sand areas were not ! adequately compacted. This presented a potential for liquefaction under the action of SSE. The initial remedial action plan was to chemically grout the loose sands. After further review of this remedial action, it appeared that while the grouting would sufficiently remedy the situa-tien, it vould be difficult to prove that all areas had been unifornly grouted. It was noted that there were discontinuous sand lens and fine-grain sands and, furthermore, there were access problems for grouting. j Underpinning of the Diesel Generator Building as another remedial action i j presented problems with shoring, support of utilities and schedule. It i was decided recently that better remedial action v6uld be to dewater the entire site on a permanent basis. This will provide a conservative solu-tion since any liquefaction questions would be eliminated in any site area , in the power block whether or not it was determined that there was a po-tential for liquefaction. bbre details of the basic plan discussed above n , are described in subsequent secticns. V
3.0 PFMEDIAL WOPK IN PROGRES OR PLANNED 3.1 Diesel Generator Structures 2e diesel generator building is a box-shaped structure. (See Figure 14.) ) Its main purpose is to provide a housing for the four emergency diesel generators. Structural valls are very rigid and are supported 1 on strip footings. The building and the generator pedestal are founded on approximately 30 feet of fill. During the summer of 1978, settlements more than anticipated values were observed and a detailed soil investiga-tion was conducted. The backfill was found to consist of soft to very stiff clay with pockets and layers of very loose to dense sand backfill. The conclusion of the investigation was that the fill was not adequately i compacted. Based upon the recommendation of our soil consultants, Professors Peck and Hendron, the remedial measure chosen was to preload the existing backfill by layers of sand surcharge. Figure 15 shows in plan the extent of sand surcharge. The surcharge was gradually applied in steps. To date, the backfill under the diesel building is subjected to 20 feet of sand surcharge. Figure 16 shows a cross-secticn of the building and the surcharge. The surcharge produces stresses in the fill greater than the amount the fill would experience when the structure is operational. This surcharge vill remain until excess pore pressures are essentially dissipated and the rate of residual settlement becomes still and can be predicted conservatively by extrapolation. We preload consolidates soft areas of clay fill; however, will not signifi-cantly improve the quality of loose sands. The potential of liquefaction of these sands and aerial devatering of the plant site as a remedial measure f U for this problem will be presented later in detail.
30 2 A I ( u) ' Figure 17 shows plan and emss-sectional elevations of a typical diesel I generator pedestal. This is a reinforced concrete structure having a mini =um compressive strength of 4000 psi. The fill beneath the pedestals , have also consolidated resulting in differential settlement. Differential settlement of the pedestals vill have no effect on alignment of i.ne engine ! and the generator because they are both mounted on the same foundation. Furthermore, because of the enormous stiffness of the pedestal, no signifi - I cant varping is expected and the top of the pedestal vill generally lie within one plane. The diesel generator vill be set in a level position ir-respective of the amount of dLifferential settlement between the corners of the pedestal. It vill be achieved either by a suitable layer of gmut on the pedestal or by chipping a few inches of the top concrete and refinishing it to the required level.
/G G
The machine itself has considerable tolerance limits for tilt and roll. - DeLaval Turbines, the manufacturer of the diesel generator, stated that a5 combined backward tilt and roll of the pedestal or a forward tilt of 1.h and roll of 5 combined vill not affect the performance of the engine and the generator. Furthermore, during the operation of the plant, if , further differential settlement causes this tolerance to be exceeded, the manufacturer states tnat the generators can be chimmed back to level posi-tion. In summarizing, for the diesel generator building the remedial work of preload is in progress and devatering of site is being planned for implementation soon. No further remedial verk on the pedestal than that uentioned above is anticirated. 0\ , N_Y
3.0 3
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3.2 Service Water Pump Structure The service water pump structure is located in the southeast end of the - power block area adjacent to the cooling pond. (See Figure 6.) Figure 18 shows a plan view of the structure. The cooling pond is on the southern side. The major portion of the structure is founded on natural soil mate-rial except for the northern portion which is founded on fill. Figure 19 shows a cross-sectional view of the structure. As mentioned earlier, the riorthern section, which is cantilevered off the main building, is founded on backfill material. As a follow-up to the investigation of all Class I structures on fill, several borings were taken in this area. The borings indicated that the backfill consists of soft to very stiff clay and loose to very dense sand. The conclusion was that some areas of the fill material under the northern part of the structure were not sufficiently compacted. ("')T
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4 However, no significant settlement of the structure has been noted. The reason for this is that the existing dead loads from this portion are being partially supported by the rest of the structures through cantilever action. The remedial measure chosen is to support the north wall on piles driven to hard glacial till. The choice of >L es is an economical and expedient solution with minimal inpact on the schedule. i Figure 20 shows in plan the layout' of. piles. A total of 16 piles is planned at this time. The piles will have a capacity of 100 tons and are designed 4 as be'a ring piles to carry only vertical load. The piles will be pipe piles filled with concrete. They will be predrilled through the fill and driven 3 into the glacial till. The length of piles is expected to be approximately , 50 feet. , b> t_- w b
i 3.0
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a Figure 21 shows the method of transferring vertical load from the vall to the piles by a system of reinforced concrete corbels.
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As shown in Figure 22 the concrete corbels will be anchored to the vall 4 by a system of anchor bolts. The pipe piles in turn vill be iacked against
- the corbels to effect the transfer of lopd. l A test pile vill be load tested to determine its capacity.
3.3 Tank Farm Figure 23 shows the tank farm in plan. There are two borated water storage tanks (BWST), a utility tank and a primary storage tank. Of these, only the ; i BWSTs are safety-related. Each BWST has a capacity of 500,000 gallons and ' is 52 feet in diameter and 32 feet in height. r (_ ) As shown in Figure 2h, a short concrete ring girder fbundation with a strip footing is provided for each BWST. The tank is supported on the ring girder and the soil within the foundation. The tank by itself is quite fle.xible. 1 Adjoining the ring girder for each tank is a small box-shaped structure called valve pit. This houses valves and other controls. At present, con-struction of ring girder and valve pits are complete and installation of piping is in progress. As a follow-up to the investigation of all Class I l structures founded on fill, several borings and test pit examinations were completed in the tank farm area. The results of the investigation indicated that the tanks are supported on medium to very stiff clay backfill with oc-casional medium to very dense sand layers. The condition of the fill is suitable- for the support of the tanks. To confirm this,.the tanks will be constructed and filled with water in order to make a full-scale test of the [ fcundation soil. G
3.0 5 -(~')
\j Figure 25 shows the layout of borated water lines entering the tank through '
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the valve pit. The piping connections are being made to allow startup, flushing, filling and testing of the tank. Selected points on the piping between the BWSTs and the auxiliary building vill be monitored for settle-rent during construction phase. Any differential settlement measured i vill be analyzed in accordance with established precedures. In summary, the backfill material on which the BWSTs are founded is satisfactory and will be confirmed by a load test. Borated water lines vill be monitored and evaluated for any differential settlements. Therefore, no remedial action is anticipated for these structures. 3.4 Diesel Oil Storage Tanks
- The diesel oil storage tanks are located in the southeast end of the power block area and near the condensate storage tanks. There are 4 diesel oil storage tanks, each 12 feet in diameter and hh feet in length. -(See-Figure 6.)
f Figure 26 shows a cross-sectional view of a tank. There is six feet'of earth covering each tank. The tanks are supported at three points anchored to con-crete pedestals. The tanks are founded on backfill and results of the boring program indicated that the tanks are supported on medium to stiff. sandy clay bac kfill . This soil' condition is adequate to support the tanks. Moreover, the weight of the tanks is approximately equal to the fill that it replaced. In order to verify that the fill. is satisfactory, these tanks have been filled with water and settlements are being monitored. It has been three months since the tanks have been filled with water and no appreciable settlements have been noted yet. Therefore, the backfill is considered adequate and no re-medial measures are anticipated.
3.0 6 . v\ 3.5 Underground Facilities The underground facilities that vill be discussed are Seismic Category I L : piping and electrical duct banks. Figure 6 shows safety-related piping, i namely Service Uater Lines, from the auxiliary building to the service water structure and from the diesel generator building to the service
- water structure, borated water lines from the auxiliary building to BWST, and diesel oil lines from the diesel oil storage tanks to the diesel l
4 generator building. Also shown are electrical duct banks. To evaluate the present condition of piping, a representative group of l piping was selected and profiled by a Nold Aquaducer Profile Settlement l Gauge. Figure 27 shows for illustrative purposes a plot of one of the lines pro filed. All the pipes profiled were reanalyzed taking into account the measured differential settlement in accordance with the provisions of cur--
,e rent codes. The analyses showed that the calculated stresses due to differ-ential settlement are within allovable limits.
5 In summary, the pipes are very ductile and calculations show that there are - no adverse effects of differential settlement. Therefore, no remedial work is a.ticip ted with regards to buried piping. Electrical Duct Banks i The duct banks are reinforced concrete elements enclosing PVC and rigid 4 steel conduits, thus, providing voids for the cables. Continuity checks that are being perfor=ed by passing a rabbit through all the voids was dis-cussed previously. This program establishes the fact that, to date the t duct banks are intact. Furthermore, the duct banks- are reinforced with nominal accunt of steel, therefore, possesses a considerable amount of
/"\ 1 Q- ductility in bending, i
3.0 7 V As shown in Figure 28, a preliminary calculation indicated that a typical duct bank of 100 feet in length can undergo a maximum of 12" of central i deflection in pure bending at ultimate load. i In sum:::ary, the integrity of the duct bank is established by passing a rabbit through during the construction phase and the duct bank by itself is ductile and can absorb a considerable amount of differential settlement ; without significant stresses. Therefore, no remedial measures are anti-cipated for duct banks. 3.6 Auxiliary Building and W Valve Pits The following describes the proposed remedial measures for the electrical 1 penetration areas of the auxiliary building and the adjacent feedwater
> isolation valve pits. The objective of the remedial measures is to re-place questionable bearing capacity as evidenced by soil sampling data.
The design of the remedial measure has the objective of replacing the suspect soil bearing capacity with structural elements which a.xtend from the existing concrete foundations to underlying undisturbed glacial till while minimizing disturbances to existing structures and construction operations. In order to accomplish this it is planned to utilize the structural capacity of the electrical penetration rooms to bridge over some of the questionable underlying materials by providing caissons at the extremities of the electrical penetration rooms. These caissons shall have sufficient capacity to support approximately one-half of the dead and live loads of the > r electrical penetration rooms with the remaining one-half being supported by the control tower. The proposed method for supporting the isolation valve O v
3.0 8 O pits is to temporarily support them in place, totally undemine them by removing all materials to a depth at which undisturbed glacial till is encountered and filling the excavation with lean concrete. The plan of attack for perfoming the work.is as follows: (See Figures 29 thru 33)
- 1. Locally devater the soil above the glacial till in the affected areas.
1 It is essential that the loose granular soils be devatered to pemit excavation under the structures without significant loss of ground. The dewatering system shall be installed and the water drawn down in-advance of any excavation. The dewatering system is a curtain cut-off type. A majority of the eductors will be installed from the lower base- ' ment of the turbine building. The discharge vill be monitored for piped fines. '
- 2. Temporarily support the isolation valve pit by the use of needle beams spanning between the buttress access shaft and turbine building founda-tion vall at the ground surface.
3 Excavate ar, 9ecess shaft adjacent to the isolation valve pits to a depth of approximately 7 feet below the bottom of these pits. The excavation would then proceed laterally as a drift until the excavation reaches the extreme edge of the electrical penetration area. 4 Install Jacked caissons at this location utilizing the electrical penetration rooms foundation as the reaction. The jacked caisson method has been selected for the following reasons: O
3.0 9 1 a. It will be possible to Jack through loose sands and soft elays without excavating material from within the caisson thus preventing , loss of ground from under the electrical penetration rooms, turbine building and buttress access shaft. b. It is known that there are sizable concrete obstructions in the 1 backfill area which wi11 be encountered by the caissons. A caisson provides man-size working room for demolition of the concrete obstructions. c. Likewise, the man-size working room of the caisson vill pennit direct excavation of highly compacted sands and/or clay as well as
) the glacial till (caissons penetrate the glacial till a minimum of
,_ /
5 feet). , d. The caisson provides access for direct visual inspection of the glacial till for the initial determination of bearing capacity (final bearing capacity is by load test). , 5 Concrete the caisson and load test same. a. Load test one caisson under each electrical penetration room at ! 2.0 times design capacity. I b. t Load test each caisson individually at 15 times design capacity, c. i Load test all caissons as a group at 1.0 times design capacity or 1/4" of vertical structure movement, whichever occurs first. i ( d. Upon completion of any tests the caissons are to be left in a prestressed state to prevent any settlement. l
I i 3.0 10 O , i ;
- 6. Install support of excavation system along the turbine building foundation wall and connect it to the access shaft and the jacked caissons. The jacked caissons which vere previously installed under the electrical penetration rooms will temporarily act as support of excavation for the excavation under the isolation valve pit. The containment structure and the buttress access shaft fom the remainder of the excavation enclosure under the isolation valve pit.
! The support of excavation system along the turbine wall foundation will , also act to: '
- a. Support the temporary additional load imposed on the foundation vall by the needle beams which support the isolation valve pit at the surface.
j b. Support the turbine building vertical loads within the zone of-influence of the excavation under the isolation valve pit. l T. Excavate all material from unbrneath the isolation valve pits to a depth'at which undisturbed glacial till is encountered.
- 8. Fill the excavation under the isolation valve pits with lean concrete i
backfill to within 7 feet of the existing foundation. 7 Place structural' concrete in the drift under the isolation valve pits and the access area used for installation of caissons underneath the electrical penetration rooms.
- 10. Dry pack and transfer isolation valve pit load to the lean concrete (w backfill.
i
3.0 11 s The design of the caisson is based upon a very conservative caissen tip pressure of 25 kips per square foot (IGF) for straight sided caissons. This provides a tip load intensity of approximately one-tenth that normally associated with Jacked piling, and will bring the long tets settlement into line with expected settlements of the balance of the auxiliary building. The bearing strata pressure is limited to 20 XSF for straight sided caisson. If the bottom of the Jacked caissons are belled in the glacial till, the design tip pressure is reduced to 17.7 KSF. The bearing strata pressure associated with belled caissons is not relevant. The steel shells for the Jacked caissone are neglected in calculating the structural capacity of the Caisson. O Al The bearing pressure on the glacial till below the isolation valve pit is only nominally increased by the substitution of concrete for earthen fill. 37 Liquefaction Potential Figure 34 presents a summary of the predominant fill condition (material type and density) belov various category I structures supported on plant area fill. The figure shows the fill under all category I structures supported en plant fill consists of both sand and clay except for the borated water and diesel fuel tanks where the fill is predominantly clay. Liquefaction evaluations were =ade for the auxiliary building-control tower area, auxiliary building-railroad bay and the diesel generator i building. No liquefaction analyses were made for other areas. The O
3.0 12 v 1 liquefaction evaluation was based on e::perience at sites where lique-faction Ftd or did not occur and access to pertinent infomation regarding earthquake magnitude, distance from the source, gn:und surface acceleration ' were either known or possible to estimate. Figure 35 is a plot of thi cyclic shear stress ratio causing liquefaction versus the standard penetrution blovcount corrected to an equivalent over-burden pressure of 2,000 pc ur.ds per square foot. The figure correlates the shear stress causing liquefaction in the field and the penetration resistance of the sand. Utilizing t'11s figure, if the standard penetration resistance is known at a certain site along with other pertinent infomation regarding the soil column, the structure and ground surface acceleration, a point can Ov be plotted on this graph. The horizontal coordinate of this point will be the :tandard penetration resistance after correction to an equivalent overburden pressure of 2,000 psf and the vertical coordinate vill be the sheer stress ratio induced during the earthquake. If the point falls below the line, this vill indicate liquefaction would not occur. On the other hand, if the point plots above the line, this would indicate that lique-faction is possible. This can be illustrated in tems of factor safety as follows. Factor of safety = cy 11 shear stress causing liquefaction induced cyclic sheer stress The liquefaction evaluation was based on ground water table at elevation 627 and ground surface accelerstion of 0.12g and did account for surcharge' from (% the structure. It is noted that figure 35 is based on data for magnitude ', 1,v 1 7.5 earthquake which constitutes a very conservative basis for evaluation-of liquefaction at Midland.
3.0 13 O V Utilizing this Lnformation the line representing a safety factor of 1.5 has been calculated and superimposed upon the standard penetration blow-count versus depth for the northwest and northeast areas of the diesel generator building as shown in Figure 36 and 37 The figure also shows the line representing a factor of safety of 1.1. It is seen from Figure 36 that a good number of the standard penetration blevcounts are less than those required for the acceptable factor safety of 1.5 Evaluation. of the sands in the northwest area of the building indicates that some of these loose sands may be connected. Figure 37 shows that the great majority of the penetration tests indicate a safety factor well in excess of 15 with the exception of three cases below 1.5.
'(y)
D Figure 38 is a similar plot for the auxiliary building zeilroad bay showing that all except a few of the standard penetrations values are vell in excess of the required safety factor of 15 Some blowcounts in borings AX-1 and AX-10 between elevations (619-623) show a factor of safety slightly below 15, but these occur within a limited thickness and the neighboring boring AX-2 indicate much higher factors of safety within the same depth range. Figure 39A illustrates that the standard penetration blowcounts from boring AX-9, AX-6 and AX-18 under the control tower indicate a factor of safety in excess of the required 15 in all cases. Figures 39B, C and D show the relationship between standard penetration resistance, relative density, and effective overburden pressure for the three areas indicated. In conclusion, liquefaction analyses shew that there could be a liquefaction problem at the' diesel generator building. Borings also indicate liquefaction is very unlikely in the railroad bay and that there is no liquefaction prob-lem in the control tower area. l
3.0 14
%)
In order to aliminate liquefaction questions anywhere at the site in Midland, a general devatering scheme has been adopted. In this scheme the ground water table vill be lowered to the approximate elevation of 600. Settlement Due To Earthquake Shaking
'dith elimination of liquefaction potential the remaining factor to be ,
considered in settlement of sand due to ground shaking. Analysis was con-ducted en the basis of studies by Seed and Silver (1972) and Finn and Byrne (1975) which considered relative density, number of earthquake cycles, ground surface acceleration level, thickness of the sand, effects of multi-i directional shaking, and the presence of the structures. Relative density was evaluated on the basis of Gibbs and Holtz relationships. The number ! of earthqqake cycles were taken as 10 in the Seed and Silver analysis. Finn and Byrne analysis was based on the recorded El-Centro earthquake. Acceler-ation level was taken as 0.12g for the SSE and 0.06g for the OBE. Thickness of the cands were based on the soil borings. Multi-directional shaking effects were counted for the multiplying the calculated uni-directional settlements by a factor of 2.5 The structure was accounted for as if i it was a uniform surcharge. Freliminary analysis based on these parameters indicated a settlement range of i inch to 1 inch for the diesel generator building area. It is noted that these estimates are conservative since they are based on the assumption that the sand is dr/. Because the sand will be moist, the presence of capillar/ force vill reduce actual settlements below those credicted.
3.0 15 p).
'w s
3.3 Devatering P Figure 40 is a Plan V'.ev of Area Devatering System. The soil as described before by others generally consists of sand and or clay fill placed on the 1 original sand or clay strata. The original sand generally e:.tends from i [ elevation 570 to elevation 600 with clay beneath the sand - though in a few areas the underlying clay extends to the original ground surface. The present ground water level is about elevation 627 - the cooling pond I level. As part of the original dike construction, an impervious cutoff vall has been installed around the West, North and East sides of the area. The cut-off vall, a slurry trench or clay core, extends into the original clay till. , k_ The sources of recharge for ground water within the Q listed area are rain-fall and the cooling pond water from the South side of the area'. i The coefficient of permeability of the soil as detemined from the initial punping test conducted in Auxiliary Building area is less than 0.007 feet ,
- j. . , per minute. Additional data about the pemeability of the soil' and total yield will be obtained during temporary dewatering of the Valve Pits and
- F.lectrical Penetration Rooms. Also there are considerable grain size data available from the extensive boring program that has been carried l out at the site.
f A The present conception is to enclose the Q listed area with a pemanent - exterior devatering system. The devutering system would consist of , o) ~ e -. - - .
3.0 16 O V submersible deepvells that would extend to the or161nal clay till. Approxicately 200 to 300 deepuells vould be installed. The number required to maintain the ground vater at the desired level vould be operated and the remainder vould be redundant. There would be sufficient redundancy to urovide for interruption of parts of the system. Also there vill be 100". standby generation availability. The pumps would be wired electrically such that they are staggared and sectioned so that one interruption does not affect a continuous length of the devatering system. . The permanent interior devatering system would be used to mop up Jround water remaining wit'hin the area enclosed by the perimeter devatering O. V system. The wells vould be pumped as required to remove ground water that collects within the exterior perimeter system because of the recharge from rain, shut down etc. The sround water removed would be monitored to assure that no fines are being removed from the soil. After an initial pumping period of about six months the basin that is devatered should be large enough that the pemanent devatering system could be down completely from one to two weeks before a significant rise in the water level within the devatered area would occur. - The principal cource of recharge is the cooling pond and the rate the ground veter flows through the soil from the pond is low. n Pie::ometers vould be located at key points to' monitor the ground water level and alert the plant when the ground water has risen above a pre-determined elevation.
3.0 17 Figure hl is a north-south section through the area to be dewatered. The deepvells vould extend to the original clay till, they would be spaced close enouch to cut off the flow of water into and remove the water from within the Q listed area. Figure 42 indicates that the dewatering system would be buried below the frost depth. The necessary disconnections vould be provided to per. nit screening the deepwells. In area of heavy traffic a manhole would be provided for access to the deepvells. s The capacities of the vell screens (6" diameter) are considerebly in excess of the anticipated equilibrium flow of 1 to 10 gpm per vell. The well screen diameter, 6 inches, is necessary to provide the i s clearance required for the submersible pump. The well screens would extend the full depth of the soil to be dewatered and they would be encased in a select sand filter for their full. depths. . Fisure h3 shows that for areas where there is no objection to having a ' clight protrus: on above the ground surface, pitless adaptors would be - used to provide access to the wells and pumps instead of manholes. Figure 44 is a nketch of an interior pemanent deepvell. Smaller diameter i vella vould be. used to remove the water perched within the Q listed area. These vclis would be pumped initially and occasionally therefore as required.
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4 s - 1
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L.0 ANALYTICAL INVESTICATION The following is a brief overview of: L.1 Structural Investigation h.2 Seismic Analysis h.3 Structural Adequacy With Respect to FSAR, FSAR, Etc Structural analysis is defined as static analysis when the various loadings are applied to the structure as static loads and then the design forces are detemined for sizing reinforcing steel. Whereas, seismic analysis is de-fined as the dynamic analysis that is used to determine structural response. Figure L5 shows the various items that were reviewed in the structural investigation. For the diesel generator building, the original design was governed by tornado missile impact and a 3 psi vacuum loading. The s 1 'V seismic response for this structure was relatively small. As an indica-tion, the calculated shear stress in the east-west direction was h0 psi and 25 psi in the north-south direction. The new analyses that are being perfomed will involve using a finite element model to investigate the variable foundation properties. Up to now, the maximum cracking observed in this structure has been approximately 30 mils and this occurred in the short valls from the vertical duct bank loadirgs during construction. The structural investigation of the service water pump structure revealed the following: The original design for this structure was governed by tornado missile impact and the 3 psi vacuum loading. Seismic response was relatively low with a calculated shear stress in the major walls of about (7,) 20 psi. The new analyses that will be used for this structure vill involve v e
h.0 2 C\ V conventional techniques considering the walls and slabs with the pilin 6 I that will be used to support the portion of the structure on top of fill. j Cracking in this structure to date has not exceeded 20 mils. This cracking occurred in the walls and the roof. Up to now there has been no detectable ' settlement for this structure. ' i The structural investigation of the auxiliary building penetration areas i revealed the following: The original design was governed by the safe shut-down earthquake and the pipe break. The original, analysis was conservative -i since it was based on a system of beams and columns to simulate the large, walla and floors. As far. as the seismic response, the structure was near~ capacity using this original model. A new analysis is being performed which will involve a finite element analysis of the structure, this will include , p the caissons which will be used for end support. In this structure the i cracking as measured to date has not exceeded 15 mils. This has occurred in the walls and there has been no detectable settlement. i For a review of the seismic analyses, refer to Figure h6. A general review is as follows: The ground respor e spm:tra is presented in the FSAR and i this is based on an OBE of .06 g's and an SSE of .12 g's. Stick mass models with foundation springs were used. Material damping values are presented in the FSAP.; modal damping was limited to 10% except for rigid body modes. The analysis technique used both the response spectrum and the time history - methods. For the diesel generator building t$1e original analysis used a shear wave - velocity of 1,360 fps. One analysis was performed and equipment response spectra was widened by + 15 percent. A new analysis has been completed using. , o r +.. _ ._ , . .
k .0 3 (3
%)
a lower limit shear wave velocity _of 500 fps. The new spectra vill envelop both the 500 and the 1,360 rps analyses values. Referring to Figure 47, the seismic analysis fbr the service water building j involved an original analysis which used 1,360 fps as a base case. Then the foundation shear modulus was varied by + 50 percent. These three analyses were used to generate equipment response spectra and the spectra used was the envelop of all three. A new seismic analysis is being done which vill use a shear wave velocity of 1,360 fps. The piling vill be modeled in this analyses, but only to resist loads in the vertical direction. Torsion vill also be considered in this model. The equipment vill then be reexamined for f the response spectra from both the original and the new analyses. 3 For the auxiliary building, including the control tower and electrical
\' '
penetration areas, the original analysis used composite fbundation springs with the equipment response spectra videned by ; 15 percent. "he composite springs were used to represent different foundation materials fbr various parts of the structure. A new analyses will be perfbrmed including the caissons under the electrical penetration areas. The equipment response spectra vill be videned by 15 percent and equipment vill be checked, if this response spectra is greater than the original in any frequency range. The different types of loads are shown in Figure 48. The first types of loads are primary loads. This type of load results in stress. As an example, the most critical type of loads would be what are considered mech-anical loads. These would be dead load, pressure, vind. All these types f of loads have a constantly applied force. b; v , w ,
4.0 h (mV) The next type of load, but of lesser severity, would be seismic inertia load, however, these are of a short duration. l The third type of load of lesser severity would be missile impact or pipe rupture loads. These types of loads have a limited energy input. The next classification of load would involve what is known as secondary loads. This term is quite common in ASME codes. This type of load merely results in strain. They can result from internal self-constraint. As an example, if a pressure vessel has the bottom restrained, bending moments would develop which would be secondary in nature because they are due to internal self-constraint. Seismic displacements in piping systems would be of a secondary nature since
,/" different support points would only move a set amount relative to each other v
and induce strain. However, these types of loads can be cyclic in nature. Another type of secondary load would be a themal load, such as a themal gradient through a vall. This type of load is also cyclic. I Settlement is the least effective type of secondary loading because it ' primarily has only one/ half cycle of load with a limited input. Settlement is similar to forming materials which are also half cycle. Forming is used for manufacturing pressure vessels and steel piping. Pipes are rolled to a particular shape. They exceed yield in this process, however, due to the icv strain rates relative to ultimate, there is an undetectable reduction in the ultimate strength. It is also common to form reinforcing steel. As an example, in reinforced containments the major hoop bars are bent to O 6
=
h.0 5 O V share and this involves a yielding of the steel. This also does not lead to any detectable reduction in strength and, of course, hooks are commonly ' used in reinforcing steel. Figure h9 shows a surmary of the Midland design criteria. The first category is what is in the FSAR. The first is primarily dead and live ' load, the second combines the small earthquake with live and dead,' the , third combines live and dead load plus vind, and the fourth combination involves dead load, live load plus the safe shutdown earthquake. ?he final load combination is dead load and live load and the tornado loading. l After diccovering the settlement problems on the diesel generator building 7 at the Midland jobsite, it was decided to add some additional criteria. As a reference, ACI 318-1977 was used and it should be noted that in this code
, they recognized the fact that settlement only affects serviceability. This
- means it would induce some additional cracking, which if then exposed to a corrosive environment, could result in corrosion of reinforcing steel. i Therefore, in ACI, settlement loads are only combined with normal operating type of loads such as live load and dead load. Using this as a base, the-additional criteria shown in Figure 49 vere created. The first combination i
involves dead load, live load and settlement. The second combination con-siders 1.h x dead load plus 1.4 x settlement. These are based on service-' , abili ty. Since the design vind and the small earthquake are postulated to occur more than once at the site, two load combinations have also been added as shown which include live load, dead load, settlement and either design vind or the op-
.(
r"N erating basis earthquake. i
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L: , ..
4.0 6 In summary, either the source of load has been removed, or additional supporta have been added for the various structures that are founded fully or partially on fill at the Jobsite. For the diesel generator building, the duct banks have been cut loose, removing the source that caused the cracking. The service water pump structure vill be supported by adding piling. In the auxiliary building electrical penetration areas, caissons will be added. So again, either the source of load has been re- [ moved or additional support has been supplied. i With respect to the significance of what has happened to date, the cracking only affects serviceability, cracks over 15 mils will be sealed in I the future. As far as present and future actions are concerned, new seismic analyses are being performed and new static analyses checking the structual design vill also be perfomed. For the diesel generator building, the building will be analyzed for variable foundation conditions. This will be the caly building that will involve applying the additional criteria shee variable foundation properties vill be investigated. In conr.lusion, the structures are box type, reinforced concrete, with high strength and good ductility. If it were not for the diesel generator building settlement the concrete cracking of the structures would probably e not be of any concern, since all reinforced concrete structures do crack i under service, and that is the reason why reinforcing steel is used. With , the original FSAR criteria, and the additional criteria, together with the modifications, the structures will be able to safely resist all normal type of loads and postulated events. g ;
- h .0 7 .
, I i Q/ h.k Soils Cummary 3e diesel generator building settlement noted in August of 1978 was larcer than expected. An exploration procram was initiated to investicate the seat of the settlement and Jrs. Feck and Hendron vere consulted to discuss the evaluations and corrective actions required. Based on the t exploration and the consultants recommendations it was decided to surcharge the buildin6 and surrounding area with a load exceeding the operating load. Instrumentation was installed to evaluate rate of soil consolidation and settlements of the structure and supporting soils. The preload was com- > pleted to a height of 20 feet in April 1979 I Fijures 50 throu6h 53 illustrate locations of the various instruments ~ t associated with the preload program. Figure 50 shows the locations of L building survey settlement markers and pedestal settlement rods. F16ure ! 31 shevs the location of surface settlement plates and borros anchors installed in the fill primarily at three different elevations to monitor I the movement of the soil as a result of the surcharSe. The figure also shows locations of 4 deep (elev 535) borros anchors installed for use as reference points for the precise measurements during secondary compression where the movement has subsided to a very small rate. F15ure 52 illustrates i locations of piezometers installed primarily at three different elevations below the building to monitor the dissipation of pore water pressure during consolidation. Ficure 53 illustrates the locations of sondex instruments 4 intended for measuring soil rebound in order to estimate the modulus of elasticity below the building to check the range used in dynamic analysis. ; 1 v
k .0 8 Figurc $4 illustrates typical results of the settlement and pore water measurements for the building. It is seen that within a short time after the completion of the surcharge the settlements of both the soil and the building has subsided to a ver/ low rate and the piezemeter water levels have declined significantly. At present the piezometers indicate approx-imately the same water level as the general ground water level (elev 627). This indicates essentially total dissipation of pore water pressure. A preliminar/ plot of the building settisment during secondary compression based on survey measurements indicates that the residual settlement of the building should be less than 1.5 inches during its sertice life. The exploration progan below the diesel generator building has indicated that the fill is quite variable both in the material type and quality.
'd Therefore, additional explorntions were made in the remaining plant site fill to evaluate its condition. The expanded exploration program indicated that although there was no settlement elsewhere, there were certain areas that the fill was of a quality requiring corrective action of the structure invcived. These areas are the auxiliary building, electrical penettstion rooms, valve pits, and the fill supported portion of the service water ,
structure. Figures 55 and 56 summarize the fill type (sand clay) below the structures and the planned remedial measures for the various structures supported on plant area.
~iquefaction evaluations based on published experience at sites where lique-faction did or did not occur showed that in certain areas of the sand fill,
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(G
t h.0 9 (3
%)
under the na::imum cround voter level of elevation 627 and the SSE of 0.123, i the factor of safety was less than the acceptable value of 1.5 Thece areas are primarily in the diesel cenerator building. As a result of these avaluations consideration was Given to grouting of the sands and also to pemanent area devatering. The latter approach of de- ; vatering was proven most beneficial in that it could be monitored simply. Settlements of the sands following an SSE event would be on the order of I to 1 inch in the area of the diesel generator building. RegardinG the subject of estimated settlements for plant structures supported on fill, these settlements will be re-evaluated utilizing the following infomation:
, 1. Settlement of the own weight of the fill based on borros anchors ,
installed in areas where no stmetures are ' involved
- 2. Measurements on existin; structures and foundations 3 Soil boring infomation 1 4. Laboratory test information 3 Diesel Generator Building surcharge experience t
P , These analyses will account for additional induced settlements due to devatering. These evaluations will be made and reported in the FSAR as ' part of the current committment. O
O S.O CONSULTANT'S 3TATEMENT (Dr R B Peck) I have been a consultant to Bechtel on the Midland Project, together with Professor A J Hendron, beginning shortly after the settlements were noted in the Diesel Generator Building. I speak for myself and, t I hope, for Professor Hendron, who is unable to be here because he is ' out of the country. I will not discuss anything that you have not already heard this morning. It is my intention, however, to review , the proposed remedial measures and to emphasize those aspects that, in my judgment, are of greatest importance. ' i The investigations at the Diesel Generator Building rather quickly ' showed that the seat of settlement was in the clay fill underlying the structure. They also showed that the clay fill was extremely , variable with respect to its density, its water content, and even its composition. Furthermore, the investigations shewed that it would be feasible to surcharge the area in such a way as to stress the subsoil , of the structure to levels exceeding the final stresses that would ' exist under operating conditions. ' After consideration of a number of alternatives, it was decided to prestress the subsoil by means of a surcharge. In my view, this procedure had several important advantages. One of these is the oppor-tunity to provide instrumentation, principally piezometers and subsur-face settlement gages, that could furnish data permitting a reliable upper-bound settlement forecast. Furthermore, the procedure auto-matically proottested the subsoil with respect to its future settle-ment behavior. Therefore there r yuld be no need, in determining the l m i
5.0 2 O acceotability of the foundation, to depend on the results of additional borings, samples, compaction tests, or other similar activities. Such tests would be likely to prove inconclusive on account of the hetero-geneity of the fill material, but they would also be irrevelant in view of the knowledge of the actual behavior. ; The results of the preload procedure have been convincing. The observed pore pressures were small, smaller than actually anticipated, and they dissipated racidly. Hence, primary consolidation was accomplished quickly and the curve of settlement as a function of the logarithm of time became linear shortly after the completion of placement of the fill. Therefore, it is possible to forecast the settlement that would occur at any future time by simple extrapolation, on the assumption that the sur- l charge will remain in place. Even this amount of settlement would be acceptable. However, the projected settlement determined on this basis is an upper bound, because the surcharge will be removed and the real settlements will certainly be smaller. In my judgment, the foregoing circumstances eliminate any uncertainties concerning the settlement behavior of the Diesel Generator Building resulting from the underlying clay fill. i The investigation at the. Diesel Generator Building also showed, however, the presence of zones of sand, including some portions that were loose. This finding indicated a potential for liquefaction under severe earth- , quakes, and the possibility of settlement originating in the sands due to shakedown under seismic conditions. The surcharge would, of course, be ineffective to remedy this condition.
5.0 3 l ' O Of t! e various possible remedial measures, grouting, probably using I chemicals, wculd, in my judgment, be feasible. Nevertheless, it would be difficult to be assured that all injected materials had been successfully treated, or that all loose zones had actually been injected. Thus, chemical grouting would at best be a piecemeal solution. It would be difficult to give a positive answer to the , question whether all significant zones that might liquefy had been identified and treated. The chosen alternative to grouting is general permanent dewatering of a large portion of the plant site. This solution has the advantage of being a positive solution to the liquefaction problem. Therefore, it provides positive answers to such questions as those just mentioned. The solution has the further advantage that it can be monitored effec-tively by simple procedures, primarily by the use of piezometers. In my view, one of the greatest advantages of general dewatering is the margin of safety inherent in the time lag that would be required for recharge of the dewatered zone if the pumps should cease to operate. That is, the beneficial effects of the dewatering would persist for a period on the order of weeks after pumping might be interrupted. Failure of the pumping system because of an earthquake would, therefore, not destroy the protection achieved by the dewatering. In addition to being a positive solution to the liquefaction problem, wherever any such problem might exist in the dewatered area of the plant site, the drainage will reduce substantially any settlements l i that might be induced by compaction of the sands during an earthquake'. The present methods of estimating settlements due to seismic shakedown m
/
50 4 O are overeenservative, because they are based on the results of laboratory tests on dry sands. Even the settlements estimated on this basis would be acceptable. However the presence of capillary moisture in the soil would greatly reduce the freedom of the sand grains to assume a denser position during vibration. Therefore, I consider that dewatering will , essentially eliminate any potential problems of seismic shakedown. The continuing investigations of the plant area indicated other poten-tial trouble areas. In my view, these potential trouble zones have now been adequately defined by the boring program and other investigations. One such area is the location of the Borated Water Tanks. Beneath these tanks the investigationc have indicated better and more consistent subsurface conditions than beneath the Diesel Generator Building. It is proposed to fill the tank with water as a test load. The filling will constitute full-scale proof tests with respect to the bearing capacity of the subsoil. It is anticipated that the tanks will settle under the test load, and this settlement will increase the bearing capacity. Furthermore, by making settlement observations at various depths in the subsoil during and after the test loading and by combining this informa-tion with stress calculations and theory, it will be possible to make reasonable settlement predictions that take into account the actual subsurface conditions under realistic loadings. The Electrical Penetration Structures extending from the Auxiliary Building, and the adjacent Valve Pits, are to be underpinned. This is a positive' solution that will lead to satisfactory and predictable
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t 5.0 5 results irrespective of the nature of the fill materials that may , presently underlie these structures. The operations are expedient, in the sense that they are compatible with the general construction sched- . ule. The nine caissons under each of the Electrical Penetration wings ' will be tested individually to 150 percent of the anticipated loading, and collectively to 100 percent of the anticipated working load. The latter procedure, in which all nine caissons are loaded simultaneously, i constitutes a proof loading that will eliminate any doubts concerning the ability of the underpinning to support the structure without sig-nificant settlement. ' The Diesel Fuel Tanks are buried structures that have already been sub- ' jected to a full-scale loading by filling them with water. The settle- ' ments under these test conditions were minimal _. Whatever settlement ' of the tanks may occur will be associated primarily with settlement of the underlying and surrounding fill under its own weight. Since the tanks will be settling with fill, the differential movements between the tanks and the surrounding soil and piping will be minimal, and the ' connections can be expected to settle approximately equally with the tanks. Therefore, I do not consider that any unusual. conditions exist t with respect to the Diesel Fuel Tanks, and that attention to details providing reasonable flexibility will satisfy all requirements. The Service Water Structure lies outside M e area of planned permanent dewatering. Therefore the wing presen+ ' supported by fill will be picked up by a system of piles. Le pr posed procedure provides O ;
5.0 6 O V positive support. The piles are to be designed to carry the stnictural loads at their buckling strength and will therefore be effective even in the event of liquefaction or the surrounding soil. Since these ' piles are not clustered in such a way as to stress highly a large mass of the bearing material, as in the case of the caissons proposed for the Electrical Penetrations of the Auxiliary Building, they are not to be proof loaded as a group, but will be loaded individually to 150 per-cent of the anticipated working load. This procedure is conservative. , In summary, my overall impressions and conclusions concerning the proposed remedial measures are as follows: The investigation has proceeded in a progressive fashion. Like most investigations of this kind, it has not always proceeded in a straightforward way, but has O appropriately pursued various approaches. Although it is still con-
) tinuing in some respects, I consider that it has now disclosed the significant conditions and potential problems associated with the foundation conditions of the site. As a result of the studies, a variety of solutions has evolved. Each solution is suited to the specific conditions and problems or a particular part of the facility. However, the potential for liquefaction has been eliminated once and for all, and many potential uncertainties have been eliminated by full-scale loading or proof testing where such procedures have been found advan-tageous. In my judgment, this is a strong advantage of the procedures adopted.
. - - . _ . . . - . . - ~ . . . - - _ . - - - . . - . . . - - . . _ . . . - . . . . - . . . - - - . . . . . - . . .
l j 5.0 7 O i, Finally, the proposed solutions do not require unreasonable mainte-6
- nance or monitoring'during the lifetime of the plant, and can therefore be adopted with confidence.
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6.0 SCFIDULE Figures 57 through 60 show the schedules of the four major remedial activities. The work on bearing piles for the Service Water Pump ' structure (Figure 57) will commence as soon as the administrative activities were completed, probably this fall, and should be ecmpleted sometime in early 1980. Since this is an independent activity it is expected to have no impact on the overall project schedule. Figure 58 covering the Unit 1 and 2 Auxiliary Building Electrical Penetration areas and the Unit 1 and 2 Feedwater Isolation Valve Pits indicates that this work should complete about mid 1980; however, the actual schedule would probably extend 2-3 months beyond the dates shown. Again this is a separate activity and would not have an impact on the overall project schedule; however, it should be noted that this work would probably cause some additional work for construction due to congestion in tre areas where other activities were taking place. It is not expecteu to be a major problem. Figure 59 shuvs the borated water storage tanks activities however, this is a me: hod of completing this activity and may not be the final method. This particular method includes a temporary cross tie between the two borated water storage tanks (Unit 1 and Unit 2) and would take until mid 1981 for final completion. This may be the most critical schedule activity as far as the overall project schedule is concerned, in that flushing activities and testing activities are taking place in the same time frame as the preload. After further evaluation, this schedule may be modified somestat. Figure 60 shows the pemanent plant dewatering system. We had previously informed the NBC that because of the preloading activities there could be an overall impact of two months on the project schedule. At this time, because of a revised testing philosphy, the Unit 1 and 2 Diesel Generator turnovers need not take place until November of 1980 and August of 1980 respectively. This actually. allows some float time in the schedule. O
. .- -_ . _ _ . . - . - - . = . . _ _ . - . - - - . . - . - - . -_ . _ .i !
6.0 2 I Approximately six months had been allocated in the schedule for ' l dewatering the power block area to the design depth and about three : i months had been allowed after that time for recharge rate testing, This would allow all activities to complete prior to Unit 2 fuel load, f t and again, would not impact the overall project schedule. The major )
'pe:blem being that of site congestion and interference with other j site activities. This is a construction problem and one that does not seem to be a major obstacle at this time. I I '
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l 7.0 CAUSE UNESTIGATION The investigation into the cause of insufficient compaction of plant area fill was made by Bechtel using a problem analysis technique known as the Kepler-Tregoe (K-T) method. This approach involved the following steps and is shown on Figures 61 through 71. (1) Identify deviation, in this case insufficiently compacted plant area fill. (2) Develop criteria for determining in which plant area fill the deviation exists. (3) Identify distinctions and changes which might have caused the deviation considering the . subject of the deviation, where it occurred, ' time factors, and the extent. (h) Develop list of possible causes using all > distinctions and changes. (5) Test possible causes for most probable causes. It should be noted that although all areas were included in the investigation where deviations were identified by the soils in-vestigation, some deviations were thought to be insufficient to require corrective actions. Two examples of such areas are the l barated water tank area and the auxiliary building railroad bay. In these areas the compacted fill is adequate despite some indications of localized insufficiently compacted material. Seventeen distinctions or changes were found to have occurred which could have been possible causes and these have all been evaluated. Specifications, first identified as a possible cause, were not included in the most probable cause list because it was felt upon evauluation that variances from the PSAR and FSAR and the various relatively minor inconsistencies could not have been a cause of the problem under investigation. The investigation is still under way into soils testing methods, equipment, results, retests, reviews, and ; O U
7.0 2 f O evaluations, since these were found to have contributed to the caus s. f The five most probable causes remaining after evaluating the possi'21e causes are.not necessarily in order of importance: , (1) Liftthickness/compactiveeffort. Recent tests ~I have shown that lift thicknesses in some cases i exeteded the capability of equipment being usee verifying trk.* equipment was not adequately
; qualified in all eses.
(2) Compaction equipment / qualification. Same comments as for (1) apply.
- (3) Test pro.edures and results. This included repre-sentati teness of tests, procedures for comparison with stand'.rd proctor specimens, procedures for taking soil t tes+s within a lift, calculation of relative density, ard use of nuclear densimeter. l
. (4) Inspection procedures. This included the use of a surveillance type program in the power block area ' for at least part of the time. (5) Reliance on test results. This included construction's reliance on test results for qualification of equipment , during the work and for acceptance of the work by Con- l struction and Quality Control personnel. t Personnel were not included as a most probable cause because a review of qualifications and experience of both Bechtel and U. S. Testing personnel had shown presence of sufficient education, experience, 1 and training to carry out the tasks assigned. i i r , O P
() 8.0 QA/QC ASPECTS 8.1 Corrective Actions This section discusses the QA/QC aspects including the probable causes identified and the corrective action taken and/or to be taken. The possible and most probable causes were discussed in Section 7.0. The matrix found on page 2 (Most Probable Causes per i K-T Analysis) indicates the corrective action taken or to be taken. i The deficiencies and items of concern from the 50 54(f) Report and the IE Inspection Reports 78-12, 78-20 and 79-10 and corrective action taken or to be taken are provided in two matrices and a ! tabl e. /fDeficiency Description (Items of Concern)," " Corrective l Action Status for Deficiency Description (Items of Concern)" and ()
" Corrective Actions on a Generic Basis."[ These are found on Fages h, 6 and 11, respectively. The first of these matrices is a cross-reference shoving the specific item of concern in IE Inspection Reports and in 50.5h(f) . The second matrix shows the status of action based upon 50 5h(f) ansvers to date for Items 1 through 13. The second matrix also shows status of action on Items 1h through 18. A plan view of the Tank Farm (Tank Farm Boring Plan) is provided on Page 12 to aid in locating test and inspection pits, air bubbles mapped, borings com-pleted and borings proposed. << ~
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l} f) Q.l QJ \, o3 Most Probable Cau Per K-T Analysis 7/ ,79 ' o Item No Possible Causes Per K-T Analysis Corrective Action
- 1. Lif t Thickness /Compactive Effort and Onsite geotechnical soils engineer at the site. Also,
- 2. Compaction Equipment / Qualification geotechnical soils engineer from the Ceo-Tech Dept in hone office to give technical direction.
Specification C-211 has been revised such that the uncomIacted lift thickness of the backfill material shall be determined by the onsite geotechnical soils engineer after evaluaticn of the proposed compaction equipment. However, in no case shall the uncompacted lift thickness e xceed 8" for heavy self-propelled equipment and h" for hand operated equipment. This specifica-tion has also been revised to read, "The onsite geotechnical soils engineer shall verif7 that the equipment used for com-pacting the backfill materials be capable of obtaining the desired results and obtaining the same acceptable compaction effort achieved in the test pad area." This verification shall include, but not be limited to, the following: number of passes, speed, revolutions per minute (frequency), overlap per pass, lift thickness requirements and uniformity. Specification C-211 states, " Selection and approval of all the proposed compaction equipment shall be on the basis of demon-strated ability to accomplish adequate compaction without damage to, or overstressing of, the adjacent structural members".
- 3. Testing Procedures & Results
- a. Methods Specification C-211 is revised such that Proctors are made with every field density test.
- b. Equipment The nuclear densometer will not be used.
- c. Results/ Reports The onsite geotechnical soils engineer will review and approve each soil test report. This will include, but not be limited to, gradation, moisture and density tests. US Testing will be checking all field density tests for cohesive material against a zero-air-voids curve. Any field test result which plots on or to the right of the zero-air-voids curve shall be regarded as suspect and cause for retest. The onsite geotechnical soils engineer shall determine all density test locations.
n
O O O 7/18/79 Item O No Possible Causes Per K-T Analysis Corrective Action
- 3. d. Retests All material represented by failing tests is to be re-worked until the specified density and/or moisture is obtained. No material will be placed on any known failing material until satisfactory tests are obtained.
- e. Reviews / Evaluations See Item c above.
~
- f. Personnel An onsite geotechnical soils engineer and a part-time Geo-Tech soils engineer haYe been added at the site. The onsite geo-technical soils engineer coordinates with craft superinten-dents and notifies QC of selected areas to be bacFfilled, monitors subgrade quality and preparation, callin6 for testing as required. He evaluates size of fill area to determine testing frequency, monitors material and lift thickness placement. Calls for tests in borrow areas for cohesive fill.
Monitors compaction process including moisture control for clay. Calls for tests at proper frequency and designatas location. Works with craft superintendents and QC to obtain effective remedial action on failing tests. The geotechnical soils engineer provides overview and inputs technical assis-tance as required.
- 4. Inspection Procedures and
- 5. Reliance on Test Results ,
- a. Different Inspection Methods The Project Quality Control Instruction has been revised to include a daily soil placement report which is used for each area where soils work is being performed. This report includes sketch showing areas of soil placement, identification of equip-ment being used, identification of supporting personnel, record-ing lift thickness measurements which are representative of the fill being placed, compactive effort used, location by grid coordinates and elevation of all tests taken and testing frequencies, types of material placed (cohesive /cohesionless).
A Quality Control Engineer will be assigned 100% of his time to soil placement. Consumers Power Company will perform over-inspection on a sampling basis of the soil placements. Also see Item 2.f. above,
- b. Placement Methods See Item 1 above, w
- __,.~.- _ _ _ -_, ..__ - ~ _.__~_ _ __._.. _, - -
(l (J Deficiency Description ss 7/18/79 (Items a Concern) P Location in Location O 50.54(f) Location in 78-12 Item Deficiency Description Page No in 78-20 Page No No (Items of Concern) (Item) Page No (Item)
- 1. Inconsistency between specifications and I - 1, 3 9, 10, 16, 8 the D&M Report. A & B (1) 17
- 2. Lack of formal revisions of Specs to re- I 3 7-8 9_t4 flect clarification of Spec requirements. A & B (2) (4)
- 3. Inconsistency of.information within the I - 2, 4 6-8 6-7 FSAR relating to Diesel Generator Bldg A & B (3) (3) fill material and settlement.
- 4. Inconsistency between basis for settlement I 4 20-21 --
calcuations for Diesel Generator Bldg & A & B (4) design basis.
- 5. Inadequate design coordination in the .I 5 23-24 10
- design of the duct bank. A & B (5) , (8)
- 6. Insuf ficient compactive ef fort used in I - 10 -- --
backfill operation. A & B (1)
- 7. Insufficient technical direction in the I - 10 & 11 24-26 --
field. A & B (2)
- 8. Inadequate Quality Control inspection of I - 13, 14 25-29 --
placement of fill. A & B (1)
- 9. Inadequate soil moisture testing. I - 13, 15 14-16 8 A & B (2) (4)
- 10. Incorrect soil test results. I - 13, 15 -- --
A & B (3)
- 11. Inadequate subcontractor test procedures. I - 13, 14 & 16 -- --
A & B (4)
- 12. Inadequate corrective action for repeti- I - 21 & 22 17-20 --
tive conditions. A & B (1) c-
- 13. The Bechtel Quality Assurance Audit and I - 21 & 22 17-20 --
Mcnitor Program failed to identify the A & B (2) problems relating to the settlement.
. - _ . _., _ _ . __. . _ _ _ _ , . _ _ . . . _ . _ _ _ _ _ . . _ . _ _ _ _ _ _ _ _ m__ _ _ . _ . . . . _ . . _ - - _ _ _ _ . . _ _ _ _ _ ._ ...
i r 7/18/(9 co o Location Location i Location in 78-12 in 79-10 ; 4 Item Deficiency Description in 78-20 Page No Page No No . (Items of Concern) Page No (Item) (Para)
- 14. 'Effect of ground water on DGB settlement - 9 7 10 unresolved. (3d) (8) ,
- 15. Inadequate subgrade preparation af ter 16-17 winter freeze -
- 16. (NRC Question No 362.2 on FSAR Section --
8-9 , 2.5.4.5.1) (5)
- 17. (Cracks in concrete structural wall & 9 !
footing in the DG Bldg) (6)
- 18. (Air bubbles in Tank Farm Area and lack -- --
6 of action) (5) ,!. f i I ^ f 1 E i i ! I l l ! l w 4
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QY J %/ Corrective Action Status for 'l/10/ l'> Deficiency scription c, (Items of Concern) g Corrective Action 50.54(f) Discussion Items Located on Item Deficiency Description Page No No (Items of Concern) (Item) Action Status
- 1. Inconsistency between specifica- I 8 a. The review of the Dames & Moore Report is com-tions and the D&M Report. C & D (1) plete. Specification C-211 revised accordingly.
- b. Resolution of the audit findings on the Design Requirement Verification Checklist Audit con-1 tinues.
- 2. Lack of formal revisions of Specs I - 6, 8 a. Generic Corrective Action - Engineering Depart-to reflect clarification of Spec C & D (2) mental Procedure 4.49.1 has been revised to requirements. incorporate clarifications and instructions for use of Specification Change Notices.
- b. Generic Corrective Action - Reviewing specifica-tions for specificity completed. Resolution shortly.
- 3. Inconsistency of information within I - 6, 8 Complete review of pertinent portions of the FSAR the FSAR relating to Diesel Genera- C & D (3) Section 2.5 and 3.8 have been completed.
tor Bldg fill material and settle-ment.
- 4. Inconsistency between basis for I 9 a. Correct settlement calculations are to be made settlement calculations for C & D (4) subsequent to Diesel Generator Building sur-Diesel Generator Bldg and design charge removal.
basis.
- b. Generic Corrective Action - Scheduled audits will be performed on Ceo-Tech section on a six month basis. The first audit is scheduled for July 27, 1979.
- c. Generic Corrective Action - Also, audits are scheduled for each design disciplines calcula-tions on a yearly basis.
- 5. ' Inadequate design coordination in I - 7, 9 Generic Corrective Action - Drawings have been the design' of the duct bank. C & D (5) reviewed for possible effect of vertical duct bank restrictions in other areas. Ten areas resolved, one still in process. C'
O O V. b . 7/20/yy Corrective ..ction to 50.54(f) b Discussion Items Located on Item Deficiency Description Page No No (Items of Concern) (Item) Action Status
. 6. Insuf ficient compactive ef fort I - 11 a. Re-evaluation of construction equipment used for used in backfill operation. C & D (1) compaction is still in process.
- b. Generic Corrective Action - The review of other construction specifications and procedures to Identify equipment requiring qualifications is still under way.
- 7. Insufficient technical direction - I - 11, 12 a. An onsite geotechnical soils engineer and a Geo-in the field. C & D (2) Tech sails engineer have been assigned tc the job.
- b. Generic Corrective Action - Field Procedure FPC-3.000 has been reviewed to assure clarity and completeness and found adequate.
- c. Consumers Power Company to implement over-inspection for soils placement and US Testing activities in the soils area.
- 8. Inadequate Quality Control inspec- 1 - 16, 18-20 a. Project Quality Control Instruction C-1.02 has tion of placement of fill. C & D (1), D (5) been revised to provide inspection rather than surveillance and to record daily inspection reports.
- b. Generic Corrective Action - All active PQCI's have been reviewed for surveillance vs inspection callouts and are now being evaluated.
- c. Generic Corrective Action - Bechtel is working to incorporate scientific sampling plans for inspection areas instead of using percentage sampling (being used now).
- d. Consumers Power Company to implement over-inspection for soils placement 'd US Testing activities in the soil area on a sampling basis.
- 9. Inadequate soil moisture testing. I 20 The use of the nuclear densometer has been discon-C & D (2), D (5) tinued.
-a . - . - - - - - . ~ .
G'1 W 7/16/ 79 Corrective etion C 50.54(f) ' o Discussion Items Located on Item Deficiency Description Page No No (Items of Concern) (Item) Action Status
- 10. Incorrect soil test results. I 20 a. The Project Quality Control Instruction C-1.02 C & D (3), D (5) has been revised from surveillance to inspection of the testing operation.
- b. The in-depth review of soil test results is still in process.
- c. Generic Corrective Action - The in-depth audit of-US Testing has been completed. Two findings were a result of this audit. One, administrative problem by US Testing, the other by Bechtel Sub-contracts. These audit findings will be closed prior to soil placement.
- d. Generic Corrective Action - PQCI's have been reviewed for adequacy of documentation callouts and are being resolved.
- e. Consumers Power Company will implement an over-inspection of US Testing activities in the soils area.
- f. Bechtel has directed US Testing to check all field density tests for cohesive material against a zero-air-voids curve. Any field test results which plots on or to the right of the zero-air-voids curve shall be regarded as suspect and cause for re-test.
- g. Bechtel Geo-Tech has re-emphasized to US Testing the importance of taking accurate tests.
- 11. Inadequate subcontractor test .17-20 procedures.
I a. Generic Corrective Action - An in-depth audit of C & D (4), D (5) US Testing has been completed with no problems found in the area of the test procedures.
- 12. Inadequate corrective action I - 22 for repetitive conditions.
- a. An in-depth review of the Bechtel Trend Program
, C & D (1) Data has been performed by Bechtel QA Management with no items indicating trends found.
co
O J O 7/16/79 co Correctiv( : tion o' 50.54(1) Discussion Items Located on Item Deficiency Description Page No No (Items of Concern) (Item) Action Status
- 12. (Contd) b. Training sessions have been held in Ann Arbor, Jackson, and Midland site to all Consumers and Bechtel QA Engineers and auditors to increase their awareness of the settlement problem and discuss auditing and monitoring techniques to increase audit ef fectiveness.
- 13. The Bechtel Quality Assurance I - 22 Same as 12 above.
Audit and Monitor Program failed C & D (2) to identify the problems relating to the settlement.
- 14. Effect of ground water on DGB' --
As discussed in the K-T Analysis,the effect of settlement - unresolved. ground water on the Diesel Gcnerator Building settlement would be insignificant had the compac-tion of the material been to the proper density.
-15. Inadequate subgrade preparation after winter freeze -
This also has been discussed in the K-T Analysis and has been eliminated as a cause to the Diesel Generator Building Settlement.
- 16. (NRC Question No 362.2 on FSAR --
This has been addressed. Section 2.5.4.5.1)
- 17. (Cracks in concrete structural wall & footing in the DG Bldg)
This has been addressed in a previous presentation.
- 18. ' (Air bubbles in Tank Farm Area --
Air bubbles have been mapped as indicated in the and lack of action) sketch of the Tank Farm Area. An inspection pit has been dug from 628' + to 616' + in the Tank Farm Area indicated with 3 in the sketch. The pit was approximately 20'x20' @ 628' and approxi-mately 10'x10' @ 616'. The material from 628' to 624' was sof t wet and disturbed material. The material from 624' to 622' was a transition area. The outerial from 622' to 616' was very good hard stiff clay with some sand pockets. There was no evidence of under-mining from the air bubbles. The air pipe 1 approxi-mately @ elevation 611'. The excavation vis dis-continued due to the adequate material between 622.' y
I [ . l l 7/16/79 c> l' Correctivs : tion O
- 50.54(f) i Discussion Items '
Item Located in Deficiency Description page No i No (Items of Concern) (Item) Action Status (- 18. (Contd) Four borings are proposed in the areas of bubbles i Indicated on the sketch. 'IVo of the borings are ! !. located where previous borings were taken during the soils investigation, to correlate the effect of the air bubbles. Two are in progress at this
- time.
A new air line has been placed in the steam tunnel and the air line in the Tank Farm is no longer in +. use. ' 1 i 1 4 4' ( 5,
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5 4 3.0 11 7/18/79 Corrective Actions on a Generic Pasis l l The final review and update of the PSAR commitment list continues and will be com- [ l pleted by January 1, 1980. -;
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l' Review of Engineering Departmental Procedure 4.22 " Preparation and Control of Safety } Analysis Reports" has been completed and no changes were required. { j l I A review of sections of the FSAR is being perfor:ned. ; f t A Quality Assurance audit will be made of these three activities. 1 t i 1 1 i > t 1 ! i 1 P i I i 1 e i i 4 ' i
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' 3.0 13 I l-I 3.C Q-List Fill Resumption
- The following figures (pages l!4 through 19) describe those consumers
! .ower prerequisites which must be completed prior to resumption of Q-list backfill. Scme of these prerequisites were referenced in IE Inspection Report 79-10 and are so indicated on these figures. Following l these figures is a matrix showing the status of corrective action (Pages l 20 through 22). l l i I 5
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O O O CPCo PREREQUISITES PRIOR TO ' RESUMPTION OF Q-LIST BACKFILL 1 Item
& Prereaufsites 79-10 I
- 1. SENTIFY CONFLICTS WITHIN FSAR'
- j 4
3. 10ENTIFY INCONSISTENCIES BETWEEN PSARI e ! AND SPECIFICATIONS OR DRAWINGS 3. i IDENTIFY INCONSISTENCIES OR OMISSIONS i WITHIN SPECIFICATIONS ' 4 4. I RE-EVALUATE CONTINUED USE OF " RANDOM e FILL" IN ZONE 2 AREAS e = Located in indicated Document o m s 2. L i
O O O b CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q-LIST BACKPILL (Cont.) , item _NE. Prerequisites _ yo-10
- 5. PROVms:
Flow Diagram of Necessary Steps for Quality Control and Assurance of Soll Work Specifle Organization Responsible Specific Procedure Used ' Specifle Acceptance Criteria 6. ASSURE THAT ALL " CLARIFICATION 8" AND "lNTERPRETATIONS" ARE RESOLVED VIA OFFICIAL SPECIFICATION CHANGE NOTICES 0;
* - Loc.i.e in indic.i.e poco...
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O O O . i
/ -l CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q-LIST BACKFILL (Cont.)
l i Item En,_ Prereauleites_ 10-10 7. APPOINT SINGLE INDIVIDUAL RESPONSIBLE FOR
- EACH OF THE FOLLOWING:
Directing Construction Aspects of Soils Werk Directing Design Aspects Directing Quality Control Aspects 8. INSTITUTE 100% INSPECTION OF SOILS PLACRMENT WITH CORRESPONDING INSPECTION RECORD DOCUMENTATION OF SPECIFIC CHARACTERISTICS INSPECTED IN EACH CASE E
\ . _ i ,,,. . . .a i o i ., ai- . . a n ~. . . .
)
O O O CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q LIST BACKFILL (Cont.) item A Prerequisites 79-10
- 9. RE-EVALUATE CAPABILITY OF EQUIPMENT BEING e USED IN RELATION TO MAXIMUM ALLOWABLE LIFT THICKNESS AND COMPACTION REQUIREMENTS
- 10. RE-EVALUATE APPROPRIATENESS OF CONTINUED USE OF NUCLEAR DENSOMETER, WITH ITS MEASUREMENT ACCURACY BEING OUESTIONABLE RELATIVE TO MOISTURE CONTENT SPECIFICATION LIMITS OF "PLUS OR MINUS TWO PERCENT OF OPTIMUM" n
e == Located in Indicated Document n oen v
O O O CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q LIST BACKFILL (Cont.) 1 Item A Prereculaitos 79-10 i j
- 11. ME-EVALUATE SARs, SPECIFICATIONS AND e '
PROCEDURES RELATIVE TO THEIR ADEQUACY IN SPECIFYING: Points in Process at which Measurements or Test are to be made Frequencies of these Measurements or Tesis Conditions under which New Laboratory Standards Must Be Acquired i
- 12. ASSURE THAT METHOD EXISTS:.THREE i
e
- DIMENSIONAL AND VOLUMETRIQ FOR '
IDENTIFYING SPECIFIC LIFTS WHICH ARE INSPECTED AND TESTED 5 ( * = Located in Indicated Document a oen 2.
)
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-. -- .O CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q LIST BACKFILL (Cont.)
l : Hem No. Prereauleitos 79-10 i
- 13. ASSURE NONCONFORMANCE REPORTS ARE o plSPOSITIONED i
- 14. ASSURE THAT FIELD DENSITYlMOISTURE TEST THAT PLOT TO RIGHT OF ZERO AIR VOID CURVE ARE UNDERSTOOD '
l ! 4
- Loested in indicated Document - eo. 2.
G L
8.0 20 STATUS ATTACHMENT 7/18/79 0F 14 PREREQUISITES Consumets Power Company \ _ -) Item Number
- Action (s) and Status
- 1. Identify all conflicts within PSAR, Project Engineering and Geo-Tech performed a within the FSAR, or between the review of subsections FSAR section 2.5 pertain-PSAR and the FSAR, and correct ing to backfill operations to eliminate incon-these inconsistencies via official sistencies, etc.
changes to the appropriate docu-ments. Project Engineering and Geo-Tech performed a review of the Dames & Moore Soil Report. Resolved CPCo-FMO comments on FSAR Section 2.5. Completed via Rev 7 to Spec C-211.
- 2. Identify any inconsistencies between Resolved CPCo-QA comments on Specifications the PSAR/FSAR and the detailed speci- C-210 and C-211. Completed via Rev 7 to Spec fications or drawings, and correct C-211.
these inconsistencies via official changes to the appropriate documents.
- 3. Identify any inconsistencies or Same as Item #2 above.
omissions within the specifications and correct these inconsistencies via official Specification Change
,_ Notices.
l
\ ./
- 4. Re-evaluate the appropriateness of Specification C-211 revised to redefine random the continued use of " random fill" fill with special emphasis on soils supporting in Zone 2 areas. structure. Completed via REv 7 to Spec C-211.
This will be accomplished through overview by the onsite geotechnical soils engineer.
- 5. Provide a flow diagram of the steps A combined flow chart has been prepared illus-which are needed for the quality trating the backfill process and the respons-control and assurance of soils work ibilities of the onsite geotechnical soils and assure that for each step there engineer, Cec-Tech soils engineer, Soils Quality is a designation as to the specific Control Engineer and US Testing. This flow chart organization primarily responsible has been placed in Field Instruction FIC-1.100 for the action; a designation of the "Q-Listed Soils Placement Job Responsibilities specific procedure to be used; and Matrix".
a designation of the specific accept-ance criteria for the step.
*Per:
(1) Meeting minutes from the April 24, 1979 Bechtel/CPCo meeting on resumption of Q-listed backfill. (2) Added action items at the April 26, 1979 Diesel Generator Task Group Meeting. (3) JFNewgen letter to TCCooke BCCC-3995 dated May 4, 1979.
a
'~3 21 7/18/79 Consumers Power Company
[] t , Item Number
- Action (s) and Status V
- 6. Assure that all " clarifications" Engineering Departmental Procedure Instruction and " interpretations" are resolved 4.49.1 has been revised to incorporate clarifi-via official Specification Change cations and instructions for use of Specifica-Notices. tion Change Notices.
- 7. Establish a single individual at The following positions have been established:
the site to be responsible for a) Onsite geotechnical soils engineer. dir e in the c t u tion aspects * '
- of the soil work; directing the S En e design aspects; and directing the Their responsibilities are defined in the flow quality control aspects. chart described in 'S' above.
- 8. Institute 100 percent inspection of Bechtel QC has revised the Project Quality each lift placement with a correspond- Control Instruction PQCI/QCIR for backfill ing Inspection Record documentation placement. Revised PQCI/QCIR calls for of the specific characteristics inspection of backfill work by a full time inspected in each case.
Soils QC Engineer with generation of a daily report for each area of backfill worked.
- 9. Re-evaluate the capability of the Hand held equipment has been qualified for the equipment being used in relation two sands to be used. Qualification of equip-
,O to the maximum allowable lift (j ment to be used on echesive materials are still thickness and the compaction re- in progress. All equirnent will be qualified quirements. in specific soils prict to its use.
- 10. Re-evaluate the appropriateness of The use of the nuclear densometer has been dis-the continued use of the nuclear continued for record inspection use.
densometer, with its measurement accuracy being questionable relative to the moisture content specifica-tion limits of "plus or minus two percent of optimum". I
- 11. Re-evaluate the SAR's specifications Geo-Tech has performed this review.
and procedures relative to their adequacy in apecifying the points An audit has been performed on US Testing by in the process at which the measure- Bechtel to determine the adequacy of their soils ments of tests are to be made, the testing procedures. The Audit was performed on frequencies of these measurements 4/25 - 26/79. Two findings on administrative or tests, and the conditions under policies were found. One against Subcontracts which new laboratory standards must and one against US Testing. Corrective action be acquired. will be taken prior to starting backfill.
.. _ l
*Per: (1) Meeting minutes from the April 2/, 31 S chtel/CPCo meeting on resumption of e Q-listed backfill.
! )
" (2) Added action items at the April 2 c, l??9 Ltesel Generator Task Group Meeting.
(3) JFNewgen letter to TCCooke BCCC-3995 dated May b 1979.
8.0 22 7/18/79 Consumers Power Company
/-
Teem Number
- Action (s) and Status
\
n_/ 12. Assure that there is a method, on Bechtel QC has revised the Project Quality a three dimensional and volumetric Control Instruction PQCI/QCIR C-1.02 to cover basis, for identifying the specific this. lifts which are snspected and tested.
- 13. Assure that each nonconformance For each Q-listed area all Discrepancy Reports report (regardless of the type of and NCR's (Bechtel and CPCo) will be fully report) is dispositioned.
dispositioned and closed out prior to placement of backfill. This will be covered on case-by-case basis prior to backfill starting in a particular area. Additionally, P.E. will release areas for back-fill which are listed in MCAR 24 as questionable areas on a case-by-case basis by memo or TWX.
- 14. Understanding the field density / Bechtel has directed US Testing to check all moisture test in the 011y Waste field density tests for cohesive material against Area that plotted to the right of a zero-air-void curve. Any field test result the zero-air-void curve. which plots on, or to the right of the zero-air-voids curve, shall be regarded as suspect and cause for retest. Bechtel Geo-Tech has re-emphasized to US Testing the importance of taking accurate tests.
(- 4
*Per:
(1) Meeting minutes from the April 24, 1979 Bechtel/CPCo meeting on restsption of Q-listed backfill.
, ~~3 i (2) Added action items at the April 26, 1979 Diesel Generator Task Group Meeting.
( (3) JFNessan letter to TCCooke BCCC-3995 dated May 4, 1970
f- si i '\_/0
?.0 LICE !SI:n ACTIVITIES KID CHA!EES TO FSAR
'41th respect to the Site Fill problems at Midland, Consumers Power Company has received several documents from the IIRC requesting information. This includes questions via 50.54 and the FSAR. There are still some questions yet to be answered and it is our intent to answer these by amendments to these documents. 'de will be keeping the NRC infomed by means of further 50.55e reports. Upon completion of the corrective actions and answering all questions, the FSAR will be changed to update it to the as built condition of the plant.
As indicated in reply to 30.54, the FSAR is being re-reviewed for technical consistency with respect to project design documents, consistency between FSAR subsections, and documenting the PSAR commitments have been dispositioned. The re-review is scheduled to be completed by January 1, 1980. v
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SEE l ' DETAIL h SEE DETAIL h PERMANENT DEWAT ERING SYSTEM SECTION A-A I m 8 s
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I I t l O c-RAonitor SNAPPP \ PITLESS ADAPTERS FOR SUBMERSIBLE PUMPS-4" & LARGER WELLS l I in a Snappy submersible pump installation. the well Snappy pitless adapters are certified water-tight under i casing is extended above ground, an excavation is the standards of the Pitless Adapter Division of the ! made around the casing and a hole is cut in the casing Water Systems Council (PAS.1). ! below the frostline. The Snappy casing fifting is then Snappy pitless adapters are available for well sizes attached to the cassng around the hole to provide a from 4 to 8 inches I.D. and for drop and delivery pipe celivery pipe. The pump, suspended from the Snappy sizes of 1 and 1-1/4 inches I.D. with either clamp-on drop pipe Iiffing, is lowered into the well with the or weld-on casing fittings. neck of the drop pipe fitting pointed toward the casing fitting. When the neck reaches '.he level of the casing FEATURES fitting, the Snappy actuator automatically anserts the FR05TPR00P..-No heating required. All water con-neck with an 0-ring seal into a socket in the casing duits are buried below frost!!ne. > fitting and locks it there thus providing both a support PUMP 15 EASILY SET by simply lowering pump ; for drop pipe and pump eithin the we!! and a fluid into well suspended from drop pipe fitting with neck i tight conduit between the drop pipe and the discharge of the latter pointed in the casin J "ing direction. ' pipe. To remove the pump the drop pipe fitting as PUMP IS EASILY PULLED st supporting irst supported with a hoist. Then the neck of the drop pipe with hoist, and then manually pulling con-drop pipe fitting is unlocked and withdrawn from the trol cable to frw pump. ' socket by a manual pull on the control cable thus re. LOW COST - Regular well casing is used all the , leasing the drop pipe fitting from the casing fitting so way. Extra cost of larger upper well casing used that the pump can be lifted out with the hoist. with spool type units and expensive pit or we!! house r Snappy pitless adapters with weld-on casine fitting construction are eliminated. l are approved by the Boards of Health of Michigan and CORROSION PROTECTION C! amp-on and weld-on Wisconsin. ! However. Wisconsin approval requires casing fittings are galvanized gray iron and stainless ! factory welding of the casing fitting to the well casing steel respectively. All parts within the well casing ; except for residential water systems serving no more are either hot-dipped galvanized or constructed of than three families. corrosion resistant materials. , Centin ed O i
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REl.ATED U.S. PATENTS: 3.035.732 3.064.022 3.123.689 3.'136.362 3.165.370 3.239.007 3.473.573 3.722.586 3.9C2.6 2l 1 I y'i rg , .i EVANSVfLL E. WISCONSIN $3536 T1 L1* L1 PHCNE: (6086 882-5100 I TfCT\itCT CNViliCf\ mo p l g . - d FIGURE h3 ' c6 o .Am 1
O O O 4' PIPE PLUG r PLANT GRADE ELEVATION 634' L J _
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i i i STRl!Cil!P.bL I.TiESTIG!TIOi i t 0.) ORIGl?iAL DESIGI! j
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i i (2) SEISiiIC RESP 0tiSE i O ' l i (3) NEW AllALYSES i I [ l f J FIGURE 45
I SEISMIC N!ALYSIS . GEilERAL (1) RESP 0.'!SE SPECTRA PRESEi!TED Ill FSAR ' (2) STICK MASS i:0DELS tlITH FOUNDATION SPRI!!GS (3) !!ATERIAL DAP. PING VALUES PRESEi!TED IN FSAR (E0DAL DAMPING LIMITED TO 10% EXCEPT RIGID EODY MODES) , (4) SPECTRUii RESP 0'lSE N!D TIi!E HISTORY M0DAL Ai!ALYSES I DIESEL GEi!EPATOR BUILDIliG (1) ORIGINAL (V = 1360 FPS) - ONE ANALYSIS EQUIPMEilT SPECTRAWID!i!EDBY 15% (2) flEll (V = 500 FPS) - f!EW SPECTRA WILL EilVELOP BOTH V=Sb0FPSAllD1360 3 FPS oo o .: r FIGURE 46
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O-SEISMIC AliALYSIS SEEVICE WATER BUILDIi!G (1) ORIGI.'iAL (V = 1350 FPS BASE CASE) THEi! G VARIED ! BY t 50% - kCUIPiiEili SPECTRA EilVELOP ! (2) I'lEW (V = 1350 FPS) - PILIiiG IS F0 DELED FOR VERTICAL DIRECTi0i!Ai!DTORSIO!!ISCO.iSIDERED 1 AUXILIARY BUILDIi'G (Incwns C0ilTP.0L TO',lER MiD ELECTRICAL PEi!ETRATI0i1 AREAS b'~ (1) ORIGlllAL - Oi!E A!!ALYSIS USI!!G C0F.POSITE FOUi!DATI0ii SPRI!1GS 1 RESPONSE SPECTRA WIDEiiED BY WITli EQUIPi1E.T 15% (2) flEU - OiiE Ai!ALYSIS IflCLUDI!!G CAISSONS UNDER ELECTRICAL PEiiETRATION AREAS, EQUIPiiEi!T RESP 0iiSE SPECTPA WIDEi!ED BY 15%
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1 I o l TYPES OF LOADS i PRIi!ARY ! i
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O O O NO. of SUPPORTING PLANNED STRUCTURE 80 RINGS FILL TYPE REMEDIAL MEASURES A. AUXILIARY BUILDING 1). CONTROLTOWER 3 SAND NONE* i 2). UNIT 1 ELECTRICAL PENETRATION AREA 2 SAND & CLAY UNDERPINNING
, 3). UNIT 2 ELECTRICAL PENETRATION AREA 2 SAND & CLAY UNDERPINNING 4). RAILROAD BAY 3 SAND NONE B. FEEDWATER ISOLATION VALVE PITS 1). UNIT 1 2 SAND & CLAY UNDERPINNING 2). UNIT 2 3 SAND & CLAY UNDERPINNING C. SERVICE WATER PUMP.
STRUCTURE - PORTION ON FILL 9 CLAY & SAND UNDERPINNING
- GROUTING IS PLANNED BELOW MUD NOT AT AX - 9.
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O O O NO. of SUPPORTING PLANNED STRUCTURE BORINGS FILL lYPE REMEDIAL MEASURES D. TANKS 1). DIESEL FUEL 01L
~ STORAGE TANKS 7 CLAY NONE 2). BORATED WATER STORAGE TANKS 6 CLAY NONE E. DIESEL GENERATOR BUILDING 32 SAND & CLAY SURCHARGE F. UTILITIES 1). PIPING 50 SAND & CLAY NONE 2). DUCT BANKS 38 SAND & CIAY NONE-l 3). VALVE PITS 2 SAND & CLAY l
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SUMMARY
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O O O I CRITERIA FOR lt3SUFFICIErdTLV COMPACTED PLAIJT AREA PILL - l (On a "To Date" Basis) j
- SETTLEMENT GREATER THAN EXPECTED
- RESULTS OF SOILS INVESTIGATION G 0695-23 i
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O O O t SEDSMDC CATt2(nob 4Y u ' STMUCTUFIES OCd FILL -
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- SERVICE WATER PUMP STRUCTURE (Part)
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- BORATED WATER TANKS
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O O O INSUFFICIENTLY COMPACTED PLANT AREA FILL
, WHAT is is Not Distinctions Changes DG Bldg Aux Bldg Time Differential Control between Placement Tower of Fill and Constr of
- Facility Diesel Tank Area Plant Area Plant Fill Not Dike Placement Method Dikes Controlled Borated Storage Tank Area Compaction Results Specification C-211
- Lift Thickness SW Pipelines ' .
Aux Bldg Elec Pan Areas Moisture Control FW isolation Viv Pits I SW Pump Structure (Part) Frost Protection Aux Bldg RR Bay Materials Structural Backfill Emerg Diesel Fuel Lines introduced Borated Water Lines (Spec C-211) 3 Elect Duct Banks (Part) I 3 td SW Viv Pits l Acceptance Criteria Rolled on Testing ! G 0606-03 .i
. . _ _ . . _ _ . _ _ _ _ _ . _ _ _ . _ _ _ _ . . . _ . _ . _ _ . . . . _ _ _ _ . . , _ _ . , _ . _ . - . _ _ . . _ . . . _ _ . _ _ . , _ . . . . . . . . . . ~ . . . . _ _ . . . _ _ _ , . . _ .
o - O - O 4 I INSUFFICIENTLY COMPACTED PLANT AREA FILL WHERE AND EXTENT Is is Not Distinctions Changes Plant Fill Area Plant Dike Small Areas increased Test Frequency and Location Different Contractor (Bechtel) Struct Backfill Introduced Hand-Held Equipment Nonuniform Compaction Methods Open to Cooling Moisture intrusion in Ground Pond < O06954T b 0 19 9
! O O . O o INSUFFICIENTLY COMPACTED PLANT AREA FILL WHEN Is is Not Distinctions Changes During Placement Pond Filled 3178 Moisture intrusion of Plant Fill ,
!Osed Stockpile for Weathered Material
. Borrow after 3177 initial Moisture Content Material in Stockpile?
1977 Dry Year Final Moisture Content Late iri Backfill Own Weight Operation Settlement (Cales) m G 0695 OS
O O O lHSUFFICIEMTLY COrljpACTED PLANT . AREA FILL (Cont.)
, WHEN is is Not Distinctions Changes During OC Changed to Surveillance Inspection Placement of in Summer 1976 Plant Fill Procedures Personnel
. Qualifications Canonia OC Program Discontinued 9177 Canonle Worked 8177 - 9177 Changed Moisture Control 1 Method 8177 - 3178 1974-75 Slowdown Personnel Mobilization Bechtel U. S. Testing i Spec C-211 issued & Revised to 5 include Clay Materials 0 t4 2 0 0635 0o
O O O POSSIBLE l CAUSES Possible -
- Distinction or Channe Cause Comments 1.
TIME DIFFERENCE BETWEEN NO PLACEMEMT OF FILL AND Cannot Cause insufficient Compaction CONSTRUCTION OF FACILITY
- 2. PLACEMENT METHOD I
Lift ThicknesslCompactive Effort YES Equipment Capability Exceeded in Certain Areas Compaction Equipment YES Equipment Capability Exceeded in Certain Areas Type of Materials NO Compatibility Confirmed Moisture Control NO Period of inadequate Moisture Control Occurred after All but Top Few Feet Compacted Compaction by Flooding NO Problem Occurs in Clays Also
- 3. ACCEPTANCE CRITERIA: NO Testing to Con' firm m
THEORETICAL COMPARISON OF BMP COMPACTION VERSUS y SETTLEMENT
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i G-0605 05
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G O O 4 POSSIBLE CAUSES (Cont.) Possible Distinction or Change Cause Comments
- 4. SPECIFICATIONS NO
- 5. SOILS TESTING YES Investigation in Process Methods Equipment Results/ Reports Ratests ReviewslEvaluations Personnel
- 6. TEST FREQUENCY FOR SMALL NO AREAS Problem not Confined to Small Areas
- 7. DIFFERENT CONTRACTORS l
Personnel Qualifications NO See #16 Different inspection Methods YES See #15 Placement Methods YES See #2 m
~ G-0605-09 b
O O O
- POSSIBLE CAUSES (Cont.)
Possible . Distinction or Change Cause Comments
- 8. EXTENSIVELY REEXCAVATED NO Similar Problems in Areas AREA Where Reexcavation Was Not Done
- 9. MOISTURE INTRUSION IN GROUND NO Not a Cause for Poor Compaction Possible increase in Settlement if Compaction was Poor -
- 10. LEAN CONCRETE FILL ., NO
- 11. POND FILLED MARCH 1978 NO See #9 Above
- 12. STOCKPILED MATERIAL NO See #13 Below Weathering Drying Out '
m s e c oeuu, j
O O O
' POSSIBLE CAUSES (Cont.)
i - Possible Distinction or Change Cause Comments
- 13. !
DRY YEAR 1977 NO 1977 Not a Dry Year
- 14. OWN WEIGHT SETTLEMENT NO
~
Cannot Cause Poor Compaction (Calculations)
- 15. INSPECTION PROCEDURES YES Bechtel Quality Control Method Relied on the Test Results
- 16. PERSONNEL . NO Review of Qualifications of Bechtel and U.S. Testing. Personnel Shows
- 17. Sufficient Education, Experience EFFECTS OF 1974-75 SLOWDOWN NO and Training to Carry Out Tasks Assigned G 0695-22 a -
4 O O O l MOST PROBABLE CAUSES
- LIFT THICKNESSICOMPACTIVE EFFORT ,
- COMPACTION EQUIPMENTIQUALIFICATION l I
- TEST PROCEDURES AND RESULTS
- INSPECTION PROCEDURES
- RELIANCE ON TEST RESULTS M .
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Genev at Of fices: 1945 West Pernati Road, Jackson, Michigan 49201 . (517) 788-0453 September 5, 1979 Hove-233-79 Mr J G Keppler, Regional Director Office of Incpection end Enforcement US Nuclear Regulatory Crmmission , Region III i 799 Roosevelt Rood Olen Ellyn, IL 60137 MIDIWO NUCIFAIt PINTf - ,
'J.:lT no 1, DocKcT 1:0 50-329 Ur1Y 1:0 2, DocKef n0 50-330 (
SL72LDrd iT OF DI4E' G4EERATOR FOUN11tTIO:IS s AND DUILJII:G - File 0485 16 SERIAL Hove-233-79
References:
- 1. S H Howell letters to J G Keppler; Midland Nuclear Plant; O(/ Unit No 1, Docket No 50-329; Unit No 2, Docket No 50-330; Settlement of Diesel 00nerator Foundations and Building:
- a. Serial Hove-183-78; dated September 29, 1978
- b. Serial Hove-230-78; dated November 7, 1W8 .
- c. Scrial Hove-267-78; dated December 21,1W8 -
- d. Serici Ucue-1-79; dcted January 5, 1979 .
- e. Serini Hove-58-79; dated February 23, 1979
- f. Serini Hove-132-79; dated April 3, 1979 .
- g. Sariel Howe-174-79; dated June 25, 1979 '
- h. Serici Heve-218-79; detod August 10, 1979
- 2. O S Recley letter to .T G Kepplcr; Midland Project Docket No 50-329 ena 50-330; Itesponse to 10 CFR 50 54 - Request on Plont Fill; Scrial 6925; dated April 24, 1979 3 8 H Hovell letters to H H Denton; Mjdland Project; Docket No 50-329 ox! 50-330; Responso to 10 CFR 50 54 - Request -
on Plant Fill: i
- n. Serial Hove-162-79; Rev 1, dcted May 31, lW 9 with crn;1cc to J G Keppler
- b. Serial Hove-199-79; Rev 2, dated July 2, lW9 with ccp.ico to J G Kcppler
- R[RE E
-2 Howe-233-79 .
This letter, as were References 1.a. through h. is an interim 50 55(e) report on the settlement of the diesel generator foundations and building. , 4.vp3,
'gi i p i' Enclosure 1 provides an update of the status of the actions previously l diccussed in References 1, 2 and 3; the remedial work in progress or planned; the schedule of activities; and the results of the further ,[ n' {,- '
investigation of the lenking air line in the tank farm area. Future 50 55(e) reports vill discuss the following in more detail:
- n. Settlement criteria for the borated water storage tanks and the lines into the auxiliary building,
- b. Design bases to comply with the intent of the draft Standant Review i Plan on Dewatering. ,
- c. A Quality Assurance Plan f or implementing the pemanent site dewatering system.
- d. Provisions nade for the train bay tracks loading effect on borated water storage lines.
Another interin report will be sent on or before November 2, 1979 Wk DEII/WRB/lb Enclosure 1: MCAR 24, Settlenent of the Diesel Generator Foundations and ! Building (Insufficient Compaction in Plant Area Fill Related to Seismic Category I Gtructures and Facilities), Interim Report $7 dated Augut,t 17, 1979 CU: Director, Office of Inspection & Enforcement Att: MrVictorStcllo,USNhc(15) Director, Office of Management Inforroation and Pregram Control, USNRC (1) Director of Nuclear Reactor Regulation ' i Att: Mr Domenic Vaccallo, Acting Director Division of Project Management USNRC Washington, DC 20555 0
Encim.ar. I Hove-233-79 1 Bechtel Associates Professional Corporation
SUBJECT:
MCAR 24 (issued 9/7/78) Settlement of the Diesel Generator Foundations and Building (Insufficient Compaction in Plant Area Fill Related to Seismic Category I Structures and Facilities) INTERIM REPORT 7 ' DATE: August 17, 1979 PROJECT: Consumers Power Company Midland Plant Units 1 & 2 Bechtel Job 7220 Introduction < This report briefly describes modifications of planned remedial actions f' for portions of the auxiliary building, feedwater isolation valve pits,
\
and diesel generator building and foundations reported 1n Interim Report
- 6. Similar to previous interim reports (1 through 5), it also summarizes activities related to Seismic Category I structures and utilities founded i on plant area fill. Results of soil investigations made in the above-mentioned areas have been reported in previous interim reports of MCAR 24. ,
Description of Deficiency A) Diesel Generator Building and Foundations This nas been described in detail in previous Interim Reports 1 through 5. B) Auxiliary Building Electrical Penetration Areas and Feedwater Isolation Valve Pits The extent of inadequacy of fill material under both the Units 1 and 2 of the auxiliary building electrical penetration areas and feedwater isolation valve pits has been described in Interim Report 6. c) Auxiliary Euilding Railroad Bay
- Interim Report 6 stated that,. based on boring records, the upper 18 feet of sand backfill may have liquefaction potential. However, further evaluation of soil investigation indicates liquefaction
- potential ~is unlikely in the railroad bay area.-. Settlement of sand (9J due to ground movement during an earthquake -(seismic. shakedown) is being valuated.
Bechtel Associates Professional Corporation MCAR 24 . Interim Report 7 August 17, 1979 Page 2 l l l , D) Service Water Pump Structure ' , The deficiency in this area has been reported in Interia Report 6. Corrective Action A) Diesel Generator Building and Foundations '
- 1) Preload Preloading, as discussed in previous interin reports, has been completed. Primary consolidation of clay has been achieved '
together with an adequate data base for predicition of long- i term settlement. '
- 2) Remedy for liquefaction .
The soil investigations at the diesel generator building showed the presence of zones of sand, including some portions O with loose sand. This indicated a potential for liquefaction during earthquakes. Interim Report 6 included a suggestion to chemically grout the sand having liquefaction potential. Grouting, using proper chemicals, would be feasible. However, it would be difficult to positively state whether all significant zones having liquefaction potential had been identified and treated, because of the presence of discontinuous sand lens and fine-grained sands. A dewatering system has been selected in lieu of grouting. Details of a permanent dewatering system for the general plant area are described in Section E of corrective action portion of this , report.
- 3) Seismic shakedown 1 Settlement of sand due to seismic shakedown is being evaluated, t
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 7 August 17, 1979 ; Page 3 B) Auxiliary Building Penetration Arcas and Feedwater Isolation Valve . Pits j Interim Report 6 stated that the unsuitable fill material l under both the units of auxiliary building electrical penetration areas and the feedwater isolation valve pits will be removed and replaced by lean concrete. Based upon further evaluation of the ; planned remedial action, it has been decided that the ends of the auxiliary building electrical penetration areas adjacent to the l feedwater isolation valve pits will be supported on caissons. These caissons will provide permanent and positive support for the electrical penetration areas and will lead to satisfactory results ; irrespective of the nature of the fill beneath these areas. Therefore, ' fill underneath these electrical penetration areas will not be removed. The unsuitable fill beneath the feedwater isolation valve pits will be removed and replaced by concrete backfill. ! Phases of the remedial actions for the auxiliary building electrical ; penetration areas and the feedwater isolation valve pits are as ; follows. .
- 1) Preparatory work ,
a) Temporary external supports e Prior to underpinning operations, a temporary support for , the feedwater isolation valve pits will be provided as described in Interim Report 6. For the auxiliary building ' electrical penetration areas, results of a structural r analysis indicated that the external temporary support described in Interim Report 6 is not needed. b) Instrumentation and monitoring Instrumentation and monitoring will be carried out as described in Interim Report 6. The auxiliary building : penetration area and the feedwater isolation valve pits will be monitored to ensure that the building movement is no larger than 1/2 inch. *
- 2) Local dewatering o
Prior to and during excavation and underpinning operations, in the electrical penetration areas and the feedwater isolation , 6
b 1 . Bechtel Associates Professional Corporation j O MCAR 24
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Interim Report 7
- August 17, 1979 i
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! i valve pit areas will be dewatered as described in t Interim Report 6 and also in Section B-5 of " Activities Related l l to Plant Fill and Settlement" in this report. ,
! 3) Excavation, underpinning, and concrete backfilling l , The plan and schematic detail of excavation, underpinning, and concrete backfilling are shown in Figures 89 and 90. ' When the general groundwater table has been lowered by dewatering i to, approximately elevation 600', a vertical access i 1 shaft (approximately 20 x 20 feet) will be dug from elevation i 634' (grade elevation) to elevation 603' . 'A tunnel will be made underneath the feedwater isolation valve pits as a continuation ; i of the access shaft.
- l Soldier piles or caissons consisting of concrete-filled steel ;
j pipes together.with nondeteriorating lagging material will be . i used to secure the soil under the turbine building. This i i
- lateral support will prevent soil movement under the adjacent ,
turbine building during underpinning operations for the auxiliary i 4 building electrical penetration areas and feedwater isolation : valve pits. The suppert will be designed for a hydrostatic ! head from elevation 627' to the bottom of mass excavation i under the structures, earch pressure loads from soil beneath ! these buildings, react 1)ns from the temporary external supports ! ' for the feedvater isolation valve pits, and turbine building j column loads plus the aaplicable base slab pressure. The depth of i ) the initial excavation here the earth is not supputted will ! not exceed 4 feet if it is within 6 feet of the K line (see 'j { Figures 89 and 90). Ottierwise, a maximum depth of 7 feet will be-used. After the initial excavation, lagging will be' installed , and back-packed. The lagging along the K line located below l elevation 600' will be grouted. Prior to excavation of material ' from under or within 7 feet.of the foundations of the' auxiliary l or turbine buildings, the sand material will be grouted. j Caissons consisting.of concrete-filled steel pipes will be { used to underpin the auxiliary building electrical penetration ; areas. For each of the electrical penetration areas, caissons 'I I e ' f O . e . j [ e
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; Bechtel Associates ProfessionalCorporation ;
O MCAR 24 i Interim Report 7 i August 17, 1979 Page 5 l i will provide permanent support having a vertical resistance ; capacity of approximately 4,000 kips. The caissons will be l Jacked through the fill material and will also provide man- i size working room for demolition of concrete obstructions, if encountered by the caissons. Caissons will_ extend at least 4 feet into the till. Caissons and piles to be used as permanent underpinning support for the auxiliary building penetration ; areas and the turbine building will be load tested for a : minimum of 1.5 times the design load. ..... ; The existing unsuitable backfill material under the feedwater isolation valve pits will be excavated and removed down to the j till if required. The extent of backfill removal will be .. ; determined on the basis of soil tests and available boring ~ ' ' i ! information. Manual or mechanical means will be used to j excavate and remove unsuitable material. Conventional tools,
'such as rock splitters and demolition tools, will be used to t dislocate and/or remove hardened material during excavation. i O Excavation will not proceed to a depth greater than 3 feet below the grouted lagging. Proper precautionary measures will be taken to prevent movement of foundation material outside the excavation area. l After removal of all unsuitable fill material, the excavated i I area will be backfilled with concrete. Concrete will be i poured in lif t thicknesses of 5 feet maximum, except the first l lift, which will be no more than 2 feet thick. Successive i lifts will be doweled into the preceding lift. The topmost .. I lift vill be within 6 inches of the bottom of the existing l slab. The remaining void between concrete backfill and the foundation slab will be either dry-packed or pressure-grouted.
Except at the containment base slab area, a minimum of a 2-inch ) i sap will be provided between the concrete backfill and the . adjacent structures (the containment and turbine buildings) by.. l using ethafoam or similar joint separation materials. . The l concrete backfill will be utilized to resist the lateral load ! from the auxiliary building.
- ~. : -
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1 Be htel Associates ProfessionalCorporation O MCAR 24 Interim Report 7 August 17, 1979 i Page 6 a C) Auxiliary Building Railroad Bay In addition to the conclusion that liquefaction potential is unlikely in the auxiliary building railroad bay, devatering will eliminate the possibility of liquefaction in this area. No other corrective e action is required. Details of a permanent dewatering system for the general plant area are described in Section E of the corrective
. action portion of this report.
D) Service Water Pump Structure Corrective action for the service water pump structure has been reported in Interim Report 6. E) Permanent Dewatering for General Plant Area 4 A permanent dewatering system capable, of lowering the groundwater O level in the power block to approximately elevation 600' will be installed. The plant dewatering system being developed will satisfy- , NRC regulations. - Permanent area dewatering is a . positive solution to the liquefaction potential in any part of the fill within the dewatered zone. Furthermore, permanent area dewatering can be i simply and effectively monitored, primarily through the use of.- . piezometers. One of the greatest advantages is the margin of f ,! safety inherent in the time lag during recharge of the dewatered zone if the pumps fail. Therefore, a pumping system failure result-ing from an earthquake would not eliminate the protection achieved i by the dewatering. In addition to being a positive solution to the liquefaction : potential wherever there is a layer or pocket of loose sand, the
- dewatering operation will substantially reduce settlement that i
might be induced by seismic shakedown. l l i l ! e e l
. _ . _ . ._. _ . t . _
Bechtel Associates ProfessionalCorporation O MCAR 24 Interim Report 7 August 17, 1979 Fage 7 ; Activities Related to Plant Fill and Settlement A) Diesel Generator Building and Foundations
- 1) Building settlement Figures 43, 44, and 46 through 56 have been updated to show [
the settlement data for the diesel generator building and ! foundations, borros anchors, and surface plates as of August 6, 1979. ; The readings taken from the settlement markers indicate that settlements were essentially stable during the last several ! weeks. Furthermore, the plotted data of the settlement versus ! logarithm of time indicated that the primary consolidation is i essentially complete and the residual settlement would be i primarily due to secondary compression. Piezometer readings i during the period of preload indicated that the porewater O pressure rise during the preload was small and dissipated rapidly, and the piezometer readings were essentially stable at approximately groundwater level during the last several weeks, thus substantiating completion of primary consolidation. , To accurately predict the residual settlement during secondary ; compression, certain borros anchors have been modified to obtain measurement accuracy to + 0.01 inch. This was achieved by the following means: - a) Installation of four deep borros anshors, as shown in Figure 88, in the till (tip elevation 535') for use as local benchmarks b) Modification of accessible borros anchors and the pedestal rods The modification consis'.ed of reducing the rods above the - floor as necessary, and attaching a flat metal reference surface to the floor alongside each rod and a reference surface on each rod itself. A portable mechanical dial . indicator height gage was used to determine the elevation ' difference between each pair of reference surfaces. e e o
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Bechtel Associates Professional Corporation > O ' G
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MCAR 24 Interim Report 7 August 17, 1979 Page 8 Five Sondex systems were installed at the locations shown in Figure 88 to monitor the rebound during and after preload removal. The Sondex systems consist of a corrugated plastic tube with wire detector rings wound around the i tube at approximately 5-foot intervals. The five tubes were installed in borings drilled to elevation 535'. A probe containing an electrical coil will be lowered down the tube on the end of a survey tape, with an electrical cable connecting the coil to a power source and indicator at the surface. Through the principle of induction, the probe will detect the location of the metal rings; the indicator will peak whenever the probe is centered in the cross axis of a detector ring. Measurement accuracy will be improved by using a winding mechanism and dial indicator
- at the surface, referenced either to a bracket on the outside of the building or to the mezzanine floor. In addition to the in situ shear wave velocity measurements, O the rebound measurement will be used to estimate the V modulus of elasticity of the supporting soil to verify i the range of soil paramenters used in dynamic analysis. '
- 2) Preload operation Since April 1979, when placement of preload was completed, the rate of settlement has decreased such that there has been essentially no settlement for the last 6 weeks (see ,
Figures 43 and 44). Sufficient data have been obtained to allow prediction of long-term settlement by extrapolation. Preliminary calculations based on present data indicate that the residual settlement due to secondary compression ; of clay will be less than 1 inch over a period of 40 years. - The preload operation has been successfully completed. , The acceptance criteria have been met by providing a t reliable residual settlement prediction. Structures, ! components, and utilities will be designed or verified to i accommodate the long-term settlement with an adequate margin of safety. Removal of preload commenced on August 15, 1979. Settlement measurements will continue during and after the removal of the preload. l t
i Bechtel Associates Professional Corporation ! O HCAR 24
- Interim Report 7 !
August 17, 1979 L Page 9 i i I
- 3) Seismic analysis f The seismic analysis, as discussed in Interim Report 5 i has been completed for a range of soil parameters. An .
evaluation of the effect of changes in seismic response on the systems, components, and the structure is in progress. . Preliminary review indicates that the effect is minimal. I Upon removal of the preload, the actual soil parameters l will be determined and compared with the values used in ! the seismic analysis. ) B) Auxiliary Building Electrical Penetration Areas, Control Tower, and } Feedwater Isolation Valve Pits I i
- 1) Settlement monitoring l
Figure 2-1 shows settlement data as of August 6, 1979. !
- 2) Crack mapping Crack maps for these areas are shown in Figures 76 through 79 l of Interim Report 6. In addition, enclosed are Figures 85 l through 87, which complete the crack mapping for these areas. !
i
- 3) Seismic analysis !
The mathematical model used for seismic analysis of the auxiliary building electrical penetration areas will be modifiee to reflect the remedial action for the electrical penetration areas and the feedwater isolation valve pits. A seismic : analysis will be performed to evaluate the degree of change of I the structural frequencies. Upon completion of the analysis, j the effect of possible changes in seismic response on systems, ccuponents, and the structures will be evaluated. l l
- 4) Structural analysis l l
The model for'the auxiliary building electrical penetration l areas shown in Figures 71 and 72 of Interim Report 6 will be ' revised to conform to the remedial action for the auxiliary o e O'
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 7 ; August 17, 1979 i Page 10 building electrical penetration areas and the feedwater isolation valve pits. The permanent condit1on of the auxiliary building
, electrical penetration areas will be simulated by providing springs to represent the caissons. Vertical and horizontal seismic effects, pipe break, and live load will be included.
The Bechtel Stress Analysis Program will be used to combine the results.
- 5) Local dewatering A contract for local dewatering was awarded on July ]3, 1979.
Eductor wells will be installed to elevation 580' or to the top of the original clay, whichever is higher. The wells will l te placed around the underpinning excavations including wells l placed through the turbine building floors to complete the t l system. To date, the subcontractor has mobilized equipment and is installing wells. O C) Auxiliary Building Railroad Bay
- 1) Crack mapping l Crack maps for the railroad bay are shown in Figures 84 and 86.
D) Service Water Pump Structure ' f
]) Shear-wave velocity measurements i
To accurately determine the dynamic soil-pile interaction , cross-hole shear-wave velocity, measurements have been made at i Locations CH-1 through CH-6, CH-5A, and CH-6A as shown in Figure 67. These locations correspond to the proposed pile > locations. Boring logs for these crossholes are given in I Appendix B of this report. { E) Ceneral Plant Area Fill Investigation i Several test pits (IA, 2, 2A, 3, 3A, and 4A) and two plate load
- tests have been made in the plant area fill to determine soil properties. The locations are shown in Figures 67 and 91. The results are being evaluated,and will be presented later. ,
O . 1 Jt: _
Bechtel Associates ProfessionalCorporation MCAR'24 Interim Report 7 August 17, 1979 Fage 11 F) Borated Water Storage Tanks and Tank Farm Area
- 1) Tank farm investigation The purpose of this investigation was to evaluate concerns regarding air bubbles observed along the southern part of the ,
tank farm area. The bubbles were generated by a leaking
- underground air line at approximately elevation 611'. This line is no longer in use. Figure 91 shows the locations of seven areas where air bubbles were observed.
In order to investigate possible daeage.to the compacted fill in the area and potential limits of removal of any unsatis-factory material, five borings and one inspection pit were made. The locations of the borings were generally near points where air bubbles were noted. The inapection pit was located ' near the Seismic Category I east borated water storage tank . (BWST). Locations of the new borings are shown in Figure 91. O- The borings indicate that the materiel below the top 4 feet is satisfactory and consistent with previous investigations at the tank farm area. The top 4 feet of material at the-locations of borings T-22 through T-26 (see Appendix B), placed as temporary fill to allow ac'essc for drilling rigs, will be removed. The inspection pit shows poor material from elevation 628' to 624', and marginal material from ele.ation 624' to 622', which is localized to the area of the ins e.ction pit due to previous excavation and construction activities in this area. The material was satisfactory from elevation 622' to 616',and consistent with previous material noted in the subsurface investigation at this area. The inspection pit showed no evidence of'any undermining due to air bubbles. . All unsuit-able material, as determined by soil testing, in the tank farm area will be removed and replaced by suitable compacted fill under the supervision of the onsite geotechnical soils engineer. As previously stated in Interim Report 6, the BWSTs will-be filled with water in order to perform a full-scale test of subsurface materials. Furthermore,-settlement observations will enable reasonable settlement predictions that take into account.the actual subsurface conditions under actual loadings. ! (/'N) s_ l i l L
3 Bechtel Associates ProfessionalCorporation MCAR 24 Interim Report 7 August 17, 1979 Page 12
- 2) Crack mapping :
Crack maps for this area are shown in Figure 87. G) Emergency Diesel Fuel Oil Storage Tanks Based on the conclusion of Bechtel's consultant R.B. Peck, the e aa;,ency diesel fuel oil storage tanks are buried structures that ~ '
- i. ave already been subjected to a full-scale loading by filling with water. Settlements under these test conditions were minimal.
Actual settlement of the tanks will be associated primarily with settlement of the underlying and surrounding fill under its own t weight. Because the tanks will be settling with the fill, the differential movements between the tanks and the surrounding soil and piping will be minimal, and the connections can be expected to settle approximately equally with the tanks. Existing d,etails have reasonable flexibility which will accommodate such small differential movements. No further remedial action is required. ' s H) Underground Utilities
- 1) Piping in fill Profiling and stress analysis for the borated water lines, service water lines, and condensate lines have been discussed in Revision 2 of the response to Question 17 and in the response to Question 19 af the NRC 10 CFR 50.54(f) request. Figure 60-1 shows the pipe profiles made by Goldberg-Zoino-Dunnicliff &
Associates in March and April 1979.
- 2) Duct banks and conduit in fill Monitoring programs for the Seismic Category I duct banks and conduit in fill have been discussed in the response to the NRC's Question 12 of the 10 CFR 50.54(f) request, Revision 1.
Stress analysis has been discussed in the response to the NRC's Question 13 of the 10CFR 50.54(f) request. I' (s /
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MCAR 24 Interim Report 7 August 17, 1979 Page 13
- 3) Future settlement Estimates of future settlement due to settlement of fill for the underground utilities is in progress.
Quality Assurance and Quality Control Work Related to Plant Area Fill s A) Resumption of Q-Listed Backfill Operation Prerequisites for the resumptica of Q-listed backfill operations have been met. These prerequisites were described in the eummary report of the July 18, 1979, presentation to the NRC (Presentation to NRC: 10 CFR 50.55(e) Report, dated August 10, 1979). Q-listed
, backfill work resumed the week of August 6,1979, in the tank farm area inside the ring foundation of the primary makeup water storage tank.
B) Quality Assurance Program Related to Remedial Work in the Plant Area Fill
- Quality Assurance (QA) requirements for the design, materials, installation, testing, excavation, concreting, grouti}}