ML19347A571

Interim Deficiency Rept Re Diesel Generator Bldg & Foundation Settlement.Rept Provides Status of Action Taken to Resolve Problem.Interim or Final Rept to Be Filed by 790430.Related Correspondence

ML19347A571
Person / Time
Site:	Midland
Issue date:	02/23/1979
From:	Howell S CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:
Shared Package
ML19347A570	List: ML19347A569 ML19347A571
References
HOWE-58-79, NUDOCS 8007290984
Download: ML19347A571 (12)

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General Offices:- 1945 West Parnali Road. Jackson.' Micnigan 49201 * (517) 78,8 04L1 Februar/ 23, 1979

" cue-58-75 fr~ to On Mr J G Keppler, Regicn:1 Dirc.-tor ING Office of. Inspection and Enforcement US Nuclear ?.eculatory Cen.irsi n

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UNIT 30 1, DCCI.T 210 50-329 UMIT :.0 2, DOCKET 50 50-330 SETT1E!"IIT' 0F DIESEL GEU1:U.TO? FSUIC/,TTOUS AID PUILDIEG

Reference:

S E Howell letters to J G Keppler; Midland in leur Plant:

Unit !!o 1, Decket to 50-329; L* nit Mc 2, Docket No 30-33'J; Settlement of Diecel Gener:. tor ?cundatione and Ecillinn; a) Seria.1 Ecve-133-73; dated 6 tenter 29, 1978 1 t) Serial Ecve-230 S; dated November 7,1078 c) Serial Howe-267-78; dated December 21. 1978 c) - Cerial Eove-1 ~9; lated Janu:.r.t 5,1979 This letter, as were the referenced letters, is an interim 50.55(e) report on the settlement of the diesel .tencrator foundations and building. .

The enclosure provides the . status of the actions being taken to resolve the problem.

Another report, either interin or final, vill be sent on or before April 30, 1979

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Enclosure:

MCAD 2h, Settlement of the Diesel Generator voundations and Building.-Interim Report #h, dat.ed February 16, 1979 CC: Director, Offbe of Inspection & Enforcement Att: Mr John G Davic, Acting Director, UFURC (15). ,

Director, Office of Management Information and Program Centrel, USHRC (1)' -

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SUBJECT:

MCAR 24 (itaued 9/7/78)  ;

Settle =ent of the Diesel. Generator Foundations and Building

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INTERIM REPORT 4 l

DATE: February 16, 1979.

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PROJECT:  : Consumers Power Company l

.11dland Plant Units 1 & 2 Bechtel Job 7220.

Introduction-This1 report is submitted to advise of the interim status of the project's actions reisting to the settlement of the diesel generator foundation and building as described in MCAR 24 and NCR 1482. This report27, describes 1978.

developments,and action since Interin Report 3 dated-December Descriction of Deficiency

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The general diesel generator foundation and building-settlements as of February 2,1979,- are'shown in Figures 1 and 2 and Figures 13 through3 16 (attached) . Figures 15 and 16 have been added since Interim Report and shew!the maximum / minimum ti=c settlement curves for the diesel .

generator building and one diesel generator fcundation .respectively. for It-should be noted that over the last 5 weeks the rate'of. sect'lement

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.these'foundationschas significantly decreased.

Corrective Action As discussed in.InterimLReport 3, preloading of the. diesel generator The preload  ;

building area was the selected option for corrective- action. '

sequence-consists of placing granular fill inside the diesel generator building and .for a distance of 20 feet outside the building. 'The level of preload will be brought up in 'a sequence in the designated areas as -

,shown in: Figures 11 and 12. The maximum expected' height o'f preload will

__be'20 feet cbove. final plant-grade..

The placement of .the preload between -the diesel generator building

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Because the turbine building!will utilize temporary retaining : forms

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• the turbine building is ;1ocated just north of the diesel generator buf1 ding,' the 'preload Lwill extend approximately -19 feet frcm the diesel

- -generator building' wall.

CPCo NOTE:. Ficure;15showsedateof1/19/79as'theendofpondfill. m

' The . correct date "is = 1/12/79

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= Interim Report:4 February. 16,.1979' .

Page'2.

The instrumentation installed in and around-the diesel generator building, j as shown-in Figures 1 and 17, will monitor settlement and changes in the H soil conditions as the preloa_'is d placed. Cross sections showing- .

' elevations of the Borros anchors and piezometers in the diesel generator. 1 l

building area are prewnted in Figures 23, 24 and 25. 'Mr. C.J. Dunnicliff, our soil' instrumentation consultant, is presently preparing a report .l _

summarizing details of installation:and monitoring of instru=cncation. l

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Activitics Ccmpleted Since the Previous Interim-Report

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-1. Monitoring Cracks in the Diesel Generator Building Walls The exi ting cracks-in'the diesel generator building walls have been mapped.co assist in the evaluation of the structure. Strain gages have been placed at select locations shown in Figures 17.and 18 to nonitor changes in crack width during the preloading operctions.

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On February 2, 1979,:the maximum recorded crack width was approxi-mately 28 mils.-

2. Utility Nonitoring. ,

.The underground utilities passing near and under the diesel generator building are being monitored during the preload operation. Pipe profile settlementigage measurements have been taken on selected .l pipelines by-Coldberg-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. ,

1 Additional profiling of'the condensate line under the diesel generator building will be performed af ter the' preload Steps IV, VI, and- VII l

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given by Table 1 of Figure 12,

!3. Soil: Exploration The soil borings and test pits addressed in MCAR 24, Interim Report 3

- have been completed. Locations of these borings, pits, and dutch

- ' cone penetrations 'are shown in Figures 7, 8, and 20. Cross i sect.1ons summarizing results of field work'in the tank farm and diesel

-generator building are presented in Figures 21 through 28. The Pocket penetrometer readings v che test pits are summarized on Figures 29 through 32,~ with '.ae test pit borings'shown in- Figure -40.

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MCAR'24 Interim Report:4

- Febtaary:16, 1979' Page 3 Results of density and compaction tests made in'the test pics arc

-presented in Figurc 33, with the percent. compaction referenced to ASTM D 1557.(56,000 ft-lbs).

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, Laboratory soil' te.sts have been performed by Goldberg-Zoino-Dunnicli

& Associates. Inc.. These results include data on moisture content, unit weight, plasticity, gradations, strengthe consolidation, co=paction, mineralogy, and cation exchange capacity. Graphical summariesJof the dicac1 generator building and soil shear plasticity, water strength are content, dry-unit weight, total unit weight, presented'in Figures 34 through 39.

These tc'sts indicate that the dicsc1 generator building backfill ca= pics-had:

l' a .' Plasticity. characteristics from nonplastic to low plasticity (Figurc 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)

- d. ' Total unit weights- between'112 and 143 pcf, averaging about .

133 pcf (Figure 37) ,

e.. Shear strengths' based'en unconfined-compression tect results l on'the sampics obtained ranged from approximately 100 to- V 3,646 psf (Figure 38)

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A shearfstrength to moisture content relationship as shown in

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Figure 39- 1 Additional laboratory tests are being made, including consolidated- l

• 'undrained triaxial tests in which consolidation pressures will bc selected to modc1' stress historics that vill be experienced-in thc .

-ficid'at the different' locations.

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e Bechtel' Associates Professional Corporation MCAR 24 Interim Report 4 .

February 16, 1979 Page 4~

~ 4 .' NRC Inspection Roport In rcsponse to the conflicts addressed in NRC Inspection Reports 50-329/78-12 and 50-330/78-12 dated November 14, 1978 FSAR'Changa Notice'1065 has been initiated to address Items a, b', c, and d listed in Section 4 of. Activities in Progr2ss for Interim. Report .

Further evaluations.of the additional' items are_ continuing and will be addressed in_ subsequent reports.

5. Evaluation of Underground Pipe for Preload Pressure The condennaru pipes (20" 0), srtrvice water pipes' (26" 0), and circulating water pipes (6' O . ad 8' 6) have been evaluated for the

_ pressure the'preload will impcse apen them.

The condensate and service water pipes can' resist the temporarily imposed pressure. The evaluation of the circulating watcr 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 cay not be needed. Tha roundness survey will be performed at key:preload levels to verify that the pipe vill not be adversely affected by the preload.

Activities in Progress

1. Strengthenin; of the Turbinc Euilding Wall

'The structures _in'the area,of:the preload have been evaluated.

.Because.of the close proximity of_the-turbine building, a ccaporary reinforcement of the below grade turbine building wall is required to support the lateral earth pressure resulting from the prelaad.

This.va11' reinforcement consist 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 steci

' braces; buttresses,.andicomposite reinforcement to the existing

, turbine building' vall. This work will be complated before the apreload-is'placed above el'644'-0".

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~2 '. - Peel'oad' Operation As of-PreloadinGL of the diccal generator: building:is continuing.

February'2,t1979, the granular fill material for the preload has

• been placed to the clevations-shown in Figurc 41.

3.. Cutting of the Condensate Pipelines

-'nte two 20-inch' condensate linec and two' 6-inch condensate lines shown in: Figures 9 and 10 have bocn cut outsida 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 be.providad in subsequent reports.

4. Evaluation'of Field Records Field density test records prepared by the testing ' subcontractor (tm) _

, are being-cvaluated;

5. Su= mary lof Plant Fil1~Under Seismic Category I Structures fill-

. Action: required for Seismiet Category I structures on plant ,

were discussed with'Dr. R. Peck, Bochtel's consultantA in. a meeting discussion of- ,

Jin Alburquerque', Neu Mexico,-on December 8, 1978.

the current status of these Seismic CategoryLI structures is given

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a) Tank / Farm-Field studies in the tat.k farm ares show generally stiff to

veryJstiff clay backfill: with some _ soft zones and' occasional

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me'diumito _very. dense' sand badkfillfoyer natural soils. . Current plans l involve filling thcLranks 'and measuring structure settle- ,

' ments. Loading / duration will"be determined based on predictions h; _

> q,ofLfuturc sectiement's; No surcharge in addition to'tanments'will be continued

' loading.is planned,-but: settlement-measure

- Jaf tcir; etmpletion of 'preloading.

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- o H' CAR.24 Interim Report.4 February 16,;1979; Page.6 b) Diesel. Generator Bu'.1 ding Field studies'in this area indicate that the backfill consists

.primarily of very soft to very stiff clay backfill with pochets and layers of very loose to dense sand backfill over natural soils. These clay backfill materialsLars Lighly-variable in

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out are relatively strength, moistura content, c,d unit veight',

uniform in plasticity and grain si:o distribution characteristics.

'The sands.also have relatively uniform grain ai:e distribution.

c) Diesel Fuci Tanks Field studies made adjacent to the diesel fuci tanks show-loose-to dense sand backfill and stiff to very stiff clay Settic ent backfill with some sof t enes over natural soils.

of these tanks will-bc monitored to observe the behav;sr of a

these-tanks.

d) Retaining Walls Adjacent to thc Service Water Pumphouse Borings in the retaining wall areas indicate that this wall may be supported by stiff to very stiff clay backfill over natural-soils. The_ wall will continue to be monitored to allow further evaluati r.n.

' Service Water Building Area on Plant Fill-

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> Borings in this. area indica'te loose to dense sand backfill exists adjacent to the building. Conditions of the building

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• are under evaluation.-

f) Service Water Pipes

' Borings adjacent to the service water pipes showed sott'to

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very stiff . clay backfill with occasional dense sand bacc. fill-over natural soils. Borings Q-3 through Q-7 (see Figure 7) indicated some'very soft clay backiill. These conditions are 1

'undcr ovaluation.. Thesa pipes will be monitored for settlement. l I

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. MCAR 24 Interim Report 4-February 16, 1979

• Page'7

6. Cooling Pond Fill Sinco November 8, 1978, the cooling pondAdditional has been filled from filling to the al 621.9 to its current level of 625.8.

" maximum level of M 7.0 vill be accomplished after the spring river-flows begin.

. Affect on Project Schedule According tc the present.schedulo, the 10-foot uniforr,preload stageFurther prelo will be reached during the middic of March 1979. The' removal of i

is dependent ,on the structural evaluation at that time. However, the the preload material is anticipated in late June 1979.

present proload schedule is not anticipated to impact the scheduled fuel load dates.

Submitted by: '

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.f DRAWING SLTfARY Figures Included in MCAR 24 0

. Submitted with Interim Report Figure Titic 1

Diesel Generator Building 1. 2 Settlement Data-3, 4 i 1 Foundation Settlement Monitoring

. 3, 4 2 settlement Record Tabla 3

3 Settlement Data 3

4 Settlement Data 3, h 5

Seismic Category I Structures 3

Sa Seismic Category II Structures

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Diesel Generator Building Bechtc1 Borings, Dutch Cone 7' Penetrations, and Test Pit Locations 3, 4 in Main Plant Area (1978) 8 Diesel Generator Building 3, 4 d

Boring Plan 3

9 Diesel. Generator Building I Undcrground Utilities Plan ..

Diesel Generator Building 3 10 Underground Utilities Section Diesel Generator Building 11 Proposed-Surcharge Requirements 3, 4 j Plan and Sections )

Diesel Generator Building .f 12:

, Proposed Sur barge Requirements 4 Sections and Details l

, Diesel Generator BuildinS 4 13 Settlement Data  !

t 14 Diesel Generator Building 4 Settlement DataL l 4

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- Diesel Generator Building- 4 Settlement Data Time Rate -

16 Diesel. Generator Pedestal 4 - 4'

. . Settlemant-Data Time-Rate ~ .

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4 17 - Instrument Location Plan 18 Diesel Generator Building Crack 4 Monitoring 19 Designations and Locations of 4-Survcyed Pipelin'es, ' January 1979 4

s - 20- Tank 1 Farm Boring Plan 4

21 Cross Section A-A' Tank Far=

4 22 Cross Section.B-B' Tank Farm 23 Cross Section D-P' Diesel 4 Gancrator Building ,

24 Cross Section E-E' Diesel 4 Generator Budiding-25 Cross Section F-F' Diesel 4 Generator Building 26 Cross Section G-G' Diesel 4 Generstor Building

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27- Crosc-Section H-H' Diesel 4 Generator Building 28 Cross.Section' I-I' Diesel ' 4 1 Generator Building --j Penetrometer Readings Test Pit 1

2? South:Wal1~ Diesel Generator Building 4- }

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Penstrometer Readings Test Pit 3 4

North =Vall Tank Farm Area 31 Penetrometer Readings Fist Wall of j

-Test: Pit-2: Condensate Water Tank 4

' Area,' Sheet liof 2,

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Penetrometer Readings East Wall of' j Test: Pit 2' Condensate Water-Tank 4

'l Area, Sheet-2-.of'2-4 33-

Tield Density Test Results .

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4 35 Water-Contene Versus Elevation

-. Dry Unic Weight Versus'Elevstion- -4 36'

- Total Unit. Weight Versus Elevation 4 37L ..

Shear' Strength Versus Elevation '4 38-39' Shear Strength Versus Moisture content Diesel Generator Building 4

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Test Pit Boring Logs 4 40_

41 Diesel Generator Buildtng 4

Praload Plan

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