ML19322A312
| ML19322A312 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 02/23/1979 |
| From: | Howell S CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | James Keppler NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III) |
| Shared Package | |
| ML19322A310 | List: |
| References | |
| HOWE-58-79, NUDOCS 7904060461 | |
| Download: ML19322A312 (12) | |
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U:nT !!0 1, DCCi~7. ?!0 5C-329 U'!IT :.0 2, DOCKET H0 50-330 SE'C1E'!?UT OF DIESIL Gi.!I.:U.TG? F:G~DATTO: S A::D FUILDI:!G S E Ecvell letters to J G Keppler; Midland Iiuclear Plant:
Reference:
Unit : o 1, Decket I:o 50-329; Unit !!c 2, Docket '!o 5D-?30; Settlement of Diccel Generctor Feu-datione teld I;ildinr:
a) Seria.1 Ecve-133-73; dn ed 6tember 29, 1973 b) Ferial Eeve-2 Y ~3; dated November 7, ic-8 c)
Serial Hove-267 ~8; d ted Decenber 21, 1978 d) Serial Hove-1-79; dated Janu:.r; 5,1979 This letter, as were the referenced letters, is an interim 50.55(e) rer:rt on the settlement of the diesel generator foundatiens and build.ing.
'."he enclosure provides the status of the actions being ta?.en to resolve the probier.
Another report, either interi.s or final, vill be sent on er before April 30, 1979
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Enclosure:
MCAR 2h, Scttic=ent of the Diesel Generator "cundations and Buildi'.g, Interir. Repor: #h, dated February 16, 1979 CC: Director, Office of. Inspection 't Enforcement Att: Mr John G Davis, Acting Director, UF!!?C (15)
Director, Office of Management Information and Pror.; ram Centrol, US GC (1) 79040604Gi h.mu
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>Bechtel Associates ProfessionalCorporation
SUBJECT:
MCAR 24 (issued 9/7/78)
Sectiement of the Diesel Generator Foundations and Building INTERIM REPORT 4 DATE:
February 16,.1979 PROJECT:
Consumers' Power Company-Midland Plane Units 1*& 2 Bechtel Job 7220
- Introduction This _ report is submitted cof advise of the intarim status of the projcet's actions.rclating to the sctclement of the diesel generator foundation and building as. described in MCAR 24 and UCR 1482. This report describes 27, 1978.
developments,and action since Interin Report 3 dated December
.Descriotion of Deficienev
, The general diesel generntor foundation and building settlements as of February 2, 1979, arefshown in Figurcs 1 and 2 and Figures 13 through 16 3
(attached). Figures 15 and 16-have been added since Interim Report curves for the diesel and show the maximu=/ minimum ti=c sattlement l
. generator' building and one diesel generator foundation, respective y.
It should be noted that over the last'S weeks the race of sett' loment
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for
'these' foundations has significantly decreased.
Corrective Action As discussed in.Interin Report 3, preloading of the. diesel generator The preload building area wcs the selected' option for corrective action.
sequence consists of placing granular fill inside the diesel generator l
The level building and for a distance of 20 feet outside the building.
of preload'will.be brought up in a' sequence in the designated areas as shown in Figures 11 and 12.
The maximum expected height of preload will
'be'20 feet!cbove final plant grade.
diesel generator building and
_Thel placement oflthe preload between the Eccause the turbine building will utill:e temporary retaining forms.
the turbine' building is located just nort.h of the diesel generator building, the preload will-extend approximately 19 feet from the diesel generator building wall.
CPCo NOIE: Figure 15 shows a date of 1/19/79 as the end of pond fill.
Thecorrectdate'is1/12/T9 1
x Bechtel Associate ~s ProfessionalCorporation MCAR 24 Interim Report 4
. February '16, 1979' Page 2 The instrumentation installed in and around thc diesel generator building, and changes in tha as,shown in Figures 1 and 17, v111 monitor settlement soil conditions as the preload is placed. Cross sections showing elevations acf. the Borros anchors and piecometers in the diesel generator Mr. C.J. Dunnicliff,
. building area are premonted in Figures 23, 24 and 25.
-our soil instrumentation consultant, is presently preparing a report sum =mrizing details of installation and monitoring of instru=cncation.
Activitics Ccrpleted Since the Previous In crim Report
. Monitoring Cracks in the Diesel Generator Building Walls 1.
The existing cracks in the diesel generator building walls have Strain been mapped to assist in the evaluation of the structure.
gages have been placed at select locations shown in Figures 17 and 1C to conitor changes in crack'vidth during the preloading operations.
On February 2, 1979, the maximum recorded crack vidth was approxi-mately 28 mils.
2.
Utility Monitoring The underground utilities passing near and under the diesel generator building are-being monitored during the preload operation. Pipe profile settlement gage measurc=ents have been taken on selected j
. pipelines by Goldberg-Zoino-Dunnicliff & Associates under the
. direction of Mr. C.J. Dunnicliff. Figure 19 shows the loca:Lon or
.~all the surveyed pipelines and the locations of the readout points.
Additional. profiling of.tha condensate line under the diesel generator building vill be performed after the preload Steps IV, VI, and VII given.by Table 1 of Figure 12.
3.
So11' Exploration 3
The soil-borings and test pits addressed in MCAR 24, Intsrim Report chave been ce=pleted. Locations of these borings, pits, and dutch I
cone penetrations are shown in Figure: 7, 8, and 20.
Cross sections summarining results of field work in the tank farm and dieselThe generator building are presented in Figures 21 through 28.
pocket penetrometer readings in the test pits are summarized on
. Figures.29 ' through 32, with the test pit borings shown in Figure 40.
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F Bechtel Associates ProfessionalCorporation
- MCAR 24:'
Interim. Report 4 February 16,'1979' Page 3 Rasults of densityLandLcompactica tests made in the test pits arc
-presented in Figurc 33, with the percent compaccion referenced to ASTM-D.1557 (56,000 ft-lbs).
Laboratory soil tests have been perfor:ed by Goldberg-soine-cunnicliff
& Associates, Inc. These results include data on moisture content,
-unit weight, plasticity, gradations, strength, censo11dation, conpaction, mineralogy,'and cation exchan;e - capacity. Graphical summaries of thc dicscl_ generator building soil plasticity, water and shear strength are
. content,-dry unit weight, total unit weight, presented in Figures:34 through 39.
These tc'sts indicate that the dicsc1 generator bailding backfill
- sampics had:
Plasticity characteristics from nonplastic to low plasticity a.
'(Figure 34)-
Moisture content from approxiancely 2 to 35% averaging about b.'
13% (Figure 35)
Dry unit weights between 96 and 130 pcf, averaging shout c.
120 pcf (Figure 36)
Total unit weights between 112 and 153 pcf, averaging about d.
'133 pcf (Figure:37)-
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results
- Shear strengths based on unconfined compression test on'thelsampics.obtained ranged from approximately 100 to a.
< 3,646 psf '(Figure 38)
'A. shear strength to moisture content relationship as shown in
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f.1 7 Figure 39
'Additiona1>1aboratory tests are being made, including consolidated-undrained triaxial tests in which consolidation pressures will be selected to model stress histories that vill be experienced in the field at the different-locations.
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!Bechtel Associates ProfessionalCorporation
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MCAR 24 Interim Report 4.
February 16, 1979' Page 4
- 4 '.
NRC Inspcction 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 3.
listed in Section 4 of Activities in Progress for Interim Report Further evaluations of the additional items are continuing and vill be' addressed in subsequent reports.
Evaluation of Underground Pipe for Preload Pressure 5.
The condensate pipes (20" 0), service water pipes (26" 0), and circulating water pipes (6' 0 and 8' 6) have been evaluated for the pressure the preload will impose upon them.
The condensate and service water pipes can resist the te=porarily The evaluation of the circulating watcr pipes imposed pressure.
A survey indicated that te=porary internal bracing may be needed.
was made on the roundness of these circulating water lines which showed that the bracing may not be needed.
Ihc roundness survey the pipe will be performed at key preload levels to verify that will not be adversely affected by the preload.
Activities in Prcgress Strengthening of the Turbinc Building k'all 1.
The structures in the area of the preload have been evaluated.
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Because-of the close proximity of the turbine building, a ec=porary 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 tic rods between the buildings, shimming of the turbine building wall to existing structural elements inside the turbine building, and adding steci to the existing braces, buttresses, and cociposite reinforcement turbine building wall. This work will be completed before the preload is placed above el 644'-0".
- Bechtel Associates Professional Corporation MCAR 24~
Interim Report 4
' February-16, 1979 Pago 5 2.
-Preload Operation As of Preloading of the diccel generator building is continuing.
February 2, 1979, the granular fill material for the proload has been placed to 'the clevations 'shown in Figurc 41.
3.
. Cutting of the Condensate Pipelines The two'20-inch condensate lines and two 6-inch condensate lin wall to prevent potential overstressing of the pipes d Continued surveillance will be'provided on the cut pipelines and further evaluation will be provided in subsequent reports.
4.-
Evaluation'of Field Records Field density test records prepared by the testing subcontractor (UFT) are.being evaluated.
Summary of Plant Fill Under Seismic Category I Structurcs
-5.
l t fill Action required'for Seismic Category I structures on p anin a meeting were discussed with Dr. R. Peck, Bechtel's consultantA discussion of in Alburquerque, New Mexico, on December 8, 1978.
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 sof t tones and occasional Current medium to very dense sand backfill over natural soils.
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. plans -involve filling the tanks and measuring structur No surcharge in addition to tank ments.
l loading is planned, but sctclement measurements will be continu of future settlements.
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- af ter ccmpletion of prelor 'ing.
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Bechtel Associates ProfessionalCorporation NCAR~24~
E nteri= Report 4a I
. February 16,1979 :
Page 6-
~ b)-
Diesel Generator Building 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 These clay backfill =aterials are highly variable in soils.
and unit weight, but are relatively
. strength,. moisture' content, uniform in plasticity' and grain si c -distribution characteristics.
The'aands also have relatively uniform grain size distribution.
c)
Diesel Fucl Tanks k
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, Field' studies made adjacent to the diesel fuel tan s s ow loose to dense ' sand backfill and stif f to very stiff clay Sctric=ent backfill uith sece soft tones over natural soils.
of 'thesc: tanks will be monitored to observe the behavior of these tanks.
.d)
Retaining Walls Adjacent to the Service Water Pumpheuse Borings in the retaining wall arcas indicate that this wall may be supported by stif f to very stiff clay backfill over
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natural soils.- The wall will continue to be conitored to
-allow further evaluation.
e)
- Scrvice Water Building Area on Plant Fill
. Borings in this area indicate loose to dense sand backfill exists sdj acent to the building.- Conditions of the building are'under evaluation, 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 -(sce Figure 7) indicated some very sof t ' clay backfill. These conditions are under evaluation.- These pipes will be monitored for settle =ent.
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-Bechtel Associates ProfessionalCorporat on A
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 Additional filling to the al 621.9 to its current level of 625.8.
maximu=. level of M7.0 will be acecmplished af ter the spring river-flows begin.
Affect'on Project Schedule According to the present schedule, the 10-foot uniform preload stageFurther preload will be reached during the middic of March 1979.
The re= oval of is dependent,on the structural evaluation at that time. However, the the preload material is anticipated in late June 1979.
present preload schedule is not anticipated to impact the scheduled fuel load dates.
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Submitted by:
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DRAWING S'JZMARY Figures Included in MCAR 24 Submitted with Interim Recor
Title:
Figure.
Diese1' Generator Building 1, 2 l'
Settlement Data 3, 4 Foundation Settlement Monitoring 1
3, 4 Secclement Record Table 2.
3 Settlement Data 3
3 Settle =ent Data 4
3, 4 Seismic Category I Structures 5
3 Seismic Category II Structures Sa 3
Diesc1 Generator Building 6
Bechtel Borings, Dutch Cone 7
Penetrations, and Test Pit locations 3, 4 in Main Plant Area (1978)
Diesel Generator Building-3, 4 8
Boring Plan 3
Diesel Generator Building 9
Underground Utilities Plan Diesel Generator Building 3
10 Underground Utilities Section Diesel' Generator Building 11 Proposed Surcharge Requirements 3, 4 Plan and Sections Diesel Generator Building 12 Proposed Surcharge Requirements 4
Sections and Details Diesel Generator Building 4
13-Settlement Data Diesel Generator-Building 4
- 14
' Settlement Data e
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Diesel Generator Building 4
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15-Settienent Data Ti=e Rate e
Dies.1 Generator Pedestal 4 L16 4
Scttlenent Data Tine Rate
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4 Instru=ent Location Plan 17 Diesel Generator Building crack
- 18 4
Monitoring Designations and Locations of 4
19 Surveyed Pipelines, January 1979 4
20l Tank Farm Boring Plan 4
Cross Section A-A' Tank Farm 21 4
Cross Section B-B' Tank Farm 22 Cross Section D-D' Diescl 23 4
Generator Building Cross Section E-E' Diesel
- 24 4
Generator Building Cross Section F-F' Diesel 25 4
Generator Building Cross Section G-G' Diesel 26 4
Generator Building Cross Section H-H' Diesel
-27 4
Generator Building Cross Section I-I' Diesel 28 4
Generator Building Penetrometer Readings Test Pit 1 29 4
South Wall Diesel Generator Building Penetrometer Readings Test Pit 3 30 4
-North Wall Tank Farn Area Penetrometer Readings East Wall of 31 Test Pit 2 Condensate Water Tank 4
. Area, Sheet 1 of 2 Penetrometer Readings East Wall of 32
' Test Pit 2-Condensate Water Tank 4
Area, Sheet 2 of 2 4
Field Density Test Results 33 c
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. 34 Plasticity Chart
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- 35 Water Content Wrsus Elevation 4
36 Dry Unit Weight Versus Elevation 4
- 37
. Total Unit Weight'Versus Elevation 4
38 Shear Strength Versus Elevation 39.
Shear. Strength Versus Moisture Content 4
Diesel Generator. Building 4
. 40
. Test Pit. Boring Logs Diesel Generator Building 41 4
Preload Plan S
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4
'2/6/4'.
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