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i SEP 171332-Docket Hos. 50-329/330 MEMORANDUM FOR: Elinor Adensam. Chief Licensing Branch f4, DL
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FROM:
George Lear, Chief Hydrologic & Geotechnical Engineering Branch, DE j
SUBJECT:
HEETING NOTES OF JULY 27 THROUGH 30, 1932 DESIGft AUDIT
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Plant Name: Midland Plant, Units 1 and 2 Licensing Stage: CL Responsible Branch:. LB #4; D. Hood,and R. Hernan, LPM In response to D. Hood's request, we have marked our coments on the enclosed applicant's advance copy of the meeting notes, covering the July 27-30,1982 design audit in Ann Arbor, Michigan.
Any questions that you may have on the review coments of the marked enclosure may be referred to J. Kane (28153) of my staff.
OrWna/ signed by GeeTt Lear George Lear Chief Hydrologic and Geotechnical Engineering Branch Division of Engineering cc w/o enc 1:
J. Knight L. Heller cc w/ enc 1:
D. Hood M
H. Singh, COE S. Poulos, GEI JDr_ 91i1l82.
DE:HGEB DE JKane:jn LH er
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Bechtel Associates Professional Corporation 777 East Eisenhower Parkway Ann Arbor, Michigan m4se es P.O. Box 1000, Ann Arbor, Mchigan 48106 n
ADVANCE CAP)y BLC-g,gg,
gg Consumers Power Company 1945 West Parnall Road Jackson, Michigan 49201 Attention:
Mr. R.C. Bauman Design Production Manager
Subject:
Midland Plant Units 1 and 2 Consumers Power Company Bechtel Job 7220 Meeting Notes No. 1655 Meeting Notes No. 1655 for the NRC audit of the soils remedial activities held July 27 through July 30, 1982, are attached for your inforeation and use.
Very truly youts, M
[./rdhA Mk$ 0 E.M. Hughes Ann Arbor Project Engineer
'R /NS/cs 8/4/1
Attachment:
Meeting Notes No. 1655 cc (all v/a):
D.B. Miller T.J. Sullivan R.A. Wells Written Response Requested: No En c\\osu<c 1
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.Bechtel Associates Professional Corporation 777 East Eisenhower Parkway.
Ann Arbor, Mchigan anermee. P.O. Sos 1000, Ann Attor. Mehgan 46106
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MEETING NOTES No. 1655 (7
MIDLAND PLANT UNITS 1 AND 2 I
CONSUMERS POWER COMPANY BECHTEL JOB 7220 DATE:
July 27 through 30, 1982 PLACE:
Bechtel Ann Arbor Office
)
SUBJECT:
Nuclear Regulatory Commission Audit of Soils Remedial Activities ATTENDEES:
Nuclear Regulatory Commission Consumers Power Company L. Heller
- D. Budzik*
D. Hood W. Cloutier J. Kane J. Cook
- J. Knight
- J. Meisenheimer F. Rinaldi J. Mooney N. Ramanujan NRC Consultants K. Razdan J. Schaub*
W. Chen T. Thiruvengadam C. Harstead P. Huang
- Bechtel J. Matra S. Poulos S. Affifi*
D. Reeve
- R. Samuels J.E. Anderson R. Rixford*
H. Singh*
T. Dabroviak*
C. Russell
- M. DasGupta*
S. Rys*
Bechtel Consultants B. Dhar P. Straube*
D. Griffith*
N. Swanberg E. Burke
- M. Henry
- R. Tulloch*
C. Gould*
B. Klein*
G. Tuveson*
J. LeGette*
V. Verma*
3 D. Lewis
- L. Young
- L. McElwee*
D. Zanese*
M. Rawson*
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Bechtel Associates Professional Corporation Meeting Notes No. 1655 Page 2 i
PURPOSES:
1)
To perform an NRC structural and geotechnical audit of the design and calculations for Midland soils remedial work 2)
To provide information necessary to the preparation of the Safety Evaluation Report (SER) 3)
Yo permit release of soils remedial work for con-struction PRINCIPAL AGREEMENTS:
J 1)
Based on the audit,j/. Knight and D. Hood of the NRC concluded that k) gb[ So, all technical soils issues were closed by this audit. There are some confirmatory issues which are outstanding. The applicant will provide information on these confirmatory issues as it becomes available.
2)
Agreements reached regarding specific items are listed below.
General Items 1.
NRC staff input for the final Supplemental Safety Evaluation Eeport (SSER) will include a summary of subsurface investigatio.n This item was previously resolved with the NRC staff. There was no technical discussion on this item during the audit.
2.
Staff input to the final SSER will describe laboratory and field testing This item was previously resolved with the staff. There was no technical discussion on this item during the audit.
3.
Staff input into the final SSER will include staff evaluation of pertinent soil profiles sectional views This item was previously resolved with the staff. There was no technical disc tsion on this item during the audit.
4.
Summarize the settlement history of Seismic Category I structures other than the auxiliary building (AB) and service water pump structure (SWPS)
Bechtel Associates Professional Corporation M43.ing Notes No. 1655 Page 3 This item was previously resolved with the staff. There was no technical discussion on this item during the audit.
5.
Long-term settlement monitoring plans duri_pg plant operation for ds A a spe~ff ants rf'*0 co ll re on tis o other structures M *5 f!tmGu
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panon hv es, This is a technical specifications item.M _qpec,o
_1 sevehed. The information will be provided to the NRC as part of the final safety analysis report (FSAR) technical specification submittal.
6.
NRC input into the final SSER will cover range of applied bearing pressures' static and dynamic loading A draft of FSAR Table 2.5-14, with bearing pressure data _fo the AB included, was provided for NRC use and is included as(Attachm pgg The staff reviewed the table and was satisfied with the information U
presented. This item is technically closed.
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7.
The applicant was requested to determine that 1.5 x FSAR seismic m
h p.sd-response spectra analyses are conservative for the AB, SWPS, and
&jp borated water storage tank (BWST) in comparison to site-specific 48 s response spectra (SSRS).
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The NRC staff reviewed calculations verifying that 1.5 x FSAR 8
.g response spectra envelop the results obtained by using the SSRS and 0
.? (o the FSAR response spectra for the AB, SWPS, and BWST. This item is s
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technically closed.
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The applicant has not provided comparative plots of floor response spectra that were requested by the staff for all buildings (seit,mic j f'S 6 margin review).
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Comparative plots of floor response spectra for selected floor in 7-elevations in the auxiliary building were shown to the staff for p
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information purposes only. However, it should be noted that.:he a, f @g c
use of the floor response spectra derived from the seismic margin C
a earthquake would be according to the seismic margin review criteria o
submitted earlier to the staff. The results of the seismic margin 8
cJ review will be submitted to the staff at a later date for the n f-f purpose of operating license review.
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Bechtel Associates Professional Corporation Meeting Notes No. 1655 Page 4 9.
l Test data on-9 and 10 Fox-Howlett rebar splices with up to 2%
strain'
- Copies-of test data up to 2% strain for 9 and 10 Fox-Howlett rebar splices were sent to the NRC consultant (Science Applications
-Institute) and were provided to the NRC during the audit.
The NRC found the information acceptable after preliminary review.
This item is technically closed.
- 10. Identification, inspection, and repair procedures for concrete crack repair Criteria for concrete cracks were agreed upon and are documented in 4
Consumers Power Company letter Serial 18371, 8/2/82. This item is i.
technically closed.
11.
Staff input into the final sSER will summarize geotechnical engi-neering review efforts and SHAKE computer code studies This item was previously resolved with the staff. There was no technical discussion on this iten during the audit.
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~ Auxiliary Building I
1.
Resolution of allowable vertical differential settlement and. strain that will stop underpinning construction and require installation of temporary supports i
The NRC stsff reviewed the allowable settlement calculations supporting
.the response to NRC Review Concern 3.
Items discussed included assumptions, metho ology, d 2. Q ft.*eu.! comvnentj or4 c\\
and results.
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-Teta wie hanges dtscheen'tlprovidesdefinitionsofalertandactionlevelswhich i
were agreed upon for underpinning activities. Attachment 3 provides i
numerical values which were agreed upon for use during Phases II, III, and IV.
Alert and action settlement levels for Phase III after installation p
of grillage beams at Piers E and W8 are based on strains recorded i
by extensoneters as indicated in Attachment 3.
No other acceptance criteria for strain will be used. This item is technically closed.
1 1-2.
Compaction control specification for granular fill beneath feedwater isolation valve pits (FIVPs)
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Meeting Notes No. 1655 Page 5 It was agreed that the fill beneath the FIVP will be tested using the procedures outlined in the Seabrook FSAR. A copy of a similar FSAR section was provided by the NRC. The fines portion of the fill will be nonplastic. This will be verified by the resident geotechnical engineer by appropriate testing (hydrometer or Atterberg limits). The backfill'will be properly moisture conditioned by soaking immediately prior to compaction. The soaking means will be approved by the resident geotechnical engineer. Compaction acceptanca criteria will be 95% modified proctor or 85% relative densityrbased N
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4tdditional compaction equipmentpm be qualified by the test fill "3
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Methodology for transferring final loads to permanent underpinning 33
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7 Mergentime/Hanson Drawings S-74 and S-74a were reviewed and found Q
s acceptable. Analysis of the permanent wall and preliminary design
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details were reviewed. Items included methodology, rebar stresses M
in critical areas, and connection to existing structure. This item 2o Dk$k is technically resolved.-
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Updated scope of construction for Phases III and IV k
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5, Resolution of pier and plate load test details on maximum test Ds ye\\o load, locations, and time for performing test M@NM The load test will be performed on Pier W-11.
The load sequence is
, ([)@!,2pg Mg to jack the load from 0 to 50% of the bearing pressure allowed for the seismic loading comhination, then decreasing the load to 25%,
and then increasing the load to 130%. The staff agreed that no N
additional plate load test is required. This ite:2 is technically closed.
6.
Long-term settlement monitoring plan during plant operation This is a technical specifications item.
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The information will be provided to the NRC as part of the FSAR technical specification submittal.
7.
FSAR documentation on as-built conditions This is a confirmatory item with all technical issues resolved.
The information will be provided to the NRC when it is availablexSr MRC l
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Meeting Notes No. 1655 Page 6 8.
Design modification at freezewall crossing with duct banks g
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The proposed method for backfilling monitoring pits will be provided i
prior to accomplishing the work. This is a confirmatory issue.wd,sh f.
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Resolution of required depths of construction dewatering wells e 4' My g "u i; 2..
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When v kJ excavating in cohesionless (natural or fill) soils, the groundwater h's#
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piers are E12, W12, E10, W10, E7, W7, E4, W4, CT1, CT6, and CT12. -Ao Ia
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5 feet below the, design bearing elevation / II water is encountered' g
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'shile drillin (the stratum will be sufficiently dewatered t'o_,provM d
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]M dent geotechnical engineer. This item is technically closed.
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- 10. Monitoring matrix showing allowable settlements and strains Mm
- 5M An updated copy of the monitoring matrix was provided. Alert and yg action levels will be added as agreed upon (see AB, Item 1).
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The staff agreed that no alert or action level needs to be established 4M*
for monitoring strain. However, the strain data are considered supplementary to understand the behavior of the building / This
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item is technically closed.
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- 11. Electrical penetration area (EPA) and cooling tower (CT) relative b
q $ "3 horizontal movement criteria 4
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The NRC staff reviewed drawings showing the gap detail between the b
EPA /CT and the turbine building.
t No acceptance criteria will be requfr$ fg horizontal movement during underpinning. Data from the [nsTrumentation measurements will be recorded,_-_ ______ _ _____. khisitemistechnicallyclosed.
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Bechtel Associates Profensional Corporation Meeting Notes No. 1655 Page 7
- 12. Changes in pier configuration Piers CT4X and CT9X located along Column line K at 5.9 and 7.2 will not be regtred.. Piers will be required af H,and 5, and at H and 8.
The NRC staff reviewed Mergentime/HansoR drawings r
snowing the details of these piers. This item is technically closed.
- 13. Details on stiffened bulkhead during drift excavation The NRC staff agreed with the drift / stiffened bulkhead design.
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- 14. As-built plan for deep-seated benchmarks l LN 4
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The NRC staff reviewed Drawings 7220-C-1490 and C-1491 showing as-3 Pc
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built locations of the AB deep-seated benchmarks. This item is O h 'h
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Review of Specification 7220-C-200, Emergency Actions 2
b The flowcharts of Specification 7220-C-200 were reviewed in detail. j This item is technically closed.
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,g Service Water Pump Structure U
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Complete staff review of sliding and lateral soil pressure calcula-h[q,1%.
tion under dynamic loading The NRC staff completed review of the sliding and lateral soil Qb pressure calculation. This item is technically closed.
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Resolution of pier and plate load test details on maximum test l f9 load, locations, and time for performing test
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The load test will be performed on Pier 1 (east side). The load 4
sequence is to jack the load from 0 to 50% of the bearing pressure allowed for the seismic loading combination, then decreasing the
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load to 25%, and then increasing the load to 130%. The staff agreed that no plate load test will be required. This item is technically closed.
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Meeting Notes No. 1655 Ce i Page 8 3.
Resolution of required depths of construction dewatering wells h$
eno ns h m E ot For, construe ion dewatering at the SWPS, 12 piezometers will be DjI provided. Six will be sealed in the zone from el 570' to el 590'.
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!?J other six will be installed at the subcontractor's discretion.
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sand is presenty/ Ai! _;11:
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NeMNhiEYete[ihta11ationS, the wells will be lowered _-:
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Methodology for transferring loads from jacks to permanent wall and 4NI ff
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Drawing 7220-C-2035, with the relevant parts of Specification 7220-C-194.
showing final load transfer procedures, were reviewed by the NRC
- - "j staff. This item is technically closed.
3,, a 5.
Long-term settlement monitoring plan during plant operation
' This is a technical specification issue,-dd 111 n'...i:21 i__- :
- 1":f. The information will be provided to the NRC as part of p,
the FSAR technical specification submittal.
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FSAR documentation on as-built conditions
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Strain monitor 1.
- o measure acceptable allowable strain
[3 mc concurred with the acceptance criteria fo oot errdh-f someters a.
- - % the June 14, 198 al and criteria for e/
10-foot extensometers as a the meeting of June 25, 1982, rf '---
(Item 220.10 cumented in the the meeting by A
i ated July 19, 1982. This item is technical 1 %
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i Bechtel Associates Professional Corporation Meeting Notes No. 1655 Page 9 7.
Staff input into the final SSER will describe computed earth pres-sures under both static and dynamic loading and design methods Review of computed earth pressures was completed. This item is technically closed.
8.
The NRC staff is to review and evaluate the applicant's analysis as identified in response to Request 2.8 of Enclosure 8, NRC letter dated 5/25/82 (interaction of circulating water and SWPS wall).
The NRC staff reviewed the drawing showing the gap between the circulating water pumphouse and the SWPS, and compared this gap with the predicted deflections for each structure. The gap is considered acceptable to accomodate the expected movements. This item is technically closed.
9.
Check dowels for shear and tension capability The staff reviewed the design calculations, discussed the design methodology, and determined the shear and tension capability of all connections to be acceptable. This item is technically closed.
Borated Water Storage Tank i
1.
Long-term settlement monitoring' plan during plant operation This is a technical specification issue.
resetem6. The information will be provided to the NRC as part of the FSAR technical specification submittal.
2.
FSAR documentation on as-built conditions This is a confirmatory item with all technical issues resolved.
The information will be provided to the NRC when availabley[or.,h CL ratw, 4
3.
Staff calculational review for governing loading combinations in structural design The NRC staff reviewed the calculation for design of the new ring beam foundation for all applicable load combinations. The governing load combination is:
V = 1.4D + 1.4T + 1.4F + 1.7L + 1.7H + 1.9E The staff also reviewed the methodology used for design of a typical section considering all forces and moments. This item is technically closed.
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Meeting Notes No. 1655 MN O
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Underground Piping y
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Staff evaluation of previously submitted reports on underground piping not completed
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The NRC staff reviewed the calculations for stresses due to. seismic kb m.,
and settlement effects. The staff agreed with the assumptions,
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methodology, and results of the analysis.
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as requested plus settlement markers at each end of transition 4.R T
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zones of replaced /rebedded pipes as shown on Drawing 7220-SK-C-745.
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The applicant also agreed to change the monitoring frequency to g
once per month for the first 6 months of plant operation.his yq will be written into the technical specifications. This item is g
technically closed.
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The applicant's proposed reinstallation of 26-inch and 36-inch 9 (* '< 3 0 $
diameter pipes including review of analysis, properties of backfill, o' $ D N $,
extent of excavation details of transition, and controls during g gq c construction 94 O
The staff visited the site to review the arrangement of the service I ~ h%
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water piping in the SWPS.
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- C 4jD was reviewed and approved. The applicant provided a preliminary 4*h stress summary table for the piping to be reinstalled. The final j D M Eg w
3eM S table will be provided by August 20, 1982. Drawing 7220-SK-C-745 I
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was marked up to show the settlement and strain monitoring locations QED g
that were agreed upon. A copy of this marked-up drawing is included A
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Properties of the proposed backfill were provided for review. It g
3 is presently planned to use a mixture of sand, cement, and fly ash.
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A proprietary product of this type is "K-Krete".
,4 The next FSAR revision will document the design for the reinstalled piping, properties of the backfill material, and the stress summary D
table. This item is technically closed.
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9 Bechtel Associates Professional Corporation Meeting Notes No. 1655 Page ll' 3.
Plant control restricting placement of heavy loads over buried piping and conduits This is a technical specification item. 'th eli ter
1 i;; cs W The information will be provided to the NRC as part of the FSAR technical specification submittal.
4.
FSAR documentation on as-built conditions This is a confirmatory item with all technical issues resolved.
The information will be provided to the NRC when it is available.
5.
Technical specification proposal by applicant for long-term settle-ment and strain monitoring plan during plant operation This is a technical specification item,.-i;h all ;cch..ical ios as
- 1. J. The information will be provided to the NRC as part of the FSAR technical specification submittal.
Diesel Generator Building Analysis 1.
Resolution of assumptions (structural rigidity) and completion of analysis that uses correct settlement values; documentation of these results with comparison to recorded and predicted settlements The NRC staff reviewed calculations for the diesel generator build-ing which included settlement effects prior to, during, and after surcharge, including predicted values for the life of the plant.
The maximum calculated stress for the period March 28, 1978, to August 18, 1978, is approximately 11 ksi.
Bearing pressures were reviewed and found to be acceptable. Thu
-item is technically-cluset.
2.
Long-term settlement monitoring plan during plant operation This is a technical specification item.M t'
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mese4,es. The information will be provided to the NRC as part of the FSAR technical specification submittal.
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.s Beghtel Associates ProfessionalCorporation Meeting Notes No. 1655 Page 12 Permanent Dewatering-1.
Resolve availability of 60-day period in view of recharge rate in wells in AB railroad bay area The applicant reviewed with the NRC staff the events related to the rupture of a construction water pipe which affected the recharge response in the railroad bay area.
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period to initiate shutdown. This period will be documented in the 3 07 )
technical specifications. A report will be submitted after systea 3
installation to document the water contours developed by the per-
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o manent dewatering system. This report will provide final verifica-33 tion of any water source in the railroad bay area. This ites is a
technically closed.
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Requirements of permanent dewatering system during plant operation
.T This is a technical specification item with all technical issues
%3 resolved. The information will be provided to the NRC as part of R-the FSAR technical specification submittal.
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Results of typical well fines mo'nitoring
', 5 e The applicant provided typical results from the July fines monitor-
'{p ing of the AB construction dewatering wells.
Well 5 micron (ppm) 50 micron (ppm)
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E-7 0.5 0.2 E-8 1.1 0.4 E-9 0.5 0.3 E-46 0.6 1.0 4
This item is technically closed.
[3 k BT Prepared by:
3 N.W. Swanberg
- G Assistant Project Engineer j f 8/4/1 l
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Attachments:
1.
Draft FSAR Table 2.5-14 l
f 2.
Definitions of Alert and Action Levels for Underpinning f
Activities 3.
Numerical Values for Phases II, III, and IV for Under-
- hd pinning 4.
Markup of Drawing 7220-SK-C-795 ww--
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4 Att:Chment 1 Shest 1 n Dume Isa.rsan TABLE 2.5 14 Sts.IARY OF CoeffACT STRESSES Ale ULT 3 HATE BEAtleeC CAPACITY FOR FOUISATIcess
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Ultimate Liver.
Croce IIet Dead and and Bearises and g 3 4,,g Foundatioss Dead and and Seismic Setemic Capacity Dead and Soiesia f
pigye,g l
Wuest
.Suseertine seile_ Blevation_ Live Load Live teed Lead __
Emed _ (Ib/f t' 1 Live Imed Lead i
Category I Strisctures 7
}z7 j
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n.
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id 1..
- 3. w.
1,. =
u.
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buildisege natural coheelve j
eetle W'45 fl(
@gdia f.
.,Aemil,1ery building very stiff to hard 562 85*808
.A 00
$ 0
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70m f.
aree' 'A natural coInesive
,I soile
($y
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,6, geo gr
%.c dK ve 7.,,
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and C net.rai
.sve 3
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do A
so /
saep 45.
[g
$g K
4-
[I040 umille very stiff to hard 556 Area af y building natural coInesive I
-ne
. ;0, i4'.,
y.
'p,,
,y,,,I,
- /,',w 7%e gA, seer,wn.in, iu ver,su u t.
a on n-en..
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- 63. 5 15....
7 00 000 00 6 oo Area C ;r, Su ikee '
i
+1
[d hoo
,y a
og ggoo 3..
3 I *f,y building Sone 2 61.
JW W
W b"'
Y I#
Aemiliary building very stiff to hard 569 S..
s.J A
,20 8 Atee. I and J'"
natural coleesive
/800 O
$200 2400
- II' o.ed ete d soedst w p g,p fo'2]
g.a
.L w i 6 tL. ei u Table 2.5 14 Q
WI fra dJuJe bil/ al teheet 1)
\\d IT.t V0Jtdtl l
[ d)i" lfMe (
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3 1
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i
.4 Sheet 2 l
MIDI.ABE) 1&2-FSAR TAst2 2.5-14 (continued)
Contact i
Stress Beneath Footig)
--.ct.e.r of s.a.f.e.t.y Ib/ft _. - -.
Fa
(
Groes niet 1
- Dead, Dead.
Not
- Dead, I
- Live, Live, Ultimate
- Live, l
Cross Net Dead and and Searing and Foundation Dead and and Seismic Seismic Capacity Dead and Seismic Unit Supportioq Soils Elevation Live Load Live Load Load Load (Ib/fta1 Live Load Lead 77 Auxiliary building Very stiff to hard 579 181 883 88' Areas K and Ij'8 natural cohesive g
,(. g t 50,000 soile l
j Feedwater isolation structural sand 601 4,200 see 10,100 5,800 25,000 4.3 g
@ lve pit backfill Diesel generator zone 2
620 4,400 3,600 5,700 4,900 14,000 3.9 2.9
^
44(L ly,t-l building Diesel generator zone 2
628 1,670 900 2,050 1,300 0,000 8.9 6.2
< xw'I pedestal founda.
I tion h
Sorated water zone 2 629 2,000 1,400 4,600 4,000 12,000 8.6 3.0
- h f 88' (1o if,]f storage taak seryd e water Pusp At%gt.wami c ucture j
g Underpinning Walla very stiff to hard 587 11.220 7.845 23,110 19,735 52,000 6.6 2.6 natural cohesive f
I t,
I soils
/,
c' l
Lower mat very stiff to hard 587 4,920 4,500 13,550 13.100 50,000 11.1 3.8 a:tg2**=i-e eoy u e dim 6r m.
y
~
5
. -i ou..wt %
i j
677 suts W e., a+4 ox.
l
@ w * ~ -f;,d ga y.
rable 2.5-14 (eheet 2)
Revision 44 l
6/02 i
i
e
+-
Attar.hment 1 Shest 3 l
1, NIDLA8e 1&2-FSAR I
TABLE 2,5-14 (continued) l contact Stress Beneath l
Footing)
(Ib/ft Factor of Safety 9
Gross Iset Dead -
- Dead, Iset
- Dead, i
- Live, Live, Ultimate Live.
44 Cross Net Dead and and Bearing and i
Foundation Dead and and Seismic Seismic Capacity Dead and Seismic i
Unit Supportingr So!!s Elevation Live Load Live Load Load Load (Ib/fts) Live toad __ Load l
t l
Circulating water very stiff to hard 596.5 4,030 3,800 4,090 3,900 25,000 6.6 6.4 isolation system natural cchesive s
i soils and dense
}
natural sands Isote Factor of safety is defined as the ratio of not ultimate bearing capacity to net contact stress beneath footing.
]'aefer to Figure 2.5-47 for auxiliary building areas.
e le i
___'_-?__;___
---'-L_______^L,
-'--'--'-__a,...c
Refer to Table 2.5-10 for description of Eone 2 soil.
"'For these cases, the applied loads are less than or about equal to the depth of echt times the unit 44 weight of the soil. Therefore, not loads are negative or insignificant and the f actor of safety against bearing capacity failure is not applicable.
1 2.10A9 /S 7 / M k S F D tRerl>
TO JAFCA3 D, E f F
/ys f grspj 7-og TME VMDaQPavmms-ycAPrsosv, (4**
k*L)
.c cxoss sox. Fxesse,ec oxofaa 7/f asc9s
/? rMau 4 Ass ums DM WAMA TAAdd
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ll ',
I 6
4 i
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J l
j Table 2.5-14
?
(sheet 4) j Revision 44
+
6/02
4
+
Attcchment 2
[
Sheet 1 e
Alert Level All values up to the alert level are considered to be within normal working ranges.
i Settlement readings should be reviewed by the resident structural engineer daily. In general, for readings below the alert level, attention should be focused on the value of the readings versus the construction progress and any indication of trends that would indicate the alert level will be exceeded.
i Once the alert level is exceeded, the site resident engineer must inform l,
engineering in Ann Arbor of the situation. The data including i
information from the other appropriate data mechanisms should be a
j evaluated in total. Where trende exist that indipate the action level is, oncl irrw At..;// aJ rEcu,fm i p0'e'. '
f j
likely to be reached, plans,should be evaluated to remedy the situation. OdQn 'p"'l j
L..,
. s.,,
(Note: It is recognized that the evaluation may well conclude that no
. r../
1
. changes are warranted.)
i i
i i
Action Levels
- t i
$vtnha) 5they,54g Waluesg w... vt the action level must be reviewed by the resident i
structural engineer and as soon as possible by engineering in Ann Arbor.
I i'
J
.g i
l 1
4 6
0
--..-.....e._,.
....,-y..
s
., - ~. -.
--.--...,_..,.--,.,,,n,,-...,.-,.,..n,.,
.~.n,,,n.n--,-.-,.,.,,,,-.-.,,,,--.,--,,,,-,_,.,n-
Attcchment 2 Sheet 2 4 & Aucnwa in sp.@ak c-2=
Plans,should be initiated to modify the cendition that caused the i
(enM settlement reading to & the action level. Consumers Power Company must be informed of the revised plan so that the NRC can be advised of the situation. The revised plan shall be initiated immediately upon verbal notification by the resident structural engineer.
(va* -
T* *r
-22;-aul.l in.6 61 svaAustion may wuAA concAuus 6u=6 uw wi'aus==
26-
-- r---t:f ? 12 vuilo.
- rer-- rt L,..
acuou level occurs, immediate. _ _
- ** r ;i ll 1: :' :; ; r I;; _1.'i,.
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odtons he implemf oTm'd,boc!2 Ochor3 i
i
(
i l
- - Cracking levels correspond to these definitions for Alert and Action.
/dj s
072801 4
REMEDIAL SOILS sweet i SETTLEMENT MONITORING MATRIX i
C A 3 STRAINS 4 0010 -
l C 8 ) STRAINS >-OOIO 1
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