Text

Responses to NRC Requests Re Plant Fill, Vol 2
	ML19309D504
Person / Time
Site:	Midland
Issue date:	04/01/1980
From:	Howell S; CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:	;
Shared Package
ML19309D497	List: ML19309D496; ML19309D501; ML19309D504;
References
	NUDOCS 8004100390
	Download: ML19309D504 (50)
	v • d • e

{{#Wiki_filter:, 10 CFR 50.54(f) nE' " Midland Plant Units 1 and 2 g TAN g Revision No.6 To Responses to NRC Requests Regarding Plant Fill Unit 1: Docket 50-329 Unit 2: Docket 50-330 h Consumers Power Company n. ,w.

Bechtel Associates Professional Corporation DISTRIBUTION AND ACKNOWLEDGEMENT FORM TO: IdkCL Return to: Bechtel Associates Holder of Set Number: SPE Professional Corporation P.O. Box 1000 Revision Number: 6 Ann Arbor,!!I u8106

Subject:

Distrib. and Acknowledoc. Attention: Linda Hultquist Job 7220 - FSAR The enclosed material is a revision to the Responses to the NRC 10 CFR 50.54(f) Requests Regarding Plant Fill. The holder of each set is responsible for collating revisions into his set. (Use the enclosed list of effective pages for guidance.) In order to verify receipt of the enclosed information, please sign the acknowledgement below and return the entire form within 30 days to me at the above location. If any of this material is missing, please indicate in the space provided below. If you transfer your assigned set (s), please indicate in the space below the set nurber (s), party (ies) and railing address (es) so that further material can be sent directly to the new set holder (s). Set Number (s) Name of Party (ies) Address (es) The following material was nissing: I hereby certify that I have received the material, except as noted. Signature of Set Holder. Date

r l Instructions for Inserting Revision 6 into RESPONSES TO NRC REQUESTS REGARDING PLANT FILL Note: Due to added pages we had to go to a Volume 2 - Please replace covers and spines in your Volume 1 binder. If you have any questions, please call Linda @ x7340. REMOVE INSERT VOLUME 1 Revision 6 Letter cover cheet cover sheet LOEP 1 to 11 LOEP 1 to 14 TBL 4-lc (pages 4-10, 11) TBL 4-lc (pages 4-10, 11) Supplemental Information to Question 24 (insert this after Question 24) VOLUME 2

1. Start Volume 2 with Question 27 - add Supplemental Information to Question 27 after Question 27 and before Question 28.

2. Put Appendix A at the back of the entire report,

[m\\ CONSUMERS POWER COMP /JiY APPLICATION FOR RFACf0R CONSTRUCTION PERMIT AND OPUTATING LICENSE DOCKET NO 50-329 DOCKET NO 50-330 AMENDMENT NO 76 Enclosed herewith, revising and supplementing the above-entitled application, are revised and new rages for incoryoration in the Responses to NRC Requests Regarding Plant Fill. The Responses to NRC Requests Regarding Plant Fill was referenced by Anendment 72 to the above dockets on December 19, 1979. The enclosed material consists of the following: 1. Corrected Faces h-10 and h-ll to Soils Settlement Question h, 2. Supplemental material to Soils Setttement Question 24 consisting of: (a) criteria utilized to select and locate observation vells; (b) the location plan of buried concrete pipe. 3. Supplemental material to Soils Settlement Question 27 consisting of: [ '} (a) thirty-one (31) additional primary / secondary diesel generator \\m / consolidation curves; (b) curcharge piezometer behavior graphs before, during and after removal of the surcharge; (c) piezometer installation information. h. A new Appendix A consisting of a summary of the remarks by the Consumers Power Company /Bechtel Consultants made during the site meeting with the NRC Staff and their consultants on February 27 and 28,1980. 5 Changes relating to the above (Tables of Contents, Figures, Tables, etc). These new and revised pages bear the notation " Revision 6 Oh/80," and are marked in the margin to indicate where changes or new materia] is submitted. Additional pages and figurcs have been added as ref1ceted on the revised " List of Effective Pages." Consumers Power Company Dated: April 1, 1980 By /s/ Stephen H. Hovell Stephen H Howell, Senior Vice President Sworn and subscribed to before me on this 1st day of April 1980. A ) (SEAL) /s/ Betty L. Bishop 1 'J Notary Public, Jackson County, Michigan My commission expires September 21, 1982

_ =. i i l i i, l* L i i I l RESPONSES TO THE l j NPC 10 CPR 50.54 (f) REQUEST l 1 ) REGAPDINC PLANT PILL j i j FOR { 4 i "IDLAND PLANT P1ITF 1 AND 2 l l l COMSUMERS POFFR COMDANY i l DOCKET MUMBERS 50-329 AND 50-330 l t i ( i i i i i Consisting of: 1. Preface -l 2. Responses to the I 35 Questions l 3. Consultants' Sumraries l 4 t 1 E 1 l 1 I i i j Report Date: Anril 28, 1979 l Fevision 1: May 31, 1979 l 4 Revision 2: July 9, 1979 _ 1979 i i Revision 3: September 13, _Pevision 4: -November 13, 1979 i Revision 5: February 29, 1980 Pevision 6: April 1,.1980 l 1 0 I f i i t

8, I i f J i i r RESPONSES TO 10 CFR 50.54 NRC REQUESTS REGARDING' PLANT FILL LIST OF EFFECTIVE PAGES ^ This list of ef fective pages identifies those text pages, l tables,. figures, and attachments that are currently ef fective l 1 'l in these responses. Sheet 1D Latest Revision [ j Cover Sheet 6 l LOEP 1 6 [ LOEP 2 6 j LOEP 3 6 j LOEP 4 6 i LOEP 5 6 [ LOEP 6 6 ( LOEP 7 6 I LOEP 8 6 LOEP 9 6 i LOEP 10 6 [ LOEP 11 6 LOEP 12 6 - i LOEP 13 6 j LOEP-14 6 Preface i Sheet 1 2 t Sheet 2 4 i Table of Affected Section Sheet 1 5 Sheet 2 5 t Ouestion 1 1-1 0 l l-2 0 l-3 0 i 1-4 1-l-5 0 1-6 0 1-7 0 i Append ix I Category I I 0-I-2 ' 0 I-3 ' O l - I-4 0 - I-5 0 ' Revision 6 LOEP-1 4/80 l ,--.e , - - - - + r-..-4.-e-,e-r- = s- .v ,--ea -e,-, gems -o - r-e +,. e4-y4ye,ww ,,,ev .yw + - -w -w r *, ---e w ..w-, ga e -= re'w

r O Sheet 1D Latest Revision I-6 O I-7 0 I-8 0 I-9 0 Category II I-10 1 I-ll 0 I-12 0 Category III I-13 1 I-14 1 I-15 0 I-16 0 I-17 0 I-18 1 I-19 0 I-20 0 Category IV I-21 0 I-22 0 Attachment 1-1 0 i O l-2 0 1-3 0 1-4 0 l-5 0 1-6 0 l-7 0 1-8 Sheet 1 0 Sheet 2 0 Sheet 3 0 Sheet 4 0 Sheet 5 0 Sheet 6 0 Sheet 7 0 Sheet 8 0 Sheet 9 0 Question 2 2-1 0 Question 3 l 3-1 0 Question 4 4-1 5 4-2 5 4-3 5 4-4 5 4-5 5 O Revision 6 LOE P-2 4/80

~ m Sheet 1D Latest Revision 4-6 5 4-7 5 4-8 5 4-9 5 4-10 6 4-11 6 4-12 5 4-13 5 4-14 5 4-15 5 Question 5 5-1 0 Question 6 6-1 3 6-2 3 Question 7 7-1 0 7-2 0 7-3 3 Figure 7-1 0 Figure 7-2 0 Figure 7-3 0 Question 8 (q 8-1 0 ~ 8-2 0 Figure 8-1 0 t Figure 0-2 0 Figure 8-3 0 Question 9 9-1 0 Question 10 10-1 0 Question 11 11-1 0 Question 12 12-1 3 Table 12-1 Sheet 1 3 Sheet 2 3 Sheet 3 3 Sheet 4 3 Sheet 5 3 Attachment to 2 Table 12-1 Figure 12-1 1 Question 13 l 13-1 0 13-2 1 l Revision 6 LOEP-3 4/80

-.. ~ 1 f t i. E i k Sheet 1D Latest Revision i 13-3 1 I 13-4 0 c i 13-5 0 i 13-6 0 Figure 13-1 0 [ Figure 13-2 0 t Figure 13-3 0 Figure 13-4 0 l Figure 13-5 0 i Figure 13-6 0 Figure 13-7 0 Figure 13-8 0 Figure 13-9 0 Figure 13-10 0 l Figure 13-11 0 Figure 13-12 0 t 4 Question 14 14-1 5 i 14-2 5 e 14-3 5 l 14-4 5 14-5 5 i I Table 14-1 l Sheet 1 5 Sheet 2 5 f Sheet 3 5 Pigure 14-1 1 Figure 14 0 Figure 14-3 0 ) Figure 14-4 3 Figure 14-5 3 Figure 14-6 3 L Figure 14-7 3 i Figure 14-8 5 Figure 14-9 3 i Figure 14-10 3 Figure 14-11 -3 I Figure-14-12 5 Question 15 15-1 0 i 15-2 3 15-3 3 i 15 ~3 i . Question 16 I i 16-1 5. I Question 17 4 4-17-1 5 I 17-2 5 i Revision 6 LOEP-4 .4/80-i

OO Sheet 1D Latest Revision 17-3 5 17-4 5 Table 17-1 5 Table 17-2 2 Figure 17-1 0 Figure 17-2 2 Question 18 18-1 5 18-2 5 Question 19 19-1 5 19-2 5 19-3 5 Table 19-1 Sheet 1 0 Sheet 2 0 Figure 19-1 0 Figure 19-2 0 Figure 19-3 0 Question 20 20-1 5 20-2 5 A Question 21 21-1 0 21-2 0 21-3 0 21-4 0 Table 21a-1 0 Table 21a-2 0 Table 21a-3 0 Table 21a-4 Sheet 1 0 Sheet 2 0 rable 21a-5 0 Yable 21a-6 0 Figure 21.B-1 0 Figure 21.B-2 0 Figure 21.B-3 0 Question 22 22-1 0 22 2 0 22-3 0 22-4 0 22-0 0 22-6 0 22-7 0 22-8 0 22-9 0 22-10 0 0 l l Revision 6 LOEP-5 4/80

O Sheet ID Latest Revision Table 22a-1 0 Table 22a-2 0 Table 22b-1 0 Table 22d-l Sheet 1 0 Sheet 2 0 Sheet 3 0 Table 22e-1 0 Question 23 - Part I i 4 11 4 lii 4 iv 4 23-1 4 23-2 4 23-3 4 23-4 4 23-5 4 23-6 4 23-7 4 23-8 4 23-9 4 O 23-10 4 23-11 4 23-12 4 23-13 4 23-14 4 23-15 4 23-16 4 23-17 4 23-1P 4 23-19 4 23-20 4 23-21 4 23-22 4 23-23 4 23-24 4 23-25 4 23-26 4 23-27 4 23-28 4 23-29 4 23-30 4 23-31 4 23-32 4 23-33 4 23-34 4 23-35 4 Revision 6 LOEP-6 4/80

i Sheet 1D Latest Revision t I Question 23 - Part II 23-36 4 I 23-37 4 23-38 4 l 23-39 4 i 23-40 4 23-41 4 I 23-42 4 23-43 4 23-44 4 t 23-45 4 r 23-46 4 23-47 4 23-48 4 l Question 23 - Part III 23-49 4 ! 3-1 4 ! 3-2 4 I 3-3 Sheet 1 4 Sheet 2 4 Sheet 3 4 Sheet 4 4 23-50 4 23-51 4 23-52 4 i 23-53 4 23-54 4 23-55 4 l 23-56 4 23-57 4 23-58 4 23-59 4 l 23-60 4 1 23-61 4 23-62 4 23-63 4 [ 23-64 4 23-65 4 23-66 4 23-67 4 23-68 4 23-69 4 23-70 4 23-71 4 23-72 4 j 23-73 4 23-74 4 t [ i Revision 6 LOEP.7 4/80 I l t ~

1 1 Sheet 1D Latest Revision i 23-75 4 23-76 4 23-77 4 23-78 4 23-79 5 23-80 5 23-81 4 23-82 5 23-83 5 23-84 5 23-85 5 23-86 5 23-87 5 i 23-88 5 23-89 4 23-90 4 Question 23 - Part IV 23-91 4 23-92 4 Cuestion 24 24-1 5 24-2 5 24-3 5 24-4 5 24-5 5 24-6 5 24-7 5 24-8 5 24-9 5 1 24-10 5 24-11 5 24-12 5 24-13 5 i 24-14 5 24-15 5 24-16 5 24-17 5 24-18 5 24-19 5 24-20 5 24-21 5 24-22 5 24-23 5 24-24 5 l 24-25 5 24-26 5 24-27 5 24-28 5 l Revision 6 LOEP-8 4/80

Sheet ID Latest Revision 24-29 5 24-30 5 24-31 5 24-32 5-24-33 5 24-34 5 24-35 5 24-36 5 24-37 5 24-38 5 24-39 5 Figure 24-1 5 Figure 24-2 5 Figure 24-3 5 Figure 24-4 5 Figure 24-5 5 Figure 24-6 5 Figure 24-7 5 Figure 24-8 5 Figure 24-9 5 Figure 24-10 5 'i Figure 24-11 5 Figure 24-12 5 Figure 24-13 5 Figure 24-14 5 l Figure 24-15 5 j Figure 24-16 5 Figure 24-17 5 Figure 24-18 5 Question 24 - Supplemental Information 6 24-S1 6 Supplemental Figure 24-1 6 Question 25 25-1 5 25-2 5 25-3 5 25-4 5 25-4 5 Question 26 i 26-1 5 26-2 5 Question 27 27-1 5 27-2 5 27-3 5 27-4 5 27-5 5 Revision 6 LOEP-9 4/80

Sheet 1D Latest Revision 27-6 5 27-7 5 27-8 5 27-9 5 27-10 5 27 11 5 Figure 27-1 5 Figure 27-2 5 Figure 27-3 5 Figure 27-4 5 Figure 27-5 5 Figure 27-6 5 Figure 27-7 5 Figure 27-7a 5 Figure 27-7b 5 Figure 27-8 5 Figure 27-9 5 Figure 27-10 5 Figure 27-11 5 Figure 27-12 5 Figure 27-13 5 [~N Figure 27-14 5 y! Figure 27-15 5 Question 27 - Supplemental Information 6 27-S1 6 27-S2 6 27-S3 6 27-S4 6 27-SS ti Supplemental Figure 27-1 6 Supplemental Figure 27-2 6 Supplemental Figure 27-3 6 Supplemental Figure 27-4 6 Supplemental Figure 27-5 6 Supplemental Figure 27-6 6 Supplemental Figure 27-7 6 Supplemental Figure 27-8 6 Supplemental Figure 27-9 6 Supplemental Figure 27-10 6 Supplemental Figure 27-11 6 Supplemental Figure 27-12 6 Supplemental Figure 27-13 6 Supplemental Figure 27-14 6 Supplemental Figure 27-15 6 Supplemental Figure 27-16 6 Supplemental Figure 27-17 6 Supplemental Figure 27-18 6 [js\\ \\ Revision 6 LOEP-10 4/80

I a E-I { Sheet ID Latest Revision l [ Supplemental Figure 27-19 6 Suppleniental Figure 27-20 6 Supplemental Figure 27-21 6 Supplemental Figure 27-22 6 Supplemental Figure 27-23 6 Supplemental Figure 27-24 6 Supplemental Figure 27-25 6 Supplemental Figure 27-26 6 l Supplemental Figure 27-27 6 [ Supplemental Figure 27-28 6 Supplemental Figure 27-29 6 Supplemental Figure 27-30 6 Supplemental Figure 27-31 6 Supplemental Figure 27 6 i Supplemental Figure 27-33 6 Supplemental Figure 27-34 6 Supplemental Figure 27-35 6 e i Supplemental Figure 27-36 6 Supplemental Figure 27-37 6 [ Supplemental Figure 27-38 6 i i Supplemental Figure 27-39 6 Supplemental Figure 27-40 6 Supplemental Figure 27-41 6 i Supplemental Figure 27-42 6 Supplemental Figure 27-43 6 Supplemental Figure 27-44 6 Supplemental Figure 27-45 6 i Supplemental' Figure 27-46 6 Supplemental Figure 27-47 6 ) Supplemental Figure 27-48 6 1 Supplemental Figure 27-49 6 i j Supplemental Figure 27-50 6 i Supplemental Figure 27-51 6 l Supplemental Figure 27-52 6 Supplemental Figure 27-53 6 Supplemental Figure ' 27-54 6 Supplemental Figure 27-55 6 Supplemental Figure 27-56 6 Supplemental Figute 27-57 6 Supplemental Figure 27-58 6 Supplemental Figure 27-59 .6 Supplemental Figure 27-60 6 Supplemental Figure 27-61 6 Supplemental Figure 27-62 6' + Supplemental Figure 27-63 6 's . Supplemental Figure 27-64 6' Supplemental Figure 27-65 6' Supplemental Figure-27-66 '6 . Supplemental Figure 27-67 6 Revision 6 LOEP-ll 4/80 i 1 4~ ~, .,e.

NJ Sheet 1D Latest Revision Supplemental Figure 27-68 6 Supplemental Figure 27-69 6 Supplemental Figure 27-70 6 Supplemental Figure 27-71 6 Supplemental Figure 27-72 6 Supplemental Figure 27-73 6 Supplemental Figure 27-74 6 Supplemental Figure 27-75 6 Supplemental Figure 27-76 6 Supplemental Figure 27-77 6 Supplemental Figure 27-78 6 Question 28 28-1 5 28-2 5 28-3 5 28-4 5 28-5 5 28-6 5 28-7 5 28-8 5 28-9 5 fy 28-10 5 (V 3 28-11 5 Figure 28-1A 5 Figure 28-1B 5 Figure 28-2 5 Figure 28-3 5 Figure 28-4 5 Figure 28-5 5 Figure 28-6 5 Figure 28-7 5 Figure 28-8 5 Figure 28-9 5 Figure 28-10 5 Figure 28-11 5 Figure 28-12 5 Figure 28-13 5 Figure 28-14 5 Question 29 29-1 5 Table 29-1 Sheet 1 5 Sheet 2 5 Sheet 3 5 Sheet 4 5 Sheet 5 5 Sheet 6 5 Sheet 7 5 [ } Sheet 8 5 LJ Revision 6 LOEP-12 4/80-

t Sheet ID Latest Revinion t Ouestion 30 l 30-1 5 i-30-2 5 30-3 5 l 30-4 5 30-5 5 30-6 5 Question 31 31-1 5 31-2 5 31-3 5 31-4 5 Figure 31-1 5 f Figure 31-2 5 Figure 31-3 5 Figure 31-4 5 g Figure 31-5 5 Figure 31-6 5 Figure 31-7 5 Figure 31-8 5 Figure 31-9 5 Figure 31-10 5 i Figure 31-11 5 l Ouestion 32 t 32-1 5 Ouestion 33 33-1 5 33-2 5 Figure 33-1 5 Figure 33-2 5 t Question 34 34-1 5 34-2 5 34-3 5 34-4 5 I i Question 35 i' 35-1 5 35-2 5 35-3 5 35-4 5 Figure 35-1 5 Figure 35-2 5 Figure 35-3 5 Appendix A A-1 6 A-2 6 A-3 6 A-4 6 A-5 6 [ I Revision 6 LOEP-13 4/80

l f a e 1 1 O Sheet ID Latest Revision i i A-6 6 i A-7 6 4 A-8 6 l f Figure A-1 6 1 i 4 4 i 1 t l O 1 l I i l l l i 7 l l9 Revision 6 LOEP-14 4/80 1 i 4 --m. -,,---,-.,...,,-.,-.--..-,n .n-,~.n.. -.-e.-->-.nn.--,-.n.---,ne --n. -__,.----,---,..w------,_,_-,-.--n.

_._._.._._m_______-- i G G G i l i l } 1 TARLF a-tC l I SETTLFMFNT MIPAPY CF CMPENS ATP WATYR STRACE TAATS l6 Settlemnt History Const ruction State Yi IIT IV V VI ~ Time Period Beginning of con-9/16/78 to 12/12/79 12/12!79 to 7/1/80 7/1/80 to 11/1/80 !!/1/80 to 12/31/81 12/31/81 to struction to 9/16/79 12/31/2025 i F.stimated average Pressure (ksf) l Estimated Time Period for Filling Tank in Operating Frepty Tank Dead Imad Only Hydrotest the Tank Condition Remarks The initial settle-Piping connected The tanks are Plant life ment readines were to tanks with presently under is estimated to 6 i taken on 9/16/78 flexible joint hydrotests which extend to i 11/79. were started on 12/31/2025. 12/12/79. Latest i reading included in l this response was .} i taken on 1/18/80 [ t I l '"E" S Settlement ( Inc he s) 0 S' O S S 9 S 5 I '2 3 Measured Predicted Measured Predicted Measured Predicted

easured Predleted Measured Fredicted Measured Predicted North Tank 0.42 to 0.91 to 3

0.5 1 1.93 1.06 South Tank I.21 to 0.76 to 3 0.5 1 6 2.17 1.3 ? l i Revision 6 4-10 I 4/80 l l

O O O TABLE 4-lC SETTLEMENT SLTIARY OF CONDENSAT" AIER STORAGE TAhXS Predicted Settlement and Differential Settlecent 5 Static (inches) Seismic (inches) S S S N-S/S-N E-W/W-E S N-S/S-N E-W/W-E 5-1/2 3 3 N/A N/A N/A l6 Note: The static settlements do not include the settlement from till (1/3 inch) due t 5 permanent dewatering. 1 R sion 6 4g' 4-11

i L i @ 1 j I i l i { I J l i i i i i I i i 1 ) l ) i SUPPLEMENTAL INFORMATION TO QUESTION 24 l i 4 l 1 l ,1 i i i ) ' Revision 6 4/80 l l

() OBSERVATION WELL CRITERIA i Fifty-six observation wells are shown in Figure 24-7 in the response to Question 24. Observation wells with the prefixes PD and CH-9A were installed as part of the hydrogeologic investigation of both natural and backfill materials for the design of the permanent dewatering systesa. There were five criteria used in locating these wells: l l 1. to delineate the hydraulic relationship between natural and backfill materials i 2. To monitor groundwater levels during the aquifer pumping tests 3. To locate areas of potential recharge from the cooling pond i 4. To supplement the groundwater observation wells already installed to provide monitoring of the overall groundwater levels at the plant site before, during, and after construction dewatering 6 i S. To provide a groundwater level-monitoring network for use in determining groundwater levels during operation of the perma-nent dewatering system These observation wells were constructed in 1979 and 1980. Observation wells with the prefix OW wer9 inst.alled near the auxi-liary building electrical penetration area as part of the aquifer testing that provided information to the subcontractor for the I design of the construction dewatering system.- Observation wells 'l with the prefixes LOW and RR were installed by the subcontractor near the areas to be dewatered to monitor the effectiveness of the con-struction dewatering system. These observation wells were1 constructed in 1979.- Observation wells with prefixes: SW (service water building), } 'AX (auxiliary building), RW (radwaste building), W (retaining wall), T (tank farm), 0 (0-listed pipelines) and C1 (chlorination building) i were located near structures as part of the backfil.1. i.qves tig ation. These wells were installed in 1978'and 1979. t i b I c ' Revision ~6> 4/80' 24S-1 - ~..

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i K / l e. f og 3 CONSUMERS POWER COMPANY s MIDLAND PLANT UNITS 1 & 2 i FINAL SAFETY ANALYSIS REPORT / / / / Concrete Piping / / N, / J Supplemental Figure 24-1 _a- - - 4/80 Revision 6 i

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mi am z m_m g.ha. ) O I l I l i l I i L I-L I l i i l l SUPPLEMENTAL INFORMATION TO QUESTION 27 4 i t l 1 Revision 6 4/80 I \\

4 PIEZOMETERS Prior to placing the surcharge, piezometers were installed within the boundary of the diesel generator building. Some piezometers were also installed outside the surcharge area. A brief discussion of the instrumentation and results are presented in the following paragraphs. Forty-eight open standpipe piezometers were installed to monitor foundation pore water pressure under the influence of the surcharge load and groundwater level outside the building. Soil and Rock Instrumentation (SRI), of Newton Upper Falls, Massachusetts together with J.C. Dunnicliff, instrumentation consultant, provided consulting engineering services to assist Bechtel in planning and executing the instrumentation program. SRI and Mr. Dunnicliff assisted in the purchase of various items of monitoring equipment, porr:ormed prein-sta11ation equipment tests, and inspected and recorded the installation of instruments. The locations of the piezometers are shown in Figure 27-4 of the response to Question 27. Two types of piezometers were installed. The initial 16 piezometers were manufactured by and supplied by Piezometer Research and Develop-ment Corporation, Stamford, Connecticut. The piezometers consist, 6 basically, of a porous plastic cylinder tip connected to a plastic tube standpipe. A cross section of the piezometer is shown in Supple-t mental Figure 27-1. The remaining 32 piezometers were of the \\-- Geonor M-206 type, manufactured by Geonor and supplied by Roctest Ltd., Montreal, Canada. These piezometers consist of a hollow stem with a conical point screwed into the lower end. Three sintered bronze filters are mounted on the stem. The tip of the filter stem is connected to a plastic tube standpipe. A view of the piezometer along with the manufacturer's equipment description information~is shown in i Supplemental Figure 27-2. The installation data for both piezometer types, the soil type surround-ing the piezometer tip, and the location coordinates are summarized in Supplemental Table 27-1. Typical installation logs for both types of i piezometers are shown in Supplemental Figures 27-3 and 27-4. From December 1978 (before the start of surcharge in Janu.try 1979) to i April 1979 (approximately the end of surcharge placement), the.piezo-meter readiaga were r: ken on approximately an every-day or every other day basis. Thereafter, the readings were taken less frequently, .approximately once a week. l Supplemental Figures 27-5 through 27-50 show the time-dependent i responses of piezometers which did function. The same figures also. show the tip elevation and the location of the peizometer with respect to the building-in'a block diagram in the corner. It should be recog-nized that the responses of these piezometers are-the combined effects of. rising cooling pond levelfand the pore water pressure' increase,due. l 0). u-Revision 6-l 27S-1 4/80

T 1 I (' ~N to surcharge load. The approximate pond water elevations rose from 1 el 622' in November 1978 to el 627' in April 1979. The surcharge load program started approximately the last week of January 1979 and a 20-foot surcharge was completed in the first week of April 1979. The l detailed surcharge load history is presented in the response to the t i Question 27, in Figure 27-2. The majority of the piezometers which i were under the influence of surcharge showed a rapid rise during the pa r i.o41 bu tdeen the last week of' March 1979 and the first week of 7 April 1979. This period coincided with the time when the last 10 feet i of surcharge was placed. (The pond reached its maximum level of approximately el 627' in the beginning of April 1979). Almost all these piezometers, which respond to the surcharge load, dissipated very rapidly within a short period (approximately 1 to 2 weeks af ter com-pletion of surcharge lavi). Thereafter, all the piezometer readings l remained at a steady elevation until the surcharge load was removed i during the second half of August 1979. j In general, because of the sandy nature of the clayey fill under the diesel generator building, the pore water pressure response was small 1; and, in turn, consolidation was rapid, as demonstrated by the load 6) settlement behavior of the building. i I SETTLEMENT l i The building settlement during the surcharge period was monitored I using 28 settlement markers on the building walls and diesel generator pedestaln. The location of these settlement markers is shown in Figure 27-3 of the response to Question 27. In addition, Figure 27-3 also shows four deep borros anchors instalked during the month o" I June 1979 in an attempt to improve settlement accuracy after the l building rate of movement became very small. The settlement plots.for settlement marker DG-3 are shown in the response to Question 27, Figure 27-6. The settlement plots for remaining settlement. markers l DG-1 and DG-4 through DG-29 are presented in supplemental Figures 27-51 i 2 through 27-77. Supplemental Figure 27-78 shows the settlement plots [ f of the four deep borros anchors. The slopes of the secondary compres-sion, Ca from these plots are shown in these figures and also presented in a plan view of the building and pedestals in Figure 27-8 of the response to Question 27. 3 i h 4 - i Revision 6 L 27-S2 4/80 f E y g ..-a, .m, ---,_e v r-..--, -., m.n -w-- ,w,.

p ( ( O NJ %./ Supplerental Table 27-1 TABLE SD?'ARY OF P1f" OTTER INSTALLATICS DATA, SOIL TYPE MD LOCATION COOFDINATES Ottava Sand tentcnite Forking Ecttom M Seal Instrument Instrurent rate Elevaticn Elevation Flevation N ckness location Soil Type ?: ear Tip _ ft) Ccordinates Of Pierceeter (6) ( Number Tvre Installed tft) (ft) (ft) PZ-1 10/16-20/78 628.0 609.0 614.0 4.5 S 5112 E 320 Silty Clay PZ-2 10/16-20/78 628.0 603.0 608.0 4.5 5 5110 E 282 Sandy Clay PZ-3 g 10/16-20/78 628.0 616.0 621.0 4.5 S 5108 E 320 Sandy Clay PZ-4 10/16-20/78 628.0 616.0 621.0 4.5 S 5106 E 262 Sandy Clay 2o PZ-5 U 10/16-20/78 62F.0 606.0 611.0 4.5 5 5067 E 298 Sandy Clay N 6 h 10/23-27/78 628.0 614.0 619.0 4.5 S 5070 E 298 Sandy Clay PZ-6 O PZ-7 10/23-27/78 629.0 607.0 612.0 4.5 S 5065 E 260 Silty Clay ga PZ-8( 3) h 10/23-27/78 628.0 614.0 619.0 4.5 S 5068 E 263 Silty Clay S PZ-9 y 10/23-27/78 634.0 606.0 611.0 4.5 S 5139 E 294 Sandy Clay PZ-10 10/23-27/78 634.0 615.0 620.0 4.5 S 5142 E 293 Sandy Clay a d PZ-11(2) 11/1-9/78 634.0 621.0 626.0 4.5 S 5145 E 294 Silty Sand h 11/1-9/78 628.0 611.0 616.0 4.5 S 5070 E 266 Silty Clay PZ-12 E PZ-13 S 11/1-9/78 628.0 611.0 616.0 4.5 S 5108 E 279 Sandy Clay M PZ-14 S' 11/1-9/78 628.0 610.0 615.0 4.5 S 5074 E 298 Sandy Clay PZ-15 11/1-9/78 634.0 605.0 610.0 4.5 5 5139 E 187 Sandy Clay F:'-16 11/1-9/78 628.0 594.0 599.0 4.5 S 5106 E 317 Crave 11y Sand 27-S3 Revision 6 4/80

O O O Supplemental Tatie 27-1 (continued) Ottava Sand Bentonite tiorking Pcttom Top Feal Instrucent Instrurent rate Elevation Elevation Elevation Ihickness 1.ocatien Soil Type Near Tip Ku:r.be r Type 7estalled (ft) (ft) (ft) (ft) Coordinates Of Piezweter (6) PZ-l' M-206 11/19/78 633.3 603.3 605.8 2.5 S 5268 E 136 Silty Sand P2-18 M-206 11/20/78 633.3 611.3 613.3 3.2 S 526F F 141 Sandy Clay P2-19 N206 11/21/78 633.3 621.3 623.3 3.0 S 5268 E 145 Sandy Clay P2-20 M-206 11/21/78 628.0 608.5 610.5 1.5 5 5068 E 239 Sand PZ-21 ?b206 11/21/7E 634.0 671.5 623.5 3.5 S 5064 E 167 Sand PZ-22 M-206 11/28/78 634.0 589.0 591.2 3.0 S 5060.5 E 167 Sand 6 PZ-23 re206 11/28/76 628.0 608.5 610.5 3.0 S 5072 E 200 Sand P2-24 M-206 11/28/78 628.0 601.5 603.5 2.5 S 5073 E 239 Sand PZ-25 M-206 11/28/78 628.0 618.5 620.5 3.0 S 5075 E 236 Sandy Clay P2-26 th206 11/29/78 628.0 617.0 619.4 3.0 5 5065.5 E 198.5 Sand P2-27 M-206 11/29/78 62F.C 617.0 620.5 3.0 S 5066.5 E 271.5 Eilty Sand PZ-28 M-206 11/29/76 6 34.0 612.5 614.5 3.0 5 5047 E 166 Silty Sand PZ-29 M-206 11/30//8 626.0 610.5 612.5 3.0 S 5072.5 E 271 Sandy Clay PZ-30 M-206 11/30/76 62F.C 600.0 604.0 3.0 S 5075.5 E 197 Sand PZ-31 M-206 11/30/.'8 628.0 621.5 623.5 3.0 S 5116.5 P 279.5 Sand P2-32 lb206 12/1/78 628.0 614.5 616.5 3.0 S 5108 E 285 Sandy Clay PZ-33 M-206 12/1/78 634.0 620.5 622.5 3.0 5 5114.5 E 348.5 Silty Sand PZ-34 M-206 12/1/78 628.0 605.0 607.5 3.0 S 5102 E 284.5 Silty Sand Revision 6 27-S4 4/80

p-.- Supplemental Table 27-1 (continued) Ottava Sand Bentonite Forking Ectton Top Seal Instrucent Instrurent Eate Elevation Elevation Flevation 1hickness Location Soil Type Fear Tip Number Tvre Installed ('t) (ft) (ft) , (ft) Coordinates Of Piezomerer (6) PZ-35 M-206 12/2/78 634.0 608.0 610.0 3.0 S 5109.5 E 348 Sandy Clay PZ-36 M-206 12/8/78 628.0 602.5 605.1 3.0 S 5100.5 E 258 Sand PZ-37 M-206 12/9/78 628.0 617.7 619.7 3.0 S 5116 E 317.5 Sandy Clay Pi-2 M-206 12/9/78 628.0 606.0 608.0 3.0 S 5111.5 E 323.5 Silty Sand PZ-39 M-206 12/9/78 635.0 610.5 613.5 3.0 S 5138.5 E 194.5 Sandy Clay PZ-40 M-206 12/9/76 628.0 608.0 611.0 3.0 S $066 E 302.5 Silty Sar.d PZ-41 th206 12/10/78 628.0 611.5 613.5 3.0 S 5104 E 323 Clayey Sand P2-42 M-206 12/10/78 f4 8. (- 622.0 624.0 3.0 5 5063 E 299 Sandy Clay PZ-43 M-206 12/10/78 628.0 609.5 611.5 3.0 S 5104.5 E 218.5 Sandy Clay Il} M-206 12/11/78 633.4 612.9 614.9 3.0 S 5253.5 E 451.5 Sandy Clay PZ-44 PZ-45 (1,2) M-206 12/11/76 633.4 621.9 623.9 3.0 S 5250 E 451.5 Sandy Clay I} PZ-46 M-206 12/12/78 628.0 609.P 611.8 3.0 S 5105 E 183.5 Sandy Clay PZ-47 M-206 12/12/78 628.0 620.0 622.0 3.0 S 5101.5 E 218.5 Sandy Clay P Z-48 M-206 12/13/78 628.0 620.0 622.0 3.0 S 5101 E 1A3.5 Sandy Clay NOTES: (1) Outside surcharge influcrce. (2) Malfunction or inoperable. (3) Difficulty in forming bentonite scal. (4) Hole caved during insta11atien of seal. (5) 3' of sand boiled up into casing. (6) Soils type of pie *ometers PZ-1 through PZ-16 are estirated based on r.earest borings. Revision 6 27-SE 4/80

SINGLE-TUBING PIEZOMETER (NOT TO SCALE) (Q, ] .?.l.t.:.::.*.'*.*.*.00.. :..r.*. *. ' '.'...... G esae q- "'**#~"*'~~ -"'"I. - 74.'.".'-' * ~: ';.* ~t... A

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~ "- 7 r a I W hI g i P1 L20'1LTER k-.E g,.3., RESEA3CH f. DEVELOP:.1L'T ]._ _. !',*,*; *,*,,'; ',"*,7, "' cgPonATI0:; Ls' 6 1--............. - ::'.:.1::::,:~ ~'~ ^ CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 (m) Piezometer Single-Tubing v h ))!f)h b) I fi !J M hUdO M [M U bt91 ' Supplemental Figure 27-1 l 4/80 Revision 6

i ~ i Accurate measurements of pore water pressure are today a basic l requirement in soil engineering. They are important in connec-tion with subsoil explorations, where such measurements also l' j gise a pauibihty for field measurement of the permeability of Q the various sod lay cis Pose pressure measurements are vitally sigmficant durmg escasation work when there is a danger of piping or when a ground water lowering of adjacent areas is j feared Mmem er, a field control of the stability of slopes or of settlements of ernbankments on soft soil requires reliable measuiements of the pore water pressures. The pierometer point manufactured by GEONOR A/S is of p' j simple, rohmt constiuction and is quickly and easily installed. P i F h The point is piesied or driven into the ground, without pre-2 hmmg. So that leakace along the outside of the estension tubes j is avoided liccause of the small cross-section of the pierometer tube and the selath civ farge filter area. it has a very small time N lag satisfa<tosily small for most practical applications De i l equipment is cencieralh med as an open system with a plastic pierometer tohe DESCRIP fION OF FQUIPMENT ~ 'Ihe pictometer consists of a hollow stem in the lower end on which n wiewed a conical point. Three sintered bronze filters k are rnounted on the stem Chamfered brass rings are employed [ as suppott and scaling for the filters The top of the filter stem ( is pimided with esternal "f-ind" thicads for connection to the estemion tubing for the piciometes tube itself. %" i'd plastic tubing is usually M [ med (Plastir f uhing w ith '7 i d, or a two-tuhe sy stem corres-S l l ponding to th.it med in pore pressure cells for carth dams, can also he emp!m ed ) The plastic tubing is screwed inside the top of the pieromerci stem and scaled hv a rubber "O" ring which is compieued hs a gland nut The plastic tubing can be leng-i thened hv the use of aperial connections l Tm the estemmn tuhm;:. shamond core drill rods (D aie em. pimed Other tubes with flush joints and an outer diameter of { 1"i nr mme can aho be med (The hall cone clamp supplied l by GTONOR A S for respectisely drhing and ramming piero-g j meter tubo are designed to grip tubes with an outer diameter of I'// ) e i l EONOR i CONSUMERS POWER COMPANY i MIDLAND PLANT UNITS 1 & 2 @MI) bu b@uW }d p kk Piezometer Description l l Supplemental Figure 27-2 4/80 Revision 6 I l -.. - -., _ -.,, -., - - - - -. -., -... -, ~..,.., -

I S Tebq tTEM - se ou ELEwTION oti

g.,

d.,

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5"seniornie Pe es n

PmETm top -14' 620

- ' bono'" -16' 618 2' Ottawa sand INSTALLATION DATE :

10/23-27/78 . g;. ,H SCRING Ca & FOREMAN: Raymond International is" sworste wets 21/2" Steet

j Caped Cosmg

,.4, SPLITSPOON SAMPLE TAKEN FROM q to (dept h). J.1 - Porous Tube SLOW COUNTS (per 6 In.) p, nom,,, SAMPLE DESCRIPTON : e L NOTES: 1.) INSTALLATION PROCEDURE No.1 FOLLOWED 2.) TUBING: SIZE. 3/8"1.D. TYPE = POLYETHELENE

3) REFERENCE MARK:

As indicated on the 2 " casing 4.) PIEZOMETER NUMBER MARK: 2/2//7, C-

i. eM DATE:

9

5) FINAL ACCEPTANCE BY:

~ // MIDLAND PLANT-DIESEL GENERATOR BUILOING HYDRAULIC PIEZOMETER INSTALLATION LOG-10 l INSTRUMENT No. Plea ntter R. & D. Corp. Type CONSUMERS POWER COMPANY l MIDLAND PLANT UNITS 1 & 2 l l Typical Piezometer \\qj Installation Log Supplemental Figure 27-3 4/80 Revision 6

D(PTH IN SPECTORS 3Yt M - 6elos ELEVATION int tl $$ ]p T v t.a 9 + Aboin (H) W gg WOM KING R K. r i tLt<ATiON 628 12/10/78 I rT ~ ~ 7 ),. f., L *'y d, .?. wo, bag BOTTOM OF R.K. [1 l$- 16e votion JOREMOLE -16'6" 611.5 12/10/78 .:,T x tlli T;.. Pitlowt TER R.K. -16, 612 fls 4', hea'oan's $*arry tsp 12/10/78 nt c f- -t ; C*uPd 8. P'P* TOP OF SAND R.K. F L Ayg M -14'6" 613.5 12/10/78 11'6[{ [ y,PTONITt -11'6" 616.5 R K-l $:. 3, PttttT St AL 12/10/78 Pt20utTEMve, -14 10" 613.2 [yj10/78

3. j.;

MTtMvAL **"o* -15'10" 612.2 fjfiO/78 j 9f 16'6" ) INSTALLATION DATE : 12/g a N' t~ d BORING Ca lh REMAN: b$Nny GZDA INSPECTOR: 11. Kelle4rr 3, %,,,, p,,,,, sai U I L SPLITSPOON SAMPLE TAKEN FROM 18" to 15 6" (depth) BLOW COUNTS 3 4 6 (per 6 in.) 6,,_ ; }1.h M206 Piesomete, SAMPLE DESCRIPTION : Brown SAND. milty, fine to roarse sand gamine subrounded I to subannular with 20% to 301 non-plastic fines and 5% to lot fine gravel st res (S$') O. i \\v/ NOTES: 1) INSTALLATION PROCEDURE No.1 FOLLOWED. I' 2) LENGTH OF E ROD = 3) TUDING: SIZE e 1/4" l D TYPE. POLVETHELENE 4) REFERENCE MARK : 3" belcw the bottom coupling 5) PIEZOMETER NUMBER MARK : 6" below the reference vnark 6) FINAL ACCEPTANCE BY: C U h-i *d - DATE: 3/U/79 M y 1 MIDLAND PLANT-DIESEL GENERATOR BUILDING HYDRAULIC PIEZOMETER INSTALLAT1061 LOG-INSTRUMENT No. 'l Gsmor t1-201 Typ.t CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 FN Typical Piezometer , () Innta11ation I.og l Supplemental Figure 27-4 4/A0 Revinfon 6 l

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l I O PIEZOMETERS - 11, 19, AND 45 WERE NOT FUNCTIONAL FROM INITIATION OF MONITORING PROGRAM b O CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 Non-Functional Pierometers Supplemental Figure 27-50 4/80 Revision 6

a .rJ i 4 0.0 N 0.50 1.00 Gi w I O 3_ F-5 1.50 ~ s L s W D N w N N 2.00 N N SETTLEMENT PER LOG CYCLE OF TIME C= = 1.03" 2.rA II _______s 3.00 ,1 26-79 l I I I I I l I i 3.50 1 10 TIN I \\ t

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.50 e\\ l. 0.0 M 0.50 1.00 h 's 3 s.s I N s O 3 Fz 1.50 SETTLEMENT PER LOG CYCLE OF TIME Cg = 0.81" w 2 J C n 2.00 2.50 3.00 1-26-79 3.50 I I I I I I I I I 1 10 1 4 .I

+ ++ + N 's 's 9 s + s l l l l 1 1 I I I I I I I I i 100 1000 ME (CUMULATIVE DAYS) CONSUMER 5' POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge (Marker DC-4) Supplemental Figure 27-52 I 4/80 Revision 6

.50 i \\ 0.0 1 t 0.50 1.00 j ~s N w O-N s N s x 0 E_ H SETTLEMENT PER LOG CYCLE OF TIME Cw = 0.83" 2 1.50 w

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.50 6 \\ 0.0 I 0.50 1.00 Gi w Io E 1.50 w l-L 's's N N 2.00 s

s SETTLEMENT PER LOG CYCLE OF TIME C, = 1.00" 2.50 JL 3.00 12679 3.50 l

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.50 \\ i 0.0 l ~ 0 50 1.00 ^m w Io F-z 1.50 2 F-d 'N w N e s N

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W .50 4\\ t 0.0 m. + 0.50 1.00 Di w I jl N O s z N s% Fzw 1.50 SETTLEMENT PER LOG CYCLE OF TIME C - 0.70" $w U 2.00 2.50 3.00 1 26-79 3.50 1 I l l l l l l g 10 TIN 4I IC

f + + + + ~s + s N N ' s's+'+ + s + ~ ++ l l 1 1 1 1 I I l l 1 1 I I i 100 1000 (CUMULATIVE DAYS) p MIDLAND PLANT UNITS 1 & 2 FINAL SAFFTi' FNALYSIS REPORT Typfci L ctliuent Versus I M..tlun of Time Durb c t.c jcge (Farker DG-8) ) Supplemental 11 pure 27-56 4/80 Nevision 6

.50 \\ i 0.0 t ' O 50 1.00 Gi LAJ I U 1-d '%x D %'s e i.50 s 2 L1J .2g SETTLEMENT PER LOG CYCLE OF TIME C = 0.72" u 2.00 U 2.50 3.00 1 26-79 3.50 l l I I I I I I I 1 10 Tl tI \\ e

L + + + + 's s 's *% 's ' s+ + h_44+ %g 1 1 1 1 1 l l 1 1 I I I I I i 100 1000 (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 FINAL SAFETY ANALYSIS REPORT Typical Settlement Versus Logarithm of Tine During Surcharge (Marker DC-9) Supplemental Figure 27-57 } 4/80 Revision 6 !

.50 e 0.0 0.50 2 t 1.00 G mx0 _E >zy 1.50 U Lwm a s 2.00 h %s s i N s N SETTLEMENT PER LOG CYCLE OF TIME C.= 0.78" l 2.50 3.00 j 1 26-70 3.50 l, I i l l l j l g 1 10 Tlh

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i + + + N % 's 's + 'q + ._s +.. 1 i l 1 I I I I i l i I l I i 100 1000 (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 FINAL SAFETY ANALYSIS REPORT Typical Settlement Versus Logarithm of Time During Surcharge (Marker DC-10) Supplemental Tipure 27-58 4/80 Revision 6 j

50 4 \\ k 4 0.0 q 0.50 1.00 G w I O E Fzy 1.50 "i b in 2.00 h '%s N ' N-2.50 SETTLEMENT PER LOG CYCLE OF TIME C.= 0.71" 0 3.00 1-26 79 3.50 I I I I I I I I I 1 to TIM i i 1 .I.

+ + + x N N 's + N- + ~ + + l I l l l l l l 1 I l i I I i 100 1000 CCUMULATIVE DAYS) p p MIDLAND PLANT UNITS 1 & 2 Typical Settlerent Versus Logarithm of Tic e During Surcharge (Marker DC-ll) f Supplemental Figure 27-59 I 4/R0 Revision 6

.50 e\\ l 4 0.0 1N 0.50 1.00 Di w IO _E U 's 1.50 N 2 N s u SETTLEMENT PER LOG CYCLE OF TIME C = = 0.73" 2.00 4 2.50 3.00 12679 3.50 l l l l l l l l l I 10 TIN %I

1 7 + + + N N 's + s + + l l 1 1 I l l l l l I I I I I 100 1000 (CUMULATIVE D AYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge (Marker DG-12) i Supplenental Figure 27-60 1 ~ 4/80 Revision 6

.50 s I i 0.0 N 0.50 1.00 vi m 10 2 Fz g 1.50

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+ + + s s N N N N N %+ l l l 1 1 I I I I I I I I I i 100 1000 (cuuuumve oavs' CONSUMERS POWER COMPANY MIDLAND Pt. ANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge (Pat ker DC-13) Suppicmental Figure 27-61 l 4/80 Revision 6

.50, + 0.0 I 0.50 1.00 G w Io .E >z m 1.50 2 3 u b 'N 2.00 's N. N N N. \\, 2.fi) SETTLEMENT PER LOG CYCLE OF TIME C== 1.25" 3.00 y 1-26-79 3.50 / I I l i I I I I I 1 10 t TIr l \\,

+ + 's N N N N N+ N s.;+ y l l l 1 l l l l l 1 I l i I l 100 1000 (CUMULAYlVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge ( Marker LC-14) Supplemental Figure 27-62 4/80 Revision 6

.50 i 4 0.0 N 0.50 1.00 Gi w I O Z t-zw 1.50 2 $g w - x m h s s s 2.00 N 'N SET'LEMENT PER LOG CYCLE OF TIME C.= 1.0" 2.50 V 3.00 12670 g I 1 1 I I I 1 to Tlh \\

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(CUMULATIVE DAYS) p p

MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time Duriag Surcharge (Marker DG-15) I Supplemental Figure 27-63 i 4/80 Revision 6

.50 \\ t (s_. 0.0 8 f 5 I 0.50 1.00 Gi w b i E Fzw 1.50 .ew.a l-v> h 'N N N 'N 2.00 N i SETTLEMENT PER LOG CYCLE OF TIME Cg = 0.90" 2.50 U 3.00 1 26-79 3.50 l l I i l 1 l l g I 10 Ti ( LI .~ wm

l x + + + ~ + 's N N N 's*+ -+ s s e .___________.___s l 1 1 I i i l I I I i l I i l~ l 100 1000 (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarittua of Time l During Surcharste (Marker DC-16) Supplemental Figure 27-64 f 4/80 Revision 6 i

.50 \\ I 0.0 t I. 0.50 1.00 Ui m I U E h 'N s y 1.50 'N ~ s e Ww* SETTLEMENT PER LOG CYCLE OF TIME Cs= 0.65" 2.00 y 2.50 3.00 1 26-79 3.50 I I I I I I I I i 1 10 TIM / \\4

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_ _ _ _. _ _ _ _ - - - - _ _ - -'s .g l l l l t I i l I I i l I I I 100 1000 (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge (Marker DC-17) Supplenental Figure 27-65 4/80 Revision 6

50 \\ l 0.0 -4 0.50 1.00 Gi w I O 3 6--2y 1.50 "i a 'ss L 's 8 's N N N 2.00 SETTLEMENT PER LOG CYCLE OF TIME Cg = 1.20" 2.50 V 3.00 1-26-79 3.50 I l i I I I I I i 1 10 TIN / s k 1 \\ i

+ + + + x + N N N s s ' s+ _ _ _ ___ _ ___ ___ _ _ _ _ _ w e + 1 I I I I I I I I I I I I I 100 1000 (CUMULATIVE DAYS) MIDLAND PLANT UNITS 1 & 2 Tyoical Settlement Versus l Logaritlun of Time During Surcharge ( Marker DC-18) i Supplemental Figure 27-66 f 4/80 Revision,A

.50 2 k 6 O.0 i 0.50 1.00 Ui w I O E 1.50 ws* e L W a N N N 2.00 N. N N N \\ s 2.50 SETTLEMENT PER LOG CYCLE OF TIME Cg = 1.23" 3.00 N 1 26-79 3.50 I I I I l I I I i 1 10 TIME ' I I l l~l

+ + + + N N N N N N .__________._____4-&. + + %+ + l l l 1 1 1 I l l i I I I I i 100 1000 JMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge (Marker DC-19) I Supplemental Figure 27-67 4/An Pevision 6

.50 a I lt ( 0.0 . ~ 0.50 1.00 G m IO _i!E F 1.50 2* a L m N m I N N 2.00 N N N N N, SETTLEMENT PER LOG CYCLE OF TIME C= = 1.28" 3.00 y ___-----.----a l l l l l l l l I 1 1 10 TlM )

+ + + + N x x N N N N N N + N N N + + + + l l 1 I I I l l l 1 1 I I i 100 1000 kUMM ATIVE DAYS) l MIDLAND PLANT UNITS 1 & 2 l l Typical Settler.ent Versus Logaritlua of Time Puring Surcharge (Marker DG-20) I Supplemental Figure 27-68 4/80 Revision 6 i

50 e l I l 0.0 t 0.50 1.00 G w IO _5 ~ Hz 1.50 "i L* 2.00 3 N N N N N N N s 2.50 SETTLEMENT PER LOG CYCLE OF TIME C,= 1.05 3.00 1 26-79 3.50 l l I l l l l l l I l 10 1 TIN h t t I

I L + + + + N N N N N N N \\ .p -b + ++ l 1 1 I I il l I I I I I i 100 1000 (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus l Logarithm of Time During Surcharge (Marker DC-21) l Supplemental Figure 27-69 I 4/80 Revision 6

r .50 4 0.0 N 0.50 1.00 vi E W= $y 1.50 "i L a il 's N. N 2.00 SETTLEMENT PER LOG CYCLE OF TIME Cg= 1.03" 2.50 U 3.00 1 26-79 3.50 l l l l l l -l l 10 1 f 1

k + + +. + ~ s N N N \\ + \\ \\ 4 x _._.______.____._______N_ I I I I l l 1 i l i i _I I I i 100 1000 ME (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge Otarker DG-22) Supplemental Figure 27-70 4/80 Revision 6

50 I t t 0.0 l 0.50 1.00 Il ~'N N N I N S N x. = H 3 i.bo

i!

SETTLEMENT PER LOG CYCLE OF TIME C = 0.90" b u 4 2.00 2.50 3.00 1 26-79 3.50 I I I I I I I l i 1 10 TIM e I h

J + + + s N's. N N+ __1.4 + + + + ,+ l l l l l l l l l 1 1 I I I i 100 1000 (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge Ofarker DC-23) Supplemental Ffgute 27-71 i 4/80 Revision 6

,50 P \\ l 0.0 0.50 N 0 w N w %'N I* SETTLEMENT PER LOG CYCLE OF TIME Cx= 0.70" ~ IO Z lf O 2y 1.50 "i C F,i 2.00 2.50 3.00 1 26-19 3.50 1 I I I i 1 l l l 1 10 TIM i i i l f Al

I i 4 ~ + +.+ + N s s '~x N g '.g. .W g i l I i i l I I I i i i i l I im imo (CUMUL.AUVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 Typical Settlement Versus Logarithm of Time During Surcharge (Marker DC-24) Supplemental Figure 27-72 6 4/80 Revinion 6

50 h \\ v 0.0 w + 0.50 h ~'s N 's 1.00 SETTLEMENT PER LOG CYCLE OF TIME C, = 0.60" 5z U = 1.50 g 1 u 2.00 2.50 3.00 3.50 l l g g g g 1 10 Tlh t i I.

+ + + + N N - _______ _ _ _ __ __ _ '__ _ ~_ h+ ~ l I i i l l l l l l l 1 l l l 100 1000 '(CUMULATIVE DAYS) MIDLAND PLANT UNITS 1 & 2 l l Typical Settlement Versus l Logarithm of Time During Surcharge (Marker DG-25) i Supplemental Figure 27-73 4/80 Revision 6 I

F .50 f i 0.0 l 0.50 d 'N~% 1.00 g 'N I O 5 SETTLEMENT PER LOG CYCLE OF TIME C, = 0.68" Hz 5 150 Y "i L a 2.00 2.50 3.00 1 26-79 3.50 l i I I I I I i 1 10 t t I

i a + + h + 's-N N N+ + l l l l 1 l l l I I I I I I I l 100 1000 ME (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLkNT UNITS 1 & 2 l l Typical Settlement Versus Logarithm of Tine During Surcharge ( Ifarker DC-26) l Supplenental Figure 27-74 4/80 Revision 6f

I ,50 o i 0.0 4 0.50 1.00 Gi W b N E w s Z g 1.50 SETTLEMENT PER LOG CYCLE OF TIME C, = 0.60" L V W W 2.00 2.50 3.00 3.50 l l I I I l i l 1 1 10 TIN \\ t

t + + s %s N N 4 + w+ l I I i l i l i i i l i l l l 100 1000 (CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 Typical Setticment Versus Logarithm of Time During Surcharge (Marker DC-27) Supplemental Figure 27-75 4/80 Revision 6 i

.50 5 \\ t 0.0 + 0.50 n s c 's 's, = F-z SETTLEMENT PER LOG CYCLE OF TIME C. - 0.77" W l.50

i C

u y 2.00 2.50 3.00 1 26-79 3.50 l l I I I I I I i 1 10 TIN 1 1 I i

f i + + + 's N 's N N ~ + + + l l I I I I I I I I I I I I I i 100 1000 ,(CUMULATIVE DAYS) l CONSUMERS POWER COMPANY l MIDLAND PLANT UNITS I & 2 l Typical Settlement Versus l Logarithm of Time During Surcharge (Marker DC-28) { Supplemental Figure 27-76 k 4/80 Revision 6

. so \\ I 0.0 4 0.50 1.00 vi w IO F ji 's 3 1.50 N g 2 N d N N C N SETTLEMENT PER LOG CYCLE OF TIME C = 0.90" 2.00 U 2.s0 3.00 12679 3.50 I I I I I 1 l l l 1 10 TIZ l If s

+ + 'N N N N N & N + + + i I l 1 I I I I l I I I I I i 100 1000 CUMULATIVE DAYS) CONSUMERS POWER COMPANY MIDI.AND Pt. ANT UNITS 1 & 2 Typical Settlement Versus Logarithm of Time During Surcharge (Marker DC-29) t Supplemental Figure 27-77 { 4/80 Revision 6

TIME (CUMULATIVE I)AYS) 1 10 f I I I I I I l l l I I f 1-26 79 0.0 BA-64 1.0 1.0 0.0 G w 6 BA-63 Z 1 26-79 I I I I I I I I I I I I i 1.0 5 / b f 1.0 a 0.0 BA-62 1.0 I I I I I I I I I l I l 1.0 i 1 0.0 r BA61 1 26-79 I I I I I I I I I I I I 1.0 f 1 10 TIME (CUMULATIVE DAYS)

100 1000 I II I I I I I I I I I ,_n. a J C.- 0.68" w h / C. = 0.95" A y y g l 1 1 I I I I I NOTE: ALL C. VALUES ARE SETTLEMENT PER LOG CYCLE OF TIME. N h E l C. = 0.85" g i i l i i i l i II CONSUMERS POWER COMPANY s MIDLAND PLANT UNITS 1 & 2 o ? C. = 1.18" Typical Settlement VersusLogarithm of Tine During Surcharge (Farkers BA-61,BA-62,BA-63 and BA-y i i 1 1 I I I I Supplemental Figure 27-78 100 4/80 Revision 6

i I l 1 i I i l i l J l I, i l 8 i l h i i i l l r APPENDIX A i e 4 i i SUMMARIES OF BECHTEL CONSULTANTS i i l i i e '4 l i I i 0 i i Revision 6 4/80 j -,va ..,vn, --v-e.,--...- ,.--n~,

RALPHB PECK civil ENGINEER GEOTECHNICS \\' J958 RECAPITULATIO'1 OF CO'1ME'1TS BY RALPH B. PECK Midland, Michigan Feb. 28, 1980 I becama a consultant to Bechtel on the Midland Project, together with Professor A. J. Hendron, shortly after settla-ments were noted in the Diesel Generator Building. He and the others who have preceded mc have discussed the details of the remadial measures on which we have agreed. It is my intention to give only an overview of the proposed neasures and to em-phasize those aspects that, in my personal judgment, are of greatest importance. The investigations at the Diesel Generator Building rath-6 er quickly showed that the seat of settlement was in the clay ,w fill undcrlying the structure. They also showed that the clay ! ) fill was extremely variable with r spect to its density, its water content, and even its composition. Furthermora, the in-vestigations showed that it would be feasible to surcharge the area in such a way as to stress the subsoil of the struc-ture to levels exceeding the final stresses that would exist under operating conditions. Af ter consideration of a number of alternatives, it was decided that the most suitable would be to prestress the sub-u011 by means'of a surcharge. In my view, this procedure had several important advantaces. One of these was the opportun-ity to provide instrumentation, principally piezometers and subsurface settlement gages, that could furnish data permitting a reliable upper-bound settlement forecast. Furthermore, the procedure automatically proof-tested the subsoil with respcct to its future settlement b:havior. Therefore there would be no need, in determining the acceptability of the foundation, to depend on the results of additional borings, samples, com-paction tests, or other similar activities. Such tests would be likely to prova inconclusive on account of the heterogeneity l of the fill material, but in any event they would be irrelevant in view of the knowledge of the actual behavior. \\, 1101 WARM S ANDS DRIVE, S.E. ALBUQUEROUE NEW MEXtCO 87123 505-293 2484 Revision 6 A-1 4/80

O The results of the surcharas havc been cenvincing. The observed pora pressures were small and they dissip~ated rapidly. Hence, primary consolidation was accomplished quickly and the curve of settlement as a function of the logarithm of tims be-came linear shortly after the completion of placement of the fill. Therefore, it was possible to forecast the settlement that would occur at any future time by simple extrapolation, on the assumption that the surcharga would remain in placc. This amount of settlement would be acceptable. However, the projected settlement datermined on this basis is an upper bound, because the surcharge has in reality been renoved and the real settlements will certainly be smaller. In my judgment, the foregoing circumstances eliminate any uncertainties concern-ing the settlement behavior of the Diesel Generator Building resulting from the underlying clay fill. The investigation at the Diesel Generator Building also showed, however, the presence of zones of sand, including some 6 portions that were loose. This finding indicated a potential for liquefaction under severe earthquakes, and the possibility of settlement originating in tha sands due to shakedown under ("'s seismic conditions. The surcharge would, of course, be inef-(,,) fective to remedy this condition. Of the various possible remedial measures, grouting with chemicals would, in my judgment, have becn feasibic. 'leverth c-less, it would have been difficult to be assured that all in-jectad materials had b2en suecassfully treated, or that all loose zones had actually been injected. It would have been difficult or impossible to give a positivt answgr to the ques-tion whether all significant zones that might liquefy had ac-tually 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 tha liquefac-tion problem. Therefore, it provides positive answers to such questions as those just rentioned. The solution has the fur-ther advantage that it can be monitored effectively by sinplc procedures, primarily by the use of piezometers. In my view, j one of the greatest advantages of general dewataring is the margin of safety inhercnt in tha time lag that would be rs-l quired for recharge of the dawatered zone if the pumps should l Revision 6 A-2 4/80 l

cease to operate. That is, the beneficial ef fects of the de-watering would persist for a period on the order of weeks af-ter pumping might be interrupted. Failure of the pumping system because of an earthquake would, therefore, not destroy the pro-tection achieved by the dewatering. In addition to being a positive solution to the liquefac-tion problem, wherever any such problem mioht exist in the de-l watered area of the plant site, the drainage will substantially reduce any settler.:ats that might be induced by compaction of the sands during an earthquake. The present methods of esti-mating settlements due to seismic shakedown are overconserva-tive, because they are based on the results of laboratory tests on dry sands. Even the sett?ements estimated on this basis would be acceptable. However the presence of capillary mois-ture in the soil would reduce the freedom of the sand grains to assuno a denser position during vibration. Therefore, I con-6 sider that dewatering will essentially eliminate any potential problems of seismic shakedown. The continuing investigations of the plant indicated other potential troubla areas. The proposed fixes have been describ-() ed to you this morning in detail. In my opinion, each solution is well conceived to accomplish its purpose and is practicable. All the proposed procedures have ample precedent although, of course, there is no single precedent of a nuclear plant at which all the procedurcs have been acopted simultaneously. Preloading of an existing foundation during construction of a building was carried out for the 19-story tower of the Chicago Auditorium as long ago as 1888. Surcharging of sites.for mod-ern buildings was carried out routinely by the Port of New York Authority in its developments at Port Elizabeth, Port Newark, and Newark Airport to avoid the dif ficulties experienced ear-lier at LaGuardia Airport with pile foundations in subsiding soils. A permanent dewatering system was installed by Republic Steel Corporation to stabilize the gantry tracks for its iron ore storage yard in Warren, Ohio, in 1953. It was equipped with a monitoring systen and standby power, and performed with-out mishap under rigorous field conditions. The proposed un-derpinning procedures are all well known and within the state of the art. () i A-3 Revision 6 4/80 4 i

() In sumnary, my overall impressions and conclusions con-l cerning the proposed remedial measures are as follows: The in-vestigation has proceeded in a progressive fashion. Like most investigations of this kind, it has not always proceeded in a straightforward way, but has appropriately pursued various ap-proaches. I consider that it has now discloscd the signifi-cant 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 suitcd to the specific conditions and problems of a particular part of the facility. However, the potential for liquefaction has bcon 6 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 advantageous. In my judg-ment, this is a strong advantage of the procedures adopted. l Finally, the proposed solutions do not require unreasonable maintenance or monitoring during the lifetims of tha plant, and can therefore be adopted with confidence. i a v Revision 6 _4 4/80

._~ t F' i i Corrective Treatment at the Diesel Generator Building - A.J. Hendron l Settlement of the diesel generator building was first noted in July and August of 1978; there was a rotation toward the south. Inspec-tion pits were excavated and, in some areas, it was found that there were gaps between the bottom of the foundation and the top of the soil, which indicated that in those areas the soil was settling faster than the building. It was determined that duct banks were r supporting the building and several types of corrective treatment were considered: l 1. Do nothing except grout up the gaps - Because the fill was set- .) tling under its own weight, this would have been only a temporary solution and would have had to be repeated until the fill stopped settling. 2. Provide a continuous mat - This was rejected because it would not have stopped the settling and because the utilities entering the building would have been subjected to abrupt differential settle-ments. Also the foundation pads for the generators would have complicated matters. 3. Disconnect duct banks and preload the area - Proloading takes all 6 the calculation out of evaluating settlement; differential settlements are eliminated before critical connections are made. The building must be instrumented to determine settlement and l n dissipation of piezometric pressure. Because of the heterogeneous (] nature of the backfill, the layering and permeabilities of the materials are not known and the rate of settlement is not known at the outset. From the settlement and piezometric pressures, the time when the surcharge can be removed can be determined. This 4 l was the procedure adopted and we now have information on the load-i ing and unloading which is much more reliable than any sampling and testing program would be. The only drawback is that, because the rate of settlement cannot be determined in advance, there is j the possibility that the load must be maintained for a long time. i i 4. Use a combination of developing a mat and preloading - In this case the key to the solution is the preloading. 5. Underpin with piles or piers - This is simple for vertical loads, however the fill would continue to settle and differentials in the piping would continue so differential settlements at the building would be aggravated. Lateral capacity must be developed during earthquakes. In this case, all of the lateral _ capacity must be developed in the piles. It is not like the service water structure where the lateral stability is developed through the deeper portion of the building which is sitting on natural { cround. Revision 6 A-5 4/80

i l Remove and rep 1'ce the building - This would still result in l 6. a differentail settlements. 4 i 7. Remove building and backfill and replace them - This is an option I but it appeared too drastic. I I The building is rigid, so settlements will generally be in a plane. l There is more sand on the north side of the building and, because of 6 this, settlements were smaller on that side. There is no reason to [ believe that the quality of the sand backfill is any better than the clay. A liquefaction analysis was made for the current safe shutdown i a earthquake of 0.12 9 and there were pockets of sand where liquefaction 3 r i could occur. Elsewhere in the plant there are other areas of sand which do not have high blowcounts. Therefore, the high water table would aggravate this. It is difficult to know what materials are i t where. Therefore, to prevent the possibility of liquefaction, a permanent dewatering system was recommended. i i i J I i 1 i k 1 l i O i Revision 6 A-6 4/80 i i .m . -v e ,--r--

1 () Service Water Pump Structure - M.T. Davisson The north end of the service water pump structure will be underpinned using piles. The load at this end of the structure will be trans-ferred to the piles through a corbel. The piles will be driven at the locations shown, the corbel will be bolted-to the wall, and the bolts will be prestressed. The load will then be transferred to the piles in a manner similar to that for the caissons at the auxiliary building. The piles selected are 14-inch diameter, 0.5-inch wall, pipe piles which will be driven to a nominal 100-ton capacity. Only 75 tons will be transferred. The load will be transferred in 25% increments (18.75 tons) for all piles and this will be continued until 75 tons are transferred. A wedge system similar to that for the caissons at the auxiliary building will be used. 6, All piles will be driven with the hammer above the roof of the struc-ture. The furnished length will be long enough to do this. There should be no field splices in the ground. All piles will be predrilled and a 010 hammer will be used. This hammer has a driving capability of approximately 300 tons but only 200 tons will be required. Most of the capacity will be developed in the till. A tall micarta aluminum cushion will be used and the piles will be O driven to 20 blows to the inch (60 blows for the last 3 inches). The load procedure and method of evaluation will be those given in Peck, Thornburn and llanson (similar to that used at Bailly). Inspection will be in accordance with the Corps of Engineers proce-dures (also used at Bailly), b I Revision 6 4/80 A-7

Underpinning Wings of the Auxiliary Building and the Feedwater Valve Pits - C. Gould A dewatering system has been installed to permit removal of backfill material down to undisturbed glacial till. An access shaft will be excavated 34 feet deep from plant grade at el 634' down to approximately el 600'. The valve pits will be temporarily supported from the surface. A drift will be advanced below the lower slab at el 607' to the auxi-liary building wings. Pregrouting ahead of the face will be used where necessary for ground stability during excavation. Caissons will be installed to support the outer end of the auxiliary building wings. No more than 10% of the electrical penetration area will be exposed at any time. Jack piling or caissons will be installed along the south wall of the turbine building. The choice has been left to the contractor. The area beneath the valve pit will be excavated down to till and it will then be backfilled with lean concrete in controlled lifts. The 6 first lift will be 2 feet and subsequent lifts will be approximately 5 feet. Dowels will be placed between lifts and into the electrical penetration area. The caissons supporting the end of the electrical penetrations were selected instead of jacked piles because the ground gs g] is heterogeneous and these can be advanced without loss of ground. A 1-foot plug will be maintained throughout the installation operation. There are concrete obstructions in the fill so that jacked piles will not work. A caisson is large enough so obstructions can be removed. The caisson also permits inspection of the till to determine its suit-ability. Each caisson will be load tested to 1.5 times its design load. After 500 tons of capacity have been installed, there will be random checking of the caissons to determine if the prestress put into stub piles to transfer the load to the caissons is being main-tained. A long-term test load of one and one-half times the design load will be maintained for 24 hours and two times to 30 hours will also be included. Full load is 4,000 kips. A limit of 1/4 inch up and 1/2 inch down is required to prevent damage to the structure. The jacks used to transfer the building load to the caissons will be calibrated to ensure that the load is known. There will also be redundancy in the gage system. Wedges are used as shown in Figure A-1. The gage on the jack will indicate when transfer is affected. Allow-able bearing values have been assigned. l Revision 6 4/80 l A-8 l

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