ML20028G836

Foundation Investigation of ERCW Pumping Station Foundation Cells.

ML20028G836
Person / Time
Site:	Sequoyah
Issue date:	08/21/1990
From:	TENNESSEE VALLEY AUTHORITY
To:
Shared Package
ML20028G835	List: ML20028G834 ML20028G836
References
SCG1S361, NUDOCS 9009050102
Download: ML20028G836 (215)

Text

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f ENCLOSURE TVA CALCULATION SCG1S361-(B87 900822 007) 9009050102 900828 PDR ADOCK 05000327 P PDC

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. T!?LE- FOUNDATION INVESTIGATION OF ERCW PUMPING STATION l PLANT /Uplf FOUNDATION CELLS- 'l SON /O __

PREPARillG ORGARIZAfl0ll I KEY NOUNS (CcInsult' RIMS DESCRIPTORS LIST)- QA gg CEB/SQN/C1 1 ERCW, CONCRETE, FOUNDATION, DRILL, GROUT

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AllCil/ PROJECT IDENTIFIERS . I2 t.ut: itttL*tia5"$*= "* * * *. ** *** * * * =

• aa r * ' u * *" * * " H a SCG1S361 i Rev (fer RIMS' use) RIRS accession number SQH-DC-V-1.0 I I l-MCL'A01 1 R0 I I RR7 900822-007 APPLICABLE DESIGN DOCUllEllT(S) l I I SQN-DC-V-1.1- 1R I I _

31W211-9 l- 1 I I R I I

- SAB SECT 10ll(S) i Ull!D SYSTER($) l I I 2.5,3.8 i NA 1R I I Revision 0 1 El I R2 I R3- I Safety related? Yes(X 1 Not 1 ECE Ilo.(or indicate liot Applicable)l I I I DCN M01312A I I I I Statement of Probles Prepared l i I THE PURPOSE'OF THIS-CALCULATION-d . M M b 4 A, h 7/ f',Jl

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I 'I I IS TO DOCUMENT'THE LIMITED Chee /fji l i 1. EXPLORATION PROGRAM THAT HAS 8/f//h l I I I BEEN CONDUCTED FOR THE Rv ~od ) ' ' yl I I I INVESTIGATION OF THE ERCW

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l/BJ l i I PUMPING STATION FOUNDATION Approfred .

I I I I CELLS. -THE SPECIFIC PURPOSE OF I- 1 I I THE PROGRAM WAS TO RE-CONFIRM Date I I I I THE ADEQUACY OF-THE CONCRETE I I I I FOR ELEMENTS D & B OF THE ERCW u en. I List al'1 pages added i I I I PUMPING STATION FOUNDATION l' I I I CELLS.

.. . I List all pages deleted

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,. I by this revision.

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I-l r m trw.I List all pages changed i I I .I I by this revision. 1 I I I

~-These calculations contain an l Yes ( l I Yes ( l I Yes ( 1 I assumption (s) that sust be I llo ( ) l No [ ] I No ( 1 I verified later Yes[ ] No(XI I I I I Abstract THIS INVESTIGATION VALIDATES THE. ASSUMPTIONS THAT WERE UTILIZED FOR ELEMENTS D & B IN THE PRE-RESTART EVALUATION OF THE FOUNDATION AND RE-CONFIRMS THE' STRUCTURAL INTEGRITY OF THE PUMPING STATION FOUNDATION CELLS, THE CELLS WILL PERFORM THEIR INTENDED FUNCTION UNDER ALL DESIGN-CONDITIONS AND NO ADDITIONAL INVESTIGATION IS NECESSARY OR REQUIRED.

I 1 Microfila and store calculations in RIMS Service Center. Microfils and Destroy [ ]

,I X1 Microfils and return calculations to: John Dennis Address: Trailer-X, SON cc: RIES, SL26 C K

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REVISION: LOG-

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FOUNDATION INVESTIGATION-EVALUATION OF ERCW Title : PUMPING. STATION FOUNDATION CELLS SCGIS361 .

"' N,',' ' - DESCRIPTlON. OF REVISIO'N- 4,,U',k R0 ' INITIAL" ISSUE CONTAINS ? / 3 PAGES

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'if( . CALCULATION DESIGN VERIFICATION (INDEPENDENT REVIEV)' FORM

'BCG1 361 '

- o C.lculation No. Revision Method of design verification'(independent review) used (check method used):

! 1. Design Review V

2. Alternate Calculation

3. Qualification Test Justification (explain below):.

Method 1: In the design review method justify the technical adequacy of the calculation and explain how the adequacy was-verified (calculation is similar to another, based on accepted handbook methods, appropriate-sensitivity studies included for confidence, etc.).

Method 2: In the alternate calculation method, identify the pages where the alternate calculation has been included in the calculation package and explain why this method is adequate.

Method 3_:' In the qualification test method, identify the QA documented g source (s) where testing adequately demonstrates the adequacy of this lj( calculation and explain.

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EtiEEDE OE TENNESSEE VALL EY AUTHORITY Page 0.1 k ' ' JECT Foundation Investigation Evaluation of ERCW -

PROJECT SQN<

'k Pumping Station ~ Foundation Cells. SCGIS361 Calculation Format Noter This calculation is divided into two parts: x (1) a' report detalling the' limited: exploration program for the foundation investigation of Elements D and B of the ERCW pumping station foundation and (2) supporting' documentation for drilling and grouting that was completed for the program under.

procedure SMI-0-400-6. -

TABLE OF CONTENTS SHEET

. 1 l' . REPORT

1. Purpose 3

2. Assumptions ~3

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1

3. Sources of-Design input information 4 d I

'4. Computations / Analysis --Element D to Element B. 12

'5. Conclusion 17

6. References 17

7. Supporting Graphics Cross Sections Figures 1 through.7 19 s .

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8. -Attachments- ~~1. Driliing' Summary Element D 26 }

2. Drilling. Summary Element B 33  ;

3. Core Logs .Elenent D 35

4. Core Logs Element B- 44

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5. Core Photos Element D 45 .

6. Core Photos Element B 51 ll. SUPPORTING DOCLMENTATION

9. ' Design input Data Appendix A Drill Logs 52 Appendix B Training Data Sheets 83 Appendix C Daily Grout Reports 87 Appendix D Water Test Reports 138 Appendix E Driller Certification 204 Appendix F Inclinometer Calibration '

206 Appendix G Inclinometer Survey 207 i, 10. Last Sheet 209

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NUCLEAR ENGINEERING 1-l CIVIL ENGINEERING SEQUOYAH NUCLEAR PLANT FOUNDATION INVESTIGATION AND. EVALUATION '

ESSENTIAL RAW COOLING WATER (ERCW)

PUMPING STATION ELEMENTS D AND B Prepared: A. D. Soderberg b4 r Checked: F. S. Taylor M Reviewed: . M. G. Maxwell -

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Approved: D. L Lundy - .-Q.

J. K. McCall eI - *nd ys Concurrence By Consultants:

L G. Hersh ,

E. D. Graf d# /MN B. Gerwick, Jr. 2M 4 f / ,

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SEQUOYAH NUCLEAR PLANT FOUNDATION-lNVESTIGATION AND EVALUATION OF-ERCW PUMPlNG STATION ,

ELEMENTS D AND B TABLE'OF CONTENTS.

l 1.0 PURPOSE 2'.0 BACKGROUND 3.0 INVESTIGATION 3.1-General

'3.2-Examination Data 3.3 Detailed Data Results 3.3.1 Element 0 *

3.3 2 Element B l~

l -4.0 ASSESSMENT-0F. DATA 4.1 Element D I

-4.1.1 Concrete 4.1.2. Concrete / Rock Interface 4.1.3 Rock 4.1.4 Grouting 4 2 Element B '

4.2.1 Concrete

( 4.2.2 Concrete / Rock interface 4.2.3 Rock 4.2.4 Grouting

'5.0 ENGINEERING '/ALUATION OF RESULTS OF LIMITED EXPLORATION PROGRAM.

5.1 General ~ '

5.2 Elements D and B Between-Intake-Liners-5.2.1 Element D L 5.2.2 Element B l 5.3 Aggregate Lenses at Higter Elevations of the Foundation 5.4 Assessment of Effect of As-Bullt Condition of Foundation on Structural Behavior, Seismic' Equipment Qualification and ERCW Piping 5.5 Evaluation of Foundation for OBE + Water Level at Elevation 704.0

7.0 REFERENCES

FIGURES Figures 1 through 5 Location of Holes Figure 6 Graphic section through Drill Holes Element D

. Figure 7 Graphic section throer,h Drill Holes Element B.

ATTACHMENTS Attachment I - Drilla Summary - Element D Attachment 2 - Drill Suamary - Element B Attachment 3 - Core Logs - Element D Attachment 4 - Core Lo0s - Element B Attachment 5 - Core Photos - Element D Attachment 6 - Core Photos - Element B Page 2 o

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SEQUOYAH NUCLEAR PLANT.

FOUNDATIONmlNVESTIGATION AND EVALUATION OF $ 0 81 $ 3 g g"

~ERCW PUMPlNG STATION ELEMENTS D AND B 140 PURPOSE The purpose of this investigation was to conduct a limited exploration program

. tor the ERCW foundation cells, elements D and B to re-confirm the-adequacy of the concrete, and to Valldate the assumptions regarding the character, extent'and size.of aggregate zones that were used in the pre-restart evaluation.

2.0 BACXGROUND As a condition of restart for the Sequoyah Nuclear o' ant, TVA committed-in=a' letter to the NRC dated March 3, 1988,' (Rsference 5) to perform the'following:

" Perform a further assessmeat of the as-built conditions of the concrete foundation (;!9ced by the tremie technique) with special emphasis on determiling the extent and size of

" cavities" and gravel pockets. An evaluation program plan will be submitted to the NRC for review and concurrence."

Once the as-built condition is confirmed, TVA also committed to;

, " Review the selsmic quell'fication of the ERCW pumping station equipment for continued acceptability."

" Evaluate the ERCW pumping station deflections to confirm no adverse interaction with ERCW piping.'"

" Confirm that the design requirements for the OBE concurrent with water lesel at Elevation 704 are satisfied."

TVA submitted to NRC on October 20, 1988, (Reference 2) an evaluation of the ERCW foundation and roadway access cells performed by Bechtel North American Power Company (BNA). BNA's evaluation concluded that the ERCW foundation and roadway access cells are structurally adequate and will function as intended under their design loads but recommended a limited investigation of the ERCW pumping station to verify the structural adequacy, in a letter to the NRC dated December 28, 1989, (Reference 3) TVA committed to perform a limited exploration program for the foundations. This program.includad drilling eight new exploration holes through the concrete and into rock in the

.ERCW pumphouse foundation cell (six i n e l emen t D and two i n e l emen t B) ,

evaluating the core and grouting the holes. The following commitments were established to track the completion of the program:

"TVA will perform a limited exploration program for the ERCW pumphouse foundation."

"TVA will inform NRC of the results of the exploration.

"Any changes of the action plan for the exploration program for the ERCW pumphouse foundation will be submitted to NRC for

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approval.' '

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2.0 BACK0ROUND (continued)_ $CG}$3gy

'TVA later revised-the program plan for Element-D to place another hole near the-perimeter of the foundation to increase the effectiveness of. grouting on the-perimeter. TVA'also placed a.. hole to intersect Hole 39,from the original investigation program to further. verify that cavities do not exist. TVA also revisad the. program to drill ~only one hole in Element B based on the satisfactory resultt'of that hole. (Reference 9) j i

3.0 ,lNVESTIGATION 3.1 General ,

The investigation consisted of drilling three-inch-diameter core holes in elements.D & B starting at floor slab elevation 688 of the ERCW oumping station extending through the foundation cells and continuing aporoximately 15' feet into bedrock. Orilling and grouting instructions are documented in SMI-0-400-6 ano DCN M01312.

i Six holes were positioned in order to investigate the concrete between the horizontal intake liners. The holes were spaced in Element D from near the edge of-the foundation cell to the back of the traveling screen lincr (Figures 1, 2, 3 and 5). Element B required one hole drilled.nesr the edge of the foundation cell (Figures 1, 4 and 5). Holes were located to.

facilitate access of the drill equipment and resulted in drilling both vertical holes and holes at a slight angle from vertical.

in order to prevent the accidental penetration of pipes or conduits, an j( , . electric drill equipped with a ground fault interruption device was used for l the first 3 to 4 feet. Each hole was completed utilizing a wireline core drill to a minimum depth of 15 feet below the concrete / rock interface.

l-Because the. concrete contained zones cf densely packed and/or par tially cemented aggregate, drilling was accomplished in steps. Drilling progressed until sanc aue.ad the drill to stall and stop advancement. At tnis point L

the drill roo was removed and the hole was visually examined (down hole

video) to investigate the physical characteristic of the material in-these zones. The holes were then grouted to seal the aggregate Zone and after the grout was sat, drilling continued. Grouting from the floor level down to Elevation 640 was accomplished under static head using Type i Portland cement while grouting between Elevation 640 and the top of rock was done under 15 psi pressure utilizing Microfine MC-500 grout. Details of these operatior.s are discussed f rther in Section 4.1.4 and 4.2.4. After completion of the holes to a depth of 15 feet into the bedrock, the ent ire length of the hole was backfilled with a low water-cement ratio, Typc I

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Portland Cement grout.

3.2 Examination Data ,

A drill log record was maintained as each hole was drilled. Each drilled section of core, or " pull", was recorded. Any loss or sain of drill water, and any unexpected conditions encountered during drilling were noted (Attachments 1 and 2 and Appendix A)

The cores were placed in divided boxes in 5-foot lengths for evaluation.

After the completinn of each hole, Nuclear Engineering (NE! r presentatives logged the core and noted the condition of the concrete, C o.ic r e t e / r oc k Page 4 o

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'3.0 INVESTIGATION (continued) v

,g., 3.2 femmination Data (continued) $0G1$3gj h 's interface and rock (Attachments 3 and 4). A photograph was taken of each box of core for a visual record (Attachmento 5 and 6).

n Where only nand or coarse aggregate was recovered, a bore-hole TV camera was used to further evaluate these zones. This investigation took place prior to smalln9 the zones with grout. A video tape was made of these zones for 8uture reference. (Tapes are stored in the SON vault.)

Upon completion of data collection and evaluation, the holes were back-filled with cement grout or pressure grouted with Microfine grout, and the volume of grout recordAI.

3.3 Detailed Data Roeulte .

A tabulation of the data obtained for each hole follows (elevation in feet):

l (See Attachment I and Appendix A) 3.3.1 Element 0 PSD-1 drl' led in 1989/90 - 4.75' angle from vertical Concrete : - 688.? - 617.9 sound concrete alternating with densely packs.1 and/or partially cemented aggregate zones 670.2 to 669.6, 669.4 to 667.3, 667.0 to 665.4,-663.8 to 658.2,

( 655.6 to 653.5, 645.9 to 641.0, 635.0 to 634.6, 634.2 to 632.4, 631.9 to 631.8, 631.5 to 623.7; eement seam 647.4 to 647.0, 646.4 to 645.9

- core recovery 61.8%

Tht TV camera showed that the aggregate zones were intact with no velds and these zones did r.ot slump but remained vertical over their full height.

Concrete /r 'k interface : - piece of burlap bag between concrete and rock, otherwise interface was solic and in contact Limestone / shale : - top of rock 617.9

- slightly weathered norting 615.5

- slightly weathered shale 612.0 - 611.6

- no drill water loss

- core recovery 100%

• bottom of hole 602.3 Grouting : - top of hole '.a elevation 640 backfilled wit.n 12.5 ft*

(gross) of Type I cement grout; elevation 640 to top of rock pressure injected 3.8 ft* (net) of Microfine grout; rock zone backfilled witn 1.2 ft* (gross) of Type I cement grovt Page 5

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3,3 Detalled Data Results (continued) lg/"

3.3.1 Element D (continued) $00I$36}

(, PSD-2 drilled in 1989/90 - vertical hole Concrete : - 608.3 - 617.6 sound concrete alternating with densely packed and/or partially cemented aggregate zones 669.9 to 664.7. 663.4 to 660.4, 660.2 to 659.7, 659.5 to 657.4, 655.2 to 653.7, 653.4 to 653.3, 646.1 to 645.9, 645.7 to 640.2, 633.9 to 633.1, 632.8 to 631.7, 631.4 to 630.9 630.7 to 626.7. 626.4 to 626.3, 626.1 to 625.6, 625.5 to 623.7, 623.4 to 622.8, 622.5 to 622.2: cement seam 646.3 ic 646.1; weak concrete 660.4 to 660.2, 659.7 to 659.5, 645.9 to 645.7. 625.6 to 625.5 core recovery 60.7%

The TV camera showed that the aggregate tones were intact with no volds and these zones did not slump but remained verticel over their full height.

Concrete / rock interface : - solid but separated slightly at Interface Limestone /shrie : -

top of rock 617.6

- core loss 614.5 to 614.1

- weathered near vertical joint 616.7 to 616.2

- core recovery 97.4%

- bottom'of hole 602.0 Grouting : - top of. hole to elevation 640 backfille.d yeth 5 ft*

(gross) of Type I cement grout; elevatl*,n 640 to top of rock pressure injected 2 fta (net) of 'Alerof ine grout; rock zone backfilled with 5.5 ft' (gro.s) of Type I cement grout PSD-5 drilled in 1989/90 - 4.75' angle from vertical Concrete : -

688.0 - 615.7 sound concrete alternating with densely packed and/or parcially cemented aggregate zones 627.7 to 627.2, 626.4 to 626.2, 625.9 to 625.7, 624.9 to 624.6; cement seam 644.1 to 643.9, 643.7 to 643.3, 643.0 to 642.2, 641.0 to 641.0, 640.4 to 639.9; cement with sand 666.5 to 666.1, 627.2 to 627.0, 626.2 to 625.0; cement with aggregate 627.0 to 626.4; weak concrete 358.9 to 658.5, 628.1 to 627.7 core recovery 98.3%

The TV camera showed that the aggregate zones were intact with no voids and these zones did not slump but remained vertical over their full height.

Concrete / rock interface ' - sciid but separated slightly at interface l

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3.3 Detailed Data Results (continued) 3.3.1 Elemer t D (cont inued)-

SCG1S367 l (, PSD-5 drilled in 1989/90 - 4.75' angle from vertical (continued)

Limestone / shale : - top of rock 615.7

- slightly weathered oarting 615.5

- slightly weathered shale 612.0 -611.6

- 100% drill water loss at 609.0 '

- core recovery 100%

- bottom of hole 599.3 '

Groutit - top of hole to elevation 640 backfilled with 0.4 ft*

(gross) of Type I cement grout; elevation 640.to top of rock pressure injected 0.2 ft* (net) of Microfine grout;

• rock 2one backfilled with 2.0 ft* (grose) of Type I cement grout PSD-6 drilled in 1989/90 - vertical hole

r Concrete : - 6BB.O - 615.5 sound concrete alternating with denscly packed and/or partially cemented aggregate zones 644.3 to 643.8, 642.9 to 642.5, 642.2 to 642.0, 632.9 to 632.6, '

632.3 to 631.9, 631.8 to 631.5, 630.2'to 626.9: cement seam 643,7 to 643.5, 641.3 to 640.7. 625.1 to 624.0; weak concrete 643.3 to 642.9, 631.9 to 631.8, 626.7 to 626.41 cement with sand 642.0 to 641.3, 621.6 to 620.7

- core recovery 92.6%

The TV camera showed that the aggregate zones were intact with no volds and these zones did not slump but remained vertical over their  ;

full height.

Concrete / rock interface : - core loss due to driller not latching innst barrel P

Limestone / shale : - top of rock 015.5

- open highly weathered joint 598.6 to 598.5 100% drill water loss at 598.5 '

- core recovery 74.3%

- bottom of hole 597.8 Grouting - top of hole to elevation 640 backfilled with 0.4 ft*

(gross) of Type I cement grout; elevation 640 to top of rock pressure injected 4.2 ft* (net) of Microfine grout:

rock zone backfilled with 2.~ ft* (gross) of Type I cement grout j P_SO-7 drilled in 1990 - 2.4' angle from ,ertical .

Concrete : - 680.3 - 617.6 sound concrete alternating with densely l

packed and/or partially cemented aggregate zones 370.1 to l

667.5. 667.1 to 666.2, 666.0 to 665.0, 663.5 to 660.2 l

(s - 660.1 to 659.0, 659.3 to 657.9, 655.6 to 653.7, 646.2 to 642.5. 642.0 to 640.7, 634.9 to 634.3, 633.6 to 632.8, l 632.6 to 624.3, 624.1 to 623.4; cement seam 647.4 to j 647.2, 646.6 to 646.2; weak concrete 64?.5 to 642.0 Page 7 o

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3.3 Detailed Data M6'sults (continued) '

3.3.1 Element D ' continued)

PSD-7 drilled in 1990 - 2.4' angle from vertical (continue")

Concrete : (continued)

- core recovery 68.9%

The TV camera showed that the aggregate zones were intact with no volds and these zones did not slump but remained vertical over thtfr full height.

Concrete / rock Interface : - solid but separated slightly at interface Limestone / shale : - top of rock 617.6

- slightly weathered parting 617.0, 616.4, 614 4.

- highly weathered parting 610.6

- drill water loss at 616.4, 614.4, 610.0

- core recovery 100%

- bottom of hole 602.1 Grouting : - top of hole to elevation 640 backfilled with 3.2 ft*

(gross) of Type I cement grout; elevation 640 to top of rock pressure injected 0.8 ft* (net) of Microfine grout; rock zone backfilled with 1.5 ft* (cement) of Type I cement grout lf

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PSD-8 drilled in 1990 - 4.75' angle from vertica!

Concrete : - 608.3 - 617.0 sound concrete alternating with dencely packed and/or partially cemented aggregate zones 670.2 to 669.6, 669.4 to 667.3, 667.0 to 665.4, 663.8 to 658.2, 655.6 to 653.5, 645.9 to 641.0, 635.0 to 634.6, 634.2 to 632.4, 631.9 to 631.8, 631.5 to 623.7; cement seam 647.4 to 647.0, 646.4 to 645.9

- core recovery 61.8%

The TV camera showed that the aggregate :ones were intact with no voids and these zones did not slump but remained vertical over their full height.

Concrete / rock interface : - piece of burlap bag between concrete and I rock, otherwise solid contact i

I Limestone / shale : - top of rock 617.9

- slightly weathered parting 615.6

- slightly weathered shale 612.0 - 611.6

- no drill water loss ,

- core recovery 100%

- bottom of hole 602.3 Grouting : - top of hole to elevation 640 backfilled with 12.5 ft*

(gross) of Type I cement grout; elevation 640 to top of

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rock pressure injected 3.8 ft* ( r.e t ) of Microfine grout:

rock zone backfilled with 1.0 ft* (gross) of Type I cement grout Page 8 o

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3.3. Detailed Date Results (continued) 3.3.1 Element D (continued) S C r 1 S 161; i

Hole 39 drilled in 1977 - vertical hole located 22' north and 20' east of the center of the pumping station Concrete : - 685.2 - 618.2 sound concrete alternating with densely packed and/or partially cemented aggregate zones' 671.6 to 671.0, 670.0 to 667.0, 665.2 to 663.3, 682.4 to 660.6, 656.9 to 655.3, 646.5 to 644.9, 634.3 to 634,3, 630.8 to '

627.1, 625.6 to 623.9; cement seam 676.4 to 676.3, 659.6 ,

to 659.5, 649.2 to 649.1, 647.5 to 647.4, 643.6 to 643.5

- core recovery 73.3%

• Note: These zones were defined as cavities, soft seams or sof,t concrete during 1977 investigation.

Concrete / rock interface : - sound concrete with weathered rock at Interface t Limestone / shale : - too of rock 618.2

- weathered rock 618.2 to 617.3 v

- core recovery 100% ,

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- bottom of hole 599.4 l Grouting : - No information is available to define whether grouting was completed or not.

3.3.2 Element B PSB-1 drilled in 1990 - 4.75' angle from vertical Concrete : - 688.2 - 619.8 sound concrete alternating with densely packed and/or partially cemented zcnes 663.0 to 662.6, 662.1 to 660.9, 660.6 to 656.5, 655.6 to 653.2, 653.1 to 651.3, 643.7 to 643.2, 642.8 to 641.4, 624.9 to 623.9; l

cement seam 646.6 to 646.5; weak concrete 639.0 to 638.0; open seam 619.9 to 619.8

- core recovery 81.3%

The TV camera showed that the aggregate zones were intact with no volds and these zones did not slump but remained vertical over their full height.

1 Concrete / rock interface : - 0.1' open seam and core loss in rock at I the interface Limestone / shale - top of rock 619.8

- slightly weathered parting 615.5 .

- slightly weathered shale 612.0 - 611.0

- no drill water loss

- core recovery 97.5%

- bottom of hole 604.1 1 l

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SHEETJO 05 13,3 Detailed Data Mosults (continued) g# 3.3.2- Element B (cont inued) 8CG1S363 I( P59-1 drilled in 1990 - 4.75' angle from vertical (continued)

Grouting : - top of hole to elevation 640 backfilled with 2.3 ft*

(gross) of Type i cement grout; elevation 640 to top of rock pressure injected 0.5 ft* (net) of Microfine grout; rock zone backfilled with 1.5 ft* (gross) of Type I cement grout Hole 41 drilled in 1977 - vertical hole located 22' south and 20' east of the center of the pumping station Concrete : - 685.2 - 618.2 sound concrete alternating with densely packed and/or partially cemented aggregate zones

• 671.6 to 671.0, 670.0 to 667.0, 665.2 to 663.3, 662.4 to 660.6 656.9 to 655.3, 646.5 to 644.9, 634.3 to 634.3, 630.8 to 627.1, 625.6 to 623.9; cement seem 676.4 to 676.3, 659.6 to 659.5, 649.2 to 649.1, 647.5 to 647.4, 643.6 to 643.5

- core recovery 73.3%

" Note: These zones were defined as cavities, soft seams or soft concrete during 1977 investigation.

Concrete / rock Interface : - sound concrete with weathered rock at interface

( Limestone / shale : - top of rock 618.2

- webthered rock 618.2 to 617.3

- core recovery 100%

- bottom of hole 599.4 Grouting : - No information is available to define whether grouting was completed or not.

4.0 ASSESSMENT OF DATA 4.1 Element D 4.1,1 Concrete Six new holes (1, 2, 5, 6, 7, 8) were drill >J in Element 0 in addition to Hole 39 which was dr illed in le'?. New holes 3 and 4 were started but not drilled below elevation 680', The results of the drilling are shown graphically on Figure 6.

The concrete for Element D consists of sound concrete with lenses of densely packed and/or partially cemented aggregate, inspection with a down-hole TV camera showed that the aggregate in each lense was self-supporting and did not slough into the hole. The strength of the material could not be determined since a core could not be recovered.

Three predominant aggregate lenses that are intermixed with sound

( -

concrete are evident from the graphic log for Element D The first occurs between approximately elevation 655 and 670: the second from approximately elevation 640 to 645; and the thira from approximately elevation 624 to 634.

Page 10 a

d"~

5 HEEL II OE- -

4,0 ASSESSMENT DF DATA (continued) 4 4.1 Element D (continued) sic 111S36) l(g 4.1.1 Concrete (continued)

The three lenses are seen in holes PSD-1, 7, 2 and Hole 39. The .

graphic loge for holes PSD-5, 6, and 8 indicate that for all three elevations, the aggregate lenses either partially or completely dissipate before reaching the locations of holes 5, 6, and 8 '

(Approximately 12 feet from hole 39), it should be noted that the 6 new holes indicate conditions that are equivalent too or better than the original hole 39. Thus, the new holes vaildate the condition of the original hole 39 and do not identify any differences with the exception that they define the presence of partially cemented and/or densely packed material in these area., previously identified as

• cavities".

4.1.2 Concrete /Acck Interface i

The concrete / rock interface as observed in the core samples contained sound, unweathered rock at the contact in all of the holes. The bond between the concrete and rock was generally tight with a few places showing slight separation, in hole PSD-1 a piece of burlap was i recovered at th) Interface and hole PSD-8 had 0.2' of partially.

cemented sand and aggregate at the interface. The core loss occurring at the interface and into the rock for hole PSD-6 was due to the driller not latching the inner core barrel. The TV camera showed this zone to be sound concrete and rock.

Based upon the core and viewing with the TV camera, the rock surf ace was judged to have been thoroughly cleaned and weathered rock  ;

removed before the placement of concrete.

4.1.3 Rock The rock beneath element D is a sound, unweathered, steeply dipping, interbedded limestone and shale with only a very few slightly weathered par t ings occurr ing randomly in the rock. When the side of the holes are viewed with a down-hole TV camera, rock is visible over the entire length of the holes. The rock core observed from element D is consistent with that previously encountered at this site and is consistent with the original calculation of rock modulus and bearing

• apacity (Reference S).

4.1.4 Grouting To facilitate ortiling in the aggregate Zones, it was necessary to seal the tones as drilling progressed. Between the floor slab and elevation 640. Gement grout with a 1:1 water-coment rat,io was placed under static head through a pipe to the temporary bottom of the hole.

l Sufficient grout was placed to seal the aggregate Zones.

Between elevation 640 and the top of rock these aggregate :enes were

• grouted with MC-500 Microfine cement using 15 psi pressure. Grout take, minus the theoretical volume of the hole, varied f r om 0. 2 f t '

to 4.2 ft' and averaged 2.0 ft 3 for this :one. The volume of grout was recorded. Thus, the grovt "take" into the aggregate :ones was Page 11

SHEET _ $ op. %-

i 4.0 ASSESSWENT OF DATA (continued) -

g*" 4.1 Element D (continued) $CG1$36}

l L, 4.1.4 Grouting (continued) mlnlmal and attests to the presence and density of material in the zones.

The rock zones were backfilled under static head using Type i cement with a 1:1 water-cement ratio and the remainder of the hole was also backfilled to the surface using the same grout.

4.2 Element 8 4.2.1 Concrete One new hole (PSB-1) was drilled in Element B in addition to Hole 41 drilled in 1977. The results of the drilling are shown on Figure 7.

The concrete for Element B consists of sound concrete with one significant lense of aggregate and two small lenses, inspection with a down-hole TV camera showed that the aggregate in each lense was self-supporting and did not slough into the hole. The strength of the material could not be determined since a core could not be recovered.

The first lense occurs between approximately elevation 651 and 663;

( the second between approximately elevation 641 to 643; and the third between approximately elevation 624 to 625.

As can be seen in Figure 7, the new hole validates the original hole 41 as to the location and extent of sound concrete and zones other than sound concrete.

4.2.2 Concrete / Rock Interface lhe concrete / rock interface as observed in the core sample contained a 0.l' seam at the interface.

4.2.3 Rock The rock beneath Element B is a sound, generally unweathered steeply dipping, Interbedded limestone and shale with only a very few slightly weathered portings occurrin0 randomly in the rock. When the side of the hole is viewed with a bore-note TV camera, rock is visible over the entire length of the hole. The rock core cbserveo from Element B is consittrut witn that previously encountered at this site and is consistent with the original calculation of rock modulus and bearing capacity (Reference 6). ,

4.2.4 Grouting To facilitate drilling in the aggregate :Ones it was necessary to seal the tones as drilling progressed. Between the floor slab and elevation 640, cement grout with a 1:1 water-cement ratio was placed througn a pipe to the temporary bottom of the nole. Sufficient groyI was piaced to seal the aggregate :ones, j

Page 12 e

EiEETl3-- O F -

4.0 ASSESSMENT OF DATA (continued) pe r 4.2 Element B (continued) S0b103b}

l

.L s 4.2.4 Grouting (enntinued)

Between elevation 640 and the top of rock, the 1 foot aggregate zone. '

was grouted with MC-500 Microfine cement'using 15 psi pressure.

Grout take was 0.5 ft* for this zone which is very minimal and i attests to the presence and density of material in the zone.

The roct Zone was backfilled under static head using Type I cement wi th a 1:1 water-cement rat io and the remainder of the hole was also backfilled to the surface using the same grout.

5.0 ENGINEERING EVALUATION OF RESULTS OF LIMITED EXPLORATION PROGRAM 5.1 General Sections 5.2 and 5.3 discuss the condition of Elements B & D between the.

Intake liners (Elevation 624 to 634). The determination of the condition of the concrete ir. Elements B and D between these elevations was the original concern of the drilling program. These sections are critical for structural integrity and stability because of reduced cross section due to the horizontal intake liners and because they are at the location of highest '

seismic overturning moments. Section 5.4 discusses the aggregate lenses which were Identified at higher elevations (generally between El 650 and 670).

Element D The exploratory dr illing/ grouting of Eler..ent D was initiated to determine the extent of " cavities" and gravel seams between the intake liners and to validate the assumptions that were used in the pre-restart analyris.

Interpretation of the drilling performed in 1977 Indicated the existence of

" cavities". As an adjunct to the explcration, the program was also intended to enhance the load carryl,g capability of concrete in Element D by grouting the aggregate Zones to the extent possible and backfilling toe exploratory holes with grout.

Element B l Exploratory drilling / grouting of Element B was initiated to verify the i existence of sound concrete between the intake liners. The 1977 drilling l Indicated the existence of sound concrete and this was the basis used in the pre-restart analyses.

5.2 Elements D and B Between intake Liners (Aggregate Lenses Between Approximately El 634 to 624) 1 5.2.1 Element D A total of 6 new core holes were drilled in Element D.'The drilling and down-hole camera inspections showed that no " cavities" exist in Element.D between the intake liners. However, aggregate lenses were encountered between approximately elevat ions 634 to 624 Page 13 e

o SHEETY cp% -

5,0 EN0lNEERING EVALVATION OF RES'JLTS OF LIMITED EXPLORATION PROGP AM (continued) 5.2 Elements D and B Between intake Liners (Aggregate Lenses Between Approximately El 634 to 624) (continued)

' $0GIS361 5.2.1 Element D (continued) 5.2.1.1 Aggregate Lenses The video record of the aggregate lenses shows a dense matrix of coarse and fine aggregate. The aggregate is cemented to some degree since the material does not slough into the hole. However, the cementing of the material was not great enough to resist the drilling forces and thus a core could not be retrieved.

5.2.1.2 Grouting The grouting of the aggregate lenses was performed using microfine grout due to its capability of penetrating very small volds. The grouting of the aggregate lenses between

=

the intake liners (Elevation 624 to 634) enhanced the strength of the material between the liners to the extent possible. However, since the material In the aggregate lenses was very dense and pressures were limited by liner stresses, the effects of grouting were limited. To maximize the effects of grouting, 3 holes on the perimeter of the cell were drilled / grouted. Grouting of these 3 holes forms

" columns" of sound material near the edge which provides the

(. greatest structural benefit and enhancement of the strength of the cell.

5.2.1.3 Effects on Structural Evaluations The actual capacity of the aggregate lenses in Element D was not quantifled as no material was recovered. However, the aggregate has the capability to transfer l o r.d s .

Confinement of the aggregate lenses is provided by intermingling with zones of sound concrete, by the Stiffened steel liners on the sides, and by the sheet piles.

Additionally, the aggregate is confined by the grout columns which resulted from the drilling and grouting of the 6 holes in Element D. The confinement by the grout columns is most effective on the edge of the Element D adjacent to the sheet piles since three parallel holes were drilled and grouted along the perimeter of the element.

The structural evaluation of the pumping station performed for restart conservatively assumed that zones. identified as "cav i t t er.' or Or ave l in Element D in the original drilling program (1 i77) would be considered as having no load carrying etpability. Thus, the Element D area between the intake liners was neglected. However, the drilling and duwnhole camera inspection of Element D has shown that a cavity does not exist, that matertal is present and has load transfer capability, in addition, the grouting of the 6 l holes in Element D nas provided some enhancement of the Page 14 o

Mdot _

sosis m 5.0 EN0lNEERING EVALUATION OF RESULTS OF LIMITED EXPLORATION PROGR3M (continued) 5.2 Elements D and B Between intake Liners (Aggregate Lenses Between

{ g+~ Approximately El 634 to 624) (continued)

(J 5.2.1 Element D (continued) 5.2.1.3 Effects on Structural Evaluations (continued) transfer capability, in addition, the groutirg of the 6 holes in Element D has provided some enhancement of the strength of the foundation. Therefore, because the structural capacity of Element D of the pumping station foundation is greater than assumed in the pre-restart calculation, the capacity to resist seismic overturning moments is significantly greater.

5.2.2 Element B One new core hole was drilled in Element B. The drilling was intended to show that the concrete between the intake liners was sound concrete as shown In the 1977 drilling of Hole 41.

The drilling results showed that the material between the liners for Element B was sound concrete except for a one-foot thick aggregate lense between elevations 624 and 625. Due to the small thickness of this aggregate lense and the fact thLt the lense was not detected in hole 41, which is approximately 15 ft away, this lense would have no

( significance with respect to the structural capacity of the foundation. Thus, the assumption of sound concrete in Element B that was utilized in the pre-restart Inalysis has been vaildated.

5.3 Aggregate Lenses at Higher Elevations of the Foundation (Between Approximately El 650 and 670)

The new core holes and the original core holes Indicate the presence of aggregate lenses between approximately elevations 650 and 670. From a structural standpoint, these lenses are not as cr itical as the lower sections for the following reasons: 1) The cross-section of the foundation is much greater at this elevation since the cross section of the openings for the travelling screen is much smaller than the openings for the intake liners. Also the openings for the travelling screens are nearer to the neutral axis thus minimi:ing their impact on capacity of the foundation. 2)

The overturning seismic forces are less at these higher elevations.

To assess the lateral extent of aggregate lenses between approximately Elevation 650 and 670, plans were drawn at a discrete number of elevations.

These plans demonstrate that the spatial distribution of the aggregate lenses between Elevations 650 and 670 are sporadic in nature,.are of limited dimension in both olan and elevation and are not continuous from one elevation to the next. No continuous hori:ontal aggregate lense was found and at no elevution does an area of aggregate lense exceed 25% of the total plan area of the foundation. This review la documented in Reference 7.

In order to assess the stresses in the foundation at this location, an analysis has been completed and documented (Reference 7) This analysis categorired the mater ial as sound or soft concrete or gravel. Areas l identified as gravel were conservatively neglected as having any load l Page 15 e

kE&T Op. %

5.0 ENelNEERING EVALUATION OF RESULTS OF LIMITED EXPLORATION PROGR5M (continued) 5.3 Aggregate Lenses at Higher Elevations of the Foundation (Between Approximately El 650 and 670) (continued) carrying capability. The results of this analysis for the SSE

• load condition are as follows: ,

i Compressive Stress, psi Shear Stress, pal Stress Ratio Concrete Type Compressive Shear Calculated Allowable Calculated

• Allowable Calculated Calculated '

Allowable Allowable Sound 536 2600 45 126 0.21 0.36 Soft 722 1105 28 82 0.65 0.34 >

• Very conservatively utilized total shear at base of foundation. Actual stresses would be much less.

Cased on the results of this analysis, the structural integrity of the ,

pumping station foundation at the aggregate lenses between approximately El '

650 and 670 has been demonstrated to meet design requirements for the postulated design basis loads. '

![k 5.4 Assessment of Effeet of As-Bullt Condition of Foundation on Structural Behavior, Seismic Equipment Qualification and ERCW Piping l As previously discussed in Section 4.0, the results of the drilling of 7 new l holes in Elements 0 and B did not identify any differences in the foundation l condition than those determined by the original investigation program performed immediately after construction of the cells. Thus, the conclusion as addressed in TVA's March 2, 1988 letter to NRC (Reference 10), that the as-built condition of the foundation does not significantly affect the dynamic behavior of the pumping station is still valid. As also noted in that letter, the effect of the foundation condition on seismic equipment qualIfIcatlon is not signifIcant and thus, the qualifIcatlon of the equipment la still valid.

To address the effect of the as-built condition of the foundation on the i

deflection of the structure and its effect on piping, the information in the March 2, 1988 submittal should be utilized, it demonstrates that when the l

weak zones are considered, the deflection of the structure under SSE load increases a maximum of 5.5% with a total maximum deflection of 0.020 inches.

This additional deflection of the structure is insignificant and would have no impact on the quellfication of the ERCW piping since the piping is encased in a 2* thick fiberglass shell and I" thick Insulation as it enters the pump statlon.

5.5 Evaluation of' Foundation for Operating Basis Earthquake (OBE) + Water Level at Elevation 704.0 To evaluate this design condition, TVA has developed a calculation to assess the stresses in the foundation at the critical section of the horl20ntal intake liners (Reference 8), This calculation reflects the following:

Page 16 ,

l BBEET l7 OF- _. SCGIS36!

l 5.0 ENGINEERING EVALUATION OF RESULTS OF LIMITED EXPl.0RAliON PROGRAM (continued) 5.5 Evaluation of Foundation for Operating Basis Eartnquake .(OBE) + Water Level at Elevation 704.0 (continued)

C Concrete Type Compressive Stress, psi Stress Ratio Calculated Allowable Calculated Allowable Sound 935 2600 0.36 Soft 585 1105 0.53 As can be seen from the above, the ERCW Pumping Station in quellfled for the design cend!tlon of OBE.f water level at Elevati.on 704.0.

6,0 CONCLUSION The drilling, video-Inspections, and grouting of the Elements D and B have shown that no cavities exist in the elements. The aggregate zonen in Element D have load carrying capability which were conservatively excluded in the design evaluation. The concrete in Element B has been demonstrated to be sound and confirms the evaluation assumptions.

Additionally, evaluations have been completed for the foundation for the aggregate lenses which were identified at higher elevations in the structure.

These evaluations demonstrate the ade'uacy q of the foundation to meet design requirements under the design loads.

The observed condition of the concrete / rock interface for the holes indicate that the cells were adequately cleaned prior to concrete placement. The rock observeo in the cores is consistent with that previously encountered at the rite and is consistent with the original calculation of rock modulus and bearing caoacity.

Therefore, TVA concludes that these investigations re-confirm the structural Integrity of the pumping station foundation cells and that these cells will perform their intended function under all design basic conditions and no additional Investigation is necessary or required.

7.0 RETERENCES

1. NRC Inspection Report 50-327, 328/88-12, June 29, 1988 (A02 880629 010)

2. TVA Lotter, R. Gridley to NRC, October 20, 1988 (L44 881020 800)

3. TVA Letter, R. Gridley to NRC, December 28, 1988 (L44 881228 807)

4. TVA Procedure, Special Maintenance instruction SMI-0-400-6, ERCW Pumping Station and Roadway Access Foundation Cells Evaluation, June 14, 1989

5. TVA Letter, R. Gridley to NRC, March 3, 1988 (L44 880307 808)

6. TVA Calcuir, tion, Determination Of Dynamic Rock Properties (Elastic Modulus and Bearing Capacity) For ERCW Access Cell Foundation, (841 871208 001) i Page 17 o

8 OE -

SBEET 7,0 REFERENCts (continued) ' SCG1S361 i 7, TVA Calculation, Evaluation of stresses in ERCW Pumping Station Foundation Between Elevations 650.0 and 670.0 (887 900809 001)  ;

8. TVA Calculation, Evaluation of ERCW Pumping Station Foundation for OBE +

Water Level at Elevation 704.0 (BB7 900808 022)

9. TVA Letter, E. G. Wallace to NRC, Apr il 13, 1990 (L44 900413 800)

10. TVA Letter, M. J. Ray to NRC, March 2, 1988 (L44 880302 Bil)  !

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ATTACHMENT z I

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NOLE PSD 1 4.750 ANGLE HOLE !EQUOYAH NUCLEAR PLANT --

COMPUTED Ath.8 DATES //d /fa DESCRIPTION DEPTH TRICKNESS ELEVATION GROUT TAKE ELEVATION D$[ECKE(fNN DATEf//o/fu CONCRtit 0.0 18.2 688.3 Id9/22/89 ORAVEL 18.2 0.6 8 610.2 3.1 9/25/89 CONCRtit 18.8 0.2 669.6 4.1 9/25/89 GRAVEL 19.0 2.1

• 669.4 1.0 669.3 11/14/89 6.0 10/19/89 CONCRtit 21.1 0.3 667.3 10.9 10/19/89 ORAVEL 21.4 1.6

• 667.0 4.0 667.8 11/17/89 16.0 10/20/89 CONCRtts 23.0 1.6 665.4 19.0 10/20/89 GRAVEL 24.6 5.6 8 663.8 4.$ 661.9 11/21/89 20.$11/16/89 CONCRtTE 30.2 2.6 658.2 1.5 657.9 11/30/89 21.3 11/20/89 CRAVEL 32.8 2.1 8 655.6 24.8 11/20/89 CONCRtit 34.9 6.1 653.5 26.311/21/89 CINENT SEM 41.0 0.4 647.4 23 7 CONCRtit 41.4 0.6 647.0 30.4 11/27/89 CENINT SEAN 42.0 0.5 646.4 31.3 11/30/89 CRAVEL 42.5 5.0 8 645.9 1.0 643.6 12/1/89 34.9 12/4/89 CONCRETt 47.5 6.0 641.0 0.5 641.1 12/9/89 36.2 12/4/89 GRAVEL $3.5 0.4 8 635.0 41.2 12/5/89 CONCRITE 53.9 0.4 634.6 43.0 ORAVEL $4.3 1.8

• 634.2 44.7 12/5/89 CONCRtit 56.1 0.5 632.4 45.8 12/9/89 CRAVEL 56.6 0.1 631.9 46.8 CONCRtTE 56.7 0.3 631.8 47.2 12/9/89 CRAVEL $7.0 1.8 8 631.5 1.5 630.7 12/12/89 51.3 12/11/89 CONCRttt 64.8 5.8 623.7 1.3 614.6 12/18/89 55.9 .-

ROCK 10.6 15.7 611.9 1.0 616.3 1/8/90 57.8 12/11/89 l r'- - BOTTON OF H0tt 86.3 602.3 1.2 602.3 1/4/90 64.3 12/14/89 k 66.3 1/2/90 TOTAL = 86.3 70.6 13.1 8 CRAVEL

• DENSELY PACKED AND/OR PMTI ALLY CEMENTED SAND AND/0R AGGREGATE 15.3 CONCRETE ,SECTION CONTAINS 38.2 % GRAVEL 77.3 19.1 ABOVE EL. 640 AND BELOV TOP OF ROCK, CROUT QUANTITY IS TOTAL USED 81.4 1/2/90 TO SEAL GRAVEL / ROCK ZONE AND/OR BACKFILL HOLE 86.3 1/3/90 BETVERN EL. 640 AND TOP OF ROCK, CROUT QUANTITY IS TOTAL INJECTED INTO CRAVEL ZONE (EXCLUDING VOLUME REQUIRED TO FILL HOLE)

CROUT TAKE FOR GRAVEL 10NES BETVEEN EL. 640 AND TOP OF ROCK IS 3.8 CUBIC FEET 4

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SCGIS361 <

HOLE P81k2 VERT 2 CAL H0tt SEQUOYAH NUCLEAO PLANT D$ p Epnt

'OtsCRIPTION DEPTH THICKNESS ELEVATION GROUT T Mt ELEVATION CHECKED byf DATE 8 kh DATE 8//0/'/0 CONCRtTE. 0.0 18.4 688.3 0.2 685.5 5/2/90 0.( 9/20/89 RAVEL 18.4 5.2 8 669.9 0.5 661.8 1/12/90 0.5 9/21/89 CONCRtte 23.6 1.3 -664.1 0.5 665.0 1/11/90 0.9 10/11/89 ORAVEL 24.9 3.0 8 663.4 0.5 661.3 1/19/90 2.5 10/12/89 VEM CONCRETE 21.9 0.2 660.4 3.0 GRAVEL 28.1 0.5 8 660.2 4.1 10/12/89 Vtu CONCRETE 26.6 0.2 659.1 6.1 1/8/90 GRAVEL 28.8 2.1 8 659.5 11.1 1/8/90 CONCRtts 30.9 2.2 651.4 12.0 1/9/90-GRAVEL ~33.1 1.5 8 655.2 16.5 CONCRtTE 34.6 0.3 653.1 21.1 1/9/90 RAVtt. 34.9 0.1 8 653.4 23.3 1/11/90 CONCRITE 35.0 1.0 653.3 1.0 652.1 1/23/90 23.1 1/11/90 CENENT SEAN 42.0 0.2 646 3 26.3 1/19/90 GRAVEL 42.2 0.2 8 646.1 21.3 1/22/90 RM CONCRttt 42.4 0.2 645.9 28.6 CRAVEL 42.6 5.5 8 645.1 1.5 644.3 1/25/50 31.1 CONCRett 48.1 6.3 640.2 0.8 640.4 2/1/90 34.0 GRAVEL $4.4 0.8 8 633.9 25.1 1/22/90 CONCRITE 55.2 0.3 633.1 38.9 .1/24/90 GRAVEL $5.5 1.1 8 632.8 41.3 CopCRtTE 56.6 0.3 631.1- 43.6 '1/24/30-ORAVEL 56.9 0.5 8 631.4 46.1 2/1/90 CONCRtts 51.4 0.2 630.9 48.0 2/1/90 . -

$1.6 4.0 8 630.1 51.3 2/13/90 CONCRett 61.6 0.3 626.1 54.2 2/14/90 (CRAVEL GRAVEL 61.9 0.1 8 626.4 55.0 CONCRBTE 62.0 0.2 626.3 1.0 626.0 2/23/90 55.5 2/14/90 GRAVEL 62.2 0.5 8 626.1 56.4 2/15/90 VER CONCRtts 62.1 0.1 625.6 58.0 GRAVEL. ,

62.8 1.8 8 625.5 60.0 2/15/90 CONCRtit 64.6 0.3 623.1 61.3 2/20/90 GRAVgl. - 64.9 0.6 8 623.4- 61.6 CONCRETE 65.5 0.3 622.3 1.0 623.C 3/5/90 62.0 2/20/90 GRAVFL 65.8 0.3 8 622.5 63.3 2/28/90 CONCRETE 56.1 4.6 622.2 64.9 -

ROCK 10.1 3.1 611.6 65.5 CORE LOSS 13.8 0.4 614.5 0.5 615.8 3/1/90 65.8 ROCK 14.2 12.1 614.1 11.0 2/28/90 BOTTON OF HOLE 86.3 602.0 5.0 602.3 3/12/90 11.8 3/1/90 12.8 13.8 3/1/90 15.0 3/8/90 16.3 3/9/90 TOTAL = 86.3 19.3 81.3 8 = CRAVEL = DENSELY PACKED AND/0R PARTI ALLY CEMENTED SAND AND/OR AGOREGATE 84.9 CONCRETE SECTION CONTAINS 39.3 A CRAVEL 86.3 3/9/90 ABOVE EL. 640 AND BELOW TOP OF ROCK, CROUT QUANTITY IS TOTAL USED TO SEAL GRAVEL / ROCK ZONE AND/OR BACKFILL HOLE EETWEEN EL. 640 AND TOP OF ROCK, GROUT QUANTITY IS TOTAL INJECTED INTO CRAVEL ZONE (EXCLUDING VOLUME REQUIRED TO FILL HOLE)

GROUT TME FOR CRAVEL ZONES BETVEEN EL. 640 AND TOP OF ROCK IS 2.0 CUBIC FEET

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! KiTACHMENT 1 sdGiIs61  :[ ;

HOLE PSD-5 4.150. M GLE HOLE SEQJOYAH NUCLEAR PLANT t

DESCtlPTION: DEPTN THICKNESS ELEVATION. GROUT TME ELEVATION $$1ED PNDAtt) ATE _8//8[f4 l CHECKED -_ k DATE 8//o/f0

-CONCRITE 0.0 21.6 688.0 0.4 683.3 3/8/90 ns lu/n/89 CEMENT Stu 21.6 0.4 666.5 2.7 9/25/H C.CRITE 22.0 1.2 666.1 2.8 10/26/89 VEM CONCRETE- 29.2 0.4 658.9 4.1 10/26/H ,

CONCRITE 29.6 14.5 658.5 _5.s 10/27/89 j CEMENT SEM 44.1 0.2 644.1 - 10.8 2/6/90 CONCRITE 44.3 0.2 60.9 15.9 j CENEWT Stu 44.5 0.4 643.1 2 .9 .

C.CRm u., 0.3 60.3 CINENT Sem 45.2 0.8 643.0 31' ' .

CO,C,m u.0 0.3 6n.2 36 O CB S NT SEM 46.3 0.9 641.9 41'.1, 46 1 -

CONCRETg 47.2 0.6 641.0 CEMENT SEg 0.8 0.5 640.4 1 CONCRITE 48.3 11.8 639.9 l8 2/V90 VRAK CONCRgtt 60.1 0.4 628.1 56.8 3

GRAVEL 60.5 0. 5, 8 621.7 61.8 CRMENT V/ SAND 61.0 0. 2 , 627.2 62.3 61.2 0.6 627.0 62 CEMENT V/ GRAVEL GRAVEL 61.8 0.2 8 626.4 64.2 CSKINT Stu 62.0 0.3 626.2 67.1 GRAVEL- 62.3 0.2 8 625.9 68.0

-CONCRETE 62.5 0.8 625.1 71.0 2/8/90' 63.3 0.3 8 624.9 13.0 2/9/90 . .

nRAVEL ,

63.6 4.4 624.6 73.6 CONCRETE ,

68.0 0.2 620.2 77.0  ;

CCRMENTStM CONCRITE 68.2 4.4 620.0 0.2 620.1 35/90 U.3 ROCK 72.6 6.7 615.7 78'3 VATER LOSS 19.3 6 0 0.5 611.0 2/27/90 3 BOTTON OP HOLE 89.0 599.3 1.5 599.3 2/26/90 8 TOTAL = 89.0 8 = GRAVEL = DENSELY PACKED AND/0R PARTIALLY CEMENTED SAND AND/0R AGGREGATE CONCRETE SECTION CONTAINS 1.7 % GRAVEL ABOVE EL. 640 AND BELOV TOP OF ROCK, GROUT QUANTITY IS TOTAL USED T

TO SEAL GRAVEL / ROCK ZONE AND/0R BACKPILL HOLE BETVEEN EL. 640 MD TOP OF ROCK, GROUT OUANTITY IS TOTAL INJECTED INTO CRAVEL ZONE

.(EXCLUDING VOLUME REQUIRED TO FILL HOLE)

GROUT TAKE FOR GRAVEL !0NES BETWEEN EL. 640 AND TOP OF ROCK IS 0.2 cubic FEET L

- ---29 :a .  ;

ATTACHMENT I _ Scc 1sggy

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HOLE PSD 6 VERTICAL HOLE - st quoVAH Nuev A  !

DEPTN TNICKNESS ELEVATION GROUT TAKE ELEVATION T  ?" ' MMI N/4 /N . ~~

C. DESCRIPTION CONCRETE GRAVtL 0.0 43.7 43.7 0.5 e 688.0 644.3 0.4 683.4 3/8/90 DAlt ?/so/%_

'2.0 10/24/89 4.1 10/24/89 ,

~ CONCRtte 44.2 0.1 643.8 6.1~10/30/89  ;

CEMENT SEM 44.3 0.2 643.1 11.3 12/18/89 CONCRITE 44.5 0.2 643.5 16.2 12/18/89 VRAK CONCRETE 44.7 0.4 643.3 21.2 12/19/89 ,

. 0 RAVEL 45.1 0.4

• 642.9 '26.0 12/19/89 CONCRETE 45.5 0.3 642.5 31.012/20/89 ORAVEL 45.8 0.2

• 642.2 36.0 ,

CEMENT V/ SAND 46,0 0.1 642.0 41.0 '!

CIMENT SEM 46.7 0.6 641.3 45.8 12/20/89  :

CONCRITE 47.3 7.8 640.7 48.5; 1/4/90- >

ORAVEL 55.1 0.3 8 632.9 48.9 1/5/90 CONCRett 55.4 0.3 632.6 50.0~

ORAVEL 55.7 0.4

• 632.3 55.0' VEM CONCREtt 56.1 0.1 631.9 57.0 .

GRAVEL 56.2 0. 3, 8 631.8 61.1 1/5/90 CONCRtTE 56.5 1.3 631.5 64.6 1/23/90 ,

ORAV3L 57.8 3.3 8 630,2 65.0 CONCRett 61.1 0.2 626.9 4.2 627.0 1/16/90 70.0 1/23/90 .'

VRAK CONCRETE 61.3 0.3 626.1 74.0J1/24/90 CONCRtTE 61.6 1.3 626.4 16.8

• 1 CIMENT SEM 62.9 1.1 625.1 80.5 l CONCRtft 64.0 2.4 624.0 82.0 -

66.4 0.9 621.6 0.0 622.0 3/6/90 87,0 1/24/90 5.0 90.2 1/25/90

' (CEMENTV/ SAND CONCRETE CORE LOSS 67.'3 72.3 4.5 620.7 615.1  :

l ROCK 76.8 12.6 611.2 1.0 664.0 2/27/90 VA'st LOSS 89.4 0.1 598.6 ROCK 89.5 0.1 598.5 BOTTOM OF.. HOLE 90.2 597.8 1.5 598.0 2/26/90 r

I TOTAL = 90.2 t

TOP OF ROCK 72.5 615.5 s = CRAVEL = DENSELY PACKED AND/0R PARTIALLY CEMENTED SAND AND/0R AGOREGATE j CONCREft SECTION CONTAINS 7.4 % CRAVEL ABOVE EL. 640 AND BELOV TOP OF ROCK, GR0'JT QUANTITY IS TOTAL USED TO SEAL GRAVEL / ROCK ZONE AND/0R BACKFILL HOLE BETWEEN EL. 640 AND TOP OF ROCK, GROUT QUANTITY IS TOTAL INJECTED INTO CRAVEL ZONE (EXCLUDING VOLUME REQUIRED TO FILL HOLE)

CROUT TAKE FOR GRAVEL ZONES BETVEEN EL. 640 AND TOP OF ROCK IS 4.2 CUDIC FEET l

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ATTACHMENT f scGis361 NOLE PSD 7 2.40 ANGLE HOLE '

SEOUOYAH NUCLEAR PtMT DEICRIPt!0N DEPTH THICKNESS ELEVATION GROUT TAKE ELEVATI0ffo%qyD[N ggy ' 9 //o/94 CHECKED DATE ///o/10  !

h(- CONCRtit ORAVEL 0.0 18.2 18.2 2.6 8 688.3 670.1 0.4 682.1 5/2/90 '

1.) i/19/n 2.9 3/19/90 ,

CONCRtit 20.8 0.4 667.5 4.0 3/20/90- r ORAVEL 21.2 0.9 8 667.1 6.1 3/20/90 '

CONCRttt 22.1 0.2 666.2 11.2 3/21/90

' GRAM. 22.3 1.0 8 666.0 0.5 665.5 3/23/90 16.3 .

CONCRtit 23.3 1.5 665.0 19.8  !

GRAVEL 24.8 3.3 8 663.5 20.2 3/21/90 CONCREtt 28.1 0.1 660.2 0.4 662.0 3/28/90 21.3 3/22/90 [

CRAVEL 28.2 0.2 8 660.1 22.9 3/22/90 CONCRett 28.4 0.6 659.9 26.3 3/27/90  ;

GRAVEL- 29.0 1.4 8 659.3 28.1 3/30/90 '

CONCRett 30.4 2.3 657.9 0.4 658.0 3/30/90 29.7 GRAVEL 32.7 1.9 8 655.6 30.2 3/30/90 00NCRtte 34.6 6.3 653.7 31.3 4/3/90 ,

CEMENT SEAN 40.9 0.2 647.4 34.4 l CONCRtit 41.1 0. 6. 647.2 36.3 CENRNT SEAN 41.7 0.4 646.6 41.3 ORAVEL 42.1 3.1 8 646.2 1.0 645.0 4/3/90 43.2 4/3/90 VRAK CONCREft 45.8 0.5 642.5 46.3 4/6/90 CRAVEL 46.3 1.3 8 642.0 47.8-

~ CONCRETE 47.6 5.8 640.7 0.5 640.0 4/9/90 48.5 4/6/90 GRAVEL 53.4 0.6 8 634.9 51.3 4/11/90 CONCRtit 54.0 0.7 634.3 55.3 - -

( CRAVEL CONCRITE ORAVEL CONCRtit 54.7-

$5.5 55.7 64.1 0.88' 0.2 8.4 e 0.2 633.6 632.8 632.6 624.3 0.6 630.0 4/12/90 56.3-58.4 4/11/90~

58.9 4/11/90 61.3 CRAVEL 64.3 0.7 8 624.1 62.5 CONCRtit 65.0 5.8 623.4 0.2 623.6 4/19/90 64.3 4/17/90 ROCK _ 10.8 617.6 0.0 617.4 5/1/90 66.3.4/25/30 B0ft0N OF HOLE 1.5 602.0 4/30/90 71.3

! 11.0 617.4 11.7 -'

l TOTAL = 70.8 73.0 4/25/90 76.3 4/27/90 '

8 = CRAVEL = DENSELY PACKED AND/OR PARTIALLY CEMENTED SAND AND/0R AGGRECATE 7h3  !

l CONCREft SECTION CONTAINS 37.9 % GRAVEL 81.1 l 83.9 I L ABOVE EL. 640 AND BELOV TOP OF ROCK, CROUT QUANTITY IS TOTAL USED 86.3 4/27/90 TO SEAL GRAVEL / ROCK ZONE AND/0R BACKFILL HOLE BETWEEN EL. 640 AND TOP N ROCK, CROUT OVANTITY IS TOTAL INJECTED INTO CRAVEL 20NE

, (EXCLUDING VOLUME REQUIRED TO FILL HOLE) l OROUT TAKE FOR GRAVEL ZONES BETWEEN EL. 640 AND TOP OF ROCK IS 0.8 CUBIC FEET ,

f

? b; .

sutrV 3/ n*r ATTACHMENT l ,

NOLr. PSD-8 8.50 ANGLE N0L9

• * --- I  ;

SFOUOYAH HUCt.G Aft PL ANT ,

g. DESCRIPfl0N DEPTH TNICKNESS ELEVATION CROUT TAKE ELEVATION CN ETED M._8E Eit5Ars D

e/ro/co CONCRITE 0.0 21.5 688.0 0.1 686.2 SMD ' *bb1ME N/o/'fo I CINENT SEM 21.5 0.1 666.7 3.2 3/15/90  !

GRAVEL 21.6 0.1 1 666.6 4.3 t

CONCRett 21.7 0.3 666.5 6.0 3/15/90 ORAVEL 22.0 0.2 8 666.2 10.7 3/26/90 CONCRtit 22.2 1.8 666.0 15.8 CEMENT SEM 24.0 0.2 664.3 ' 20.8 -

CONCRtit 24.2 1.1 664.1 25.8 ORAVEL 25.3 0.1 8 663.0 30.7 3/26/90 CONCRETE 25.4 1,* 662.9 35.8 3/27/90 r CEMENT SEM 26.6 0.3 661.7 40.8

CONCRtit 26.9 1.5 661.4 45.8 '

CBNENT SEAN 28.4 0.4 659.9 -50.8 3/27/90 o

~ GRAVEL 28.8 0.2 8 659.5 55.8 3/28/90  ;

CONCRETE 29.0 10.8 659.3 60.2 3/28/90' CEMENT SEM 39.8 0.4 648.6 60.8 4/5/90 CONCRtit 40.2 3. 6. 648.2 61.7 CINENT SEM 43.8 0.3 644.7 63.7 ,

ORAVEL 44.1 2.9 8 644.4 65.0 4/5/90 I VEAK CONCRETE 47.0 0.5 641.5 66.1 4/9/90  !

CONCRtit 47.5 9.3 641.0 67.1 -4/9/90 GRAVEL $6.8 3.1 8 631.8 70.8 4/23/90 CONCRETE $9.9 0.4 628.8 72,7 GRAVEL 60.3 1.1 8 628.4 0.2 628.3 3/29/90 75.3 CONCRttt 61.4 0.3 627.3 80.3

[( - GRAVEL CONCRETE 61.7 63.5 1.8 8 0.7 627.0 625.2 82.9 83.2 GRAVEL 64.2 2.8 8 624.5 85.3 CONCRETE 67.0 5.2 621.7 87.7 4/23/90 -

GRAVEL 72.2 0.2 8 616.6 0.5 621.6 4/13/90 ROCK - 12.4 15.3 616.4 BOTTON OF HOLE 87.1 601.3 4.5 601.0 4.24/90 TOTAL = 87.7 HIT SUPPORT STEEL FOR LINER AT 65.1' AND 66.1' (EL. 623.6 AND EL. 622.6) '

e = GRAVEL = DENSELY PACKED AND/0R PARTIALLY CEMENTED SAND AND/GR AGGREGATE

. CONCRETE SECTION CONTAINS 14.3 % GRAVEL ,

ABOVE EL. 640 AND BELOV TOP OF ROCK, CROUT OUANTITY IS TOTAL USED TO SEAL GRAVEL / ROCK ZONE AND/0R BACKFILL HOLE BETVEEN EL. 640 AND TOP OF ROCK, GROUT QUANTITY IS TOTAL INJECTED INTO GRAVEL 10NE (EXCLUDING VOLUME REQUIRED TO FILL HOLE)

CROUT TAKE FOR GRAVEL ZONES BETWEEN EL. 640 AND TOP OF ROCK IS 0.7 CUBIC FEET m**

_ _ . _ _ . - . , y ... . _ . . .

= - n._st _ . . .

ATTACHMENT- I s ec i s's 61 -

r-EmiOYAH Nucu:A9 pt.w

? '3RCUSS*.A HOLE 39 DRILLED IN 1911 COMPUTED O M.)f 0 ATE g //O / fd DESCR/ TION DEPTH THICKNESS ELEVATION CHECKED d/ _DATEj//*/*10 c' ACRE!E .

0.0 8.8 685.2 CRMENT SEAM 8.8 0.1 616.4 CONCRITE 8.9 4.1 616.3 SOFT MATERIAL 13.6 0.6 88 611.6 CONCRETE 14.2 1.0 611.0 CAVITY 15.2 3.0 8 610.0 CONCRtTE 18.2 1.8 661.0 CAVITY 20.0 1.9 8 665.2 CONCRtTE 21.9 0.9 663.3 CAVITY 22.8 1.8 8 662.4 CONCRETE 24.6 1.0 660.6 CEMENT SEM 25.6 0.1 659.6 CONCRETE 25.1 2.6 659.5 SOFT MATERIAL 28.3 1.6 :: 656.9 CONCRETE 29.9 6.1 655 3 CEMENT SEAM 36.0 0.1, 649.i CONCRttt 36.1 1.6 649.1 CEMENT SEAM 31.1 0.1 641.5 CONCRETE 31.8 0.9 641.4 CAVITY 38.1 1.6 8 646.5 CONCRITE 40.3 1.3 644.9 CEMENT STAM 41.6 0.1 643.6 CONCRETE 41.1 9.2 643.5 ..

( SOFT MATERIAL 50.9 2.0 88 634.3 CONCRtTE 52.9 1.5 632.3 CAVITY 54.4 3.1 8 630.8 CONCRETE $8.1 1.5 621.1 CAVITY- 59.6 1.1 8 625.6 CONCRETE 61.3 5.1 623.9 VBATHERED, ROCK 61.0 0.9 618.2 ROCK 61.9 11.9 611.3 BOTTOM OF HOLE 85.8 599.4 Total 85.8 CAVITY AND SOFT MATERIAL WERE DEFINED USING *EOPHiSICAL LOGS THEY V0VLD BE EQUlVALENT TO THE GRAVEL ZONE DEFINED AS DENSELY PACKED AND/0R PARTIALLY CEMENTED SAND AND/0R AG0REGATE CONCRETE SECTION CONTAINS 25.3 % CRAVEL 4

1 l

1

' av33 y c s LATTACHMENT Z NOLE -pgg.1 4.150-ANGLEHOLE' S CG1S 861 O MOUOYAH NOCLEAR PLANT

~IDESCRIPTIOy. DEPTH THICKNESS ELEVATION' GROUT TME f ELEVATION COAS0TED PULLQAMAT CCMCRETg- 0.0 25.3 688.2- .

77 ,

- gygt . 25.3- 0.4

• 663.0 3.0 11/1/89 CONCRETE -25.1: 0.5 662.6 4.0 11/3/89 IGRAVEL 26.2 1.2

• 66 .1; 6.1 11/3/89

eHemE v.4 0.3 . 11.1 5/10/90.'

CRA m u1 41, ,,,3 16.3 E CONCRETE 31,8 0.9 .55,5 0.5 659.6 5nu90 21.3-GRAVEL 32. 1 2.4 e 655.6 0.3 651.0 5/14/90 26.3 CONCRETg- 35.1 0.1 653.2 0*3 652.8 5/16/90 28.1 .

gggygt 35.2 1.8

• 653.1- 28.4 5/10/90 CONCRETE 31.0 4.1 6 1.3 30.0 5/14/90 CEMENT SEg 41.1 0.1 0.5 (46.5 5/22/90 31.3 5/14/90' ,

CO' H5 32.1 5/16/90

' URAVE 44.1 0.5 * .643.1' CONCRETE 45.2 0.4 6 3.2 5/16/90

" GRAVEL 45.6 1.4 * *, 36.2 5/22/90 JCONCRETE 41.0 2,4 .6 36.1 VBAK CONCRETE 49.4 0.1 639*0 0.5 640.2 5/25/90 39.0 5/22/90 CONCREfL 49.5 14.0 638.9. 40.8 5/24/90 GRAVEL 63.5 1.0 t 6 45.8 5/24/90' h CMCRETE 64.5 4.0 623.9 0.5 620.6 6/4/90 41.6 5/25/90 OPEN SEAM 68.5 0.1 61 .9 48.3 5/25/90 ROCK 68.6 0.0 o 51.3 5/29/90 CORE LOSS 68.6 0.4 g '. g 56.3 ROCK 69.,0 M.4 q,4 61.3 BOTTOM OF HOLE 84.4 604.1 1.5 604.0 5/31/90 64.3 64.5-TOTAL = 84.4- 61.4 100% VATER LOSS AT ELEV. 619.9 68.6 t: GRAVEL = OENSELY PACKED AND/0R PARTIALLY CEMENTED SAND AND/0R AGGREGATE 69.3 5/29/90 CONCRETE.SECTION CONTAINS 18.1 % GRAVEL 10.3 6/30/90 10.8

' ABOVE EL 640 AND BELOV TOP OF ROCK, CROUT QUANTITY IS TOTAL USED TO SEAL GRAVEL / ROCK IONE AND/0R BACKFILL N^'E 73{

74 9 gg,9

.BETVEEN EL 640 AND TOP OF ROCK, GROUT QUANTITY IS TOTAL IHJECTED INTO CRAVEL IONE 19.8 (EXCLUDING VOLUME REQUIRED TO FILL HOLE)

GROUT TAKE FOR GRAVEL ZONES BETVEEN EL. 640 AND TOP 0F ROCK IS 0.5 CUBIC FEET 82.1 84.4 5/30/90

(_

n '

7 ' saEEr_ 3 4 C, f' ,  ? ATTACHMENT 2 S C Gil? 3 6 le 9 h, '

SEQUOYAH NUCLEAR PLANT T

• DRIL',ED IN 1977 3*COREHOLEs HOLE 41::

JCOMPUTEDAM.il DATE B//4/96 U t g . DESCRIPfl0N . DEPTH- THICKNESS- ELEVATION CHECKED h ' DATEE//a /'70 p, CONCRETE ' O.0 .11.0 685.2 CEMENT SEAM '11.0 0.1- 614.2 CONCRETE : 11.1L 4.3 614.1 k . CEMENT SEAM 15.4 0.1 669.8-

~

CONCRETE: 15.5. 1.4 669.1 CEMENT SEAM 16.9 0.1 -668.3

. CONCRETE 17.0 4.7 663.2 80FT MATERIAL 21.7' 3.6 88 M3.5 CONCRETE -25.3 1.4 639.9 SOFT MATERIAL' 26.7 0.0 ** 656.5 CONCRETE 27.5 - 1.2 651.7 SOFT MATERIAL' 26.7 2.2 ** 656.5 CONCRETE 30;9 1.2 654.3 CEMENT SEAM 32.1 0.1 653.1 CONCRETE 32.2 7.1, .

653.0 SOFT MATERIAL 39.9 0.6 88 645.3 CONCRETE 40.5 0.3 644.7 L. CAVITY 40.8 0.1

• 644.4 CONCRETE 41.5 0.3 643.7 CAVITY 41.8 1.1 643.4 '

CONCRETE 42.9 23.3 642.3

! T0 JJF ROCK 66.2 0.0 619.0 --

CAVITY 66.2 9.8 619.0 67.0 0.5 618.2 (ROCK CAVITY 67.5 0.4 611.7 ROCK' 67.9 24.6 617.3

. BOTTOM OF HOLE 92.5 592.7

~

Total 92.5 CAVITY AND SOFT MATERIAL VERE DEFINED USING GEOPHYSICAL LOGS THEY V0VLD BE EQUIVALENT TO THE GRAVEL ZONE DEFINED AS

~ DENSELY PACKED AND/0R PARTIALLY CEMENTED SAND AND/0R AGGREGATE CONCRETE SECTION CONTAINS 19.9 % GRAVEL Y

~

e siw -

ATTACHMENT _ T e

" ' B C G 1 S_3 6T ' 4 _ AttachmNt Page 1 16 SON

=SMI 0-400-6i l_ 'm 90 CLEAR PLANT 'Page 18 COMPUI . M OATE 8h4[fgRECORD OF DRILL' HOLE. Rev. O OtECKED DATE- kid [O SHEET ,,1 0F.,_l-Hole Numbet Location Geologic. Formation

• PSD-1 Angle ~ hole ERCW PUCING STATION Conasauga 25.5' N, 28.9' E-Elev. of surface of centerline of P. S. Elev. of Water Loss 688.3 None Elev. Top of Rock Thickness of Concre:e Elev of Water Gain 617.9 70.4' None -

Elev. Bottom of Hole Size of Core Driller 602.3 NWX J. B..Payne  :

...- ~ .

Bottom of Weathering Date Start Date End 611.6 9/22/90 1/3/90 Angle Elev. Depth Thickness Dip of from of Haterial Stratum Surface Stratum Description Concrete 688.3 0.0 70.4 Solid concrete with densely .

\

packed and/or partially -

cemented sand and/or aggregate l((.

t 670.2 to 669.6, 669.4 to 667.3, 667.0 to 665.4, 663.8 to 658.2, 655.6 to 653.5, 645.9 to 641.0, 635.0 to 634.6, 634.2 to 632.4, 631.9 to 631.8, 631.5 to 623.7; cement seam 647.4 to 647.0, l

646.4 to 645.9 Limestone 617.9 70.6 15.6 700 Fine grained, medium grey l

limestone with shale stringers; slightly weathered parting l

615.5; slightly weathered shale .

L .

. f

. 612.0 to 611.6 Bottom of Hole 602.3 86.3 Renurks:

Hole drilled 4.750 from vertical at S 110 52' E Logged Dy __A. D. Soderbero Hole located 4' from east edge of cc11 NE Representative Piece of burlap bag at concretc/ rock interface, otherwine cond bond .. _ _ _ _ - - _ _ _ _ - - _ _ _ _ _ _ _ _ _ _ - _ - _ - _ _ _ - _ _ _ _ _ _ - _ _ _ .

w ss or -

. ATTACHMENT 3'

- E O O I S N O'I' ~$ Attachment 6 Page 1 ef 1-SON SMI-0-400-6

. /_ ~SEOUOYAH NUCLE AR PLANT COMPUTED Ca'd)M1 DATE M/OMhECORD OF DRILL HOLE CHECXED M' DATE ///o/'/0 PROJECT SON {

SHEET l 0F l

~'

C*

Hole Number Location Geologic Formation

.PSD-2. ERCW PUMPING STATION Conasauga 25.2' N, 27.2' E Eley, of surface of centerline of P. S. Elev. of Water Loss 688.3 None Elev. Top of Rock Thickness of Concrete Elev of Water Gain 617.9 70.7' None

~

Elev. Bottom of Hole Size of Core Driller 602.0 J. B. Payne

-NWX Bottom of Weathering Date Start Date End 616.2 9 '20/89 3/9/90 Elev. DepEh Thickness Dip of from of Material Stratum Surface Stratum Description Limeatonc/ Shale 617.6 .70.7 15.6 700 Fine grained, medium grey. ,

limestone with interbedded -

'f lenses of shale; slightly weathered near vertical joint 616.7 to 616.2; core loss 614.5 l to 614.1 l

l- Bottom of Hole 602.0 86.3 e l

l L

/

(

tiemarks :

Logged By _A. D. Soderbera NE Representative

.~~.. Jy a -

--'- - .e 4 Attachment 6 SON a-s e .

FB CG 1 S-3 6 1. pas 1 of 1 ATTACHMENT .3 85 4oo-6 o=+a 18 "2.!UqCLEAR PLANT

Re v' .

ECORD OF DRILL HCLE 0

COMPUi tNDATE' 8//M96 PROJECT SON

@ tHECKED' [@/- DATE I//o/7o SHEET ),OF 2, i

O Hole Number Location Geologic Formation PSD-2L ERCW PUMPING STATION Conasauga 25.2' N, 27.2' E Elev. of surface of centerline of P. S. Elev. of Water Loss 688.3- Hone

$ Elev. Top of Rock Thickness of Concrete Elev..of Water Gain 617.9: 70.?' None Elev.. Bottom of Hole Size of Core Driller 602.0 NWX J. B. Payne Bottom of Weathering Date Start Date End

.616.2 9/20/89 3/9/90-Elev. Depth Thickness DipI of f rom

• of Material Stratum Surface Stratum Description Concrete 688.3 0.0 70.7 Solid concrete with densely packed and/or partially

~

cemented sand and/or aggregate

( '

669.9'to 664.7, 663.4 to 660.4, 660.2 to 659.7, 659.5 to 657.4, 655.2 to 653.7, 653.4 to 653.3,

. 646.1 to 645.9, 645.7 to 640.2, 633.9 to 633.1, 633.'8 to 631.7,'

631.4 to 630.9, 630.7 to 626.7, 626.4 to 626.3, 626.1 to'625.6, 625.5 to 623.7, 623.4 to 622.8, 622.5 to 622.2; cement seam 646.3 to 646.1; weak concrete 660.4 to 660.2, 659.5 to 657.4, 645.9 to 645.7, 625.6 to 625.5 i

i ,

Remarks:

Hole drilled vertical Logged By A. D. Soderberg Hole located 4' from east edge of cell NE Representative Sloping top of rock with very good bond and no separation at concrete / rock contact

• bossi - 3 6 ' CF SCG15361 .Tg ATTACHMENT S --

, SEQUOYAH NUCLEAR PLANT- Attachment 6 SON Page 1 of 1 SMI-0-400-6 COMPUTED _ _ ci h j DATE 8//0[fd ~ Page 18 CHECKED M 'DATE 8[/o/1, RECORD OF DRILL HOLE Rev. 0

(' PROJECT SON SHEET 1.OF 2.

Hole Number Location Geologic Formation PSD-5 Angle hole ERCW PUMPING STATION Conasauga 18.5' N, 13.0' E Elev. of surface of centerline of P. S. Elev, of Water Loss 688.0 100 t 0 609.0-Elev. Top of Rock Thickness of Concrete Elev. of Water Gain 615.7 72.3' None Elev. Bottom of Hole- Size of Core Driller 599.3 HWX C. Grosshein Bottom of Weathering Date Start Date End 608.9 10/25/89 2/3.2/90 Angle Elev. Depth Thickness Dip of from of Material Stratum Surface Stratum Description Concrete 688.0 0.0 72.3 Solid concrete with densely packed and/or partially ce'nented sand and/or aggregate 627.7 to 627.2, 626.4 to 626.2, 625.5 to 625.7, 624.9 to 624.6, cement with sand 627.2 to 627.0 cement with aggregate 627.0 to-626.4; cement seam 666.5 to 666.1, 644.1 to 643.9, 643.7 to 643.3, 643.0 to 642.2, 641.9 to 641.0, 640.4 to 639.9, 626.2 to 625.9, 620.2 to 620.0 Remarks:

Hole drilled 4.750 from vertical at N 110 52' W Logged By A. D. Soderbern Hole located 21.5' from east edge of cell HE Representative r -

Slight opening / separation around hole at concrete / rock interface A

f . c+

ATTACHMENT 3

~

4 -S CG I S 861- -

Attachment 6 S0N SEQUOYAH NUCLEAR PLANT Page 1 of 1 .SHI O 4 "$

p 8 COMPUTED d OvY- DATE - AM/Md RECORD OF DRILL HOLE Rev. O CHECKED bY

'DATE k/d'IO PROJECT _ SON SHEET ,1 0F 1 Hole Number- Location Geologic Formation PSD Angle hole ERCW PUMPING STATION Conasauga 18.5' N, 13.0' E Elev. of surface. of centerline of P. S. Elev. of Water Loss-688.0- 100 % 0 609.0 Elev. Top of Rock A Thickness of Concrete Elev. of Water Gain 615.7 72.3' None

. Elev. Bottom of Hole Size of Core Driller 599.3 NWX C. Grossheln a

Bottom of Weathering Date Start Date End 608.9 10/25/89 2/12/90 Angle Elev. Depth Thickness Dip  :

of from of 'i Material Stratum Surface Stratum Description ~

] i M . ,

Limestone / shale 615.7 72.6 16.4 700 Fine grained, medium grey

. limestone with interbedded

?.

l- lenses of shale; slightly weathered parting 617.6, 617.2; highly weathered parting 609.0 j l to 608.9 y ,

l Bottom of Hole 599.3 89.0 l

i l:

l .

(_

l Remarks:

Hole drilled 4.750 from vertical at N llo 52' W Logged By _A. D. Soderbera Hole located 21.5' from east edge of cell NE Representative Slight opening / separation around hole at '

concrete / rock interface '

y P ..._AA.fE.

g gQ{g gg1 m_ Attachment 6 ATTACHMENT 3 son' SMI-0-400-6 Page 1 of 1.

SEQUOYAH MUCLEAR PLANT age M E COMPUTED _A(3 )I DATE ' $[/d[fd: PRO ECT M

[( iCHECKED DhTE S'//o /40

• SHEET 1 0F._2.

Hole Number Location Geologic Formation D PSD-6 ERCW PUMPING STATION Conasauga 18.8' N, 11'.1' E Eley. of surface of centerline of P. S. Elev. of Water Loss-688.0 100 0 0 598.5 Elev. Top of Rock Thickness.of Concrete Elev. of Water Gain 615.5 72.5' None Elev. Bottom of Hole Size of Core Driller '

597.8 HWX J. B. Payne Bottom of Weathering Date Start Date End.-

598.5 10/24/89 1/25/90 Elev. Depth Thickness Dip of from of Material Stratum Surface Stratum Description Concrete 688.0 0.0 72.5 Solid concrete-with densely

~

packed and/or' partially cement-ed sand and/or aggregate zones 644.3 to 643.8, 642.9 to 642.5, 642.2 to 642.0, 632.9 to 632.6, 632.3 to 631.9, 631.8 to 631.5, 630.2 to 626.9; weak concrete 643.3 to 642.9, 626.7 to 626.4; cement seam 643.7 to 643.5, 625.1 to 624.0; cement with sand 642.0 to 641.3, 621.6 to 620.7 Core Loss 615.7 72.3 4.5 Core ground by driller Limestone 611.2 76.8 13.4 600 Fine grained, medium grey limestone with shale stringers; (s .

Remarks :

Hole drilled vertical Logged By A. D. Soderbera Hole located 17.5' from east edge of cell NS Representative .

Tight bond with some separation on one side of hole

sste1 L h c, -

~

~T

~

s cG is 8 8-1 .

ittachmen A U E M M F 3 ;un SEQUOYAH NUCLEAR PLAfJf Page-18

. COMPUTED & 6U DATE 8//o/94 RECORD OF DRILL. HOLE Rev. 0-CHECKED- h DATE M/o['l SHEET 2 0F ,_2-

, Hole Number- Location Geologic Formation PSD-6 ERCW PUMPING STATION. Conasauga 18.8' N, 11.l' E Elev. of surface: of centerline of P. S. Elev. of Water Loss-688.0 100 t 8 598.5 - J Elev. Top of Rock Thickness of Concrete Elev. of Water Gain 615.5 72.5' None Elev. Bottom of Hole Size of Core Driller 597.8- NWX J.-B. Payne. .

Bottom of Weathering Date Start Date End

-598.5 10/24/89 1/25/90 Elev. Depth Thickness Dip of from of .

Material Stratum Surface Stratum Description 0.5' thick interbedded lime-stone and shale bands separated -

4 along bedding 607.5 to 606.0; open highly weathered joint 598.6 to 598.5 Bottom of Hole 597.8 90.2 e

( Remarks:

Logged By A. D. Soderbero NE Representative

. . . . s i ,, ,,

-m . - - - - -..

=~ G-l-S-84-1 Page 1 of 1 . ":-- 0-4 0 0 SEQUOYAH NUCLEAR PLANT Page 18 E

• COMPUTED dO 8 DATE 8[/4[/O PROJECT' SON SHEET ,_1,_ 0F l._

euccarn / & gm Sha ka g

I . ' Hole Number- 2.40' '

Location ~ Geologic Formation PSD-7 Angle hole; ERCW PUMPING STATION Conasauga.

25.3' N, 28.0' E Elev. of-surface of centerline of P. S. Elev. of Water Loss 688.3. 616.4, 614.4, 610.0 Elev. Top of Rock Thickness of Concrete Elev. of Water Gain' 617.6 70.7' None Elev. Bottom of Hole Size of Core- Driller 602.1 NWX. J. B. Payne Bottom of Weathering Date Start Date End- ,

610.6' 3/19/90 4/27/90 Angle Elev. Depth' Thickness Dip of from of Material Stratum Surface Stratum Description Concrete 688.3 0.0 70.7 Solid concrete with zones-of densely packed and/or partially cemented sand and/or aggregate . .

F

'I 670.1 to 667.5, 667.1 to 666.2, b

666.0 to 665.0, 663.5 to 660.2, 660.1 to 659.9, 659.3 to 657.9, 655.6 to 653.7, 646.2'to 642.5, 642.0 to 640.7, 634.9.to 634.3, 633.6 to 632.8, 632.6 to 624.3, ,

624.1 to 623.4; cement seam 647.4 to 641.2, 646.6 to 646.2; ILQC1 weak concrete 642.5 to 642,0 Limestone 617.6 70.8 15.5 700 Fine grained, medium grey limestone with interbedded lenses of shale; slightly weathered parting 617.0, 616.4,

\, 614.4; highly weathered parting Bottom of Hole 602.1 86.3 610.6 Remarks: Tight contact at concrete / rock interface Hole drilled 2.40 from vertical at S 120 E Logged By A D. Soderbero Hnle lomraa e,' from east edae of cell d pantenentative

43

- S 0 d 13.16,1__. _. ^"'$"$'16

. ATTACHMENT 3 5"_0 400 6 steuest num E AR H AH; Page 18-

~ RECORD'OP-DRILIi HOLE -

Rev.: 0;-

COMPUTED xd .2- .DATE 8//4/#4 "ROJECT SON SHEET' 1 0? 1 ht g fn . . o I, Hole Number s.Do uocation Geologic Formation-

'{C PSD-8 Angle hole ERCW PUMPING STATION Conasauga 18.4' N, 11.9' E Elev. of surface

. of centerline of P. S. Elev. of Water Loss- ,

688.0 None

..y Elev. 1_p of Rock Thickness of Concrete- Elev. of Water Gain 616.4 71.6' None Elev. Bottom of Hole- Size of Core Driller

-601.3 NVX- J. B. Payne Bottom of Weathering Date Start Date End  ;

3/13/90 4/23/90 Angle Elev. Depth Thickness Dip of from of Haterial Stratum Surface Stratum Description Concrete 688.0 0.0 71.6 Solid concrete with zones of densely packed and/or partially cemented sand and/or aggregate. ,_

666.6 to 666.5, 666.2 ta 666.0,

[k- 663.0 to 662.9, 659.5 to-659.3,

~ ~

644.4 to 641.5, 631.8 to 628.8,

- 628.4 to 627.3, 627.0 to 625.2, 624.5 to 621.7, 616.5 to 616.4; cement seam 666.7 to 666.6, 664.3 to 664.1, 661.7 to 661.4, 659.9 to 659.5, 648.6 to 648.2, 644.7 to 644.4; weak concrete ROCK 641.5 to 641.0 Limestone 616.4 72.4 15.1 700 Fine grained, medium grey limestone with interbedded shale lenses Bottom of Hole 601.3 87.7 Renarks: l Hole drilled 8.5o from vertical at S 120 E Logged By A. D. Soderbera Hole drilled in area of hole 39 at el. 629' NE Representative 0.2' aggregate zone at concrete / rock interface, not bonded

' J -- i-- % ~

. . _ , , Attachment 6 SQN-183Gisatti Page 1 of 1 ATTACHMENT 4S"'; ij -5 SEQOOYAH NUOtgyg ptg 7 ECORD OF DRILL HCLE -

Res O P

co m TED __ d b ) OhTE A[fg/h_ROJECT~ SON C"' " " SHEET 1 0F ,_1.

h! L,m Yls. jf Hole Number ivuot. ion- Geologic Formation PSB-1 . Angle hole ERCW PUMPING STATION Conasauga-24.8' S, 29.7' E Elev. of surface of centerline of P. S. Elev. of Water Loss 688.2 100% at 619.9 Elev. Top of Rock Thickness of concrete Elev. of Water Gain' 619.8 68.4' None Elev. Bottom of Hole Size of Core Driller 604.1 -

NWX~ J. B. Payne Bottom of Weathering Date Start- Date;End 618.3 - -

-11/1/90- 5/30/90' Angle Elev. Depth Thickness Dip of from- of Haterial -

Stratum Surface Stratum Description Concrete 688.2- -0.0--- 68.4- -

Solid concrete with' densely packed and/or partially

'~

g cemented sand and/or aggregate I( 663.0 to 662.6, 662.1 to bSO.9, 660.6 to 656.5, 655.6 to 65:i.2, 653.1'to-651.3, 643.7 to 643.2, 642.8 to 641.4, 624.9 to 623.9; weak concrete 639.0 to 638.9; cement seam 646.6 to 646.5; mud seam 619.9 to 619.8; Limestone / shale 619.8 68.6 15.7 700 Fine grained, medium grey limestone with interbedded sh.;

moderately weathered parting 618.4; moderately weathered 450 joint 618.3 Bottom of Hole 604.1 84.4

{

Remarks:

Hole drilled 4.750 from vertical at N 110 52' W Logged By A. D. Soderbero Hole located 4' from east edge of cell NEiiepresentative Mud seam at concrete / rock interf ace g  %

m

3HEET_ Y$ p ATTACHMENT .s- S CG 1S 3 61 _.

. - . . _ _ 3 -

e

_ .SEQUOYAH NUCLE AR PLANT SEQUOYAH NUCLEAR PLANT COMPUTED Q /Q d DATE $//4/fd L FOUNDATION INVESTIGATION EVALUATION CHECKED h DATE I //o/1s ERCW PUMPING STATION [

ELEMENT D HOLE PSD-1 Surface El. 688.3 (0.0')

Top of Rock 617.9 (70.6')

Bottom of Hole 602.3 (86.3')

i i

l i

I

\

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Ys --.. , m. i i

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( ,. nG . ,

w x M--

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mm. u

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_m - c. .

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_ .. ..n.x.---

BOX 2 30' - 60' r

i 1

-- . . - - . . . <:-,... _ . . . - . - . . ~

BOX 3 60' - 90' s

$ V ?**/ g *: ; rys c= %

• s

4 ,

t".e *. 4 'n m "*  ; .i

s. .: b,,gg u . *. ! ,m, gy ; *f..,s iuj c's ,

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d

SMEET Ib CF ~

l l

ATTACHM5NT I-secis3e1 -

SEQUOYAH NUCLEAf1 PLANT SEQUOYAH NUCLEAh PLANT COMPUTED djy A CATE 8//4/fc FOUNDATION INVESTIGATILN EVALUATION ERCW PUMPING STAi,0N CHECKED h CATE 8//o/7<,

ELEMENT D HOLE PSD-2 Surface El, 688.3 (0.0')

Top of Rock 617.6 (70.7')

Bottom of Hole 602.0 (86.3')

n . n.. . . .l ,.

~-

Qt BOX 1 6.1' - 35' j(f l

.~

BOX 2 35' - 65'

....-q

(

- .S

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BOX 3 65' - 95' FOR INFORMATION ONLY ,

l

0HEET Y'7 c,- ..

AT.TACHMENT: E- s e c 1 s13.8.1..~ .

CEQUOYAH flUCLEAR P(ANT -

SEQUOYAH NUCLEAR PLANT, COWED Q)M 'DATEMd/94 FOUNDATION' INVESTIGATION EVALUATION CHECKED d>b DATEP//o/'70 ERCW PUMPING STATION ELEMENT D HOLE PSD Surface El. 688.0 (0.0')

Top of Rock. 615.7 (70.6')

Bottom of-Hole 599.3_(89.0').

4 x >

- 1

.j

(

BOX 1 5.8' - 35' m__,,,.,o,

_ ..m i... < r ~ ~ ~ "= ' ""

.e, x . _ s r . ,,,a44L

. . 'i4- LLUt ' ^ 3 I W- Y p .;4 . . i.eN r _ c '

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3' L1'-  ; '"'A " - N

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vne v ,t w. - :_ u.. _ a c ---a .%I1 +h $.Y' Y$

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g .

a ". .m M ". [- p 3+t ~h --_ _ k .- _

N'%R ; 3 BOX 2 35' - 65'

,m- 3 3,, , . -.-- .. . _

sj e m=dism_ .

l g s t. sa.s ,,;;.;$N ramW 'M],$'#"'Edf

.. ,,_ ,,-.4 f

, d6., m x -

BOX 3 65' - 95'

(

L l i

FOR INFORMATION ONLY

SHEET h h 05--

ATTACHMENT f S C G I S 1.6.1. _.,3 CESUOYAH NUOLEAR PLANT AEQUOYAH NUCLEAR PLANT DATE N N FOUNDATION INVESTIGATION EVALUATIOSHECKED bb DATE 8//o/70 ERCW PUMPING STATION ELEMENT D HOLE PSD-6 Surface El. 688.0 (0.0')

Top of Rock 615.5 (72.5')

Bottom of Hole 597.8 (90.2')

y.' . , g ., .

,- _c

,. s .

2'0'[_ % w:wem s.9j..

h BOX 1 0' - 6.1' Mc,,:a

- ~ . - -

~

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lk  ;

7 4 3 BOX 2 6.l' - 35' BOX 3 35' - 65'

~ ' '

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BOX 4 65' - 95' FOR !NFORMATION ONLY

SHEET Y CF:

., _ ,i c ATTACHMENT E_ .SCG1ss61....

y l .. ;

SEOUOYAH NUCtFAD Pt ANT '

SEQUOYAH NUCLEAR PLANT'

COMPUTED 4 M ./ DATE 864[fd '

^

Cm -

FOUNDATION INVESTIGATION EVALUATIOBHECKED ERCW PUMPING STATION Mr DATE 3//*/#/0 '

ELEMENT D '

p l HOLE PSD-7 l Surface El. 688.3 (0.0') -f Top of Rock- 617.6-(70.8')

l.. Bottom of Hole 602.1 (86.3')

. . I

- rsmiinLucLw. _-,..-wbrWE.2 7.a) Jah " . l 4 m

'^ l l

l BOX 1-'6.1' - 30' -

I. C_ -

l  : 1

l e ,

n

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BOX 2 30' - 60' r m.,... ru -

n. .-i

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Vi_ . L I n. - _ u. 1*:..c2% _4 max . .::.:.;;, wny: Lu:L ae tw=c :n u.nn m EM v sa.. art p t w (A/ w % h nry-",NX r- WM -

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t.pwm mwntvx e -^ w re e n y # M ,

4 y c. a . . . :-~ _ - -

- ~ - - - - - - -

m, DOX 3 60' - 90' (L

FOR !NFORM!iT.'ON ONLY

.-. , , - , - - , ----- a - - ,

l "sNT EI

_h' .Q 4 : .._____

_j ATTACHMENT. g S c G i s a. e,. i..._ __.

i?'

EClj0YAH il(ICLEAR PLANT '

o SEQUOYAH NUCLEAR PLANT COMPUTED dlc $$ *DATE 8//d/7(!'

4 l

FOUNDATION INVESTIGATION EVALUATION CHECKED .

DATE P/b/#o '

- ^

-ERCW PUMPING STATION u ELEMENT D .;

L i.-

l:

HOLE PSD-8 Surface El. 688.0 (0.0') '

Top of. Rock 616.4 (72.4')'

Bottom of Hole 601.3 (87.7')

L g._, . r m = - - w__ a_ m . a L., w _,

.,,a .m m.2 . m . ~,

,g l i , ,

uu - "

)

f ,e m - u h m, .~ m u ._ e - J .arae.2<-

i ad j 1 iv v. i W.a dum a 'c_ _ ,, C- - ti as _L , j.gw _ s, *__. ,,,L .* w h I g ) s.l.l a , J i r ,2 ,- , , ed lL L. E- W.nra .o ~ --a-

~- -

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K' .i

... dix * = mru ihi t e Wa". _W. i* * < ' ~ hd'M Fn- . . . _ n .---r,- ..

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- . . i BOX 1 6.0' - 35'

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\

l

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BOX 2 35' - 65' l

. . - m _. i mm

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wsw- - rwsw wxmwwwm.

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. i. N Mk eMKX %3[

hwNYWt -mAWC@WN i

BOX 3 65' - 95'

~-

FOR INFORMATION ONLY

... -r - . ._. _ _ , ,

p '

.. ,, . - mtsr r / y .__ __ J .

- S CGIS 3 61 -  !

ATTACHMENT 6- .

' SFQUOYAH NUCLt: Art PLANT COMPUTED 4./) 2 DATE G//d/k SEQUOYAH NUCLEAR PLANT g' ~ DATE gjM FOUNDATION INVESTIGATION EVALUATIONCHECKED ERCW PUMPING STATION ELEMENT,B.

HOLE PSB-1 Surface El. 688.2 (0.0')'

Top-of Rock 619.8 (68.6'):

Bottom of Hole 604.1 (84.4')-

+

.. , , s.; - - ." i h

1

( . vb I L e r, A w. ,tA iu MW' **-

BOX 1 0' -'6.1' ,

I(C ,

BOX 2 6.1' - 35' sA"'P-kbr%bt;%f 'T m 'm L . . ,...... ~ . - . N. - . . . . . . , . .. . . .

===mmarase,t.m ,

w,, ,

'W c.

a.

U~

l N. , .. . mm , . _

mmm

.m ...

C g

M... .'.-c~" . '

(

b

<r/l BOX 3 35' - 65' ,

u m.7.,

f4pu . _x w - a x_w  :

3 bw uw... .

1 c.uanao w w ww al '

• W/S $5 Ad/[=.* 'f] . NL'a_kfX Af d'EAA*x[O$A- Y

d. . . . -

--_-==..

r BOX 4 65' - 95' <

j'h * -'

gg b 9'$'~i f oh 3 .

. . .u -

SHf[T. ' '[1 oF b;-0400-6 U APPENDW h ,

_S C G 1 S S 6 l' .. . (ag e s n0  ;

SEQUOYAH NUCLEAR PL ANT

.. COMPUTED 8 dN DATE 8[/d/fd ATTACHMENT 3

'C QiECKEb h DATE ddo['70 .

1. DRILLING LOG.

l Sequoyah Nuclear Plant ERCH Pumping Station And Access Roadway Cells <

. x 4 i

Access Cells: '

Backfill; or Pressure Grout Hole 1 No. l'.50-/ DateW9Sheetilof[ .

NE. Rep. s Type.of Hole Co r e Size .g.<'.r AM)( ,

• 1 Hole . begun 7-22.-69 Hole ccmpleted /-s- 9o Location of Hole: Pumping Statton:

Anale of Holet -

Gro2t above el. 40 Y s X No ,

& 8 9,a. Concrete Elev. ft. NE Rep. RO  %# -

6 t 7.1 Elev. Too-of-rock ft. Lake el / ft

.. 6,0a 3 Bottom of hole Elev. ft. '

.- - Concrete or Rock Description-The presence of discontinuities W, , . ". .

(cracks or loose zones); elevations- .- -

. of start and end of dril'ilng per 1' " i 5 shift; location and cause of core -

[(,T.A v  : "

m .

E

'S ug b loss, such as open joints or cracks, ,

grinding, soft material;" water -

+

t B g g gi g elevation at end of-drilling and e . .; - j 6 $ u gg beginning of each day: drill water T

s .c g

. g 3 g4

="

- connections; action of drill, ts..

- t g g 51 gi jerky, smooth, rough or steady; times of starting / stopping, changes in'

'E E t 5

t gg g; .

" " 5 w A a := a water flow rate and color.

56+ '7- ez.- B9 dr /// /. o ' /rf co o e,.eR

( l.b (06

~

l . (o 9-22.-69 4 " & / p- -

l. fo 0 i:rt J

&f Arf 9 - ES- 9 9 ecutc. 4 t ;(I e . c. e 2 l 7, (,f fy -

o 3./ <~evic N f t , h i +l ee b A t A + 3. j <

} I' D l. O (no o 4. I cufteUWhe ca rt e .

m wg g.p. 3, g e S n ,,

co n c,+< ,

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g y gn o (b.? N "' Y li h; C**- Mi d / 0 -'P-W Q (o $+M t o- zo - n w 6 5,$ 100 16 0 In.J '1 3.b z..h 90

^

r onc . +o ( Q , < A uf A wel cesa iWi I 9. V w-, % a n ie.t.to in.n 22&b~*8 7 H4Of c.u% l v vKfuest Da f c.ostilee.T- fs M, _.,__ __

- b- cw V .Orill' foreman h[ConizntEngineer 7.acg w rio 'U  !)29,

/C Vertry location 4a9+e of hole (Ref. 2.11, 3.2, 4.2) ,O p'

- QC Inspec tor. And Aco# Acy (I f@lp/ elk (,0f At tachment 1) tinclinometer 10 No.

7, V. .

'. 1 ' U

'e.:) ,; ,

i 1 a

\

f SQN SHEET _ T 3 __ oF ( ./ -

SMI-0-400 Page 15 ' i 10 G .1 g gg 1 , i APPENDIX A .

Revision 0 ..

siOUoYAH NUCLEAR plant -

ATTACHMENT 3-Page-2 of 2 l COMPUTEDLtf[)I DATE 8[/4[yg .

CHECKED b

.DATEf//*/'lo ORILYINGLOG' Continuation Sheet.

Sequoyah Nuclear Plant 3 ERCH Pumping Station And Access Roadway Cells ,

1- $. s 7 Hole No'.fJf-l Date Sheet Z of f [

• ' \ .

Concrete or Rock Description -

. The presence of discontinuities

. . (cracks or loose zones); elevations-of start and end of' drilling per

. 53:.

.J . . shift; location and cause of core 5

'g.5 --

loss, such as open joints or cracks, g , , g ug y grind.ing soft material; water t g g g gg g elevation at end of drilling and g 3 .. . 'o g _ beginning of each day; drill water. t

.g

, j

.g h

g gr 5 da A connections; action of drill, is. -

- g 0 5g jg jerky, smooth, rough or steady; times

'a g g m. t gg g; of starting / stopping, changes in C 5 a m M A A3 A water flow rate and color. ..,

' certe. 19.9 +o ( Y. o end 10 - 2 0 ~ 99' .

11 8 9 e ex + ltatsred +/ 2.,nu&

/ < red dy'

. To DenI e+ "i I- (t. - A T .

h l,5* 6 0 -

rive / '

/ 9 . "A s M el 't; 'd ewb

=19 u e. e c b*t+sb *t ioo. R' l 19,0 "I9'9'46 C n o /f0)

~

eee e u e rko e 'f ** A u e l i en d fla / f,- .0 9 i '

O'& O ' t*1 ,

mn of asI% M C-S~60 And eed elue i I(- 1 9 ~ 9 9'.

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t e de;!I aro v + 4'to.3-'

({ve/ ?o.4 a t A d e I w l i+h m a e-t- 20.co

!YR- N -% W/.'b ar A u el 21. "o s e 2 / . ; f. .

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n g t), 0 21.'+ fo 23 6

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(. n s een v'& n a Au<1) e,, J tt-793hc)

(3 e o u *t .uj Ilf I'$ C- S'O O eK ! / *J ** $ 9

[8 g

([ 8 e 3$ M Av f b illinn Il- 2. 7-n? a r. e o i- zJ . c

!-e 25 9. ohm- m;ty &4uel25'9

~- 6 2 6 f 3

12-y .-

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g e p & uh u e. d e'i l l .s vi c.r' A u ci uuir y '

a .o c 7' 8 t w ;+ed ee env en ,,n e ~, s a a.,,, m,

. i i o -< u1 .

s Q

Cognizant Engineer- " Orill foreman 09020/dar -

.- I:

.. \)

-. SON =

$HEET 3~I oF SMI-0-45-6?

Page 15 Redston 0 S CG 1 S 8 6'1 a APPENDIX A -

SEQUoYAH HUCLEAR PLANT . ATTACHMENT 3

~ COMPUTED d 192 DATE 9 //h/'pg> Page 2 of 2 ,.

CHECKED ' [k DATE bl Y'/A DR!t. LING t.0G Continuation. Sheet Sequoyah Nuclear Plant 3 ERCH Pumping Statien And Access Roadway Cells

. ,' Hole No. M I Date'~

heetJ_,of f

~

Concrete or Rock Description ,

. The presence of discontinuities (cracks cr. loose zones); elevations.

k of start and end of' drilling per ,.

J S shift; location and cause of core N c y5 loss, such ac open joints or cracks, .

g , , g ua y grind.ing, soft material; water; g g g g gi g elevation at end of drilling and-j g . . og , beginning of each day; drill water i j . g 5 S, a - connections; action of drill, 1s. - -

g g g O gg g jerky, smooth, rough or steady; times

(

~ .

';; g g at t gy b of starting / stopping, changes 1n  !

- S. u a5 u a a := a -

water flow rate and: color. .c, ,

+,o 50' q esa tow t d t.'l / irn in a t A vtl , w< A l7 I3 0 *I l0fo$

we ew & so. 2.- %> M i3 evLd ' ll- 2 7 ~ 9

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Y y $ , C) -

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36,1 C " c 3 4' 9' +*' % *~2~ *"d IT Co bp-wm

- te- A - si -

y,t 12. .r-e t c ert e . 3 c, . 2. + n at o, g'.s gp(.

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+ a :: ; m a ns-e.

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4 gg q + Ad e \ ~ e a t e v' e c c a ew' '

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K.. _

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Cognizant Engineer. 4 Ortll foreman

'?

~ '

09020/dw -' - ;- *- I

7' gon-

\[ sitI-0 400-6 f SHEET [ [ [ OF _

Page'15 's

~

Revisi n 0< u APPENDIX A I 80C{R9t8[

SEQUOYAH HUCLEAR PLANT' ATTACHMENT 3 COMPUTED f.A db8 DATE 6[/o[YO CHECKED b / . DATE

' ~ //d/fo DR!llING t.0G continuation Sheet Sequoyah Nuclear-Plant 3

ERCH Pumping Station And Access Roadway Cells l Hole No.76I7-l Date -

heet hof f Concrete or Rock Description \ -

. The presence of discontinuities k

. . (cracks or loose zones); elevations i

- of start and end of' drilling per  ;

.  ; 5 shift; location and cause-of core w z 'g 5 loss, such as open joints or cracks. -,-

g , , g ,g y grinding, soft material; water .

t g g g gg g elevation at end of drilling _and g 4 x , ,,, og , beginning of each day; drill water j ,g g

g g g

3 du i-*

g connections; action of drill, ts.

jerky, smooth, rough or steady; times.

( ~ g 5t i

'a g g

• t gg g of starting / stopping, changes in  !

> u = " a aa a water flow rate and color. ..,

O to 43 2 ea vt+ . I r 9 9 . a t Au <e i 22 0*Y O ~

M s> gre o + e tA d '"m-? RT no rceour5

. ~ - .

9 v rp-li-94 .e4 uc f 4-7, t +o 4 7. T 23 41 58 9b ~

rnie' b' eode ' 4H f + e, r/3 ' '

" to c s A c . C /. 's! -L s $- 2. .S~' f a e Ac t ! .S%. S' 2.W f, la z,L '$~Io jf ( S ~ $ ' k ,+0 5 L 9 ' e M L TF. 9 % A^K-3M stAce i S4d

. i+o cr. P '#

h f-(,8 '

On AvR ( R'.S~ 7 7'e S% . / . c.an c . S*4. l zg I,9 0,8 A2- -

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_ %- 7 < o -L a- # 7 B i .-. J o d +o d: e.M .1 /gt/h

, /2. / /4 / 91 9 r A a ll e ,. 6 % 6 /. 7 g (,6.0,l Wg (qh 3 l

ce n c . G/,y % C/ , 9 orf.v q.( -

. (n I . % -fo 64.3 on c! ' 'J / 2. //s29 '

WI.- 9 8 , o r A u e.1 Ls 6A 9 g 2. 6 ]f 7f -

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5'it '

3,

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m +m 7 <. a -

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aw d V

.hn, Cognizan t Engineer- Ortll foreman ,

.,.,:- i '\

09020/% . .

.= 3 t

_ ,- .l p .

SHEET [ h 'oF. } '

AN SitI-0-400-6' i SCG1sStAl ,,

Page 15 l SEQUoYAH NUCLEAR PLANT - APPENDIX A .

Revision O. ..j a'- COMPUTED d. hN -DATE 8//0,'94 ' ATTACHMENT 3 CHECKED ** $/~ DATE N/o /fo Page 2 of 2 ,

]

, . DRILLING LOG- .l Continuation Sheet. 1 1

Sequoyah Nuclear P1 ant ERCH Pumping Station And Access = Roadway Cells Hole No.fJP--[ DateI~ S eet of[  !

.. a .

- ' Concrete or Rock Description - -

. The' presence of discontinuities

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L ERCH Pumping Station And Access Roadway Cells ,  ;

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ERCW Pumping Station And Access Roadway Cells .

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ORILLING LOG Sequoyah Nuclear Plant ERCW Pumping Station And Access Roadway Cells Access Cells: .

Backfill or Pressure Grout HoleNo.N.gDatee. 25id Sheet ofI NE. Rep. -

Type of Hole cart Size. @ NcoX' Hoie begun '

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COMPVTED flbj oATE 8//d/9 d APPENDIX A '

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COMPUTED (2 b M DATE k/b Tpg ATTACHMENT 3  !

CHECKED [d-DATE JP//0/10 9' '

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' DRILLING LOG I

, Continuation Sheet t Sequoyah Nuclear Plant '

ERCH Pumping Station And Access Roa y ay Cells ,

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. CHEMED DATE 8//* '/d20 DRIt. LING LOG  ;

Sequoyah Nuclear Plant i ERCW Pumping Station And Access Roadway Cells ,

Access Cells: -

Backftll or Pressure Grout HoleNo.f37-bDateIo#_PU Sheet _l,_of ' 'Y .

i NE. Rep.

Type of Hole Caet Sizen *<f r/ay '

Hole begunlo-2H9 Hole complated /-25-96.,,, -

Location of Hole: / 8, 'icA. W /ff(,t' E Pumping Station: -

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CHECKED M OATE @ [l* ggg gg Continuation Sheet

. . . 1 Sequoyah Nuclear Plant ERCH Pumping Station And Access Roadway Cells -

s ST ,

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COMPUTEo[M CHECKED DATE E//o/Yo DRILLING LOG Continuation Sheet Saouoyah Nuclear Plant .

ERCW Pumping Station And Access Roadway Cells Hole No.75M- Date heet3ofY 1

Concrete or Rock Description *

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J 5 .

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c'EnUoYAH NUCLEAR PLANT

* COMPUTEO _ @ h.k DATE $ h4/9 6 ATTACHMENT 3 CHECKEDJ* / Page 2 of 2 DATE 8[/o/18 ,

DRILLING LOG

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i Access Cells: -

a Backfill "

or Pressure Grout " Hole No.PJB ~/ Dat. heet I of T ,

NE. Rep. - *

• Type of Hole (~ o r e Size A/e.u y Hole begun 3-lf-9eHole completed

. Location of Hole: -

Pumping Station:

• Anale of Hole: /M124U 6 I No -

Qh

- 6GR? Concrete Elev. ft. Groutaboveel[s.4iYesMN NE Rep.

' * ' Elev. Too-of-rock ft. Lake el --

V ft '*'. -

.$', , , Bottom of hole Elev. ft.

,,,' . Concrete or Rock Deseript1on The presence of discontinulties

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' ' ' -~

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• ,,, COMPUTED dId' DATE 8M6IU .

m g DATE gjg4- ATTACHMENT 3 Page 2 of 2 .

DR!l. LING LOG Continuation Sheet Sequoyah Nuclear Plant ERCH Pumping Station And Access Roadway Cells '

Hole No.'P58-70ati' Sheetd _of i I n .. ,

• • 1

- , Concrete or Rock Onsertption -

The presence of discontinuities . -

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5 -

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_S C G 1 S S 61 SMI-0 400-6 APPENDlX A Pace 15 C

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Sheet 8 of I

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ERCW Pumping Station And Access Roadway Calls 11o1a No.PSD ~7 Datef/Ndeet_'f ofI

• Concrate or Rock Descrio::en -1 -

The presence of discontinuities

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3 shifti location and cause of core

= y3 1

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connections; action of drill, ts. )

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m APPENDIX A SEQUoYAH NUCLEAR PLANT ..

ATTACHMENT 3 p COMPUTED C O d DATE 8 ho h d Page 1 of 2

• m , . - CHECKED -[N- DATE///0/74 DRILLING LOG

, Sequoyah Nuclear Plant ERCH Pumping Station And Access Roadway Cells ,

Access Cells:

Backftll ~~~

or Pressure Grout ~

Hole No.PP-N Dat#INOSheet I of I NE. Rep. Type of Hole C e r e. Size.to u n

- t

• Hole begun 3-I7 foHole ccmpleted 4-23-90

, location of Hole: Pumping Station: .

Anale of Hole: Grout above el. (40* Y s No X . ,

Concrete Elev. ft. iiE xep. & Al < eh Elev. Top-of-rock it. Lake el & M ft Bottom of hole Elev. ft. -

./

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Continuation Sheet Seouoyah Nuclear Plant .

ERCH Pumping Station And Access Roaduay Calls Ifole No.75.P- B Oatf*' Sheet 2-of k Concrete or Rock Descrio: ten -1 The presence of discon Tcracks or loose zones)tinuttles  ; elevations  !

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i mRtLt.IHr; !.ct; Continuation Sheet Seouoyah Nuclear Plant GCW Pumping Station And Access Roadway Cells Hola No. 5P-8 Date heet 3 of_ i .

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A?PENDIX A P4' 13 Revision 0 t

sE'00oYAH NUCLEAR PLANT g7g,g7 )

COMPUTED _-Q / h.h DATE__8//4//# Page 2 of 2 '

CHECKED k DATE h/0/'f0 03]_t.l.!Nr; ' Cf1 Continuatton Sheet Seouoyah Nuclear Plant ,

ERCH Pumping Station And Access Roadway Calls 11o13 No.f5/7-8 Date S eetA of- 4 l

• Concrete or Recr. Descrip; ton g The presence of discontinuities

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SHEET- 7 b of SMI-0 t.00-6 S CG IS 361 m ,

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'd, ATTACHMENT 3 t . COMPUTED d hO DATE 8//4/94 Page 1 of 2 .

',.,,.- CHECKED h DATE M/o/fog,, ggg gg -

Sequoyah Nuclear Plant ERCH Pumping Station And Access Roadway Cells ,

Access Cells:

. Lackfill or Pressure Grout Hole No. N ~I DateIf.l.37 Sheet],,,,off ,

NE. Rep.- . Type of Hole. Cue Size +'///sv&? j Hole begun Il-I-Mione completed

... Location of Hole: 2 4,9'Sj a7,7's. , Pumping Station:  :

Angle of Hole: / H !/E V Grout above el.f64 : es N .No .-

6 8 9.z. Concrete Elev. ft. NE Rep. & /A /* _

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l. Concrete or Rock Description

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C ' 7.'." y '.5 l -

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• 9CCic981 ATTACHMENT 3 Rntston 0 .

SEQUOYAH NUCLE AR PLANT COMPUTED dl) .M DATE @((4[/O CHECKED b DATE 9//o/93 DR!t.t.ING LOG con 1;inuation Sheet Sequoyah Nuclear Plant ERCH Pumping Station And Access Roadway Cells Hole No.?S B *I Dat D heet].ef f

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, APPENDlX A SHEET- BD OF SCS '

I S CG 18 3 61 y-0f-6i SEQUoYAH NUCLEAR PLANT Revision 0 .

t c0MPUTED' CHECKED M OATE

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• E jerky, smooth, rough or steady; times ,

g  ;; gu j > u m M o aE b o of starting / stopping, changes in 1 water flow rate and color. M.; 9y .91 28 c,2. 6 4 g, 4, 5- ,.e C - y, 3 c A ve f 6 +. 3 % WS . ' , z.y 2.,7 a,7 too - o 6 7, t e e,n c, c + ,s 4 e &7A 1 e s ,n , c, v . a +e . . So .),z j,\ y pll M* h s. w s.o c +e c96, u .4 s-+. m.a A FI _ uni .o n n- ' T.re, N 68.6 , cora 0,3 3( O.7 43 - I N' - 6 A9<o /e r s SA.6 . e 6 ( k' 6o

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C3 .. > w m ** j a a5 b m of starting / stopping, changes in water flow rate and color. M.:f.ng.gf.X 38 z,2- 2.2 Ioo - AG 82.6 r o c. K 79,9 +o 82.o . 8 2,~7 'O N 7'7 v.l,( 3 c,] o.1 pc - gg,9 to C K A ~2 7 4-o G 4 . <t , 4,s n g .l',1 \,7 90 , & ho /n ; e u r .- w -- y e k-h//V4s Cognizant Engineer-S Qw Orill foreman . 0902Qldar WET _ 83 9' APPENoix ' a I S CG IS 3 61 . . SEQUoYAH id) CLEAR PLANT ggg COMPUTED af k oATE_ @[/6 /96 ((- categgD M OATE_ P//o /fo SMI-0-400-6 Page 24 Revision 0 ATTACHMENT 10 Page 1 of 1 TRAINING DATA SHEET The NE representative (who is the author if this SMI) for this program does not require training because of his extensive experience over the past . 19 years in similar programs at'various nuclear and hydro plants. He will train the drill foreman, drill operator, cognizant engineer and QC Inspector .  ! in their appropriate tasks. l ~ .::^

SUBJECT:

Training for SMI-0-400-6 .

Please sign below to acknowledge trainin'g in this SMI.

NAME SIGNATURE TITLE DATE Drill Foreman D. E. H <,,m, m .. ,..

A LL hf hl lJwcrvn P- ? ' M -

E E 2 W p&.: % ~g C- Ala.,a 3.. i.us 37 513, al GL r m . .J.e fr- > V 9 QC Inspector C

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SEQUoYhH NUCLEAI PLANT $QN .

COMPUTED 8 /)N ,DAtE 8[/0/96 SMI-0-400-6

. CHECKED / M _

DATE 8//o/fo yfg nn ATTACHMERT 10 .

Page 1 of 1  !

TRAINING DATA SHEET The NE representative (who is the author if this SMI) for this program does not require training because of his extensive experienct over the past .

19 years in similar programs at various nuclear and hydro plants. He will' ,

train the drill foreman, drill operator, cognizant engineer and QC inspector -

in their appropriate tasks. -

SUBJECT:

Training for SMI-0 400-6 Please sign below to acknowledge training in this SMI.

NAME SIGNATURE TITLE DATE

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train in theirtheappropriate drill foreman, drill operhtor, cognizant engineer and QC inspector tasks.

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