ML20073Q036

Responds to 830114 & 0201 Ltrs Requesting Addl Info Re Fsar.Response to Questions 241.6 & .8 & 362.4 & .5 Encl.Info Will Be Incorporated Into FSAR Amend

ML20073Q036
Person / Time
Site:	Braidwood
Issue date:	04/21/1983
From:	Swartz E COMMONWEALTH EDISON CO.
To:	Harold Denton Office of Nuclear Reactor Regulation
References
6150N, NUDOCS 8304280097
Download: ML20073Q036 (24)

Text

.

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s/ One Commonwealth Edison First National Plaza, Chicago, Illinois (C Addrsss R; ply to: Post Office Box 767 Chicago, Illinois 60690 .

April 21, 1983 Mr. Harold R. Denton, Director

.0f fice of Nuclear -Reactor Regulation U.S. Nuclear Regulatory Commission Washington,-DC 20555

Subject:

Braidwood Station Units 1 and 2 Additional FSAR Information NRC: Docket-Nos. 50-456/457 References (a): B. J. Youngblood letter to L. O. DelGeorge dated January 14, 1983 (b): B. J. Youngblood letter to L. O. DelGeorge dated February 1, 1983

Dear Mr. Denton:

The above References requested that the Commonwealth Edison Company provide certain additional information concerning our FSAR for Braidwood Station Units 1 and 2.

The Attachment to this letter provides our response to Questions 241.6, 241.8, 362.4 and 362.5. Our FSAR will be amended to include the information contained in the Attachment to this letter as appropriate.

Please address any questions that you or your staff may have concerning this matter to this office.

l One (1) signed original and fifteen (15) copies of this letter with Attachment are provided for your use.

L Very truly yours I ,-

f l/-

p-E. ouglas Swart

~

L Nuclear Licensing Administrator l Attachment I' cc: J. G. Keppler - RIII Qg()[

l RIII Inspector - Braidwood v 6150N t

I l 8304280097 830421 L PDR ADOCK 05000456 l

A PDR J

. BRAIDWOOD-FSAR OUESTION 241.6

" Provide the following information for the seismic Category I Essential Service Water Supply and discharge pipe lines:

" (1) - Provide a l'ongitudinal subsoil profile along the ESW pipelines from the Lake Screen-House to the plant and from the plant to the Discharge Outlet structure.

Show the zones of soft material and/or loose material, if any,-which were replaced by competent material during construction.

" (2) Provide transverse cross-sections showing exca'tation limits and complete details of placement of backfill materials such as concrete, bash *and other backfill materials.

" (3) Show details of placement of backfill near the con-nection between pipes and structures. What are the estima,tes total and differential settlements of these points?

" (4) Discuss the potential for liquefaction of the in situ material beneath and surrounding the seismic Category I buried pipes (Essential Services Water Supply and Discharge pipes) .

" (5) Seismic Category I Essential Service Water Supply pipe (ESWS) and non-safety related Circulating Water Supply pipe are buried in a common trench. If the circulating water supply size breaks as a result of an SSE event, evaluate its effect on the potential for liquefaction of the material surrounding the i ESWS pipe.

" (6) Provide quantitative and procedural details of the i dynamic analysis of the seismic Category I buried piping. How are the static and dynamic properties .

, of the in situ soils, bash *and structural fill con-sidered in the analyses? How is the sita amplifi-cation effect considered in your analysis?"

"'* Lean Concrete'"

l RESPONSE

, (1) A discussion of the excavation and backfilling of the l essential service cooling water pipelines is included i

i Q241.6-1 L

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BRAID /OOD-FSARx N .

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in Subsection 2.5.4.5,.(. Details of .the pipeline subgrade and type of backfill are. provided. 6 soil pg.-file along' 'y the pipelines between'the plant andNiate scicen house \

is given in Figure 2.5-25.,,r,

; ' '? -  ;

{ts -T s s.

., p s' , .

s .

e .

Table Q241. 6-1 presents a' ccmplete c'iQ amary, by pi'pelinc. ' '

location, of the pipeline subgri.de agd backfill condi-tibas.

As stated in the table,.all' pipelines ara Rojnded on either 1wn compactedsilty.

..on.Wedron granular, fill in'the clay,tillifro main $'in pplant ci6av'Stio;i t~o ano_ or screen. s trdctuhe.Jth~e  ! mn house encasedandin discharge,.S'ete lean concr o:?b/alh 'ard/or 'bacMfilled withphe s pipelines\ sare e -

compacted granular fill. ' The,g,tnular fill.was compacted , <

to 85% minimum relative density (*.9 top of pipes,,conegete, or bash and minimum 80% (Qove toigzade.

_gc- y' The only zones of sof t- or N, oose 'subgrade material tlat were found, occurred because some excavations were left ,s open during the fall and winter' pf ;1978 exposing 'the till' to weatheri'ng. Sinc'enthe pipeLipe had already been placedJ, prior to'-~ exposure ofvthe,sdbgrade to, winter conditions, '

a revised method of pipeline:3upportEnot requiring pipe-line removal.was employ 6d. ..S 2.5.'4.5.4.1 discosses this area in detail., ' ' Y, pas'ection f m 4

, %a s, (2) 'dEta'iEbiot pipeline subgrade '

s Table Q241.6-1 and backfill summarize [d'xactIpacdvat[on limits and cross-materials.

sections are not'provi(edin, _ s _

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i '3 t

's .s (3) TheESWpipelinesconneptwiththe,mainbuilding,Qahe')\i s screen house, andJthe'ESW 'di.5ch,arge structure. At the s' s

main building interface, the'.ES$' pipelines are encased', u('

in reinforced concrete and travel beneath the heater bay ---

s w granular fi11 and, enter '

,y- s; foundation surrounded the turbine room base < mat.y1 compactb@ The po int of maximum differdn ial s

- , _ ^

settlement occurs asuthe encased pjoeline enters toe sturbine.

room mat. The pipeline has been deTigned to take wigh . , "

adequate margin the 1/2-inchedEimat$d differential settle- '+

has been discussed in Metail in the response to Quest, ion' I" g ' u . N.

ment. Total and dif ferent'ial settlement of the main Salldin ' '

362.1.

~

[

At the lake screen, house interface, the ESW pipes.are t' V ^ t s founded on till and encased in~ bash. The total (ani, differential settlements expected are that for the lake screen hoVse '-

J5 (1/4 and 1/8 inch, respectively), and'are discuased in s Subsection 2.5.4.10.2.1. Design ofothe ESW pipelines)s ,. s is discussed in more detail in response tc 'Far t 6 ofNeais question.

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-BRAIDWOOD-FSAR At the ESW discharge structure interface,.the discharge pipes are encased in lean concrete and backfilled with granular fill - to minimum' 85% relative. density. Cross-sections are given in Figure Q362.8-1. Backfill has been discussed in response to Question 241.4. Settlement is cexpected to.be negligible since the structure and pipeline are supported on Wedron silty clay till. See the response to-Question 241.4 for further discussion of the ESW. dis-charge structure.

(4)iThe ESW: pipelines are either founded on Wedron glacial till or compacted granular fill within the main plant excavation. The pipelines'are backfilled with bash,. concrete, or compacted fill. The compacted _ fill was placed to a minimum 85% relative density. The glacial till and com-

.pacted' fill are not susceptible-to liquefaction. For further discussion, see Subsection 2.5.6.5.2 on liquefaction

-potential and- the response to ' Question 241.'7.

. "(5)-The ESWS pipelines are founded on Wedron silty clay till

. and are backfilled'with bash to the top.of the~. pipes.

Figure 2.~5-25 shows a profile'along the pipeline alignment.

e The top of the till is above the top of the. pipes in most areas and in all cases is above the pipe centerline.

The till and' bash will nto_ erode lif the circulating water

~

.. supply pipes should break.

(6)~Quantitiative'and Procedural Details of the Dynamic Analysis

• • of the seismic Category I Buried Piping

.The methodology.used;to perform the dynamic analysis of

?b ~the: seismic ' Category I buried piping is described in the -

response to Question 130.33.

The variability of the supporting soil strata has been

. ' accounted for in the dynamic analysis by conservatively choosing the design particle velocity and the apparent shear wave velocity. The static properties of the in s'itu soil .and compacted fill have .been accounted .for by

_ conservatively choosing the modulus of'subgrade reaction.

4 4

0241.6-3

- -) w

? o TABLE Q241.6-1 ESSENTIAL SERVICE WATER PIPES - SUBGRADE AND BACKFILL CONDITIONS PIPELINE LOCATION SUBGRADE BACKFILL C line turbine wall at Pipeline subgrade consisted Medium-fine sand to top of piping 31+35 S, 43+90 E to of medium-fine sand backfill compacted to 85% RD (min). Above 33+06.5 S (4 pipes) compacted to 85% RD within pipe backfill compacted to 80% RD-main plant excavation. g (min) also sand.

33+06.5 S to 33+92.5 Pipeline subgrade consisted Encased in concrete backfilled with S (4 pipes) of medium-fine cand backfill medium-fine. sand anc compacted to 85%

compacted to 85% RD within RD min. to top of concrete and 80%

main plant excavation. RD min. above concrete.

33+92.5 S to 37+50 Pipeline subgrade consisted Medium-fine sand to grade. Compacted S (4 pipes) of med tum-fine sand backfill to 85% RD min. to top of pipes & 80%

l compacted to 85% RD within RD min. above pipes.

e main plant excavation.

o u

37+50 S to 49+20 S (4 pipes)

Wedron Silt.y Clay Till FSAR 2.5.4.5.1 Pipes encased in Bach. Bash encasement backfilled to grade to

,h

' g

• Figs. 2.5-16 s 2.5-25 80% RD min. 8 O

i

1. 9+20 S to 50+90 Wedron Silty Clay Till Pipes encased in Bash and backfilled'  ?

. S (Screenhouse) (2 pipes) FSAR 2.5.4.5.1 to grade to 80% RD min. 5 Figs. 2.5-16 & 2.5-25 g 49+20 S to 51.06 S Wedron Silty Clay Till Pipes encased in Bash and backfilled (2 pipes) FSAR 2.5.4.5.1 to grade to 80% RD min. <

Figs. 2.5-16 & 2.5-25 51.06 S to 51.14 S Wedron silty Clay Till Bash encasement and backfilled with (2 pipes) FSAR 2.5.4.5.4.1 & Fig. sand compacted to 80% RD min.

2.5-16 s 2.5-25 51.14 S to 52+00 S Wedron silty Clay Till Bash encasement and backfilled with. .

(2 pipes) FSAR 2.5.4.5.4.1 & Fig, sand to 80% RD min.

2.5-16 s 2.5-25 52+00 S to 81+17.25 S Pipeline encacement supported Encased in lean concrete. Backfilled (within ESCP to ESWDS) on pads founded on Wedron with cand to 85% min. RD.

Silty Clay Till -

2.5.4.5.4.1 b

i

1

~

BRAIDNOOD-FSAR QUESTION 241.8

" Provide cross section details ~of the. interior dike located swest of,the ESCP. Present the results of the static and '

-dynamic stability analyses performed. Investigate if a flow-type of f ailure of this dike would . deposit material in the ESCP.thereby effecting its capacity'."

. RESPONSE' Cross-section details of the xinterior: dike located west of theLESCP are given'as Section.18 in' Figure 2.4-35. Plan view

- of the interior dike' west:of the ESCP is given in Figure 2.4-28.

The toe of the interior dike at elevation 590 feet is. located

. approximately 80-feet west-of,the top of the ESCP slope.

~ The static and dynamic stability analyses for the interior i'

' dike are. summarized in Table Q241.8-1.

The interior' dike 11s not;a Category I_ structure and was not

' designed for SSE loading.

The effect of failure of the interior dike on the ESCP was

. invest'igated by conservatively-a'ssuming that the entire-failure slipLcircle of soil is: deposited downstream beginning at'the inter ior- dike -toe.- .This surcharge - of f ailed soil _will remain 50.feetfor more away-from.the top-ofr the ESCP. slope and thereby not act as a critical surcharge atithe head >of the ESCP slope.

'In1the unlikely event ~that. material from a failed portion

-ofLthe' interior dike did enternthe.ESCP, the volume of soil is so smallithat-itLwould have an insignificant effect on the'operat' ion of,the ESCP.

4

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.

Q241.8-1 4 .

BRAIDWUOD-FSAR TABLE Q241.8-1

SUMMARY

OF STATIC AND DYllAMIC STABILITY ANALYSES FOR IliPERIOR DIKE

' MINIMUM FACTOR OF LOADING COllDITIONS SAFETY PROVIDED

a. Static Loading Conditions -

1. End of Construction - no water 2.0

2. Full Reservoir - Water Elevation 1.9 595 feet

3. Rapid Drawdown - Water Reduced from Elevation 595 feet to 592 feel 1.3

b. Pseudostatic Loading Conditions with 0.12 Seismic Coef ficient

1. End of Construction - no water 1.3

2. Full Reservoir - Water Elevation 595 feet .

1.2

3. Rapid Drawdown Water Reduced from Elevation 595 feet to 592 feet 0.8 l

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' 0241.8-2

~

i BRAIDWOOD-FSAR j t

i I

i path of higher permeability than the remainder of the Equality i Formation. Therefore, the methods of seepage analyses and [

analysis conditions discussed in Subsections 2.5.6.6.1 and 2.5.6.6.2-are valid as this seepage path does not-exist. .{t As a result of NRC staff comments on the above response, (letter '

dated February 1, 1983, from B. J. Youngblood to L. O. DelGeorge) ,

additional information is provided. Refer to'the response to Question 362.5. y G

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k s

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O Q362.4-3

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I BRAIDWOOD-FSAR

[

QUESTION 362.5  !

"In your analysis, the critical condition for maximum seepage from the ESCP assumes that the level of water i in the pond is at elevation 590.0 feet and the level of water outside the pond is at elevation 580.0 feet.  ;

However, the lowest water level recorded in piezometer  !

, LW-2~, close to ESCP, is at elevation 577.5 feet (Figure 2.4-45). Using this as the level of water outside ESCP, -

the differential head causing seepage is 12.5 feet rather

-than -the 10.0 feet used in your : analysis. What iszthe rat'ionale for using ten feet differential head in your seepage analysis?" e RESPONSE l The median groundwater level for the- period from July 1973 through May 1977 for LW-2 is 580.1' feet, MSL,'which supports the head differential of 10 of 10 feet used in'ESCP seepage analysis.

As a result of NRC staff comments on the above response and the response to Question 362.4, (letter dated February 1, 1983, f rom B. J. Youngblood to L. O. DelGeorge) , additional information is provided below.

• l. Aquifer Description In our earlier response, it was stated that "the Equality Formation is composed primarily of fine to medium grained sands with some silt layers." This statement was made based on review of all the soil samples at the project site. Review of the essential service cooling ~ pond' borings, HS-1 through HS-18, and H-l'through H-4, and available grain size analyses indicates that the-Equality Formation beneath the ESCP consists of dense to very dense, silty fine sands (SM) to fine sand (SP and/or SP-SM) . Figures 2.5-84, 2.5-94, and 2.5-118 present grain. size curves for these soils.

It was stated in our earlier response that "in some borings and mapped sections, a 1 to 4 foot thick layer of coarse gravel, cobbles, and boulders in a fine to medium grained sand matrix occurs directly above the clay till of the Wedron Formation."

For clarification, the thickness of the gravel and cobbles was.not 1 to 4 feet, but were contained within a 1 to 4 foot thick layer of fine sand, silty sand, and/or clayey sand.

For instance, the geologic Section 23 referred to in the question, contains reference to two 4 to 6 inch layers of Q362.5-1

- BRAIDWQOD-PSAR fine to_ coarse gravel near.the bottom with 1 to 2 inch of

~

-lag gravel at the bottom.

Based on the review'of;1ogs of borings drilled in or near

- the ESCP, no borings reveal a 1 to 4 foot thick layer of coarse

. gravel, cobbles, or ' boulders within the Equality Formation.

Only boring HS-14 indicated:the presence of a thin gravel

. layer approximately 0.'4 foot thick directly above the clay till layer. . Boring H-1 located 800 feet east of'the ESCP

. indicated a lag gravel layer within the Wedrom till formation

- beneath a 325. foot.. thick layer of-silty. clay till..

Six. additional borings . DSS-1 and DSS-66 through DSS-70 were drilled'nearethe ESCP.-.There locations are shown in Figure 2.5-90. Logs of these borings are shown in Figures Q362.4-1 through Q362.4-6.- All of:these borings show the lag gravel within the Wedron Formation and in most cases within a silty clay matrix.

- In summary,' review of the ESCP-borings, including the six l-additional borings, conclusively show'that a layer of coarse .y gravels, cobbles, and/or boulders does not exist in the Equality <

-Formation beneath the.ESCP and in most cases, the gravel that l

1s encountered is found within the Wedron Formation in a silty {

clay matrix or beneath a layer of silty clay till.  ;

I

, 2. L Aquifer Thickness.

i' i The' seepage analyses for the.ESCP are based on an aquifer i thickness of 13 feet below elevation 584 feet. Based on the  !

. review of HS-series,. DSS-1 and DSS-66 through DSS-70 borings,

'the thickness of the aquifer below elevation 584 feet in the ESCP - area, . in general, varies f rom 0.3 feet to 11.5 f eet 'with few exceptions. - Boring DSS-69 indicates a thickness of 13.1

' feet"and boring HS-5 indicates a" thickness of 16.5 feet..

The~ average thickness of the. sand layer is approximately 9 feet.- See Figure 2.5-93 for profiles within the ESCP.

J Therefore, the seepage analysis based on a 13-foot thick layer of aquifer is very conservative with respect to the actual -

average of.in situ conditions.

3. Coef ficient of Permeability (k) Values ,

It was reported in'an earlier response' that "the k values

'of SP' and SM material ranged from 7.37 x 10-2 cm/sec to

.3.658 x 10-4 cm/sec.with an average permeability of approximately

'6.7"x 10-3 cm/sec." 'These values However, are basedifon allsoil the available laboratory data on permeability. the samples obtained,from the borings drilled in the ESCP area only are S

Q362.5-2 i ,

BRAIDWOOD-FSAR considered, which is more representative, thg k values for SP and/or SM materials range from 10.0 x 10

~4 cm/sec and averages 4.3 x 10"3 cm/sec. cm/sec to B.0 x 10 These permeability values for the ESCP area are given in Table Q362.5-1.

The laboratory permeability values for the HS series borings are constant head permeability tests on relatively undisturbed samples. The samples were obtained using an Osterberg sampler and the tube was' fitted to a permeameter.

The laboratory k values were compared with k values estimated from the grain size distribution of selected soil samples.

Permeability values were estimated based on: (a) D size using the Allen Hazons formula; (b) D 10 sizeandunkhormity coefficient C and, (c) D size using the United States Bureau of Soi2;Conservatiofik (USBSC) formula. The first two emprical relations are based on the laboratory test results.

The Braidwood laboratory test results are within the range of these estimated values. The third empirical relation, USBSC's formula, yields the best correlation with coefficients

.. of permeability based on pumping tests. The estimated k values based on this empirical relationship are lower (i.e., empervious) than that of the Braidwood laboratory test results. Comparison k values discussed here are reported in Table 0362.5-1.

The seepage analysis reported in Subsection 2.5.6.6.2 used

..an avergge value of coefficient of permeability equal to 6 x 10 cm/sec which is conservative with respect to the average value obtained for the ESCP from laboratory samples.

4. Boundarv Conditions In our seepage analysis the downstream exit point is approx-imately 380 feet from the bottom edge'of the ESCP, which approximately corresponds to the nearest mine spoil. The hydraulic head with respect to the water level at the exit point'is 6 feet based on boring logs drilled before construction of the cooling lake. However, a 10-foot head was used in the analysis. This head and the shortest exit point have yielded a higher gradient than actually existed resulting in higher quantity of seepage.

The lowest water level recorded in piezometer LW-2, close to the ESCP, is at elevation 577.5 feet. The hydraulic head in the ESCP with respect to this lowest water level is 12.5 feet. However, the shortest distance between the bottom edge of the ESCP and 'the piezometer LW-2 is 'approximately 4,700 feet. This corresponds to a much lower hydraulic gradient than that of the one used in our analysis. Therefore, the Q362.5-3 mm -- -- .m. , - , , , -

7 -

l

, BRAIDWOOD-FSAR

. seepage analysis reportednin the FSAR is on the conservative side.

.The north and-west sides of-the ESCP are located close to the perimeter dike ofEthe cooling. lake. See' Figures 2.4-26 through.2.4-29. The perimeter dike has a slurry trench installec

'from. elevation 597 feet to the top of the Wedron till.and in most cases keyed into till. The trench is a soil-bentonite' backfilled trench and will significantly reduce the amount of seepage fromcthesESCP even if the cooling lake dike fails.

JThe seepage analysis reported in the FSAR assumes this_ slurry

trench ~does not exist:and-is therefore conservative. -See- -

-the response to- Question 241.4 for 'more details on the slurry wall.

5. Summary The seepage analysis presented in the FSAR is conservative for the following reasons:

a. Aquifer thickness used in analysis.is 4 feet greater than the average thickness determined'from the ESCP borings.

b. The gradient used in the analysis is higher than the actual gradient than existed before lake filling.

- In the event of a cooling lake failure, the ground at elevation 590-will remain' saturated for some time.

Any hydraulic gradient'which may be established away from the ESCP wi,ll de.velop very slowly due-to gravity drainage of the. fine sands. Since seepage through

. these sands has been cut off by a slurry trench installed

---

around. the entire perimeter of the cooling lake, there

.. sould be.no hdyraulic gradient established. Photographs Ti, lof'the ESCP have documented?that after the slurry

_7 trench was installed the ESCP' remained under groundwater

~... before the cooling lake was filled. The seepage analysis

." . performed asumed no presence of a slurry trench cutoff

.7_ and instantaneous development of a hydraulic gradient

,;. greater than anticipated or measured at any location prior to construction of the cooling lake. These

~. factors are extremely conservative.

.3 ,

...c. The coefficient of permeability used in the analysis

_'.' is representative of the sands of the Equality Formation.

.7 .' - It has been shown that it compares well with correlations

.E . ? using grain size and-correlations developed using

.} l . pumping tests.

As requested, an additional seepage analysis has been performed using more conservative coefficients of 0362.5-4

.i

@RAIDWOOD-FSAR permeability. The coefficients of permeability in the vertigal direction and hori ontal direction are cm/sec and 2.0 x 10 -3 em/sec, respectively.

~

6.7'x 10 The differential head used is again 10 feet which has been shown to be very conservative. Again the

. seepage.was determined assuming the slurry trench does not exist. Results' indicate that the drop in elevation of the ESCP due to seepage over a 30-day

. period is approximately 1.5. feet. This seepage drop combined with loss due to evaporation of approximately 1 foot.gives.a total drop of.2.5. feet or..to elevation .

587.5-feet. .The-pond surface area at elevation 587.5 is~95.4 acres. based on au October 1981 hydrographic survey of the ESCP. The 95.4 acres is equal to or greater than the design area at elevation 590 feet as shown in Figure 9.2-8. Additional discussion con-cerning the hydrographic survey is given in response -

to Question 371.19.

The analysis and discussions above clearly show'that-the seepage analysis is conservative and that the ESCP has ample supply of cooling water for the 30-day period.

4 b

O

2. I' Q362.5-5

TABLE Q362.5-1. -

SUMMARY

OF PERMEABILITY VALUES

' Boring ' Sample Sample D10! D -I200 Co. k (em/sec) Remarks ,'

Number Number Depth f'USCSf(y

+

l p f) (mm); (m (%) See Note 1 See Note 3 See Note 4 (ft) - lSeeNote2 I Q

I i  !. i

• HS-2 1 4.1 ML { 99.0 0.019, 0.035 83 1 2.84' 1.4x10-3 -

I -

l .

2 8.0 SM 105.8 g 27 i -

1.9x10-3 - -

f* -  !

3 14.0 SM 99.9 ' I.0.074 ! 19 ,

4.1x10-3s l -

l O.9x10-3 ,

4 '19.0 SP 101.6$0.092, 0.120 ' 3 1.74 10.0x10-3 ' 8.5x10-3 i 9.1x10-3 -2.7x10-3 ,

i HS-3 1 4.0 SM 98.7 * -

0.075 19 -

2.6x10~3 -

0.9x10-3 2 9.0 i SM 102.4 -

0.084 16 ; -

4.1x10-3 - -

1.2x10-3 3 14.0 SP-SMl'04.7l0.08810.120 3

9 1.93 ; 7.0x10-3 7.7x10-3 8.1x10-3 2.7x10~3 4 19.0 SP *104.1 -0.149 0.170'! 3 1.68 !8.0x10-3 2.2x10-2 2.4x10-2 6.1x10-3. as .

t.: 5 24.0 SP '105.8 'O.140 0.170 3 1,71 - 7.0x10-3 2.0x10-2 '

2.1x10-2 6.1x10 ~3 m e -

6 27.8 HL 113.1 .0.004 0.011 72 - l2.4x10-3

.N , I o

y HS-6 2 10.0 SM 106.5 -

=0.070i 22 -

. 2.0x10-3 f

=0.8x10-3f O m '

H-1 8 20.5 SP l-

~

l 8.3x10-3

• h 12 35.5 CM f

I 0.9x10~3 i ,. See N:5

{ -

13 38.0 CM i  ; 0.8x10~3 ,See N:5 ,

14 40.5 GM f

( 0.8x10~3 *

'f See N:5 5.6x10-3 H-2 6 13.0 SP l ,  !

i 1 8 20.5 -3

.. SP i E

4.7x10 r 0.8x10 -3 H-3 14 37.0 CM  : t !SeeN: 6 H-4 13 ' 25.5 ML  ! 2.6x10 -6 f

nares (N:): .

1. Laboratorykvaluesarefromthetestsper{ormedor.relativelyundisturbedsamples. *

2. k values based on llazen's Forimila, k=100 D1 0 , cm/sec, where D " C"'

10

3. k values baned on Dg (meters) and Cy =D60/D10.

Reference:

!!cycr. W./Schweir.cr, "For the Determibation of the Effective Po ro u l t y o f Arpil f e rs . Wanner Wirtscjj, Warmer techn.19, No2.,1969, pp. 57-60.

4. k vainea baned on D20 (mm), ka0.36 IL; Blalan, Z./Klec=kownki, A.S., " Practical Use of Certain Empirical Formulae to Determine Coefficient of'n. cm/sec.

Permeability k," Arch.

Reference:

Ilydrotechn, vol.17, No.3, 1970, pp. 40's-417.

5. The nample was obtained f rom the Wedron Formation till. The CM layer is overlain by 5 f t. of sarid and 3.5 f t. of sitty e lay layer.

6. The :.:smple uno obtained from the Wedron Formation till. The GM Inyer la overlain by 11 feet or silt layer.

,j>. ic). .[

. . .s f(p Commonwoolth Edison Co. DSS-1 PROJECT H AMc ARCHITECT.CNGINEER Braldwcod. Power Station Sargent & Lund/, Encineers SITC LOCATION Q vncorerenzo coupasssevs sTa sNsf ee

'draldWcod ' IIIInOls ton 3 f PT.I 1 2 3 4 S PLa sTec w at s e Lio u e t.

N LIMgy e.r Co Ptf B NT **. LIMIT k ,:

z ,

u g X- - - - - - - - - -a ' e S O > -

3 DEsCRlPTioN OF M ATERI AL 3 *,

n n n y_ z u

u o e u a ut e

9 *)

> > a .4 s > og j h D. o. c- o pc y n 3 2 5 u - .J g sTanonno g y $ @ E sunFACC El.EVATION h ,, , ,

1 S S ' ' "M "A" oj l I t  !

TIE .$i "D" l ( '

i i t i p'{

3lSb M i ilty sand, trace clh y & roots l  ;  !

4 l S,. y ight 9 ay & brown mediu enso - ,

w. .

_g .... moist o wat J j

_1g g i I Fine sand,' trace silt gray cad -

5 SSl1 brown - dense - wat - saturated (3p)

.I Silty clay, troco sand and gravel - .

Ii r

__6 Ss briIFgray-- very tough

- f..e t

o. t

. 6 I .

7p l Silty. clay, trace to some sand, grcy to grey & brown if

-7 4 53 trace gravel -

g hard (CL-ML) 17 0 kh/ Boulders & cobbles, traco slit andi

' clay - very denso

.P j i (GP) i 90-0 O 9

Silty clay, traca sand'and gravol -

55";id$ . brown & gray - vory tough (

(CL) \

\

~

j 19 0 19 S5f!I.N.agray - very dense - moist P D (ML-CL)

Rur. I' Dark grey micaccous shale - weathered 1 DC, Recovery = 100%

Run F0 ark gray micaceous shale - weathered6 2 DG.;. 7.rj] Rociovery = 88% -

m

_ e End of Boring "A": Fine sand, trace clay and silt - dark brc wnanld gray - loose - moist (SP)

"B": Sand and slit gray brerin - moist to wet -

modium dense (SP-SM)

~

40' of-4" casing used.

pc,g

...............o.............................~......... g%g w 5.9' ws ,wo a'osiNo sT AnTco 2-27-73 Fxc,u tc Q M 2. 5-1 w' 3*5' 8C" 5' ^C" ""'""C ""'.cTcn 2-27073

- LOG OF iSOR1 Nu. bSS-l wi. Cave-in 6 '. 8W.D.

nio 10-A roscMANOVD c w,- I n . 3f A_R _

, r

{

LOG OF DORING NUMUER LWNER Commonwealth Edison Co. 055-66 (Of f set 10' 5)

ARCHITECT ENGif4EER PROJECT N AME Braidwcod Power Station Sargent & Lundy, Engineers Q vncomrp.so ecuene ssiv e ste sgst SITC LOCATION Tonsier.2 Braidwood, Illinois 8 2 3 4 5

" l etasvec w ar s = usuio g

$ Lauer *. co mt s w r *. LiwiT *. t

< i z g g; it ".

X- - - - - - o - - - - -A I N o

> DESCRIPTION OF M ATERI AL a w as se e e z > -a >~ >F es

< Z w w u U th De e

> F a a a >  :

-w a m a. a. o Da 8 f 2 2 2 u g STAND

• * " *A*=O *" * " ' *

• d ..$ h

g. g g $ SU R FAC E. ELEV ATI ON

- 7  ! l I'

=RB (No Sa aple)  :

Slity fine sand l

i- SS.S. 4 qN -

l N

h' N

, an. .

Fine sand, trace slit - light o

/

b! 9 brown and grey - wet - dense to g very. dense g 3 ss w ac - (S ) g  ;

\  !

.2.CLEL W b

. . . . , 41 55/in , f j

/ +/

l raval, o' g f gg;g Silty Clay, trace sand trace to some gray - hard g(CL) ( *M i;

w I Silty fine sand, trace. clay - i\g 6 SSit + e aj gray - wet - dense (33) l Silty, sandy & gravelly clay - l' 1 86 7 w

-l gray - hard (SM-SC)

Fine sand, trace silt and Clay - \l 10 4 4mg i D

78 ss *~ gray - e t - very dense (Sp)

' 70d"

--$ El 'l- Gray cloyey shale No.Sampie ggp, pu.o _m ss 9 Si o .

End of Boring 5' of 4" casing used.

Bore hole grouted.

i

~,""";."""J".'..mT.........................................-

BR Albwc : a - F.m.

WSon WD BORING ST ARTED 3.h 71 WL FIcer G 3 6 2. 2 - 2 ACR BORING COMPLETED 3-k-73 WL DCR LfG cP 80RuaG DSS-66 WL RIG B-12 FOREMAN JF 3

CWN E'M l.o F DORING NUMDER Co.vtronwealth Edison Co.

• 05S-67 P

Braidwood Power Station Sargent & Lundy hITE LOCATION Q unconrinso composesivs af asNGTH

'Braldwood, Illinols vo .irv.*

I 2 3 4 5 W

PLasvec watc= Llo ut a

< Laust % c o ort s Nr *e LIMff e z W e -

X-- - -- - o - - - - - -o.

O d h 3 y DESCRIPTION OF M ATERI AL R *.

t b g p Q g pk to 20 30 43 W 4 I W W W W Ek

> > J J J > Di Wh A I

L I

2 0 O p C3 d 'T""""""

WD

$ $ LURrACE ELEV ATION

] $ $ h ,, ,

l?.8 l tio sample J j l l I D Y _' [ N Q l70 a n a .. .

n 0 Sand, trace slit - boulder at 18' 167 7 !ss o- .

r3

1. l

- IIqht brown and gray - dense to

's ea O- 55 ; q- very

'A dense - moist to wet y D (SP) gg 5 ss h Min , is a

/

ZD " Claycy silt, trace. sand & gravel - *

• '.SY-.

/

gray - dense

-(HL-CL) f *^

Slity & sandy clay, trace graval / \ *G4 7 SS ' mi (CL-SC) ,

W- .__ Fine to medium sand, tr. ace gravel -

\

\

l l

SS 8 .ss & A' e a gray - very dense - wet g 1

(SP)' l g 3 ss ,o . 3 a O n i

' ' h,

_ l l _

Silty sand, trace clay' gray -

very dense - wet j /f RB (SM)

! 'y Lork ora shr.ie .

.. J4)0 ark gray shale with thin laminatlor 9..9 Run I# b of light gray fine grained sandstonc .

.5IL.D DB

t. .'

1

.- N. . jjRecovery = 95%, RQD = 45%

i dL, i ' N.

. ..i Run 5~  ; Same as above I!OE  ;- ,,

2 Recovery = 88%,

DB( RQD = 57%

% I? n ,

a . i a

@Ro.hwceb..Fs4R.

(Contd. on Shect-2)

Freuu Q L ,. s.--3 leg OF 6cRIN5 DSS-67 (GHECT- l cr 2) - - - -

OWNER - LOG Or DOnlNG NUMDER Conunonwsalth Edison Co. DSS-67 (Contd.)

Braidwood Power Station Sargent & Lundy SITC LOCATION O UNCONPINED COespa g gssys stag e 3e Tee Braldwood, Illinois 'o"si r.' 4 l' 2 3 5 w

k plastic LIMIT *e wsten CONT E NT %

LtOuio Lf M if *e

(

E F b' X- -- - - - o - - - - - -A ll8 9 3 d d p DESCRIPTION OF M ATERI AL 3 *.

> z e o e >> to 20 m e u 4 I w w w w th

> > a a a > od j $ $

d d

L 2 U o 90 "d 'T*"**"*

wO @ " " " ' ' " " * " " '* " ' # ' # *

, ,$ . .$ $ $ SURrACE ELEVATION 10 70 30 40 50

-(Contd. from Sheet 1)

TCT f$hffDarkgrayshalewiththinlaminatlo)

O . ~.u Run !n!; or iisat er v

.;- : 4J riae sreiaea s aesto# >-

3 DB j,..y Recovery = 100%, RQD = 86%

73 17  !!Es:Til End of Boring

• Cal ibra/cdPdne:rceter.

-- I.

~.

f Casing used: 47' of NX O .

i7 or 5" -

Bore hole grouted.

s I

i l . I

................,...........................................j p [3 Rn Dwa b - F.sAR WL WSOnWD DORING STARTCD f yG Lt(C Q 262, O - 3 f 2 3 73 WL - 10' - DC R ACR DORING COMPLETED 2-3-73 log OF GothN G BM' 6 7 WL RIG 12A rORcMAN CB [fHEET 2 CR 2)

= .

, c

. i

. Commonwealth Edison Co. .

055-68 PROJECT N AMC - ARCHITECT ENGINEER Bralded Power Station Sargent r Lundy. Engineers SITE LOC ATioN -Q- uncometaso couen s sesvu sta- a novos Braldwood, Illinois ,0 s,,,.s 1 2 3 4  %

w PLastsc watse Leovio q Lower *. comisme*,. L o w e r *.

z w s p X- - - - - - o - - - - - -A O O' $ E y DESCRIPTION OF M ATERI AL 3 a.

H- ;g p Q g y F to p so ' so u W $ 0 h c. c. c. O pm SURFACE ELEV ATioN .

1 0 '

1- flo Sampic l l i i s s I.R c:'y g

Fine sand, trace silt - It. brown l 10-fr g g

. h.. ' TTSWw to it. gray - wet to saturated - o o

~

( \

dense \ '

s 3 SSg _., , (SP) .

's t

-2 M i /

4 o ss;nw p e.

/ \

Silty, sandy, gravelly clay - ,/

5 SSr a gray - very tough to hard ,

9 1

M - (CL) 1 -

U 6 S S p;"6- -- ,e + '@

-i 1 il l Silty fine sand, trace to some clay I $4!

I ss: -

and . gravel gray - wet - very dens o ll O

I (SM-SC) gy Finc sand, trace si I t T, gravei - l 90/g d l~ Hl- l - gray - wet - very dense (SP) E!

RD Gray clayey shale j$

Rim jed!Q,interbedded light gray fine with grained thin lamination sandstone '

1 DB

, f dark gray clayey shale.

hh;! Recovery = 100%, RQD = 10%

E.DI!?

Run l'[

• or (Ichtinterbed$yfined weg h ne sands one p.p- : n aminat on of h

2 DB : m{ Pecoverv

J -

i:i-dark gray clavey shale.

= 429 RnD = ce Run b:L.Interbedded i! witn enin'id Lt. graylan$ination fine -orained of sand tong gs .3 DB ;j;[;ofp d ark gray clave,y shale.

naenverv = Inm non = ont i , i . 4

-(Contd. on Sheet 2) 8RA1 DWco b -- FSAR Freu s.e Q 3 6 2. 5- 9 LCG OF gor 1NG DSS-6S (SHtcr 1 c f: 2) t _ _ - _ _

l

.wnEn log OF DOHING NUMDER D55-68 (Cen t d . )

Conronw:alth Edison Co. - ~.

A R CHIT EC T-EN GIN E E R PROJECT N AME Draldwod Power Station Sorgent r,t. undy, Engineers

- -ST. E *. 9 7 Q UNCONFINED COMr#ElsavE SITE LOCATION Braldemod, Illinois vo..,n.=

1 2 3 4 5 u PLa stic wetze Lo o seo Li uir . conv e nt *. Lew er *.

< ,: X- - - - -- -- o -- - - - - -6 z u g t a, 9 o

> DESCRIPTION OF M ATERI AL m 43 u

>t ip 29 z o e yI u u u u e-os

> a a a >

"~Eu *- 5 S o

i. o a g svanoano

5. e e u "'""""'" "*#"*

u. o g g ${y SUHFACE El.EV ATION j ,40 Se

.g 10 to 30 (Contd. f rom Sheet 1) 6 '2 . 0 Run, pHl,j]l 4, . .?Dnrk thin aray shale interbedded lenination of it.cray finewith DE' ~ jM,arained sandstone. Recovery = 100%. RQD = 90s  ;

p-fr 4 ,

r a s ..I' fine ora Run i Licht c' d2[d wi th' tnlned Interbdra sannstcnc n Iamina: 4on od

'o'l?

l :- dark cray shr.le. .

23 o- 5 DBhifly Recoverv = lon%. ROD = 92%

6 libr:sted 2enetro 2:er End of Boring *C Casina used: 5' of 4" lS' i of ilX Bore hole grouted.

g i I

- ,-mxw m.mm -.run. -.-. . . .m.

. . . . . .n

.....................,........................... 8RmbwD - Fs /\R WL WS on WD DORING ST ARTCD 3-3-73 fTGORC Q 3b 2,5' h WL DCR ACR DORING COMPLCTCD 3-3-13 LCD CF Sctu,v G Ds S -- 6 2 l- ,

WL RIG B-12 FOREMAN JF

_ _ _2

($HGc7 2 CF 2)

Ovhacu~ .LGG OF DoRING NUMBER l Commonwealth Edison Co. DSS-@ (')ffset 20' South) enO;ECTNauE A R C HIT EC T.EN GIN E E R Braidwood Power Station

'~ Sargent & Lundy, Engineers p ,,,,,,,,,. .o . ........ ., =~ ova SITC LOCATION BraIdWood, Illinois *

"""'2_ ) 8 5 bl PLastsc watse Lac uin Laurr *. cont e =v *. Low er *.

4 X.______o.______A z w e p O d f DESCRIPTION OF M ATERI AL i: ",

$ ** ** " a "

H z e 0 z >F

< I

> > w w w w m%

on a a a >

AunFACC ELEVATION , ,

]

Fine sand, trace silt - brown RB (No Sample) 1 SSq4W I

Fine sand, trace slit - light

m. I O 2 SS t,:r. L'. brown and gray - wet - dense to -e medium dense N 3 SS@l3 ,

(SP) h 9h h \ /

f 4 SShVfI &. x 5 SS is: " b Silty clay, trace sand & gravel -

gray - tough to very tough (CL-CH) r NN -

60 t y 0.0 -

3 Silty and sandy clay trace to some

/ jg (3 ss Qg gravel, trace shale , gge,/ - hard 9 Silty fine sand - brown'and gray - \ 9g2 g ssa ., nolst - very dense .

3

-O -

%C~tt  ! l lqs 8 SS! :Am 6 e N

Clayey shale gray-brown s q

% a RB

!EE

. 1 It i M9 .i; pg.! hl Dark gray shale Run t,gc 1 DB%q.; i i Recovery = 77%, RQD = 28%

4t4 ii (Contd. on Sheet 2) 8 cum e: d - Ps us

[IGvRE Q 3 C,2. 5- 5 7 log OF GJch G bM- 6 ')

{s HE eT / cF 2) =

r . . o. . .. . . . . . ri. . . . . :

. 'l

^

, OWNER LOG OF BoRif4G HUMBER Comronucalth Edison Co. DSS-69 (Contd.)

PROJECT N AME ARCHITECT Ef4GlHEER Braidwood Power Station

-- Sargent & Lundy, Engineers stTE LOCATION Q UNCONFINE D COMP.E SSIVE S T . 5 N O T .,

Braidwood, Illinois 7 0 . ,,7. =

f 2 3 4  %

U PL A STIC WATER LI O s#tO 4 L,MIT ePo CONTENT'o Lf M o f *.

z w e s' X- - - - - - o - - - - - -a o d h 3 oESCRIP'ilON OF M ATERI AL 38 o

g z e e >t to a? m a E

> b 3 3 a

3 $

a o od go Wb c f i

.sunract.cLavnTioN

, ",'""[,'-

M'U L (Contd. from Sheet 1) dl44.iq l- n t, Run ';t h ' Dark gray shale interbedded with kdEhthinlaminationoflt.grayfine 2 DB [  ;,3 grained sandstone.

'M r Recovery = 97%, RQD = 76%

h.- %-

Run fl . Interbedded with thin laminetion j'

[d.iz!lLightgrcy,finegrainedsendstone b M !of'darkg'rayshale.

3 DB L h.,:0 P' 19 RQD = 63%  :

~

RGE k j;6, Recovery = 87%, I h!I,. Light gray, fine grained sandstone Run p!:yjj interbedded with thin lamination 4 DB Mh1 of dark gray shale.

Recovery = 94%, -RQD = 84%

3.. . _' ;*[i lnl 2LJ.L -- -

U!pj!!M Light gray fine grained sandstone l' Run led Q

interbedded with thin lamination of dark gray shale, with black coal from 92'10" to 93'8" Q 5 DB !.5l[ Recovery = 37%, RQD = 14%

N @Nld End of Boring Casing used: 10' of 4" 45' of.NX s Bore hole grouted.

Pressure Tests taken: 51' to Al' 80' to 90' d

, I .

............................................................ ao cucc3--psna wt wsOnwo BORING sr ARTro 3-5-73 f%RE Q362.M WL tlc R ACR DOfflNG COMPLCTCD 3-6-73 log OF 60A3.id6 Dbb'bl WL 5.9' on 3/6/73,7:30 mtl niG B-12 rORCMAN JF (3HEET- 2OF2)

h nwnca. (Oc or noRmG fiUMDER. DSS-70

, Co.w nwenith Edison Co.

PROJECT N AMC A RCHIT CC T.EN GIN C E R Brnidwood Power Station Sargent c Lundy. Engincer, ssTE L.OCATION O. uncemethre coupas ssive sea shores Braidwood. Illinois vo u s ,,,.*

t 2 1 4  %

W PLa stst watse t re vio Le na 67 . C o NT a me? *e L t W af *-e

(

z W .. g X- - - - - - - - - -A O

o I U > DESCRIPTION OF M ATERI AL. . R *.

o to so o n Z F g p{ to

• W W W U E7 hb w a d

2 d

s d o s u OE

-J g staaaaao "

g 5 $ $ $ SURF ACE E1.EV ATION h ,, "','"# , ,, ", ;"

R3! ! - i tio srz.nle l t i  ! l 1 L5SiL 3 lA,%i  ;

2 i 5Sitig Fine sand, trace si t t . brown to 7

- 1 SS m W l i ght g rsy

• rr.ol s t to wet - e 0:

\ h O " , Sso;;:2 (SR) t lo

/

,' '/

- A- um , , 'g

/

Silty, san'dy & gravelly clay - f lj/6 '  % co/g.

gray - hard g (CL)  %

\ ', g,e KO

__s s ..a

(

1LM. Greenish gray Ilmestone' Ru i !! i h ./

1 D . B. .

f bpJ .'Groenish w.i i]M.c oray soft cla5ey shalo "

n ,-mth I .i.rrestone to W 2_ .

.[. ..f y - 93, f rom 30nan-L w.i!$

O 9_0T0- Rur M

p,p.$* Greenish gray soft shale

, f .. .

2 DB.';h, b Recovery = 100%, RQD = 88%

hN l Light gray fine grained sandstone Rur

',i interbedded with laminations of i T, dark gray shale becoming dark 3

DEj;f;}>gray shale e 45'

,3j,j j Recovery = 100%, RQD = 10%

!jjLightgrayfinegrainedsandstone

a. ,jinterbedded with thin laminations 10-t7 Run  ;] of dark gray shale ll :i vt Recovery = 95%, RQD = 50%

M 4

DBEi!p)j!l liiPri i

i e  ! .

Guabw m -FsAR (Contd. on Sheet 2) .

FIGttat Q .u 2 . o ~ 6, M6 oF 809L3 N6 DSb '70 (9 sttG I or2)

. _ o.......... ...........,

r

\]'

4 log OF DohlNG NUMDER f DSS-70 (Contd.)

I Comrunwcalth Edison Co.

'8

' AHCHIT CC T-C N GIN C C R d Power Station Sargent & l. undy, E.ngineers

.7>',,! Bral dwoo

e. w O uncos. so couenessive stas stu vf,i Braidwood. Illinois

. , co

,..s,,,.

1 2 - ,3 4 5 w av e s tec e.o

' i,-(i

- PLa stic conta%, *. 6:ust *.

. ts uit *.

4"h g X- - - - - - o - - - - - -6 k'.g

(.. 3:8 u u

• * ' . a DCSCR'PTION or M ATCRI AL y >- to vs-as c:t s' l ' 'T5

? R. o vi

.! t3 @ s,a

.a o cadV pURF ACC CLCV ATION h .. ' ' "2.* * " ' " " .." .

3 ..

.M. .. '

, ;.;,_ (Contd. f r,en Sheet 1) 2-

,y, ,

9.,3,: - M

.  :*. - y' __ - . d. .., l '

f _ yt gray fino grained sandstone gj j rbcdded with thin laminations Pf v  :

.fj/

li,4_

gr.-

d;Jr dark gray shaic

..f- '

. c.,!h.' h Recovery =100%, RQD = 51%

jgp

. . ..v'1r-i.W t

. , ;.] -

^ End%f Boring

• Cal i bra t'ed Pelne t rcmete r t

~.x s.)

. } * . . ,a .

',P...-

.s

, g _-

....h o.

c > I- Casing used: 29' of.tlX 12' of 4" O

i I

g g ,,, , _

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

WS on WD DORING STARTCD 3-2-73 p .j g ,,

W 1.

W I. DCR$yrface ACR DORING COMPLCTCO 3-2-73 L OF l'c d b > <2 - M -

9 m Y

= Rio 12A rORCMAN CB  %~$ NE C 7 ~

P +) _