Text

Forwards Responses to Questions 10.60,10.62,361.1-361.5, 362.1,362.10,371.10,371.19 & 372.23 Re Circulating Water Sys & Excavation Mapping,Per 830114 & 0201 Requests for Addl Info Concerning FSAR
	ML20071E720
Person / Time
Site:	Braidwood
Issue date:	03/08/1983
From:	Swartz E; COMMONWEALTH EDISON CO.
To:	Harold Denton; Office of Nuclear Reactor Regulation
References
	6150N, NUDOCS 8303150336
	Download: ML20071E720 (64)
	v • d • e

. _.

~'

EN Commonwealth Edison

[

) one First Nation:1 Plaza, Chicago. Ilknois

(

O } Addr:ss R ply to: Post Office Box 767

\\

j Chicago, Illinois 60690 gg, March 8, 1983 Mr. Harold R. Denton, Director Office 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 10.60, 10.62, 361.1 thru 361.5, 362.1, 362.10, 371.9, 371.10, 371.19 and 372.23.

Our FSAR will be amended to include the information contained in the Attachment to this letter as appropriate.

Additionally, our schedule for submittal of the remaining open items is currently being discussed with Ms. Janice A.

Stevens.

Please address any questions that you or your staff may l

have concerning this matter to this office.

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

For the purposes of clarity, one (1) set of 11" x 17" figures referenced in our i

responses to the above questions and three (3) full size copies of drawing S-127-BR (Figure 2.5-39) are being sent directly to Ms.

Janice A. Stevens.

l Very truly yours C..sd [0 /m?-

O 8303150336 830308 PDR ADOCK 05000456 l

AA PDR E. Douglas Swar Nuclear Licensing Administrator Attachment cc:

J. G. Keppler - RIII RIII Inspector - Braidwood 6150N

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BRAIDWOOD-FSAR

,UESTION 010.60 Q

" Assuming continued operation of the circulating water and nonessential service water pumps following a seismic event, describe the means provided for assuring that this does not result in reducing the level of the essential cooling pond to the point where less water is available than that assumed in the analysis for the 30-day cooling capability of the pond.

The pond level should be assumed to be at its minimum elevation (590'-0") following the seismic event.

Justify any assumptions in the above evaluation."

RESPONSE

Following a seismic event the essential cooling pond will be at its minimum elevation (590 feet 0 inch) only if the retaining dikes of the main cooling pond have failed.

As described in Subsection 10.4.5, the circulating water pumps will not operate satisfactorily with a submergence of less than 2 feet.

This corresponds to a pond elevation of 590 feet 0 inch.

As a result, the circulating water pumps will not operate after the postulated event.

The nonessential service water pumps require 8 feet of submergence of the intake to operate properly.

This corre-

..sponds to a level of 591 feet 10 inches.

As a result, the nonessential service water pumps will not operate after the postulated event.

The analysis in Subsection 9.2.5 is valid for any potential event.

As discussed above, the only pump which would take suction from essential cooling pond after the level is reduced to elevation 590 feet 0 inch is the essential service water pump.

l Q10.60-1 l

\\

(

BRAIDWOOD-FSAR QUESTION 010.62

" Describe the differences in the circulating water system failure flooding analysis between the Byron and Braidwood Stations.

Verify that the resulting flooding does not affect safe shutdown of the plant assuming a cencurrent single failure in essential equipment.

Relate your response to that provided in response to Byron Question 010.50."

RESPONSE

There is no significant dif ference between the circulating water system failure flooding analyses for Byron and Braidwood Stations.

The response to Question 10.50 is applicable to both stations.

The source of circulating water at Braidwcod, the cooling pond, is 5 feet lower than the Byron cooling tower flume.

The only ef f ects of this dif f erence are a slightly slower inflow rate due to reduced head at Braidwood, and a slightly lower final flood level at Braidwood.

Both of these differences result in the Byron analysis being conservative for both stations.

O

=

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e a

e BRAIDWOOD-FSAR QUESTION 361.1 "The inset note on Figure 2.5-12 states that structural details of the area on Fig. 2.5-12 are shown in Fig. 2.5-9a.

Fig. 2.5-9a apparently has not been submitted yet.

Please provide the figure."

RESPONSE

The figure referred to on the inset note on Figure 2.5-12 should be Figure 2.5-11, not Figure 2.5-9a.

Figure 2.5-12 has been revised and will be included in the next amendment.

Q361.1-1

r-BRAIDWOOD-FSAR QUESTION 361.2 "The following both refer to Figure 2.5-33, Contours on top of the Colchester No. 2 Coal Member:

"(a)

In the vicinity of the heater bay, elevations of the top of the #2 Coal from boreholes MP-31 and MP-36, 496.5' and 497.3', are located between the 498 and 500 ft contour lines.

Either the elevations are incorrect, or the contour configuration must change.

Please explain or correct.

" (b)

The configuration of the contours on the map suggest that the surface of the Colchester #2 Coal bed is not as planar as might be expected from undisturbed flat lying rock.

Although the contour interval is small there still appears to be an elongated trough-like depression at the north end of the map enclosed by contours 494 and 496 (which, if continued on the basis of the two elevations at the northeast and parallels 494 to its end).

A second more irregular, heart-shaped depression delineated by contour line 500 underlies parts of the auxiliary and turbine buildings.

This depression coincides with a U-sha. ped trough at the top of the Ft. Atkinson Limestone of Fig. 2.5-34, sheet 2.

Please explain these config-urations in view of the fact that the Colchester

2 Coal bed is used in the FSAR as a persistent marker bed assuring there is no deformation (faulting, etc.)

in the plant site."

RESPONSE

Item a:

The contour configuration in Figure 2.5-33 has been revised and will be included in the next amendment.

Item b:

As discussed in Subsection 2.5.1.2.5.2, the tops l

of both the Colchester No. 2 Coal Member (shown in l

Figure 2.5-33) and the Ft. Atkinson Limestone (shown in Figure 2.5-34, Sheet 2 of 2) are erosional surfaces.

Therefore, the minor warping configuration shown on each of these units may be due as much to erosion l

as to tectonic activity and the fact that structures j

shown on one unit are similar to structures shown i

on another unit may be coincidental.

However, it is possible that minor warping of the two geologic units may be due to tectonic forces acting on the La Salle Anticlinal Belt.

Q361.2-1

BRAIDWOOD-FSAR s

Clegg (1965, Page 93) indicates that structural and stratigraphic relationships in northern Illinois show that a second phase of deformation of the La Salle Anticlinal Belt began after the deposition of the Colchester No. 2 Coal and possibly continued to the end of or after Pennsylvanian time.

s

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Q361.2-2

BRAIDWOOD-FSAR QUESTIONS 361.3 "The second line in p. 2.5-47 of the FSAR refers to Figures 2.5-36 and 2.5-46 as maps showing all known coal mines within 1 mi surrounding the plant site and cooling pond areas.

However, Fig. 2.5-46 is a graph correlating earth-quake intensity with acceleration.

Do you mean to refer to Fig. 2.5-36A as the other map of known mines?"

RESPONSE

The second line on Page 2.5-47 has been corrected to reference Figures 2.5-36 and 2.5-36A, and will be included in the next amendment.

l l

i t

Q361.3-1

r.

BRAIDWOOD-FSAR QUESTION 361.4

" Fig. 2.5-39 is a detailed topographic map of the plant site.

"a.

The scale of this map is too small to be of use.

Please provide either the original or a larger copy that is legible.

"b.

Please indicate the significance of the ' cloud-like' symbols.

Do they indicate vegetation, or have they some other meaning?"

RESPONSE

A full-size copy of Sargent & Lundy drawing S-127-BR (Figure 2.5-39) will be provided under separate cover.

The " cloud-like" symbols indicate vegetation.

.\\

l Q361.4-1 l

r-BRAIDWOOD-FSAR QUESTION 361.5 "The following address Section 2.5.4.3.1, Excavation mapping:

" (a)

Figure 2.5-55 indicates the location of excavation mapping reported on in the FSAR.

Three locations are indicated as having been mapped, with Figures 2.5-49-2.5-54 illustrating these three localities.

In view of the fact that these three locations represent a very small portion of the exposed bedrock in the excavations, and there is well-developed jointing evidence in two of the photographs, the staff would like to examine the 190 photographs of the 145 locations in the excavations referred to in Section 2.5.4.3.1.1.2,

p. 2.5-68.

Please mark them clearly as to location and direction of viewing on the photos and on the excavation location map.

" (b)

Please explain why detailed study of joints in the excavations was not possible (compare with section 2.5.1.2.5.1 on jointing).

If you have joint data from the excavations, please put it into some tabulated form (Rose diagram, etc.) and submit it for review, with a discussion of its significance.

" (c)

A, note on Figures 2.5-72 and 2.5-73 states that

' excavation mapping of Category I structures is presented in Attachment 2.5A'.

However, 2.5A is a letter from the Illinois Geological Survey that describes a visit by IGS staff to the excavation.

Please clarify."

RESPONSE

Item a:

A map showing the locations of the photographs is given in revised Figure 2.5-55.

One set of these photos is presently available.

The NRC is welcome to view these photographs at any time.

Item b:

The primary purpose of the geologic mapping of the excavations for Category I structures at the site was to confirm that the site stratigraphy as exposed in the excavations was in agreement with that evaluated by the boring program and presented in the PSAR.

Another purpose of the excavation mapping program was to ascertain that no faults were present in any of these excavations.

Faulting is discussed in Sub-section 2.5.1.2.5.3.

No data on joint orientation or spacing was collected during the excavation mapping program.

A discussion of site jointing is presented in Subsection 2.5.1.2.5.1.

l Q361.5-1

BRAIDWOOD-FSAR Item c:

The geologic mapping of the excavations for the Cate-gory I structures is discussed in Subsection 2.5.4.3.1.1.

The note on Figures 2.5-72 and 2.5-73 has been changed l'

to give the proper reference, and will be included in the next amendment.

1 I

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Q361.5-2

.o BRAIDCOOD-FSAR QUESTION 362.1

" Submit time-settlement plots for all Category I structures where settlements are being monitored.

The plots should be up-to-date.

Tabulate values of measured maximum dif fer-ential settlemetns.and anticipated differential settlements assumed in the analysis of these structures and appurtenances such as connecting pipes and conduits.

Evaluate the impact of any differences between the measured and the anticipated settlements on the design and construction of these facilities.

Unless the applicant can demonstrate that adequate settlement margins are presently available and that future settlement will be negligible, the staff will require that the total and differential settlement of the safety related structures be monitored for a period of 5 years after issuance of the Operating License.

The impact of observed settlement, if any, on the design limits of Category I structures and appurtenances should be evaluated annually during this period and reported to the NRC."

RESPONSE

A system of construction settlement monuments was established for the foundations of Category I structures during 1977 and 1979 as shown in Figure Q362.1-1.

These monuments were installed and monitored by the contractor for the purpose of construction control and settlement monitoring.

Seven of these monuments (U, V, N, R4, Z, KK, and XX) have been monitored continuously from the beginning of construction in 1977 to August 1980.

Many of the other original monuments were discontinued because of construction interferences, and some were replaced in February 1979 by new monuments at similar locations within the same building.

Other new monuments were also added at'this time.

In August 1980, monitoring was halted because settlement was complete under approximately 95% of the plant static load with measurements within the accuracy of the surveying equipment

.and methods used.

Time settlement plots for all the construction settlement monuments are shown in Figure Q362.1-1 and presented in Figures Q362.1-2 through Q362.1-19.

In September 1981, a new set of operational settlement monuments was established throughout the plant.

The intent of monitoring these monuments was to provide additional data to show that plant settlement under full static load is complete.

The new monuments were installed on two floor levels which will reduce errors introduced into survey circuits by eliminating excessive traveling between different building levels.

The locations of the operational settlement monuments are shown in Figure Q362.1-20.

Time settlement plots for all the operational settlement monuments are presented in Figures Q362.1-21 through Q362.1-31.

Q3 62.1-1

BRAIDWOOD-FSAR Table Q362.1-1. is a summary of the maximum measured differential settlements for all construction and operational monuments.

Table 0362.1-2 is a summary of projected maximum total and differential settlements for each Category I structure.

These total and differential settlements have been calculated after reviewing the stabilized elevations of key Category I monuments.

The stabilized elevations have been identified on the settlement plots.

Some allowance has been made in the total settlement due to the small amount of building load

' that still remains to be placed.

The new operational phase monuments, installed in September 1981, clearly show that their maximum differential settlement is less than or equal to -0.01 feet (-0.011 feet maximum).

This settlement is con-sidered negligible and indicates that settlement has stabilized.

The differential settlements given in Table Q362.1-2 are all less than or equal to -0.03 feet.

This is significantly less m, than 1/2-inch or more which was assumed in the design of att-4eut/4/2F ctructurer_ The only safety-related pipe or conduit that tm is not suspended is the essential service water pipeline.

This pipeline travels beneath the heater bay building and N

enters the turbine room mat.

Beneath the heater bay, it is s

encased in reinforced concrete and supported on till or rock.

The point of maximum differential settlement occurs as the encased pipeline enters the turbine room mat.

The b

pipeline is designed to take with adequate margin the 1/2-(

inch estimated differential settlement.

It is concluded that all Category I structures have been designed to account for the maximum total and differential settlement pr D

/

MIS A RER.

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W Q362.1-2

BRAIDWOOD-FSAR TABLE Q362.1-1 TALULATED DIFFERENTIAL SETTLEMENTS FOR SURVEY MONUMENTS MAXIMUM MEASURED MONUMENT PERIOD OF DIFFERENTIAL BUILDING NUMBER MEASUREMENT MOVEMENT (Feet)

Fuel 9

2/79 to 12/81

+0.002 10 2/79 to 8/80

-0.012 New 10 9/81 to 10/82 0.000 New 9

9/81 to 10/82

-0.002 51 9/81 to 10/82

+0.002 52 9/81 to 10/82 0.000 Refueling Water 40 2/79 to 8/80

-0.025 Storage New 40 9/81 to 10/82

+0.003 Tanks 55 9/81 to 10/82 0.000 Auxiliary KK 2/77 to 8/80

-0.059 Building LL 2/77 to 8/77

-0.013 JJ 2/77 to 5/77

-0.010 21 2/79 to 8/80

-0.020 22 2/79 to 8/80

-0.013 23 2/79 to 8/80

-0.015 24 2/79 to 8/80

-0.020 26

.2/79 to 8/80

-0.021 27 2/79 to 8/80

-0.027 28 2/79 to 8/80

-0.025 New 21 9/81 to 10/82

+0.006 New 26 9/81 to 10/82

+0.013 New 27 9/81 to 10/82 0.000 New 29 9/81 to 10/82

+0.001 l

53 9/81 to 10/82

-0.002 54 9/81 to 10/82

-0.001 Unit 1 Containment U

2/77 to 8/80

-0.061 V

2/77 to 8/80

-0.052 N

2/77 to 8/80

-0.080 N

3/77 to 6/77

-0.014 2

N 3/77 to 6/77

-0.014 4

P 2/77 to 8/77

-0.004 13 2/79 to 2/80

-0.012 14 2/79 to 8/80

-0.~005 15 2/79 to 8/80

-0.010 36 2/79 to 8/80

-0.003 39 2/79 to 8/80

-0.018 New U 9/81 to 10/82

-0.002 New V 9/81 to 10/82

+0.018 New N 9/81 to 10/82

-0.001 New 3 9/81 to 10/82

-0.001 New 37 9/81 to 10/82

-0.004 New 39 9/81 to 10/82

+0.002

.Q362.1-3

I BRAIDWOOD-FSAR TABLE 0362.1-1 (Cont ' d )

MAXIMUM MEASURED MONUMERT PERIOD OF DIFFERENTIAL BUILDING NUMBER MEASUREMENT MOVEMENT (Feet)

Unit 1 Safety 1 (Nor theast Valve Room Room)

-0.011 3 (Nor thwes t Room) 2/79 to 8/80

-0.027 Unit 2 Safety Valve Room 42 2/79 to 8/80

-0.024 Unit 2 Containment AA 2/77 to 6/77

'+0.006

+0.005 EB 2/77 to 6/77 R

2/77 to 6/77

-0.001 R

2/77 tc 8/77

-0.014 y

R 2/77 to 5/77

-0.020 2

R 2/77 to 8/77

-0.013 3

R 2/77 to 8/80

-0.078 4

Z 2/77 to 8/80

-0.064 18 2/79 to 8/80

-0.020 15 2/79 to 8/80

-0.024 20 2/79 to 8/80

-0.020 43 2/79 to 8/80

-0.017 44 2/79 to 5/80

-0.027 Z1 9/81 6.o 10/82

-0.001

.New R4 9/81 to 10/82

-0.006

'New 17 9/81 to 10/82

-0.009 New 18 9/81 to 10/82

-0.004 New 41 9/81 to 10/82

-0.011 New Z

9/81 to 10/82

+0.002 Units 1&2 Turbine Room CC 2/77 to 5/77

-0.001 HH 2/77 to 8/77

-0.033 T

2/77 to 8/77

-0.002 W

3/77 to 8/77

-0.013 X

2/77 to 8/77

+0.001 i

4 2/79 to 8/80

-0.010 5

2/79 to 8/80

-0.001 i

6 2/79 to 8/82

+0.003 33 2/79 to 8/82

-0.005 New 4

9/81 to 10/82

-0.006 New 33 9/81 to 10/82

-0.005 New 34 9/81 to 10/82 0.000 l

56 9/81 to 10/82

-0.010 58 9/81 to 10/82

-0.004 59 9/81 to 10/82

-0.007 l

Heater Bay 57 9/81 to 10/82

-0.009 l

l Radwaste/ Service DD 2/77 to 8/77

-0.003 Building XX 2/77 to 8/80

-0.013 34 2/79 to 8/80

-0.008 Q36 2.1-4 l

L

BRAIDWOOD-FSAR TABLE 0362.1-2 PROJECTED MAXIMUM TOTAL AND DIFFERENTIAL SETTLEMENTS MAXIMUM CATEGORY I PROJECTED MAKIMUM*

DIFFERENTIAL STRUCTITRE TOTAL SETTLEMFINT (Fee t) SETTLEMENT (Fee t)

Unit 1 Conta19 ment

-0.074

-0.01 Unit 2 Containment

-0.078

-0.01 Auxiliary Building

-0.041

-0.03 Fuel Building

-0.04**

-0.02**

Ref;2eling Water Tanks

-0.04**

-0.02**

a w

Projected maximum total settlement determined by increasing by 5% the difference between stabilized monument elevations and the monument initial elevations.

- Settlement values given here are estimated conservatively because a significant amount of construction occurred.before monuments were installed.

Actual measurements indicate less than or equal to -0.025 feet total settlement.

Q362.1-5

9 WATER TREAT-lNG HEATER BAY DE-M N.8LCG SLDG.

R ADWASTE /

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XX y

6 5

4 T 00 33 7

W HHg AUXlL!ARY BUILDING El y

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CONTAINMENT

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?O no to scate 40 REFUELING WATER STORAGE TANKS LEGEND 8

EXTERIOR SETTLEMENT MONUMENT l

BRAIDWOOD STATION I

FIN AL S AFETY AN ALYSIS REPORT T

INTERICP SETTLEtAENT tACN';UENT FIGURE Q362.1-1

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4 BRAIDWOOD-FSAR QUESTION 362.10 "There appears to be a contradication in the Braidwood Station Final Safety Analysis Report between Table 3.7-3 (Supporting Media for Seismic Category 1 structures), Figure 2.5-25 (Geologic Section H-H'), Figure 2.5-26 (Geologic Sections F-F' and G-G') and Table 2.5-29 (Foundation Data) as to which structures are founded on rock and which struc-tures are founded on soil.

Provide the correct foundation media information for all Category 1 structures."

RESPONSE

Tables 2.5-29 and 3.7-3 have been corrected to provide the correct foundation media information for all Category I struc-tures.

The revised tables will be included in the next amend-ment.

The foundation backfill plan and the foundation backfill sections, presented in Figures 2.5-75 and 2.5-76, respectively, show the exact foundation bearing materials.

I Q362.10-1

BRAIDWOOD-FSAR QUESTION 0371.9 "1.

You state there is little water use of the main i

streams in the site drainage area.

Are there any potable water users that would be down gradient from a site (plant) radioactive spill source?

"2.

You also state that the Wilmington water supply is from the Ironton-Galesville aquifer and that it is not subject to local infiltration.

We assume this alludes to the potential for contamination from the plant.

However, you don't provide the bases or rationale for this statement either here or in Section 2.4.13.

Please provide additional explanation and clarification in either Section 2.4.1 or 2.4.13."

RESPONSE

Item 1:

There are no known potable water users from the surface water down gradient from a radioactive spill source.

The groundwater users around the site area are listed in Tables 2.4-22 and 2.4-23.

The consequences of any radioactive spill at the site on the surface water and groundwater users are described in Subsections 2.4.12 and 2.4.13.3, respectively.

Item 2:

A description of the site and regional groundwater conditions is presented in Subsection 2.4.13.1.2.

Table 2.4-20 presents the stratigraphic units and their hydrologic characteristics.

The Cambrian-Ordovician Aquifer is recharged in northern Illinois and southern Wisconsin.

Infiltration to the Cambrian-Ordovician Aquifer in the site area is limited by the relatively impermeable Pennsylvanian-age shales of the Carbondale and Spoon Formations and by the Ordovician-age shales of the Maquokata Shale Group.

The presence of these two shale aquitards restricts the infiltration of any potential contaminants to the overlying Pleistoceneage units and no potential contaminants would reach the Cambrian-Ordovician Aquifer.

Q371.9-1

BRAIDWOOD-FSAR QUESTON 371.10 "The discussion of I:ankakee River floods and table 2.4-1 do not include the most recent five years of record.

Revise the table and discussion accordingly."

RESPONSE

Table 2.4-1 and Subsections 2.4.2.1 and 2.4.7 have been revised and will be included in the next amendment.

k I

l l

i Q371.10-1 l

L

BRAIDWOOD-FSAR QUESTION 371.19 "The pond survey program should be incorporated into your formal inspection program as per Regulatory Guide 1.127."

RESPONSE

The essential service water cooling pond survey is a hydrographic survey incorporating precision water depth measurements.

These measurements are performed with a survey fathometer which pro-duces a continuous chart recording of water depth.

Slope definition as well as pond bottom survey is obtained at approx-imately 100-foot-wide tracklines.

The initial pond survey was performed on October 21, 1981.

Subsequent surveys will be performed once every 18 months; however, this survey interval may be increased in the future.

The survey program has been incorporated into the station formal inspection and monitoring program per Regulatory Guide 1.127.

9 l

l i

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l Q371.19-1 l

BRAICWOOD-FSAR adjusted to the Wilmington site by multiplying the Custer Park discharge by the ratio of the square roots of the drainage areas.

The maximum known discharge near Wilmington, 75,900 cfs, occurred July 13, 1957.

Its corresponding gauge height was 11.40 feet above datum.

The maximum stage during the period of record was 13.88 feet, caused by' ice jams.

Ice jam floods in 1883 and 1887 reached a stage of 16.7 3 feet, for which the discharge is not known.

All maximum stages greater than those.due to floods were caused by ice jams.

of the 36 years for which maximum water surf ace elevations are kncwn, 18 maximums ware caused by ice jams as high as'almost 7 feet above the year's highest flood stage (see Subsection 2. 4.7).

2.4.2.2 Flood Design Considerations The plant main floor is located at elevation 601.0 feet, which is above all flood levels from nearby rivers, streams, and reservoirs.

The cooling pond dike system is higher than the calculated flood elevation with coincident wind wave action.

The probable maximum precipitation (PMP) water surface elevation of the pond is below safety-related facilities.

Floods occurring on the Kankakee River could af fect only the river screen house, which is a non-safety-related structure supplying makeup water to the cooling pond.

Other streams in the area pose no flood threat to safety-related items.

The site drainage system has been designed to pass rainf all without flooding.

l There are no dams upstream on nearby rivers whose f ailure could cause flooding at the site.

The general terrain of the area is flat, with no location at which landslides could cause flood waves at the site.

The controlling event for flooding at the site is the probable maximum flood for the cooling pond (see subsection 2.4.8.2).

This event has been analyzed by applying the local probable maximum precipitation (PMP) to the pond watershed following an antecedent storm equivalent to one-half the PMP (see Subsection 2.4.8.2.4).

2.4.2.3 Effects of Local Intense Precipitation Site grading and drainage are designed to assure that the local PMP will have no effect on safety-related facilities.

Some l

accumulation of water is expected during this extreme event, but the estimated water surface elevation will at all times remain below the grade floor elevation of 601.0 feet.

PMP is taken f rom Hydrometeorological Report No. 33 (Reference 2) l and is estimated to amount to 31.9 inches over a 48-hour period.

l This is the summer PMP, which is greater than the largest winter PMP coincident with the water equivalent of the 100-year snow l

pack.

The PMP time distribution in 6-hour and 1-hour periods is 2.4-4 l

l L

BRAIDWOOD-FSAR The maximum water level in the pond during its PMF would be 598.17 feet; the grade of saf ety-related facilities is 600. 0 feet.

Thus, failure of the pond dikes would not affect safety-related facilities.

2.4.5 Probable Maximum Surge and Seiche Flooding Surge and seiche flooding are not possible because there is no large body of water near the site.

2.4.6 Probable Maximum Tsunami Flooding Tsunami flooding is not possible because the site is not near a coastal area.

2.4.7 Ice Ef fects Ice flooding, which is common on the Kankakee River, could affect only the river screen house.

In 17 of the most recent 34 years l

of record at the Wilmington gauging station, the highest yearly water levels were caused by ice jams.

At such times, ice forms all along the Kankakee River in Illinois.

Major ice jams (such as those which occurred in 1866, 1883, and 1887) caused stages much higher than have been observed for flood' discharge alone but would be lower than the PMF level.

According 'to the Woermann profile of 1927, the 1866 ice jam caused a stage of 553.0 near Horse Creek.

The 1883 ice jam destroyed the railroad bridge at Custer Park and displaced the approach embankments several feet downstream; it then completely destroyed the upper dam at Wilmington.

Just before failure of the dam, the jam was reported to be 20 feet higher than the crest elevation of 545.0 (the present crest is at 530.5) (Reference 9).

The maximum elevation upstream from Custer Park was 554.5, which occurred on February 15, 1959, due to an ice jam.

Ice ficoding is therefore expected to raise the water surf ace near the intake to a maximum elevation of 555.

Ice and ice flooding on the tributaries outside the cooling pond will not affect the plant facilities.

The major tributary closest to the plant is the East Fork Mazon River, which lies about 1 mile southwest of the proposed site at its closest point.

Because of this distance from the proposed site and the wide floodplain of the river, there will be no adverse effects on safety-related facilities due to ice in the river and subsequent flooding.

2.4.8 Cooling Water Canals and Reservoirs 2.4.8.1 Pipelines Makeup from the Kankakee River is pumped by a 48-inch underground pipeline uphill to the cooling pond.

The maximum gross withdrawal rate is 112 cfs for two units.

Blowdown is discharged 2.4-10

e BRAIDWOOD-FSAR TABLE 2.4-1 FLOODS ON THE KANKAKEE RIVER NEAR WILMINGTON PEAK FLOOD MAXIMUM GAUGE DISCHARGE STAGE

HEIGHT, WATER YEAR (cfs)

(ft)

(ft) 1981 41,000 6.45 Same 1980 24,800 5.88 Same 1979 48,000 12.07 1978 30,500 6.68 9.40 1977 16,200 4.54 Same 1976 32,600 6.95 Same 1975 27,100 6.24 Same 1974 49,100 8.49 12.78 1973 33,200 7.03 Same 1972 15,800 4.47 Same 1971 12,600 4.07 Same 1970 54,500 9.40 Same 1969 29,700 6.59 Same 1968 35,100 7.26-13.88 1967 19,400 5.18 10.08 1966 23,400 5.75 6.99 1965 19,500 5.20 Same 1964 10,800 3.70 Same 9.72 1963 22,000 1962 23,800 5.70 6.68 1961 17,000 4.86 Same 1960 19,500 5.25 9.13 9.52 1959 30,000 1958 30,600 6.72 9.92 1957 75,900 11.40 Same 1956 16,200 4.70 Same 1955 14,400 4.38 7.13 1954 15,000 4.53 Same j

1953 19,500 5.17 Same 1952 29,000 6.46 9.43 10.83 1951 30,000 1950 37,800 7.61 11.39 1949 16,700 4.8 11.57 1948 23,000 5.67 6.00 l

1947 21,600 5.40 Same l

1946 19,500 5.2 l

1945 21,600 5.4 1944 33,800 7.1 1943 48,000 8.87 10.06 1942 46,600 8.7 1941 8,290 3.30 1940 11,100 3.95 1939 24,600 6.0 2.4-33

~

BRAIDWOOD-FSAR TABLE 2.4-1 (Cont'd)

PEAK FLOOD MAXIMUM GAUGE DISCHARGE STAGE

HEIGHT, WATER YEAR (cfs)

( f t)

( f t) 1938 19,600

~

~~

5.3

- - T~

~ ~ ~

~ ~~~~~

~~'

1937 15,100 4.65 1936 17,500 5.0 1935 17,500 5.0 1934 7,000

~~

~ ~ ~ ~ ~ ~ - ~1933 35,300 1932 10,600 1931 6,510 1930 17,200 1929 24,800 1928 24,000 1927 29,100 1926 20,900 1925 14,100 1924 18,900 1923 16,400 1922 34,300 1921 7,270 1920 26,200 1919 22,800 1918 26,600 1917 15,600 1916 14,500 1915 22,400 16.73 1887 16.73 1883 2.4-34

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BRAIDWOOD-FSAR within approximately 1 mile surrounding the plant site and cooling pond areas are shown on Figures 2.5-36 and 2.5-36A.

In.the plant site area, borings were spaced on 100-foot centers in the area of Seismic Category I structures (Figures 2.5-16 and 2.5-33).

The Colchester (No. 2 Coal) member was encountered in all the borings drilled, indicating that underground mining activity does not exist at the plant site.

Also, coal development drill holes on approximately 330-foot centers (Reference 59) indicate that no underground coal mining underlies any portion of the NE1/4 and the SE1/4 of Section 19, T. 32N., R. 9E.

Since the longwall mining system which was used in the district did not involve the use of isolated tunnels and drifts and allowed for complete extraction of the coal, the results of the development drill holes can be considered as a reliable indication that no mining has been pursued in the previously described parcels of Section 19.

In the NW1/4 of this same Section 19, although land records indicate that in 1867 the Kankakee Coal Company held an interest in the E1/2 of the NW1/4, examination of the surface reveals that no mine shafts or dumps exist in this parcel, and that consequently no evidence exists that coal was ever mined in this quarter-section.

The detailed topographic map presented in Figure 2.5-39 supports this conclusion.

The closest underground mine that exerts any influence upon the plant site is the Chicago, Wilmington and Vermillion Coal Company's "M" shaf t in the SW1/4 of Section 19, T.32N., R.9E.

(Figures 2.5-36 and 2.5-36a).

This mine produced 277,845 tons of coal from the No. 2 seam between 1889 and 1891.

Approximately 3 feet of coal was mined at a depth of 95 feet, or at about elevation 500..The calculated area of the underground mine workings computed from these production data is approximately 72 acres.

This area is considerably less than the mine outline indicated in the mined-out coal area maps from the Illinois State Geological Survey, shown on Figures 2.5-36 and 2.5-36a.

This undocumented outline is disproved by the development drilling; the alternative outline is the preferred interpretation.

In the E1/2 of the NW1/4 of Section 20, T.32N., R.9 E., the Joliet Wilmington Coal Company mined a total of 150,363 tons from its No. 2 mine during the period 1905 to 1909.

Drilling data have revealed the presence of a mined-out area of 31 acres.

The published production data agree with tonnage computed from this area within 1%.

These workings do not endanger the site.

In Section 17, T.32N., R.9E., records suggest that the Braidwood Coal Company may have mined coal underground at some time about 1879.

An examination of Will County land records indicates that this company's involvement was limited to the NE1/4 of the SW1/4 of that section; it is therefore doubtful that any underground workings extend beyond this parcel.

A strip mine was operated in the E1/2 of the NW1/4 of this same section about 1940, but the old workings as shown in the aerial photographs are not extensive 2.5-47

o BRAIDWOOD-FSAR 2.5.4.5.2 Main Plant 2.5.4.5.2.1 Excavation Excavation for the main plant was carried to final grades within the soil and upper rock by using heavy construction equipment.

Blasting was required for excavations in the competent rock.

The depth of the excavation varied throughout the main plant site.

The excavation extended to a minimum depth required to remove all eolian and lacustrine sand deposits.

This depth was approximately 20 feet below final grade.

The maximum depth of excavation was 84 feet under portions of the auxiliary building.

The locations and limits of excavations f or the main plant including Seismic category I structures are shown in plan (Figure 2.5-72) and section (Figure 2. 5-73).

The excavated sand was stockpiled east of the main plant.

The excavated topsoil, till, and rock were disposed of at designated locations on site.

The final subgrade surfaces of all major structures were protected against frost, ponding of water, and construction activity until the protective mud mat was poured.

Excavation dewatering was accomplished by constructing a slurry trench around the excavation limits.

The location of the slurry trench is shown in Figure 2.5-74.

2.5.4.5.2.2 Backfill The backfill material used consisted of sand previously excavated from the main plant site, the circulating water pipeline i

corridors, and from approved borrow areas east of the main plant.

In addition, lean concrete was used in lieu of sand backfill adjacent to the containment building walls beneath the fuel handling building.

The locations and limits of backfill are shown in plan (Figure 2. 5-75) and section (Figure 2. 5-76).

The j

sand backfill within the zone of significant influence of loadings produced by the main plant structures was placed in horizontal lifts and compacted by use of vibrating rollers to a minimum of 85% relative density as determined by ASTM D2049-69.

The backfill was placed according to Sargent & Lundy specifications and was monitored by a soil engineer.

The sand backfill within the remaining areas was placed in horizontal lifts'and compacted by use of vibrating rollers to a minimum of 80% relative density as determined by ASI4 D2049-69.

The static and dynamic properties of the sand backfill are l

discussed in Subsections 2.5.4.2 and 2.5.4.7.

The envelope of the 58 grain size curves for the backfill material within the zone of significant influence of loadings produced by the main plant structures is shown on Figure 2.5-261.

Laboratory relative density tests were performed on representative samples of the sand backfill material that was placed within the zone of significant influence of the 2.5-77

y-.

e

~

TABLE 2.5-29 FOUNDATION DATA APPROXIMATE MAXIMUM APPROXIMATE STATIC ESTIMATED SEISMIC PIAN FOUNDATION BEARING BCARING TOTAL STRUCTURE CATEGORY I DIMENSIONS ELEVATION PRESSURE STRATA SETTLEMENT Reactor containment Yes 160 ft. diam.

565 ft.

6-10 kaf Siltstone 0.5 inch (Core)

(538 ft.)

(sandstone)

(0.25 inch)

~

Auxiliary building Yes 80 X 410 ft.

527 to 541 ft.

5-10 kaf Siltstone' O.25 inch or Fuel handling Yes 90 X 90 ft. and 579 ft. trid 4-5 kaf Glacial till 0.75 inch g

w building 90 X 120 ft.

' 595 ft.

and recom-O pacted sand

~

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'Yes 70 X 90 ft.

'565 ft.

3 kaf Glacial till 0.5 inch 5'

m Turbine building No 130 X 760 ft.

564 ft.

4 kaf Sandstone 0.5 inch w

n Turbine generator No 60 X 120 ft.

564 ft.

6 kat Sandstone 0.5 inch pedestal Radwaste building No 130 X 200 ft.

568 ft.

2 kaf Recompacted 0.5 inch sand Service building No 100 X 140 ft.

598 ft.

2 kaf Recompacted 0.5 inch sand Heater bay No 50 X 440 ft.

598 ft.

4 kaf Recompacted 1.'O inch sand N

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BRAIDWOOD-FSAR QUESTION 372.23 "In Figure 2.1-5, the table indicates the minimum exclusion boundary distance is 1625 ft. (495 m) in the northwest.

In Section 2.3.4.2 this same minimum distance is given as 485 m.

Identify the correct value to be used for calcu-lation of relative concentration."

RESPONSE

The value of 495 meters (1625 feet) is cited in Figure 2.1-5, Table 2.1-2 and in the text of Subsection 2.1.1.3.

This is the distance ber. ween the vent stack (gaseous effluent release point) and the exclusion area boundary (EAB).

The value of 485 meters given in the text of Subsections 2.1.2.1

.and 2.3.4.2, and used in Chapter 15.0 accident assessments (see Table 15.0-14), is the shortest distance between the surface of a containment building and the EAB.

Releases for a design basis loss-of-coolant accident are assumed to occur via this minimum distance pathway rather than via the stack.

This assumption is consistent with the guidance of Regulatory Guide 1.145, Section C.l.2.

m-e e

Q372. 23-1

-

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