ML19341D679
| ML19341D679 | |
| Person / Time | |
|---|---|
| Site: | Callaway  |
| Issue date: | 04/03/1981 |
| From: | Bryan J UNION ELECTRIC CO. |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| ULNRC-434, NUDOCS 8104080402 | |
| Download: ML19341D679 (43) | |
Text
{{#Wiki_filter:* i y .f 1 UNION ELECTRIC COMPANY 1901 GRATIOT sTPtEET
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- -~ . rQ April 3, 1981 )
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Mr. IIarold R. Denton ~ (* Director of Nuclear Reactor Regulation U. S. Nuclear Regulatory Commission Washington, D.C. 20555
Dear Mr. Denton:
ULNRC- 4 34 DOCKET NUMBERS 50-483 AND 50-486 CALLAWAY PLANT UNITS 1 & 2 FINAL SAFETY ANALYSIS REPORT
Reference:
NRC Letter dated February 18, 1981, signed by
*R. L. Tedesco
.The referenced letter requested additional information concerning the Callaway Plant FSAR. Transmitted herewith are responses to the questions in the referenced letter. This
-information will be formally incorporated into the Callaway Plant FSAR in the next revision. This information is hereby incorporated _into the'Callaway Application.
Very ruly yours, I 9 r h- \N g@At [Tohn K. Bryan y \ DS/afg d l 8104080.g g
m-STATE OF MISSOURI )
) SS CITY OF ST. LOUIS )
John K. Bryan, of lawful age, being first duly sworn upon oath says that he is Vice President-Nuclear and an officer of Union Electric Company; that he has read the foregoing document and knows the content thereof; that he has executed the same for and on behalf of said company with full power and authority to do so; and that the facts therein stated are true ' and correct to the best of his knowledge, information and belief. By_ [ f) . 1 &4gy
'J olfn K. Bryan jice President Nuclear SUBSCRIBED and sworn to before me this 3rd day of April, 1981
(_ . _-
<s /
PATR: CIA ANN DORRIS NOTARY PUEUC, STATE OF MISSOURI MY COYMfSS:ON EXPRCS 1/31/82 ST, LCuis COUNTY p - _ . - _ _ _.____-_______________.____..____._.__.m. _ _ . ____m__.m.__.--_ _ _ _ . _ _ . -___._m.___._-.___.__.*___-_____..________u._._.----__C -u_ _ . _ _--__m__-____________
r 1 cc: Glenn L. Koester Vice President Operations Kansas Gas & Electric P.O. Box 208 Wichita, Kansas 67201 Donald T. McPhee Vice President Kansas City Power and Light Company 1330 Baltimore Avenue Kansas City, Missouri 64141 Gerald Charnoff, Esq. Shaw, Pittman, Potts & Trowbridge 1800 M. Street, N.W. Washington, D.C. 20036 Nicholas A. Petrick Executive Director SNUPPS 5 Choke Cherry Road Rockville, Maryland 20850 W. Hansen Callaway Resident Office U.S. Nuclear Regulatory Commission RR#1 Steedman, Missouri 65077
s SNUPPS-C Item 241.1C: Identify the extent and location of areas where (2.5.4.5) Category I Granular Structural Fill and Backfill were used as a substitute for Category I Cohesive Fill. Provide the design criteria for the fill originally planned to be placed in these areas and explain how the substituted fill material meets these criteria. Response: Category I Granular Structural Fill and Backfill were substituted. for all Category I Cohesive Fill in the Unit 1 power block, UHS cooling tower, and ESWS pumphouse excavations with the following two exceptions:
- 1. No substitution was performed on the north and south sides of the ESWS pumphouse wing walls to maintain the low permeability block between the UHS retention pond and the granular fill supporting the eastern part of the pumphouse.
- 2. No substitution will be performed for the 2-foot-thick clay blanket that will cover all the granular backfill in the plant site. This work has not been performed to date.
No granular structural fill or backfill was substituted for Category I Cohesive Fill in the ESWS
' pipe or duct bank trench excavations.
Originally, Category I Coh'esive Fill was to be placed outside the Category I Granular Structural Fill required for support of Category I structures and outside the Category I Granular Structural Backfill required adjacent to the subsurface walls of the structures. The cohesive fill had no specific design criteria other than to provide a stable backfill material. It was to be compacted to a minimum of 90 percent of the maximum dry density determined by the ASTM D 1557-70 compaction test. Granular structural fill and backfill were substituted for the cohesive fill for construction expediency. The substitute materials were compacted to higher densities and have higher bearing strengths'than the cohesive fill and, therefore, exceed the design requirements for the cohesive fill. No granular fill or backfill was substituted for cohesive fill where the purpose of the cohesive fill was to provide a low permeability fill material ~ . s 4 241.IC-1 ~~ . _ {
, 1
r SNUPPS-C Item 241.2C: In section 2.6 ot' the callaway Safety Evaluation (2.5.4.6 and Report dated August 1975, it is stated that the side 2.5.5.1) slopes and bottom of the ultimate heat sink retention pond will be sealed with a compacted clay lirer. In Sections 2.5.4.6 and 2.5.5.1 of the Callaway FSAR, it is indicated that you consider it unnecessary to seal the pond side slopes and bottom with an impervious
, blanket. To justify this change, provide the following information:
(i) Any new information that indicates that impervious seal is not required. (ii) The data base and procedure used to estimate the magnitude and rate of potential seepage loss through side and bottom boundaries of the pond. Provide the results of this analysis. (iii) The extent, location and classification of any pervious sand or silt lenses encountered along the perimeter of the pond during excavation. (iv) The procedure used for any field permeability tests performed to evaluate the need for an impervious seal around the sides and bottom of
, the pond, and the results.
Response: Section 2.5.4.6 of the Callaway Site Addendum to the PSAR (p. 2.5-131) indicates that the pond liner will not be required due to the low permeability of the soils in the area. (i) The construction of the UHS retention pond has been completed, and filling was completed on April 10, 1980. During the period May 5 through September 26, 1980, a test was performed to determine the rate of seepage from the pond (Reference 1). The change in water level of the retention pond was recorded during the test, and a meteorology station was established adjacent to the pond to record precipitation and evaporation. These data were used in a water budget analysis to evaluate the rate of seepage from the retention pond. No water was pumped into or out of the pond during the test, and the site grading around
/ the retention pond prevented surface water runoff into the pond. , ,
The amount of seepage from the retention pond was evaluated by the following water budget: Seepage = Net Volume Loss-Evaporation + Precipitation
-Net volume loss and precipitation were determined by direct measurements. Retention pond evaporation could not be measured directly but was evaluated by applying 241.2C-1 . ;
~ _ _ . . _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _
SNUPPS-C an appropriate pan coefficient to the evaporation measured by a U.S. Weather Bureau, Class A evaporation pan. Another, independent estimate of the seepage rate was obtained by using the results of field permeability tests performed in February, 1980. These new data were used to reevaluate the estimate of seepage loss using flow nets described in Response (ii) below, which was performed in 1977. The February, 1980 field permeability tests showed that the average coefficient of permeability of the soils surrounding the UHS retention pond was less than 4 x 10-6cm/sec, whereas a value of 2 x 10-5 cn/sec had been used in 1977. The seepage rate from the UHS retention pond was found to be very small by both the water budget analysis and by reevaluation of the 1977 flow net seepage analysis. The average seepage rate was found to be less than 0.5 acre-foot for a 30-day period and probably on the order of 0.3 acre-foot. A seepage loss of 0.5 acre-foot would result in a 1.5-inch drop in the retention pond water surface at the normal operating level. If the maximum weekly seepage rate calculated from the seepage test data was projected to 30 days, the seepage loss would be slightly less than 1.0 acre-foot. (ii) Seepage loss from the UHS retention pond was estimated by the construction of flow nets (Reference 2) based on the following: (See Figures 2.5-106 of the Callaway Site FSAR Addendum)
- 1. A pond slope of 3(H): 1(V) and no liner at the bottom or the sides of the pond.
- 2. Normal pond water level at El. 836.
- 3. Pond top of slope at El. 845, bottom of pond at El. 818.
- 4. Impervious (horizontal) layer below the pond bottom at El. 789.
/~' 5. Permeability of the soil k = 2x10 -5 cm/sec. This u permeability for the Graydon chert conglomerate was selected for the assumed homogenous isotropic soil since it.was the highest field permeability for all soil. materials present in the pond area.
This was done to provide the needed conservatism in sizing the pond against seepage. l
- 6. Ground water.away from the pond at Case (1) El.
825 (0.8 acre-feet seepage loss), Case (2) El. 812 (1.3 acre-feet seepage loss). ! l l 241.2C-2 )
. SNUPPS-C The conservatively high estimates of the seepage analyses resulted in a total scopage loss of 0.8 to 1.3 acro-feet in 30 days. For sizing the pond, among other factors, a scopage loss of 1.3 acre-feet was assumed for 30 days. In addition, the pond was sized to provide a 25% margin above the total water requirements for 20 days fo' towing a LOCA. The conservatism of the data base for permeability of soils can be seen in the table below:
Summary of Coef ficients of Permeability, k, (cm/sec) Material Field Tests Laboratory Tests
-6 -7 Modified Loess 3 x 10 5 x 10
~ -8 Accretion-Gley 2 x 10 2 x 10
-8 5 x 10 -6
~
. Glacial Till 5 x 10 to 5 x 10
~ ~
Grayden chert 2 x 30 3 x 10 conglomerate k Used in seepage analysis = 2 x 10 -5 cm/sec. The actual seepage loss was expected to be less than the above estimate ar it has been proven in a full scale seepage test conducted after the filling of the pond (see item (i) above). (iii) One permeable silt lens and two permeable sand lenses were encountered in the retention pond excavation. The silt body was encountered in the pond slope near the top of the accretion-gley soil stratum near the southeast corner of the pond. The material was removed and replaced with Category I Cohesive Fill. Due to miscommunication at the site, the extent of the body was not mapped at the time the material was removed, and it could rot be mapped later because the riprap and filter material had been placed over the area. Figure 1 was extracted from the detailed-mapping report covering the UHS area (Reference 3). The location of the silt lens is not indicated on this es. figure, but it was located near survey station M4 northeast of the southern pair of discharge pipes. Two-permeable sand bodies were encountered in the bottom of the retention pond. The extent of the materials was mapped as they.were excavated and is shown on Figure 1. One body was located approximately 80 feet north of the ESUS pumphouse, and the other body was located approximately 50 feet southwest of the pumphouse. The sandy material was removed-from both areas and replaced with Category I CohesivetFill. 241.2C-3
. SNUPPS-C Three other zones of questionable permeability were
~
located by visual inspection of the retention pond excavation. One zone consisted of a thin layer of somewhat organic material that was found in the slope above the bench near the southwest corner of the pond. This material was topsoil that had not been completely stripped before Category I Cohesive Fill was placed to raise the grade in that area. A second zone of questionable permeability consisted of a lens of modified loess that appeared more silty than normal, which was also found in the upper slope in the southwest corner of the pond. The extent of these areas is shown on Figure 1. Thin wall tube samples were obtained of the topsoil and apparent silty modified loess, and laboratory permeability tests were performed on the materials. The coefficients of permeability determined by the tests were less than 10-7 cm/sec. These values were less than the value of 2 x 10-5 cm/sec assumed during initial analyses to check the sizing of the pond; therefore, the areas were judged to pose no seepage threat. The third zone of questionable permeability consisted l of several small areas in the bottom of the retention pond where fragments of Graydon chert conglomerate (Gcc) were encountered. The fragments were first thought to be outcrops of the Gee when encountered during excavation; however, further examination indicated that.they were fragments of the Gcc that had been picked up by the glacier and depositied as part of the basal till soil. The areas where Gcc fragments were exposed are shown on Figure 1. Field permeability tests were performed in two of the exposures in October, 1979. The tests showed t coefficientofpermeabilitywa9atmost3x10-gatthe cm/sec in one area and 6 x 10- cm/sec in the other area. These values were less than the value of 2 x 10-5 cm/see used during initial analyses to check sizing of the pond, and the exposures were small, scattered, and probably discontinuous; therefore, the exposures were judged to pose no seepage threat. Yhe seepage test results presented in Response (1) above indicate that no significant areas that would allow a large amount of seepage from the pond were overlooked during inspection of the slopes and bottom-of the retention pond. (iv) Field permeability tests were performed in six piezometers in the UHS area during preconstruction investigations at the Callaway Plant site. The results of the tests are presented in Table 2.4-22 of the FSAR Site Addendum. Piezcmeters P104M, P104AG, P104T, and R-1-20 listed in Tabel 2.4-22 are not.in the UHS area. Field permeability tests were performed 241.2C-4
SNUPPS-C
, in five observation wells installed around the completed retention pond in February 1980. The effective interval of all five observation wells included both the accretion-gley and glacial till soil strata. The locations of the observation wells are shown on Figure 2, and the results of the tests are given in Table 241.2C-1. The field permeability tests performed in the piezometers and observation wells were falling head tests. The standpipes were filled with water, and the rate of drop with time was recorded. These data were used to calculate the reported coefficients of permeability.
In October, 1979 field permeability tests were performed in two of the small, scattered areas where Graydon chert conglomerate fragments were incorporated in the glacial till exposed on the bottom of the retention pond. The results of the tests showed thcgt the coefficient of permeabilit cm/sec in one area and 6 x 10-y was at most cm/sec in the3 other x 10-area. These tests were constant head tests and were performed in accordance with " Field Permeability Test (Well Permeameter Method) Designation E-19" as described in the Earth Manual (Reference 4).
References:
1.; Dames & Moore,~1981, Results of seepage test, i ultimate ~ heat sink retention pond, Callaway Plant, Units 1 and 2: Dames & Moore, Park Ridge, Illinois (February 25).
- 2. Cedergren, H. R., 1968, Seepage, drainage, and flow nets: John Wiley & Sons, New York.
'3. Dames & Moore, 1980, Results of detailed excavation mapping, ultimate heat sink area, essential service water system, and unit 1 power block subgrade, Callaway Plant, Units 1 and 2:
Dames & Moore, Park Ridge, Illinois (July 29).
- 4. U.S. Department of the Interior, 1974, Earth Manual U.S. GPO, Washington, D.C., Bureau of Reclamation.
241.2C-5
.. . . - _ . .. . . - ~ . . - . __.
t SNUPPS-C S TABLE 241.2C-1 FIELD PERMEABILITY TEST RESULTS COEFFICIENT OF OBSERVATION PERMEABILITY WELL NUMBER (centimeters /second) ! OW1 4.0 x 10 -6 OW2 3.0 x 10 -7
-0 OW3 2.9 x 10 OW4 1.7 x 10 -
-6 OWS 9.6 x 10
======_-=== 2
~
Numerical Average 3.4 x 10 Tests performed in February 1980. I-1 E { I i I L l' p' 241.2C-6
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.t 1 UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE I DETAILED GEOLOGIC MAP }
SLOPES AND BOTTOM l UHS RETENTION POND J j
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I l UHS - COOLING TOWER ** 2 _ eur n ESWS ' evi a g o PUMPHCi>SE l ove u u R fl [ V
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- UHS RETEN110N POND
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$ B 8 s i E 99,750 a
PLANT /
' N08t TM UHSg -
COOylNG TOWER ** I _ LEGEND: UH5 AREA EXCAVATICN SLOPES O sm a MOVEPENT HCNi# TENT LOCATION AND NUMBER eow a CBSERVATION WELL LOCATION AND NUMSER 9 g osant t ' NOTES: [
- 1. C00RDINATES SHOWN ARE PLANT COORDINATES.
[
- 2. SM 10 ($ CN TCP OF MAKE-UP PIPE HEADWALL.
, nn ' T
.E rm s ORAWING
REFERENCES:
- 1. TITLED: BUILDING - FILL AND BACKFILL PLAN SHEET ULTIMATE HEAT $1NK
/~sN'S
- SY: SVERDRUP AND PARCEL AND ASSOCI ATES, thC.
s., FOR: UNION ELECTRIC COMPANT
]-[mvan ST. LOUl s. MI 550Ul:1 DRAWING FC: 8600-X-88275 (Q), REV. 1 L 99.2 50 DATED: FEBRUAAY 15. 1977 l 2. TITLED: UH5 RETENTION POND PLAN AND $ECil0NS BY; BECHTEL, GAITHER58vRG MARYLAND y ORAWING NO: C-U101 (Q), REV. 4 (UNO)
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1 l i UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 J FIGUR'l 2 l UHS AREA PLAN $ l; ; I 1
. SNUPPS-C Item 241.3C: Provide time vs. settlement plots of up-to-date (2.5.4.10) settlement data obtained for all Category I structures where settlements are being monitored.
.Show comparisons of the measured data with anticipated settlements assumed in the analysis of these structures and their appurtenances, and evaluate the impact of any differences between the measured and anticipated settlements on the design and constraction of these structures and appurtenances.
Response: Figure 3 shows the location of the settlement monitoring plates for the Category I structures at the Callaway Plant, and Figures 4 through 26 present settlement vs. time plots for the period that each plate has been monitored. Table 241.3C-1 presents a summary of the predicted, measured, and allowable settlements for the structures. A differential settlement of 0.5' inch is allowed within and between structures. The allowable settlements do not necessarily represent the maxium recorded settlements that can be accepted. Rather, they represent values that, when exceeded, should be reviewed by the designers. Approximately 90 percent of the load has been applied to the structures. Under these loads, the measured settlements for all buildings except the Containment Building.are less than predicted and less than half of '.. .the allowable. The settlements are anticipated to be
- essentially elastic, occurring at the same rate as the-application of load. There may be some time-dependent
, settlement of the Gr,aydon chert conglomerate,~but most of the settlement should occur rapidly due to the i overconsolidated nature of the materi'al. It is not anticipated that the measured settlement-of structures other than the Containment Building will-exceed that predicted. The' measured settlement of the Containment Building varies from 0.47; inch to_1.15 inches with an average [ of 0.84 inch. Tne average settlement is less than i predicted and approximately one-half of the allowable. One settlement plate does show slightly.more settlement than' predicted. Once'the final loads have
-been applied,-the average-settlement of the building Jshould be very close to the maximum predicted -
settlement.- 'Part of the structure.will-exceed ~the.
- predicted settlement but should not approach the allowable. 'The' settlement vs. time plots for the Containment Building indicate that the settlement rate is decreasing; however, the' scatter in the survey data masks the rate of decrease.
~
The measured survey data show that the differential settlement within the Containment Building was , 1241.3C-1 an ._ m -. __
SNUPPS-C , approximately 0.7 inch on January 31, 1981 and, therefore, exceeded 0.5 inch. It appears that the structure is settling as a rigid body eith the most settlement on the southeast sida. Approximately 0.7 inch of differential settlement is not significant to the Containment Building and will not affect its operation or safety. The differential settlement between structures has not exceeded 0.5 inch. Comparing the total settlements measured to date would give the false impression that
. there may be more than 0.5 inch of differential settlement between the Containment Building and the adjacent structures, but this is due to the different periods of settlement measurements. A significant amount of the Containment Building settlement occurred before settlement readings were started for the adjacent structures.
In summary, the measured settlement is less than
, predicted for all structures ex. ot for one monitoring point of the Containment Buildin',. Upon' full
-application of the structural loads, settlements of all structures except the Containment Building should be less than predicted. The average settlement of the Containment Building should be very close to the maximum predicted. No measured settlements should approach.the allowable values. There will be no detrimental. impact from any difference between the predicted and measured settlements for any of the Category I structures and. appurtenances.
241.3C-2
SNUPPS-C TABLE 241.3C-1 ESTIMATED, MEASURED, AND ALLOWABLE SETTLEMENTS SETTLEMENT MONITORING PROGRAM FOUNDATION DESIGN ESTIMATED DATE OF MEASURED ALLOWABL( LOAD SETTLEMENT PLATE FIRST SETTLEMENT" SETTLEMENT
'S'TRUCTURES (ksf) (inches) NUMBER READING (inches) (inches)
Containment 7.5 c 0.5 to 1.0 AZ 50 1/31/78 0.83 1.5 Building 0.5 to 1.0 AZ 1350 1/31/78 1.15 1.5 0.5 to 1.0 AZ 225 0 1/31/78 0.89 1.5 0.5 to 1.0 AZ 3150 1/31/78 0.47 1.5 Auxiliary 7.9c 0.5 to 1.0 cc A-1 10/25/78 0.38 1.0 Building 0.5 to 1.0 c A-2 10/25/78 0.35 1.0 0.5 to 1.0 A-3 8/28/79 0.22 1.0 c d Control 7.9 0.5 to 1.0 C-1 8/24/79 0.17 1,g Building Diesel 5.3 0.5 to 1.0 D-1 8/24/79 0.12 1.0 Generator 0.5 to 1.0 D-2 8/24/79 0.13 1.0 Building 0.5 to 1.0 D-3 8/24/79 0.17 l ~. 0 e Fuel 10.6 0.5 to 1.0 F-1 8/24/79 0.41 1.75 Building 0.5 to 1.0 F-2 8/24/79 0.36 1.75 0.5 to 1.0 F-3 8/24/79 0.40 1.75 0.5 to 1.0 F-4 8/24/79 0.53 1.75 UHS Cooling 2.5 0.25 to 0.5 UHS 11 10/25/78 0.23 1.0 Tower No. 1 0.25 to 0.5 UHS 12 10/25/78 0.32 1.0 0.25 to 0.5 UHS 13 10/25/78 0.32 1.0 0.25 to 0.5 UHS 14 10/25/78 0.28 1.0 ESWS 6.3 0.5 to 0.75 E-1 6/23/79 0.22 1.0 Pumphouse- 0.5 to 0.75 E-2 5/22/79 0.26 1.0 0.5 to 0.75 E-3 4/21/79 0.20 1.0 0.5 to 0.75 E-4 4/21/79 0.26 1.0
- Measured settlement as of 1/31/81.
- D5ettlements indicated do not necessarily represent the maximum recorded cettlements that can be accepted. Rather, they represent values that, when exceeded, should be reviewed by the engineer.
cVoundation load or' estimated settlement supersede values presented in Table 2.5-50 of the FSAR Site Addendum, Revision O. dSettlement plate not accessible on 1/31/81. Settlement cxtrapolated to that date. EMaximum' corner pressure; building was divided into parts with average loads for settlement analysis. 241.3C-3
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SNUPPS-C Item 241.4C: You indicate that the connections between structures (2.5.4.10) and important utilities will be made toward the end of construction. Indicate if these connections have been made. If so, how much settlement of the structures has occurred since the connections were made. Evaluate the effect of the past and anticipated future settlement of structures on safety related utility connections. Response: The construction of the Callaway Plant structures and installation of heavy equipment is approximately 90 percent complete. Many of the connections between buildings and utility lines (pipes, electrical duct banks) have been made while others are still in the process of being completed. Building settlements are being monitored at approximately monthly intervals. Measured settlements, as of 1-31-81, are compared with the predicted settlements in Table 241.3C-1 of the response to Item 241.3C. It is estimated that the connection of utilities began when approximately 75 percent of the total load had been applied. Thus, no more than 1/4 of the total settlements shown in Table 241.3C-1 abould beve takcn place since the conucctions were started. Also, since difforcutial settler:.ents and not the total settlements of structures are of prime interest in evaluating the impcct on utility connections, the effectite settlement quantities would be even smaller. Since the Category I granular fill and the overconsolidated Graydon chert conglomerate behave
. essentially elastically within the range of the applied loads, the remaining settlements are expected to be in the order of 10 percent of the present settlements.
The_up-to-date settlement data provided in response to Question 241.3C indicate that even with the additional 10 percent of the total settlement to take place, the measured data will compare well with the anticipated total settlements. Thus, there should be no adverse impact on the safety related utility connections due to present and anticipated future settlements. x 241 . 4C-1
e
.' SNUPPS-C Item 241.5C: In Section 2.5.4.10 of the Callaway FSAR you indicate (2.5.4.10 that the rigid subsurface walls were designed to resist static at rest lateral earth pressures. What value of the coefficient of earth pressure at rest for compacted backfill was used in these calculations?
Describe any conservatism involved in your earth pressure computations- Provide a plot of earth pressure vs. depth needed to design subsurface walls under static and dynamic loads. Response: In the design of the Standardized Plant's subsurface walls, the at-rest lateral carth pressure coefficients and the lateral earth pressure distributions shown in Standard Plant FSAR Figure 2.5-7 were used. This figure gives the coefficients for the different backfill materials at the various sites which were used to compute the lateral earth pressures at the top and the bottom of each wall at each site. The maximum earth pressures computed for all sites were taken to be the enveloping pressure and were used in the design of that wall of the Standardized Plant. For the Callaway ESWS pumphouse (a site-unique structure) the Callaway site lateral earth pressures shown in Standard Plant FSAR Figure 2.5-7 were used in design. I The coefficient of earth pressure at rest used for des'gn i of the ESWS pumphouse subsurface walls was 0.33, which corresponds to an angle of internal friction of 42 degreca for the material. Engineering studies of the Category I Granular Structur'al Backfill showed the
. material to have an angle of internal friction of 43 to
, 46 degrees. The material placed against the pumphouse walls up to elevations approximately 1996 to 1998 feet ! was. Category I Structural Fill for support of the eastern part of the pumphouse. Structural fill has an angle of inter:ial friction of 45 to 50 degrees. I For the design of the pumphouse wing walls and other site facilities (i.e., barrier walls, manholes, etc.) cohesive fill was_used. For the cohesive fill, the pressure-diagrams shown on Standard Plant FSAR Figure
.2.5-7 were utilized, with an at-rest coefficient of lateral earth pressure of 0.49 and saturated and buoyant' unit weights of 127 pcf and 65 pcf, respectively.
1 241.5C-.1 Lil
O SNUPPS-C Item 241.6C: In the second paragraph of Section 2.5.5.1.1 you (2.5.5.1) indicate that the Riprap details are given in Section 2.4.5.3. This section number is incorrect. Provide the correct reference. Re spoc.se : The correct section reference is 2.4.8.2.2.2. 241.6C-1}}