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| number = ML20136F392 | | number = ML20136F392 | ||
| issue date = 02/28/1997 | | issue date = 02/28/1997 | ||
| title = Response to NRC Addl Info Request | | title = Response to NRC Addl Info Request | ||
| author name = | | author name = | ||
| author affiliation = NORTHERN STATES POWER CO. | | author affiliation = NORTHERN STATES POWER CO. | ||
| Line 11: | Line 11: | ||
| contact person = | | contact person = | ||
| document report number = NUDOCS 9703140086 | | document report number = NUDOCS 9703140086 | ||
| title reference date = 02-19-1997 | |||
| package number = ML20136F387 | | package number = ML20136F387 | ||
| document type = GENERAL EXTERNAL TECHNICAL REPORTS, TEXT-SAFETY REPORT | | document type = GENERAL EXTERNAL TECHNICAL REPORTS, TEXT-SAFETY REPORT | ||
Latest revision as of 00:38, 14 December 2021
| ML20136F392 | |
| Person / Time | |
|---|---|
| Site: | Prairie Island  |
| Issue date: | 02/28/1997 |
| From: | NORTHERN STATES POWER CO. |
| To: | |
| Shared Package | |
| ML20136F387 | List: |
| References | |
| NUDOCS 9703140086 | |
| Download: ML20136F392 (226) | |
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? ? Intake Canal Liquefaction Analysis
. < . i Prairie Island Nuclear Generating Plant (PINGP) 4' i [ Welch,Minnesotaj g
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I Intake' Canal Liquefaction Analysis Prairie Island Nuclear Generating Plant (PINGP)
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! RESPONSE TO NRC ADDITIONALINFORMATION REQUEST DATED FEBRUAR'/19,1997 WELCH, MINNESOTA
- I
! NORTHERN STATES POWER COMPANY j PRAIRIE ISLAND NUCLEAR GENERATING PLANT E 717 WAKONADE DRIVE. EAST WELCH, MINNESOTA 55089-9642 I
I I
l STS PROJECT NO. 28723-A FEBRUARY 28,1997 I
I I
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February 21,1997 Revised February 28,1997 L]h Mr. Don Anderson Northern States Power Company Prairie Island Nuclear Generating Plant 717 Wakonade Drive, East Welch, Minnesota 55089-9642 RE: Response to NRC Additional Information Request Dated February 19,1997, Intake Canal Liquefaction Analysis for the Prairie Island Nuclear Generating Plant (PINGP), Welch, Minnesota - STS Project No. 28723-A
Dear Mr. /Aderson:
This letter is in response to questions generated by the Nuclear Regulatory Commission I (NRC) which were facsimiled to your office on Wednesday, February 19, 1997. Our answers follow their question numbering system, and for brevity, we have not repeated the questions.
I Question No.1 - STS has routinely used the blowcount formula referenced. The Cone Penetration Test - Standard Penetration Test (CFT-SIT) correlation was developed by l Harza Engineering Company based on extensive side by side SPT and CPT tests which were performed at several major TVA dams undergoing seismic stability analyses. Figures 1 and 2 show the CPT generated correlated N "blowcounts" in comparison to blowcounts obtained in side by side SPT borings, namely B-3/C-3A and B-7/C-7, at the PINGP site.
There is excellent correlation between exploration methods except at B-3/C-3A between depths 23 to 30 feet. We have also plotted a widely used SPT-CPT correlation which was l generated by Robertson et al. in 1983. The correlation seen between the STS/Harza equation, Robertson's correlation and actual N, values generated at the PINGP site justifies the use of the formula.
I Question No. 2a - Figure 3 shows different relationships for C yand C,, a cone resistance modification factor. We have also plotted the maximum depth of CPT penetration at the I PINGP site, the water table level and the zone of submerged loose sands on this figure.
Since the CPT data was converted to equivalent S14 N, values, it is appropriate to use C y to correct for overburden pressure. If the cone tip resistance values were used directly to I compute liquefaction potential, it would be appropriate to use values of C, to correct for overburden pressure.
.l Question No. 2b - Grain size analyses performed on samples obtained from Boring B-3 and j- B-7 indicate that most of the sands from El. 674 to El. 650 were classified as fine to coarse sands with trace gravel and trace silt.
Consut g ng r rs eid il 60015
_ 847267.8010/ Fax 847267.8040
Northern States Power Company STS Project No. 28723-A pg February 21,1997 @p Revised February 28,1997 "
Page 2 Question No. 2c - The average Cy curve was initially used in our 1996 analysis since nearly all of the SFT blowcounts and converted CPT blowcount data below elevation 671 indicated that the material was medium dense to dense, and therefore, using the average between the two curves was conservative since medium dense sands have N o blowcounts greater than 10 blows per foot. Since measured blowcounts show loose saturated sands below the water table between El. 671 and 674, we reanalyzed blowcount data from B-3, B-6, B-7 and several 1967 Dames & Moore borings using an extrapolated Cy curve for 20 to 40 percent relative density. Figure 4 illustrates the extrapolated 20 to 40 percent C y curve.
Question No. 2d - Since the only loose submerged sand at the site is between El. 671 and 674, we know that overburden correction factors used for the CITI' tests are reascnable since both the 40 to 60 percent and 60 to 80 percent curves plot on top on one another as shown on Figure 3. As a comparison, the following table shows Cy for an effective overburden I pressure of approximately 2,300 pounds per square foot (e.g., within the loose sand layer).
Values of Csfor Vertical Effective Stress = 2.3 ksf I Seed et al.
(1985),
Seed et al.
(1985),
Extrapolated Seed et al.
(1985),
Liao & Whitman (1988)
STS Average (60% D,)
(60-80% D,) (40-60% D,) (20-40% D.)
0.94 0.92 0.90 0.93 0.93 We conclude that our correction factor is appropriate based on a comparison of 1997 accepted methods and the fact that most of the sampled sands below El. 671 are classified as medium dense fine to coarse sand (SP) material. The variation in Cy values is less than four percent. Note that we have used the extrapolated Seed et al. (1985) values for a 20 to l 40 percent relative density correction factor in our SPT liquefaction evaluation for soils between El. 671 and El. 674.
Question No. 2e - We concur with your concern about using a lower Cy for the loose submerged sand between El. 671 and 674. For this reason, we used an extrapolated relative density of 20 to 40 percent for our SIrr liquefaction potential re-evaluation. We conclude l that the computed factor of safety against liquefaction for this layer is greater than unity using the SFT blowcount data and analysis methods used by Seed et al. (1985) and Seed and Harder (1990). For the reasons noted in our response to Question No. 2c, we conclude l that for sands deeper than El. 671 we should be using Seed's 1985 correction curve for sands having a relative density greater than 60 percent. Furthermore, the computed factors of safety against liquefaction using CPT and SPT data below El. 671 are generally greater than 1.5. STS used a correction factor for CPT conversion to SPT N values that was an average between the two Seed, et al.1985 curves which is conservative.
l l
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I Northern States Power Company STS Project No. 28723-A I February 21,1997 Revised February 28,1997
["b Page 3 STS has performed a liquefaction potential analysis using actual SPT data from 1996 and l 1967, a 10 second duration,0.12g Design Basis Earthquake time history scaled to fit a 5 percent damping earthquake response spectrum, and using the computer program SHAKE 88 to compute seismic stresses and stress reduction factors. With these seismic shear stress parameters and the SPT blowcount data normalized to 1.0 ton per square foot (tsf) and energy corrected (N,), data, we have computed the loose sand layer between El.
671 and 674 and the medium to dense sand layers below El. 671 have factors of safety I against liquefaction greater than unity. This analysis is presented in Appendix C and summarized in Figure 5.
Question No. 2f - The 1996 program of 8 CI7F probes and 3 SN borings were used to establish the uniformity of geologic conditions along the canal. The locations of the borings l and CPT tests as well as interpreted soil profiles are shown in Figures 6,6A and 6B. Since
[ the canal was excavated into natural sands which have three distinct sand strata and similar depositional history, we do not believe it was necessary to make borings along the waterline. This is demonstrated on Figure 5 where we plot hammer energy and I overburden pressure corrected (N,), blowcounts versus depths for the three soil strata using data from B-3, B-6, B-7, B-14, B-18, B-20, B-30, B-31 and B-34. We agree with your comment that higher seismic stress ratios will be computed beneath the canal slope in the I submerged loose sand strata between El. 671 and 674. However, there is sufficient resistance to liquefaction because of two reasons: 1) the 4.5 M earthquake is not of l sufficient magnitude and duration to trigger liquefaction and, 2) (N,), corrected I blowcounts are sufficiently high enough to provide factors of safety greater than unity.
Question No. 2g - Each CIrr test performed was extended until equipment refusal resulting from lifting the drill rig and excessive inclination of the tip of the probe due to dense gravel.
Each CPT test met refusal at tip resistancr.s which ranged between 250 and 475 tons per square foot (tsf). These tip resistance values are typical of dense to very dense soils.
I Information for depths greater than 45 feet was obtained through the use of SPT test borings. The SPT tests in Borings B-3, B-7, B-14, B-18, B-20, B-30, B-31 and B-34 near the canals, confirm that dense sand and gravel soils exist below El. 650 at the site.
l Question No. 2h - The site specific correlation between the SPT and CPT test was discussed in Question 1. Based upon the site specific correlation shown on Figures 1 and 2, we feel l that the use of the CPT test and the originalliquefaction analysis method used is valid. We prefer to compare corrected SPT N values from the boring logs to CPT generated N, l values. However, as requested, we have performed a liquefaction analysis utilizing the N values which were obtained during STS' 1996 exploration program in addition to N values which were gathered during Dames & Moore's 1967 exploration program near the canal for the original planned construction. Results of this analysis are presented in Appendix B.
I J
Northern States Power Company STS Project No. 28723-A February 21,1997 Revised February 28,1997 h~
Page 4 Question No. 2i - We have confidence in our empirical analysis results. The study for the original plant siting was performed between 1967 and 1970. Considerable experience has i been gained within the last 30 years in the methods of liquefaction analysis. The current l
state-of-the-practice allows correction for SPT hammer types and methods of sampling. 1 The use of the much more repeatable and reliable CPT test for liquefaction analysis has l l occurred in the last 10 years and provides an improved stratigraphic profile and h understanding of liquefaction triggering from known liquefaction sites based on in-situ test l 3 methods. l Our current analysis procedures were based on methods proposed by Seed, et al. (1985)
- and Seed and Harder (1990). Further, we have attached Figure 7 from the U.S. Bureau of l Reclamation where it is shown there has been no known liquefaction observed at sites experiencing a Richter magnitude 5.25 event or less. We plotted the site specific maximum i l historical earthquake and the Maximum Credible Earthquake discussed in the FSAR on the l l figure for illustration. !
Question 3 - We have performed a dynamic analysis utilizing the computer program SHAKE 88 Version 1.1, developed by Engineering Computer Software, to estimate ground motions and cyclic shear stresses at mid-height of the canal slope and along the top of the I slope. We used a Design Basis Earthquake of 0.12g with a 10-second duration. The I synthetic time history was generated to match the response spectra for 5% damping shown in the FSAR Plate H4.5. Figures 8,9 and 10 show the characteristics of the ground motion.
- The DBE was applied at El. 674 (approximate reactor foundation level), and resulting motions at the mid-slope and top of slope of the canal wall were computed. The peak i
I I seismic shear stress in each layer in conjunction with the peak ground surface acceleration was used to compute stress reduction factors (R,) for our analyses. This analysis was used to determine the required (N,), SPT blowcount to prevent liquefaction and resulted in the g limit lines shown in Figure 5. The SHAKE 88 analysis is presented in Appendix D.
Question 4 - The requested pseudostatic canal slope stability analysis utilizing a horizontal l acceleration coefficient of 0.12g in combination with a vertical acceleration coefficient of 0.08g has been completed. This work was performed using the XSTABL computer program Version 5.06 which was developed by Interactive Software Designs, Inc., 953 North Cleveland Street, Moscow, Idaho 83843 (208-885-6403). The analysis is presented in Appendix E and is summarized in Figures 11,12 and 13. Complete input and output data files on diskettes are included. This analysis shews that a factor-of-safety greater than unity for both circular and wedge block analyses exisf.s.
We are continuing the 2-D dynamic analysis as required by the NRC and hope to have I these results to you shortly.
I
l Northern States Power Company l l
STS Project No. 28723 A February 21,1997 f]l Revised Flaruary 28,1997 Page 5 h
l If you have any questions or comments with regard to this information please do not
- hesitate to contact us.
Respectfully, STS C' O NSULTANTS, LTD.
~ J' r s ,
I Ton Kiefer, .E.
Senior Project Engineer hk William H. Walton, P.E.
Ab i
Associate j j l cc: G. Castro - GEI A. Setlur - AES Attachments i
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- I proj.28723/A/R123A001. doc I
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APPENDICES 4
Appendix A - Summary Figures I Appendix B - SPT Blowcount Liquefaction Analysis Appendix C - Required (N,), Liquefaction Analysis g Appendix D - SHAKE 88 Ground Motion Analysis i3
! Appendix E - XSTABL Pseudostatic Slope Stability Analysis 4
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[ { { { APPENDIX A
SUMMARY
FIGURES { { [ { }
N.o -BLOWS PER FOOT 0 10 20 30 40 50 60 70 80 90 100 i 0 m, l 1 i I t
.t t
,, i : i
.i
, ,i t . ,
[ - -
,l : ;
.i 10 -
I I
;- - l i , :
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e i . ! ; 20 - -
- - - " - - = - - --
i i i !
=m . ; ; ~!
a, ' _ i j - l 30 - --
--+ -
'r- -
, - ~ 7 ----- r - - --
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~
v
! l i l ! .
E i - l ! 4 l b 40 --- - , ; 4 - -e t- t-- - -- t - - - - - o I e i [ I , I [ f ! i l ! ! 50 ---- L -i - - -h - '
- --i - - - -- - L -- - ' - -- -
l [ , 60 -- - - 70 --- ROBERTSON ET AL (1983) PHluP MARTIN HARZA ENGINEERING CO. M
~ PERSONAL COMMUNICATION (1990)
Q e 8-7-Neo G-N$ ORAWN Ff DRB 2-26-s7 e B-7/CPT-7 CORRELATION
$y %L9 BETWEEN SPT-Neo & CPT-Neo cNccxto sv tax 2-2 -s7
[ g8 INTAKE CANAL LIQUEFACTION ANALYSIS
,,, ,,, ,, ,g , ,_,,_,,
1 mu w o PRAIRIE ISLAND NUCLEAR GENERATING PLANT c1723A1
)kq yg sTs consultants Ltd.
Consumng Engineers WELCH, MINNESOTA STS NWECT No. 28723A NTS FIGURE NO. 1
Neo -BLOWS PER FOOT [ 0 10 20 30 40 50 60 70 80 90 100 0
* %k i l ~
5 l I _ _ %'i s . t _- N .*i ##* ** i __'____l 10 :
*/.
e i -
*! j i l i i -
j l 20 , , ! J- "- ' "-
,*< ). '
e a l [ e e g . _.. . e , , P w i . i ! k
" t
~
i I 40 -. - o + is, [ ! : i
. .'~ ..
r i i 50 1-i i 60 --
--- ROBERTSON ET AL (1983)
PHluP MARTIN HARZA ENGINEERING CO. PERSONAL COMMUNICATION (1990) g e B-7-Neo G [ N8 ~ on. awn W ORB 2-26-s7 eg B-3/CPT-3A CORRELATION cycxco , 7,g h. 3@
% BETWEEN SPT-Noo & CPT-Neo INTAKE CANAL LIQUEFACTION ANALYSIS (( " E
'~ ~ '
( @k 1 PRAIRIE ISLAND NUCLEAR GENERATING PLANT c1723A1 NTS
)R gg STS consultants Ltd.
Consumng Engineers WELCH, MINNESOTA STS =ci *- = a-28723A 2
Cone Resistance Modification Factor, C q 0.0 0.5 1.0 1.5 2.0 0.0 es4
- I
~
i j T 1.0
~
l - wnow Me wxsc s74 e,, l g : .. V zone of potasas concan at PNGP m - m - s , 6 g - y Max depth.of at PNGP - 645 e : e - ,/ I c cIurves for SPT N-Values " I p : /,' Dnqsoto so l s
~3 : f 'l Da = 4o to 60 % $
i
~
l o
- 3.0 : l;i'/ 1 m
' g I
' 3.
0 l e[ average values for Tcino sand eI s I ::m:: - - m 4.0. .
; l average value for N,onterey # 0.
!l' 8
sandand Hokksund sand Avera@ Cn used at PW 5.0 5I'''' ' ' ' ' ' ' ' '''' I Derived CqCurves forThiee Sands and Comparison with CN I _E REF. MITCHELL, J.K. AND TSENG, D.J.,
- ASSESSMENT OF UQUEFACTION POTENTIAL BY CONE R PENETRATION RESISTANCE", H. BOLTON, SEED MEMORIAL PROCEEDINGS, VOL. 2. MAY, BERKELEY, CAUFORNIA, BITECH PUBUSHERS, LTD., PP 335-350, FIG. 8.
[y
>8 Q DRAWN SY DRB 2-26-97 E5 Cq & Cu CORRECTION FACTORS CHECKED er TAK 2- 26-97
[ hE INTAKE CANAL LIQUEFACTION ANALYSIS w e e eY m 2-26-97 Ek A PRAIRIE ISLAND NUCLEAR GENERATING PLANT jQ WELCH, MINNESOTA 7723A1 NTS sTS con unanta Ltd. srs a ct so. novae no. yg consulting Engineers 28723A 3
CN 0 0.4 0.8 1.2 1.6 0 1 I I I i l i l d g2 EXTRAPOLATED
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l g D, = 20 TO 40%
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