ML18114A781

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Summary of 790524 Meeting W/Util & S&W Re Use of Soil Structure Interaction in Pipe Stress Analyses
ML18114A781
Person / Time
Site: Surry  
Issue date: 05/30/1979
From: Neighbors J
Office of Nuclear Reactor Regulation
To:
Office of Nuclear Reactor Regulation
References
NUDOCS 7907110738
Download: ML18114A781 (33)
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Text

{{#Wiki_filter:i j _) \\. ~ --::....--- --~ -~.:.t MAY 3 0 1979 Dock~ an LICENSEE: VIRGINIA ELECTRIC AND POWER COMPJ\\MY {VEPCO) FACILITY: SURRY UNIT 1 AND 2 SUIJJECT:

SUMMARY

OF. MEETING HELD ON MAY224*~ 1979 TO DISCUSS PIPE STRESS ANALYSES The subject meeting was held with VEPCO and Stone*& Webster {S&W) to discuss the use of soil structure interaction in the pipe stress analyses for Surry. A list of attendees is attached. The primary purpose of the meeting was to provide information upon which the.NRC could base a conservatism on the use of soil structure A:or.?..fCLcZ.tloi"I:

  • vt.~1.~o proy1ctect a response to our Ma.¥ 18, 1979 letter and informatfon re-quested in our May 22, i979, meeting at Stone & Webster. Attached is information not provided ill the VEPCO letter dated May 24~ 1979.

The attached information shows the ratios of low strain ARS and G+50%ARS to last iteration of the SHAKE program for the soi"! properties at Surry, and, shows soil structure data for Surry. Using the submitted information the NRC staff concluded that soil structure interaction methodology may be used for Surry provided that seismic str~sses calculated are increased by a factor of 1.6. This factor applies to the seismic stresses derived from amplified response spectra using 1% damping._ It was also acknowledged thnt certain individual analyses may require consideration on a case:by-case basis. A letter was sent to VEPCO on May 25, 1979 stating this position.* A proposal was also made to use, as an. alternative~ r.eanalyses at l/2% damping. It was stated that this method could require additional time in the reanalysis process to prove acceptability. It was concluded that* it would be more expedient.to use the 1.5 11 bump 11 factor. t9071107si? ~~ I t ~ Qf'f'IClil.. IIURNAMI:~ DATI:~ U.11. GOVERNMENT PRINTING OP... ICIS:: 1971 - ZID - 78SI

OP'P'ICII~ WRNAIH.. DATIIC..

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Meeting Summary for Surry Unit l & 2 ' VEPCO al so provided a response to eni;: 1 osure 1 of the NRC April 2, 1979 ~ letter.

Enclosure:

List of Attendees* I cc:: w/enclssure

  • See next page J. D. Neighbors, Project Manager Operating Reactors Branch #1 Division of Operating Reactors

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  • u:s. GCIVERNMll:NT ~RINTING OP'l"ICI!: I 971
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Docket Nos. 50-280 and 50-281 UNITED STATES NUCLEAR REGULATORY COMMISSION WASHINGTON, D. C. 20555 'MAY 3 0 1979 LICENSEE: VIRGINIA ELECTRIC AND POWER COMPANY (VEPCO) FACILITY: SURRY UNIT l AND 2

SUBJECT:

SUMMARY

OF MEETING HELD ON MAY 24, 1979 TO DISCUSS PIPE STRESS ANALYSES I The subject meeting was held with VEPCO and Stone & Webster (S&W) to discuss the use of soil structure interaction in the pip~ strGss analyses for Surry. A list of attendees is attached. The primary purpose of the meeting was to provide information upon which the NRC could base a conservatism on the use of soil structure i.n:teradtion. VEPCO provided a response to our May 18, 1979 letter and information re-quested in our May 22, 1979, meeting at Stone & Webster. Attached is information not provided in the VEPCO letter dated May 24, 1979. The attached information shows the ratios of low strain ARS and G+50%ARS to last iteration of the SHAKE program for the soil properties at Surry, and, shows soil structure data for Surry. Using the submitted information the NRC staff concluded that soil structure interaction methodology may be used for Surry provided that seismic stresses calculated are increased by a factor of L 5. This factor applies to the seismic stresses derived from amplified res~onse spectra using 1% damping. It was also acknowledged that certain individual analyses may require consideration on a case-by-case basis. A letter was sent to VEPCO on May 25, 1979 stating this position. A proposal was also made to use, as an altern~tive, reanalyses at 1/2% damping. It was stated that this method could. r*e4uire additional time in the reanalysis process to prove acceptabi"iity. It was concluded that it would be more expedient to use the 1.5 '!bump 11 factor. \\ \\

Meeting Summary for Surry Unit 1 & 2

  • VEPCO also provided a response to enclosure 1 of the NRC April 2, 1979,.

letter.

Enclosure:

List of Attendees cc:* ~/enclosure See next pag~ ~ .. r,,~'"/_ ~- , w-<-<J

0. D. Neig rs, Project Manager Operating Reactors Branch #1 Division of Operating Reactors I

\\

Meeting Summary for Surry Unit l & 2 Docket Files NRC PDR Local PDR ORBl Reading NRR Reading H. Denton E. Case V. Stello D. Eisenhut

8. Grimes R. Vollmer A. Schwencer D. Ziemann P. Check G *. Lainas D. Davis
  • s. Grimes
  • T. Ip pol i to R. Reid V. Noonan G. Knighton D. Brinkman Project Manager OELD OI&E (3)

C. Parrish ACRS ( 16) NRC Part.icipants J. Buchanan TERA Licensee Mr. Micha~l W. Maupin

  • Hunton and Williams Post Office Box 1535 Richmond, Virginia 23213 Swem Library College of William and Mary Williamsburg, Virginia 23185 Donald J. Burke U. S. Nuclear Regulatory Commission Region II Office of _Inspection and Enforcement 101 Marietta Street, Suite 3100 Atlanta, Georgia 30303 NRC r-Nei ghbors W. Russell P. Riehm F. Schauer J. Martore J. Greeves K. Herring L. Heller J. Kane S. Chan.

R. Jackson H. Polk J. Giannelli E. Igne B. D. Liaw P. T. Kuo

  • A. Lee S. Lewis J. Knight LIST OF ATTENDEES AT MAY 24, 1979 MEETING VEPCO w.;:-:Earl A. Baum ENCLOSURE W. Spencer C. M. Robinson T. Peebles S&W A.L. Van Sicke~**:

K. Condon C. Ree'.t,::;s_

  • P. Wilci S. Ross-Lir A. Lucks J. Christian Dugueime:[t~ht Co~*

G. Moor*e J. Carey - B. Churchill (Shaw, Pittman)

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/. 0 /6 3 /. OZo/ * "\\ -~~*. A GROUND SURFACE C G,tf, D, STRUCTURE _I) SOIL ROCK I FIG. I. GENERALIZED SECTION e 100-------,--------,-------r---------, 90 G = 1000 K2~)112psf G Weissman and Hart (1961) 6 Richart, Holl and Lysmer (1962) 0 Drnevich, Holl and Richart (1966) Seed (19680) soi---------+------......;.+.A Silver and Seed (1969) 'Y Hardin and Dmevich (1970) . 70 6 60 0 0 K2 50 0 0 40 ..g 30 .0

  • .. *,,o-4 o-2
  • .1 Shear Strain-percent F.

5 2 5HEAR MODULI OF SANOS AT RELATIVE DENSITY OF ABOUT 75 °/o. 1g. (Fram Se-.d and Idriss, 1970 c) 28 6 Weissman and Hort (1961) 8

  • Hardin (1965) 8 24

,0 Drnevich, Holl and Richart (1966) / [:J Matsushita, Kishida and Kyo(l967) / /

  • Silver and Seed (1969)

/ 20

  • Donovan (1969)

/ / " Hardin and Drnevich (1970) /

  • C v Ki shido ond Tokano (1970) cu

/ u / cu /

a.

/ I 16 / 0 / / I 0 0: / / c,, / C 12

  • a

" A E / 0 C 0 8 / . Fig. 5.9 DAMPING RATIOS FOR -sANDS. CFrom Seed ond Idriss, 1970c) -~--.- ~;;::-:---- 30,000

  • Wilson and Dietrich (1960)

X Thiers (1965) A Idriss (1966)

  • 10000

+ Zeevaert (196 7) o Shannon. a. Wilson (1967) W/LShannon 6 Wilson (1967) 3000 v Thiers and Seed {1968a) 0 Kovacs (1968) C:J Hardin and Block (1968) ~Aisiks and Tarshonsky (1968} 1000 1I.IIIISeed and Idriss (1970 a) ~Tsai and Housner (1970) G Arango (1971)* Su 8 300 0 Shear_ Strain - percent - Fig. 5.12 IN-SITU SHEAR MODULI FOR SATURATED CLAYS.

  • o*ota odded subsequent to Ille referenced publicotlon (From Seed and ldrin, l970 c)

30 V Taylor and Men~ies (1963) a Taylor and Hughes 0965) ~ Idriss (1966) -¢- Krizek and Franklin (1967)

  • 0 Thiers and Seed (1968a)

A Kovacs (1968) 6 Donovan (1969) ~ Taylor and Bacchus ( 1969) + Taylor and Bacchus (1969) c: T Hardin and Drnevlch (1970) cuu 25 a Arango ( 1971) * / cu /

a.

~ -¢e // 0 ~ ~ 20~~~~~~~+-~~~~~~-1--~~~~~~-o~~---~~_._._--,11-,i.-~-+-~~---i I ~,' C: / ~ I E 151--~~~~----+~~-~~~-i-~~~--o__.~~_.~~~-+--+-~~~--t 0 C 01..... _____ _.._ ______..L..,,,------.L.~------------- 10-4 10-3 10-2 ,o-* 10 Shear Strain -: percent DAMPING RATIOS FOR SATURATED CLAYS. I

  • Oala added 1'1bsequent ta the referenced publication CFrom Seed and I,111, 1970 c J

Z t Dl~CHAIIG[ CANAL PII oC80 ,1 11102 .11,011 11109. PIOIA+III .... ~ z, -* ,.; N.... .. 8 + 0 0 roo 400 suu-n:u t 0,S(A+BI ( APPROX. TIICE LIN£ rA

  • 0LP141An1.

Bl4e Jo,.S1An1 !11359 .1 111339.. 4 11154

    • 111!115/*"'

91!5 ~-....... EL 8201 11201-.1123~ HOLl E f\\ * *t;'\\,20, rnol ) L 11139. / ':=.,llhl -- 11129 -..11139 1150 1110* l!ll!e! 9 ~ _ ____1__ _ _j______~~~1 .11151 11124 910!9 4-11104. 111105

  • DIOG i:::W,11~A+!11~

no e1z11 \\ IIOT ,.... 11-t,1-1--..11.-,1-a-<>- 11144.

  • J L111!9----- 11,19 ---"-'

4 ~ 11142 l__.. *11140 91!!111 l!IIH 11110

  • BIii
  • 1111!

11147 A lt,;TAME CANAL LEGEND 0921 - BORINGS '° t.nll Tt I ~ 2 e !IOI - ltOIUNO!I fO" UNITS J A 4 OPl(l,8,CI - Ptt.:IONl:11"9 FOR UNII! l&I e f'IOCA t 91

  • PIIIOtltTl*S ft1'I UNltl !I & 4 AL___JA - IITI !1Ul9URPACf PIIOf'IU

_Je 11125 ,c CALL[O lf041TH SITE PLOT PLAN SURIIY POWER STATION UfflT9 !AN04 FIG.( . 8-14(150'1( .. 8*19U50'E) 8-11 t 40 I I I I I 20 I-llJ 0 llJ lL I z Q-20 I- <( > ~-40 llJ -60

  • BO I

I I I I I I I I I I I I I-I I I I I I I 0 40 80 120 160 HORIZONTAL SCALE-FEET FROM* SURRY 1Q 2 FSAR, FIG. 2.4-4 ,*,.. ~ 8~4-Tl 19*1, 8* 15(150'W, B-16(150'1) 8-20(150' E) - 8*46(25'1) 8-17 8*45(11'1) B-2H150'E) I I I 11 I I I I I I t CONTAINMENT I STRUCTURES TURBINE ROOM CONTROL AUXILIARY I I ROOM BUILDING I I CLAY I I SAND I I I EL-2.0' I.J.---- STIFF SILTY CLAY I I I CLA1. Fl~E SAND IHI! 'g' I TIP EL *TO' I SAND) TIP EL*TO' I I I I I I ,1. I I I I I I I I I I I I I I SECTION B-8 1 FIGURE 2.2-2 SUBSURFACE PROFILES 40 20 0 ~ llJ lL I z -20Q I- <( -40~ llJ -60 -BO SURRY POWER STATION-UNITS 1 ANO 2 e r--- I :*:. (, I'* [..

  • C i*.

r**. t;j Li.I Li.I u ~ a: Cl) 0 z 0 a: (:)

  • 0...,

. II.I m

I-CL IA.I 0

0-----------------------------, 10 20 30 40 50 60 70 80 90 100 110 120 130 140 ISO / WATER TABLE: / LEGEND --0-- e INCREMENTAL CONSOLIDATION TES'T' / l_ 0 CONSTANT RATE OF STRAIN CONSOLIDATION TEST ESTIMATED PAST VEIITICAL EFFECTIVE \\ STRESS USED IN THIS STUDY \\ ... ~,, \\ bl ... 6) \\ '\\ o-@ \\ ftEINTEftPRETEDQ IY IICHMEftTMANfl METHOD--...J\\ 00 +30 +20 +10 0 -10 -20 Li.I I.LI -30 "-,. z !2 -40 t-< l&,I ' "' "' 1- -60 < 2 X 0 -TO ~

a.

-110 -90 -100 110 -120 160,...__..... __ ..... _..1-L..L-...1---.1..---"'--...... --i.------ -150 O 2 4 6 8 10 IZ 14 16 Ill 20 VERTICAL EFFECT IVE STRESS - Kg/cm2 I I I I I I t 0 II 10 ta &O VERTICAL EFFECTIVE STRESS-ton1/ftZ a INCIIEMENTAL CONSOLIDATION TEST l'IIOM UNIT IIL2 ENVIIIONMENTAL STUDIES ftEPOftT. 0, CONSTANT IIATE OF STIIAIN CONSOLIDATION TEST l'ftOM UNIT lf.2. CONDENSATE POLISHER STUDIES. 6 INCREMENTAL CONSOLIDATION TEST FIIOM UNIT ILi CONDENSATE POLISHER STUDIES. FIIOM* SUIIIIY ! e. 4 GEOT'ECHNICAL IIEPOIIT, FIG, !! FIGURE 2.3-4 PRECONSOLIOATION STRESSES IN CLAYS SURRY POWER STATION UNfTS I AND 2 I C:J L_J ~ -~~ r-, c.-:~. *-i r-:-"-" -' CJ r--*-, L. :L.. [ **1 """\\. c.=-1 f ___ J. L::_j L_J [ ***1.*.t~ L.J L L... ' I . ) . J; ' 30,000 . i Wilson and Dietrich (1960) I X Thiers (1965) A Idriss (1966) 10,000 + Zeevaert (196 7)

  • Shannon ea Wilson (1967)

I WllShannon 8 Wilson (1967) 'VI Thiers and Seed (1968a) 3000 0 Kovacs (1968) [:] Hardin and Black (1968) l ' t--tAisiks and Tarshansky (1968) e 1000 IlIIIISeed and Idriss (1970a) I ~Tsai and Housner (1970) G Arango (1971)* ~ A U1 Su 300 "-;a( 0 0 0 ~... X')(, 100 I e Shear Strain - percent I Fig.'"\\> IN-SITU SHEAR MODULI FOR SATURATED CLAYS.*

  • Data added 1ub111quent to the nfer1nc1d publication (From Seed ond ldrl11 1 1970 c)

1'

  • y e

100 r-------:---------,~----------,------- 90 G = 1000 K2(~) 112 ps f C:J Weissman and Hart (1961) ~ Richart, Hall and Lysmer (1962) 0 Drnevich, Holl and Richart 09661 8 o i---------..--------. 8 Seed (19 6 8 a) .A Silver and Seed (1969) v Hardin and Drnevich (1970) 60~===~""'"-==~--+---~~--"----i--~0=*---------+-_;_----~---J 0 0 30 I 20 10 o~~~~~~~,-1..,.~~~~~~--i.~~~~~~~...._~~~~~~_,j ,o-4 o-2 Shear Strain-percent SHEAR MODULI OF SANDS AT RELATIVE-DENSITY OF ABOUT 75 °/o.. (From Seed and :ar1u, IS70 ci FIG. I ,'I

  • i i}}
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