ML19269C379

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Summary of 790109 Meeting Re Liquefaction Potential at Site. Liquefaction Analysis Prepared by Us Army Engineer Waterways Experiment Station Encl
ML19269C379
Person / Time
Site: La Crosse File:Dairyland Power Cooperative icon.png
Issue date: 01/20/1979
From: Wetmore J
Office of Nuclear Reactor Regulation
To: Schubert F
DAIRYLAND POWER COOPERATIVE
References
TASK-02-04, TASK-2-4, TASK-RR NUDOCS 7902020036
Download: ML19269C379 (42)
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Text

{{#Wiki_filter:* MEETING

SUMMARY

DISTRIBUTION: Docket (50-409) NRC PDR Local PDR ORB #2 Reading NRR Reading H. Denton E. G. Case V. Stello B. Grimes D. Eisenhut D. Davis D. Ziemann P. Check THIS DOCUMENT CONTAINS G. Lainus POOR QUAUTY PAGES A. Schwencer R. Reid T. Ippolito V. Noonan G. Knighton D. Brinkman J. Wetmore OELD OI&E(3) H. Smith A. T. Cardone J. T. Chen T. Cheng R. P. Denise P. A. DiBenedetto L. Heller K. Herring C. H. Hofmayer R. G. LaGrange H. Levin B. D. Liaw C. P. Woodhead J. T. Greeves Fraley, ACRS(16) ERAj rR. Buchanan 790202 c63G

.J'E:3,' UNITED STATES g NUCLEAR REGULATORY CCMMIS$1CN f e "' l...i 3 WASHINGTON, D. C. 20555 5 i lh.li January 20, 1979 '..... 'f' g, c Docket No. 50-409 LICENSEE: Dairyland Power Cooperative FACILITY: Lacrosse Boiling Wate.- Reactor (LACBWR)

SUBJECT:

SUMMARY

OF JANUARY 9,1979 MEETING REGARDING LIQUEFACTION P0TENTIAL AT THE LACBWR SITE Representatives of Dairyland Power Cooperative (DPC) and their consultants met with members of the NRC staff in Bethesda, Maryland, on January 9,1979. A list of meeting attendees is attached. The purpose of the meeting was to discuss a recent liquefaction study for the LACBWR site that was conducted by the U. S. Army Engineer Waterways Experiment Station (WES). The study was conducted at the NRC's request as part of the Systematic Evaluation Program (SEP) review. A copy of the WES report, " Liquefaction Analysis for Lacrosse Nuclear Power Station", dated December 1978, is ettached. A summary of the important items dis::ussed follows: 1. The NRC staff outlined the results of the WES report. The report indicates that based on the data used and the analyses performed the soils at the site could strain badly for an earthquake producing a surface level peak acceleration of 0.129 (the Full Term License (FTL) application is based on an SSE of 0.12 ). 9 2. The staff has found the available soil data to be inadequate for an accurate assessment of liquefaction potential. Further, the staff believes that the assumptions used concerning seismicity were conservative. 3. The staff expressed their conclusion that no inmediate hazard exists at the site, but that the data base needs to be supple-mented to reach a final resolution of the liquefaction topic for the SEP review of LACBWR. 4. DPC took exception to the WES report. They maintained that it was not an accurate representation of the potential for lique-faction because of the conservative treatment of the data. Moreover, they believed the hazard to the plant was overstated in the report because of the large number of piles that are utilized at LACBWR to support safety related foundations.

Dairyland Power Cooperative Summary of Meeting 1/9/79 January 20, 1979 5. DPC further maintained that the liquefaction analysis submitted in support of their FTL application was a more realistic, yet adequately conservative assessment of the potential for lique-faction. This analysis was performed by Dames and Moore and indicates a higher margin of safety than the WES report. 6. After some discussion it was agreed that it would be appropriate to initiate a soils properties investigation program. This program could include obtaining undisturbed soil samples at the site, and conducting laboratory undrained cyclic triaxial tests and density tests to better define the soils properties. 7. DPC stated that soil samples could be obtained within a short time (one or two weeks) after the details of a sampling program were defined. The staff indicated that this time frame wculd be consistent with the overall objective of resolving this topic for LACBWR on about a six month schedule. 8. The staff and DPC agreed to meet again in about two weeks to discuss the particulars of an appropriate soils investigation program for the LACBWR site. In the interim, DPC will do some preliminary work toward defining such a prograq. y v' LE Jac S. Wetmore, Project Manager 0pprating Reactors Branch #2 Division of Operating Reactors Attachments: 1. List of Attendees 2. WES Report cc: See next page

e r. Frank Linder January 20, 1979 cc Fritz Schubert, Esquire Staff Attorney Dairyland Power Cooperative 2615 East Avenue South La Crosse, Wiscansin 54601

0. S. Heistand, Jr., Esquire Morgan, Lewis & Bockius 1800.'4 Street, N. W.

Washington, D. C. 20036 Mr. R. E. Shimshak La Crosse Boiling Water Reactor Dairyland Power Cooperative P. O. Box 135 Genoa, Wisconsin 54632 Coulee Region Energy Coalition ATT": George R. Nygaard P. O. Box 1583 La Crosse, Wisconsin 54601 La Crosse Public Library 800 Main Street La Crosse, Wisconsin 54601 Mr. Frank Linder General Manager Dairyland Power Cooperative 2615 East Avenue La Crosse, Wisconsin 54601

ATTACHMENT 1 LIST OF ATTENDEES DPC J. Husain J. Parkyn S. J. Raffety R. E. Shimshak E. Trinmil A. H. Yoli Dames & Moore R. R. Fox M. S. Nataraja Morgan, Lewis & Bockius K. P. Gallen S. Hiestand NUS Corp. D. Jaffe NRC A. T. Cardone J. T. Chen T. Cheng R. P. Denise P. A. DiBenedetto D. Eisenhut L. Heller K. Herring C. H. Hofmayer R. G. LaGrange H. Levin B. D. Liaw J. Wetmore C. P. Woodhead D. L. Ziemann J. T. Greeves

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.u._ O ..vom-eca am a r m as o By. W. F. Marcusen, III And W. A.'31egancusky December 1978 Prepared for U. S. Nuclear Regulatory Cc==ission Washington, D. C. Prepared by Cectechnical Laboratory U. S. Arny F.ngineer Water

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,.,,..O.e - 7,L.,, m.. -., ~.. - s v .w.. w a.. -..s. 2.n..u. Intredactien Backcround 1. The United States :Iuclear Regulatory Cc= ission (:3C) requested that the Waterways Experiment Station (WES) reviev cer'ain fcundation conditiens at the Lacross Nuclear Station, an operating nuclea: power plant. This plant, which is located near LaCross, Wiscensin, is a eng the oldest in th. country and was put into operation hefore the.present Site Analysis Report review system ca:e into effect. This re. port docu-Cents' WIS' review of the LaCross Huclear Station. Specifically, the question ' examined vas the earthquake safety of the pile foundatien -inich suppcrts the contain=ent vessel. The piles are driven through lov to = edit = relative density sands and te.~inate in a dense sand layer approxi- =ately 23 ft above bedrock. Score of vork '2. The investigation of the foundation at the LaCross :iuclear Station included the folNving: a. Review of Chapter 3, Soil Engineering Properties contained in the Application for Operating License for the Lacross 3 oiling Water Reactor by Dairyland Power Cooperative including portions of Appendix A, entitled " Field Exploration a d Labcratory Tests," and associated design drawings. b. The performance of a liquefaction analysis using the Seed-2

driss Simplified Procedure assuming an earthquake vith a peak accelera-tion of 0.12 and 0.2 g, respectively.

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5 c. The perfernance of a liquefaction analysis using Seei's enpirical methed assuming both the 0.12 and 0.2 g earthqpakes ani :: pari-sen with a " rule of thumb" based en the Japanese experience at "iic=:a in 196h. 3 The objective of this study was to evaluate to the degree pcusible vith the data available from prior field and laboratory studies by others, the ceismic stability of the pile fcundation which supports the contain-tent vessel at the LaCress Nuclea'r Station. Review of previous ' Jerk

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  • As stated earlier, portiens of Reference 1 vere revievei to determine the soil profile under the centainment vessel, including soil properties Logs of 3crings 3-3 and 3 h drilled by Ray =cnd International in July 1962 and Ecrings DM-1 an'd DM-3, drilled under Dznes & M: re's supervision in 1973, vere reviewed.

Figure 1 shois an idea!izei s:il profile in the vicinity of the reacter building. The grotni surfa:e is .. _ c n (,._ _ ) 4.,6 . .a. e n s a a _' e. _ '_ (...s 7 ). e _s._.n_ e '~ a. o..".. d " a'. a... = '.. '. o. .n vas assu=ed at a depth of 13 ft. Top of bedrock is located at a depth of about 133 ft. 5 During construction, the soil vas excavated to el 615 ft =sl, and piles were driven below the reactor contain=ent vessel. These piles terminated at el 535 ft. The piles were 50-ten cast in-placq cen:re:e piles with a. tip diameter of 8 in., a butt diameter of 12 in. and an cuter shell of T-guage steel n nctube, and vere driven approximately 3-1/2 ft en centers. Uc nentien was made cf any internal reinforcing steel in the piles in the plans and reports provided to WIS. t:t al O f a

--. :.... : a. a...,.us,...... -....,.... ,.--,g,a.,.,... : v.. 2..,......e.2....... a. a,, the han.er used was a '3::ie-=an ~~erry 0-5 double-acting hs: er vi '; a rated striking ener_r.r of 16.000 ft-lb rer blev. Tne r.iles were driven to at least a resistance of 6 blevs per in, for the final 2 to 3 in. "'he nunter of blevs in the last feet actually ranged frc= 75 c 330. .6. 7ne soil belev the reacter building (el 615) censiste;i of a fine to =edium sand with occasienal zones of clayey silt, cearse sand, and fine gravel, devn to an elevatien of approximately 535 ft. At el 535 ft, a 10-ft-thick fine to mediu= sand, with fine to mediu: gravels is enceuntered. Selev this gravelly sandy layer, is a.13-ft-thich lafer of sand which i==ediately overlies the bedreck.

7..Also shevn en Figre 1 are the average blev counts, water centent, dr r and vet density, and shear-vave velocities for the six layers in the idealiced soil profile. Tne reader is cautiened that the blev counts may or =ay not be Standard Penetration-Test (SPT) :! values.

It was not explicitly stated in the available scurce of infcrmatien hev the.penetratien tests vere conducted nor vere they called " Standard Fenetration Test" results'. The values shevn en Firre 1 are censidered ' approximate average values for the layer. Both the blevs per foot and the dry density values were obtained frc= an evaluation of the boring log data in Reference 1. The vet densities and shear-vave velocities which are shown en Figure 1 are estimates based en WES' experience and data presented in Reference 1. 8. Figre 2 is a plot of blevs per foct versus depth. Tne data cbtained in 3oring 3-3 are believed to have been obtained prier to pile

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'.k..a. A -~, d_ a_..e. ' '. ~, '.... '.. - _ _ '.. '... obtained frc samples obtained frc: Sorings DM-1 and EM-3 9 Figure'h is a plot of overburden pressure versus depth for the site. As stated previously, the '.ater table "as assured at a du;;h of 13 ft. Selow this depth both total and effective overburden pressures are shown. 10. .w.e sl... c o,,,. ..al,.u s..e.. a 21... o. e.,.. a .a w s . s

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..; ya, 3 . --.......e.a. 3 u..y..e..,a.4.. 2...4...... . ~w._ # 3.. a. 6 e. ..a 2 equation:' ,r-11 7 + 0 76 222(N)"+ 16C0 - 53(6 ) - 50(C )2li. .i d (1) D = r o u i ..h... D Relative density = . = .e a.a.a-.......e.. .s ...,,,.s . 4 .....as.. o = Effective overburden pressure in psi C = The coefficient of uniformity u Using equation 1, the relative density of the top 105 ft is pralicted to be between 50 and 60 percent. 1 1.,. .ev4.s. o# ...e a.ta _3,ble.,_. 4 a .w 4ca..w...w -,...<.-....--...--..s s-the minimun*densit"J of about 100 p:f and a naximus densi:v. cf about 12C p:f. 3 m.%..e s e. o. s +w s......... e n %v l.'e.

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ax.'._.L- ~.. "*.*.=d.a..s'*..- .'. '_- c.'. e s a~..^ ' k. o'e-' a.*..e us 4.. 3 '.h. a. a ^ in situ dry unit. veights given in Figure 3 An . lysis of pile geenetry records supplied by miC sugges't an average dens:' increase of apprcxi- =ately 1 per due to pile driving. This is based en the reduction of .s. A .,4 .,.4_. 4 0..h.' e h. v-"'d .c^.". o .a u....". s + h. a s ~.#.'. 4 4 =. ;..' a.- a. d. 'w 'g- *'..a. a. "a.... a a v w y.. e A. 4,. 1 w 4 + o +.a'.e.4.

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c a ".-- a. d., '..w. e - a. . +..,, .. u. 4. s y.,~,,.,.... e.s.s. z 12. Da=es & Moore determined the lic.uefacticn u.ctential of the subsurface soil by perfor=ing 11 stress.-centrolled dyna =ie triaxial ec=pression tests en representative sa=ples of the material considered to be potentially susceptible to liquefaction during the SSE. Eight of a=pla-

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f Dv.anic Strength of the Soil 13 I.. order to evaluate the liquefaction pctential of the scil in question, the laberatcry cyclic triaxial test results obtained by -.. S. A.. T. 4.gu..s R a4 4,.......4.o.a. 3..e

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. ax'. '. o '.k. a e "_-, e ~ w 3-has been drawn thrcugh the data points fer a dry density of about 111 pef. As stated previously, WIS believes that this =aterial is at an in situ '. a. s - f. _ all a_ _'. d.-- d a.n s 4.+.y a.r a c"+. '02 -.'. Co r.s e s".-.'._' s, S a c".. va. - c. a. i e .v L p.. .u...<- 3....aa.a 3 4..

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-,,......as ..a.,.u.,ou.w a. e. .. w .-"-.a. ( ~ = *>..a. d Y. = _' 09.,e.'-#s ~-as used '. o a.". a_' ta'. e "... a. s e.' _' ' *a... 3. S... u^.. m o.. c . Figure'6, the rqmolded soil specimens taken frca 3cring 3 at a depth of 35.5 ft have been used. Adjacent to each data point, the as-tested density is listed. A curve is drawn thrcugh these data for a density of about '06 pef. A curve more or less parallel to this curve has been 100 ref, because WIS believes the in situ de.tsitv drawn and labeled y = d cf the naterial at a depth of about 38.5 is 100 pef. This curve was u.ac.,s.a..o e..., .u... 4.. ,-4, - - 4., ... w .u_ 2 s.. ov. ......g.... 6

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-g '... A4.a--...e.......e... ..4..a .s ,e e 3,... v. .w x.,..... ., _, 3. :. 3,. 2 -.... s .c.._. a.- a_ s<- .._.s.. ._3. s es .g .._2. a.u.. a.. e s. a. a.c..... :.. a. . c... g.,a....+an..__,_-...a. w-. a ...a-..

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e, e... 4...e.. ..,.4 ..s s. s.. 4.. o.,s .,.e,__4.4 /, n.- a2 u, -e _a ..m 2000 psf as appropriate to deta.._ine the superi=pese '.yna=ic shear d strength. "nese values are plotted on Figure 7 A line was dra~t thrcush these data points and labelei isotropic labcratcr - data. Isotropic'll"s censolidated cyclic triaxial test data =ust be ccrrected by a correction 'a.c+. o., ' o..y. e s e.+.

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". S. 4 s ~ ^.-. a. c., i -. ."a-c. is e . aa-a. d ~.. . ".e .. ~ .d e.. c ' c~, ~ _' _' '. #_.w.d a_'_ a 'a.s'-=.a-.'.'.=. ',, o s, _'.'. si=ple s5.ea and SF.A'.~i table test results (Referen:es 2, '., and 5 '. Fer -his <., e g v.a, s ' '..., a C,. o'i O.5"i -.' sed.. e' ' s o s%..e.~.. c.~..=." r-~ -,. ~4 _4 - r s a a c,,. <.e _a%e :. A e4ela cC..dl+4 ,s. . A. e c.e A,, k. 4 ,.. y / e 4,. 0..c. 9 s .w.. v. .a .a A 4 e 3 +.%..e e.2 4ng*e e.v. Ah. g co e, a%.g :.A. 4ge. nn4o _7 g%. e.. A. e., A. a w+. g. 'm... r. s w. ~ y. v.g i .e.4.7 4 C, n4 4 A. 4.,3....... .*as,ls e d, a.v. a..,Ja +. e +.b.... e.~ o. i a,. .e s.. n_- a....

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.=z ,ae...a -..,, c. a... l'5 In or er to evaluate the liquefactien potential of a site, d the cyclic stresses generated by the earthquake =ust be deter =ined. Reference 2 suggests that the average shear stress, T, , generated by an earthquake can be deter =ined by the fornula: M 0.o5 x Y - A T = xd (2) ave g =ax 4

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v. =. s.. e...,.'.a. 1+.

e.4 w. o., +. w.. ao._ e... ~. n...... o w. .,0.4 1, ... a.. :......4. e... ..w..... s..,,.. a =. = a... s...e.,. .w .2 v. g = acceleration of gravity A = the peak acceleration at the drcund s'rface generated by the ~

ax earthquake in the same systen of units as g a rigidity factor r

d The constant 0.65 is a factor which corrects the maxi== shear stress to an equivalent sinusoidal shear stress. 6. Us d..a.- aq.a*.*.c. 2, ..=.'-a. d.+.. _.*..'. '...- a v. '_'+k. 4 ". the soil profile. The r factor used in this analysis is shev-by the d curve na'rked " analysis" en Figre 8. Iarthquake nara eters 17. In order to conduct this analysis, the' 2xin= acceleration generated by the design earthquah.e and the number of equivalent cycles of stress are required. The maxi== acceleration was specified by the ."RC as 0.12 and 0.2 g. Review of the geological and seis clegical studies conducted at LaCross predict that an earthquake cf "ciified Mercalli Intensity VIII in the epicentral region has cec rred on the Keveenav fault.' For analysis purposes, an earthquake with an intensity -one unit greater than the largest recorded intensity was assumed. Thus, using a Modified Mercalli Intensity of IX and using the intensity-nagnitude relationships shown on Figre 9 (Reference 6), a magnitude 6.6 earthquake is pcstulated. Fisure 10 is a plot of.=ter of equivalent cycles vercue.agnitu.e which was developed by Seed. This plot was d +ntered and. 10 equivalent eveles. which are essentiall sn ce.r. er 'ecund 3

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.a... usa. c '. '.k~ e k ' 3.. ". .ra.' u a. s o5.,'. a.3. a. d. 4- '. w.. a.d. a... =..- ' a..i _7=_..- .-b ~ s a'- = dey'.h. o' abou+..'05 to '_',c #', ' h. 4 s o..a. ' s v.- a. d _'. *. a. d d. '. o. e:a. ". s'. *.'. ' a. even ua. der the s.o-called design earthquakes. There are no other data ' available frc= this layer. If one assu=es that the dy-= 40 soil streng.h of this :ene was the s$ne as that iud ed a:t.rotriate for the ut..ter u 3 ' '. e ' a' s 'v "....S c.1. 4 3 ~ a. ~,, ."..a.. 14 ".a. '_a.- 4.c '-s-"... S a. -..'.'..a.'. 7 -

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J.,fw, a.4 ..A..d Co... n. e +.w..e r. w _........ sh.._. s..ss (. ),. c,..,,,h. s o 4_, t,,,4 e,m. s 4..,, w. c 4_r.2 4s= ave w. . 3 method.2 Also listed on Table 1 is the effective overburden pressure /..,... a e d '. a e.a. + =.. 7 4 -". a. .o de'a.. .*.a. ' h..e a v_' ' _' a%.,_' a. .c o ' '__.-+*.a.....,... 3

,,.h.w.

s,a_,..s o,. a,no 4my. e e..._a s.,.. 3.,.. and 4...o_ 4. .e....._ s,. es. e,.. w

o.... w w

m. _'..a.'. as a_ ' ".. *. ' -.. c c.

d. a, *. w.. ~... '. e % ' a. 2.

m...=. '=.....'. s e '. a...- .e. 3 =..'.. 2. 10 percent double-a=plitude strain has been defined. as the dynanic shear strength divided by the average dynamic. shear stress. This factor of . safety is also listed on Table 2. It shculd be noted that the factor of safety belov a depth of 35 ft (depth of excavatien) varies frc= 0.99 to 1.15 and is belev 1.1 to a depth of 100 ft. Factors bf safety ,.sa- '.k..an '. a a. r e d.'.*. e A 4 n ' '.4. s o.4.' '..,a... e en a ' a. y' %.. o #..') c:...d O .. a A p .. g w.. r,.a. ;.,...),331., e d '.'n* *. ' b..a s' e o.# ?."..^V' e.3.d-a

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1. 3

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e.. e

......a s.3...-. s. e.,.. .,;a. 3 f ag.sw. <.,. >........ *w. .e 4 *....e. ...A... . w e. a-.... ..,A.4.. . a-

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. v.s. a. S....

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m e.. A..n... . u..n.... - u. A. n. n..... e. e. 2.-. % e. e. a.,4.i., %.. a-- s 2.. ..g. ~.. .-.~.- ...a.>...s..

n. n.n. - 2. - s.u..e 4, _ e.4.... A..

S.r..e aA -.., n t e. e. u.. a. S....e % -... a --s .- 4 s 4 .g._. .~. .;o. 1 2

u. a... }...

A.t o..e s. ^ Ca?. U. .O-m -d a*. +.k.. lac CSS a.e. e 7O.

m. k... 4...eC.-_. + i r.,... e. A.. A A.w.

e.e .7a+e . ave 3.....4... C.m s.i. 1 ^_S. -k....,

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a

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t. a>.e.

r . u.. a. r..r e-s u. -. .....,3. .e...,. a - .s Sa.... (',S e c. g A...* s e.. + p. 4 S e e r_. n' g o Sw.4 g .es. a. e. ,+,., 3. e -w-y... w.g 7 de.r_4.a.d') ow.wer-aC" '.D4iS SC7. n'S C".". '." *. S a. a.7., '.k L* #. a*'.0"S C. S *.#etV,

o. 4'.

C ' a. =.. ' g, ". 4 ' S d _- d.d a. a. 0 S a..

g. o,,5 e.

.lar'f .e C. o.)C, .O -.y.

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e. g.e _....
4. 3 n

7. .1. r.u..,... .-u.n..~.. %,,/ s.u.. e a... u.. n,....o.. _8 A- %....-.4..A. r..- . e d.. n. a. a Sr,.... % m... .1

y. e.

w. -3 S a. e..,.

n. o. _.e,.

n4.S .... _ - >S , -. e - C.. e..a.. o. A. .., S n. r a.,. .n u e -n o, ... n o. for sa#ety in th.e t.ene of analysis per'er=ed herein. E=rirical Licuefaction Analrs's e_, r.3,4. 4.,.. -. A a'. a

  • n +.h e.PC. - o.' S '.-a. S S. ='.'. o a.d C o.-. e c. +. e d. ".

w..a... a 3 g.o......... 7 4 -.. e. d. A. a...e.- ...+ %.... pg.. S, e.. t, a g+. .. i.... S e.. ..... S A. e s .s.., *. 4+ u --..i.. -~-.3 4 ..y T. '. 3"-. e _- ( " a..' a... " ~. e < ). 07. ?..*e~".=., i..... w........ A.v._, -.A. e A. u., c+ +.ed Cn. y.

  • .e'-

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k. a. a. ".

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  • b..

.e. e_..J. o. A. U........ 4 a. ".. S *. ' t ..s.... ._ n.

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  • w....a....

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1 .s..A.,e,2... . u.. ....e.., ,.2, a,_,,... y. .. -.......~. ._.t, .a.t.. a a. A. %..? n. ..u... 2,.a eye......e. it... n1.

r..

r. s v.._ s o n .3. ave O e ..e-y .ss... 4.3 , a e. e k... i..a*.. A. s. ....,9 .o.s..e e.re. e C. 4.,e C..e sb..a .m .e o ~ .abla.s 1 .*. 3 '.c '*_e var *.c"s da,*.k_s ". a. s '. *.. w. . s 22. The blows per foot vere assumed to te S?? II values and vere .'v._-"'*-. e c". a.c'.e d '.o a n. o". e. b"..-d e*. .a.=*"*a. o# 1 '.s'.'"..*'."a ^- u.

I, =

C,. x I ( 3 ', 4 ..~c... .y =-.e s.,. 4,.a. e... e.. a' d o.... a. s. "y .. a... _= '. # c.. a. = ' s. '_... a. "._=.'".a. _ e *..- ".- a. d. a .S.e. r. %... e.t. A.A e 2.,.4.e.-d S. a..n e.. a '. i ca.. ". a. s '. ".. ~, _' _'. a. s -... a.. *. a. d. '. o . ^. ~. a. '.". d a... .y = 1 ...so..e o* 1 +..-r. C,1 Correction factor = ..E.e 4. +... 4... a e.... 74. e... o ('t..e,.r....... ,.A '). .a c ........a i .s 745.., 7 2.., s o..y+ .c.1,6. ed k a ak. . e.o s s. =

4.,..,

8. D.. e. V..,

  • J, e.e m

, ceJ .m J 3 _ _. aw. a.' o e '... "....-.C'a' _' '. d '. .w....s....i ~.,-.

a. s
o. '.

C,, a..d "..,-a-a. .a -o-4 . These values have been superimposed en Figure 11. Most of the values show that lic.uefaction should not occur, however, liquefaction is predic ed fres 25 to 35 ft. 2h. A si=ilar analysis.vas conducted assu=ing a SSE with a peCr. ,e..,... 4..-...ie,c o.o g. "k.. a. s'.* a s s _a 'e ' ^ s, C7, "a a.d. ".y as a A A w ' G.u.' d'. a d. c.

7. ab.' a.

".S.. a. a a. . = ' ".e s e.- a. -'_m-k -k a

e. u..C *.
  • cn. e' d e*g+w..

a. a. 4 - ^ c

  1. '.' *. #. # - 207.

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r. O
r. %...

.e .e....'a. n ...e.

e..e.,.

A,., $. n... A. ...:..p.. v.o, a. s... r.. g 3... u.a. ..s y j. e f

.:.-2...s. u.. a...,:..:,.,.. a,..~. . o 2 4.. :.. s,.. #.. u... -.,,.u..a..,n.. ...,.a. ,.a.... ..-e...- a. .w ..;...c .., s. o... e., e.

  • s...4.

a-a.. y .w. - 4..... _,0 C. a --4.,..,..

s C.: CU *.s... -o.-..

w-y...s...,.y. e.. o.. ,n. e... k.. r....g. se, a. 7.. e +s.. s %..ss a... 1...a.

r. s..e.... '.
  • s., +

y.. . a.. a.n.-..a .. ~ J... e a. A. v. % *. s a#. *. a a # . s '. '.# * * * * #a C '. # ^ *', '.k..*. .C'. a * #. a # ~-'*".a.'."E'..#.. '.'e. g c.. a Q

  • l 7., 7... s g. m. 7.a %,e a. 7., s+.

s...O

6. _4..s
  • .k..e A.f.'n

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  • k..a.
7. ".a.'".*.

sk.a. d.' d % *. #.# it ~e e ~. e a.+. e. A.k.. = *1 '."o ' # **

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  1. . <* ' '. o *. '.k.. e ""..' a # *

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o..e.e. g.4.. e *. k...

a> 3..'.. gas. c,.. .y..-.. ..y.~. ,. S S.. ..4 ... y c..6 ...4 g. yy. a g e,,_._.,,, a

c.,... - 4_acs
26. Se liquefaction pctential cf the LaCress Site was evaluated

'.~.m. . a + %..qo.g* e s., .. '.f, g .C.C.7 -.4.'.%.. a.'e. aa.a..'. o*4.

3. m '.

+%... g g ... a. a .~. a a.5 e.sa. n.r 0.72 ,n-A. a 00.7 4

  • h_

.a.e'. a a a. 7.. e.. J ". _"

a. *. *k.

.* a... A. 3 y.-. e-

  • e. n. e 0.9 r.=.%.. a s.'..s _ a-

..a, ,4. u.e...o .. u.. n. a n. 2 ._n.., .na. .o, e..a.. a,. g .y c.$., < es a: y-a.e..~.oco.a-e ..a a..

4. 2.a...n..a.a.n "r, a,-.n.

.a n f. ~. is a s"--ary plot of the dynamic shear stress as a function of depth for a peak acceleration of 0.12 e. Superimposed on this plot is a cyclic strength of the material assu= ins 10 equivalent cycles of loading. Note that liquefaction is predicted by the Seed-Hriss ca.iculations between .a d a.y'.k.. C. .t 2 E.>. L8.++..a,4 ' <..c...e..-..-. 4s p. 24 .e s.,y +h.a. e-y.4. 4..Ca7 o .a 4 ~ retheis base'. cn a depth of between 2L and 35 ft. Japanese experie.ce .t. '.'.'.' e a'. a, w'a a 3, al s o i. A.'.a a..

  • s. '.. = ' _' ' q". *. #. a a. '..'.. ". o".'.d k a. -~.....'.*.A y

g e p 9 3 e6.. 3 y. 4 4.y .w. 4.* e g e.

9. A.

J. J..a..am.~ 5.. ,.. - 4..v.g. 9 4. a L Aa f. .y

  • 9

a o ta. 7 m.a 4 7. y e.e. o. r a.... a *v.c 3.-

  • 2.....

.....r.. ..t. .r....+. . e..,w s. .y;... w . s .,,. ;... u..e

. a r.

.:e...e..e.,., " ' "oU.1 d..=.~p"."-a. ^ ~.. ~ - * ~. _=.-"..."..s.'. -....'.- -e .y s... s. w .g ..w. . s... 7.. - -2 %.. a........e.t. e.... w.....:.w. ..,3. w.

v. > 4. a, a... a/
  • o

,s., 4 3j. ..g... ..m..*.4.%.d*.. o# e.h.. sSJ, y.m.N 4.e.g.. s.a.e g. c. + o.d.e.p.a a. 4 e.h..e 6..g - 4.n e. .. J ..a... ee .g m. v.. <.11, o ad d..3 a.. '. ' '.. a. + - an a-i a.'. h. o r.4.c.' a.'.' ^.a.s c a.".a '. "r '. "... seis '.-. . d a -An v4 =.". o '

h. e 'ac'., '.h.a' ' k a.-. a y,..=. a- '. o '. a...o

. a..#..'. -..#.. 3- . c c *.'.a'.d. o.. ' cars in the top one-third of the pile 9 (as called for in se=e seis=ic design c ^d.as*O), i'., d s erchak.' a. ' h. a '. ' ".. a.*a.la'.' e b..di.-. a. s '.- ar.a a 4 s od.a.s'.. d. a 2'T. Figure 15 is a su==ary plot of the dy.acic shea stress as a r.....a,,. r 4.,, .,. a... s v,4.- p,.., r. < l e, e, s... ; a,.. -.... <.,. e.- -. 3 ......s s. . ~..... w. s. .w s....m. s *o... - %...o. A.v... so - 3.2 Ala.+ s g. o..,. o n +.%..4s 3.7 + r a 4 A .s...e A m.. -4.w, u. ... 3 i. 3 v. g w e. 4 T A,. e. q-7eet.a

e..e a.. 4,,.,eJ

...4.,,7. e..., .s o. 7.C.A .b. %.. e -- - - - - - - --r------ e

1. -

. 3. .y...~... g...

h.. n.. A.,..,,.. A 4 e. +.,,.~.4 c.u.,. c. a a '. # ^. k. a..' w^"a E **'.k..

o# M.,,.#'.. '...e *- fi .w. ..y ...w. g,,.,.. A. : n A. s 1 4 q..e.e

  • 4..o
u.....e.n a g. + %..

3. c,::;. A P. s + ~ e r. ..1 u..+.. 8 8 f. m.. we *-f.3 c.e w) a. 3.i n )- eu.. ?e 7 a+.e a7 s.a..o.e. Is .7.O s+. 4 +%... 4..u k.. .....e A o v yf. .f ..3.. ... 1,. e.,..,, 4 u...,... u.. - a,. n 9.., g ..1,a. u.. .s a.,.., ,, e.....~s.. a .3.. ..3 .r.'.... s a s. a z._.... a. 4....y,,,.n.a.4, A. 4 . 0.. _e... A. ....,.n..

s. u.. a... e.:s...

e ....w

4. 3

,, a ~..... .w. a. 3 ....a ..w.. data and on anal / sis as presented herein, the coils below the reactor .a t

  • .k..e

'uaC-^ s s "i',, e a. e f. e.i a* ed. ' o s'.. a.n. kad.',,- *..* a "~ v>. 4.w.. t. d -- a s d d c o 3.12 g at the surface of the soil occurs. The soils 'ceneath the reacter '.o exe.. 4 =... a. es.a. a. s 4 va. '.". ai a.s ". a. - - e.' a' ' %... LaN. ass S.a. a-a. t.. a.d 4 -' a.d a. a. a ~ and liquefaction if the SSE vith a peak acceleration at the ground surface of 0.2 g occurs. Because cf the limitatiens in the current state of ,$...e.n. 4.. c.,. a. u.. n. -. e c.e . u. _ _, : : u.,. a. 4.,., ..~.:g. n.n.-. .z ..e ,a ........3 .o..,A. m e. 3.. A... s.. a . s......... -a7..4, .*-O" ..s. e... .w4e e. ,.s.. w ..,s... ..y.

e..-e g a..)

e.. 6

4 a. . s.' . o.. A. n. 2.,.. 2_ a. a

c. a. 2..~

.' a. a ** ..c w.... ,. a. n...s..a..,. .'..s. = s. .n... w. m. a. .~. -

  • b.. a. *o.s**.*

.+ p. g a.'

  1. . w..

J. o.*. 2. =.

3.. >.. c g.* a.
  • k. a. v.0

^, S.. -. 007.. a. a...

  • 3.

an m.. O O e e 9 0 9 e e 4 4 e 14

=r.,.-._..e.n., .4...,.- .u.:..-,...,_,_e,n. a- .. 3 ,..- s

n. e _ 4. -.s.e u_.

.a -_3 2-c,-, "-.. *_.a.. d '..' -

  • s s, T.

<n.., " ^ i ~.p.'.'.' ' =.." =..~ ~. ~ a ' "__~ ~... c.^ a. '. - - =_~.'_'_*.'_3_.- o4_ r e... e,. 4 e,. e.c e. 4,3," J-.... _,1 c,_w. .e. 4 - e ..~. an _. 4.,.~.2_ s..- ,4,4_s.., 4.r.v, ~. o _,. c t, .o. 2 :, =..-..a.<_.3.- =.,_,. 32i_, . n,a,.<..,. 4 s_ .c. Septe=ber 1971, pp. 12h9-1273 3. Marcusen, W. F., III and 31eganousky, W. A., "SPT and Relative Density in Coarse Sands," Journal of the Geotechnical Incineerinz D.' ".' s'.o.., ^' c o ", Vo l. _7 0',.".o. GT.' 1, .3-c c a a. ' i s-- o', a. '.'., 0, s ... o.- Nevenber 1977, pp. 1295-13C9 L. S e * *.,.4.. 3. and.e'e^c>.., W.

u.., "
  • a. s '. 3.-.- =. '." - a. s '..-.' '.a = o- ".. 4 -e. '- '

71qu e.'ac '. # cn "h.*.-a.+.e"'. '. ' c s, " Je -- = ' e' . '.. = c. d _' ".=_c_'_a_.,'-= c,,,,.o..=.'n.., .z.n.. za.- =, '. ~ =.....,4.... m. .$s4..,...=.~, ~.. ..-_.3 .a m e n, -r-- syr --_a. a-3-2. s y i., y.,,. e.4,.4. :_., " Tv al ' a' ' - o '. ' -" a.' =.. '. n-7_.'.' a... a- _e.a_' G -. "_ '- a. e r-s -s m...:n3 r_ e._ w.., v.. o. c, " 5..... 4 n. c i :, c, 7 4. c....,. A. J. ._ S.. s ~~e

4..

A ....m_ G a. ^ '. a_ ^ k.. ' _ '_ _' 7_.. ' #. a. a a.. *...., A C ^ r..". a',, _# -..a _' c..-".e...d_o..=_..'_T_.v.;...='..'.-., c*.*'.- - *.. _' 0 7 6,,. _' _' . pu 4 am e _,.,u _' a, *. a*, 2 T

  • e r. *~_* *..~ ~.'

a v-6.

v.._.4_n.. s'ry,

?. 7 a_nd C%'-3, ?.. ".s., ".-.a.'..>..=_.1+. '. -

  • a* s s a s.- '.. -

4'. ~ - u-Earthq"ake " azar's in the United States; Iarthquake Intensity and the Selection of Ground Motions fer Seistic Design," Miscellane:us aeu0.+,.. h, e.p.e _,c,1), n. 3. n. --.. r_

. e... a...~.,,.

p,.,.. e_ f.: _,, s . -g 3_. .s s w 7,..,.._4_..A 2 .Je A

  • T,

".4. 5.. - %...,. ".a. v_ .3 U..e. V., U. s. 7.,

  • J.,nsC, y.

?., a4 P..r. - k.... m., m. T. m... A. J_.. T...-4. _ i ...-c. 4.. V..-

k., f [.4.*.. e, 2,

T.A.464. 0,_90 .a .g y. .o. ow.., c _.4, y., ryasar., m_., ia+.s..^k_a, 'r., = _., ' _ "..->.'.'a, ..,"a' '. - ' ^.. ' _ _ ' '__ w 4 Procedure for Assessing Earthquake-In uced Liquefaction of Sandy d epo s, s, ",oa e,.4 c s n o >s.n.e..a..h L.. 4 +,.. w .n.._4s . c.r s..., 4......c v n Tenth Joint Meeting U.S.-Japan Panel on Wind and Seismic Iffects. UJUR, Washington, DC, 1978. 9 "Containnent Vessel Pile Driving Operations for -50 MWe Soiling Water Reactor at Genca, Wisconsin," February 1963, Report "c. 51-2003, Sargent and Lindy Ingineers, Chicago, IL. ln. " m. e n. a. 4... c..CV.s.On AC..g.e .ye_,c.,_._.. c e. 4.. 4 4 e ...e. 0_. 3 __32 4.". #c ". v o .A.. .n. i, c1 g s ", n.p 7 4 e. t. e.w., -, c., m...._.,

4., o... w _., *., 4.. n. e.,

0,.C, _i-.. e A ._ e ~_ _ _ r-y A Ju' ~, _' 9~i v, U. S. G^ v a r.. =...*.,.. '..".. 3-C.r.'1'. a., '. ta.e. ".. _#.. 3....., '. ~ ~, ( 2...,=, e.

4..... (. )e.,. \\.

) ls

e s 5. a.,. j ,O = c e e-e a,e .c.,a-,= ,o. ,a a - ce ce m s . o n., a ei n v. o, a l ,c

  • :s e

c e n m e.= < I. a J

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    • s

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  • /%

A vs O Q C O N'% w > :: ,5 m we ,4 de ce n N N r4 N N Q w 4 9 ') B c O we h e ee o e o

r. *e (J e,O em m e A O ir%

e t= J -e e e N O a5 ea m no O t e- %D A J a - m O C% 0.% 0.% e. o. >= re. g=. 4 see 4 ar%. O ir% ir.m v'.s :.o u en a-to e = o% c at. e d. .c. .c

e. u m ce eg

,e ne o o O O O O. O O O O O O O O; O O O O O O O O O n e= O e LJ e e** P= %D 0% e P. m %O %D its a'% -e a p. t= c e a .r m N O f% O S P= P= e0 6 Po

    • C O O O.: og m O O O O O O
  • O O O O Q

o e a-4 O+ O= O= O O* O* s= .O.*,O. ce O.e O' O

  • O O

O+ O* O O* O* O O* O* O* O* O O O S e CN C% CN (% ~% 3 C% N CN D C C CC C b = > e Q O O O O O e O O O O O O O O =

  • e iD

= O e O O

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  • O e C%

e e e e a n, o e - .e o m - - - = 0 e4 e b >b O. O. = e - ce. c4 c4 m m m m o,y e.e .a eg = O Os O O O O O O O O O O O; %3 Q V. W em a. o. e e -. O O O O O e A r=. P=. e= e 4 O O 3 4 43 4 v g + = O. O. O. O. O. O. O. O. O. O.- e de5*O

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C~ C C O O C C M e ,e-J e 40 O. O. O O= 6 O

  • s>-=e 40 C C C C C-= C C 8,5 2

oc c= e- ~ r r-e r r- +- - e-c- e-P- ~ - e= e-O = - O. O. O O. O. O, O. O O. O. O. O = s0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O y 4 O 3n 4

  • .s e.:

d o' .P ed P8 ^J ,PJ .N.e N PJ N ed a w W .w r, L.4 . O O O O O C O. .N N ,N ce. .P.4 P.J. Pd N ,e4 ,N ,N .PJ .Pd ,,- m e og N f4 N N m

e ne.. ; O O O O O O O. O O O. O_ O= O O O O O; ,N g w4 m O = em ,e ..= ce ce e e em e e 4 e c = .g O O O w .v e =1 o 4 e g : e y >h .* s 3% e5 >= u e .e .e c, O >= a m .e O c% e em o e/% e ,a N ,e

== O O

  • .a==

C-O C%. C% C.% 0.% C% C.% C. O. <D. t=. r* t-3 ;

==ea m"3 ^ c a O O O. O O O; O O O O O O. O O Oe Q 9 %1 V-Q W 9 V. V %3 %) y = r=. O. O O O O O, P= e O O O O O O 5w

  1. =.Ae
  • T ce ai.

d.. e 2, 4,>, 5 o,, g g$ q,, p. ,, Q vt N O CN Q% O b ce .g g m p, ,, e m gg m 3 y,, e ,m p. c. pj,, _ .c 8 D Vb (C # m C .4 o. e. c.% L"'%.C,J-w o O. N e= o fa f*% 4 C e e + e. O. +4 a= e o O, es V., 7 t#%

  • J P=

i o a.w.a s to=

  • .-o O O o O ce

,e ,e N ev N c4 m e

  1. =%

m m m .e1 e a: a:.,- ; ir% v% e. e

e m ,e e o e-e a Js ir% e s f-a

== g

==. 59 W b vb V m ed i/% C% N #4 CN

  • d t#%

e P= J .4 3 .P P 9 -e P. P= h ,e P ? r= C,= r M Pd C% t'",

    • M A 6 A NO O O

] .".b Q 1". .P= + fe. NO C 4 e e e M. C,e = - J%

e. %3

,= NO C m V g a g as C. O N ) .* o O O O ,e cee %3-0 t+ C + a O (d Q eg e e. G% M = e P. Q; O e. ,g fu C4 N m M.e .e .e: ers v% 5.3 u %e e= P= c e 0% CN 0% C O G 8 ~ ~ s c wa > S 9 .e w s. m e3 J 8"'t P= m m ed 0% P= e m.= P= O s*% %O e% aJ it% e.* On N O f"% %S %D ea

  • b
    • ** W P*

r N O P+ ev% e c%

o.b,,

3 C.A O -= (4 m its %J e= c% ra CN m P e O a ec f. C. N A= og e4 f4 Od N M d% 4"% f8% .Fe of A i#% of% it% 50 %3 %S to P* P= Q 83 O Q O .4 e'4 N. = t= = - C% A = 0 = C3, C. . = t= m % er% m .t m Q to. O m @ = 0 . = O m 6 s en g o a = ; - w's.J w ha O cw e

  • 2 w $

m C .t t#% C.s 43 C Ce C C e C-Q fd CN e a r= no

  • O no 9.3

,e 40 m u s== es 50 ,e ,e e %D. - n b a= = A O 4 e ta O 0% .o O P O os em = .O e4 o r= aJ O it' er'% O O O .J% e og P= m 4 de 6 e fa c ce ir e C 9 N Cs Q C4 C e "r O b eo e e ,o N

  • 's A

et% %b %dh t= h Gb h% hs b ,e ne ~ ~ ~ ~ n .9 3 m m e - - l e%, ,h 9,=. N. e n O r n e e n e o er%. # m o e e e o e # e n e o o e 2 k .N, 5 y=. N N P= Pa N N P= N N N N N P= N M f pa a, m c e4 m <=% ir% w %S e-P= c e c% o% O ,oe ,e ce N m u-Q r4 m's og og es s=e Z.* L s -. t se Pd m J 4r% %O to C b O F. O. c'."J. b

    • PJ of

'O >* O CN ed ad f 'S. "3..a 9 e-ce c% ~ O N u . $p 6 de e

Table 2 ..re q. q $7

  • y.r.

w a r.n -..e..; A.7a-s .-.*y q; . -- a ...a v Averare DyrarJ.c Shear Shear racter S+* * ~ s s Dep-h Strength ef T it esf ave Safety 2.5 50 21 2.38 7.5 102 63 1.62 11.5 3.h5 96 1.51 1h.0 166 116 1.h3 'A- _' h 4 1.27 s 22.5 212 ISS 1.13 27.5 239 229 1.Ch

c cv.

c:o 0.:-s L2.5 320 321 0 99 L7.5 3h7 3h2 1.02 52.5 37h 365 1.02 57.5 LCO 385 1.05 62.5 k29 L1h 1.0L 67.5 h6C h3S 1 :5 -:s i,

i. y

-c: ,e 77.5 520 k93 1.05 82.5 551 519 1.06 87.5 581 shk 1.07 92.5 611 563 1.08 97.5 6h2 591 1.09 ~ 102.5 672 613 1.10

l l ..2 l ' st. -e J ,N p=.e J.e o.e,a .m c =- - 4 m N ,e Q c 4 .c .e =* = ,e J o o e p. e*L ,e4 m m e m m =.. :n -e 5 a l O I l na ,2e \\* >* = 40 Q %3 A m% ir% er% e ers e e ers O O o C "N m a C% C O e c3 so $ 0.ece ,o ce N N N N s4 cd ?d ?4 04 -4 Q Q Q a ce 1 5 sA D,e - oe e. o.s o. o. e. p=. p. Q Q= N3 Q. A. 4% e. o. e. = .a= '.O= J ,e e e N O O 6% 4 **,* O C >= J

==. .A.e. C ,e

  • 9
  • O w% O ^ -. e

.O et e a e p a es u 3: esu - f4 ,e s a ,e ,e .4 es ,e o O C O O O O O O O O O O O J O O O O O.O O O O U %D e A W na >= tr% ce e ers e es ed O C% P= %3 .e N .4 .E3 e N c c es %D .,e c.e Q Q Q %3 W% 0 a nr% o e ce - %,3 .a $5 O C m e% s Q p e= to r= e-e a n,o a. = .g O= ,a e. a,e.a,, a,e O= ,04 ,N.. es ce. ,e O O J O O O O. cee ce= ce ,e e. . = ,e. ce. - ce m e e em O O O O O O O O O O O= ,, - ce

s. =.iea e an e

O O O O O O O O J u.r. O O te N3

  • f%

O r m m es O m e c4 c ,e O f% Q,* J e %O r e4 40 >= O O"3 .e.e Cs 04 art r= Q 4 O ed

  • N Q Q

.r O f* A m S a. a. - cQ; Q e.= e 8"e O. d6 - O %d ph .e .* c f a. 'a s. e c. ,e. ce. N. M..J 9 ~- ea O O O O O O O O O O O O O. %3: P. O. C. C%. J.4 C%. O. O O r. e en ce es a Db ,e m o e. g a > s O O O O O O O O es ce,* ** re na a h > &3.=a o < a 9* 3 q t 0"* lb m e r,i e'* ,M. m ,t*9 m.e c.m m.eM. ,m. 2 M. m,e O = m m.ee,. .e.9 m. m. =.- - - ,e m m ras m et est M m q

e.. < -

.-.- +.,= = ,e . O O O O O O O O O O O O. ce. l3 %e, O O O O O O O= ,e ce ,- = O O O O a O-o O O w U O O a6 kt3 q., - L* o O O o o o o = O O o ei O O. O. O O. O O O o o O. = N. c, f. O o O o o, . e4 C, f.. c.= e= f, o. .,e, eu N f. N N. N. c. N. N f. f. N. c. c.

f. f.

c. c. N g e g = = ; e c: e es et ta o O O O O O O O O O O O O O O O O C O O O O O O O O O. O O Ew m u, en JE

  • =

Q 9 .%e 2 -e O C% e3 *= %3 w% e m N e4 ee .C O a & c P= N3 V% or se dr* .r O t=. e. M. 6=

== ce : JE 'se. ce O O O O O O O 'J O O O O O C. O. %o. %3 %c %3 %a. No. %c. %3 go. Q. Q. wo. O. c.s o.s o.s o.s '.P.6 G.% O.s ers. e.

o. r.

e. e. r= c. t*

a=

ee .y O O O O O O O O O O O O 5b q u e4 H & W O a.# - e

t. e

,.e

    • N >= #9 53 f8%

C4 .r ed O Os >= %3 w%

  • a$ e4

,e Q c m N,= a- .A eJ tt% 'O e'".' e"I 45e. e gb

    • 6e

.i % .O, = e.s g o .,,e e e. o N A a ew a .c 3 e ca w% 'O ce os %3 e,,. a'* w -.a u O O O O ce -. .c,- %3 o .a ir. ,.s ' u. ~4.:.r m O O. N e f. - Q e., ,a r=- o -- fw o. ce,<. N f u. N fe. m e m m e a .a=.a= e=.a a + e e he u WO e a e y= e **.= t h 9 .m ce o J3** Pi

  • J tr%

96 N t#4 Ch eb

  • J er%

'3 f.% t,. 4 w%.=* *= e e e .y ,a 63

,=

.3

  • T

-4 "3 C .t N b C% 25 *= *= NO O e Q

  • 3 Q

F O e Q 3 .e t=% t} d'. 0 !4 %G O a* N %9 0 a %"D L3.* .J"e 1 6 c %3 0 o C% e G f4 ,e er% CN tt N 1

  • ?3 6 d d en d5NN h m J J J E v's JQ &

r= r-o e N ei s's Ci d e b d 5 . oJ e. e ta >9 6 %O'=.% % O'O 8"e% 40 C% ed w% O .4 Os ce O

  1. 89 s.3 ic I

m, O lh' Ir% N ,'e >= O

  • N.=e

'.'4 be 3 N @-e J "S

  • N P=

v% m es C% C O w% 9 P= CN N Ch r=1 t 6 O a 3 e b P= w% e: e eO. r .t's O. M. %3 O. t=. O M %g .P= NO. 04 N. er.nP=. o. f*i %Q 53 es v4 a. f'i V #3. es t 3 e ee fd. C N P. se h a b er b. O O= .4 e ee c4 N N ed m t"t m s=1.a .e .e w% ers ers %D %O %O P. r= r= ce a3 e b > Sie MO e e 9 e t. .e3 e3 O F E3 80 43 e$ C %D ,4 %D e4 %d.* ,e %d ,4 %D %D se e4 %3 to 3 m C or tPn O. %.3 N. 04 er.% es. P=. a.

Q N 06 Os C==

,e e a M N en .sJ C% e= Q e-O ed art .O ed er% P= es O w% O o ,5 o es i= Js O O eg ce ce N M mJ .e=.C. %.3 %D t= P-e3 04 Os O,*,* N ede

  • e3=.ee

.s e %O >= ce e M t = s re. P= M. C W w%. O. o = = f'9 3 b1 6b N. C. N tr.L 04 er%

n. er 9 e e

w% k M M M M M M M M M M 4 m tes er% O vs vs us w% ers W% vs its w% n ws ers w% n e ws m w% A ir% w% tr% e e b .N P b, P, h* > k ,b h N 9E,f5 e e P %, t' .r.=e N N m - ors c Q Q e- ,= 3 c3 o o .O O. ,e ~.e.c. a A.* L fe as 4 er% %D P. O O ,a Pd

  1. 9 J w% Q *= 63
  • 5

,3= ee. N set.e A %D p. C 04 O ce N t.'9

  • 9,s

.C4 es ce ce =e og M ee ,4 se =e fe N rw N 04 ed fe N fe i I 57.1 1 e o 4

.,.. L . -, 5 :. - - ..=- e...r-. :. : a Averare Dyr.a=ic

5. ear

.n Shear act:r c' a ~~ss Det.th Stress of ft esi ' ave Safety 2.5 -50 30 1.39 75 102 1C5 0 97 11.5 1h5 160 0.91 1h.0 166 19h C,66 n. ~. r. - e. -i.e , :e c 2... c2 2, :- 7 27.5 239 332 0.62 e.,- --O ... :. ~. v e.. 3~.5 293 593 0.59 h2.5 320 535 0.60 yt.e O. 5, ) s-s 52.5 37h 603 0.61 >i.- ,,o D =., V.C' ) ~v 62.5 h29 690 0.62 7. o 6.:.-. c'7. )- L i. n. c. .)- ,m ,s pv.t-: ed "yv TID 77.5 520 821 0.63 - 551 86h 0.6h 82.5 87.5 531 905 0.6L 92.5 611 9h6 0.65 97.5 6h2 98k 0.65 102.5 672 1021 0.66

lc o !c j e;- c c ,3, I, >; s .) c -< c' -)

! s x i o

i i l x J 3 i I Q ,q l g ~ 6 g O 1 s, = o i s l ~ J..,,a. .e. t ~- 6 ~ l l* l~ [ G o o o o wg O o ~ ~ y 6 .t - e-a e = I, .o ~ oc ra N r

4,

.e. w ,= a u u S - 3o I w o e s ~ o C ~2 d u "i l l 'g ~ =u e e l )h S Q I i w t e A. . N s i

f c

I t *, .s =

  1. e 5

s 3 p 4 9 l't j b i. l 1 A I 3 l;t, )- 4 th .? w r. ~ i i "-_a j,, g 2 A. Y e n y w v v y b

i 4

e s p, i. s %s

s..

s -c 0 t h-a < q v$ q s y 4 S' ! j .e s u u 1 -'q

w

.,4, I x t l og r sG 3, 4 d:: l Sl b. t s'.y $e d,u i i = .a .,o 3 9 9v 4 12 S 4 .y ~y s .] 4 q N k 'i dl i N t i 4 4' g '4 .3 e .C N \\ 4 4 N- .! N' .s t v's y 4 %, SC % y w.. s 9 s ch i tw i et ~ J e6 ).v 6~ 14 w aif'y 4< M j 4 .h A { [ g S d' '.? 4 6 G g G q e e s .o I' T 8 W 0 t I' N '.4 s se e e a

  • 1 H

C M \\ (. ,\\ U n M .a 2' f .( n. lQ N N,> .a; y .i ? i e p N u,3 h, l I E 3 3 4 A I 4 2 9 N I 'l

  • i*

s s s s .g s s .- y a q s., t, 3 g h E 1 0

  • . w /.r*

r. o 4 e en

1. s
2. m.

2* 'J ag -Q L 4 4 4 A 3 O '.?. C .a O O w.7... J 4 0a p... e..

  • A..e

.,... ) 7. ,- r.., =. _. .w g, . tv: O O

C., v...a

-s I a.,* 1 ,,.e' ..v..,- (.,...~.O J,.,e r =.: Cn..L:e,. 3 n.. 6 O ,,,w.: ..w w.. e r, -- -6 O d 3C3:'*G 3-3 i t-C. AOO o 4 -0 4 2 Oa o o c n -. ~..r. : f ?. ' m v w ..~c s. s-s O a d c, -w ...a 0 e A 9.. ~ A O e s. 5 O co OA 2 O H. A O O a O 4 2 -..e, 6 o O.., m O O 210+ O O 200+ 3 O O D t 120 O O 118 r 6O O 116 ..s' 6O O 3o1 ' E. . s.. l' 0 4

r ~

= 1 Fip: e 2. 31:

.;..tc ?: esented as a Fu.:tice Of Cepth r

F ? h I k T 4 \\

b 1' -..V. r...0..*.,' [ y-* 'l O a \\. a. e m. W /m wG "a O 990 i'

  • cs 3

i o bO U O O n.v. - 6.v . : A 20 0 0 '.I at m O rm Q *.* e %eg en be .......a.4-; 40 O m, O k e20 - o Ia C o 7 2 e Y_a. t: .? -q o 4, 1 1: O .-f. ..,3 O

s

.n b.

  • e I

e 120 O O e ma i %):..~. r * }. .~?,,, a.. 3 4 ' ~. av -. o %. M .',a..s-. n. "a,.,,

  • ..a.

.1 - n w a 4 f 3 I t I i

r,? m._.:...:s r", 0 7 7 0. 0.". :.. r. / - ?..? ' V s... / e O 1 e . m. . ee .a ~. s e e. no* ed ew h h h 0 h I

  • n v7 l

e t. 20

  • mm.

D S 3 use a t si a dd 4 4 e S, *.J .e e %a5 . w' s rm M_ ,n w I WW g 3 A a 4 e

  • 4 sus l-m.

e C0 t o, 0 ..- ?.ee ? 7".I. YO. 7 .s e.. ew & 4 h 110 9 f. e e 1c0 A b a. 7 4. c-*.*.*. a h. Q.co.*%.. 1o=

0., 5 a.,.. ".......

N.. * * -~.-.s a.. -a t e 9

0.6 -*. cominc 5. OtrTH - 0.5 FT., Att Allvt c(Ns tIV - )$% 111 8 40RINc 5. otriH - 8.5 f t.. Attativt on sitY - tor-&st o a coanc 5. ctrtH 30.5 f t.. attAtivt etutir - jo::.J:x 0.5 o coan.c 3. certa. 3a.s n., attArnt scusity - 3a:t.ssx N. \\ 0,b ,112 104 -o-m,e \\ t) LN O -2 A N 0.3 Il 4 \\ n 4-->- ti N i x 0.2 N D n--e yn N 0-+ Yd 102 l>CF 0.1 f f I l___ l. L_.Ll_L I I I I i I'f I I i _ l_Lt_.1. t o 1 10 100 J u.o inJMimit OF CYCL.UU IWQtillWD TO CAIISE I.lQlll&ACTI0ti. N Fig.nre S. Cyclic Glient ::t renr.Lli Verr.ua_Iliuul cr o r Cycl e:. l.o I.lquefaction linue(I on 11:nne: and floore I.nliorn t.ory lintn, o " 1000 1.a r

O ~ E a s y., u C; + J n = o-w.- . :< n o s ~* N.N v o m 0 .s. e l 2mm 4 o C k O_, ww ww w m.: e,s.a w.a w C e wee oo ww wwww O > > - = = - - w e. g 4% b ** 4., 4 a d 4 s a.e,, w o wwse n w as C y w n-p C o.,g: & m e. o e. M o g m aa - m o seea M H O r----- wC ma 2 e., s a. a. g www. ocou 0 o id 'm k Nc ouoo ,w .=.4. 2. 4 gy <<=< e Q. 1 .o n. o o. o o ,-QO a c M .0043 = o m O. e 2. 'J c -4 g Io o ~ E tI n n n o ~ li O l3 3" o o w n o n a / EU L 1 U '3 .o., m a 1 C C a +,b ~/ s o a 7. -v .2 k c ,a u .3 44 -=q o 4 .= a auo O O o = mx Huc xU=c 1 I i I A m r4 m. n. s. tn. N. o O o o o o o o a2C 0 -og cP, CI*.Yd SST!.'.S J e

e =.- = C e 2 a c o e o = u o O C .2 a c: e; a = x o q u A o u n o H s ~ A O O E c C n e, o c cn -'4 o o p R 0, .a c. c e c? = .= I C A .a 9-0 C = 5 ? = 00

  • O

.e u_ r C L o .= C x L; = C

=

o s e a o e= x g = i. A P=a x c a 2 c. -a = x c c c = = g = O a N = a e

z. -

= .J -= c= in e-

a <

c 4 C:- o O e-O- o e

-. m o

e; e M L o o = H H

=.

t i f e 00Ci 000'E 000'8 000'I O ( se : ) .4. .., =__o-a~. -.r. ~ o w.T.'s~2..n *. L"~L D w'C.J'il'C ~ 0 O. A ~R ~ - ' - - * -

f. \\ l .se = \\ 3.f. ..- a (. \\ e or. .~ U.4 U.C V.4 . i e a ..J e . 1 4 i d/ e4 O e< 0 e e e e-p pm I e r., -a 3 ,. 3 AWM dw m .t. .c,. ./

se e

/S y e-.= -/ =4 ...J..<* .*e e* ~ g, W } Y . w.s J T..7 e"e 'e D.6%eu 7fD 8 *M7 g .z. .r fo. -/- g.. -....v.___ ~ ,8 r ./..., p. a o ~ n [ 9 _.e g.'t

  • TO i*

y .. T

  • /' /..
  • /. #

"f' r. e' A j'. .?,* ^, y..'..- r n ?. ~ .e_, - s 2,. d .')... ( l..o. .. ' _/ e d%e 'A s p . Ap. 9 ~ O a g P 9q y e.y ,a G w .I P... e a o ..e suena e7 n...,. 1 .s J mim 8 e e 3m0 f f f f I c 7 e. ;=en w g S. d

d. 5. d.*...
7. q,9 e Y.* g m.e Q * *.

g g. e..e. f e.e** 3. g i C. 3..* g g. g y......qg ) ep a. ..s r

t l U /r 'l / A~ b K w/ i C S ( A. lu ( t C 4 ( / ~. L L A u A~ / i _1 L. 3j'I SG C i. 4 9 8. l ( A m )4 / t N e e f li

  1. /

IL

  • l o

i 4 O t g+ n A A it S ~ 1 I ) ". b'. /- ' 4 D A t n 4 g Y 6 \\ o r t,s 9 n3 e. sY/ 1 ) N 7 s ( 3 A 9 t E S ( r A \\ A 1 G 0 &g / c n t A 11 n 5

  • a

( e E C C 1 r L 1 A 0 K e&/ L 4 I A A n i n N uO y / T F V e t A 0 i On4 y t , At n 4 n oY l t t i w n u L ar Y . A n) r I M r, l b / A V. I F 1 t F i e A c O p n c O M C u n e ,f a ,io ,i >. 1 e r a A e lr e L' 1 *. l e 1 i tu. re i H n / i e r, r Kl ,n !/ I f 1 en i i i,' / ;<' 3 2 k(n / u / iq l. / t rn i b 1 }, E y u i j l -l/ y-o n a e cu / - le L l ' a,, g n i o 'f l. t t t l / le l t a Ms 9 s e o -n ir, + r i g g 1 g 0 1 6 s 4 M

t i i i i i i 40 - o A,1 Mecn +1 Stendcrd x g Cevictic.n p SS-I to 0 i to .l d 30 t 1 i O r .m _C)

m.. e a n

_ax-a u u 20 es .o C w i az C o o Maca -1 Star.dcrd o O ? 10 - - - - - - - - - - - - -r - Dezictica =

  • O O

s C~ .O O v w-g< O o O g 40 o 09 0, c O i I I I I 5 6 7 8 9 Earthquake Magnituae Fir;re 10. Iquitalent ::=Jcs s of I:n:.fc= Stress Cycles Essed en Strengest Oc penents :: C-round Ib-icn

o rs, ;;. O. l c s b e r i: Ltque f::h:n; c!re:s rot : :::cd on ethmeted c: :1 rch:n O ' ;cf::!.:3, s'ress :!.: :: sed on ;o:: c::e'creti:n ::!c N::i:ve(c:fon, stress r:!:: ::sse en este::M :::c'erch:n O N: :;uafc:f;cn; stress r:!c Ocsac :*i ;:cd ec:e er:t.cri d:f: r C,. 1 i i [ t i i i o ,4 ~ Lcwer Ocund for sites - r o wher: L;uetectcn occurrcd o' o o = 90.4 I I s P 5 / 8-o o = u 3 u s e =. O. 3,'-- / 3 CO / e, o I, / 5 t-O J u g -o t o 9 o 0.2 o o C O e v h.O .. a e O 6, a c:f ' & ;g E: f ?, mdi' r l. ~ O ''''I I'''''''''I''I' I O I . 10 20 30 40 i Nj - bicws per f:ot } Fir 2re 11. Correlation 3et een Stress ?.atic Caasing Liq;efaction in the Field and Fenetratica F.esistance of Sand

Cn 0 0.2 0.4 0.6 0.8 1.0 f.2 lA I5 0 1 I i i i i I 2 s C' 67 b '(,1 9 '3 o a. .-x i o 4 m O t7 D = 40 to 60% x g r %c. -o C O Dr = 6 0 to 80 % u wa= 6- -a> O o O o ta P 9 I I I I I I 10 Fi. pre ' 2. F.e::= ended Cur res f:r Ce:e:--inati:n cf 2.. Iss ei en.srer es f:r.T3 Tests 'After ?;ference 3

f. J * *p r., ,~ f ng;,, .nt ; b - b dra:: Ltquefc:ticn; Stress rot'o teseJ cn estimc tet! c:celercf ten G Lquef::,t.cn, stress ratio : sed on ;;cd c::e!c.clien d:fo ?!o li:vef ection; stress retro 20 sed en esfu eted cc: ele ori:3 a O t o ;;cuercetion; stress rer:0 ecsed on sced c::e ereten deto z QS 1 e i i i l i ,/ o o Lower beend for sites - ,e v, hero !:quefc:tcn occurred e' m 1 0.4 ,/ ~ ~ e H o g ,/ i' u e .:, 0 3.- ? e a . O ? ,s e 5 v 9 g .-720.2 3 a o ~ v 0

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t-a o i o u O ho 01 --r' s o { I r ''I',, I,...t...,1,,,,f,.. 1,,,, 0 O 10 20 30 40 N - bicws per f:ct Firre 13. Correlatien Bet een Stress Ratio causing Liquercatien in the Field and Fenetratien Resistance of Sa.d

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A.4.ao.*..s. .= e. 4 %..'. ..., e n.n,- a w .3 A. ..s .. b. a d.' .. y y.. a. g ... t.., a yeaa. ..g.- v 60 .. .. ' '.sa c ' 1 a'.a. a_' -".,y.-. ...._'A ec~.".- -... '.S..'.=' _'a...3..., -w . as shewn en.71gc e A1., the pile veuld buckle under its static lead alene. 9 n

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,R T s'4: \\ -{ ....-3,1' N ' x.'.s N.6 %,s.- s '4's e-A - -. {. D L.eu. ~ (. -e.. u ~s. e e sm ) y. g, al.. r00 l .,q., . ', QP.* r. s. --= t =~ a 3AL; P w' =. \\ .! c. *, - \\ U \\ .=: Q \\ \\ 2 5 r, A -) q ~1 ~ e zu r 2. s.. n Ca. :. ,y ~ ,,_c-- = i f.,.I, -s 2 y v u r- ~ + E a .Cv c0 21, - n O cn0 us. , :.-..u_n, L,...,,. .2 .. u ar Figre A1. Buckling Resistance Versus Lenr.h,.? Unsu;; rte:1 Zone}}

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