ML20211P707

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Rev 1 to Stability Analyses of Canister Transfer Building Supported on Mat Foundation
ML20211P707
Person / Time
Site: 07200022
Issue date: 09/03/1999
From: Aloysius D, Boakye S, Chang T
STONE & WEBSTER ENGINEERING CORP.
To:
Shared Package
ML20211P637 List:
References
13, 13-R01, NUDOCS 9909140080
Download: ML20211P707 (64)
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STONE & WEBSTER ENGINEERING CORPORATION 3oio.3 CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A TABLE OF CONTENTS TITLE PAGE.. ..1 .2 TABLE OF CONTENTS.. ) RECORD OF REVISIONS. ..2-1 OBJECTIVE. .3 ASSUMPTIONS / DATA.. .3 GEOTECHNICAL PROPERTIES. .5 METHOD OF ANALYSIS.. ..6 FOOTING PLAN...... ..... 8 LOADINGS.. ........9 REVISED LOADINGS. .. 9-1, 9-2 DYNAMIC STRENGTH OF SOILS.. .9-3 SEISMIC SLIDING RESISTANCE ANALYSIS: MAT FOUNDATION.. .9-5 EVALUATION OF SLIDING ON DEEP SLIP SURFACE.... ... 9-8 to 9-12 BEARING CAPACITY ANALYSIS.. ...10 Effective Stress Analysis.. .10 Total Stress Analysis., ......18 BEARING CAPACITY ANALYSIS WITH FACTORED SEISMIC LOADINGS... .. 23 BEARING CAPACITY ANALYSIS - LAYERED SOIL.. ... 31

SUMMARY

OF ANALYSIS. ..... 34 BEARING CAPACITY ANALYSIS WITH REVISED SEISMIC LOADINGS.. . 34-1 to 34-9 CONCLUSIONS. ...... 35, 35-1 REFERENCES........... . 36, 36-1 FIGU RES................. .... pp. 37-40

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET so,.. CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A RECORD OF REVISIONS 1 REVISION 0 Original Issue REVISION 1 Page count increased from 37 to 63. Revised seismic loadings (p. 9-1) Added section on dynamic strength of soils (p. 9-3) Added section on seismic sliding resistance of the mat foundation (p. 9-5) Added section on evaluation of sliding on a deep slip surface (p. 9-8) Updated bearing capacity analysis using revised seismic loadings (p. 34-1) Added additional loading combination: static + 40% seismic uplift + 100% in x (N-S) direction + 40% in z (E-W) direction Added additional references (p. 36-1) NOTE: SYaoakye prepared /DLAloysius reviewed pp. 9-8 through 9-12. Remaining pages prepared by DLAloysius and reviewed by SYBoakyo. l ) i

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STONE & WEBSTER ENGINEERING CORPORATION soio.2 CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A Revised Loadinas ( Mat size analyzed: 165 feet x 265 feet (B x L) I Fvs (vertical static): 72,988 K Fvd (vertical dynamic): 57,139 K Fhz (dynamic, z-direction): 67,572 K Fhx (dynamic, x-direction): 62,040 K Mx (overturning due to Fhz): 2,032,262 K j Mz (ovenurning due to Fhx): 1,638,860 Note: loads are at bottom of foundation mat; obtained from Calc. No. 05996.02-SC-05 (rev.1). Calculation of Overturnina Mx = Eg. [(EL difference)(mass x)(Az)(32.2)] Mz = Eyni. ((EL difference)(mass z)(Ax)(32.2)] The foundation loadings are summarized in Table I. ~ i

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1 STONE & WEDSTER ENGINEERING CoRPORATIOM CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A Dynamic Strength of Soils l it has been recognized in the past that the strength of soil increases as the rate of loading increases (Schimming et al,1966). For example, Casagrande and Shannon (1948) conducted soil dynamics investigations in 1948 with research efforts directed at finding the effects of rate of loading on soils common to the Panama Canal zone, i.e., clays, muck, shales, and dense dry sand. A " strain-rate" effect, defined as the ratio of maximum dynamic strength to the I maximum static strength, was observed in all s:>ila tested, except for the dry sand. For a type clay that was tested (Cambridge Clay, Cambridge, Mass.), the results showed that the strength of the material at a rapid rate of loading (0.02 sec) was approximately 1.9 times greater than the measured strength at a slow rate of loading (465 sec). This is illustrated in Figure 2. Schimming et al (1966) studied the effects of loading rate on the strength of various soil types and defined the " apparent cohesion (c.)" ratio to compare the dynamic and static failure envelopes of soil. Two different strain rate strength tests were used in the study. For " dynamic" tests, the maximum shear force in soil specimens was attained within a period of 1 to 5 milliseconds after imposition of the initial force. Conversely, for " rapid static" tests, times to I failure ranged from 30 seconds to nearly 50 seconds. l The c, ratio is defined as: c, = c (dynamic) + c (rapid static) Strength and index properties of the silty clay at the site are very similar to a soil studied by Schimming et al (i.e., Jordan Buff Clay, a kaolinite), which was found to have c, ratios ranging l l from approximately 1.8 to 2.0 (refer to Figure 3). Average values for both soils are summarized l below: l Site silty clay Jordan Buff Clay l Dry density (pcf) 65 os) 86 m l Water content (%) 39om 32 m i l Liquid limit (LL) 5 1 (42) 54 m l Plastic limit (PL) 2 9 (42) 26 m Plasticity index (PI) 21 92) 28 m Cohesion (psf) 1,100 m 1,124 m Note: numbers in parentheses above indicate number of analyses. Direct shear tests were performed on samples of the silty clay obtained in the Canister Transfer Building area from Elevation 4468.4 te 4469.4, which is near the bottom of the foundation mat (Elevation 4469.0). The tests indicate that the average cohesion of these soils is 1.10 ksf. The rate of loading used in these tests is slower than the " rapid static" tests performed by Schimming et al (1966). The rate of loading due to the design earthquake approximates those used for the dynamic tests performed by Schimming et al. To estimate the cohesion that will

STONE & WEBSTER ENGINEERING CORPORATION go,... CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A be available to resist these dynamic forces, the cohesion measured in the direct shear tests are multiplied by an estimated c, ratio, which Schimming et al indicated varied between 1.8 and 2.1 for similar soils. Therefore, the cohesion available to resist forces caused by the design earthquake should be at least 1.5 to 2 times those measured in the direct shear tests. Stone & Webster (1995) used a similar approach for a geotechnical investigation at the Sequoyah Nuclear Power Plant, Units 1 and 2 (operated by the Tennessee Valley Authority). Subsequent analyses of resistance to sliding due to dynamic forces from the design earthquake are performed using a value of cohesion that is conservatively specified as: 1.1C ksf x 1.5 (c,) = 1.65 ksf 1

STONE & WEBSTER ENGINEERING CoRPoRAVloN so,o o. CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A Seismic Sliding Resistance Analysis: Mat Foundation The sliding stability of the CTB was evaluated using the derived foundation loadings, as referred to above. A dynamic cohesion of 1.65 ksf was used for determining resisting forces for a number of earthquake loading combinations. The data, along with calculated factors of safety (FS), are summarized in Table 2 For all load combinations examined, the factors of safety were > 1.1, which is a minimum value that is considered to be " safe" against sliding. For comparison of results, the lower, " rapid static" cohesion of 1.10 ksf was also used for determining resisting forces and calculating factors of safety. The data and calculated factors of safety (FS) are summarized in Table 3 The results show that two out of the six conditions examined fall below a factor of safety of 1.1. The various forces and factors of safety, as listeJ in Tables 2. and 3, were calculated as follows: N (normal force) = Fv 3.c3 + Fv,3 c cc T (the tangential or resisting force) = Ntan$ + (BLc)

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l r

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7. _ 9 8 D

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STONE & WEBSTER ENGINEERING CORPORATION saio.2 CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A Evaluation of Silding on Deep Slip Surface Adequate factors of safety against sliding have been obtained under the maximum components of earthquake motion. The shearing resistance has come from the undrained shear strength of the clayey silt / silty clay layer which is not much affected by upward acting earthquake loads. A silty sand / sandy silt layer underlies the clayey layer at a depth of about 10 ft. The shearing resistance of this layer is directly related to the normal stress if cementation effects are ignored. Earthquake motions resulting in upward forces reduce the normal stress and the shearing resistance. Factors of safety against sliding in such materials can be low if the maximum components of the ground motion are combined. The effects of such motions are best evaluated by examining the displacements the structure will undergo. Newmark's method (Newmark,1965) is used to estimate the displacement of the Canister Transfer Building assuming the building was founded on the sand layer. For motion to occur on a slip surface in the sand layer the slip surface must pass through the overlying clay layer. The simplification therefore results in some conservatism. Estimation of Horizontal Disolacement usina Newmark's Method

1. Maximum Ground Motions The maximum ground accelerations and velocities at the Canister Transfer Building are as follows (S&W Calc. # 05990.02-SC-5, Rev.1, p. 37):

North-South Vertical East-West Acceleration 0.8059 0.720g 0.7699 Velocity 21.7 in/sec 19.8 in/sec

2. Load Combinations The displacement estimate is made with the maximum earthquake ground motions in the vertical, north-south (N-S), and east-west (E-W) directions using the allowable combination factors of 100% maximum motion in one direction combined with 40% of the maximum motions in the other two directions. The following ground motions result from the three possible combinations.

Load Combination 1: 100% Vertical, 40% N-S,40% E-W (Load #1) Load Combination 2: 40% Vertical,100% N-S,40% E-W (Load #2) Load Combination 3: 40% Vertical, 40% N-S,100% E-W (Load #3) 1

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET 33,.. CALCULATION IDENTIFICATION NUMBER PAGE9~9 J.O. O R W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A

3. Ground Motions for Analysis Load #

North-South Vertical East-West Accel Velocity Accel Accel Velocity 1 0.322g 8.68 in/sec 0.720g 0.308g 7.92 in/sec 2 0.805g 21.7 in/sec 0.288g 0.308g 7.92 in/sec 3 0.322g 8.68 in/sec 0.288g 0.769g 19.8 in/sec

4. Determination of N l

n F,g, Nw y F. T = tArea Newmark defines N(W) as the steady force applied at the center of gravity of the sliding mass in the direction which the force can have its lowest value to just overcome the stabilizing forces and keep the mass moving. For a block sliding on a horizontal surface, N(W) = T Where T is the shearing resistance of the block on the sliding surface Shearing resistance, T = T x Area t = o tan $ n where o = Normal Stress n & = Friction angle of sand layer o = (Net Vertical Force)/ Area n = (F,- F,ct,x3)/ Area c. T = (F,- F,<c ) tan $ N(W) = T t. N = [(F,- F,<c ) tan 4]/W

sVoNE & WEBSTER ENetNEERING CORPORATioM CALCULATION SHEET go, g. CALCULATION IDENTIFICATION NUMBER J O. OR W O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A LOAD COMBINATION 1 Static Vertical Force, F, = W = 72,988 kips (S&W Calc. # 05996.02-SC-5, Rev.1, p. 37) Earthquake Vertical Force, F,<t,x3 = 57,139 kips (S&W Calc. # 05996.02-SC-5, Rev.1, p. 37) & = 35* N = [(72988-57139) tan 35}/72988 N = 0.152 2 2 Resultant Acceleration in horizontal direction, A = (0.322 + 0.308 )os = 0.446 Resultant Velocity in horizontal direction, V = (8.682 + 7.92 )e s 2 = 11.75 in/sec N/A = 0.152/0.446 = 0.34 Maximum relative displacement of building relative to the ground, u, from Newmark m j (Newmark,1965) is u = (V2 (1-N/A)]/(2gN) whara 9 s in inches /sec i 2 m = 11.75 (1 - 0.34 )/(2 x 386.4 x 0.152) = 0.8" The above expression for the relative displacement is an upper bound for all the data points for N/A less than 0.15 and greater than 0.5 (Newmark,1965: Standard displacement for normalized earthquakes, symmetrical resistance. Refer to Figure 4.) Within the range of 0.15 to 0.5 the following expression gives an upper bound for all data. u = V2 /(2gN) Substituting the relevant parameters for load case 1 u, = 11.752 (2 x 386.4 x 0.152) / = 1.2" Therefore maximum relative displacement ranges from 0.8" to 1.2" l l

i STONE & WEBSTER ENGINEERING CORPORATION ,o,... CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A l LOAD COMBINATION 2 Static Vertical Force, F, = W = 72,988 kips i Earthquake Vertical Force, F,ce,y = 57,139 kips x 0.40 = 22,855 kips $ = 35 N = [(72988-22855) tan 35]/72988 N = 0.48 Resultant Acceleration in horizontal direction, A = ( 0.805 + 0.3082)os 2 = 0.862 Resultant Velocity in h rizontal direction, V = ( 21.7 + 7.92 )os 2 2 = 23.1 in/sec N/A = 0.48/0.862 1 = 0.558 Maximum relative displacement of building relative to the ground, u, from Newmark m (Newmark,1965) is 1 u = [V2 (1-N/A)]/(2gN) m 2 = 23.1 (1 - 0.558 )/(2 x 386.4 x 0.48) i = 0.6" i LOAD COMBINATION 3 Static Vertical Force, F, = W = 72,988 kips Earthquake Vertical Force, F,(c,x, = 57,139 kips x 0.40 = 22,855 kips & = 35 { N = [(72988-22855) tan 35]/72988 N = 0.48 l l ]

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET s o,... CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A 2 Resultant Acceleration in horizontal direction, A = ( 0.322 + 0.7692)u = 0.834 2 2 Resultant Velocity in horizontal direction, V = ( 8.68 + 19.8 )u = 21.6 in/sec N/A = 0.48/0.834 = 0.576 Maximum relative displacement of building relative to the ground, u, from Newmark m (Newmark,1965) is u, = [V2 (1-N/A)]/(2gN) = 21.6 (1 - 0.576 )/(2 x 386.4 x 0.48) = 0.5" Summary LOAD COMBINATION DISPLACEMENT 1.100% Vertical, 40% N-S, 40% E-W 0.8 to 1.2 inches

2. 40% Vertical,100% N-S, 40% E-W 0.6 inches
3. 40% Vertical, 40% N-S,100% E-W 0.5 inches The estimated relative displacement of the Canister Transfer Building ranges from 0.5 inches j

to 1.2 inches. The higher displacement corresponds to the load combination with the maximum upward earthquake force used to reduce the normal stress and hence the shearing resistance of the sand layer. The sand layer is of limited extent and for sliding to occur a sliding surface must be developed in the clayey layer where the shearing resistance is unlikely to be reduced during the earthquake loading. Further, for the building to slide a surface of sliding must be established between the horizontal sliding surface in the sand layer and the overlying clayey layer. The contribution of this surface of sliding to the dynamic resistance to sliding motion is ignored in the simplified model used to estimate the relative displacement. The procedure used to estimate relative displacements has several measures of conservatism and the estimated displacements are most likely to represent upper bound values.

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET &o CALCULATION IDENTIFICATION NUMBER J.O. O R W.0, NO. DIVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE ID os % (, o'2. Grc) 13 . w w s<ms wsis - r+ue suuee tu % i Lone in a-oNW BEARING CAPACITY ANALYSIS Lo w Cast L srA-n c-4

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STONE & WEBSTER ENGINEE7; LNG CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION O GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE os n o s. o7. G-(4 \\3 i von. bc/3,,s/ ci 3 /(+ 7 c4,1+ 2ba 4 6 6;wbf.Dg/ {Twsio,2,tasOneoj] 3 i+ 2.4cm so [i-s:oof s s.ot W7 3m (wLt v.2., cas694] A I d c., dg 6 d0/pg,4 a4 'o i g .,_ e + tox 5 MS4 5 \\tbipoi xl + g ysoWVhis G7yo.71xist sm +,m o, ,2 - m g., v, m g r z,, s o a es c-a z. z, n s e (1 18 it to Il it 25 to 2S 26 27 IS 39 30 31 32 35 34 35 36 37 30 39 40 k % 'o Y' S

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( STONE C CEBSTER ENGINEERING CORP 0H ATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J. O. O R W.O. NO. DIVISION & GROUP CALCUL ATlON NO. OPTIONAL TASK CODE PAGE Il ose96. o2-6- (c) 13 1 2 3 Wo Casr X. so n c. iT)% ac_ uoenemra l l p 7s,ooo F- ,%e i,ss 2., coo rf5t95, k 1,711, 4 2 5 FT-V T g-_ \\,sS2, coo /7 smo. 2.s. o6' { u_gs., t ',p.,' Re Wren

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STONE & WEBSTER ENGINEERING COMPOR ATION CALCULATION SHEET C ALCUL ATION IDENTIFICATION NUMBER h J.O. O R W.O. NO. OlVISION G GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE o s-n s ca. arc) G hop / ,O'O f Q=0+ soxs * \\S. A r i w x t on x o M + o ww tw = 6 7 (0c 2.94r $ 95 9 o(L 2 $f Y-5F 3\\Dh[g.\\ g 10 16 12 13 14 15 16 ir 18 19 20 tt 22 23 24 2S 26 27 28 29 30 38 32 33 34 35 36 37 38 39 40 [ \\el F5-(WE#.) To DMFC M M E. knoto6W 3 M4 M\\C SeAcacG CMAc tT3 43 de 45 46

STONE B WEBSTER ENGINEE RING CORPOR ATION CALCULAT!ON SHEET CALCUL ATION IDENTIFICATION NUMBER J. O. O R W.O. NO. DIVISION D GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE osm a.e z. cr c Q \\3 i 2 Leen cess g-STA h C. s 1MW AtM C. QPLif f; ADO D pA461\\ C hioki-oN(U S ~ Fus 7s.ooo e Fo. - 372s'2. wits = & = \\,%M,ooo N-V. k- \\, 7 n, 49,G" s bc 75, coo 37,2.4 2. W '#.>7, 719 f- = Q a. \\ 982, o00 l %],*]\\ 8 > $ 1

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STON:" & Y!EBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCUL ATION IDENTIFICATION NUMBER IY I J. O. O R W.O. NO. DIVISION D GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE O G 9 9 6. a 2. ce(c-) \\3 Que{ ~ O 4 @FS Y d'k 7 IO M'n toon + o l12 3 f5 F S' 1030 psf ). o s c s r-NM j,\\ 3 Ks s 8 9 to il 12 IS I4 I j ' IS 16 !? ) iS 19 to 21 22 23 24 25 to 27 28 30 36 3: 33 34 35 34 37 38 39 40 el 42 43 44 45 46

STONE & CEBSTER ENGINEERING CORPOh AiiCM CALCULATION SHEET CALCUL ATION IDENTIFICATION NUMBER lb J. O. O R W.O. N O. DIVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE os eq 6. oz. G-CO t3 hp 6itr5E. ;g 8 5 s tutu-, ww c__ N eew +<-.. me hu c. W oci e ure _. 1:vs 75,oco E 372.s C y:- Ke k, N,000 f N, hgs kp70,k3Y @ T - N-e ~/Tl'XO & %Y4 9 =- \\ \\ $., 0S2 f. s .c 6= ) #v 1,1%,47T/pe,ttC.= 15,2.' e I' S E'1'## /' "*' ' * =~ #- I 6' * '

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STONE & CEBSTER ENGINEERING CORPOR Arl0N CALCULATION SHEET g FW # ) e so,o CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION O GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE I7 o s% 4,o2. a-ccd 13 dcqu46 I duotoMitE bu A Et U ?- f ess tt f4

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STONE & CEBSTER ENGINEERING CORPORATION CALCULATION SHEET g f k* # rso,e n CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION 0 GROUP CALCUL ATlON NO. OPTIONAL TASK CODE PAGE I 9 oseq 6 02. G/G 13 ~ i 2 N1 NATl/ D \\K1At%tC. 001h MT U 7s, mo t-1, esc,c00 FT - M, 1,'71),4 g 6 pt-vtPs. 2 d 3 b' O (. '2 7 'bS ra'. %.s er L' 2a

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STONE & Y,fEBSTER ENGINEERING CORPORATION CALCULATION SHEET g 89 0 r.wo s CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION O GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE I C> Q S 01')G. 0 2-G-(c') l3 t LohoCetr E STA DC.,D4 N & m te-UPL-tcT,ANo b p p i c. h o R t t o u f 4 L 6 ,som N, b =. -37,2s2. ug \\, ~10, 48 5 rtpidr y - ),FE7,ooo p%L ,sooo - vz t s2. _ 'n,7sa um 41 3,, E 4r 4. rr o u-f&. I& on cm, g, le '19 - 4} 2.' L' - ig4 2s-1 '8 i. e' /t.' o,u 16 H 10 k\\ 3=0, ktc. = T'\\t =. 1 1+ (h') 6 1-1.o 5 v ao s-g ( sg, i + o.u x,g - ='

1. or s,

FoA h /gi /-. I > se 1o Mc. 10 b 7'! s 5 . Ec. = [_ \\ - E/q [ t-5 7 \\/,[. o.13 g =. y unxswu.osp. oars + u wn.ov.om.sw.a m 4 -t 2 i s% em >4 35 i !' \\,{ s k4 Sk 8 Ob 3 39 j 40 el et 43 44 4S 46

STONE & V/EBST ER ENGINEE RING CORPOH ATIO N CALCULATION SHEET A 5010 P4 CALCULATION IDENTIFICATION NUMBER J. O. O R W.0. N O. DIVISION 0 GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE 1! o sq<> 6 - o?- 6-(c ) 13 i Cw [ O wfv, tw-c &ce<, 4uc lumuc. &cibimL. 4 7 N/$ - )T@o b D,; f hy- - \\, sstwo FT v-Me, if7tiAss efx 7som -e we.u- = ta,su e io

  • $h W 1

I %= lb' S , # t, = 15 1 gc, 8. m> c 2 n s' wio. o-Mg, \\. 0 9-o, % = s.t n 16 3 \\S Q) d h* O i. v O' b h 5 \\* Y $c : \\h G a w u ei 23 ),d, 63- \\*O 26 ~~ % L.. o-wi,3.(s-zgf.o.as 38 TwW h

  • Yb I'f Y \\*O jf. 0*h V bob bI'Ofb'OYI'Ob g

s,ir m, aios ese 4 SS 30 blo@ l e { ',, SSY3 b d b* b NY g N5T GIog - 5744 e = ~708 f S F 5' MCT 5705 /1,1 _ s\\s% fw 4

  • 5 '2.

W, 44 45 46

STONE & CEBSTER ENGIMEERING CORPORATION CALCULATION SHEET (F # A seio as CALCULATION IDENTIFICATION NUMBER J. O. O R W.O. N O. DIVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE W% b > O7-. W C) \\3 sorm Acn on Actue c oueste Grec,siG Recsuerf Luecelueo L4m o s] 4 s. u>e cm z. - t-,ow N b rute 0 V.- g.O 8 i< 8 G k sf d'

4. b Scv 2

c 10 l1 It 2-D E b IA Ilb I d4lOMIAT 3t)f\\fM MC-O 15 l (g,,,

3 3% gsr 4 3 c\\ wsf

}g Seate 01c-5 18 19 to 3 bt40 F b

  • Mail c wmmw O L4 M s lywewic MeditoNR ES hOk USE l* OON O

Tg.{ c klo Goob. 27 28 29 M' Iro E 3. 9At\\L,1y W tC Wl6R bMkfCSied %m c. O o1LrkS Q 3: 53

  • O Y

Y' NY TQ W s dieua O'K-j 35 37 38 39 40 M AIf" g pp,m k, (-l or c4cc, 40 de 43 DAr-T pg # h6S \\ %,l #, LO, 7.) 0F CALC-L 46

STONE e. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. OlVISION & GROUP CALCUL ATlON NO. OPTIONAL TASK CODE PAGE o sm c. o7-c-cc) \\) [ BEARING CAPACITY ANALYSIS WITH FACTORED SEISMIC LOADINGS u. c,-<. uo u n,a ,wm ~ w-Lopna m1 C-C+M OifIChis Q4-Tuost Chscs %n ( sn&*D 5 A 1.s. er Les.s -tung 11 loc, 3penc-Lemo C.- }n owe Tse,cfroa is cere m a 7 ws a 4o% 3ssec. tu we ofus e. e % cec tious - 10 M Eg MA bc. Le 4g 33JM) G }y "e-dik[ lot, + 4cy, k a m e \\a s 2sec1wo 'c mw+ b &O Cas NA.,([00 % h 4 h u-VPttFT + 40*/l yAMic. l4 6 - m,uc w 4oy,2:g w x-w qio~ 16 AD WNb

  • SfATE +

40 o hWM)G M9 LIFT kM6AD Dalb l00 I typema. 41ocia9%t-1M s-bcectiou,4o"/ la V-Dirlfcflou. i, bMCTILIE. O Dhbf tlFO M4L% sis v = vs.eo , 4 o m.ooo m s w e 1, s as & = OeM[ b 7lI NI f 6gA.5 % F1 V-- 2 8' I"43 58, 7. Ar 1 V-at O* bO f G],^IAA: 1lb, O \\ Y- = gg 30 'I ~ s% 0 32 0 %)., W %*V, 2 h YS f o \\% f( g 3* ~~15# 76 @ 35 kN N 15'da b* I G"f 7~7$~-2 %<O g '2.5 [a, ~~[ f[ s g 37 TJ/u, 96 S / 2sc. 7 o,5c n 39 \\S*hl s s q _ acog)w 4, u o. 5 v, 1a2

  1. 1,

\\- o. 4 (_.6 h.D m \\- o 4 xb.18 0W 2

STONE & CEBSTER ENGINEERING CORPORATION CALCULATION SHEET 8' A S010 f4 CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION & GROUP CALCUL ATlON NO. OPTIONAL TASK CODE PAGE osqq f o2-Gft) \\3 ~ l+ 2%* h (g-h 'L 3 p/'g 8 8 ( n- % '40)1 - \\+ 2 b 30 G/'gg _ g,0) k=l 1 f g- = b ( 4'+ [ = hi(GS 143/7Ls : M's ' 8 e % :. W ( % s j' & = A & ' ( 25 / \\ b ec @

n. t '

'o 5-O ~ T' 43 -ppov t o.w a 4 i) iS 16 %gz = o t 20%5 / \\%,4-y 1211 b oj XO'3#f + 0 % g 3, $F-to 30%3 /.1 '2 s 0 3 Psr o f-f'%\\ts? 8' = 23 8* 7erzrd % o 2. t e.P > 2. T ks 3: *g s 88 at6 8 57A G.7 8' &fr4ce No 6eeD j tr 28 29 30 Sl SE 33 34 3S 36 ST se j 39 40 41 42 43 de 45 46

l STONE & CEBSTER ENGINEERING CORPORATION CALCULATION SHEET kV'O mm 4 CALCUL A1'l0N IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION O GROUP. CALCUL ATlON NO. OPTIONAL TASK CODE PAGE osee6 02_ G/c) 13 1 SfATst-P bA40 b M :h ICC hMAwc, U 9 L if-1* Cph ojFC v> rTM 40 '[ wev_ Lattr#_. la a i t ' Diocco".5 ~ t Fys = 'r*o' % = -S7 ze:' *es i i 7 s c e c 't 7 t t'2- ; % 7,7 1 g p er Mx

o. 4 x t, es:,wa rT-c,

7s2, too r15 'o e ii h$k, $ 11N D

  • k Y k,0\\\\, $$ $ Y' G

& g s.

o. u u.m c.=

mn, c F 0 4 A 57,77 s L r5, o9\\ L ir H 8.r so, c,a \\* 0 .s h],]\\ .s L m,ee+ /swe - 12. n < < em. s = s-ze.. m -zhe,s - io,.i u u .t-zt _ s,s-a v<.ir. zu., ry 27 W/d. t o7.i / 2.ss.,. o 4s ' h, C-st, n.(wg 4 o r o. 4 s% u'.

i. u.

sy t-o-4 & lid . g_ o 4 v o 4r. o z2_ 34 p.2 % h 6 s w 4 [Ty-/sl o o w 3. 6 S'" d%s - i ol h L di I i3 as. g O m ie ~ ~ o 46

STONE & WEBSTER ENGINEERING CORPOR ATION CALCULATION SHEET A 5010 F1 + C ALCUL ATION IDENTIFICATION NUMBER J.O. O R W.0. N O. DIVISION D GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE o s e n a, o2. crec3 13 i s go s G Os m , ir o g2 ot yoK T w \\%.4 V l,7_/s x l' O l A 0, 4 2. po m33 Ise em %33/g. 357fPW 3 6 K5F-10 il it 13 b),7\\$ 317 5 b ld lN [ 3[h[3 b g

  • 1-si. u oo,.oew.e -

M@CE #C is IT 18 19 20 21 tt j 23 to 25 to t1 28 29 j 30 31 se 33 34 35 38 37 38 39 40 41 de 43 de 45 46 L

STONE & CEBSTEQ ENGIN'i RING CORPORATION CALCUL ATJN SHEET ,o C ALCUL ATION IDENTIFICATION NUMBER J. 0, O R W.O. NO. OlVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE osne 6,ot cr(G I3 Lo4o Cese ES.' gge t-4,46 '/, 93 ra +wuc_ VPuc-T ContwJE4 Lui'fH toog tysw<- Lac e<_. m 2 M ec1 m, 4 o % 19 X-QEntto" 2 4 5 g. 7 som - O. 4y s72e '- : Go,02 7 nc - N y =. I, 81,1,n=> c 1. Y, Hs., O' + 1 1:1\\1,4 tC = (dh, MR c1V tr ;,, 55243.5, Fu = o + > 57, 724, 23,fw t a ,0 & _ 20 *, n co 4,, i, s t2. om_ _ % ) 3~2-n e fons4t, 11. A r1 's = Go,02 7 60,08~7 t

12) -

14 7-zysys2., g4,q ). L,', 275-27.t) 4, 2 52.zo# i is E/t)= S+. A / z.cz.2 o 33 N \\% 4 N: I T - (,7 8" 1: I \\ + (,6'/c) h k \\ + a 33 h30*= i,19 =. 25 \\ 0" @ fQ k- '4 ' 38 d e l 2) I" p u m so6-sa gsA4, A i.oS cd j,,, g rs se Sy, 4d' (.ht /p) _=. 4d'(ss,t43/a,otD :. 44,t' 2" y, O-Pl&)* (t - 44 t/3,]* o 5' =- c O'-ai,,y. (<-w y a,2s ) 1 os o / 1yo ss ,cw 9 o + So sm t i.iui.oz o.u +o 2su. ~ x n23.% _ ziii ese =

2. i m.

Au. _- 3, j 0 4, 42 d) &D,0b ] $ * $1. h Y us- '5 s4,9 y252 2-

STONE & WEBSTER ENGINEERING COHm. iillON CALCULATION SHEET A $010 ?$ CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. DIVISION & GROUP CALCUL ATlON NO. OPTIONAL TASK CODE PAGE osm 4;. oz. cr-& 3 13 i 2 yggg4 Sgg ,g g i c. 2 w Fst, (.)hOf 44dEC 'ON4\\ sts cwo S <rrAitc.- t Cycp 6 Gr21rrA- (+ loo"/o ?ymie.- Af Ceodro we 40% ~Ibum 40hu74 lu -a, x -ticeced w =. w,,a w s, %,s2- -s m, s, + -+ .e 'L 3 2 N 7 ic., hg.=. <_3A9 \\ 1:- Fn_2 - / 9 = onms A + q q.5.aq + p.sd f.s.9 1 bl = o, b s. i + [ Mg-i, y 17 W, s o,,i ', 12 = cvi n ', S'/C - lo7i/en~7= o.4s-is 19 Ik L., =. s = i+ cy c @ p g _= n o m u. i.o,

e. m 2,

e 14 24

g. Sw $

p 1, o 2._ a 6 di) A"p 4 ) = l o 8 4 = 3\\ j

  • 29

(\\-@/S. O' b i _ c: [\\- 3 = = c 32 3w(fu 2te ps.14 y 1,04 x 1.ox 0,42 + goyg x lx 1x lX 0,at. 506 & ilo2, s M 4 95F =. .6 s3% /l.l ~_ A751 vsF-or_ i 9 KSF nr h ou. " / se ,9 40 41 42 s 3771S -

l. 4T KSF l 4 9 TSF 43 q

Uki \\c27.) w2.% 7 M n!Ce 0 K.

  • 5 l

I

STONE & WEBSTER ENGINEERING CORPORATION l CALCULATION SHEET 'W # a soio es C ALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. OlVISION D GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE 0%'1 G et G(c h \\3 w o c +- J bec CMT h;h40 1 rJ 4 WC b9 LIM MbidtQ) lAATH g00* 'D 3 N Mid. 3 1.afg e_. N 2_. w cn ow, 4o % in x-Bierc0caf. ~ t b 00,0$7 4 M \\'921 000 M-E f4 G N,694 M"E y. / s 4 v.

ss2su, y=, _.

2:r m s v-as & 94 4 ', t_1 -

.s2..z' R.'/0 - o 33 Ki _

i, Ny. o, L., s.t + g 82 lY c k* O I& G 6/c)(9b N')- ~ / I* '3 3 * ' l' A i. s.w .l? 5 ~ a c. = i,o ro s ti g-M*I 23 I '" ~ - k~ 3

4. G e.

()6 y = z ~ ss. m,.. w.o,..u. + m n,n,,o.u :Ab + ) O A. 52:2 est~. 8' 2. }.j '2 M) fY 1* b 'O

b.,

32'2.D 3, 32 33 34 35 36 3F 6o,os7 2 51 w 2 21 ws5 %w (T4 9 )(7.51.'2d = hwuL O.\\L. 42 43 44 45 46

1 STONE Po WEBSTER ENGINEERING CORPOR ATION j CALCULATION SHEET f) FC" O a so,o a CALCUL ATION IDENTIFICATION NUMBER J.O. O R W.O. NO. DIVISION S GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE 3d osn% G 02-G-(c) t 3, i 4< o,a $ b nome b e c<>ic: be e o Res sv e arii a r-3 k GC. 'Tr oocio bypwc L o &o s uc s. 6 7 e 'o 5' A n i ro du4oisis U u o cAntro A w m sis b CesE Q -Q p T is sifioM Tut gw bis fosi no" ass u tsr o aa duAu sis )Jo( TEdL41ff4 3I~ 3.o2. 2F Mo G>o.b t ryon 946e 22] JII A n 47 L6 -}4rocr 04 1,47

4. o\\

tima o r. If 2 37., 2-l NO hO 1*O

2. 9 heuCE o b to 2l Go,. Cw K sinoc Gno +- too *

'Dywu 40 t o bu rat - lH a3 7,,_ p gg,c7g o y j 4 b $t A*u c lu V - D i CK1160 e se j es Leo car mA. staoc tono + i00 % 3 4 % u c-upt wr + 4o't wgam Popi'*pNfAL. IM EAcft OF )< N f, " ~D IE E Il#N T as 29 Loeo + 40 U PL sFT Ce E,Wro u>ifj b3n m c 4(% D3p m c Loeo Cesv 'm.B - sfeu-3 ouegret lu -F ~Diceccio4 J 4o% ioo % "tipcn ous-5' 38 ja x-33 34 tooo OJ$ES 314h5h Fo9 THE "I44we2 Au4u is,s he V.- Aung Eco usdit bETHoo 05 Au4u 515 99 WNAIloA15 i c.w e weuo e,ic ou 3. 39 40 41 42 ) 43 44 45 46

STONE & CEBSTER ENGINEERING CORPORATION CALCULATION SHEET ~ CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. OlVISION fi GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE o snR 6. o2. GCQ ts [ BEARING CAPACITY ANALYSIS - LAYERED SOll t-a-1, ms sea L uo sw m, ,,,, s m e,<,0, m buioG C u ocir, is 'bem Wro %C 74@ legEC, b IF wt Pouponhop w. Es&od1Fo 1 8 00 Tu/}t %g G 4c.oME. MyS i I' e 6, Tl Ano woisso s a rn t Aestace l I ov -<os src,,v o c e g g. Level 1, A d:. 13 14 15 16 17 l9 19 eP So ' ov' stut est.$ SotL. FoFtE AT -f14 E . STTE. 6 MSisTS ~ is Stows / p-r) D, o%ioc, Mecgio c,. wi

e. % Teuse.

mua Cus (H>se sfr-We% 'Dre (w d'p SWn) %po to sux. 24 ~ = so L%g. cp 26 3 blM[dkl OMhDO 30 M Mh y p {g t g{i ~~~ 2 33 $3&), luW Twit sat-hs1AK bE$4lG %ESE n C g $c q v4 w vs sc- ' Top c, berm Wjm %.tPec7Nv4.c s~ > eq w y - e._ w B.4 - E eriac W m ra < 6 '. C s5Es 4RE E vot* A(EO LvHELE. "Tti OMW 'TuoSE. LeAo f A t % # -. Muc-Seest@S Exceeo +E 4ttosoSLFs r# sm in,agt. Le3c. e mums. ~ k Taxavs.s oF Wec. E,now bcron or Af+r,

STONE & CEBSTER ENGIMEERING CORPOR ATIOM CALCUL ATION SHEET & 5010 65 Me N C ALCUL ATION IDENTIFICATION NUMBER E J. O. O R W.O. N O. DIVISION 0 GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE 059#6 02. G (c) 13 l 1 L,4e ce r. ww u._ sr xm, w e u u w - c._ (_ tee *4 lu 2 - % Cec -fi oM E 4 0 % 19 ~Y - D 6(troM S 7 30% KSF Gj d I UNt,) _. 7 e n', ri G t ',L: 2 ss. 7 ' ry /a

o. ss gg zg g.

e*"".b2 Os+p ), 9.o2 n.n, ss.21 'o u l Ny = Q-D % 6 4 4) = [wtei-Q % 6 + n d g s2.vt v.s s = m.I 4 15

  • I bb 37
  • M C.

g c

u. es', a. v. ec s n/n =
s/e,.y c

e.24 z c,p;ua17-) lun,0" 4 ' { n) ' F + k h' T C 'T si 5 a*mu. n.ss w w. 1.n o r4 b L.' 2 IO } d #2, @ I" 1k ~ f); g r + z u.,,, (o,ai7, sim. e = 1 or = 2. g, g g 24 So / 3g 5' q s tir y. 5 y ss.2#7 x l.17 y 1,01 4 0 34 = 9074 Ps P ct2 q 37 m 33 3* 08 + 07 2,,og] h. OS/y.g , 3,g t g, g o,sy gy c 6.s7 vsr. 36 b.

  • \\

37 gO O g. ppoM 58 Je 0K-a rt 40 41 i e 4r 43 44 4S j 46

STONE & CEBSTER ENGINEERING CORPOR ATION CALCULATION SHEET g Krv. C' C ALCUL ATION IDENTIFICATION NUMBER J.O. O R W.O. NO. DIVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE M osm &.ot-GCc) \\s i e 3 DJ.,MAnc UPL tM e MoCiteMTiK. Dt NMIC o&o 16 d J %iis CASY-kilAullEs . wrTH 40*[ yppuc Uptget CgMhlro t0 @ 106* htLW( kl0C-ikc MTAL, \\M s "biEfttou

  • 40 % I A/

LViffctso p.- e u (t9

  • AcqueL. -

'W. s +. e+ ', O, s c t', d' /t.), o 33 CP 2 G 3 Ng) =. % '5, Nnc). nt h zd, H4 S'- g4.+', H/g z %,4 o so = tuac = t.9 % Sg-4 i; + t u ' % 5 A $ 80 kB& L ,o % = 14-y,%k 14 o - 33 h 3 5 * [P 27) 3 v ). 23 l& T h d h _ 9 4 [ t (c/gi l&2 b39 [i Sn3 T f c s g4 4 = g42. % 0 700 Y.(O.41(ef-g4,4 - I 02-as g 27 j O*AN O A y y so ] o l25%5 % %. 3 % n.2 S 3 i, oz y o.2.6 +C 4 (bi) ' 5' hM 3r --bl $ $ f5F-b.74 W 7 p 2,32 +4 6;75-2 32]. 6-2s/g,8

2. w+ 4. AM o 4Mr >

4,53 t s v-g_ 4,53 /l l = 4 )L w se p 2, S 2. Ks v ( getud 4. - 0. w. 4i 42 45 a4 4S 46

STONE B. CEBSTER ENGINEERING CORPOR ATIOM CALCUL ATION SHEET O s010 ss O0 CALCUL ATION IDENTIFICATION NUMBER J. O. O R W.O. N O. DIVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE N o se y)(,. o 2 6-(0 13 hmAM OF duANsts 4 - -,. ~ ' %E WT Jwm v6p#4 h r $ 4u. 69gE e tsr

its, 9

Au-FA 'Lu CC su CFNEl 4 L4)EC \\, \\oO'}a '56tSM14. Loec!i lM he ^D1 cec {\\ous I smic eme i u,

u. s a ss iu 4.s e4 s>

g STAOL- + 4 0C gbu #C TE t 5 MV- . 3 3s 2 85 FAtt 3-38 39 Tass '8 3D SMlL YTEtst4)G M9Lif.y { WCla-4,34 ).03 FAtL 4 34 1,45 N tL-

s smac+ee,s, w a< noes.

4a 4.vo pass a Or e.2 P+s; - e ~ a s e m io u p >, m y,se,sm, a om % 3 s <smsc ix.r-ie t igpctiou$ 19 dual >\\S)5M0Thf6t41: 6TA Ob h ChlM MI N hEt$MIC 36'1 2* S Fait O:*'414E,4o%luy.tierc{. 2' 22 gp gfA h(,,4, ggg* fgggMg G Mbik l,@ 3,h fglg$ l, Q 4, QM 23 + 4o % scou. lu x te-M4 ts 36 ST4 tic. 4 4 0

  • TE SMiG UELIF[

1 4'Z. 2,1 FAtL 2.S'2 '2. 9 loss +sooy,\\ns,nahuple. c' c ta hlblik 19 MEo 91L, 100*/,5EISM14 14 04E ( 4447,14 CfkEl DCecft: 31 3E STAp4. 4-McCIEeM f4L.IFIS A))d. 3,02. 5,% pas 5 32 (loo *hlaE:5,4ohluY-Mu{, [yptgis )( C( \\cE64%fcEc> s-raid.+ 4(/f SE\\Sh16 NFL-lf'd. I 2' T1 4,17.- h4SS .m B soo% in e., +oy in-wr 37 38 = 59 95 oMAdEO %M b6El N 21,M,M, D j 42 43 44 45 46

STONE & WEBSTER ENGINEERING CORPORATION so,o a, CALCULATION SHEET CALCULATION IDENTIFICATloN NUMBER J.O. O R W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A Bearing Capacity Analysis with Revised Seismic Loadings: Summary of Analysis All failure in Layer 1: 100% seismic in one direction and 40% seisrnic >:i other directions. Analysis accounts for both cohesion and friction where c = 1.10 keiand & = 21.1a. Load C6se Load Combination q (actual) ksf q (alawable) ksf Disposition 11 static + honzontal 2.70 6.67 Pass seismic (100% in z-and 40% in x-directions) til A static + 100% seismic 1.39 2.70 Pass uplift + 40% seismic in x-and z-directions tilB static + 40% seismic 2.50 3.90 Pass uplift + 100% in z and 40% in x-directions 111C static + 40% seismic 1.89 4.88 Pass uplift + 100% in x-and 40% in z-directions Calculations are presented following this page. I Note: It was not necessary to reassess failure in layered soil because values of q, would be even higher than those listed sbove. j

STONE & UEBSTER ENGINEERING CORPORATION CALCULATION SHEET A $010 *1 CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. N O. DIVISION 0 GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE ~ 2-orq% o2 G(s) 13-1 Load Case II: Static + horizontal seismic (100% in z-and 40% in x-directions) 5 6s = 72,9 89 K /% = 2,0 32,263 R-K 'o

  1. 1, =

1, 638, 860

o. 4

= 6 ss, g 4 4 y-K x & = G 2,0 4 0 K <4 F92 = 67, f72 K 2 032 263 27 84 e = ~ '72,958 to e, = GsC 544 8 99 72,'968 B'= Ilf - 2 (27 8 4) = 109.3 '

  1. 4 L' = 2bf - 2 (B 98) ' 247 O'

= & = & ~ ' GT 5 72 ' = 42 B 12,'968) 38 f = %~ ' (72,'c/ 88 62 O AO. AD A# = 34 SS ggt = 72.968 2 70 KSY = (, 101 3' x 2470 3. 3. 40 el 42 6 43 44 45 46

STONE & WEBSTER ENGlWEERING CORPORATION CALCULATION SHEET ,,, o g, CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlvlSION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A ALLOWABLE BEARING CAPACITY: LOAD CASE 11 Soil Properties: $= 21.1 Total Stress Friction Angle (degrees) c= 1100 Cohesion (psf) y= 90 Unitweight of soil (pcf) w on = 125 Unitweightof surcharge (pcf) Foundation Properties: B= 109.3 Width (ft) Length = 247.0 ft D, = 5 Thickness of Pad p= 42.8 Angle of load inclination from vertical (degrees) FS = 1.1 Factor of Safety q,n = c N s d I, + y D, N, s, d, I, + 1/2 y B N, s, d, I, General Bearing Capacity Equation e N, = (N, - 1) cot ($), but = 5.14 for & = 0 15.92 Eq 11.33 & Table 11.1 = N, = e*"* tan'(45 + $/2) = 7.14 Eq 11.31 Das (1994) j (Vesic) N, = 2(N, + 1) tan $ 6.28 Eq 11.35 Das (1994) = s, = 1 + (B/L)(N,/N ) 1.20 Table 11.2 Das (1994) = s, = 1 + (B/L) tan $ = 1.17 s, = 1 - 0.4 (B/L) = 0.82 For D/B 51: d, = d,-(1-d ) / (N, tan () = 1.02 d, = 1 + 2 tan & (1 - sin $)* D/B = 1.01 d, = 1 1.00 = For D/8 > 1: d, = d,-(1-d,) / (N, tan 4) 1.02 = d, = 1+2 tan $ (1 - sin ()* tan ~'(D/B) 1.01 = d, = 1 = 1.00 For & = 0: d, = 1 + 0.4 tan(D/B) = 1.02 d, = 1 + 0.4 (D/B) 1.02 I, = (1 - /90)* 0.28 = i, = 1, 0.28 = 1, = (1 - p/$)* = 0.00 N, term N, term N, term q,n = 7,344 psf = 5886 + 1458 + 0 q., = 6,670 psf = q, / FS

1 STONE & CEBSTER ENGINEERING COQPORATION CALCULATION SHEET A $010 66 CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. DIVISION 0 GROUP CALCUL ATlON NO. OPTIONAL TASK CODE PAGE 34-4 C6996 02 G(B) 13 - l i 2 Load Case III A: Static + 100% seismic uplift + 40% seismic in x-and z-directions 3 e i s 19s = 72,968 K Fn~ = 5 7, I 3 9 K Fv = 72, 9 88 - 5 7, I 39 = 15, 849 K /dx = 2,032,263 x O4= 812, 90[ (( - K

  1. 12 = I,638,860 x o. 4 = 65s, 64 4 //- K l

y fax = 62,040 o4= 24,6l6 K x Fue " 67, 5 72 0 4 ' 27,029 K 4 e= Rs2_c1og gj. 29 a B 15, g4 9 to ,1 e, = Gsf 544 = Al 3G ' 5, 6'4 R !3 ' = %3' - 2 (s*l 29)

  • 62 4 '

L ' = 265' - 2 (4l 36) = 182 3' c' k = N * ' ( 27. 029 ) =C9 f so 4r, 849 5' 32 h = M /24. 8lG 'i = 5 7 4

  • n 4

( I5'84rj ) 55 u $od'= If B 4 R I 39 KSF = 62 4' x 182 3 3, 40 4f 48 43 44 45 46

STONE & WEBSTER ENGINEERING CORPORAVION 3,,, c, CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlVISloN & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A - ALLOWABLE BEARING CAPACITY: LOAD CASE III A Soil Properties: $= 21.1 Total Stress Friction Angle (degrees) c= 1100 Cohesion (psf) y= 90 Unitweightof soil (pcf) Non = 125 Unitweightof surcharge (pcf) Foundation Properties: B= 62.4 Width (ft) Length = 182.3 ft D,

  • 5 Thickness of Pad p=

59.6 Angle ofload inclination from vertical (degrees) FS = 1.1 Factor of Safety q,n = c N s d, I, + y D, N, s, d, I, + 1/2 y B N, s, d, I, General Bearing Capacity Equation N, = (N - 1) cot ($), but = 5.14 for & = 0 15.92 Eq 11.33 & Table 11.1 = N, = e" tan'(45 + $/2) 7.14 Eq 11.31 Das (1994) = (Vesic) N, = 2(N, + 1) tan & = 6.28 Eq 11.35 Das (1994) s, = 1 + (B/L)(N,/N ) 1.15 Table 11.2 Das (1994) c = s, = 1 + (B/L) tan $ = 1.13 s, = 1 - 0.4 (B/L) = 0.86 For D/B s 1: d, = d,-(1-d,) / (N, tan $) 1.03 = d, = 1 + 2 tan $ (1 - sin $)2 D/B = 1.03 d, = 1 1.00 = For D/B > 1: d, = d,-(1-d ) / (N, tan $) = 1.03 d, = 1+2 tan $ (1 - sin $)' tan"(D/B) 1.03 = d, = 1 = 1.00 For 4 = 0: d, = 1 + 0.4 tan"(D/B) = 1.03 d, = 1 + 0.4 (D/B) 1.03 N I, = (1 - /90)' = 0.11 1, = 1, = 0.11 I, = (1 - p/$)* = 0.00 N term N, term N, term q,n = 2,975 psf = 2384 + 591 + 0 q.s = 2,700 psf = q, I FS

STONE & CEBSTER ENGINEERING CORPORATION CALCULATION SHEET & 5010 0 CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. DIVISION G GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE 34-b os'996 02 G(s) 13 -1 3 Load Case III B: Static + 40% seismic uplift + 100% in z-and 40% in x-directions S & = 72,988 K Fvn = si,139 x Fv = 72,988 - o 4 ( 57, I39) = SO,132 K Mx = 2, 032, 2G3 {} - K h12 o4x ) G39, 860 = (45, s 44 ((- K '= = F z = 61,s 72 K H 16 Fu = 0. A s 62,040 = 24,916 K e8 2 032.263 40 f4 'o = '50 is2 ri as e, = G,sc; 544 13 08 n = 50,132 2* B'= 165' - 2 ('4D' 54)

  • 83 ' 9 '

27 L ' = 265 - 2 63 06) = 236 8' c 30 d = W

24. 816 ) =

26 3 50, s 3 2. J 55 & = L~' f 7. 572 53 4 = 50,'132. 36 SD 132 2 50 KSV 6og = 83 9 's 238 8 = i n ao 41 42 45 44 45 46

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER ~ J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A ALLOWABLE BEARING CAPACITY: LOAD CASE III B Soit Properties: $= 21.1 Total Stress Friction Angle (degrees) c=- 1100 Cohesion (psf) y= 90 Unitweightof soil (pcf) %cn = 125 Unitweightof surcharge (pcf) Foundation Properties: B= 83.9 Width (ft) Length = 238.8 ft D, = 5 Thickness of Pad p= 53.4 Angle of load inclination from vertical (degrees) FS = 1.1 Factorof Safety q, = c N s d I, + y D, N, s, d, I, + 1/2 y B N s, d, I, General Bearing Capacity Equation l e y N, = (N,- 1) cot ($), but = 5.14 for 4 = 0 = 15.92 Eq 11.33 & Table 11.1 N, = e" tan'(45 + $/2) 7.14 Eq 11.31 Das (1994) = (Vesic) N, = 2(N, + 1) tan & = 6.28 Eq 11.35 Das (1994) s, = 1 + (B/L)(N,/N,) = 1.16 Table 11.2 Das (1994) s, = 1 + (B/L) tan $ 1.14 = s, = 1 - 0.4 (B/L) = 0.86 For D/B s 1: d, a d -(1-d,) / (N, tan $) = 1.03 a d, = 1 + 2 tan & (1 - sin $): D/B 1.02 = d, = 1 1.00 = For D/B > 1: d, = d,- (1-d,) / (N, tan 4) 1.03 = d, = 1+2 tan 4 (1 - sin 4): tan(D/B) = 1.02 d, = 1 1.00 = For $ = 0: d, = 1 + 0.4 tan(D/B) 1.02 = d, = 1 + 0.4 (D/B) 1.02 1, = (1 - p/90)' 0.17 = I, = 1, 0.17 = I, = (1 - p/$)' = 0.00 Ne term N, term N, term q,= 4,292 psf = 3438 + 854 + 0 q,. = 3,900 psf = q,l FS

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET & $010 f1 CALCULATION IDENTIFICATION NUMBER J. O. O R W.O. N O. OlVISION & GROUP CALCUL ATION NO. OPTIONAL TASK CODE PAGE34~8 os996 o2 G(B) 13 - I t Load Case III C: Static + 40% seismic uplift + 100% in x-and 40% in z-directions Fvs = 72,988 K Fvo = 51,13 9 K = 1 Fv = 72,986 - 0 4 (57,139) = 50, I32 K 10 N)x = o4x 2,032,263 = B/2,905 ff-K 12 j Mz= l, ? 3 8, 8 6 0 [I l( Fu = c2, c4o K Fu = 0 4 x 67, C12 = 27, 029 K { e= ?> I2. 90 C 16 22 g = s o,13 2. 2i j et 1,638 860 = 32 69 = ro, l '3 2. 34 r3 ' = 16f - 2 (16 22) = 132 6' L ' = 26f - 2 (32 6'1) = 199 6 ' u 29 g* = -k ~ ' 62. 0 40 '1 = 5). } 50;s32- ) 32 M

17. 0291 c 2 8 _3 g2

= 50,132 ) 35 36 ciag = .To 13 2 I SR KS F = 6 s32 6'4 199 G n 40 41 43 43 44 45 46

STONE & WEBSTER ENGINEERING CORPORATION ,,, o g, CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER Eh3 J.O. O R W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A i ALLOWABLE BEARING CAPACITY: LOAD CASE III C Soil Properties: $= 21.1 Total Stress Friction Angle (degrees) c= 1100 Cohesion (psf) y= 90 Unitweightof soil (pcf) j y.u,cn = 125 Unitweightof surcharge (pcf) i Foundation Properties: B= 132.6 Width (ft) Length = 199.6 ft Dr = 5 Thickness of Pad p= 51.1 Angle ofload inclination from vertical (degrees) q FS = 1.1 Factor of Safety q,n = c N s d I, + y D, N, s, d, I, + 1/2 y B N s, d, I, General Bearing Capacity Equation e y N, = (N, - 1) cot ($), but = 5.14 for $ = 0 15.92 Eq 11.33 & Table 11.1 i = N, a e"* tan *(45 + $/2) = 7.14 Eq 11.31 Das (1994) (Vesic) N, = 2(N, + 1) tan & 6 28 Eq 11.35 Das (1994) = s, = 1 + (B/L)(N,/N ) 1.30 Table 11.2 Das (1994) = 1 s, = 1 + (B/L) tan & I 1.26 = s, = 1 - 0.4 (B/L) 0.73 = For D/B $ 1: de = d,-(1-d,) / (N, tan $) = 1.02 d, = 1 + 2 tan 4 (1 - sin $): D/B 1.01 = d=1 = 1.00 y For D/B > 1: de = d,-(1-d,) / (N, tan 4) = 1.02 d, = 1+2 tan 4 (1 - sin 4): tan (D/B) d 1.01 = d, = 1 1.00 = For 4 = 0: d, = 1 + 0.4 tan"(D/B) = 1.02 d, = 1 + 0.4 (D/B) 1.02 I, = (1 - p/90) 0.19 = 1, = 1, = 0.19 1, = (1 - p/$)' 0.00 = N, term N, term N, term q,n = 5,375 psf = 4315 + 1060 + 0 q,n = 4,880 psf = qua / FS j

STONE & WEBSTER ENGl%EERING CORPORATION saio n CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 ~G(B) 13-1 N/A CONCLUSIONS Bearing Capacity Bearing capacity analyses were performed for the mat founded on a layered soil medium using both ' effective stress' and ' total stress' soil parameters for the various soil layers identified in the PFSF Storage Facility Design Criteria. Several load cases were considered, which consisted of combinations of vertical static, vertical seismic in upward and downward directions, and horizontal seismic in E-W and N-S directions. Loads developed in Calculation SC-5 (SWEC,1999) were used in these analyses. Seismic loads were based on 100% of the enveloped zero-period acceleration (ZPA) in one direction, combined with 40% of the enveloped ZPA's in each of the other two directions. Minimum factors of safety of 3.0 for the static load case and 1.1 for the seismic load cases are required against a bearing capacity failure of the foundation in soil. For seismic loadings, the load combination of full static,40% seismic uplift, and 100% horizontal seismic in E-W, and 40% horizontal seismic in N-S direction was the most critical load case. This load case resulted in an actual soil bearing pressure of 2.5 kips per square foot (ksf), compared with an ultimate bearing capacity of 4.3 ksf. The resulting factor of safety against a bearing capacity failure for this load case is 1.7, compared with the minimum allowable factor of safety for seismic loading cases of 1.1. For the static load case, a factor of safety in excess of 10 was obtained, exceeding the minimum required factor of safety of 3.0 by a wide margin. Sliding The Canister Transfer Building (CTB) will be founded on clayey soils. The sliding stability of the CTB was evaluated using the loads developed in Calculation SC-5 (SWEC,1999). As indicated on page 9-4 of this calculation, a dynamic cohesion of 1.65 ksf was used for ' determining resisting forces for a number of earthquake loading combinations, as referred to above. The sliding stability of the CTB was determined using the same method that was used for-storage pads, presented in Calculation G(B)-04-4 (SWEC,1999). In this case, the strength of the clayey soils at the bottom of the CTB mat were based on the average of two sets of direct shear tests performed on samples of soils obtained from beneath the CTB at the elevation proposed for founding the mat. These total strength parameters were as follows: & = 21.1 c = 1.65 ksf )

STONE & WEBSTER EMGINEERING CORPORATION seio.3 CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A The results are presented in Table 2 of this calculation, and indicate that for all load combinations examined, the factors of safety were >1.1, which is a minimum value that is considered to be " safe" against sliding. The lowest factor of safety was 1.27, which applies for the case where 100% of the dynamic earthquake forces acts in the east-west direction and 40% acts in the other two directions. i Sliding on a deep surface beneath the CTB foundation (i.e., on cohesionless soils) was also evaluated. In these analyses, several conservative assumptions were made, and even with this high level of conservatism, the estimated relative displacement of the building ranged from 0.5 inches to 1.2 inches. Motions of this magnitude, occurring at the depth of the silty sand / sandy silt layer, would likely not even be evident at the ground surface. For the building to slide, a surface of sliding must be established between the horizontal sliding surface in the silty sand / sandy silt layer and through the overlying clayey layer. In the simplified model used to estimate these displacements, the contribution of this surface of sliding through the overlying clayey layer to the dynamic resistance to sliding motion is ignored, as is the passive resistance that would act on the embedded portion of the building foundation and the block of soil that is postulated to be moving with it. It is likely, moreover, that should such slippage occur within the cohesionless soils underlying the building, it would minimize the level of the accelerations that would be transmitted through the soil and into the structure. In this manner, these cohesionless soils would act as a built-in base-shear isolation system. Any decrease in these accelerations as a result of this would increase the factor of safety against sliding, which would decrease the estimated displacements as well. Further, since there are no important-to-safety systems that would be severed or otherwise impacted by movements of this small amount as a result of the earthquake, such movements do not adversely affect the performance of the CTB.

STOME & CEBSTER ENGINEERING CORPOR ATION CALCULATION SHEET M //cr.o CALCULATION IDENTIFICATION NUMBER J. O. O R W.O. N O. DIVISION D GROUP C ALCUL ATION NO. OPTIONAL TASK CODE PAGE osm G.o?. G-(c) \\3 i t Receceutss 5 4 t. sarc. Sws a sen G. on - eu-1," oug-geA IT+4seEC S ut @ n 6,, CsErdEF4<_ MB AMGEy1EM'{ sheet { ", STbME d, WEM,T1:f- ) DEudEC,Co. C/2cv d) 8 c.. stose_ dws. o sM G.ot - EM-c, " O ut. step wMa wec. %itoig0, GedEEM-. AfhMGeMWT, sues.T '$ " '5 TONE e, lO E65tEC, 'D eM 4 EE, Co. (tra d) It 3 sipec. CAte. No, o s%G o2.-sc.- s, " seismie._. A"4esss ce CA46Tec ' Tf Ms Fsr_. ButtoioG," 5 TOME 5, wee >S TFA, Ceccc.j 4tiw, u. T. ( 2o o) 16 cr (e, - a n -7," s,ocAos A. stuve. cArc. un oms G. o t - P+os " ) 5 TOME d, WEf:>STef, Au Aqsis e,e stoce,e (boston, VA. ((2u. o) to s. Asce sf4uo4co Ge," seas >m e-- Au At>6 sis ot= " SAFE-T1 Tb47eo Mu cu*(L sTeut-Tue Es," AfEtt.- \\986, Auo CoMuvarAp( %A ten S EP T. \\R 's f. 24 6 'bA% 929AIA N'," klud iPWS M G ofECHMtC4 L Ekt6(MEE&d6, Ts ig.o Ecrn o N, PWS Pu 6tASHi9 G. CoM 9AW M, 9.>Afod 1990 nwd. A 28 29 30 34 32 I 33 I 34 35 36 37 38 39 40 41 42 43 44 45 46

l STONE & WEBSTER ENGINEERING CORPoRATloN j so,o gs CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlVISION & GROUP f CALCULATION NO. OPTIONAL T ASK CODE 05996.02 G(B) 13-1 N/A REFERENCES (additional) Casagrande, A. and W.L. Shannon, 1948. Strength of Soils under Dynamic Loads. Proceedings, ASCE, Vol. 74, No.4, April, pp. 591-608.

Newmark, N.M.,

1965. Fifth Rankine Lecture: " Effects of Earthquakes on Dams and Embankments". Geotechnique, institution of Civil Engineers, London. pp.139-60. Schimming, B.B., H.J. Haas, and H.C. Saxe,1966. Study and Dynamic and Static Envelopes. Journal of Soil Mechanics and Foundation Division, ASCE Vol. 92, No. SM2 (March), pp.105-24. Stone & Webster Engineering Corporation,1995. Evaluation of H-Piles, Waste Packaging Area i (WPA), and Condensate Demineralizer Waste Evaporator Building (CDWEB), Sequoyah Nuclear Power Plant - Units 1 and 2 (FSAR issues). Tennessee Valley Authority, SE-CEB-SWEC. Calculation No. SCG1S505, Revision 0 (April). { Stone & Webster Engineering Corporation,1999. Development of Soil Impedance Functions for Canister Transfer Building. Calculation No. 05996.02-SC-04, Revision 1. Stone & Webster Engineering Corporation,1999. Seismic Analysis of Canister Transfer Building. Calculation No. 05996.02-SC-05, Revision 1. Stone & Webster Engineering Corporation,1999. Stability Analysis of Storage Pads. Calculation No. 05996.01, G(B)-04, Revision 4.

mgA* ,C=A" Ez5 c eDEE 2V0CQ ~O2 $m 3 o O g[ gz52 ,>S y % 9 g 4.9,P P5 E, e{ a 5" 5 $6E[>?, " 0 AS a d >r O 'h v ) I s E'" 2Op< e De 0 0 0 0 8 4 2 8 E 4 4 4 3 $a 4 4 4 4 t 1! W ~- a W o B N. ~ ~ v ,mA 1> 1C N EL ,M T Og IF L IS D RP WN A E Y C E S A 3 Y l F C-A R g U L ET e S CT NF r F I/ u B g U Fl & >i B F g i ,B l n Y5 E 0 ~ y 0 A1 S z 1 g L L~ N> A CN E R 2 DN ~ EN Y l E B ~ G T L Y IS R E T V L I S T E a I T B L 0 ^ I S0 1 N r %.= 0 o 0 0 o o 8 c 4 2 0 G 4 4 4 4 3 3 4 4 4 4 4 4 ~ 2S8d "C

9 STONE & WEBSTER ENGINEERING CORPORAVION aoio es CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. O R W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A Figure 2. Effect of Time of Loading on Stress-Strain Relation for Cambridge Clay (after Casagrande and Shannon,1948) 0% .um _s- ~ g h e Shear failure-f' [ / 2 Static test (time of e loading 465 sec) j y 3 3 / l / .s l -4 b e f ] ) +- 5 d Transient test (time a / of loading 0.02 sec) f /s 7 o m -/ 0 0.4 0.8, 1.2 1.6 2.0' 2.4 Stress,in Kg per Sq Cm I l

4 STONE & WEBSVER ENGINEERING CORPORATION ^ go,, o, CALCULATION SHEET l CALCULATION IDENTIFICATION NUMBER i J.O. O R W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) 13-1 N/A Figure 3 Typical Failure Response for Cohesive Soil (from Schimming et al,1966) s0 40 COMPACTE D JORDAN SUFF CLAY u.i.iure c.nien 30 v. 3, Orr Denster ee per LL== M w e.i... She e, Veld R olle 0.34 Shoss Degree of Saturellen 80 (pel) to g,g ,,...._., y g. e j 10

  • Dynamis* Feiture Envelope "Repid Sletis* Failure Envelope,

e i e e e e n O 10 20 30 40 30 60 70 Normal Siress (psi) e

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET j CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. OlVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 05996.02 G(B) l3-l N/A 1000 FOUR EARTHQUAKES NORMAllZED TO, 500 M AX. ACCEL. A =0.5 g, cf MAX. VELOCITY V =30 in/sec. '~ M AX. DISPL. VAR,lES : 20.5, 25.5,27.7, p,oo 51.2 in. 3 51 LU 3 IOC og ^ \\ ~ 5 ,N . $Q Q ) 1 1 30 1s / k j ' \\ 2 Q o _V o o oj; H n 2gN o o eio t

s-m i

m' bN e. 5 x x r s 3 0 \\ 2 2gN ~ ,y> o d .d l .0 3 .05 0.1 0.3 05 1 3 5 E= ESISTANCE COERCM VALUES OF A MAX. EARTHQUAKE ACCELERATION , STANDARDIZED DISPLACEMENT FOR NORMALIZED EARTHQUAKES. --( SYMMETRICAL -RESISTANCE ) GRoM WEv)MA% 0% 5) 06URE A L J}}

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