ML20038B638

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Forwards Info Re Use of Safety Cables on Tower Crane to Be Used in Const of Nuclear Svc Electrical Bldg.Adequacy of Static Analysis to Determine Structural Adequacy of Crane Affirmed.Plant Startup Proceeding
ML20038B638
Person / Time
Site: Rancho Seco
Issue date: 12/01/1981
From: Walbridge W
SACRAMENTO MUNICIPAL UTILITY DISTRICT
To: Stolz J
Office of Nuclear Reactor Regulation
References
TAC-46519, NUDOCS 8112080454
Download: ML20038B638 (59)
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Text

{{#Wiki_filter:N e._ SACRAMENTO MUNICIPAL UTILITY DISTRICT O 6201 S Street, Box 15830. Sacramento, California 95813;(916) 452 3211 December 1,1981 DIRECTOR OF NUCLEAR REACTOR REGULATION ATTENTION JOHN F STOLZ CHIEF OPERATING REACTORS BRANCH 4 U S NUCLEAR REGULATORY COMMISSION WASHINGTON D C 20555 DOCKET 50-312 RANCHO SEC0 NUCLEAR GENERATING STATION UNIT N0. 1 On November 25, 1981, the Sacramento Municipal Utility District committed to provide information regarding the use of safety cables on the tower crane to be used at Rar.cho Seco for the construction of the Nuclear Service Electrical Building. That information is provided in the attachment to this letter. The attachment consists of the Bechtel Corporation calculations for the tower crane as transmitted to the District on November 30, 1981. We feel this information fully answers the questions raised during the November 24, 1981 telephone conversation between members of your staff and District personnel. On November 30, 1981, the Rancho Seco Plant Review Committee met to again discuss the tower crane. The committee reconfirmed its earlier decision that a static analysis is adequate to determir the structural adequacy of the crane. We are therefore proceeding with startup of the plant with the crane in its present condition. go, J p -?, f, (QT3.,. ,/ eg 7 j a w - L,(. b I r)fL Ol' & os$;('%g o /$. J Um. C. Walbridge b :% ~ General Manager 3 m y N,2if \\' ,hy 0 6l Enclosures cc: Mark Padovan 8112080454 ei1201 PDR ADOCK 05000 P f

r 7 ~ Bechtel Power Corporation Engineers - Constructors 12400 East Impenat H:ghway [ Norwalk Cabfomia 90650 MAA ADORES $

  1. o Box 80tW1 TENNAL ANN (X LC$ ANGELES CAL *oa>84 90000 TELEPHONE Q13)esa4 cit November 30, 1981 Letter No. BSL-2185 s

J. V. McColligan Principal Project Engineer Rancho Seco Project Sacramento Municipal Utility District 14440 Twin Citics Road Herald, CA 95638

Subject:

Rancho Seco Nuclear Generating Station, Unit #1 Bechtel Job 12334, SMUD Task 603 Tower Crane for the Construction of the NSEB File: D.02 and D.05

Dear Mr. McColligan:

Enclosed are Rev. 1 of the calculations for the NSEB Tower Crane. These calculations provide answers to the questions posed by NRC Staff in a conference call on Nov. 24, 1981, as indicated below: Q. Address the effects of the vertical component of,the SSE on the tensien of the safety cables. If there is no effect, state so in the calculations with justificaticus. A., The vertical conponent of the SSE was taken into account in the Rev. 1 of the calculation (sheets 18-20). It was found that the effect was small in deter =ining the cable size. Q. It is possible that the portion of the tower crane above the safety cable connection could collapse under an SSE. Address the measures to be taken to protect the safety-related equipment on the roof cnd inside the Auxiliary Building if said collapse occurs. i A. Stresses in the tower colu=ns were checked and were found to be acceptable (sheets 32-35). However, the splices between sections of the tower were connected by two-1k"O high strength bolts which were insufficient. These splices will be reinforced by two additional ik"O H.S. bolts. Q. Address the local stress of the tower crane columns at the cable connection l Point under SSE condition. A.- Local stresses were found insignificant (calc. sheet 32-35).

/ ~ J. V. McColligan Letter No. BSL-2185 Page 2 Q. A portion of the Auxiliary Building is within the counterweight radius of 46'. During an SSE event, it is possible that the counterweight could fall down into this portion of the building. Address the consequence of such occurance. A. This portion of the Auxiliary Building houses radwaste equipment and is not critical for the safety of the plant (see dwg. M-145, ABA 308). Q. The deadman (6'8 caissons) will be subject to horizontal ar.d vertical components from the cable tension. Address the stability of the caissons under these loads. A. The stability of the caissons is discussed in calculation sheet 36. Q. Sheet 11 of the Bechtel calculation contains a factor of 0.4 for vertical . loading. Justify the basis of said factor. A. In lieu of SRSS method, the load factor method is used to combine three components of earthquake. Sheet 11 has been revised. However, the same concept is used in the revised calculations. If you have any questions, please advise. Very truly yours, BECEfEL POWER CO. PATION ~ P. . Goodman Project Engineer Los Angeles Power Division PLG:RC/ch Enclosure cc: V. Lewis, w/o encl. J. Jurkovich, w/ encl. o

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i A CALCUL.ATION SHEc.r' / CALC. NO '~-' ' 7 I 7- / 30 I SIGNATURE DATE CHECKED DATE PROJECT /WNCAC) WFr) Jag no_ Ma4O- &) ?, SUBJECT NF8 N '*/- M

  1. A*/4 SHEET I3 OF d

SHEETS 1 j A4=C/ENf f ,d} *'o .4CC.'l&&^ W W.l F#.'E% 7,% 'j~ C 3 4 .DE'M N' Q *-* O s....b.., .- FMR. .NCE d. ywe, --pfoxW.;t.. C' Pre VMor) .. T 'I .3 e. 2 7.s g /. o a .. _. N M Z.. _ ??.-.?. _ 6. W..._. .. o /7.Tl .6,87f0 xo f 80 sCu M si .. Net 7. ./0 e, d 7 r5 e.gan*** /AR 13 (/ / 14 l 15 MC t t/ T/0hj 17 TYh. M 5 0f ./A '*ELW Y $Q & N//r-4.-fJ'LJ W'O O N /45 // W W& J 4 = C 7',V Cd-C 4 5 ,r'1\\/D . -.... 77WEH c./MS 7 c.nVNBc.72 O A)[ /f Q sW fWnf47/Vi=- 21 ffNkC.h', 23 24 h 3$ i _. y ~ y i y l l g y

...o.n t CALCULATION SHEET . /. 8 CAL.C. ND, ( * # ^ l - / ' ( #/ ) /M- / CHECKE W 7 ATE M b SY# DATE SIGNATURE p bP "'hn 8dC O JOB NO. l?SW~ Sf? (. PROJECT UI T SHEET l4 or SHEETS SUBJECT l! S E E Orts h. / .*stri. &pc fery r l. r.:-l. n e a. Deed load t%n. 65cu? 4 s,f bee A 2 Mo = I?;D 64.t +.drx'37.r-3. sx e 4 - Es ri.75-ee a27 s v< s ... - 22x 45. 92 + s. & r. 5 = = //d G s 90 7 - f. 4 - /f/ f-502. 45 - /o/s.ru 20: p/o = (-) B P/ '~ Afx,al _f = l i d e 10 59ead + Ove ^ M, ;& r-2 7

  • A,n' ess. si & '

/bfi, = C-)38/ + P. 7x iid Is ( = e) ha t' Arie/ L = /td + 7. e = i.a a. A % d+ Live /,4, y$< / 9. l " /sd //.17' 9 / h, = c-) 38/ + M. // //.!? t /K Jggj =,,g,,, (,,g g, ( K t-) /67 22 : = \\- 22 23 25 / - N~ / N ~ O ~- u / da ?v,, O-C 8 2' lib, L // 2 -m t. 3 n l-)[)$7'# 29 Q 'k \\ c x 8 / [ K 22 U //& \\f./d 3.4 } 33.6 k as DL D+L ~ D +L z i as M cN 3 Leno cN / / o e s/ ; n \\

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SHEET I OF SHEETS 1 E K Af., i- ~~ 3 -S - -f f l r ,e. ,y._ 9 n // 9 8 i p' / 9 7g T 4 / 2 ,T NSEB 4 p :'O s _.p, . /. W e. / /. 4 /" (' I1 AddO C./{ Y I2 _...... YN6 $N7/M L 4./Ef j' // 'c',') 7"rff fad /of /S fd/M 7s N t*,* 13 50 hv'p46 O -&Es ---QN f/L.C Z 5 0 c' M /E k hidtd f C)C 14 DkC 8ffd"4f, _ ~ ~ ~ h' f 1s / g Y. /.fft,, bf fYt./.:). . M = C-) E / f @ f / I ) U Z,~ = ~ 3

  • 22

//Q.' (' L/ 7 /U L 24 21 29 _...... _..._. _. ~.. 31 i e (, _.m. ~~ -*.*.- _ . = ~... - - -.. _.. -.

g f.i CALCULATION SHEET CALC.'NO.#- /"h ' 7 .2 e SIGNATURE IF' DATE CHECKED DATE [' '#~ 'M/ /4 U 80Y PROJECT AM'NO JNo JOB NO. SUBJECT MM W 4 "//~/< CA'N/F SHEET / OF SHEETS t CVf& 7~t/AA//N<5- /dt* N EN 7-SAC A1 S'S' 6-3 4 2,7ff f, -.,D1 s / /. @ V 10

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I CALCULATION SHEET CALC.'No~ 4 ?~E/ .e / SIGNATURE " ' DATE / CHECKED ' ~ DATE /* A"f*) SWO Jag No, ' M i.i G - 8e 3 f5_ PROJECT l7 SUBJECT ~ MIE O 7 '?t'/'~# M M '/A-SHEET OF SHEETS 1 2 .CO U k AC' ',7~ $ - -- Affy t hfy CD3 40 6 4,) l / ..f Msj C.cs. Q .( .lCM l.6 0. A'E:/ 7.C 2% r,.< s,, c. y s sN g 2.,/ .~/~. N y.5"/A) y -- - -.-.. g K WG...tfy R 70K Jf f \\~$y t / .-.12:2 -/N../JE u C,C - Trf f;. y /"/ l) <T d 3.C, J VI G 7efo.O......... -. ,y,s. y / i, It <g 12 - CA%ES 4K6 &Mey/CCC Al-7 /A44.[ f-<cs4 r>f & 7:h'Q ~C./ M E...... t4 M. ~~ ] e --- =. 3 4

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M# 1s .i Y M 'S~/d W /hl W L-[ ~ - --....-. ($ go ) (99 A 7 -t-4 s M Ccm. 34" t /di'X C'L I # X' EY 22 /2[E --./ Z h,/Rio$& TiWANb ' ct <*:: A C.eAWNG 24 =.. MIO 0/254K./MG S7/EEMfYj = f $ 7#N! UR /fS' 2s -.. S W i f s ',4 c. 7 e f = = /. W ox, c

  1. v e

n --... h = 6 9.!f & = A(f.k / 0 ' F[f ... />J7*.=. 3.al s..Y/* 7 '. g y $UNd5 06"TYd E-HEM JA//k E k Cf G. /'47, J -? 7 7 ~4 l l 1 y p --.,..._y-y.,--. - - y-.- -9 --4

gry CALCULATION SHEET ~ +. CALC.NO.[~N$'"' / / DATE CHECKE N 0 SIGNATURE ' f'? DATE

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/- ~ O {. PROJECT JOB NO. SUBJECT //S88 "'M n/tY-r# Md' ('/' SHEET [b 4 OF SHEETS e n,,.-:. - Cs/cular'e ?%e lengf/2 q# cab /e 1 ' y%,- d,ge.s.gp. 2 L " 'ho$.< + w}ere s =.ug V' c< =.5 4

  • cos.x - D. S'z f R. = /74. S '

1 t 9-= y + h = 2j'Q ag7 abo H-y " e j c' t [f/) /f(k) 9- /mhal bsacn-l. " 5 WP s2 13 /.o ' l50.2 6 4' F5 07*

7. $ #

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f. fo 60'

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77) #

lh0 b t'!Q C e A15X. f//1 h5 fl[W ) mo<n. Ae c'ed lo'so' 2 &a2-(o:e ao) 2' n /j h1 = //00 - 6 5 0 = 450 '

  • ao Bece,cbl!e H: ? ^= 6. B
  • e m x.

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- 32 N"

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~"""' -F2 ' CALCULATION SHEET - D CALC.NO f # C I /7 Y'! ! I 24 /I' SIGNATURE DATE CHECKE DATE / PROJECT A'Mo T# o / 7 53d~88 2 JOB NO. \\ SUBJECT /J8 E O bT 7NmW - 04r.'# 8f,* SHEET [k OF SHEETS

  1. A s c ;> o-e c 1

/W5X-18f r>7dy be o'c!er rnin ed' wi/J7 7%e max. seecyfa64-3 O /'.T p ib : & n e n ! Cf /be lCwer~,.7ay /. O' e/ fop c/feww s /.0 0 f/ N-d= /W = 0. f/ ' anal to(9: 5 ,f-?.55' = V1 b'= ffi cosp - 13. '9 ' = 1 E ': /74 Sf oft - /75. 6/ ' 'o 11 _ -z ri'/ N N (f3.9' + /25. S/) c~ /50.[' 0?', ino' l: 13 x n/t e enax S ^J /O ' N / I N is x i. j\\. a Gince / /i:t c/esirebk a thibW t a !erts/c,7 of 3 # /Nen c/.ce 2 6 ' seg p ' L " /S0.3 ' 2o 1 A!sr. cad /c

f n.c < on -

1 { 22 (/50. 5 - f f)l'/. = /24 6 4, /-7

4. + of =

n ,t 24 i ,i & = /24 64- /24. e= o./4 ' ~ /l4 's 'i 26 k l s I n 30 'J 31 1. n '\\' u l u 35 36 'M . g.g g Mh '4D9 4 MM M' GSM -- . suas

CALCUL ATION SHEET cAte no f r^'-17 ~ // ' !f I/

  1. ~

' ^ ' ' ' ' CHECK C N " ~ DATE O/ ## SIGNATUR E DATE / / 4 / t' hyho hw ,og no_ /M.W So : f rnoJEci SUBJECT /r'S E 8 [M'TN Y''r-D'A'*^ Ou SHEET SO OF-bA SHEETS c* tr <-: nr-1 2 esece p ea a.o + r w N ).ree ierre< mm 1 ( A7/DEd!'V 4647f-cttN'CA C. b, pig =. 3. s- " o -c ra s &ra.o arrn MF p.j-g ) DAl"& /d IM &,'PA/ g, c Ag - W. @z-muq M p 7 3 [ v= Se= = /o65 (W 9 / no c; $ b l1 gg CNf)/7/0 Y $ Y? lS l* 't x / [ G ' P = /= 3 to sp u - 4/f = cca P D& , e. z - g 'e, s ' t 15 a 16 [l ff) f/Y$ /7l/ Y f a,. /a3 17 l f-e= f er.c/ - 4.>r n 2 x /A3 I f fy/f.57 9.If l' l # 9 S' W W T s 21 co,p.ci deeig inik/ 7es,sior, o<, esb/c ac-fing to 22 i 22 EOo/ y)/h b&c' bda' /// ~ f A5 bt" 5AS N ~S'5' 2s ll V= 2. 5< f G, j: 7" 2.- /z 3 + / 7 - /M u l' 21 pf,- 6A2 + 2. 5x 24 -- f40 '" ze s so e= O = g, j.e q70-g,y;,=,q,33 i -l~l5 MTh <J'E Ok /. ' M Gnd j ^= = I Et/7.[K & I5 u St 14 GGBtN! O p'f.J~ fut* r2 01 M C ^ =* 05 Sao ./ i s v

. ~..n.,. ( CALCULATION SHEET' l t CALC.NO ' #' #*' 7 DATE CHECKED I 2I SIGNATURE DATE PROJECT .M/MC N '~ O JOB NO- /d Y N l' E[ 7 *//' ' Nh/I SHEET SI SUBJECT OF SHEETS 1 To wd"R c'A4/E ictas/a& ?'ON wvDE4. ST.E cd v D/w/ 3 .... 77/E. cat 7/c&c CeNO/W7dN /.5 ,af2.rM dEM11/ 5 'p - f 2 s . /c g ,,,, ' / g s so / -\\ ..fle.. o \\ n {rX 12 \\ ._._.._.44t4 C '3 / \\ fgg P i i i i \\ g \\ . Li 17 j s 18 . _..;f :- (J/d,)t'. E 7t') " / o e'l 20 5 ". --..__ }/ = (J.?d')(cs-3 3 y!) ~ / C4 = // 22 O = //b $ b $h([///! (.' (//h Y hh 1 ~ 24 I nth A 25 e as .....-,4fl/C7/rIV. = W ) C 9. ) = 3 6 as as ...... - _5AEE 7 f M Tod A-GA-/Nr7~ 5'va//Ky _g.... _ p _ _ =.,., - m.. oR s i p,=__os+ c, m - w u e m x.ur) = n e = s.. _._ my I_ .~...(/rnO..- cp /e...... g N 3 ,m,.7..,-

n.:..,,.,, CALCULATION SHEET.\\ CALC. NO./ 80 2 ", IO 'O ' [ NM#'d DATE // CHEC ~ ATE SIGNATURE j I e7M F 20 b dO JOB NO. I2' 4 ' 8 I' # f. PROJECT 4 S. M., />#r--[r / M v'/ SHEET d1 OF SHEETS SUBJECT c ;,w,. net 1 2 3 4 5 6 / 2 i t a k re c s. frame af L,pp/1fdfWCI,0l1l ObCVG ppg l kio1f 9 V' 9"f ~ 6 Mi /bif kVT.C/Or?

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~......, h: OALCULATION SHEET (~ CALC NO I* M ' /-' C' b' CHEC

  1. " # ~ DATE

!#/ SIGNATURE - DATE MMO CO JOB NO- /#- 'ROJECT SUBJECT /W-b/U'b E ' S.:,.-6 u SHEET E3 d OF SHEETS .z.,...,.,. r <- 1 lorin ccb'oi; !c 7%c Wwer 2 s:x' /+ o,r/ 75wSr Serllb/: d'.s-shoajrr y,ps.i = s _h:tyn ?C,Ur6mc er0un o' 7$uwer_.sec7' ton.8 ferAe ^ N f/.- C/38 ) (c.-r.?9') = //-? _. 4 V"._.yt C / 3 ff) Cr~.?t') = 74 L . frosy/ dcam cle:iun : 13 =. - . l. : f,2.t'+.i= f.7rdmyn :j=en . M c, /[) M_,s f==_. /o x, /g .6 y -4 Y lcy /s id M u =..-. >,f ta .= lta 2l/4x /A0.. 5x ~~ /f 0 Sy ~ S.17, 21 s 22 h / l$$ /c.,.& } ex -./oC r. 23 / 7 l ... j' ~ /Ex/c9 r-si Q /7. 3 ~ = Fi = a n es 9' ? ?nt ,. s 27 l -.,c-e i:. A.36 T7.s+t ?, f Gc /o '

  • 1 k < / o c. cr x,,,c e/c T p/ 7, 3_ -

r = gg ..; e si ........, ~.. ~. - l g sa

.~.-........_....-..;

l L

( CALCULATION SHEETt. cat.C. NO[ # ' # ~ '~ / pf /Yb4 /# ' /

  • A '

DATE CHECKEE 'I W DATE SIGNATURE M (~/ " b 6(~ O JOB NO. /- -O PROJECT N-O ' b d b 'r W ' 6 -,' r',- d~c cf SHEET EA OF ,3HEETS SUBJECT r c,,,-: -.- 1 Usd R//4x /20 kbere 7%c ouy it conn e c 7'ed' V 3 fc . Escd beam ~ ~' i j,{~~ E { S or7/y . Sfff.: s ec' th / n. sten l 7~= h _.=.....s6.r" l ( &. 2 o ni..,6 'd A = 2. f' A 4 s 4 i e .Aoheo' e.cwiecbb$ wild ff'h i4-12.c \\ g '/ - - - a. r~ 5 Bc/,e, cic a b /e s /s e s c mar..rero! --= ..=. / Coy ,7 ,s ? Tig d/bb.enpbs :.-- - /J= ct..Dec=.99f"" lq'.d S,f f-/s.4 rn" . Ty l i.% s.ih1 s -to.s ad A -p.?-[ke aA: f l, } _,0=,f=4e.n,P f = o.29 > o 15 Y= ? ? 4'=9f!T "V = " % 1 21 .. p am ps! _? ~. t$Oc.9h* 5 Y ~5 (12e &S*h l -..... dorm.re nny jala/e nWn. A = 2. 4+ [ d I 7e~rmbn on/a b,olBt ./I,,, =~ S $S d'= = ... UZ/ ? m / w Asm i - (4,> --9,,- = = _..,.J L poo X ""* f {

  • Z 4

- EEG.'a' fi.- p =. C /3 #/tn C..., ...]i=. h,'z,,. ~ ='.IC Nemins/ #h = 0.2 7 ~ ,g ase fA,f//cr, 1 .a.

~" I ";'[ b CALCULATION SHEET. ~ CAL.C. NO..# - 0 C C V *, SIGNATUR E DATE CHECKE

    1. ~ DYE 5 '<'

I?-

  • b PROJECT JOB NO.

SUBJECT Y f-8- ~' ' ' Ir-A r - 6~rfu [ dS SHEET T OF SHEETS x iv.:. - - c s/1 FAME St%*CY' 7 /3K4ck & 7~ _ 3 L/ rC-f-rzt& 7/dN' PL4-7E, s s c>. 7 . g,o,g,.. ., m c . A-m.uts20 = froas',< f = 'foo%.ce.pe/ [ I h/ ' kin ty. As o'.. 0/ .. f)JC /" 5f'f' ~~) /m /W 7bo4!c,1 on cahle, mex./%a '\\ il5T &op on 7'emp. m 4. 6

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+ )k._Ccib'cs/. Supp. =5 W< d. 5~=~ b $# I tp-2 ,e _/{'s *'. J/Crl. ksN Crib COff =l5 ' ?* 6 .. Z-.,[ff733,, is .. h/7t47 S S E ConO'. ^ f~2 6 + h

  • Q/

Erf,c. e s ,~ g% l med _ 5^il*i / Dr7 UOC,,

  • O. O Ql i

p,!..L- / g,r $i 6 I-O N * ' .__.-./.VOLMA L /-v/X f. Af-C.'O = ~~}~ * / 37 i I ll t 25 i pl ie $ ~hh 8067'E /rfs1~ .__?Y 3* \\ l U~ 704 "I 5 ^/ /17tl 's ye .. 707&f TENS ~/0N = l W >/?7 6C 30 - r L --.C6M/<.A--I.?/C tJ cN. Ce(tsM A) ~ 9 p',) y ;t,.J(Q) : - [ d <d6 ' = = - ~C .&5'DdUW/b$ . J h l3. Q A Q. / T. f f ! U O I C k Y **w / ...L... AND.i S /VS 7 A.C.C.. V. =- rc co<f ft:M C&W ' LIAC

~ h CALCULATION SHEET ,p,7.f 7 SIGNATURE 'W DATE # / ~ / -~ CHECKE DATE I 8/7d'O 'NA W~ A O PROJECT JOB NC. 6' -' ?" '-T b/# N># M Ob d4 SHEET OF SHEETS SUBJECT - 4 rr e se :v s T) ETA /t. 2 3 /4 '\\ s .,t 5 j!hI.Y' p \\y I; l_ < 3' <X 7 c..__.... _ < ; 7 i = a -f s w c io O-- -C \\ ~ ~\\ k is r i Q g. 3 \\ 13 i s .ps 4 i 1* 15 'I e 16 s .....A (. ' ) h.r'4 x M.,,cl,O n 20 I 21 ( J. 22 t I 24 ._....__.__.o-31 , (3 p 3 l l

( CALCULATION SHEET: 0~8" ~ ~O cal.C.NO ' #~

  1. !P!

CHECKE$ ^-_ DATE SIGNATURE, ' DATE s o / M'' Jon NO. /' f: ~ PROJECT SUBJECT Nf8 ' ^>" * ' N '& 'b' > ' ' 8fe # SHEET -- 7 or d9 SHEETS c + s - i.,, e 1 $3I$$- $f3/f?? ( g,O V3 -g - fz x t .:- g,o A-/. ll1 ilI,: (t f si / M /ony 1 --h h i.4 flu g lg w 7 -z. g y~. ._/V/ =~[dx 525) ?.:. /2 0 * ~ .-. c .__.for 27t<. - _S.'. h (/ % c4-) 11 e / hX-f.:/2.0 f ' N' O' S ,f,g3n 77 i3 l/J C / ?4 Me/es 15 11 18 19 31 2.2 --e 21 26 31 y y y

t..,,

7 ~~ O CALCULATION SHEET-cat.C. No (~ 6 ^1-17 t/ ' ' ^ ' ' ' I CHECKED DATE '~~ SIGNATURE, ' DATE

  1. ' N '"' <F M

/ W~ 8-( PROJECT JOB NO. dS SUBJECT A# 6 E b O ' ' N ',<'.'.. 0 W " So c/ SHEET 49 OF SHEETS C" 4/ ~ r." s 1 .Destq/7 0,l C55.h; Conn C&OCr? / 3 f=D(a# n'/ s s - by.$2 )lst'e. iS=2'A'cb \\ s _.bxD.5x '2x24 = 134

g. -

. y.. .., gg \\. O 2 gji $ym s.7 " e o=.. =

c. S>, ?x 24 y

n 9,,, 7sy Ose b = 7,, 1/g V\\ t3 r b?2 IUe/d / C, 45 .. ~.. -.. -. ~- -..... mCA5/.NCr/N? MM 9 06'?f.f./ -- n eMec/ one = ide. (/. - )., y ~ 9.~ /34 ^ n -.-.... g y i _.. ~ ~ ~y = x,9 1, .0, &, = Ig. 22 'Z / ._./VOr?1/ tic 7/ S l'2 6 # ^ 3 = 0 5$ O 70 7 r-y 3 ,, pp p 22 2s /$lY $/Il0f~ U$$ k ~~~lW* b M b l* $ ' 5.5 $ 1, I / g2 /I /, f " /.Sb = ~ x 2 >< E 3, Es,. SS W.? 2' 3, Use 2 92 " dE. by-(, p 3 ._a.

( CALCULATION SHEET CAL.C. NO 0' O"ll !M

  1. O I

CHECKEDO " ~ ~DATE ' '~' I ' ' SIGNATURE DATE 8dM'" I" O /d N-4m2 PROJECT Jon No, b# - V '/~' ~- 0 -# / 8' 'f' SHEET 29 4h OF SHEETS SUBJECT / <3 r-,e /, , e i. l8 % ~ 5. % '.

  • r-

~ ~ f o e 'A' "A* .( - y -.. fgf(3 W =. e 14 .f.Q ) g, // // f.<--. ~j --r I U 6 )l4 3 t\\* ~~ h /. -f ..c ._} ./ , \\

  • ~ ~~2f'

,%./e-f: 4 ( 'l ~ g / ~ A c. cs'c.: i V 7 ./ p4. V s2 ,/, t p t / / 52 ~~~ . -. -. ' ' ~ .,.4 - l 1s {" "" ,fY\\ /- '~ s ( 18 l 1 2 l 22 $1BLE 0Na.PLA TE as l a ...- D E T 21 3, l y l y l y l y \\

I CALCULATION SHEET CALC. NO f # ' 7 /// !C!N /I' ~ ' C ~' O #O7' 'o'"' DATE CHECKED ~ SIGNATURE ATE O l ' ' - '* O JOB NO. / ~ SM PROJECT M F fe e'?? /. ' ' #/~' - 4 r * <-. dCou SHEET NO 49 OF SHEETS SUBJECT V.f: r.. ~ ;. -,.- 1 )!lOC'J'lo" =j Gxs- % a pu// We4/ ,,_% V \\ .i fc~wy $r.,r?- ,A g V' ^17 "/',4, B

  • &c M p

t y[4 A-m x5' \\.... - -j---. 5 .,8o Hz f.- '* _Sig/N.. '~ x L n m '% lf ').b,- je); .r' '}l ~~ ~~~~~ ~ s2 /. Di/s ~ T- ~ ~ _ <a. pec /-- v n w,-;-- ,- y j,,.cn pg/ 3.- \\ s , g gge.g o x w C 's ~ [7 \\ ~/ [ 4 16 _. Y __.. kfflkb ,p 94m i f DETA /L ,o f / ,/ ]; ~~~ ^ 21 [~ ^' / g '"$~ 4 \\ Sb.. ) Sf l V ~5 Sidef j s 22 9 ,a s.v u e, - \\ ~ n ~ ^ ~ ~ ~ \\l [ ] (g WM ,a nM = q g g 27 N I. 4/ 9 $Db'Ngg,fr) _... _ _0PT// 4 SEc7'/CN Ori _5gg p 3 O

4 f CALCULATION SHEET CALC NO '"- #~ /* / 7 / ' ~ # ' " *' ~ CHECKED-DATE DATE SIGNATURE ' # 0' - NY PROJECT M ' ' ^' *- TN f' JOB NO. .Y# 7/ ' '/ d F /'/ / SHEET OI OF AI SHEETS SUBJECT /' 1 AtWD'NS Cf 7~cPJE~A CKMk_AND /_.47c/3 l .5"7-A'?.sJ~S.{ 3 4 s s ~ ... 8 +_ s a s. s '4 h -v .--y) ~ A A 9 d e ,f 13 C f.. I 14 'Y.. _. _ _ m.4. l +) ..--3 mm N u o / d

w. u 13 3

'g 19 Q ,w 20 / 21 / 22 \\p f /

777, 23

.m 22 0ENO/AG MC.'&B//~~ A A/D &//rl. A AC E-4 7~ IEL.~/W b ~ b 2s / 26 /7) 28 CN 7/ C/ (,. C/h*&...b7'~A.T"SS5 VES. ~ n 7' 1 a _m h//g.:" l6[..1 . Ny. =. A @

,, 32

(~7d T f') (f. -f. * ?S T) " / 4 0 g . 33 4 MY /ED ,R.= y .a._- y - e*

( CALCULATION SHEET. CALC. NO * 4 Y / 7 //.% /#~ - '~ l SIGNATURE I8 DATE CHECKED DATE f PROJECT A#WO Id~~" b - d #' I JOB NO. SUBJECT A/*~E d M' MM

  • /E SHEET 31 OF-SHEETS

/ h A Nfy

  • A to 5
  • c s're -ty' n

~ ~ ~.... -. r. I t e 7x. b \\' y g.5 k $s& N l & I > > C '% A.:: -.A/.. t i i i ~~ ~ ~' '35* ~ gn _M^71r = (@')l % 't 5l*) / =.' /d <?,z.. --- -. 1. H f. - W 32 y --./.dxy = O4.r.) {rr2r*). = }s.. s.: s 1, -- N.-.. - i (,.,, 4= m-xc.an - t,5g ' <- .ss& V-W. 18 19 l Y..l-l U $ h $$?$, I f W l Alt Wf D W $lN b ?'$ Y > v./.t S G o k2 k/_Y.0*V Y $a"f g ~ E yg,- 24 Ydd. bs' - kj

& = & / C &) 0 U). t ll.S' + ( yf-)(. Q) = f f f; pt-

.5 % )'" / c !'c ,z Y - Q / d / C b ) f l $ f4 Y ' D E T ) b 4 )

  • A.$ A F SY SC'*T

_f =.../ SO 1 y Af," i. S!tT.-.1 -..- Z. = 4.As %-? 3. -. A 7 = 9-2.')di n -- n -f =. _93, 9 y "> u 3/.r3 z 3., pj, g

2 ~ CALCULATION SHEET cal.C. NO '- 0 ? * ' 7 SIGNATURE DATE //~ ~ CHECKED / ^ ~ ~ ~ DATE (". -. PROJECT

  1. '/"' ' 7 Oc' # 0 JOB No.
  • ~#

s A/C#~ ' 78!'## A M/ /' SHEET 33 OF SHEETS SUBJECT iI 2 x 1.- Y.1T& o>e a) _~ ........C N 53 ~ .. f-cie. p, E (e c % 5 =. 2/.14 X /. 4 =.94 ~ ~ 6 j tro ~ t' cm,m g -+- .a,.ryii.n y y ) o c 4 y) O ) A~~ R.u .. i=.:. 4.s t 2. 7/ t A c r-f =- '3-3 *f'_ d3 V ?* ) I1 a j s i2 . AOCO A M $*? $ NCM ~/~&/DC/\\/ / H [ M L. $ is - 7 j I2 e & N W. N lY.b l.b h h r/ ? (.15 W f~ f.X, [ f / N O V D /V S O. W _..... g y,' 1s m nW .-- /N/7/;f -jo/f & .//3 t A/o ,GE,MD /M4 0 c.c cLK,,, A __] i pv. ce t u m//. - -. ... -- -.2.3 '* i f s e / ./ ~ f) 5/W& WW?fSO 50 ar3wwe /. ~-~ .~. y --/0y"l - /At-27^W 7 y, y,

s

/e_ c ~~ ~t I~- r - 3 =...... d' g =. 3 0,r2 v/. 6 1> to. y ' L N --) N 0/ & d//h L f. =n.s-/w w m 2, 7.77 x 4 9 4 /z i..; = s 21 I 4 y 34 i 3 .... = =

e, c: CALCULATION SHEET CALC, NO '- N #2 I O /~ / ""~~~ ~ SIGNATURE DATE CHECKED DATE N A PROJECT A M/ & 2 T/' r 0 JOB NO. 4 SUBJECT A /fa'~[ W / ' '~~ /- C AA'/ z SHEET 2d OF SHEETS i 70 cat. cu ts re-max 7eine N' /N cei.u& k = (cUody. </) y n [ 94.c = 5 -. 0 Y_[&2'o6) T /dc J&t7o = 7 ,D = ry.1 ;r.)(j . e w ><. <,e.) - Pt a A po JY e r.= = - 9 l t A 1 8 ~ / f =.2 1 3 ' n ' ~ ~ ~~~f.r;.tc.,k'2.) , ( ( _a i 12 13 -..h$ W.b Wh ff D sf 4C /e" // 5"*f t. / C E ~* . qb . & >. fdf ". _f.pg =. (2- ?d )( .,) { / d ) = Jdf A9y M4, ADb 'Tr.h9 - / 2//'d bi& 7: .4 -- 19 M .'f:'Cd=. = 20 21 12 t as t 21 1 25 i l 26 1 I l ( l i y i-3 4

~ ""'" rVi

  • CALCULATION SHEET

's CALC. NO $~k ? -'? ~ DATE CHECKED DATE ~ SIGN ATUR E (' PROJECT 'Yh SW O If 6 ?' A-S0 3 Joe No. SUBJECT 'N EM 'YJ 'b " ' W' d' ' ' d/ SHEET 3b 49 CF SHEETS ' A a -i...- ' sl' Check mar mom-/be Cri/i d/ he eft on o{a>cfcone. con 1'athce: (f000) am/ wah'wdy bero'sc (4000') '~ 3 f.~5///na!e t' c ifowerb/s moment will1 mek. c?rm //4.'6' b E Y//4.5 Mey. kad' -,7 2 " 7Foky =4 6' e ~ O OVY) M) /$o k$O. 7 I /h./ " $ Off. ~ A/ba). /f= (/6.// 6f) / (7. 2+/ 5)'/M 5 = /f6 9. 4S ~ t2 _c f' cone. bucte+ @ so *. Ser.tmib Acc. =o.f4 13 0 s. e

  • C" L=

96: 5 / 16 . (v +uf.,) M = (/s. 5x so) + (/s./,59) a f4 = 'Z 7/4'" (Ef% oew-) is e 19 ? " cone. 4 uchf @ .?9' 21 (sw Al)M- (jo.5-54)+(Mrs5" i: f4=- 29E'*( ~2 ?%. ov=<)- n Q 24 & Of * (,034/ hr*/O' h$ l* a '1 21 )g 4[ f [, G,gg)./. ,jg y flf';:- ff m ff gg/g S/A'cE /N 35& CC N D/ 7/ c N', ,4t.L.givrid4& TfMSS CM 0E /NCKGd CL Of dc){, ' TEis ACS '^f6 cenomox's me n c,r c xi rien. n 33 34 5 36

( f s..,,,... CALCULATION SM ET s CALC. NO[~ d# Y' # 7 E' DATE U SIGNATURE ' ^ 'v ~ CHECKED E 'DATE y kAk' N O bYCO N JOB NO. II U "" [ PROJECT -S 1 SUBJECT "L'IU SHEET OF SHEETS g'g iv,. A i *, 4i m.< _ De : i ;' t t K \\39 2 4 3 4 e s W 35G E rw~ v n n s '< <.x A i ~ 'o Y < o it k c F hw L=12 l

c. - o I.E s &a %.a.

'2 c}, = 34 13 l / E,C C K E N C E : ( * V G 7"//G ufup7 eq4/ 7 y cf. e r-su N u ;-io N aivosn D*D '{ Q y-C/3 L./ G L/E-L-6 AxD C 's ~ c,. S. M&y&c $,cp c m A D ' M 6 5 c 7 s e M m c u. 7 o" x y G.ou hjr~.<.u.c.c.- g G5 vol /o, '1 ?), y -te n ->o Qu c k' D + YD kj ? ) 5 t Wces c<- ~ n c n r*

c., a 25 l

~- l Q - 2 Y D <.,' 5 + Wcos 2 25 21

  • p* 3,<

ro% r 1 n 2o D L 12 2. B D G l l .n k'd : a .9 9 : 34 - p *- + a f 44E 36

r 2n.,,, i CALCULATION SHEET. ~ CALC.NO. d' L' ^> ' ' 8-- DATE CHECKED DATE SIGN ATUR E y v i b^ $ ! ' U S E"O IDW' JOB NO. I U 2 'M " d' S [ PROJECT b SUBJECT ki t'O,z,...' <.','PT 9'I l -T ' ' t~' -"FLJJ3HEET '7 C' F ' _ SHEETS -, ru. =o 1 Gov & FQ44 2 = IdhI b ch C44,4.*I 3 / . F t p.' p-4 5 s p o&;a cowaAm 7 Ys e il = I 6c (o 10 w W Ks (, y \\ 7, v o. t g :- $0 9

2 a

a + n (..'s Om = ? v o u x 12. y 3 v6 -i so 9 S ces % ' 16 57 c.2. + z s s.= 5% 7 = 18 19 kj y Y OY C w

ll*

jag 22 21 24 25 j 2s i 27 } 28 t I 29 I 30 a 31 l . 32 ( u i 9 i as a S

CALCULATiGN 5HEfi' i n calc. No. ' !^ ! -I., ' / / CHECKE6 U - ATE DATE I SIGNATURE I Ad!' " S'!' '3 l (. vnoJECT '0B NO- //r F 8 f, o 7. r lo SHEET OF-SUBJECT SHEETS x,,~c 1 ~ % d '< r i a s._ - 3 Me.r. workmq /ced: P -3 " ' c 5 kfRY. 'S2 /.T /??/C fOc9W: f= lSh

  • 7 I?. '

e . Dea d' w n c/iarenstor, pei-ce/e. 'o n esre/c eed. -- (By chien) i 's n . M: /.H/ coso si3 ** c' n T.! u y-pg k 'Dia. = jn M,,,g, = l !3 x % =. ACA '

  • it o '= 72-6 -/ = C6 "

O.!s 'rw 3 co scr l A4 7'r c : 2' . ditd for :th1,p/i)8cencer s,gusvt. sec/r'or1 rit//; assume c? 23 d= c.f, c'- it'x6s = 62 n -g 1%x & ,l,,' = /t 7/ f b' to = f[? - 3,7 c &,n.n. y use. g,,,>, : p.cos? As o.os :2x 52 = 9.1 a n b liJ1 /~f r / f f!$$ 77 I p 7o~%/ Asg $' Ox 2 = 2s.25 st.. ( - {];? = n oot2 f o/* l (de c,pi4/ #4'@ /E'hiihlt ax % O < /.t " ~ Icire. feirif U.se M <// = 24.Ts s c

(f' CALCULATION SHEET CALC.NO. ' P ',l / SIGNATUR E DATE N / CHECKEDT C *~ TATE I I ! ' ' h' PROJECT ! /* ' * ^ JOB NO. / I- ~ SUBJE CT /* ' '{# SHEET 37 ~ OF-SHEETS .:.7 sb..' - e --: 1 A m6 l 2 k y-t 6 #lff C/' " 0 l e ..N 7[\\ b E s d . y' ~ 4 f / x,y 5 s .s i r A I @h Ceb/e..&nec% 7h Deu % an e t,~nn L o. o r 74 Eg. 'E C-/0x S9 74 = f,22 % = 20.7 h. d \\ +

('

- N.=l/ 3 Wi 0 I f... 036 l5: SZksi //) g, S fu _m. _ __ge - l.6=--Sz = f /W I l.,.fLG' 0 Y ...-._.Aoind' d':2v20 7= 64 \\ l r T' ec7bd $= $ = u na \\-{ i n i fension.- k ee. =- 2l4 " Mc/e -th l l l A/er' A = M2-2.4%,c t.673)2= /4./n as j .p j .,Y? F,I4./ CY KSi 'Ob } .- B <: & rt>,9 o,, e o n er e f e I i .... -. pl = / / 3 & -. 2775'r. _.---p = 0.55* O. 7x 4'

7. 3Y {AC5

(_ s O.YSCAfo .$$ft ._ ) [ / ? 'O ,i u fut hN n fN l . '. $c' fyss

( CALCULATION SHEET CALC.'NO & <^2 A p.1 M SIGNATUR E DATE CHECK g _G ~' ~ DATE ' # ' ' PROJECT / ?''*.'" b '~ M M.? " / M T jog go, SUBJECT M 6*f E 0/?Y-

  • ~/' 8 * '
  1. /'

b 49 SHEET OF SHEETS s, 1 ce' - ['S ^ = /r. 2- .Sms 26 ",n,n. ke.,4 c %/w4 . m c. 4 _s. Assume 7b4/ caw:r/ kn.9M; = 4'2 *= 50" 8* p,, Amedson _.._...-..... Em b e o'S'. 47 7f/g}We = 1 b f"" * *

  • -_.Ry 4 Ang/ee e:. =*o um.

& Ca. l0 / /v ,~ AW R ! F fearing &m =/2x % 6 = 2/& si l2 Ndody / =,g/g, . Ar sc <: /(WCrlo6 3 fff*r*.t. 13 ver,6 J o.e. p' ( Ang/C:..--.--_.. y 9 g2 /. A,rp=18x:' Ad = = i .g I byW S ~.. _.. -. - y4 2 F -: e y =0.049C'= g zsd/2-J5 t - (Gx p.offr)'/z= d. S" VQN 21 n Luse L 5x Bx %- \\ -E 's'\\,~d~ se ~ * * ~ ^ ^^ *ll2 = p,yp.g = d ;7,,, 't .7 'T I l _-_. _3 =. O ' = 0, 6 G r 2 o A-l 4=b b l j W e /c % g P = /& % 0.s9 /a.&"/s,g. l 1 L 2 x o fA b.< k 5" .;*f f f"p 5 r l - -. ~' CO C f*-l 3 d. d /. f l 2. /

(. -... a r, CALCULATION SHEET , f,., g CALC NO. / SIGNATURE / /[ DATE CHECKEn 5'" DATE (.I

    • ~ ' * ?'~ ~ ^

5~ ~ PROJECT JOB NO. SUBJECT 8 -( x '4 l' SHEET Y/ OF b " e s. ~.".,- : /*,. 1,'8'- SHEETS &ccK Chc5r on Concr!c s 2/2 + 2x/4 s R = 2262 n' _.. Shear c7/*CS = 5 'A ? < 27/.= / 76 o,(- y = -- =.T/ ps1 1 7353 e 00~ Pf'/8o 2 W. / N.L ? d. 10 / 11 12 ~

  1. // 8: :New

'3 l 6 ... 15 3 o " *"t o p an '1 e' is T 4 ..s .e .e._ - l- ,r; .l [r Dr ts . 'i-~I. L 19 / 20 21 f 22 it, 22 ~ .Y i,- , jg #ll Q ~ as g, /M -""""~ c ~ ,0if$'k '/['l -~- 2s w - "~ f/ < ~, 22 l l 1 'A j . 33 g \\ - A "~ J' 25 acuacgr r ~ 4

. ?g h: CALCULATION SHEET: t, CALC. NO ~'*- Y" SIGNATURE ' N' O ' M' DATE ' CHECKED'^ " " DATE "' - 2!9'h Sfm ?#*$ r'f  ? PROJECT Jag no. SUBJECT!> - -O " ,' '..b # ~ SHEET M OF SHEETS 1 2 3 a S ~.s ~ 2 /b ./ _ -.--.,A (/ ..y74 Spirs/

  • /

,P) /cJ, - /f '* u m 440 -#// Tok/of4 ea, r i t 15 w /~, C' 18 2a Aer Sec7% j V 21 e e. e . me 24 27 p

?_ (- CALCULATION SHEET C~ '~' CALC. NO /NY ! - I@ CHECKED N StGNATURE DATE DATE . [ .OB NO. / ' N-A 0 PROJECT F* M " N " " ~- ' ' 0 C' SHEET D M ' " /~' .. '..,.. - '. ' f f SUBJECT OF SH.E ETS b'V/MD jff Chce/ win e/ hao.;- Y,% i )) d M */D e. Go M/M 4 '$ S ._g i N fo= fo so.co us es= et s x ce 4 _.. 7) ras.La e.f..pe r._.KB. c \\ ki Sqam. s&. p%y) 7 2 ,__r.zs '~g! -f ..../$r. 7'ra.rf.seef. (h b) 2.o 13 F~eW&n97b ca w/ Gre,ocr 4:>f d (~*".- &ne.... Ar'c1 -14).-. +I - 7 s.f_b:s4r.. $,4-. A.42 c/4x <= ??. 6 2 =.6'. 6 /4' 4 1 Lg u i 8 raeau.. p. 2& 527& = 79 y a 2M?n.l.?- - J 2Kx 7 40 6 = //. 'E 1 ,i 4 2.C 5

  • g 19 V

m '~~ ~ ~ ~ 42. 4 2 2, u) = = 3. 3 5 s- 'S. /22 /4-Mc dia ys/ue sc': rec ~ $/a ~(6 * %1 0 f..'s thi:/ p r c r. 2> l. 5 // C t f fr f. . fe,G r to 14h:cr. 'Seeic& cf C.f ?erree,%:.6pu M* r2c' 9 t z x fz=...ldo ts/cre % Ver c: l:w c.r f r h6eh - 60 Artx 7o l kr /50 AfP//.vkro'.. i int +c/a.~' san Sr '/c stPW ai:'e= 'y o. / M.-..._..pn'=.o.2 :2 - t].O Jo. 30' El5 /2 C f 2 c. 7 o' 50.'. 2 4 f fa:.,R Q . So *?'o /Co '.- 2E

p. :,

/c e. n a' /Eo *.2/ fU.f l l l

I. CALCULATION SHEET "a"... ~ CALC.NO 04**-/' !N ' 4 e*, ) DATE./* T F h ' fO DATE 'd ^ f.'VI 7 SIGNATURE / CHECKED < / '., ( IO*cA, C f. N.W. A.m PROJECT JOD NO. ' T..A '" f,..m,./ -;* g'"' O L' 4q SUBJECT SHEET og SHEETS 7 -i.,, 1 us, . h,;u.c : -3 = 3 t WI p 10, :, /76 7 3. 55x 2. ox o.o si p o " su s f/.fl 1.c' N.lt ~./ /.C x.3. 33 x 2.Tx 6. 0 2/S * /7 l We . -..& Q = //0x &- <.2.2 >' o. 6 0 9 s = f ' " ~ 9 g g ..p, 0.33 X 2.'Ex D. 0 3/ 11 k f fW .]$4 ~ = g,,,- g.p g t 13 ~. i j _....SGf 5M !C,. f-ex c & a / O ). d i q 15 ... 5'6G-.. 5'Q 7" .2 f. 2/. 6 , 16 -......a .. ~ .--.. N ! N O.. D o es A/c 7 C.A N 7e nL-DS2laA/ 13 19 21 22 2d 27 1 1 31 l\\ p y l I

t 'g M e e i

  • stcaF laudivaJ.r1 raf si navaC :.l srL O

e l l tsit nip enarC CD.4 & tleB rof sniF dna 34 eeS ,stuh,s:1:3 , a~r d.,._._ lanri retuo rof

4 N

sv 045 ,91 "9 ,C. 5 ( O { I'g 'a -t;0 kco11.muA W I 7 gniwarD sraE.rotsnepsus 14 048 tnencgnarrA eeS bijretnuoC

w a.

T% l ' l ll elba kcolB 04 3D 0374 66 "8,0 01 .iraV tsellaS egraL e 2 h q 3 g _e.__.._ f. ? 0023 ,94 "8 ,0 01 [ l alba kcolB 93 T .arav es-llab llazS M 7__ 4 .q' acica11etset 8 163 1 tsallaB 83 3$S Q rof a= arf-A 5 tiaret.uec H j m 595 rof sliardnail 73 nr n gp dna sareftalF I nr ._e__.__ ts m ,lll l 1 rof 1cnaF 63 0231 05 ,61,55 li g" f:rt.rcC cirtcelE vre m e,x d j:w si T. 6.L 4 a-L T a 597 ,01,43 ,8.C1 'P rof sliardnail 53 ,6L 4 3 dna ::: citalF );. '_.e__=--- 3 g ,p fi 1 h O( )k 4 5467 ,04 f.8,7 01 h 1 emarF htiw 43 1 y tenthcah tsimu t' M.t O [aW 1 bijretnuoC 33 D 5114 I.1 '09 5 3w a a. 'k . s 91 e b a ee.rC ntteir:scD sop A t.tg t ew snotsnemiD rep.ON O o ,g, g )sne t t a.aino rpp A esolC ylnO era nw'.r S ataD( 'e

  • f 0041 CF tt?t T*r&P "99
's i cirW

'. '. g-iL y g 'l $Q0 ~ 9 gg 5.y 3 : : : : 3 : O ; g M T 2 :: T 3 3 3 3 3 E T % $ I l

,n .O 9; aces 1 ieugavid.1 rep si nuviC thgitE { p#~ -6 1 kcolB daoL 23 565 73 E 46 7 N ^ ^ I _o g 5.3 86 59 j % 4 7 e,.g. 1 yellorT 13 069 T. 3-tf q'la eeirc,t 3s.1 9 gni<.srD 5431

    • P'3 '*3 03 1

-revo citsirav 033 snasarD elbe biJ dedneta. 92 tnemegnetrA eeS -iraV rof steD gniward elba sraB 82 0561 tnemegnarra eeS -iraY noisnepsuS biJ 054 66 65 95 1 pit biJ 72 N g,. __, g 1 5f 62 s

a 0132

,95,65 1,.23 -Mff.b noitceS biJ 4 g y e - - a~. 2 0482 95,6. s 23 A. W h " 1 noitceS biJ 52 14 ep l i "' O I.Wc" t l s.--- c - .8'I,.O.M. 1 3f 42 0032 ,95,65 a 62 1 a h noitceS biJ j k ,.23 1,.-e y 1 --l 1 yellorT htiw 2f 32 g 44, g 5763 ,55 ,65 gp g /- noitceS biJ y h b b g$0 Mg klEtk 1 1f 22 0 5343 ,86,65 d.62 OA ^ noitceS D J Ee A -e- - .a- - 0053 [.5 65 1 13 l 1 sraJ t 12 g !*$ g'k 07,7 ,45,040,.5 1 nibaC 02 3 8 T _- rotarepO $ l% w W >e113rT & d*.- T, 1 gn tceS--lena F 91 l l j 026 ,06,31,.3 Q, $..Qf g 0 8 6 r-lortnoc.esir .0 C -e-elbat ru. g 3 % g j k 1 OM 74 06,59 1 rof sliardnah 81 dna smroftalF ) - 1 T d_ 0 sraec eras 0 s' 5829 ,36,54,08 ]_ ga [ 1 6 gntracS ecaK 71 t_ _ ,y a : c htaw elbatnruT g gr e b' stL c b a sn rC ,ettfircseD sop

  • (

rep.eb g thgieW snoisnemsiD i + D j s.s a' )snoitanimorppA esolC ylnO era nwohE ataD( ( )\\* Q 0041 CP Ttit Wt mU *LM cA TWfifL k* =t 2, C 3 m a 2eE iw C I $ - - :: : ss: s s a: ne: suuaarY :: er

  • s I

j l ,. = - y .g g =g 3 :g y 3 1: t B : : : : :

  • * * * * * " ** ~

0 3 $'3 2o [. o E ,- - _--......~ G,.

. ~.

s a ~ $hh k-i ) f 8@N..)/ j wrtcy* A?D Nr>_*tTM??* 1.15T PC 1400 g O \\.. I (bata showr. Are only Close Approximations) D' l 4 1 bo. per h ae.stons weight (1 Po Description Crane a b c the N Undercarriage l q ^ g % h ' L *

34. 9 Tr ec

'11.1 4.7' 11600 i 0 Undercarriage ^ at"Y \\ % 'e I"* 2 Am ** h*** 2 M 11.7' 1.8 L.75 prs ven Irv1 toes :s 3015 I O c'.4

C

- = - - - * - m Base Bearsng o .4kg q h )p 3 3 Plate for Ducer 4 ) Tower I -M 2.d 2.E 2.0' i 235 d

  • El d f

+ Ttzei Mee N:s O i %y 2 Ed IE.i 1.k1.0 1 1190 i * (A I Ptovable b ee i 1. 5 Arace 2 e M sr~8 -,.,_,j % ; T 17.5 1.0 1. 0' 1115 b M = 5.n -t 3 Support team m z n 6 al O E 3 20.5

7. [i.1.I 1050 a

n. g n Outer Tower I .2, 9%1 *,_,_1 3,J,,g,,3 ,5o3 p. E d 7 section el 1 C Outes Tour W. of - .c 8 Section 42 6 g .l 18.5 8.1 8.1 6160 + W m*0N g, bo U Base Beartr:g I'*-* ~L i9 Plate, Ir.ncr 4 ID I'"x r lO -) jd 2.$ 12 _a -. 12.5. 355 gay,7 i ' Ba se Cli.bic& Me 1 10. Tower Section 1 I[* _ h dr 18 5 6J 6. I' 11500 N c-clete

  • ~

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  • T 14 Trama

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= s. +. ~- u x= 2 ji f.f.,H - M..P.P Thi % s 1 i 8 i .u w',.,-t 3 (e. l g 1 i ,.s 'O 7 7 4 o t 2h.' .e to. ~ ;.... s t, .:. 1s ,i _ .g E N i 2 -,. ?, 5 5

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f [ ), .l i N ~ i u I The Uplift Capacity of Foundations Under Obli que Loads Department of Civil Enemerrine. Sma Scorso l' hG. G. Me w ~ sa Recened June '6.19*:ec eral Cofkee. Hohlos tE. Accepted August 29. 1972 The pres ous theor) of scrtial urbf caract>

1..

i. under obbaue loads. Tbc analen n compared u sch h y* of foundations has t cen estended t anchors and osles an sanJ and cle. The inttuence of load t e results of model and some neld test .N uitsmate load. represented by an interaction relJasonship bet u u D ween the sertical and honzontal componch s on r 4 g fondations sous des charges obhques L'anall.a theone a nents. rec d'. yse est comparce asec tes resultats d d'inclitisison des charges est representee parreduits et i al,, 2' 4 d-en et des theus dans le sable et l' ara Th, et horizontale de la resistance limite. f e. une relation d' interaction entrela composa. L'in#uc tu., i

g.,

nte senraic UU8 Introduction ^ vertical uplifi capacitv of foundations (MeveAs contin = ' - hp. u a small load inclination, a. both P, and 8 ] act downwards; as 3 ' ririd anchors and piles under oblique loa'dshof and r, i :' ' ss 3Pplication of P, rises anc the an !r ia increas d:321 has been ins esticated. The behasior of aches 90'. while the point of ap foundations under' nonasial loads depend r c IM C to a considerable estent on the defo changed gP. approaches the base les I .T4:n characteristics of both foundation and soil rmation and the failure mechamsm at the uhimate load. The ultimate load per umt len g is rather comples. Accordinch anchor wall can be estimated fron' pit of :- ysis can be deseford on the basis of testproumate sem Polygon shown in Fig. I and m. s the fe: pressed by the semi empirical equar en be 4 ,.j results f,or foundations (I) from the sertical to the horizontal directioniand sub p, rK,0 _ -.0:K, 2 - ti cos a j where D a. ~ s the depth of the wall.bau. K. 27 3re Uplift coethetems. it 4 i the weight - f the wall. Tiscon-unit is the umt cohesion anu,, is u At failure ' f a rigid sertical anchor wall K = 2K. rsn c. where Kthe soil. Fo o weight of under oblique pull. a soil mass of roughly sure coefficsent on the [ truncated psra midal shape is lifted b 3. apprmimatch. (Meyerhof and Adr For shallow anchor depths the failure surfac 4;

  • E

= up. 19681. while for ho'rizontal pull a, reaches the cround lesel tgeneral shear~ E C1 - e failure may occur'creater depths local shear and 6. ,. approumatel, to satisfy serta failure) while for -o; 'd = g.g ~ [ ~ ultimate load Q, appi;ed to the wall at groundnear the anchor. At the

  • M "

a o

0 4 --

level and inclined at an anele a from the ver ~ arg " l ~ 7"T ~ tical. the net lateral passi5e carth pre g n R P, and P, are inclined at angles d ssures 81 c, O !w o.3 - i , and 6 4 p c, 6 i to the horizontal. respectively (Fig II pressures P, and b* I f o, [ C' ga b* p' '/ difference between the corrP,. which represen. The 01 k-- t the s-- s C C** and actise earth pressures, esponding passive i a Watt C* the adhesion forces C, and C, en the uact together with rootmG FORCE PoWG04 pic,g, po,ces;,, r2,ture of anchors uneer oebu pper pult can.oemeen.J. to.e4 4:ern Fic. T-

    • N e4 g. --,

4 1 w 7 - - - - - ~

~p '-~~ t, j e m r.,m. u n.wa. w w n r.>r m n was. Dads ':~. '.i. betue. n sliese hmits for intermed t.bnun'. l. me a hncar sari. ss than for a sertical wall, while the ,,. ef. tne uphit cocilierent. A.. for a ia e a .;; sertic:I rough wall hase been determmedhold for an 5..w poute in batter wall usth

ne carre>ponding earth pressure coer. angle p. The corresponding uph nepain e

. :it tCaauot and Kers el 1949:sokolos-s. . i9a.t. Thee coeflicients are show n m I sp. i rough walls and p

3(P. The values of A for sertical uphft uncu Inction angle'. o. of the soil.

seundai.e. . ;A do ne ury,much with the load inchna-iarpe inction angl neerit ess.cn nge ~ 3";e :Jn te between these hrmis. mediate load inchnatio s for nier- "'S Of : ' TS: : hit. coerlicients. A. are not ..':d be:. : m eohesise soils tension cracks as mdicated anose. pull can be' adapted for ri,cid pile } :,, fer v. : wall > in 3aturated elay t: : wer.re load insalidate the 1eNue L !( { f' by multiplying the abose uphft A o-coceicient, for pile >. The shape fa ire semeaj ... Incoretically. for coefficiem-p'

rece, e about

= 0 and it o one-half tho salue for . W ee:in practice A, n smaller as show n sertical uplift (Meyerhof and Adams fe'r .o.. and for horizontally loaded n;td piles ibrinch espectiser3. f.. Ifthe ane: 196H Hansen 1961) increase roughly hnearly with soth P, and i

d. ra the ser:ied. the earth pressureOr wall a inchned at an angle 3

the ratio of D B up to 'a critical depth be - :5. the poir.t.

te angle A L

.:::reased fer a batter of the wallin the direc.. P,. is which the shape factors remain constant yond 'ds as .n ef the load tout batter w Same has been found by estending the l .The J o appr..

i. while tre earth pres ure. all uith positise method to horizontally loaded batter piles application c P. is increased atter at roughly u-T.enebota of 1954L As a res; ult the uplift (Ran pile > jan 1970s. The ultimate load on ricrd 6

g g".,,,g.p _ pressed by may then be es length of t. } INCUNATION OF 5 LOAD % from the fer: 3 i 0 ..g2g. y,g, gg. d may be es-

gn3, with symbols a before. The resulting uphft

[ ][ coefficients. K;. for sertical rouch circul.:r , equattor- [ piles are shown in Fi;s 3 and 4 ior sertical - li'cos [ 11 base, f,tre d~ the wei , 90 10 0.- e

  • 1and: gh:

., $ g b 0 / 3 c .I as th f l Y 2: N / sertical upi.f-: 8 / [ 45'd he carth prt; f cs 20

  • EPTH0f j

/ 0* d J,. g. j l / wif75B 0 z 6,90. ' 4 ,j ,/ 7,/ 10 10 l Id 1 se = sq satisfv settici 5- / ~ l K / I-r f b / / z [ H, / p INCLINAil0N f 2 0 / / OF WALL ll z ~ 9 C /l w g K'

4. [-

c.,:L 0* U i / -+ 3 o * - 0'Sl I u f i . p# /r/ s / ---30 r C+C+w g.: - ' 3 $ o.2 \\ t g 0* 10* 20* 30* A0* 50* 01 MCE 0003: } 4 ANGLii 0F INTERNAL FRICTION k 's under'o nq 0* 10* 23* 30' AO* 50* p.

    • y. T*coretical uphft coefficients for nged anchor ANGLE OF INTERNAL FRICTION p Fs,. 3.

Venical uplift cochents for rough piles i I \\ ? I l A I i u_ 1 L

=_C~ s 31 j . d' i 1 ti -=- i l ~ 66 i! rw. crorerat. J. tru... i,a 100 if an anchor wall has an enlarged bue pp,g g Ifootincl. the uplift resistance under oblicu whit 50 WIDTH B. iCat loads is treater than that of the wall its'e .f

430, because t'he tiltine mosement of the anc e

I 20 .N 20 I mobilizes ad'ditional soil reaction. A T: 'f an i1 beneath the base (Fic. h. Morcoser. for .d 10 10 racid pile with an enlaryd base the greate cher y z 5 1 y5 resistance of the base and the soil reactir netu 2-beneath it increases the uphft resistance undrand 1:. t O widt: oblique loads ecmpared with that of the shai-5 2 fer. the correspondmc meresse depend-u arna: Tne [ other factors, on the ratio of the width ofis l k 05 base. B,. to that of the shaft. B. Under har,. ~ u :al. } Ioadi I ntal pull. trial calculations indicate that the .)

s lateral resistance of such anchors with rate load of B, B exceedinc four is about 25' 'crere Thei 02 -

tinc < - [ in clay and up to about SOG greater in sa::: 01 i i than for piles of constant section. rneths l 0 10 20 30' AO' 50' For ricid piles with an enlarged base uner' oblique ' pull the ur.symmetrifal soil faili::: ANGLE OF INTERNAL FRICTION (p makes a general analysis of the uplift capac:r. . 4. MC Hontomal uphft cocMe:ents for rigid rough di5 cult. Howeser. from the abose analysis t pla:es rigid anchors of constant section an'd 1 results er model tests in sand and cias :::: uplift and horizontal pull. respectneh. and followine approsimate parabolic enterier values of K; for intermediate load incliriation> felationship has been obtamed be:ue h. can readily be interpolated. as for settical walls. mus on senical,and horizontal pulkng ree { tance. Q. and G. respectis ely. Thua. In Comparison of Figs. 3 and 4 shows that for ultimate load. O,. of racid sertica' anch a gisen friction angle the slaues of K; for with an enlarced base is, appreumatta short piles decrease as the load inclination. cisen by the semi. empirical relat o, increases while for Ionc piles K; increases with o. For rigid touch piles iri saturated SCO'" f0".O"/\\: - I ~ [3] ./ four clay to - 0) under sertical uplift K' - r. Or nehna theoreticalh. iMeserhof and Adams 1968). ( while for h'orieont'al pull it is found that the. at o e correspondinc salue of K,'saries from about in this espression Q,4 gnen by Eq. (21 e i.* u nda 40' and.the aforemer tioned meresse : non 3r unirv for ser'v short piles to about three for lateral base resistance. Q for shallow anc ,g lond piles with a reduction due to tension is gnen by the same eq,uation with a in whic cracks 'in practice. The uphft coedcients. and usmg the base width. B,. in place ofi an y K;. for rigid batter piles with # .::30* can while for deep anchors below y g.,g be obtained from the relationships for anchor depths of about four to eight times t the pre the crito walls shown in Fig. width the s ertical uphft capacuy of

  • of such batt'er piles the coefficients 2. Thus, for vertical. anchor partical uplift or rod frictioni can e ed ig, Ki are found to be about 155 smaller than expressed by hh for vertical piles.~ For sand (30' < c ~< 45')

the coe5cients for horizontal pull of batter b" The. piles with # +30' are touchly 409 smaller f ' A' and for p - -30' are roudhly' 40'; greater where.4 is the area of the anchor base a:; than for similar sertical piles: for saturated N,, and N,, are uplift coefficients. The cv Umed tr clay the correspondinc variation ficients. N,. are plotted m the upper parts ( ,.,# FC is about Figs. 2 and 3 for deep strip anchors. P, 25' ;. and circular anchors. ( N",1. respecmth W* ,,C -n._ h ---F e-r a u. -wwr r. _ _ _ ---~--

I stEYEuilOV: LPLIFr CAPACITs* OF FOL*ND sTIOh la r c*" b' e' '\\ 'and Keriseg 39491.n enen by the ceneral t'elationship-67 ider obh 160 - p t ;u0: ' "JU 8t

  1. 1/ 2 in. cio. pite '

x 8 the anch s, t X" - 1) coto l eaction. A o dto with 2in.aio. base 14 0 the uphft coefficients for rectangular an- 'oser. for ' .- r. under oblique loads can be interpolated n wall with h.n. wise base e the creat. . uen the abose salues for anchor walls oil react:, 12 0 tance und -j c.rcutir anchors in proportion to the FRICTION ANGLE

h kneth ratio of the rectangle, as shown 3

43* af the sha'. , redt uplift tMeyerhof and ' dams 1968L - 1ds. arner. ! : uhimate load of an anchor group is the A v 100 . udth oith. . aiter uiu: of either the sum of the uphft N DEP TII' O l.'nder hr. 0=121N ate that t.- .;. Of the ind;udual anchors or the uplift C, N 80 . with rat. 2J.;f an e.:;uisalent anchor ' block' consis-q 8 5', create

.a; 0f the anchors and enclosed soil mass.

g 1 tier s'n sa!. be Istter resistance can be estimated by theI 60 %~~+~~**~~~*

sod suggested for rectangular anchors.

j 5 I base ut.dr -n-- D: 6 IN. soil far!st, Tests A0 lift caFa'~' MW uplift tests on horizontal anchor sate, of.sarrous shapes and a width of I-2 i-n an'd 20 ' with 12nn. diameter rigid rough shafts D 3 6 (N ' d4 O" r p d rough sertical and some batter h-.r id clas. -de 01 1.;-in. diameter and sarious lengths inters'cu. 'a. estr:ec out in sand anc clay at the Nova 0 a etw een allin' red'e g 20* 40' 50' 80* v:a Te:nnical Collere IHepe 1969: I Ran. Y This. W - 19'0: \\ alhappan 19700). Typical test Fic. 5. INCLINATION CF LOAD c( j al anche: '2'A 37'I.:otted in Figs. 5 and 5 to show the T>> cal results of raoe:I :esis on anchcrs in p 53 " 1 roximaten 2nanen a ultimate loads for different ionship an-and inclinations of the load. Except 't eiles cic0nstant section the uplift capacity y t2 0

  • foundsten, generally decreases as the load FOR LEGEND 1.

mehnahen from the sertical increases. It _ 10 0 SEE FIG.5. 0I6 IN' 5 h e Of interest to note that for the same ) -q:[2} mit. 'Mdation. depth of embedment and inclina-o e g x of the !O.id. the present ultimate loads are inercase c 2 DEPTH = ? w 30

aller than those of a similar series of tests

,g. an&- D = 12 :N th o ' unid ineiined anchors and piles were under O 3 w z m.il ts 7 dace ofi he. criti MOrea ct. ult iBhalla 1970: Valliappan 1970bt 60 g ihe cortesPonding thosements of + M I s the ba: e preten: anchors at failu're were greater i 4 ..+ C0HES t0N f; 'm eularly as the load inclination approach. ,y or g I 40 *- s' C is 3 PS L-J the horizontal direction. >n) can ; u O .i

s.,,,/,

~' Da 6 fN. hi .he pre ent 20 ' - -- t" / s model tests and some ":!d W-0 3 t;! I'.) JA a-\\ dams 1972P on anchors under oblique ft~~+ -~~ F I base a:: ""' 'n,and can be compared with' the pro-The::et O i l N'ed theor.s of uplift resistance by analyz j inc 0* '20* 40' 60* 80* s g.

r parts e ac esperimental results to deduce the uplift

'f5 8 5 ' ~ ~ ~ ~ - - ' INCLINATION OF LOAD ot ,pectisch Punai.emmun.cai,ons. Fic. 6. etay. Typical results of model tesis on anchors in ih. -,h ,(' u r- .t "*''**'ar% O O 6NWeg 9'4heO 8.N hm ,m

e j =__ { -- ~. m, s .\\ t4 f.\\N. CEoTEest. J. Vor.. an e,re coefficients. K for anchor wa and K;. in Eqs. [1] and [2] 60 different depths and load inclinations. For ARESENT TESTS.S es/2m O/ lls and piles respecthely, at + pso*. 6 3 = +30*. v 0.-30*. / the wall or width of the shaft has been usedanchors with JyADtt968):8 im. D/8-20tt.rfu 50 It o f.'0*. O p e + 30' O p a -20* in the analysis of the sertical anchors shown 7 YDSHrsit:96JrB.f;a.0/8.iotc 20 'E in Fig. 7. The test results are found to be in .x 3 0". A p s +30!,v p.-3# i a0 fair agreement with the proposed theory, and 7 the obsets ations generally exceed the estimates e E BATTER - THEORY ANOLE / / 5 I Figure 7also show s t5e approximate interaction. M 3e t k t p a -3 0* ' 0 */ relationship of Eq. [3] for anchors with an o 7 k' x v 8 enlarged base. + x3%)t .2 // The prewnt test' results for batter piles have [ 20 -'~ + 30 % *86., f 5 also been analyzed m terms of the uplift coef- - I,.,/ eg y, g fleients. N.*. and the.results are shown in Fie. y g

i g

8 together with some earlier model tests o'n --- j - Y,, g.. o M 10 piles'under oblique pull. The deduced values.,.- f _

W '

B C ? ^ of Ki agree reasonably well with the estimates ,[ t

  • 35 and confirm the greater pulhng resistance of 0{

f ,l 2 i in. batter piles compared.with out. batter pil I 0* 20' 40* 60* 50* 2 for the same depth, soil and loading condi. es INCUNATION OF LOAD ot tions. The limited test data of batter piles of a Fro 8. C 3 gisen length nariable depth of penetrations pg,,,n 3,n, ompanson of theor) and rests Dr hant indicate that the masimum pulling resistance between about S = - 15' and - 35' beyondir; sand is ge batters. 70 CArta

u..

B Ali ' FOR LEGEND SEE FtG.5.,, The esperimental uphft coerricients. 1. "#"'IF SHAFT FIELD TESTS:tADAMStS72! and N;. in Eqs. [1] and [2] hase been e.elurt; '[ 604 B, Ba3-3 2FT D/B:3-4 5 for the present " '#d-o EB rests ( Adam 19721:model tem and some fe!; e a 08 /8.l. j $ m35* a/Bals' sarious depths m clas. The resuhi are shoc on sertical anchors 2

  • f'5 in pig,9 usmg the wa'illencth and sh f 450

"" E'O 2e -THEORY-m the anJhs of anchors with enlareeJ bast a t wid:- 'U"E ' \\4 Premature'tenule failure of tire claIneduct e E 40 N\\ the uphit capacity of shallow anchor by ur g $3434 y [4 N.,,,,, g O / B 32 ! to atsout one. third len than the estimatti The u = 1 salues. while for greater depths the bearm;.ind pile g 30 -) capacity coerticients of deep foundations are foJds ca . ~~' M - - b' 3.e approached as would be espected theoret,. which h:. 'E N calh. o s 2. presecus ga 20 - T'he obsersed ultimate load 4 ' g l.h. Iounda:n 3 of circula-anchors and piles hase been represented M the uphi. i ,, ~ g --"'-"- "~ the micraction .snd piles shown in Fie. 9. In this relationship the es.r cla) tene 39 3,3f0fB ajl~ perimental uphft coefficients. A"for h'orizonal sertical u 13 Ojp loads are consersatively ghen by puil. The 0 Pl5of 0* 20* 40' 60* 30' [6] A* - I A 0.08D B C INCLINATION OF LOAD ci with a maximum value of K' = 3. while for inchnarier Fu - -sertical uphft the coetlicients' suerested pre-results of Companson oriheory and rests foranchors en sand "mple im Personal communwar.ons. senical an g= Ismate los. m ~L1 w ~ ._.m _ _, S

~_ r ilEVEkltoF: t'PLIFT C sPAftTY 0l? FDt Til 5T10%. 5 /2 m D/Bs2 " 69 i '8*~3 M.ea5E l FCR LEGEND SEE FIG.5. walls f a given depth under oblique loads 0 3.'20&is*L SMAFT FIELD TESTMADANSIS72 D/B. a B B s3 2 FT D/B.2-3 shows that in-batter walls hase a greater up. 1 -30*/ 7 12 i y mmance Man at-B er wam. Weh is D/Bef0(0:35g aB,/8=1S. Css 0Tsi W D v 3.-3d g u j A D/B batter piles in sand. o , STTER g 10 g 12 ' M 'E,g 8 - THECRY

  1. N*#

U 4 ) I g The research at the Nosa Scotia Technical S [-

g.

\\ College was carried out 3 with the financial ,,, p 3 4 12\\ support of the Nationa! Research Council of h 'y g,+ { 6 'g \\ Canada and Franki of Canada Limited. I ' cf M E 4 \\ I 54 5d Bwana. S. J. S.19*0 t.chts capaen) of mel.ned pas p,- A'4 2k ~ Conese. Hahfat. N. Sin sand. M.Eng. Thes:s. Nosa Scotia 6 I 2 N 4 ,14 N-

~^

-l { ^**D. A and Parassouts

l; -

on the bearsng capacn>. G.1968. Cons deranons 3 ' 6C' 80* 2 P +5 _' #- + N - ""~2 pues subjected to forces acting in dferent direc. of sertical and batter 9 .0AD cl _ 1 tions. Proc. 3rd Conf. Sod Mech Budapest. pp. 483-491 ind tests fer cane. O Barscw Hastts. J.1961 The ultimate resistance of D' 20* 40' 60' 80' ngid pdes agamst transse sal forces. Dan. Geotecn. Inst Copenhasan. Balt No 12. rp greate INCLINATION OF LOAD ct CaocoT. A.. and Ktnistt. L 1929 Trane de Mecarnau 5-9. Ca m h s ~ Corneanson ef theory and tests for anchors in des Sols. Gauthier-\\d!ars. Pans Ho't. A. C.19M. t.'phft resistance of sertical bulbous a piics under mehned loads m sand. M Ecs. Tt esis. Nova Scona Technical Cenege. Hahfas. N 5. coe$c:ents A wans.y e.leyerhof and Adams 1968) can be s Mo tawor. G. G and Ao4ws. J I

been es atuate:

19a8 TN: u;urnate upm apacn> of foundanons Can. Geotech. J. and some he:; As in tne case of sertical uplift. the long. 5 pp '2 M 44

    1. I 3 "#h * ',

em rese tance oranchors under obhoue loads Ras 4*s. G.19*0. The beanns cacacn> of barrer p 'es suhs are shou under met.ned loads m sand. Ph D Thesis. Nosa w - Ob2bly b- *stirnated from t'** drained ."aear:nz strength parameters of the clay. " c' Scotia Technical College. Hahfas. N S. and shaft widf', sosotossun. v. v.19a5 i enlarred sic Pergamon Press. London 5 stics or Granutar Media 12 clay' red u'""' Conclusions Tschtsotantorv. G.1954. The resotance to larcral iosd. anchors by u,* Tne uphft capacity of rigid anchor walls vausarras.pec. Tech. Pub! No.152. pp 35-4S mg of smg'e pdes and pu groups. Am. Soc. Test Mat.. S the estimated ths the bear.nt ed pde, of constant section under oblique P 19*0a.1.'rbre resistance of sertical bulb- "Cundations ar't icacs can be expressed bv uplift coemeients.ous peles under inchned loads m clay. %tEng. dch hae been escluated by extending theThesis. Nea Scotia Technical Cofiege. Hahfas. >ceted theoren preuou theory of serbcal uplift resistance of -- 1970'> t,;phft ids of circuis-wurcatiens. Theory and test results show that resistance of mhr'ed boibous pdes under sual loads m clay. Report. Now

  • e u:ht-represented by coe$cients of rough anchor walls scona Tecnnicst College. Hahfas.

N S. af Eq. [3]. a-ad prie with an enlareed b'ase in sand and ioswtut. Y.19*.a Piles m eohesionless sod sub.wt to c:2) generally decrease from a obhque pull Proc. Arm Soc. Civ. Eng. J. Soit Mech tonshio the ev 5 in: maximum for Found. Dn. 90. SM6 pp.11-24 .'for horizonta 21 uchfi to a minimum for horizontal g by N1 The Lame relationship is found for short g Nes of constant sectron while the uplift re-Appends.t LB m!ance f I ne piles inenases' as the load List of Spnhoh mchnation from the vertical increases. The 'A area of base - 3. while fer results of he study can be represented by a t B = width of shaft su!cested pre-ep!e interaction B width of base relationshio between the terocal and horizontal components C of the ul-total adhedon nnare load. The analysis ofinchned anchor unit cohesion I i D } depth of base l I L. k t L

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r-m-n ,,:_~ . es a - ~, _,_ ~%w_ ' o l t t t' i M f (.W. CEotteli. J. t 01.. In so;a g f,and K, = uplift cocmcients for shallow wall = anchor inclination from ten K*and Kl cal = uplift coemeients for short pile N,, and N,, = uplift coemeients for deep wall = unit weight of soil 4 N;, and N', = uplift coemeients for long pile = angle between earth pressw P Q. = net passive earth pressure and norrnal to wall i = horizontal pulling resistance = angle ofinternal friction -l Q, = ultimate uplift load Conicesion factors to S/ Units Q, 1 ft = 0.305 m - vertical pulling resistance R I in. - 25.4 mm W = soil reaction on base i I ib = 0.454 ke. = weight of anchor = lord inclination from sertical 1 tsf = 107 kN 'rn: Ii o 11 I psi = 6.89 kN m2 u't 4 e i E l i i. c e f ( r i / I F I I. l I u (~ i l n p. T I 1 l l si: I gr i sit l ga fai c> 9 ~ ~ - ~ ~ ~ ~ ~ ~ ~ - ~ ~~.0b} _ aggS = ~ ,-}}

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