ML20214Q777
| ML20214Q777 | |
| Person / Time | |
|---|---|
| Site: | Arkansas Nuclear  |
| Issue date: | 04/30/1980 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20214Q757 | List: |
| References | |
| NUDOCS 8609260301 | |
| Download: ML20214Q777 (27) | |
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li ' INTRODUCTION _ ' O .[ , , , f. ,.:c., ,.
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m .
1.cThis) report. dogc.Vibes jthp.. ..res,ultadof.da?de'.
tailed evaluation of the d
[j:3 til,ockf. walls, supporting Scienic g' gatructural?:capabilityoffconorCategory"1 pipess t Arkan'sa,sjNuc,,eara,Qnej }U a ,q
^
eo P
(Cosmissioni(NRCprogu'eitiithatda.Mtiailhd evaluation of the p L' ~
w
$ " t6? meet3 th'eZdesign41o'Adlsybefperfpqseffa'slpart (systems.pf. an. evaluation-
?TheSNRC request-
$ i '
11e'tii'nE No.b79--0 2, Revi ' py f S{ ofipipe ! suppor't's >in 'Se. smiW Catego,ryisdntainedlin
/ ~
~
Secti'drs55Flof N .N l
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atore 2.
SUMMARY
Q;3b
,@' .Oj
{ I j .
- MP F ,,
@[W
' y1 22.1 METHOD OP. EVALUATION
'. fj Y %
q ,f7 A field survey was conducted to identify concrete block walls Gj which. support Seismic Category'l piping. Vd
~
co .
%-h' . Altotal 'of 8 walls ~ were ,identifiedtJas5follows :
~
9.5 A ' . -
y e ..
4
> .,. wpp - -
O p;d t
af' walls supporting largee~pipes)I(g$1/2"Ediameter. and. .;larger) a ";:L..s%:%
yy g . l .
8- a
- Walls ~ supporting smallipipes '(2*? diameter or smaller) i S. f ' '
".%?', ,
o t None of the block walls,is' designed [as a load-bearing wall that Yb]
l py. supports the building structure iiWthe vertical
~
Thedirection walls are or pri-acta N as a shear wall in" the horizontal'idirection. In genesc.1, PU
'rf marily used as shielding.~ ori
~
fire partition walls. r cd q the walls are not used;to support,large piping s and~other heavy n
h O);. objects. Light objects andismallipipe' hangers are attached to 2),
, m. the walls somewhat more frequently. 73 F . ,_3 f.", - -
, i. .
Pj J.
fu M w In the block wall analysis, cracked'"section properties areb us 1 p,
- r. saoment of inertia is used to account for the ef fecta duo to ' the d
.d<
partially cracked condition. Walls which span vertically Walls whlch'are between f;%
I 7;" _
floors are analysed as simply supported beams.
supported only by the floor slab'cbelow are analyzed-as a canti-d f cs fi levered beam. Support at crosswalls ,is generally ' neglected. d.4 !
- t.1 In some . cases,;. cross' wall:. support':isiconsidered Although"crosa and'the walla wall T
are analysed?as' simply" supported l plates. l g}]j support and offects of: openings 3are not generally -include k.. ' f presence of the cross' walls and openings and using finito element analysis, shows that stresses can be expected to be lower than
~
y(}
g@
r ' lT L*
Ef;7 ? generally calculated. '
y W .a y" A' capability of the walls is evaluated by. Stresses comparing arocalculated c
calculbted as c
" N.
T otresses the sum oftostresses allowable. duestress:
to wal1<
1 pipe support reactionstresulting from a combination stWortical limits. inertia forces and Boichic: Category [i 3- H l
h/R earthquakemotionandgent.dir6ekten'of' y yl W4 .
mg. g.g' horizontal'tarthqubko oy, Q.C. ;.
~
'Ml e.vt :
h:
. ; ,, ..s. .-..h ( i
- c. ,, ,
' ?
f . ). , *
- a, . , e
.~ .- ..m, f % .#,. 1%uW e
e 5 4.c. @ ,.Fw .
w qq. a . . ..
b%2N ,
fb.hh i
E
,l '[ l 9%%
'N'Q' Ah Q: 1
% .. 34 m - ? 6n Y' g?.%,5. ?.,',%' ~. ' ' , I:
Y ' y$ a:%.,Q.. Wsj$W"=$. p.t ,. y
' ye i,. u
.m *<>n- w q.y ;.
a A,,,Q.
r , re . . A, -
L, r
. .+ c . . m L,3.y p ., .r;-e, . .. , P62g;q.o;;
3
.r,..;%pUy.hoQpqt.a f,' esp!) quake. motion cre ns.
g $ g m .w9 :::ation. :TwoQigeqtfo..o t pstimposed.on~.the walls by h i:. -
y& aM :
p W GH/.E Category 1?pipp*paupports;arepob airy,edigron pip ^e support an 4 :m
, cons ^ -ide red / s ignultanepps1p qop$'MQl6C hhW
~
- -h '~ QYW.?Tiyjy!
".,12.
The out-of-planejinertia".fgrcp'genepat,ed(by the maso cf the n11 fpgg:7e M g r'in obtainedras,sthelproducttpf) f lliacceleration and th-i M0W;iweldht,off 8/allMweight is aN O OMEM.'s teightj ~[Aii;;hllbsa M{M[M.wah : Win : the :ilinsii?as'6the computiatilon(3cQ'epar all attachnan average apectral 9
Nithf;F,"' The' '
Tbc ~ allow'ance'"i'sNebifiled%yMiisipariisbi14to 'actu'alN wall;a'cceleration accelerationi 'coriesp'o{isideterndinir toltilie%al1%frequ'oney, . using th 4(pdyWc M response J spo ct'ra ' ati thel,floorsj aboils?'andibeloti. . . Conce rva t.h damping values of"31 and.15t2are:.used1foretho?OBE
~
caco,and e r RIXQ'S. - case , respectlivel'y . ' '#'
l' % Me.f M M P
' " ^ ^
D:OMj l.c a;; ,
%y c is4fe, - 2.2 RESULTS OF EkALUATION; i l .1, gw z nortar, ycq,#xJ.W 3 Calculationaishow , that ' stress'es ' in'concre te bloche ,
%@ F; grout, steel.' ties, and reinforcing { steel, resulting . fror et bined ef f ect's' of' wall inerti' a',forcesland ; pipe supportArec t l,c r dW .@,V- during the OBEland DBE2.are within" allowable /limita. cua m
~
~
3P E . of maximun calc. u. lated. stres'seiPa. ndF..al.l. o.w.able ,limitc 'is : cc:
4 qgi followS* '
? h6' d .
g%@C% ,o gi: > T. < - e b..gr *r w j: ,
OBE' Maxinum DSn ~~
M O b.x 's. Max.imum .e . '
Calculated Allowable Calculated A11c-ggf Stress e:g'QQf Masonry wall tiexurab .'a 500 530 '!x t.
.cospressive stress.(psi),,'410.'l
s NQ:Q}4 q,Roinforcing aL.el e w.M .19,600? .er.20,000 29,700 3 0, C M y.f.gEO, tenaile stress-(psi)- 'c
. - - e (-
ffyW 7 It~.4r stress sin.verti- : e. .
McQM, . " '
- ;12 11.0
- 2' cal cortar joints'.beOT. ;,
35MC tween block vythes'"(psi)"' ' '
'8.3 v.s .WM Mi;s.W !.
r;.7,.4 s -
Shear stress.in verti- '
,43 11.0
%.$; ' cal joint betweeni' grout.. 8.3 '
and block wythe-(psil-h}p.;/.7 hasonry wall flexural 3 S -7lg . .
tension and-shear 8.3 43 11.0 <
$!l Td p' strcases (psi) 3.8
~
P u,-. .-3.5 4 3.!.EM Lp Concreto an.chor-te.n- .-
,;m.m sile force (kips).. -
g, . .w ;.e,;.
[ ;'
o
%.3.y._ w.~ ;;p : .
j
@@,b. 2.3 OXiCLUSIONS , ,
s yn.. w. . .
N' , All concrete block walla.in ANO - Unit 2 that support SeP d e M l Category 1 piping are capable of withstanding the combined CCc: 3 e
ig$U).
. W '. of wall inertia, forces .and pipe support' reactions during * M ;
M.*';_ and D3B without exceeding .the...s allowable etrono li.mits :o4, .
e , W; a f
T:
Y . '. .
Y f.
f oQ ,' 'g , %
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4,p - 5; . t'
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, . . . J n. ;' ' *;i.
, ' { $,, ,
Rg v,v W*? % v ^ W .7Wprm:-~~ =. \y o v -? w v
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Q,. .M?f' ? v l f 25 :.9 y y g g d(Mm.e.g n:.n. n . ga ,
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' DESCRIPTION ' OF CONCR5T51514Cgommq ,1 , '.
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52:U3. o.
[i N N. ' WALL IDENTIFICATION E S.7 g yki;Q:
.a.r m.=u:} %;ftNJQQ.%.$. h.
j{
a . . -JNid . 3 . l' ,g , .k.
n f -f~'i'. ,
p W.i A field survey .was conducted in" January'and February 1900 to ' '
identify and_ determine? actualfcon'ditilons at walls supporting ,;
gMb)p.{.2 %g*T;.,
g s. .c. Recults with Referencei.7.;
. iSeismic 3 3 CateigoYy(1"
- .g y .. . y . ~ +..vf ;g.piping T
WW.G,WNM[gocedures p
.. , . g. . , 6ySui%y twe j:
of the ; field (survey. a're"desc' ribe'd 'in dotiail Jin the P.bld p$7ch%g,M Ti93 n
Survey The survey- Report'.
- Scismic Category.1 piping.T . A listiof,: the. wallt,, shovi ng wall shows ' th'at? 8 walls 1 directly suppcrt 1
}ljl i
MTMir..
. P- :Jg . thickness, helight, ' function, typef o'fp support', land . types of attach- [i t
, Md Whjjk.:r ments on the wall,' is' given in.sTap'le 51.' ' . Location'and errangmnmt of the walls are shown in' plan jiew{insFigures 'lito' A.
~
~
Calls !
}'
shown as shaded are" walls,'that</ support. Seismic Category 1 pipes.
8 ,Mf' 7 S; '
. Halls shown asi cross- h'atched 'dojno,t? support Sciemic. Category 1 s
[i l pipes but may be;:.requiredy:lduringla$ seismic' event,::to d '3* . asciet in :
d'jy(ik .,. e pPi.c( s uppo r t ing : th e. -W> ' w.Jf.alls!. :w . -
m eg s M,h.~.,,.own.m. .p. asi?s had.e,;g,. m.I. .T '
.a .
- , . ;j w, g
' . a ,. , . .,.
t*
jgtsp? Mall tagi num5ers JslioEn ';.irg Figursaf>lNto'.4 'dosignatei 'wal1~' facan t
Catchcry fG 'S i that have beenlaurvey'ed'F At' one$ailg:aupporting Seicmictthetw p <* id f>.;K N 1 pipos,sible when the field ! survey'wa's' Coo'nddctied.: , , ' - ' s. f
%m.,
r n.F.,.. OhE ' . - .. s L. yv.e:?
.n . .
._ , g' y SR Wall attachments ' generally aroslimited to-small.pipinplaticacupportn, E A d$r electrical conduitsiand boxes,' instrument F
lines, venti ' I f 4W'- duct supports, and similar:ligh.t .3 .. - 3 v. 4:.t o.b
. ., ye.4,.:. '
cts. .
." . .c F,2,
* '9 mr -
d
. te . . c.
- :w o i r ;-fe-e Classification of ths:8 walls sup @ porting Soismic Categorysl; 7' . C ~
- e. p
- a. '"; ; pipes is as followns . - .
;.A
. . c =: .
.2 .
0 y Walls support,ing' large pipes l~.(2al/2" - diamator or'-lartjer):
- 4 g@wpsg Oc-p
~
Wallssupportingsmallpipeal(2"*or-lessdiametor) G Mh 4%Kg None of the walls identified is. a. load bearing wall that supportn the building structure in the vertical' diraction or acts ..ca a chtar d ut wall in the horizontal direction.l :In general, the valla fulfill W Q'h, o.wk
- 7. a shielding or fire' protection \f.u.nction.
i
. > av . -
~
W ,; "
$:s .- { .1
,W W';. 3.2 EL CONSTRUCTION DETAIL 8 - si M,% ;;:-
Host of the block walls are shielding walla constructed of heavy- h khM weight hollow concrete blocks 'in which all celle aro filled uith ia N grout, and in which continuous reinforcemont in embodded in evorf
' P
;d,,tW %.., other cell. ?-h g1 f :a.% e r.;9 -r -
Halls are constructed of a single wythe or of core than cua rlthc. j.j g$f;
- e. yf2 Walle conatructed of more than one wythe could at( the cptite. 02 y) the contractor be made of two wythee with contor space filid Mth p, l
T @ @j;i l b.c grout, or of two or more . contiguous.wython uith vortical $o;.r2 *
.cm. - .
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- ~
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.. c ci ,. '
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' ( l. @ $., > W.j -w.s $ 2,c(7 . 5 ; g ., j '.'. v c. s ,-
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[ $, F ig,u.... r.gs . i7?andi8f$owf cons truction of' valtv , ! S , (gpa'cked with'mos;tarA,. i 1
.bg y .p.~ a. v ' of,more thanl ongs;_wythe4.g'ti'[
,,.n .y c. . ..m W.
,n dd,. w w- v '.
~
d%g[d(Vortical g' h of one No.]iand-oneNo. reinforcing 'atie'ef/h.as~i.',shoinMn. 5 bar,at-16Einchtspecing".in' center.ofFigures single vythe 7 and valla, pll 8, concicts 5.. barf at'.16?inchZ apacing?cpear(each '.f ace of multivythe qpm? r? l 62$d y%3^%@ walls. Horizontal 4l'reliifdrcidg.isteelgas fshown - in Pigurc . N , I
]k%f consists in single ofa? bon'd wythe befasifjtit@,f6ugNo.d4.Jbarsi
'wallspande.an.fidentpicaltbond' beanLatat.48.~ cach finch' aco .cpacing .i
- 2. M O M,'iof multivythe? walls. ' Addition'slVreinforcingils'provided around E k h @ doorways and openings *as'shown}161Fi,guren10. jAtJall block m il' <
Ry/Opy,yk intersections. with;-the;1ower..concreteifloors,. every vertical . -
% M @ g Jreinforeing bsr.is'anchoredTtojtheyconcrete withia deformed.bar s i i WMMrig. - dowel threaded int 6 ai3/441nch-diameter 4concreto7 anchor. - At ,,
M "DP ' block wall intersections S ith:the'jbFperleoncrete? floors,'a pair ;L ,1} k : of continuous' 5 by 3" f angles' with?3/46$? anchors 'at"12": spacing, - ATC.. attached to floors, ' are"used. At;. block ' wall ~ interse ctions '.with - [l!
' ~
Y,4 ' concrete walls, every pair.. of- h'or'ipointa13 bars is ' anchored ' to , 9M R f.the concrete lwith a defoiped bar.[doweRthreaded 'into a 5/8--inch- . I<
.--9Wdiame te r concre to ianchor.'l - ConcEet4(an'chOrs '. are Phillip'n ' Fod jj li
@3h.W.
p".W Head self-drilling .6: 'MQ;,,%oncNt.eTexpans' T,.tgj$g ';p.'.q ion %nchots. Ei'
,i pqQ' .~ In addition to the .above> reinforcing 3s. teel,- joint' reinforcing if,M - aconsisting of~ extra heavyIDur-O-Ma114 truss steel bars.is plac:S ?y in alternate '. horizontal 3 joints :(l'6"dspacing ) . of ' shielding; ualls
~
,t
,4,Mp and in every'horizontalijoint~(857 spacing) of otherJwallni' 'At jj h3.,$Cr5gM@P shieIding walls No. 3 steel tioiba'rsChooked around-vertical :ain- :;
[y %gd: forcing bars are placediat 32"' spacing. horizontally and'lG"' j( ' ' Mp. spacing vertically. Figure ll'shows'i'the. arrangement of joint !j h reinforcement and ties. 3. ~- ti 9 %% e:.$' t
- g. g - 9 33 WALL MATERIALS 'l fl
, M5 tiaterials used for the wall construction are as follows (d
;i
- , %.n,:$ .- ,. 1 p,fg.l Concrete blocks: ASTN C90, Grade PI. Heavyweight units cured ll 3.g!( and oven dryed density 135 pounda por cubic -
1
- J m, . ,
e foot. , 1 lt "J~ $l b -) .41 Mortar: AS'1% C476, Type PL, 2000 pai compressiv'.: strength at'24 days.
*[
{warf{ 2/ Grout: ASTM C476, 2000 'pei . compressive utronsth *
@,%p S '
at 28' days. o r heavywoight unita, groet F' ! , 1'
$$ dry density 147 pounds per cubic teot. '
4 l Qt ' % . f%., ... # " noinforcing bars: ASTM A615 grade 60.- , i l! j e') I!orisontal joint ASTM A82 Dur-O-Wall extra hoevy truct ty p.
' 1l h, ,(I r.- .
}
reinforcccent: q l e f.l.e s . e:
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, . i ' ,. ~? ~ 4*. '.@,, -nye,*
.i M
[s E,E. ;@;; : ), . '.Dhyd J l . ic. DML$Pg8ph, $, .. . e.g. .t ,R@5.df4:p.Q-p5.W;c,/ ,g&.I S$$' '.OM,$ PFe@M , 9.1 "' .W,Q. .M.
'y s .c?y "'
O .% U%/,4 In which'
' ..'W. M f::q,m MI gpt//. '
. %g.: c ~ , ^~ m.
w; ., . fy:;;
/ e ;.n ^Q>
2antiplu:ifanv D = . Dead iloadl,ogh . lf4.
. To.406,9equiplbuting streiin.i-nM; otherperuneny, , gettg% -
a, u ' :4 i. W ke. , h. WQY(..". ;OBE)Floadingy y... =. Operating.,X ; . . .igy a E J
.IV ~ %p;M > E' n-E:
Desig.. , .$!T3 @@ )'g@88)?. loading. . n Basis
.d. .
gg.. ' f 'pD ^ Q Qgl'.
~
%&g@: .,
f(? l Eo = ForceNonj a,trU.S % ,Q k0.thernalhexpan,ien ja' v.;.. . Q .& , fdur Et .,J,.hrditions<.
;of.pipen.
' 1.1:N W Q?
~
&_ 4 IY ' 4.3 . . W'E@V@2fgJ ?;
'l'. l' " K : f L.
f(yy;
; ;Q. ALLG*ABLE: STliESSRS Allowablo stresaflimital
. ~
74.hhiint[ wy combination t sk'i m'cim '
+ An Doction 4.2'atnYasifo11 Vt f:s.f..y. .\.,-;gsg: y .
. 1 w .
,:9i.'
g. g
.. Q;.. 4/ -
.>+..
b ** ls" r
*Y f,w,F ,
y,.- . . j'..
'.J %.., ,
.,,k. . . .
i' ' y A, ., . w f
. ' .,, , ' m lW :M' .T ?g
- r. . . - . . .
% '. : n . ;t M t s,'
,K.,... I k1,. ~,I k.Y .
$hh$2s_b[M
L,v:.h r%R, r r m w'. ~~ Ta '< s J - v?*--m
. , . > > gy z
ou Wy nk ' -%;y m 3,.,0i
- u. :f ,
q : -
.Y w.
hhqNM k b ?,
$. 4{
[ ; M~,. j'%d $' :, ,. @;> 1. f ' .' n -
.= , e ,i,WM 3^ s. Y l a. e es
- y t..~,D/4:){y ,
y ' eg q, x y~,h.c,. &g .c. - c, c,hk
.... [
W;
" M L,y&.M.- h F'Ly;* wN ,& n!. mm %, v
? l4 ;. W , h W ..' f ":::Qy'O .
n g W y;p ,~,. Load!Combinatio., g ^ ableLStrosa^P. w 3 TW tSglp M: c:.v f l:ns.p,fi E s:s&MnW3Wl = ~ ' ~~- ?- LG
- M a1.. h $0 :W'-
Q,8 G h>l O 'K ,y ., . , K' $. W f, .4 ,py~1 ' bQ f q Lm n L p;) r , flMS *:Ti 7 .' 3..h,g@h.
.l Y3 .* h.1 1
M,. h.(c ~. ar. .. b[
. .s
. I'$$pt:(y.t;g.h.,'.;pg$,Q<M
. w,.. 3 ,g .
.n q . a. . .
5 cq p(. . ,f Nfljf C.
, 4 W. y-, : s? CW' ? y. % *
-q'k 5}.6* .0 M ~.l ' .
I j$ ;
~
h,, ~Jl[&.{Q,Q,~. .M .%,V~$.\ '; & ;:l.k,.w'g h.Q G f .e \$fW$ cQDCrestu3 anchors13' l.0 S. k.
* '/ d :'.* Allowable stresaflfoIWah4 ' i
~
L p c3} ,
. 1.,. . . .-' .id , C. , f,r, . ~te ' pap >.@e l::.Mw g '?g'- W.'~g@,-
- s. r r
.1 q:%. _y o p ble..n ptorking:'s m..R. etress : Ni E .W Inntho' abov'estable,!S -denotes 5 9e !' i i FN. d force.aterials as.apecified.'ing, . . 110 wing 111s @t:; " ,
M.n...M. gy
. f c et . ' - 2c. 7.: i; W.em . ' %c .M.. < c c
..M ",' d. 2h00'Olpsi
! a] .
)
Roinforcingw teelitensile,w.. 3 w oc h ,7 ' rs ssM 1l : Masonry wall' flexuralicompress'Q>Y .a.# Mb' WWiva W :. treas'O.'33 f'n.a 500 pci s1 W@W ,. .
.' ?% IY>
W@f TM$%(: .flexural.%q,
' ':?Wh * &Q $l:h ! . t q'
)
E Labea Q c.1.1 Qt.*n f 43 pni ia
- & .7 Masonry;:pwall
, , . y.s.<2 4 .m .. ',o.n
.,m r, g.a u j..:. w. ,. : +- -
2
;F 7.%j:.y.,u g ,5. 9. xs.
-g .
#.E, Sheart.
stress: in,. morta
.k r be ese
- o. . . . . .
e;-!O12 p;siJ.'. n, . .i
+
t :i
.... .;.m.8 :.. y;1 -;<., -
r e . .-; ce . .
;.m..:. #n. m op,. a b,s~-a .w :
,., w-: ,r. o.m s L;
w ,; .w e. n?:. ..-2/ M cvP :. .' Shear' stress. ins.vertica,1- e L y ,p. l4 4M2K NT^ i d.@3: Mi>
@n.Jr 6;%.P./
V A M nJ'i?'" 4?.$ Q "ofl.the d',7501 2000'* )43 l hy% h "Y'groutfand block {with @@,k. M@4;p , , s1000 r 1 j JoFAM,W ;., .ModulunTof. .~ s ~ elast,.ic,ity c. , g, -; 7.y r5gg.gg gall'gg3;p.Vc s
%J Egg M V;16. 0 .
d.Q l - 3/4"-diame ter a self-dril'lin concret'ed,d'N , ' 4 i.* 'I y E .
"* i
- anchor tensile".or.!shearyfa<"gs~ TMN .g Er
~ @@&a.y . Msi p' -
r
. . . o. % :rgg~ . ,;., .
r:j . cn-5.?.:2Q,w; . ' ?M
- i'
%%k.<
NWW ,. 4.4 DAMPING VALUES
- D.
- .QG;p?!
.%#M ll M;h. # :' ,' F:, - . .; ' '
4: &q %'.. m
, . a im
- w ~c:. ,s=n' ...
,. +4
. . ).. g ' f '
ph[&s2}
'fp{A i. p, gi? T
@ Wall , analysis is perf ormed_.,using',.dp)ap@in.f',p .g3 values o t ,
c5% for DBE. 'The damping ~v,aluesy,useaCare lesu7than.thoso spac H iw My,3? 1.'l- t[ .] j M,WS@;G Therefore,ifor reinforced the dLaping"valuesyused concrete structuteIs*i(]NRC? ~ considered'conceryative Regulatory for [Gu l
$ ,7 bg{ys$i d' ANALYSIS the concrete masonry;walley M/g,;;.$.L,%r.[ ;4 q ;. . (
.m w.., ..
Jy4pq - TECHNIQUE ,;, J.~. .u EDNM, 1D.v.. ,p$,: %.> .' a pp. uG : 5 p .s .
'h 5.11 GEN 'D I
k ' rs evaluat mmm.% ' i by
% g$: ; Capability of wa lls i. t edibyjocuparing'calculcted atr = m l3 to allowable stress limitaWContiined 'strosaan aro calculated n M
@hy&~- MI: . the sum of stresses :resulting; fromT. wall? inertia . forces and Ca1.nic i i y t'f'E
'Catogory 1 pipe support'reactionsWeStre'coes are 'calculed a h 1 lih'Y sum of stresses resulting fece7vettlical;.carthquaho notion und ,
3
,iM& ' _one direction of"horisontalVeerthqimekefactione Two directio9of ' horiz U s/ '
, W'D' K Ia
):P Pipe support reactions.are".obtained:.frem p' calculated cm tho<ipo support ins p!.3 * .J
[ K atreso analyses 6 Wall.; inertia /foreta'are $ product of wall acceleratioWand ' Al %eigh'ttincludin@ Hot:me [1
% ' J ..0for.,~
b.rulated cubihad. M@.y h@y:3.n. EM p,M) i attachments. .,Malifstite . g m . m n.
- -,M,'A m'\ .n . c'2, di \t. h Ml.'....,
A r; ,, w p4
. n..M - m.-. . w
,.6 # -
I . h.g j.M.wh. r; 1 8 q ' , hr.p.4w ~.. ~pi , m4. .p,,
.n .~su m .'s 3 7 hg 3/y tJ3b;[M y ir.? h$. . N 4-* .
a 77.M:W[1, 6E' - cE.f yw y,@ g gm c:,;. Sy,,.p.- - /. 3
- - t. , e vy m&
up$g .< p. N 5g
. ag,p g_ m i
.a p4
- r. _. A .- .,, ,
;3 Yh ?yD..ri?hTV M
- a.
- W e, W.;f M h t.
b db.
'.c .. A ;
((. 9 [. 7 Ib f,
;;s .i 'N * ) ;.; ' Y i,? .' g .L t.a jc
% w. g+.. , . .
4
% ,. , ,,, pp;,,p{. ' '5; i
'5:
y3.~[.,q;g.g.
- t . . w -g:w -
n^ g . w m' )sup. ported beam,or.. plate ' iV g,$the f 011owing (e f fe,Tevaluated: acts /ar; mods)/. h. C . 'lQ: eyplp< ate the: vall c D' Fj r t' e
~
~2 9 ~ #9 7 "'D "~MEE ' - f E' a y' a) Flexural" tensile" stress'Iihtall reinforcing bc.ra Plexural:tensilelforce'in;' anchors. anchoring cantilever [dt
[g. i Y. p' b) wall rei.nforcing'barsJ7p...' d
- c) Plexural"cbkpressive stressiin'the wall 4
Transverse { shear 'stresslin ither, wall,'
!j Nyik,,.M d)
Shear ' stress"at'.verticali joint ^between wythes or be tween b e) a wythe 'and grout. fill ines' pace between wythes
! [
Q)W*, W[P f),. Local shear .and compressive atress tint mortar joints pro- f)3
! b ;M.' duced by concrete blockfact'ionfin trahsferring pipe b support reaction to reinforcini;i bar Lties'.
y dQ: g) Capacity of reinforcing lfies2 to transfer rpipe support ,j [Q[#%3 [y-r.c. C37
/4 v >, ; .f. - e reaction from one wythe-to'another. [
t, M y- 1- WALL MODEL J. h 5 2
'[
Walls are generally modeled as simply. supported beams spanning
~
f[J ;
, g. . 2 .from floor below to floor above'9 fro:a floor to ceiling are.nodeledMTwoiwalls icantilever beams whichsupported
'donot extend ;i I
A-y Support at: cr6siif walls';is generally ~ neglected. ud' Sih.; t? by floor below.
.In some case _s,.wben the.stressesiby'.ibeanlanalpaislare high,feross h}
,,AJQ3.h wall support tis considered?'anditheswalls are ,modeled as aireply b
daled. E
-Y As discussed in Sections 5.6 andi6515',..'.itwalla supported plates. Existing opeiiing'arin the. t4 J calculated using the simplified;models~canEbeis'shown' are -notlr.O that .a trec ces
_i. E stresses calculated using more'. exact models in which openingc cre expected tr e::cced l!
,3
; & k ""~
~',
y ](.f q -included. R 9 . hlT J.k }l Walls consisting of moYe "than .one.wythe' to make .up the required (?r!
. %T'. '
thickness are modeled'both with1and.without grout. filled canter 7~and 8-space, representing optional construction shown in rigure ly1 J,' d.' r 7j p s s. . All walls are generally considered to have a density of 150_pounan I%g. .e'. < The wall weight is; increased, generally by lot. 4j
%y j.
4 ' per cubic foot. to represent the weight of all attachments such as piping, piping b]l
~
supports, electrical conduits and boxes, instrunentation, .and p I
)L g p., i ventilation ducts. In order to verify 1the allowance, the actual Fj
- weight of all attachments was calculated 'at four walla having
%5-Y igt/h ! relatively thinner sections and numerous P attachments. Holght of "
f
! attachments was calculated 'using data from the field _ curvey, pip:-
3, (lfl, isupportdrawings,andotherdesip" documents. d} l
- s 6 $;b $ i
, Actual weights were found to"be not more than 6% of tho' vall j p, jweightinmostcasesanddidnotexceedtheallowanceinany .]1 g fi case examined. 3 s n y tg
~
S. 5.3 WALL INERTIA FORCE Out of plane inertia force generated by tho mass of the vallo N
' is calculated as 'the product of wall accelerationa and unli weights including allowance fos attac,hmenta. f, .
W@. iw;_ . 9 yi s >, TR -[ ' . f'.
.s .
* ' t'. ]4 * ' '
7, -'
,& w'",
. ,'* '* *[,,[-M % ,p[,, f. ')
3 -[ . , , h h pg 3 Y kkR3;$hhh,a - y&
yy. _
.pg 3 dW s i fWh., DQ: ,' -p.)
***%M*Motw,,
} waAfQ' L.- ,
y
, .g .j,ry yo ; i y 4.; .M., - Vii \ .- ,'
m %. ' a . nfE*,SU. c p,,1 tedi .sf.ng th Ecisckd y 4 A%d ,
= rgq9en.pice are she.
g 1,g 'ag 1ptedcpg the c m <<. 5u ik poc pale oge grapio. ,, e% dil"Trequsney,
%gp,uaing,Qheyrgs,ponse )s$ , aty ,{es .s'ag th'le top end 2-4
! $ h T' Qcgthep@3Iffag,eggya,h og e' pic:crgefs aygva g5 coctic: ns. acS thy 3. . - ,
.w all,3the act w w ._ . ., ---qubncy3161;iMly.yy4ito? . a balculated usirq a
'g%fullyjerackedt sec. tion';+piThere
; e. , fore Ok' th j$NffequoneyhthicQ1s ionitthe' Ka ?si
. rj e wal15with Icne the opc'ctral puk on
- d. lthotfloorlap40trumTeu ;~ "'ga'nalysia, using 2c
/&FI M'effeetivo mu;misent%f Nirierti'd;igi's; 5
' 'd ? to decount fa n tho NC:th. deff ects ' due~ toD the - pa rtiallyicra ~ "dition *3 3 fpG , y <
C e.g4 j'c ,
%*fgMt id The effective moment ofinertiaUcagbe(computed-by"thefolio g
l^y h l: equations , .h ,e ; . -qy(.M.-sf ]k y . y-?;(,3 Q
- y s ;
)
?.
[ X,&.k.. e" fN.I9 . 4.)43 4 ,y j %gj',hlW 1
}r C: ?~ '"
~
Q N.in g ichy:.y 7 .
!y z n;g a .; .
.,4.:.e:. w m t y; rw g.
?
Y:.1. k m:7 = effectivejmonie,n,tgf e l'f.l ,i 'y
- y>
y ; n..-@W m , . .@ , ;::- ,- r MV I*'^= monentCofOirserti'" a seetion. Y
?
% OgglhM 'Qf ffcr cke $ n$f'. L "l % l b '5 (
bY ;
;I ~
I g =x : n3;.w a.b.nedt7.of. f rt crac. ke.d s.eeti n u';'on%{l'M s n , +.
#o E = a d =.y s p. u:.y.. m: m .,, . .. .
w .,
- w. -
.c
' nR n= calculat:ed
% h : ux- > >~ >
mom.ent:ac2tna m -0 ,
;C
~
- . tapsume f r,eq' u~en- cy 1 W . "O e'., ; O s.
r, i lil ; n er 'l= cracking 0%Q{'[lQML9h .]r,; e0:. .' '
**? '.'
s " i 9,.
- W' &~g'; momentp= ,
.c 1% f%.!
'WW, ..,.
RW
= modulus, of rupture 'of.;)mmeon. ,
fr ry = 43'pai'".
.flyp 4- - Mr'% y. . ,
j,1 3;il- Yt = distance from centroida axis of grosa.section e '
.h . neglecting'.reint gextremefAber.'in v
'f^ -
*1 v
b .g f E 9 { ,, l' f '~~ g g- .;j ' d Itoration p.ec.,edures' are: used"to;$_ 6tainnthe actualj fecqctm.cy
, y J.1 ' of the wall'a'tYthe^stabilised:staieQfAs(indicated?in-Tabla ',
{ two walls are selected forathiaTiave.atigation. Tho hetual frequencies and the corres 1
.*y) l
.' are abown in1 Table 61.;Ttie)ponding? fle ut stresses' for.'thoso n1hprinsses r then the allowable'valuesCphii,, '.> J'
.d' ) e:
.i.W .
,y -
7 .':w s,4 "LoAos N ' ye m asIsxIc c4Tsoomr. 4 .n s kntai.m n . ; .a e 1 soiamic category L pipe'c, Ja p~ QN:
'lona are obtained Ecca 07/W c parate pipe *supp'6rg and nalynonv W ob21 w s ^
Rih , -QV. y....- ' ' . T'i. .qN s,,,, . Wy.- W% <
- T
[ h- ~^~ ^ d J. ,' ,;' 5
) h- .% ,..[
Mk %ge l
,- er --r-,,
w ... i?hyry @My.A.W4:y@. . ~,.A f
.' gm , % 4 l$ l$la'l@. 7 ' 3: k V
.q@.%:M%,"-'] , ,g ,m
#,.UTC "y*hj'~j N;,
y q*@ND , ~:& N *
.n %
; .> ? ? ' ^ ' o 1
W ?.p$$ '
- .t"y%%'y[ch:~:
??:f'h .f - ,. } .if ': ' ~' '
! 2 Y
O.Mg M conoid'ncdh1
;4 <
i' uppor$;p.bg,'qadgaroj.calculatody, , . c.
- y. y in the,wallidu. ../rtoN pipe (fO . #':s.
'j y n f fe,ctiveltridth equalf ts g..theforcesfto, f.gis tri.bu <. .o
,, t . , ..
s:
"...c~ ,b = 6 t:.Kc, .
,L , .1
. (. e, y M w/.w in which: r.
r g-
- t. .
r . Ib, U-b = the effective width: e . , :i f , ' . l L
- i 4 ,.
W 6c; g. M '
,n , c .
fo.
%y , the wa'll thickness' 8
" JJ t'=
Aic 'h l Ok ..n M .% ' c = the width of ~ tho. load contact area. the effective. width
~
comiputed 7. bycthe above equation , O" '
, 6:'
)
Howeve r, is limited uin ' the evaluation to lthe value obtained f rom ( ; b = 1.4e + c,'in which e'is'the' distance from the concentrated j
-E load to the nearest support. c T 1
'T .~ .
7.
,., ,' \ . ,,
) 55 STRESSES , , d.W . ; -d]s
- r. l e3 Stresses due .to ef fects of 'out-offp.lAn'e). wall inertia ' forb[d'and 1
# N T. f i
R Mpipe sopport loada are calculated;;us'ing"elaatic' theory and.S L 3
- W;&ff assuming thatiterisile7forcesJare+ resisted;only by the '.tentiile; gj m . ./ ! reinforcement. '; Presence 'in the . 70f 0dhead!jloadkaxial, stresses ,'.which':l reduce reinforcement', -is. conservativolfyhegldeted ,-y
$ ' tensile stresser:
;M Lin:most cases'/ except.for?.(thos'eTwallYwhich were highly.L.cticaded. 'qd
, ~ *
- p. a;.;;.w...- .
1
,a, -e
@. Shear stresses must be" transferred':.acitoss horizontal join,tdF' ;
* 'N.,, t'botween blocks ' to transfer out-of-plane '. loads to supportingh.' .
Shear stressesimust' be transferred acrosa vertii::41yQ .d i
- i. ~ floors.
joints between wythes, or between'wythem and grout fill.ito@ [:l l e % ' achieve composite ' action of ' adjacent wythes. These strescoc,';r [g;
' '~
1;} .y1 [j. resulting from out-of-plane-loads.are calculated as ~ ,
. g. -w y e
- Y*@
M,b[EN' d where . b J fy = shear stress [" i', V = total shear force at the section '
* ~, e .
b = width of the wall strip being conaldered K a M m z. m@- Mg -
'l Mu jd = distance from centroid of compressive area to ;3 },g$y yg;wc; r
y1
; r .- reinforcing bars.
- n:r~.' ;r7' N/fhe !!ffects of building story interstory displaceconta resulting trca. ['A seismic loads are calculated for the in-plane direction only, ,,
pffG ao out-of-plane stresses due to interstory displaccconta arn va ,
.W Q + ,' :-
s.
%rg,,
4, j$'
'L "b 9s .
,z . y, n .n ), 'Ih \ '
a. [. f/2,,[ _.t , , e e L n% ;C R 4 .. < ie I 1
.fa fgjj;gh k U _
M ,
. g p : .n -
-7 .
./
-. Nfl3,9.;o
. m%>;M8) y%-U.%+%, ,
s..] J
, %y:.
~
__ ypm.w i.Qc ;Ly.Q. " . is hMhd.D@%. : ' 9g , ' k 2 Y f.
$by.W WMCa.WW# $h 4 [J..,$.phsw.
h ' . ion, oar.; sh.o treac L f~; [$ 9 nottaigniticantr.5For.the @$ lgyM :iJect
.c .
gic r
- 4. G M . . w. gM ~v :. . ,e n.
y * ,.y , ~ nM.~ul.a,t.'e.d.3bgy..sv
?mxica .
X .. n ff, u ; h . .: grQ . p
- ,.W.m .,;.;'[;; W,y g % n e g. h)y ;M.u. .
.s- .z .
V MMW~ L i .Q : . " * %m.p .. A.%. .wheres
~
i
%'2 k.):i .~ ;.
-e.. v . w ;.: u.?: .m ipchi.wij%. q ~s.n, ,
_.: c ..' T$.b .f - , y =. w'h ; . . y, >-ear;vratresslg<.
; sh. ,
I ' , 'f U.,osM. E &: .s
. g :,y..)... .
w.w .. . ..v* 4 qq '~'
. . , s
. *; *!.,. a ,q. A *j.i s
.7
' lmodulus" of;lri'gidity'.,= 40y /f f a ; '
t h,' G = , 5' O21 ph . XD. ., :c . ;f
- U E~
i; . PE s -M , . A
= interstory .sidisp,lacementK',g;;.'Q.
' , . 'aq. .,..q. . . . ,. . .
H.3
- g. []<
A .: .M h = inters tory heigh t .s.'. ' "i 7c s.N. ,v .i1., m n .w:, , . ~ t<... , el h Where pipe supports or ot[Urf.attachmNnts are anchored to tbo 5%),1% wall and through bolts arelnotiused}forgload' transfer,11t tin U 3 Mf important that'the applied,'. loa'dsiddinot pull the blockc.'out . 5. M;$.MF.' ~. locally, nor' pull the.'wyth5s!cf.%focksTapart? ~ InXt heco O t dMM5 N&.' ".. regions,' shear .a^Gd compresaIiversGQsgs'iin
.in$ielbars', ' jointsk '
fbetseen?'E t' U blocks, and.,tensileiforcesy# itiy*-- %t.f - 4 J W . p g.3:P~:@~f. 1,#%. ' eval.uate . thel. wall capa. l.i.sM_. h'IM.O.h@ a c
-d '/ e' d.E.j ....Q F ,
.b [-D zj
/ 'WL. - 9,',
QY., E-; Q; p. y- i
$J~gleM;c. 5.6.-,w... . EFFECTS 0F.C LARGB ; OPENING S p 3y#
2.. s u yd,W,..e--.
- .m s
M- ,q :
.r.a .. . . g~ :y.p.-ip y m. ::; - y.
.- My~ uc p . . .: .e : . r. ,
i]h 3 (GM6In' general', whe' .n .a.walle hastlar. .ge: cpenings, walllfrequaiiciba*
$3fk.Wcan be expected 4tollieBlowe@while[s,tiidessoc#aayYbe?high'6rNhan. tj M, , n.the same wall"withoutf openings.91ni. order to-deterninc d:/dro':
WOg%f ip 'or.not calculated stressesyssi'apso'de'1'sCw'ithoutkope h i representative, ?two'selectedi' walls}[ad,an'alyzed by?firitthF " Y d
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E! h Y@si$p fi. ,
- L ' Hf used .are as shown in Figuresj52.Jand16.Y, P ; The , walla Carimodeled s Contiguration; ,a Supporting cross. walls are/considered.
Sj
%h, %g[.yFi. ' as free to rotate at support's%nithe7out-of-plane'direcl tion.';
Medal analysis is performed >toidetermine' fundamental' frequency i]f" 1 irh.g .. 'of the walls. Wall acceleration',4cor' . responding to"the'fundc ~ O M.'dM.j;:5 nontal f requency, and inertila force"are t determined ~ by ttiotena Wall: inertia force and pipe- h 9Ypr. cathod discribed in Section.5.3. oupport loads are applied;lusing',stiatic; option of STAnonMo. ' bl ' f.Q%=p obtain element forces 3,and'aoneataf from which'maconryland i. te- - b;M 2,FdgM ic#orcing .ateelnstresses3re';. calculated. y y p,, ; [li l
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6,1 FLEXURAL STRESSES' .- fi ; OS^b# Tablo 2 shows maximum wall compressive stresses and naxinu2
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-Mhd. - reinforcing steel tensile stresses resulting, from conbihod' s
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yf r /, of focts of wall inertia forcea7and,' pipe ~ support loada cddrinWN.: pI and DDL Strosses shown:are basedion.concorvativo:danping MC p;hrP @s.,iM@d@hF t P. , 'i of 36 for OBE and ~ 56 for DSB,3 thuaikhovstreason chcun 'can to e duced to a lower level'ifl4 highht damping valuo,'.cn tohh&in '
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. vefgM.y:qWp^Q. JgWf ,' ;M $ M'j[Roinforcinglsteelit'ehaJ.1EI.stesEesYare(within.allowablelimits. i<
g g fEMaximum calculatedTat:ress)jia,59, o [ allowable,forlone wall'.. H
;i av d(stressesIcssthan~602-
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WOM. s - ; p} Q f '% ,, All walls are. anchored s to?.s'upNr;h.:t:iing, floors 'b'y dovels threcdcd l ONb'i into concrete expdns'io'nla:EchorsMfdfor walls', extending contin ' tj
%f uously frouCfloorito ? floor %th[ehncho'rs .do' not' have a aignifi- e !}
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dhfe walls, stability-of.the: walls"isi,directly relatedv to capability of the anchdrsito trarisaititens'ile:[foicces to the aupportinT i: ii
@dS;x.Wf-%' a 4' concreto' floor.. Ta..b.. ,le. V. 5's w ctwo walls which are tcantill.b.bws.c'*"n'chbr..a.t..e. n.sile : forces At
,3.F,o, rces.. calculated arc ~ i G(;f"J/ % < ever MID' I within allosable' limitaTan'd41EEs'ithan%20% .of anchdr. ult'incti NW.. '" capacity? l'F ' . ;'.'$WTNF%$s.{2 - .
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- attach 4;:@?g as shown in. Pigures974and{8',7a'9d?.tord;;c'a$culated.to boivithin cllo w ,
$W able limits and' less"than :154t of 7 anchor ultimate ;ccpccity.: ~
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.k . Table 4 shows maximum calculated h -of-plane flexural'cb a '
{g W ^ stresces in ' selected'~ walls. J/The 'atrosses apply both to hori-
% d ;.. ' :ontal joints 'between blocks arid),to/ vertical joints botut.ca MINP vythes of multiwythetwalls. ' Walls"adlected representc ono i
oJ wall for each' wall thicknhs's. ;' Stresses' shown are baced ca.
$;N';' conservative damping. values'. of]34'{for. OBE and 51t for DD:',;
T%. Calculated stresses rangel.fron'244to:.73% of allowablen ' , cc.z W Maximum calculated, shear. stress'is.8.7 psi during DBE.' s i . i ms.,. i, . [Ng q.$ d @;i For the in-plane . direction, maxisu;s ' inters tory dicplactr.cnt j is 0.0006 inches per ifoot' of'he'ight,' resulting in a ma. irr. - EDMlr shear stress'of.30'psip which7fis.,less than the allocablo' i Mjf.f:;. p. limit of 43' poi.
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i ' p.O - 6.4 LOCAL STRESSES ' AT ATTACEMDtTS ; ca r.a t m.g. n:s k Q.. ', As shown in Table 2, through bolta are used for all pipo
- 9. ".; supports. However, the loads are not of large magnituc. i, Thorofore, local stresses 'at attactutenta are not a concarm ;
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T g by). hdIGW. ' openings and finite:. ele'mentvCalculatedM requenciesgarefalso
. The data compared..,O t h W @ b W'oponings.
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1p%hf& h.hf, . support more accurate loa'ds. '.resultin'gl{atress d; i'. 'M b '.',s i.fMl.j. pfi, .. (, .y T' f - dued(toythe concentrated : pipe -
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