ML20214Q772

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Rept on Investigation of Structural Strength of Concrete Block Walls Supporting Seismic Category 1 Pipes,Arkansas Nuclear One,Unit 1
ML20214Q772
Person / Time
Site: Arkansas Nuclear Entergy icon.png
Issue date: 04/30/1980
From:
BECHTEL GROUP, INC.
To:
Shared Package
ML20214Q757 List:
References
NUDOCS 8609260296
Download: ML20214Q772 (36)
v • d • e


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Category 1 pipes at Arkansas Nuclear One,' Unit 1 ( ANQ -. Unit'l)-

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A field survey was conducted'to identify concrete bibckJwalls

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wallo supporting largei pipes- (2-1/2 to 4" dia)W,. %n -g C

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Walls supporting small pipes (2" or less dia);:15j' o-None of the block walls is designed as load-bearing walla that cupport the building structure in the vertical direction'or.'act as shear walls in the horizontal direction.

The' walls arehpri-marily used as shielding or fire partition walls..In,generale, the walls are not used to support large piping andlother'he'avy,.-

Light objects and small pipe hangers are' attached' to ' -

objects.

the walla somewhat more frequently.

  • 7 In the block wall analysis, cracked section propecties arefused to calculate the natural frequency.

For some walls, theieffec-tivo noment of inertia was.used to account for the effects due to the partially cracked condition.

Walls which span' vertically between floors are analyzed as simply supported beams.. Walls

.'s-which are supported only.by the floor slab below are: analysed.lg.

no a cantilevered beam.

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neglocted.

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cross vall support and effects of openings are not generally.

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a p

-h

_ __ _ _ T '

?,k j'rVff.f I

4 9

I

.. c carthquakemotion'andone.d[ihection"ofhorizontalcarthquakemotion.

Two d.irections lof horizontal;. earthquake motion are not considered simultaneously. t Forces"iysed y,onf,tt3eswalls by Seismic; Category 1

[ff,

l (7

pipo' cupports$re7obtained gromlpf.,pe; support ana yses, y..
~..

+

y The out-of-plane inertia force'.! generated by the mass of the walls

~is obtained,as.:.the~ productRoffibefwellraccelerationi and the wall vcight. TAW allowance Qua5f[denerally to'10% 'off the" wall weight is

(; '

f

~

fin"the > computationItobrept;essnt}the weight' of all attachments.

,cdded ik ~'

weights.

The yho all'owance ',is'verifi'eddby) comparison: to actua14 wall acceleration,1

~

r ' '?

F

. corresponding;to,#ane wall.11frWIuencydusing!.the } response spectra at ith 6'*

the.floorsiabove d:below.'s/jInsgeneral',iconservative damping values of 30and75% ariFused::for.c.the10BE." case"and'DB'E4 case, ' respec-p

?

W'-

At:fouriwalls'whichlare" cantilevered fr'oinithe floor E,

tively.-

below, damping;v'alues of'4410BE-and 77% !DBE are used, to evaluate i.h Q.

capability of ' anchors connecting l the. walls t'o their: supporting

~

D>

concrete floor.

[d['

.J' 2.2 RESULTS'OPiEVALUATIONJ N

.l Calculations 'show!that' strea'ses tin., concrete blocks,finortar, grout, steel ties,;Jand rWinforcingysteeltresul' ting 3romicombinedfeffects s.a of ~ uall ~ inertia forces"snd' pipe 9'aubpo'rt'Neactionsi.'during ItNe?

~

OBE 6'

and'DBS'are!.within~ allowable (11mits P.Aisummary offmaximum calcu-14.

9. E lated atresses and allowable?limitsfis'as follows E "

p t J.

c

'OBE DBE' l

Maximum Maximum t.

Stross Calculated Allowable Calculated Allowable hconry wall flexural

410's 500 530 750.

ccupressive stress (psi) noinforcing steel. i) 19,600 20,000 29,700 30,000 i

toncile stress (ps i

linear stress.in verti-col.:ortar joints be-8.3 12 11.0 12 Lucon block wythes (psi) shcar stress in verti-cal joint between grout 8.3 43 11.0 43 and block wythe (psi) hsconry wall flexural

[

tension and shear 8.3 43 11.0 43 ctrosces (psi)

Concrete anchor ten-3.5 4

3.8 4

nila foren (kips)

J l!

2.3 CONCLUSION

S 1

All concrete block walls in AMO - Un'it 1 that support Soismic l

Category 1 piping are capable of withstanding the combined e!!ccts j

of vall inortia forces and ipe support reactions during,the cat i

d and DDE without exceeding t e tallowable stress limitas

, M, n

I

((

2 r.p,

6:,,y,

., n ;..,

q U

d }

.i.m..

p 3.

DESCRIPTION OF CONCRETE BLOCK WALLS ~

~

~ y' y.

ly : '

3.1 WALL IDE2'TIFICATION -

l 4'N '

A field survey was conducted in January and February 1980 to identify and determine 'a.ctual; cond,itions of walla supporting t

Saismic Category 11p'iping.

Survey'p'('ocedures were in accordance with Reference ). '

c.

W.

Results of the field survey are described in detail in the Field J

W, Survey Report.

The survey. shows 'th'at.19 walls directly support 7 "..-

seinmic Category 1 piping.

.A 11st'of'the walls, showing wall

$~ 4 thickness, height, function, type off. support, and types of attach-l$:

=ents on the' wall, is given in Table l.

Location and arrangement of the walls are shown in plan view in Figures 1 to 5.

Walls D

shown as shaded are walls that support Seismic Category 1 pipes.

Walls shown as cross-hatched do not, support Seismic Category 1 i

f.s,,.,

i

$* : c, pipes, but may be required during.a; saismic~ event to. assist::in 4 '.1 supporting the walls shown as shaded.,

' s.:, 4

?.c$

Wall tag numbers shown in Figures l['to 5 des,ignate. wall faces ~that

'. N have been surveyed.- ' At five walls supporting Seisnii'esCatiegory 'l Y

CJ,

pipes, wall -f aces', shown<without; tag ~ number, were 'not accessible s

' t. '

when the field survey was cond,ucted.

Mall attachments generally are limited to.small' piping supports, i

~~$

electrical conduits and boxes, instrument lines, ventilation duct j

r

['

supports, and similar light objects.

Classification of.the 19 walls supporting Seismic Category.1 pipes is as follows:

Walla supporting large pipes (2-1/2 to 4" dia) 4 Walla supporting small pipes (2",or less dia) 15 Mone of the walls identified are load bearing walls that support

' ?'

the building structure in the vertical direction or act as' shear valls in the horizontal direction.

In general, the walla fulfill a chielding or fire protection function.

3.2 UALL CONSTIUCTION DitTAILS Most of the block walls are shielding walla constructed of heavy-weight hollow concrete blocks in which all cells are filled with grout, and in which continuous reinforcement is embedded in every other cell.

An exception is two walls which do not have a',ahielding function; those walls are constructed of normal blocks in*which cnly cells containing reinforcing steel, plumbing or other'embeaded items, are filled with grout.

b.-(.:q: [

i t

E a

@w m u

3 f/k,[

kM'l l

h

.7 m e m y g gg y

p (,

i o

e n.n g.

,.g-g 1

are constructed of a single wythe or of more than one wythe.

constructed of more than one wythe could at the option of Halla g g.

Wallscontractor be made of'two'wythes with center space filled with K[ a "

the two or more contiguous wythes with vertical joints grout, or of Fijures 8 and 9 show construction of wails f

packed with mortar.

l-of :t. ore than one wythe.

p.:

Vertical reinforcing steel,.as shown.in Figures 8 and 9, consists

"[

15-bar at 16 inch spacing in center of single wythe walls, of one 65 bar at 16 inch spacing near each. face of multi-wythe r c.

and one Horizontal reinforcing steel, as shown in Figure 10, con-

.h '

walls.

48 inch spacing in single sists of a bond beam with four 64 bars atand an identical bond beam at each face of E,'Y

};i wythe walls, Additional reinforcing is.provided around doorways and t

walls.

At all block wall intersections openings as shown in Figure 11.with concrete floors every vertical reinforcing ba M,

,C..

with a deformed bar dowel threaded into a 3/4 inch the concrete f' P '.

At block wall intersections with concrete diame ter concrete anchor.

.Q valls every pair of horizontal bars is anchored to,the concretc with a deformed bar Qowel threaded into a 5/8 inch diameter concrete

,;' ~

Concrete anchors are Phillips Red Head self-drilling anchor.

j;10' /

concrete expansion anchors.

v.

In addition to the above reinforcing steel, joint reinforcing h'n m consisting of extra heavy Dur-O-Wall truss steel bars is placed in

  • /

I. s _

citernate horizontal joints (16" spacing) of shielding walls and of other walls.

At shielding

$_1 in every horizontal joint (8" spacing)

.BC;T

  1. 2 steel tie bara booked around vertical reinforcing bara walls are placed at 32" spacing horizontally and 16" spacing vertica'ly.

Q-' ' "

Figure 12 shows the arrangement of joint reinforcement and ties.

. y I'

3.3 WALL MATERIALS Materials used for the wall construction are as follows:

ASTM C90, Grade PI.

Heavyweight units cured Concrete blocks:

and oven dryed density 135 pounds per cubic foot.

ASTM C476, Type PL, 2000 psi compressive Mortar:

strength at 28 days.

{; z ASTM C476, 2000 psi compressive strength M"

Grout:

at 28 days.

For heavyweight units, grout i'

dry density 147 pounds per cubic foot.

c Roinforcing bars:

ASTM A615 grade 40.

norizontal joint ASTM A82 Dur-041all extra heavy truss type.

l reinforcement:

il

+

l 4

i l

3

[

tc

~

q. y..

l l

g

'em4 J'

9*' a w

t l

l l

^

f.)*l,~~~'{l[

T.

~', 4ffff$'

f

.?

(;)}}T]:?!

3

.L"..1,pl3y>'f:g..,.}.'q;u.'..,f,$ g. eM i

F W t.,

EVALUATION!. CRITE.RIA M6 4.

4 J,,.

Q, y.J g,

-.~

4.1,..:.g, m g,w.msy,t1 MATERIAL 1;PR0fB{C( g ' 5 g j7 a Lj'ti 9 "i f j 9.

...; L;p.

m a..n s.,.

n V

y,...<

.s.?.w.. m.d >n,

i Sti-s"fo.llowas natorial proper. tie. %,s

.%.n.,. on a re '.a..

c.-

. s.iuse p

se a.

s;w n

.. _ % h,.wn;.

m M W 5hSg M. N K 9 150"pcf W

e Wall.k}cnsi

Averag%.4 >>,
.i:'Q(

,'%gl. 1 7

Masonry? ultimate'cg%ppens y,Cs.trepgthf.,(f'm);;p;g ;1500 psi',

1 a

73,4 <'

Grout Compressiko s.,,t' gApHm&>@. F.- 4 3

' V ?; 2000 psi A

ren th'T/: J.

~ p.i @M::.'.'...

.g.

W ic,i &a...

..w.w La o :. 5MQth g.::

Otyp.%2000 psi

. Mortar com. pres.s.ivefstreng, g,4.!.d,;a'C.c.W, :

o

. nz.f.ww s 34 c-

- 4. ; 4.5,.w.. :

t, s

+ r v,. ~.m. y.,m.. :.

- ;; m -

. Reinforcing bar y~ieldfahrength;f;7':

v 6+ f.I'40) 000. psi

'/

.i; '

U @ & {l.,N f "'.
*'" U 7 r

Phillips Red-Head Self.;Drillingi 3/4"; diamotor.' ~ l ? l,,

C

,J &.(

%.'ll9,JQ!

5 concrete ancho91ultim] ate {.f.%Q'4.1 fC,y p.),tensil ^.strengyh.

. 'fLlGi OOOT:1ba.

LOAD CO[03

.'. I.. w.% Yw 5..

q, % p y.-

, y M.

4.2

,.. %.,v:n..a.;y. e e

ural'.VanElysisl;m.c.

. ::re :.s n y~n 3%.9 -

.y w..v c.

5ze Lcad coc.binationsi;.u are7asffollows:

~

usedifiWthW-t

~ g,g n,,% j%..g ',,', Q.lll);t).W.@ ' %,7M..%

~

9~

f..

w...

1

' t.

.e t WQQf,, y.:;' &* : P.. -:e^*, ;yy %,,..

lry.r:g,. 4,.ql g ;';

%...:...?

u.

D + L +,E; f.],'3;ig " T7 ;p.,,.

n

'.. 'S'. ', ;r*

D + L + Ro +1 E ' ".' ' Q, $.P ? Y.. b.,',c'

@e U C'

b.

.d y w;.

i, %.. l.n.g ".

?.&.ya'N &)

..r.r;.

C ' W. s.

T: /'

m'M

' ;',.M;q;,,%'.Cf c.

D + L + E' WLp.-.-. :h :.s,;." ;.

~

~.

y,g g gg.:. 9

. g. $,.,

r

. g3

~

.~.

p,M 9, J !

5,

,o In ubich 1,.9..A,,: d;.

.g, l.

dt?;S.:g '.

= Dead load 50fpstructuretand equipment.4plus:.anylother.

D O.'F permanent';1oa'ds' cont'ributing :s tress. ' ".V '

%.{..bhf.)MM.K.

= Operating Basis',! Earthquake (OBE) loading..

.p 3

tig:' g.g(DBE)~ loading..

/. -

E' =DesignBasis} Ear, e7

. u a. n e.. v.

Eo = Force.on:structu' ret.due..to thermal expansion.c of: pipes / luringJ. operating ' conditions. ' '

.li

.b

  • N' ' _
v.,

ALLOMADLE-STRESS..E..S.C 'y ?G%;y '[.vl*:

r'

[i,

' 'u:f.'6J:

4.3 v

s.1 Allevablo stress limitsiforithe load combinations specified:in Section 4.2 ars an'folicws's' i-Load Combination't;:p'O,:/?'?, 9':.

5;.

I t.'884 j. k.

A1lowable Streen_.

5.'

c. _

s,. c

. e s !:$:V '..! M %...& 1. 0 8 7%

n!

L a

. '.. W..

Wp<].. sc...a.! < y.

'.'l.3 86'

. d.ly.-

y fy'/.,,#,p -

b r

t o c. w

.w m.,

a

~* '

. p,.

Ru... o..,wu,q u; '14' 5 S*::,.h %s..z. %. o...

. s. L a "

%v 5

.e.p s

es<

ud

(;.

,.;r.,.i.4

.~

o

,4v>.

., >. / l.s L

.m.,,.

p

.u.s.,,

gonbrakO;.m...ihichott.3a. %6,(.5..

8A11ovab1'e'!Dtress F:

.,m,v:vqg

'.:.w., D::ylp.n.kAQw n

E

c

.-.. p

In the above table, ~;S de' notes 1.the' allowable working.ptresses for t

,j;'

y;"

natorials as specifiedl,195thg following list g.

n

y r a. y y.y_.

20,000 pai y

Reinforcing steel tensilejstress L

0.33 f'm a 500 pai y

Hasonrywall-flexural-compress [ivestress LJ "

N;['-

A,. qr.,,

1.1 /Fiii = 43 pai

.i.

Hasonry wall. flexural. tension and shear w

c s@ 'y,

f: ' ' ', ' ' ', "

i stresses

((J cy 12 psi Shear stress in mortar betwasn wythes L

Shear atress in. vertical *';'dointibetween h = 43 pai 9

=

50 grout and block wythe 1000 f'm Modulus of elasticity of the wall

'Cp diameter self drilling. concrete anchor M

3/4" 16.0

= 4'klps tensile force 4

e

.1:a

4. 4 DAMPING VALUES In general, wall analysis 'is performed using daoping'. values of 3%

O for OBE and 54 for DBE...: An' exception is analysis: to determine

(

concrete anchor tensile forces.at cantilever walls ~ where damping values used are 4% for.OBE.and'74.for DBE.

The-damping values n

uced are equal to or less'than those specified for reinforcedThe damping

~

concrete structures in.NRC' Regulatory Guide 1.61.

values used are considered conservative for the concrete masonry walls.

5.

ANALYSIS TECHNIQU_E f

5.1 GEN ERAL capability of walls is evaluated by comparing calculated stresses Combined stresses are calculated as i '-

to allowable stress limits.

the sum of stresses resulting from wall inertia forces and Seismic l-

. Stresses are calculated as som j'

Category I pipe support reactions.

of stresses resulting from vertical earthquake motion and oneTwo directions of direction of horizontal earthquake motion.

horizontal earthquake motion are not considered simultaneously.

Pipo support reactions' are obtained from pipe support and pipe of wall acceleration and wall weight including allowance for httach-otress analyses.

i Wall stresses are calculated using a simply supported boam To evaluate the wall capabilities the followiM' nonts.

or plate model.

L offects are evaluated.

l Plexural tensile stress in wall reinforcing baras j,

a)

Fleuupal tensile : force in anchors anchoting CanYil'tht '.,.

s

)

b) wa'.1 reinfotoing bars.

t A

M j

Flexugal. compressive l s, tress iin the wall. -

c) 4,

.c 2

Transve,rse' shear s.tres,s$1n'the wall.

e U -/

d) ai

,y, Shear stress at vertical joint between wythes or c) between a wythe.and, grout, fill-inl space between wythes.

< 0 ;. 7. '

t Local shear and compressive. stress in mortar joints block action'in transferring pipe f)

D produced by"concreteI support reaction to ? reinforcing ' bar, ties.

y.7 capacity of reinforcing #. ties'.to transfer pipe support x

0 g) h.*.

reaction frcs one.w'ytheyto another.

p, WALL MODEL N

5.2 I,.-

Walls are generally modeled as simply. supported beams. spanning Mc:.

Four walls which do' not extend f:

from floor below to floor _above.

s from floor to cei: ling are modeled as'cantillever beams supported by.

i' Support at cross tra11 suis generally neglectedA In cor.o cases, ~*he.n the atresses!!.by' beam analysis are high,Tcros.a,

floor below.

5' wall suppcet is considered',and ' the. walls' are modelod 'as ' simply:

l

.c

,y supported plates.

As discussed in Sections 5.6.and 6.5',.it is shown thatlstress 17G j,;

in which openings are

-6 stresses calculated using more exact models gg~,.

included.

'falla consisting 'of more than one wythe to make up the required

^'

thickness are modeled both with and without grout filled conter space, representing optional ^ construction shown in Figures 8 and 9 All walls are generally considered to have a density of 150 pounds p

The wall weight is increased, generally By lot, per cubic foot.to represent the weight of all attachments such as piping, piping j

cupports, electrical conduits and boxes, instrumentation, andAt on

)k, In order to verify ventilation ducts.

increased to 12.4% due to the actual condition.

f-d the allowance, the actual weight of all attachments was calculate

{

at 11 walls having relatively thinner sections and numerous attach-Weight of attachments was calculated using data from the V.

fiold survey, pipe support drawings, and other design documents.

ru n ts.

F Actual weights were found to be not more than 5.0% of the wall

[!

in most cases and did not exceed the allowance in any case

?-

w igh t d

oxamined.

(.

3 5.3 MALL INERTIA FORCE t

l; out of plane inertia forces generated by the mass of the walla is calculated as the product of wall accelerations and walA h

O voighto including allowance for attachmenta.

,E, I

s i

i N

h'Y:) }

l

, ~....

..,nyQh

' " ['J E.h:s.a -.: x < y.$dkrJh.,[,_

-.:1' M 2* %,,,,.. l

.l;

. " 'w y"

._,7..,,,._

'T 1ll

.z gd

jiq

' Ng:E3

,;. a q. 7, @ m. t 4;.,3 9 5 d.g.

e g-

.~ ' ',

y p, ;. s,.

qngy

. 9 gWA;,;,...

s 3.g

,7.

..,>theswallg@6.rCnw m

ated.usi j

nctural : f requcpcy$itie;s t.ityd(Qt}p,gl,9alcul...,af(Qreq6en of s.t i

ef Nebs,hppp in

..M ction? omeatYof Ta.bloJl'.. 'WallUaccelerations.Pareccal'culated 'as theD~y v

!t

'5 using t

3 ttheitop'and the 5

n the responge spectra :foI6the'yficors.:at4lMQG,?,y'M(N.'R ipfi gh'

~3 gg%eW@%MQM:;Q"$g)d% <

). - #

tha walis.'.y ac o,

iW//,n h,

fc.,

qJe' 5

Since,the, wall:.may. be'./ crgcked@aat poveral Nections. and ( the'dopths 3

of, the ' cracks :miny.va'ry%1ongfth'43 span"[of'.thef wallMthe actual t

f Scquency is likely'.to Ibe'lhigh'er. than?that balculated using.aTheie

~

1 B

F-s l

' tullyicracked sectionW'defof 0tliefspectrAl[ffectiv(e.' moment'of inertiathelfl'oor 'spe

~

l

~

peak'o'

]

~'

which in' on the 1 eft?si curvo r an additional an'alysiis' using'.!the(o i lly..

1 O ~

. is.perf oraco ito;. account > for,T,the5 ef fe' cts 'duelto' the part a^[gfp z.,Q cracked condition.

7.'

Q'

  • L ;7 ; ; Y::.:'.,* :

w The ef f ective moment.of:. inertia' can be icomputed/bysthe"sfo11owing NoQ

' l i.y[h;, VS?.E

[,

1,'.

  • [

e L.i]4 '

c.. s c

3 Ig: +}[f. -..;g r)(]Q,.,.

aquationt

.',6'IND i r%

.y, ).Icr' 1*

-,e.

W. t 's M -

' };:-m M" W),ir'g.Q Q,

,Ie =.(.MH );

s.c n

~

f :p( p. ;_.l.',ig%.R ;,(',M,.yy,x.,xm! % ; ' -

cr M ; ),,

.q a

, ~ c.,

.).

M, l@'ffyQ o. g..'.,

. w. y%n ~;,n v

, ~..

!n which:

,..-Q,.:.f,,. W.. '

e.

. S. i.. tia 4

' M.

.O

~ -

= ef fective m, o. men.,t"cIf":i

..,.., p,

~

I

. w: < r q

- moment 1of' inertia','of cracked'section"4;;i ? M+.[.:.#

e

' v r,

s I

. g ~..

= moment of inertia.:of.;un' cracked section G0i,", M er

= naximum calculated, bendi'ng, moment at the7 7.T

%,, y.,}cp i

c n-u I9

'y:P '

p.q ;.

n assumedifrequencyp:

, 9

.y 3..

a cracking imoment"=; fr I s.q,]

y,,p cr r, yt,...

y.y.

ti

=

< f. m ;

' f hc-a>dulus of arupture 'of, masonry = 43 pai.

1 v,.y.

fr

=

distance from centroidal"' axis 'of. gross'section$i' i noglecting! reinforcement,'to extreme ~ fiber linff+.'.' -

r" Yt

=

r tens ion.

1 neration procedures are used to obtain the actual frequency'.of the As indicated in Table 1, four walls vall at the stabilized stage.

The actual frequenclos and are sclected for this' investigation.

i ' Table'6 the correnponding stresses for these walls are shown' n Tt.a combined flexural. stresses fori'these walls'areilean'thaO.th

,y,e.g H " ',-

nilovable 1imits.

y,'<., f s.)

~. 3, L 4 DEICHIC CATEGORY l PIPR',80PPOkt $0 ADS

..M. : y,~. n n

1 pipe support', reactions are obtainod:fec:do'p6pate l

~

';p

  • pipe sttess Jan'alyses.'VolobalTehree' son 1Mthh d...

4 001cnic Catego 1

. ;,,;;. w w,q e,.., 3 7 q,o,t: w.n.u s.

pipo support an

-

  • t*y l

. i,

.o.~

i

.m.i.,l k;.a.,
  • I. h a.

^; '

u.. e *.

A

.k

J uall due to pipe support loads are calculated considering the forces to be distributed. overjan ef fective width equal to:

L.~ 6-b=6t+c a

in which b = the' effective width

' ~

the wall tihickness t=

c = the width of the ;1oad contact area.

the offective width computed by the above equation is

~

limited in the evaluation to the value obtained from b = 1.4e + c,

However, in which e is the distance from the concentrated load to the nearer

'C'

[y.b.

support.

!,. f

'1"~

5. 5 STRESS ES y,-

Stresses due. to ef fects of out-of-plane wall inerti6. forces :a'nd ny pipe support loads are calculated lusing elastic theoryiaq.' assuming orcement.

F.,

that tensile forces are resistbd 'only 'by the tensileTrei ~

Presence of dead load axial. stresses, which reduce tensileYstresses 43 in the reinforcement, 'is conservatively neglected in most '.casar.

  1. M-for those walls which were highly stressed.

.. s except 0;

Shear stresses must be transferred across horizontal joints between blocks to transfer out of plane loads to supporting Shear stresses must be transferred across' vertical floors.

joints between wythes, or between wythes and grout fill, to~

These stresses, achieve ccaposite action of adjacent wythes.

resulting irom out of plane ~ loads are calculated as V

.O gv - sia

$[..

where f

- shear stress

p. P y

r :,

"c V = total shear force at the section n

b = width of the wall strip tieing considered jo = distance from centroid of compressive area to reinforcing bars.

Ef fects of building story interstory displacementa resulting..Erca soi.mic loads are calculated for the in plane direction only ?

as out of plane stresses due to interstory displacements'tre t -

,y,

,,O I

g

. n...

". nf

,;,blDpTb Ji: : M rp4 q <

at en /

,, iw...,,

e l

t".**

..!b Nbk

k. rf s y,

,g '.

l f

h.:

p.L For the,in,' plane'dir'ection, shear stress.is F'

not significant.

calculated by

>< f.e, ;

f y = 'Gf j'

g>: y where E;i i

t f

= she.ar stress p,1 y

= modulus of rigidity = 400 f'm q[,n'e G

,iQ

- interstory displacement.

,5,.,

a m

interstory height h

supports or other attachments are anchored to the wall

,a is important Where pipe and through bolts are not.used for load transfer, it b-the applied loads do,not pull the blocks out locally, nor(In these loca c,

W3 ;

that pull the wythes of blocks apart.

cc:apressive stresses in joints between blocks, and tensile: forces tie bars, are calculated to evaluate the wall capacityT in r;y c

.F".:,"

5.6 EPPECTS OF LARGE OPENINGS In general, when a wall has large openings, wall frequencien can be expected to be lower, while. stresses may be higher than theIn orde

,a "9 '

sane wall without openings. calculated stresses using models without openi i

i two selected walls are analyzed by finite element me. hods.us ng t

Models used are as shown in the computer program "STARDYNE". Configuration of the walls and their opening Pigures 6 and 7.

Supporting cross walls are s-are modeled using plate elements.The walls are modeled as free to rotate at supports considered.

Modal analysis is performed to in the out of plane direction.

Wall acceleration, determine fundamental frequency of the walls.

corresponding to the fundamental frequency, and inertia force are Wall determined by the same method discribed in Section 5.3. loads are applied u p

inertia forca and pipe t.

port option of STARDYNE.to obt41 A*Mnt forces and moments from which g

asses are calculated.

masonry and reinforcing stati s

/

RESULTS OF EVALUATION _

f 6

,l 6.1 FLEXURAL STRESSES Tables 2 A and 2 B show maximum wall compressive str offects of wall inertia forces and pipe support loads during the Stresses shown are based on conservative damping thus the stressos shown'can ODE and DDE.

values of 3% for Oss and 54 for Dent be reduced to q lower level if a higher damping valuo, as' set i

forth in Reguldtory Guide 1.61, is' uned.

t 10

',.. M +y...W..

j. lh },' ';

,y

~

N--NWlL.b.. N...

"--w e i.

l

W m.t

sf; 4

+f a.

V

y,:

t:,

yell compress. ve fstressesfa]f,, lep' a;ii.lly,l'ov.

' Maximum calculated k

t eigep pne, walltT4 For' vlliother;ypils b

. c tress ' is

  • 80t4 cf: allowableT f VQ,4# of' allowabl'eY ~ ' "'

ahf79 b

'calcul'ated stirosses 'ai@lsas Rainforcing steel tensile $ esses a"re. ithin, allowable limits.

c..~l.

W

ist

w All Mlowablelfor'ono' wall.

Maximum calculated. stress'if.h9Rti' sosis'slessi th'an'~ 80t' of f allowable.

I' except four; walls hsve7c11bulated

.${7' 39$.@*MM~@-

~~

6.2 WALL ANCHORAGE

,,,,.y w

All walls are anchored,to(suppopt'ing.floora by. dowels. threaded into concrete expansion.'anchorsMForlw' alls 'extendinglcont F.

is' provided by 1 shear. transfer.acrosaj the mortar

/

no lateral support For walls not extending lO joint between block units'?and.the' floor. floor above,. i.e'., cantilever walls,;

i g",

'in directly related to capabilityf.of othe anchoraQtojtransmitl tensile to the the suppor ting '. con 6 rete ' f1'oor.'

Table'5'shows anchor

., 3 tensile forces at the. fouritwallspyhich are.c'antilevered. EForces foreca tu shown are based on damp'ithis?al'idw}of744' for. ODE: ands 74T r

n ing?valbes rorces calculated are w O

.J'co l'. ' >

to 24% of anchor ultimat'eVca'p.aciity.'

1

+

.y 43,7 e,.-

6.3 GHEAR STRESSES

,a,-

. o -

ir 4 shows maximum calculated,.out of plane flexural shcarThe stresses U-Tcbic stresses in selected walls.

joints between blocks 'and to vertical jointo.between wythes ofWa nulti-wythe walls.Stresses'shown are based on conservative' damping vcl1 thickness.

Calculated stresses' range, values of 34 for OBE and 54'for DBE.Ma'ximum calculated' shear stress is frem 28 to 69% of allowables..

11.0 pai during DBE.

in-plane direction, maximum interstory displacernent is For the 0.0006 inches per foot of height, resulting in a maximum chear otress of 30 psi, which'is less than the allowable limit of 43 pai.

6.4 LOCAL STRESSES AT ATTACHMENTS As shown in Tables 2A and 2B, pipe support loads are not o in joints between blocks, resulting f rom block act.lon to nagnitude.

transfer the loads to the tie bars, are less than 20% of allowable stresses Maximum applied load normal to multi-wythe wall due to the pipe support using expansion bolts is 400 pounds, well within limits.

the 1000 pound OBE, and 1500 pound DBR, allowable tie bar tensile r

.N l

force.

j EFFECT OF OPENING 8 6,5 risonofcalculatedmaximumflexural[etreason Table 4shows1 con i

ulation using'simplitled wall modela, itho.ut N

=

obtained by hand ca l

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lso' compared.:6The; data openings'...Calcula,t'edifEq.qgen) gafare C ~!

s hown ' i.o. g ive n3f or.?. O.D B.,?'p,n.d.ct.D.B..R.,liandTin. c. lu.de s' 'e f f e ct. s ! of '.wa. ll.o ine r t i a. f o r c e a'..a nd, ;p ipe ;:s uppor t gloa. 3 : >,1 d s.,7

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u-than 'those$ calc 6 fat 5d tus'in@gs,$t e#AaMj;:falj$ fat ion',' a n d 'a imp'l'i f i l

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sdpports condit' ion ?in the:i coraputer modols as.,c$pa're(pyrJaidgd

. Thin 'is Iat'tribus,%.toftbiy~di.tbswo: sided.. support -in!'the simplified C

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%$3%. '.. '

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nodolo. ^

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w finite.

ement methodiare lower S tresses calculated: using:f.t e;idlc,'al'culation a'nd aimplifi'ed..,

t than those caldulatedt.!usirig' ha 6'

r.odela.

Even th'ough higher'! frequencies; could resulteinfgreater

~

b"..

accelerations, calculated l stresses? are, reduced due, to:.;theM.-

' f-[. rig _

1, "'

4'"

's two-way action.-

sc 4 amy..

.a,e The comparisoni shows - that i atressesE'c'a.lculated:using[simplifled..

.odela without ' openings' canM. expected'}to :.be' conservatife@?M.

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