ML20127J858

Forwards Updated Info Re Masonry Block Walls,Per IE Bulletin 80-11 & Related Info for Rev to Topical Rept 019 Due 850801. Effects of New Wall Mods & Revised Stress Results Provided. Revised out-of-plane Flexural Shear Stresses Verified

ML20127J858
Person / Time
Site:	Oyster Creek
Issue date:	06/14/1985
From:	Fiedler P GENERAL PUBLIC UTILITIES CORP.
To:	Zwolinski J Office of Nuclear Reactor Regulation
References
IEB-80-11, NUDOCS 8506270152
Download: ML20127J858 (23)

Text

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

GPU Nuclear Corporation U ME 100 Interpace Parkway Parsippany, New Jersey 07054-1149 (201)263-6500 TELEX 136-482 Writer's Direct Dial Number:

June 14, 1985 Mr. John A. Zwolinski, Chief Operating Reactors Branch No. 5 Division of Licensing U.S. Nuclear Regulatory Commission Washington, D. C. 20555

Subject:

Oyster Creek Nuclear Generating Station Docket No. 50-219 IE Bulletin 80-11 This letter forwards updated information concerning masonry block walls at Oyster Creek. In our March 21, 1985 status letter we committed to provide you with a revision to Topical Report No. 019 by October 31, 1985. During a subsequent telephone conversation between members of our respective staffs, it was agreed that the Topical Report revision will be submitted to you by August 1, 1985. In addition, it was agreed that certain related information would be forwarded to you by June 15, 1985.

That information is contained in the attachments to this letter.

Attachment 1 provides a discussion of the effects of new modifications on walls 21 and 24, and a discussion of why walls 28 and 44 have been removed from the scope of Bulletin 80-11.

Revised stress results are contained in Attachment II for walls 8, 15, 17, 18, 24-1, 29, 30, 31, 32, 33, 43, 45 and 53. However, please note that revised out-of-plane flexural shear stresses for walls 19 and 20 are included but have not yet been verified and so are subject to change.

Also, note that the allowable in-plane shear stresses for reinforced masonry in stacked bond walls has been changed as in-plane shear stress dominates the stress pattern for these walls.

6 8506270152 850614 // ef PDR ADOCK 05000219 G PDR g// qv,fg} ara 05 ulI GPU Nuclear Corporation is a subsidiary of General Pubbc Utilities Corporation

Should you have any questions regarding the information contained in this correspondence, please contact Mr. Paul Czaya at (201) 299-2542.

tqly yo ,

/

I Pete -

Fiedler

'i President and Director Oyster Creek 1r/1915f cc: Dr. Thomas E. Murley, Administrator Region I U.S. Nuclear Regulatory Commission 631 Park Avenue King of Prussia, Pa. 19406 NRC Resident Inspector Oyster Creek Nuclear Generating Station Forked River, N. J. 08731 t

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war-,-~_ am,-<-- ---,---,---,r------,,-,-,~,-,-se,-~nn-- ~ , ,--r

-e,- , e- . ~>- , a , ,-~m ,

Attachment I Walls 21 and 24 New modifications associated with wall 21 require that wall to be modified in accordance with the original design.

The.above also applies to wall 24-2.

Wall 24-1 will be modified by removing portions of the wall effecting identified components and installing seismically supported drywall in place of removed block.

Walls 28 and 44 The only equipment that could be effected by the failure of walls 28 and 44 are two conduits. The first conduit (No.62-155) is 4 inches in diameter and was originally installed as a power feed from Distribution Center C to the former Mechanical Equipment Room where a computer supply inverter was to be located. The Mechanical Equipment Room has been converted to the New Cable Spreading Room, the inverter was not installed, the conduit has been terminated in the Turbine Building and the cable was coiled up at the termination point and abandoned.

The second conduit (No. CNPT-2001) is 1 inch in diameter and was installed as part of the Plant Computer Project. This ccnduit runs from Motor Control Center lAl2 to a condensing unit and a HVAC unit for the Multiplexer Room. It is a balance-of-plant conduit which is not safety related.

Based on the above, it has been determined that walls 28 and 44 do not need to be evaluated as part of the scope of Bulletin 80-11.

i i

l 1

4 Attachmment II 4

I

.I I

i j

4 I

t i

l l

1 1

e e

i j

1 l

{

3 i .

l 1

1 L.____ ___ . _ , _ . , _ _ _ _ _ _ _ . _ ..__ _ _ _ _ __,-

SLM %RY OF RESULTS

. Office Bui'lding, Cable Tray Area, East Wall.

Imcation Intermediate plus small North & South Sections, Elev. 46'-6" Thic' mess: 6 In.

Dimensicns of Height: 1 Ft a In.

Medal Width: n Ft A In.

Bleck: AS'IM-C-90 ( ) Ru:ud.ng Bced a,

gbden h .s Mortar: Type "M"

( ) Reinforced

( x) Stacked Bcnd

( ) Other (x ) Unreinforced

^

f x) One Way

( x) Vertical Span 14.8 Tc 22.1

( ) Horizontal Span w/ supports

• F g ency

• S * * * *'""k " ~

Range - Hz (Uncracked ( ) ?m Way Section) ( ) 4-Edge Support Tc

( ) 3- Edge Support

( ) Tcp, ( ) Side, Missing Response ( x ) One Way .21 g, ( ) Tsc Way- g, Acceleration (CBE) (CEE)

(Uncracked Section) .42 g, q, (SSE) (ss?)

( X) One Way: 17.3 25*0 I X ) Noral to M Joint, vs Flexural Tensile (CE_r.+DL) (Allcwacle)

Stresses - psi (Uncrakced 34.6 vs 41.5

- Section) (SSE+CL) (Allcwacle)

( ) Parallel to Bed Jcint, vs (CEE+DL) (Allcwacle) vs (SSE+DL) (Allcwacle)

( ) ?se Way:

( ) Ncral to Bed Joint, vs (CEE+CL) ( Al'.cwacle ) I vs (SSE+CL) (Allcwacle)

( ) Parallel to Bed Joint, vs (CEE,CL) (Allcwacle) vs (SSE,CL) (Allcwa le)

Intermediate & small north sections good Remarks for reduced height with top edge supports. Wall Nc: 8

., Small southern section good for intermediate SilDntiPP Q _

StM ERY OF RESULTS i

Office Building, Monitor and Change Room, j

. Iccaf. ion . South Wall Intermediate Section .

Elev. 46'-6" l 6

Dimensions of Height: 13 Ft 4 In. Thickness: In.

Model Width: 26 Ft 0 In.  :

• t Block: ASTA-C-90 ( ) Running Bond Type of Mortar: Type "M" ( ) Stacked Bond Constmetion

( ) Reinforced ( X ) Other en=hinor4nn nf unning

( X ) Unreinforced & Seartrad Rnnd f X ) One Way

( X ) Vertical Span 9.75 To 12.6 Frequency ( ) Horizontal Span Range - Hz (Uncracked ( ) Tm Way Section) ( ) 4-Edge Support To  ;

( ) 3- Edge Support

( ) Top, ( ) Side, Missing

( X ) One Way 0.25 g, ( ) Two Way: g, tion

,., (CBE) (CEE)

(Uncracked Section) 0.50 g, g, (SSE) fSSE1

, ( X ) One Way:

I X ) Nomal to Bed Joint, vs 25.0

! Flexural Tensile (C m_ +DL) W icwacle)

Stresses - psi (Uncrakced vs 41.5

- Section) (SSE+DL) (Allcwable) i ( ) Parallel to Bed Joint, , vs i (CBE+DL) (Allowacle)

I vs (SSE+DL) (Allcwable)

( ) Te Way:

( ) Nc ral to Bed Joint, vs (CBE+DL) (Allcwacle) vs (SSE+DL) (Allcwable)

( ) Parallel to Bed Joint, vs (CEE+0L) (Allewacle) vs (SSE+DL) (Allcwanle)

• In the vicinity of safety-related component s.

Remarks the wall is good for one way action with 30, Power-Strut members holding the wall in place ,

Wall No** 15 The remaining block wall may fall with no effects on safety-related items. The Power Strut support system is designed to take the full flexural load.

2

.s SLM9RY OF RESULTS Office Bldg. Battery Room

. Ia::ation South Wall, West Section F1. E. 35'-0" Dimensions of Height: 1i Ft 0 In. Thic.V.ess: 6 In.

Model Width: ia Ft 5 In.

Block: AS'IM-C-90 ( X ) Running Bond Type of Mortar: Type "M" ) Stacked Scrd

(

Ccnstr'#dm

( ) Reinforced ( ) Other (X ) Unreinforced

. SEE PAGE 17 FOR COMBINATION MODEL ANALYSIS l

l

,,0, Wall No: 17

~:.

-3

- 1 SLW.ARY & RESULTS Office Bldg. Battery Room West Wall, South Section h tien Fl. El. 35'-0" Dimensions of Height: 11 Ft 0 In. Thickness: 6 In.

Model Width: ia Ft 9 In.

Block: ASTM-C-90 ( x ) Running Band Type of Mortar: Type "M" ( ) Stacked Bcnd hedon ) Other

( ) Reinfcrced (

(x) Unreinforced f

1 SEE PAGE 17 FOR COMBINATION MODEL ANALYSIS 9-

>o.o Wall Nc: 18 e 4 e I

~

~

"'? '

- C:icter Cr n 2 !;:le* 3% C 3 T 1111

• +' ' ~ , ' W m'-

.s So' --

3eovaluation o:t Concre-o Usa:::

,' gg;; II 2

lletts 30 - 11

. StMtuY 07 RCSULTS , .,

{" ,I, Location ,

O f fice Eldg. Switchgear Room ',

• North Wall, West Section Fl . El . 23.'.-6" ,

Di=ensions of Reight: 10 Tc 2.5 In. Thickness: 8 In.

] MoceL Wid..h : 23 Tc 0 In.

i. ,, ,

(X) Ruaning 3 cad - I Type of . Block: ASTM - C-90 Mortar: Type "M" I

( ) Stacked Bond Construction

( ) Reinforced ( ) Other (X) Unreinforced

- Frequeccy ( ) One Way i Range - Ha ( ) Vertical Span . To (Uncracked ( ) Rorizontal Span Sec tica) w _

g,y 2

g

( ) 4-Edge Support

• 36s b To beh

! (X) 3-Edge Support

( ) Top, (;9 Side, Missing _

~

R'esponse

~

( ) One Way: g, (X) Two Way: O /9 g,

(, '

Acceleration C3E.) CBE) *

(Uncracked ,, g, g ,,

3*** "I GSE)

(SSE)

-*

• Flexuisl Tensile ( ) One Way: '

Stresses - psi vs

( ) Norcal to 3ed Joint, Guerackad (03E+0L) (Allovaole)

Section) vs (SSEtDL) (Allowaole)

! ( ) Parallell to Bed Joint, vs l (03EtDL) , (Allowaole) vs _1 i

(S SE+0 L) (ALL:uaole)

(x) Two Way:

2

. (X) Nor::.al to Bed Joint, f8 vs 2.5,0 (03E+DL) (Allowaole) j

/[.6 I vs 41.5 (SS E+0L) (Allowa3Le) l (x) Parallel to Bad Joint, Nd2.Li s 6f_ vs 60 0 j (OBE+0L) (Allowante) }

I '

NGLl4t&4 vs 750

' {d .

- (SSE+D Q _ (Allowaald)

%. is go ret M8 y W'N e04( (

2t ne= arks sea.7 w o m ,snee e r w ,o. o Ng v2tt No. ,

, f

• " ~ _ -

SGNARY OF RESULTS Turbine Building, North East Stairwell, West Wall, Iccation L wer Part, Floor Elev. 3'-6" Fl. El. ( )

Dimensions of Height: 17 Ft 11 In. Thickness: 8 In.

Model Width: 13 Ft 8.25 In.

Type of Block: ASTM-C-90 (X ) Running Bond Construction Mortar: Type "M" ( ) Stacked Bond

( ) Reinforced (X ) Other nrvva11 construction *

( X ) Uttreinforced Remarks

• In the vicinity of safety-related components, block wall is replaced with seismically designed drywall construction. The remaining block wall may fall with no effects on safety-related items.

Wall No: 24-1

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

SUt14ARY OF RESULTS

' Turbine Building, North East Stairwell, West Wall,  !

, g Upper Par't, Floor Elev. 23'-6" Dimensions.of Height: 8 Ft 6 In. Diickness: 8 In,.

Model Width: 13 Ft a 2s In.

Type of B1cck: AS'IM-C-90 (X ) Running Bond construction M rtar: Type "M" ( ) Stacked Bond

( ) Reinforced ( ) Other

( x ) Unreinforced f x ) One Way 29.73

( x ) Vertical Span 23.03 To Fgency ( ) Horizontal Span Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Edge Support To

( ) 3- Edge Support

( ) Top, ( ) Side, Missing

Response

Acceleration ( x ) One Way 0 17 g, ( ) Two hy- g,

• (CBE) (CBE)

(Uncracked Section) nu g, g, (SSE) fc T)

( X ) One Way:

I X ) krmal t Bed Joint, .25.0 vs 25.0 Flexural Tensile (CBE W Stresses - psi 3 (Uncrakced vs Section) (SSE+CL) (Allca cle)

( ) Parallel to Bed Joint, vs (CBE+DL) (Allowacle) vs (SSE+DL) (Allcwacle)

( ) Tso Way:

( ) Nc::al to Bed Joint, vs (CEE+DL) (A11 cwa =le) vs (SSE+CL) (A11cwamie)

( ) Parallel to Bed Joint, vs (CBE+CL) (Allcwacle) vs (SSE,CL) (Allcwa:le)

Wall is good for one way model with top Remarks support. Wall No: 24-2

SUleARY OF RESULTS Reactor Bldg. Southeast Stairwell-North Wall Fl. El . ( -) 19'-6" Dimensions of Height: 36 Ft 8.5 In. Thickness: 8 In.

Model Width: 16 Ft 3.5 In.

g og Block: AS'IM-C-90 ( ) Running Bond Construction Mortar: Type "M" ( x) Stacked Bond

( x ) Reinforced ( ) Other

( ) Uttreinforced SEE PAGE '10. EUR CDMBINATION MODCL ANALYSIS

~k I?

Wall No: 29

-S- .

~

SLM1ARY OF RESULTS

)

Reactor Bldg. Southeast Stair Well Iccation West Wall Fl. El. (-) 19'-6" Dimensions of Height: 8 41 Ft 0- In. 211ckness: In.

Model Width: 7 Ft 11.5 In.

Type of Block: ASIM-C-90 ( ) Running Bond Constructicn Mortar: Type "M" (x ) Stacked Bond

(* ) Reinforced ( ) Other

( ) Unreinforced SEE PAGE 'to, M CDMBINATION MODEL ANALYSIS c

Wall No: 30

-D- .<

m

SLM4ARY OF RESULTS - (Cont'd.)

( ) One Way -

Frequency ( ) Vertical Span To Range - Hz ( ) Horizontal Span (Cracked section) -

( X ) Two Way s1 To A.9 (N-Si dir

( x) 4-Edge Support

( ) 3-Edge Support 12.8 To 15.7 (E-W) dir

( ) Top, ( ) Side, Missing i Response ( ) One Way: g, ( X) Two Way: 0. 374 (N-S )dir Acceleration (CBE) OBE 0.189(d-W)dir (Cracked Section) g, SSE 0.614 (N-S)dir

] (SSE) 0.339 (E-W)dir Flexural Tensile I X ) Wo Way*

Stresses - psi ( X) Normal to Bed Joint (Cracked f(Steel): 1,665 vs 20,000 Section) (CBE+DL) (Allowable) 3,330* vs 36,000 (SSE+DL) (Allowable) f(Conc.): -37.6/-55.4 -396/-165 (Bending / Membrane) (CBE+DL) (Allowable)

(Capression) 1

-75.2*/-110. % -1,020/-330

(SSE+DL) (A11cwacle) l f

(X ) Two Way:

(X ) Parallel to Bed Joint f(Steel) : 19,843 vs 30,000 (CBE+DL) (A11cwacle) 39,686* vs 63.000 (SSE+DL) (Allowacle)

(Bending / Membrane f(Conc.) : -74.2/-63.9 vs -396/-195 (OBE+DL) (Allowable)

Compression)

-148.4*/-127. % -1,020/-390 (SSE+DL) (Allowable)

• (SSE + DL) Conservatively taken as 2.0X (OBE + DL)

Remarks Combination Model Good for Cracked Section with One Side Edge Support on Walls 29 and 30< II311 NC- 29 & 30 SUN 4ARY OF RESULTS Reactor Bldg. Southeast Elevator Shaft-West Wall Iccation F1. El. ( 123'-6" Dimensions of Height: 26 Ft 7 In. Thickness: 8 In.

Model Width: 9 Ft 5.5 In.

g og Block: AS1N-C-90 ( ) Running Bond Construction , Mortar: Type "M" ( x ) Stacked Bond (x ) Reinforced ( ) Other

( ) Unreinforced y

SEE PAGE ' 15. FOR COMBINATION MODCL ANALYSIS Wall No: 31

I SU!HARY OF RESULTS Reactor Bldg. Southeast Stairwell Iccation North Wall Fl. El. ( ) 23'-6" Dimensions of Height: 1 Ft o 2s In. Thickness: 8 In.

Model . Width: io Ft 2.2s In.

T:

Type of Block: ASTM-C-90 ( ) Running Bond Construction Mortar: Type "M" (x ) Stacked Bond

( x ) Iteinforced ( ) Other

. ( ) Unreinforced SEE PAGE 15 ECR C]MDINATION MODEL ANALYSIS i

Wall No:

~

SIM4ARY OF RESULTS Reactor Bldg. Southeast Stairwell Incation West Wall Fl. El. ( ) 23'-6" -

Dimensions of *-* Height: ?s Ft 3.25 In. Thickness: 8 In.

Model Width: a Pt n_s In. .

g og Block: ASTM-C-90 ( ) Running Bond Construction Mortar: Type "M" (X ) Stacked Bond

( X ) Reinforced ( ) Other

( ) Unreinforced SEE PAGE 15 ECR COMBINATION MODEL ANALYSIS I

1 I

l 33 Wall No:

t w

SUbMARY OF RESULTS Reactor Bldg. Southeast Elevator Shaft I4 cation North Wall Fl. El. ( ) 23'-6" Dimensions of Height: 26 ' Ft 7 In. 'Ihickness: 8 In.

Model Width: ~IU"~ Ft 4.5 In.

Type of Block: AS'IM-C-90 ( ) Running Bond Construction mm: % "M" (X)Su h M (X ) Reinforced ( ) Other

( ) Unreinforced SEE PAGE ~15 FOR CDMBINATION MODEL ANALYSIS e

Wall No 45

- 14 ' -

SIM4ARY CF RESULTS - (Cont'd.)

( ) One Way -

Frequency H

-( ) Vertical Span To Qz ( ) Horizontal Span Section) '

(X-) Two Way 9.1 To 11.1 (N-S) dir (X .) 4-Edge Support 10.7 13.1 (E-W)

( ) 3-Edge Support To dir

( ) Top, ( ) Side, Missing Response ( ) One Way: g, ( X) Two Way:0.276 (N-S)dir Acceleration (CE) OE 0.217 (d-W)dir (Cracked Section) g, SSE 0.462(N-S)dir (SSE) 0.394(E-W)dir Flexural Tensile (X ) Two Way:

Stresses - psi (X), Normal to Bed Joint (Cracked f(Steel): 830 vs 20.000 Section)

(CE+DL) (Allowable) 1.660* vs 36.000 (SSE+DL) (Allowable) f(Conc.): -18.7/-39.7 93 -396/-226 (Bending Membrane)

(CE+DL) (Allowable)

-37.4*/-79. g -1,020/-452 (S$E+DL) (A11cw bie)

(X ) Two Way:

(X) Parallel to Bed Joint f(Steel) : 9' 9 vs 30.000 (CBE+0L) (A11cwaDie) 19.30a* vs 6tnnn (SSE+DL) (A11cwacle) f(Conc. ) : -17.1/-31.4 vs -396/-238 (Bending / Membrane *'

Compression) . -34. 2 */-62.8 ts -1,020/-476 (SSE*DL) (A11cwable)

(SSE + DL) Conservatively taken as 2.0 x (OBE + DL)

Remarks Combination Model Good for Cracked Section with side edge support on Wall No. 33 Wall No. 31,32,33, LL%

• T.

SLT ARY OF RESULTS

, Reactor Bldg. Shutdown Heat Exchanger Room.

. 14 cation North Wall. Interm. Section Fl. El. 51 -3 Di:tensicns of Height: 10 Ft 1 In. Thickness: 24 In.

Model Width: 1s Ft n In.

Block: AS'IM-C-90 ( ) Running Bend Type of Mortar: Type "M" ( x ) Stacked Bend Cens*caction Other grouted double Wythe

( ) Reinforced ( x ) 12 in. each wythe.

( x ) Unreinforced (x) Cne Way

( x ) Vertical Span 15.2 To 23.0 Fr g ency ( ) Heri:: ental Span Range - Hz (Uncracked ( ) Te Way Section) ( ) 4-Edge Su p To

( ) 3- Edge Support

( ) Tep, ( ) Side, Missing Response .21 g, ) Two Way: g,

( X ) One Way (

Acceleration (CEE) (CEE)

(Uncracked Sectien) .42 g, _g, (ssE)

(ssr>

( X ) One Way:

I X ) Nc::al to Bed Joint, 6.7 v3 40,0 Fleraral Tensile (CEE+CL) (haule)

Stresses - psi (Uncrakced 13.4 vs 67.0 Section) (SSE+CL) (A11cwacle)

( ) Parallel to Bed Joint, vs (CEE+CL) (Allcwacle) vs (S3E+CL) (Allcwacle)

( ) ?so Way:

( ) Ncn al to Bed Joint, vs (CEE,CL) (Allcwacle) ,

vs (SSE+CL) (Allowacie)

( ) Parallel to Bed Joint, vs (CEE+CL) (Allcwaclo) vs (S3I,CL) (Allewacie) 0.K. for One Way Model with top support for Re' arks south Wythe & intermediate support for north Wall No: 43 1 ..

Wythe. Provide additional support for pipe spring.can on south side.

.s SLM4ARY OF RESULTS l _ ,

Office Blag. . Battery Room I

Io::ation South Wall, East Section Fl. El. 35'-0" East Dimensions of Height: 1 Ft o In. Thic.V.ess: 6 In.

Model Width: 18 Ft to In.

Type of Block: AS'm-C-90 (x) Running Bond Ccnst M on Mortar: Type "M" ( ) Stacked Bcnd

( ) Reinforced ( ) Other

( x ) Unreinferced

( ) One Way

( ) Vertical Span To Frequency ( ) Horizontal Span Range - Hz (Uncracked ( ) te Way Section) ( ) 4-Edge Support 12.0 To 16.5

( x ) 3- Edge Sp

( ) Tep, k ) Side, Missing (West)

Response

Acceleration ( ) One Way g, ( x ) Two Way: .173 g, (Uncracked (CBE) (CsE)

Section) g, .345 g, tssri ec ei

( ) One Way:

Flexural Tensile ( ) Nocal to Bed Joint, vs Stresses - psi (CSE+CL) (Allcwacle)

(Uncrakced vs Section) (SSE,CL) (Mlcwa=le)

( ) Parallel to Bed Joint, vs (CBE+CL) (A11cwacle) vs (S5E+CL) (Allcwacle)

(x ) ?4 Way:

(x ) Neral to Bed Joint, 13.1 vs 25.0 (CEE.CL) (A.10wa1e) 33.0 vs 41.5 (SSE+CL) (Allcwacle)

( ) Parallel to Bed Joint, 17.6 vs 50.0 (CBI+CL) IAllcwacle1 36.0 vs 93.0 (SSI+CL1 (Allewa=le>

Conbination model good with top edge supp-Remarks ort for walls 17,18 r 53. Also provide cast 53

)., g,11 go:

verticle edge support for wall 53 and vertic to 17 r, 18 angle at the junction of walls is r, 53, ct

l l

l cALCCLATED SHEAR STRESSES AND ALILWARTF9 FOR STACKED BOND WATL4 Ou t-o f-Pl ane In-Plane Shear Flexural Shear (PSI)

(Shear (PSI) .

Wall No OBE SSE OBE SSE RDIARKS g 8 9.1 18.2 6.4 12.8

_d 13.0 26.0 3.5 6.9 __

19 . 1.2 2.4 20 Results are calculated 1.2 2.4 for critical Wall No. 19 NOCD 29 & 30 Combination 29.2 49.7 29.3 48,1 Model with hot 3-0 Seismic Force p - . . . _ _ _ _ . . . . __-..

31,32,33 31.4 48.2 28.8 47.5 Combination Model un _

with 3-D Seismic Force 43 1.5 '3 . 0 Allow.

stresses (PSI) 25.4 20.A nny For Unrein" forced 33.0 27.1 1.3 (CBE)

Masonry bNies (PSI) for 38.1 69.0*

reinforced masonry 49.5 89.7* 1.3 (OBE)

. Note: In plane shear stress is not' critical wherever it is not given.

• tl alls 29 and 30 form a continuous L shape structure and walls 31, 32, 33 and 45 form a continuous "h shape section. The above walls are reinforced with vertical rebar and Dur-0-b'all. Stress results from 3-D scisnic combination models, shows that in-nlanc shear dominates the stress pattern for the masonry material. Therefore, these walls behave like shear walls.

For the case of ?! + 0. the allowable in-plane shear stresses for both OBE KI and SSE cases are 2.08and 1.3* (2.04) respectively in accordance with our design criteria.

~

l CAIC.UTED SEAR STRESSES AND AUC4ABI.ES FCR RCNNING BCND WAILS Out of Plane '

In Plane Shear Flexural (PSI) l- ,

Shear (PSI)

! Wall No. OBE SSE OBE SSE REMARKS 5 6.6 9.9 6 6.6 . 9. 9 Results are calcula-lated for the cr1*J.c-al wall Nc. 6.

7 6.6 9.9 2.7 5.3 Combination model 17,18853l9.4 18.9  ! 7.3 14.6 with 3-D seismic l l l 21 3.7 6.3 22 l 7.7 12.1 l 23 11.1 15.3 l

• • #*

• 0" E*9*

24-l N/A N/A N/A N/A 6

24-2 7.9 l3.6 l 25 l 13.3 l 8.9 j 26 l11.2 17.0 1

l 27 7.8 11.9 l

l 28 Deleted from Anal.

I 44 i Deleted fron Anal .

l l

All ow. 38.1 31. 2 OBE Stresses

,(PSI) 49.5 40.6 1.3 (CBE)

Note: In plane shear stress is net critical wherever it is not given.

L