Text

Re-evaluation of Safety-Related Concrete Masonry Walls,Nrc IE Bulletin 80-11
	ML20126L637
Person / Time
Site:	Oyster Creek
Issue date:	04/12/1981
From:	Garibian L, Rochino A; JERSEY CENTRAL POWER & LIGHT CO.
To:	;
Shared Package
ML20126L635	List: ML20126L631; ML20126L637;
References
	IEB-80-11, NUDOCS 8106050064
	Download: ML20126L637 (83)
	v • d • e

.

April 12, 1981

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0YSTEH CREEK NUCLEAR STATION REEVALUATION OF SAFETY-RELATED CONCRETE MASONRY WALLS NRC IE BULLETIN 80-11 JERSEY CENTRAL POWER & LIGHT COMPANY Subsidiary o f General Public Utilities Nuclear Corp.

.s

.is Prepared By:

if#7/

L. G A RMRfi,

P.E.

Sen r Structural Engineer Approved By:

~ LMINO A

P Manager, Engineering Mechanics s

8106050OON

l TABLE OF CONTENTS 4

Section Title Page

.l.0 Purpose and Summary 1

2.0 Methods 1

3.0 Results 2

4.0 Conclusions 3

5.0 Recommendations 3

6.0 References 4

7.0 Appendices

.1 JCP&L/GPU letter to NRC, dated September 19, 1980

.2 JCP&L/GPU letter to NRC, dated November 14, 1980

.3 Summary o f Results

.4 Reinforcing Details

.5 Boundary Support Requirements

.6 Schedule for Implementation of Design Modifications

~

.7 Floor Response Spectra

1.0 PURPOSE AND

SUMMARY

The purpose of the reevaluation is to determine the structural adequacy of the concrete masonry walls as required by the NRC IE Bulletin 80-11.

The reevaluation shall determine whether the-walls will perform their intended function unoer all postulated loads.and load combinations specified in the " Criteria for the Reevaluation o f Concrete Masonry Walls" in

~

Appendix 7.2, which is consistent with the requirements outlined in item 2b of the Bulletin.

2.0 METH005 The twenty-seven walls', reported in Appendix 7.2, that were af fected by the Bulletin have been analyzed for all postulated loads and load combinations specified in i

i Section 3 of the Reevaluation Criteria in Appendix 7.2.

The procedure used in this analysis I's described in Section 6 of the Reevaluation Criteria.

The Criteria was_ developed in accordance with the rules and.

l guidelines outlined in the NRC IE Bulletin 80-11.

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The analysis was performed using the ANSYS Computer Program to determine the frequency and resultant stresses in the block walls.

None o f the walls were

' intended to resist impact or pressurization load,_ nor would :they be subjected to a significant thermal load to be o f Eny concern.'

In the. analysis, all support edges of the block walls were assumed _ to be simpic.-

In reviewing the wall support details shown in the construction drawings.it was determined that some supports are inadequate to transfer the Seismic Shear Load to the main. structure.

In order *to be consistent with the analysis, the Wall Support edges, shown in Appendix 7.5, will have to be reinforced to be able to carry the Seismic Shear Load.

3.0 RESULTS The results of the block wall analysis are summarized in Appendix 7.3 as listed below:

.1 Stresses.

See pages 7.3-1 to 7.3-43

.2 Ou t-o f-plane shea r.

See page 7.3-44

.3 In-plane strain.

See pages 7.3-45 & 7.3-46

.4 Results o f Operability Analysis.

See page 7.3-4 7 O

e

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4

4.0 CONCLUSION

S The results of the concrete block wall analysis indicate that all twenty-seven walls are qualified by satisfying either the stress or operability acceptance criteria.

The following walls were qualified by operability.

Wall N]s. 8, 15, 19, 20, 21, 22, 23, 24 and 29.

In the analysis, it was assumed that:

.1 The support edges of all walls are capable of transferring the Seismic Shear Load to the main structure..

.2 The excess. equipment loads on the block walls will be either removed or transferred to another support point, other than 'the block wall, so that, the wall can be qualified.

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.3 Both surf aces o f the block walls have no visible j'

cracks.

5.0 RECOMMENOATIONS 1

The modifications listed below are to be implemented in order for the block walls to be consistent with the assumptions in the analysis.

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.1 Reinforce the support edges of the walls shown in the'" Wall doundary Support Requirements" table in Appendix 7.5.

.2 Remove the excess equipment load from the wall Nos.

21, 3 3 and 43 shown in Appendix 7.5.

.3 Repair all. visible cracks on both sides o f the concrete block walls.

6.0 REFERENCES

.1 ACI 531-79 " Building Code Requirements for Concrete Masonry Structures "

.2 Burns & Roe Inc., Iechnical Specification No. 45, Section 4A.7 ( s e e Ap p e n d i x 7. 2 EndFiE*irreliii$.).

.3 ASTM-C90-75 " Hollow Load-8 earing Concrete Masonry Units "

.4 Burns & Roe Inc., drawing No. 4514-3 Misc. Plans Sections and Details (Masonry) l 6

0 e ;-

_ _, L.,..

V

'l SECTION 7.0 APPENDICES l

t 8

6 5

0 b

Appendix 7.1 JCP&L/GPU letter to NRC dated Sept. 19, 1980 1

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Jersey Central Power & Light Compan I

Mac. son Avenue at Punch Bowl Acad t_A d

Y i

e Morristown. New Jersey 07960 (201)455 8200 September 19, 1980 8

Mr. Soyce H. 3rier, Director Office of Inspection and Enforcement Region i U.S. Nucl ear Regulatory Corrmission i

631 Park Avenue King of Prussia, Pennsylvania 19406 Oear Mr. Grier:

Subject:

Oyster Creek Muclear Generating S tation Docket No. 50-219 I.E.Bulletin 80-11

Reference:

Ivan R. Fintrock, Jr. l etter to Soyce H. Grier dated July 7,1980 Tne. referenced letter provided information required in items 1, 2a and 3 of the subject butletin.

Attachment No. 1 has been revised per the recommendations of the NRC during a s ite inspection on August 6 and 7, 1980.

l

'Pl ease reo l ace Attachment 1 in its entirety wi th Attachment 1, Rev. I enclosed.

1

, JERSEY CE'ITRAL POWER & L IGHT COMPANY ev O4M J$ /

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j V ' i v an 4. F i npecx r.

l Vice Presiwent day of 32. M k, 1980.

Swo. n.ine sub scr ibed to be f or e me 'th i s

/9 E Dc A C.. E k J h --

Notary Publ ic DAVD C.S M CLE 7

l cc:

Director NOTAP.Y PUSLIC OF iS 8E'3' My Commisen Exp:as Cet. 3,1533 0tfice of I nspection anc En forcement 3ivisico of Reactor Operation's Irispection

.. a s n i ng ton, D.C.

20555 3

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7.l-1 1

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9 Appendix 7.2 JCP&L/GPU letter to NRC dated Nov. 14, 1980 O

O 9

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O

q OYSTER CREEK N

NUCLEAR GENERATING STATION Y

[ hl f*s,.,5"!f0%.,'jg (609) 6931951 P.O. BOX 388

FORKED RIVER

NEWJERSEY

08731 m.em uuci sme,"

November 14, 1980 Mr. Boyce H. Grier, Director Office of Inspection and Enforecrnent -

Pegion I U. S. Nuclear Begulatory Cb;nnission 631 Park Avenue King of Prussia, Pennsylvania 19406 Cear Mr. Grier:

Subject:

Oyster Creek Nuclear Generating Station Docket No. 50-219 I. E.Bulletin 80-11 Oar. letters of July 7,1980 and September 19, 1980 supplied the pr,eliminary info:mation as required by I. E.Bulletin 80-11.

In accordance with the request for infor: ration described in iten 2b of the bulletin, the attached represents the majority of our response. The final reevaluation of the design adequacy of all identified walls to perform their intended function under all postualted loads and lead ccmbinatioq l

is hoeever, not yet cccplete.

l We delay in rrceting our original schedule, enclosed in our July 7,1980 subnittald is attributed prirarily to difficulties encountered in the developnant of the reevaluati; criteria. ne final reevaluation for all walls will be subnitted on or before tby 1, 1981.

If additional infortration or further clarification is needed, please contact Mr. J. Knutel of my staff at 201-455-8753.

Very truly yours, 9

JdH h.

I VIvan R. F

, /r.

Vice Presid t I

Sworn and Albscribed to before tre this /4/

day of f v m

'L_ _, 1980.

4o

[N Fotary Public cc: STC Office of Inspection and Enforcerent Division of Peactor Operations Inspection Washington, D.C. 20555.

IEF/lep l

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1 Appendix 7.3 Summary of Results l

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GENERAL NOTES Type of 1.

All blocks are Asni-C-90, Hollow Block Construction 2.

Walls that are reinforced have vertical rebar and horizontal dur-o-wall as shown below. For reinforcing details see App. 7 4.

Vertical:

Rebar Fy= 40,000 psi Horizontal:

Dur-0-Wall Fy= 70,000 psi (ASDI-A-82)

Frequency Range - Hz 1.

All boundary conditions are Simple-Supports.

2.

For 3-Edge support, the boundary condition that has not counted for has been pointed out.

Flexural Tensile ALLOWABLES AS GIVEN IN THE CRITERIA Stresses - psi Load Normal to Bed 7t Parallel to Bed Joint Combination Running Stack Running Stack Bond Bond Bond Bond

a. Hollow OBE+DL 25 25 50 16.7 Block SSE+DL 41.5 41.5 83 27.7

b. Hollow Blk -

OBE+0L 50 40 75 26.7 Fully Grouted SSE+DL 83.5 67 125 44.5 2.

Cracked,

Vertical Rebar Horizontal Dur-o-wall Section OBE-DL 20,000 30,000

a. Stect SSE+0L 36,000 63,000 i

b. Concrete Compressive OBE+DL 396 l

Stresses-psi SSE+DL 1020 l*

0 4

73-1 e

2 e

e e

8

,c,,

m

... _. _ ~ _, +, -.

y

._-u,

r 3,.-

, si;.cugy or ag.;gt73 r.;.

Turbine Building, Control Room

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1.ocation

.1

~

South Wall, West Half F l o o r E l e v. 4 6 '.6;".. '. '. '. ' ' .. * '.N. ^,,. * _' " ..'.

.. I. v.

y_

2.y.

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Di:nensions of Height:

14 _ FC 6

In.

Thickness:

8 In.

Model Width: _ 11 Ft 4

In.

~-'

?:

,- f.

Type of Block: ASD1 C-90

'(#) Running Bon'd

~

Construction Mortar: Type "M" (X) S tecked Bond

- ( ) Other (X) Reinforced

( ) Unreinforced Frcquency-(X) One Way Range - H-(X) vertical Span 8.31 To 10.17

[

(Uncracked

( ) Horizontal Span

' S ec tion) g y, g,y 22,35 27.37 To (X) 4-Edge Support

( ).3-Edge Support

.. o

( ) Top, ( ) Side, Missing

^

s 0.50 g,

(X) Two Way:

o.11 g,

l

~

Response

(X) One Way:

Acceleration (OBE )

(OBE )

'~

(Uncracked 0.75 O

4.___8s 8,

8"C i ")

(SSE)

(SSE )

- 'Flexurh Tensile (X) One Way:

Stresses - psi (X) Normal to Bed Joint, 187.9 vs 23 0-(Uncracked (OBE+DL)

(Allouable)

S ec tion) 270.3 vs 41.5 (SSE+DL)

(Allowable) i c.

( ) Parallell to Bed Joint,

_ vs (OBE+DL)

(A11ouabla)

... _ _ _ v s,,_ _,,_,_ _ _. _

(S SE+0L)

( Allouable)

(X) Two Way:

15.4 (X ) Nonn.11 to Bed Joint,

,v s 2_5_.,0,__,

(ODE +0L)

(Allouabla) 21.5 vs 4Li.__

(SSEEL)

~(Allouable) 16],,,,

(X) Par lel to Bed Joint, 24.3 vs (ODE +DL)

(Allowable) 38_.6 vs _ 27.7 (SSE4DL)

(Allowaole) g

- e Continue for cracked section Wall Mo. 2-1 rn del analysis Re:na rks a

- r.

4 N

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St?.G\\RY OF RESULTS - (' Cont'd) i Frequency (x) One Way Rango - Hz (x) Vertical Span-4.18 To 5.12' (Cracked

( ) Horizontad Span Section)

( ) Two Way

( ) 4-Edge Support To

( ) 3-Edge Support

( ) Top, ( ) Side, Missing Respon.se (X) One Usy:

0.30,_ J,,

( ) Two Way:

g,-

Acceleration (OBE)

(OBE)

(Crachad 0.45 g,

g, Sec tion)

(SSE)

Flexural Tensile (X) Ons Way:

Stresses - psi (X) Normal, ( ) parallel, To Bed Joint (Cracked Sec tion) f(Stecl):

lla vs 2g,_

(OBE+DL)

(Allowable) 1 o % 7_ VS J A ; 000 (SSE+DL)

(Allowable) f

-370.0 ils

-396.0 (Compression) (OBE+0'u)

(Allowabic)

-547.0 vs

-1,020.0 (SSE+DL)

(A1 Lovable)

( ) Two Way:

( ) Normal To Bed Joint

(

)

l (OBE+DL)

(Allowable) l vs (SSE+DL)

(Allowable)

(

(0BEi-DL)

(AllovaE[c)

. VS (SSE+DL)

(Allovable)

( ) Para 11c1 To Bed Joint (Stect)I

,r (ODE 555)~~

(Alldw355E)

(SSEidC)'~

(Alio355[5)

Wall is good for one way model Remarks cracked section Wall No.

2-1

.a e

>=

7. ?, - 2 3

3 [.-,,

y

.,.y.-,v_m--,.-

-w-,

,ye,e, e--3 wv, r,,eea,w,-.-w r.....,.

w

--...m.

-n~-m w

m

--m <

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- _t.t\\.R.Y__OF. _i.l.E.S.U.L_T_S_

Sin Turbine Building, Control Room South Wall L C^Cl "

West Half Floor Elev.

46'-6" Dimensions of Height:

14 Ft 6

In.

Thickness:

6 In.

~

Model Wid h:

8 Ft 5

In.

l

~

l Type of Block: ASnt - C-90

( ) Running Bond Construction Mortar: Typo "M" (X) Stacked Bond j

(X) Reinforced

( ) Other.

( ) Unreinforced Frequency (X) One Way Range - Hz (X) Vertical Span 6.23 To 7,Aq (Uncracked

( ) Horizontal Span Sec tion) g Q 4-Edge Support 22.55 To 27.62

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

~

Response

(X) One Way:

0.38 g,

(X) Two Way:

0.33 g,

Acceleration (0BE )

(OBE )

(Uncracked O.56 g'

0.54 g'

Section)'

(SSE)

GSE)

Flexural Tensile (X) One Way:

S res s - psi (X) Normal to Ucd Joint, 174.2 vs 25.0__

(OBE+DL)

(AnouMe)

Section) 247.7 vs 41.5 (SSE+DL)

(Allowab ic)

( ) Parallell to Bed Joint,"

v s ___

(OBE+DL)

(Allowabic) vs (SSE+0L)

(Allouabl5) 1 (X) Two Way:

(X) NonM1 to Bed JoLnt, 27.3 vs __25J._ _ _

(OBE+DL)

(Altowablo)

I 34.4 vs J L.5_ __ __

(SSE+0L)

(Allouable)

(X) Parallel to Bed Joint, 34.5.

vs ___1_6_.7.

(ODE +DL)

(Allowable) 48.4 vs __2 7_. 7 (SSE+DL)

(A11ouabie)

Continue for crackccF section m e na ysis W'all No. 2-2 Remarks W

SU:Cl\\RY OF RESULTS - ( Cont'd)

Frequency (X) One Way Rango - Itz

(<) Vertical Span

~3.39' To 4.15 (Cracked

( ) llorir.ontail Span l

Section)

(X) Two Way (X) 4-Edge Support 12.27 To 15.03

( ) 3-Edga Support

( ) Top, ( ) Side, Missing

Response

(X) Ono " Jay:

0.30,,,,g, (X) Two'Way:

0.99 g, Acceleration (OBE)

(OBE) k (Crackad 0.45 g,

1.33 S ec tion) g, (SSE)

(SSE)

Flexural Tensile

(<) One Way:

Stresses - psi (X) Normal, ( ) parallel, To Bed Joint (Crached 10,450 vs 20,000 Section) f(S teel)

(ODE +DL)

(Allouab {e) 15,580 vs 36,000 (SSE+dL)

(Allow b'5e)

~

f(Cone. ) : -

s

-396.0 (Compression) '(OBE+0L)

(A1louabIq)

-658.0 vs

-1020.0 (SSE+0L)

(Allowable)

(X) Two Way:

(X) Nor:nal To Bed Joint f(

):

3,628 vs 20,000 (OBE+DL)

(Allowable) 4,880 vs 36,000 (SSE+0L)

(Al lowable) f(

"" * ) : - 15 4. 0 vs

-396.0 (Compression) (OBE+DL)

(Allouable)

-206.4 vs

-1020.0 (SSE+DL)

(Allowable)

(X) Parallel To Bod Joint 30,000 f(Stoc1):

26,108 vs (0DEt0L)

(Allowable) 35,080 vs 63,000 (SS5dL)

(Allowab[5)

~

Mode 12 of Wa11 #2 is good for Two,

Remarks Way Model - Cracked Section patt go, 2-2 7.3 -4 5

SU'OtGY Ol' RESULTS Location Turbine Building, Control Room, South Wall, East Half Floor Elev. 46'-6" 6

In.

Dimensions of licight:__11,,_Ft_ 6 In.

Thickness:_

Model Width:

8 Ft 7

In.

Block: ASTM - C-90

( ) Runnin3 Bond l-Type of Mortar: Typo "M" (X) Stacked Bond

1 Construction (X) Reinforced

( ) Other

( ) Unreinforced Frequency (X) One Way 6.56 To 8.04 Rango - Hz (X) Vertical Span (Uncracked

( ) Horir.ontal Span Sec tion)

X) N Waf 23.85 To 29.20 (X) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

\\

Response

(X) One Way:

0.38 8,

(X) Two Way;

o. 33 g,.

Acceleration (OBE )

(OBE )

0. 54 g, (Uncracked 0.56 g'

t S ec tion)

(SSE )

GSE) i

' Flexural Tensile (X) One Way:

Stresses - psi (X) Normal to Bed Joint, 133.5 vs 25.0 (Uncracked (OBC +DL)

(Allowable)

Sec tion) 191.5 vs 41.5 (SSE+DL)

(Allowabic) f

( ) Parallell to Bcd Joint, vs (03E+DL)

(Allowabic) vs (SSE+0L)

(Allowabic)

(X) Two Way:

(X) Nor.nal to Bed Joint,

_24.2 vs 2 5. 0 _ _ _ _._

(OUC+DL)

(Allouabic)

(SSE+ LT'

[lowablel 16,7 29.7 vs (X) Parallel to Ded Joint, (Allowabic)

(OBE+DL) 27.7 50.0 vs (SSE+DL)

(Allowabic)

Continue for cracked section 2-3 model analys,is Wall No.

Remarks

~

_~m=~

7.3 -5

SlDdtARY OF RESULTS - ( Cont'd)

Frequency

(>0 One Way

" _), g,i To 4J _,

Range - Hz (X) Vertical Span-(Cracked

( ) Horir.onta11 Span I

section)

( ) Two Way l

( ) 4-Edge Support To

( ; 3-Edg Support

( ) Top, ( ) Side, Missing nespon.4e (X) One vay: _ _ 0. 3,0,,_g,

( ) Two Way:

_g,

Acceleration (OBE)

(OBE)

(Crachad 0 45 8,

8.

Sec tion) 2 (SSE)

(SSE)

Flexural Tensile (X) Ona Way:

Stresses - psi (X) Normal, ( ) parallel, To Bed Joint e

i )

f(Steel) e (OBE> L)

(All abie) 12,140 36,000 vs (S SE+DL)

(Allowable)

-342.0

-396.0 f(

"#*)

v3 (Compression) (OBE+DL)

(Allouabic)

-513.0 vs

-1,020.0 1

l (SSE+DL)

(Allowable) l

( ) Two Way:

( ) Normal To Bed Joint

( * )

(OBE+DL)

(Allowable) l vs (S SE+0L)

(Allowable)

(Cone.)*

(OBE+DL)

(A11osE5[c3 vs (SSE+DL)

(Allowable)

( ) Parallcl To Bed Joint (U E *"1)

(ODE +DL)

(AllotE555)

(SSE+0L)

(Aliol55EE)

-I Wall is good for one way model Remarks cracked section-Wall No. 2-3 _

~

7.3 -6

p i

SmDL\\RY OF RESULTS l

Location Turbine Building,' Control

Room,

.l South Wall, East Half Floor Elev. 46'-6" 6

_ In. -

Thickness:

6 _ _In.

Dimensions of Height:

14, Ft 6

In.

Model Width:

14, Fe 1

Type of Block: ASTM - C-90

( ) Running 3 cad j

Construction Mortar: Type "M" (X) Stacked Bond

($ Reinforced

( ) Other

( ) Unreinforced Frequency (X) One Way 6.43 To 7.88 Rango - Hz

( 4 Vertical Span.

(Uncracked

( ) Horir.ontal Span Sec tion) 4 y, g,.j 12.88 To15.78

()) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

( >0 One Way:

0.38

__ g,

(X) Two Way:

L 52 8.

(OBE )

Acccleration (OBE )

l (Unc racked 0.56 g,'

1.99 g,

(ggg )

Section)

(33g) i i

ylexural Tensile (X) One Way:

138.0 vs25.0 Stresses - psi

( X) Normal to Bed Joint,

~~

(Uncrackad (OBE+DL)

(Allouab1e)

Sec tion) 197.4 vs

41. 5__

(SSE+DL)

(Allowabic) vs

( ) Paralleil to Bed Joint, (03E+DL)

(A11ouabic)

(S SE+0L)

(Allowdbld (X) Two Way:

(X) Nonn.s1 to Bed Joint, 119.4 _ vs 2 5. 0_ _,,,

(OBE+DL)

(Allouabic) 41.5 154.3 vs (SSE+DL)

K11ovablel 176.5,_, vs 16 {,,,,

(X) Parallel to Bed. Joint,

_ (OBE+DL)

(Allouable) 27.7 232.5 vs (SSE+DL)

(Allowable)

~

Continue tor crackea section 2-4 M del Analysis Wall No._

Remarks

~

73-7'

="i.

Y.

s.

~

~ ~ '

SLRtiARY OF lC lLTS - ( Cont'd)

Frequency (X) One Way Range - Hz (X) Vertical Span 2.65 To 3.25 (Cracked

( ) Horizontail Span Sec tion)

( ) Two Way

( ) 4-Edge Support To

( ) 3-2dge Support

( ) Top, ( ) Side, Missing Respon.sc (X) One Way:

0.28

,g,

( ) Two Way:

g, Acceleration (03E)

(OBC)

(Crachad 0.45 8,

g, Sec tion)

(SSE)

Flexural Tensile (X) One Way:

Stresses - psi (X) Normal, ( ) parallel, To Bed Joint (Cracked 7.841 vs 20,000 Sec tion) f(S tecl)

(CBE+DL)

(Allouable) 12,520 vs 36,000 (SSE+0L)

(Allowable) 331.0 396.0 f(Cone.)

ys (Compression)(OBE+DL)

(Allowabic)

- 530.0 vs - 1020.0 (SSS+DL)

(Allowable)

( ) Two Way:

( ) Normal To Bed Joint (0 * )

(OBE+DL)

(Allowabic) l vs l

(SSE+DL)

(Allowable) f(Conc * ) :

vs (OBE+DL)

(Allouable) vs (SSE+DL)

(allen 5fE)

( ) Parallel To Bed Joint (Steel)

(0llE+DL)

(AllEEElE)

______vs (SSE+0L)

(A1lowab1c)

Model 4 of Wall No. 2 is good for one L-Rosarks way model cracked section Wall No. 2-4 _

l

73-8

--e

,-..--..----,,w.

,-~,..,,ym-.r,._,--,,m.-,-

...w.

-,,e-,.,

,,,.w_...,-,,-,--,.m.-,,,-,,,v.r*'

S

-e--n'-r.'

SU'OtuY OF RESULTS Location Turbine Building, Observation Room Enclosure * -

South Wall.

Floor Elev. 49'-8".

0 Dimensions of Height:

10,,FC 10 In.

Thickness:

In.

Model Wid.h:

14 Ft 11 In.

Type of Block: ASTM - C-90 (X) Running Bond I

Construction Mortar: Typa "H"

( ) Sta:ked Bond l

(X) Reinforced (X) Other: Fully grouted block

( ) Unreinforced dresgps Frequency (X) One Way Range - Hz (X) Vertical Span 13.51 To 16.,55 (Uncracked

( ) Horizontal Span Section)

(X) Two Way 20.18 To 24.72 (X) 4-Edge Support

( ).3-Edge Support

( ) Top, ( ) Side, Missing

~

Response

(X)' One Way:

1.52 g,

(X) Two Way:

0.40 g,

Acceleration (OBE )

(0BE )

(Uncracked 1.99 g

0.76 g,

S ction)

(SSE )

elaxural Tensile (X) One Way:

S s

s-P i 50.,0, _

Q() Normal to Ucd Joint,

??o.3 vs

(

d (OBE+DL)

(Allowable)

S ec tion) 299.0 83.5 vs (SSE+DL)

(Allowabic)

( ) Parallell to Bed Joint, vs (OBE+DL)

(Allowabic) vs (S SE+0L)

(A11ovabic)

(X) Two Way:

(X) Norin.11 to Bed Joint, 34.5 vs so o _

(OBE+DL)

(Allowabic) 59.4 vs 83.5 (SsE+0L)

(Allowable) 75.0 (X) Parallel to Bed Joint, 18.4

_ _ vs (OBE+DL)

(Allowable) 34,,3 125.0 vs (SSE+DL)

(Allowable)

Wall is good for two Remarks way modeL Wall No.

5

7. 3 - 9

SIRDWlY OF RESULT 3 Turbine Building, Observation Room Enclosure, 1,ocation South-East to North-West Wall Floor Elev. 4,9'-8" t

)

'l e

l 8

In.

l' Dimensions of Height:

10_,_ Ft in In.

Thickness:

Model Width:

7

_ FC 6

In.

Type of Block: ASTM - C (x) Running Bond l~

8 Construction Mortar: Type "M"

( ) Stacked Bond (X) Reinforced (X) Other: Fully grouted block

( ) Unreinforced.

Frequency

( X) One Way 13.48 To _'16.51 l

Range - Hz (X) Vertical Span (Uncracked

( ) Horir.ontal Span Sec tion) g g,

48.22 39.37 To (X) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

1.52 g,

(X) Two Way:

0,18 g,

Acceleration (OBE )

(OBE )

1.99 0.35--- g *

(Uncracked g'

Section)

(SSE)

GSE)

Flaxural Tensile (X) One Way:

3 Stresses',, psi (X) Nor;nal to Bed Joint, 241.4 vs w;3, (Unc racked (OBE+DL)

(AlTowai>1e)

Sec tion) 314,0 vs 83.5 (SSE+DL)

(Allowable)

( ) Para 11c11 to Bed Joint, vs _ _

(OBE+DL)

(Allowable)

(SSE+0L)

(A 1lownble')~

(X) Two Way:

(E) Nonnal to Bed Joint, 14.4 vs _

9 0. 0___

(OBE+DL)

(Allowable) 16.6 vs 8 3 5__,__,

(SSE+DL)

(Allowabic)

(X) Parallel to Bed Joint, 11.8 __ vs 7_5 q., _ _ _

(ODE +DL)

(Allowable) 19.7 vs 125.0 3EE+DL)

(Allowable)

Wall is good for two way modci 6

Wall No.

Reasrks 7.3 -10 l

i SCt'.RY OF ESULTS Turbine Building, Observation Room Enclosure Location West Wall Floor Elev 49'-8"

~

, re 10

, In.

Thickness:

8 Dimone. ions of Height:

10

_In.

Model Wide.h:

7

,, F t 0

,I n.

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

( ) Stacked Bond-(X) Reinforced (X) Other: Fully erouted blocli

( ) Unreinforced Frequency (X) One Way Ranac - Hz

)

(X) Vertical Span 13.98 _ To 17. J2___

(Uncracked

( ) Horizontal Span S ec tion) g ) gg g

(<) 4-Edge Support 45.30 To 55.48

( ).3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

1.52 E,

(X) Two Way:

0.18 g,'

Acceleration (OBE )

(OBE )

(Uncracked 1,99 0.35 g,

g, Section)

(SSE )

GSE)

Flexural Tensile (X) One Way:

224 0 50.0 Stresses - psi

( X) Normal to Ucd Joint, vs (Uncrachad (OBE+0L)

(A L Louab15)

~~

Section) 291.7 83.5 vs (SSE+DL)

(Allowabic)

( ) Parallell to Bed Joint'.

vs I

(OBE+DL)

(Allowabic)

(SSUt5L[~~

(Allowdb1ef

~

l (X) Two Way:

(X) Normal to Bed Joint,

_1,pg vs.. 50,0 _ _

(OBE+DL)

(Al lowab Lc) 11.7 83.5 v3 (SSE+0L)

(A11owable)

=_-_- ----

7 5.,0,,,,,

5.9 vs (X) Para 11cl to Bed Joint, (OBE+DL)

(Allowabic) 11.8 vs 125.0_,,

(SSE+DL)

(A1lowab1c)

-. -m

\\

Wall is good for Two Way Model Wall No.

7_

Remarks

~

.-.u---

7.3-11

SIT'Dt\\RY OP RESilLT3 Office Building, Cable Tray Area, 1.ocation East Wall, Intermediate.: Section Elev. 46'-6" Dimensions of Height: 13 Ft 11 In.

Thickness:

6

,In.

1

~

Model Width:

21_,Ft 3

In.

Type of Block: ASTM - C-90

( ) Runnin3 Bond Construction Mortar: Type "M" (X) Stacked Bond

( ) Retnforced

( ) Other (X) Unreinforced i'

Frequency (X) One Way i

Range - Hz (X) Vertical Span 5.8 To 7.5 (Uncracked

( ) Horir.ontal Span Sec tion)

X) ho 99 10.66 To 13.76 (X) 4-Edge support

( ) 3-Edge Support

( ). Top, ( ) Side, Missing

Response

(X) One Way:

-0.38 g,

(X) Two Way:

1.1

_g,

Acceleration (ulTE;)

( OBE ),

(Uncracked 0.56 g*

1.5 g*

Section)

(33y NE ),

Flaxural Tensile (X) One Way:

192.0 Stresses - psi (X) Nor;nal to Bed Joint, vs 25.0 Il (OBE+DL)

(AllouAb3) g 266.0 41.5 vs (SSE+DL)

(Allowable) j

~~

( ) Parallell to Bed Joint, vs (OBE+DL)

(Allowabic)

V8 i

(SSE+0 L)

(Allouable)

(X) Two Way:

(X) Norm 11 to Bed Joint, 132.4 vs n

,Q___

(OBE+DL)

(A110Wabic) 178.7 41.5 vs (SSE+0L)

(Allouable) 10*7 122. 2,, vs (X) Parallel to Bed Joint,

_ (OBE+DL)

(Allowable) 26.7 165,2 vs (SSE4 DL)

(Allowabic)

Wall is not good :,or botn models.

Wall is o1 for operability Remarks 9311 go, 8

( gg, pg, 7,3_47 )

. ~..

SmDt\\RY OF RESITLTS Of fice Building, Monitor and Change Room, Location South Wall, Intermediate Section.

Elev. 46'-6" 13 ye 4

In.

Thickness:

6_ ___,In.

Di:nensions of Height:

Model Width:

15 Ft 10 In.

Type of Block: ASTM - C-90

( ) Running boad.

Construction Mortar: Type "M" (X) S ta:ked Sond

( ) Reinforced

( ) Other (X) Unreinforced Frcquency

(< ) One Way 6.61 To 8.'53 Range - Hz (X) Vertical Span (Uncracked

( ) Horir.ontal Span Section) g y,g,7 11.53 To 14.89 (X) 4-Edge support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

0.43 g,

(X) Two Way:

1._52, g,

Acceleration (OBE )

OBE )

1.99 g

(Uncracked 0.60 g

(SSEE,

Section)

(SSE )

ylexural Tensile (X) One Way:

Stresses - psi (X) Normal to 3cd Joint, 16_2.S v s _ 9 ; n.____

(Unc rackad (OBE+DL)

(Allouable)

Sec tion) 223.3 vs 41.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint, vs,_,

(OBE+DL)

(A L lowa'o10) v3 (SSE+0L)

(Allouable)

(.X) Two Way:

(X) Nortnal to Bad Joint, 121.5 v s,,___210_ _ _._

(OBE+DL)

(Allowable) 158.6 vs 4 L 5._

(SSE+0L)

(Allowable)

(X) Parallel to Bed Joint, 103.0 vs

_16 d,,,,

(OBE+DL)

(Allowable) 27.7 134.8 vs (SSE+DL)

(Allowabic)

Wall is not good for both models wall i

Retsarks is 0.K. for operability (See pg. 7.3-47)

W311 NO _19

-~4~....---,~.

SinDt\\RY OF RESULTS Location Office Bldg. Battery, Room South Wall, West Section F1. El. 35 '-0" Dir.ensions of Height:

11 ft 0

In.

Thickness:

6 In.

~

Model.

Width:

L4 pg L1 In.

I Type of Block: ASTM - C-90 (X) Running Bond Cons truc tion Mortar: Type "M"

( ) Stacked Bond

( ) Reinforced

( ) Other (X) Unreinforced Frequency (X) One Way Range - Hz (X) Vertical Span 10.19 To 13.15 (Uncracked

( ) Horir.ontal Span Sec tion)

(X) Two Way (X) 4-Edge Support 15.22 To 19.65

( ) 3-Edga Support

( ) Top, ( ) Side, Missing

Response

(X ) ' One Way:

0.22 g,

( ) Two Way:

0.34 g,'

~

Acceleration (OBE )

@BE)

(Uncracked 0.41 g*

0.50 g' Sec tion)

(SSE )

GSE)

Flexursl Tensile (X) One Way:

Stresses - psi (X ) Nor;nal to Bed Joint, vs

( #

(OBE+DL)

(Allouabil) c 68.3 vs 41.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint',

vs (OBE+DL)

(A1lousbic) vs (SSE+0L)

(Allowd[c~)

I (A) Two Way:

25.0 (X) Sorin.11 to Bed Joint, 25.1 vs (OBE+DL)

(Allowabic) 41.5 l

38.7 v.

(SSE+0L)

(Allowable) 50.0 19.1 vs (X) Parallel to Bed Joint, (OSE+DL)

(Allouabic) 83.0 27.0 vs (SSE+DL) lAllowabic) 0.K.

for Two-Way Model Wall No.

17 Re: narks

,,_.--_t~.,--

7.3-14

_. _ _ _ _. _ _ _. _., ~ _ _ _. _

g.

SinCt\\RY OF RESULTS Location Of fice Bldg. Battery Room West Wall, South Section F1. El. 35 '-0" Dimensions of Helght: 11

, Fe 0

In.

Thickness:

6

_In.

.Model Width:

13 Ft 5

In.

Type of' Block: AS*D1 - C-90 (X ) Runnin3 *$ dad -

Conatruction Mortar: Type "M"

( ) Stacked Bond

( ) Reinforced

( ) Other (X) Unreinforced Frequency (X) One Way Range - Hz (X) Vertical Span 10.23 To 13.21 (Uncracked

( ) Horir.ontal Span S ec tion) g g,

16.73 To 21.60 (X) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

0.22 g,

(X) Two Way:

0. 3 3,,8, Acceleration (0BE )

(OBE )

(Uncracked 0.41 O.60 g g

0*

")

(SSE )

Flaxural Tensile (X) One Way:

Stresses - psi (X) Nornal to 3cd Joint, vs (Uncracked (OBE+DL)

(Allowable)

S ec tion) 65.2 41.5 vs (SS E+DL)

(Altowable)

( ) Parallell to Bed Joint, vs (OBE+DL)

(Allowable) vs (S SE+0L)

(Alloua$16 (X) Two Way:

(X) Norm.11 to Bed Joint, 18.24 vs 2 5. 0 _ _ _ _ _ _,_

(OBE+DL)

(A1lowabla) 36.4 vs_41.5 (SS E+D L)

(Allowable) 16.30 50.0 (X) Parallel to Bed Joint,

__ vs (OBE+DL)

(Allowable) 28.6 vs 83.0 (SSE+DL)

(Allowable) 0.X.

for Two-Way Model Wall No.

18 l

Remarks

J 7.3-15

SIR 0tiRY_OJ,,g. TLT,S, g

Location Of fice Bldg. Elect. Tray Room

.?

North Wall Fl.

El.

35'-0" DL:nensions of Height: 11 Ft 0

In.

Thickness:

6 In.

Model Width:

10

] Ft 6

In.

Type of Block: ASTM - C-90

( ) Running Bond Construction Mortar: Typc "M" (X) Stacked Bond

( ) Reinforced

( ) Other (X) Unreinforced Frequency (X) One Way 10.25 To 13.23 Range - Hz (X) Vertical Span (Uncracked

( ) Horizontal Span Sec tion) g g

20.79 To 26.84 (X) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

" (X) Two Way: _ _,0.44g3

Response

(X) One Way:

0.22 8,

Acceleration (0BE )

(OBE )

(Uncracked 0.41 0.65,

g g,

S ec tion)

(SSE )

GSE)

Flexural Tensile X) m n.p Stresses - psi (X) Nor;nal to Bed Joint, (Allowab'13) vs (Uncracked (OBE+0L)

Sec tion) 67.7 vs 41.5 (SSE+DL)

(Allowable)

~

(-)ParallelltoBedJoint[

vs (OBE+DL)

(Allowabic)

(SS5E0L)

(A LE555kf,,___

~~~

(X) Two Way:

2 5.,0,, _,

17.4 vs (X) Nonnat to Bed Joint, (Allowable)

(ODE +DL) 41.5 26.2 vs (SSE+DL)

(A1553 b

~

16._7,,,,,,

22.2 vs (X) Parallel to Bed Joint,

~ (OuE+DL)

(Allowable) 27.7 32.2 vs (SSE+DL)

(Allowable) y. C.

for Both Models Nall No. _g9 Remarks O. K. for Operability (See pg. 7.3 -4 7) !_ _

-_w=s 7.3 -16

~

m.% W. 2.Ca.5 M g Of fice Bldg. Elect. Tray Room East Wall F1. El. 35 ' - 0" Dimennions of Height: 11 Fe 0

In.

Thickness:

6 In.

Model Wid.h:

16

, re-~ 2. 5 In.

Type of Block: ASTM - C-90

( ) Running Bond.-

Construction Mortar: Type "M" (X) S tacked Bond

( ) Retnforced

( )-Other (X) Unreinforced Frequency (X) One Way 9.33 To 12.05 R nge - H:

(X) Vertical Span,

(Uncracked

( ) Horizontal Span Section) gy) g, g,y 18.51 14.34 To

('X) 4-Edge Support

( ).3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

0.24 g,.

(X) Two Way:

0.34 g, Acceleration (OLE)

@BE )

(Uncracked 0.45 0.45 g'

g' Sec tion)

)

GSE )

Flexural Tensile (X)OneWay:

Stresses - psi (X) Normal to 3cd Joint, vs

~

(Uncracked (03E+DL)

(AllowabE)

Sec tion) 41.5 59.9 vs (SSE+DL)

(Allowable)

~

( ) Parallell tc Bcd Joint, vs (03E+DL)

(Allowabic) vs

~~~

(S E+DL)

(Allouable)

(X) Two Way:

21.8 25.0 (X) Nonnal to Bed Joint,

_ v3 (OBE+DL)

(Allowabic) 41.5 31.1 vs (SSE+DL)

NEaEh (X) Parallel to 3cd Joint,

,, vs 16,7,,,,

19 2 (ODE +DL)

(Allowable) 27.7 25.4 vs TE SE+DL)

(A1lovabic)

,__. ^

N. G. for Botn Mecels 0

K, for Operabi'.ity ( See pg. 7.3-47)

Wall No.

'i n Remarks m"m, _.

~E '

s

~

D j

SID0tuY OF RE'iULTS l

Locntion Office Bldg. Switchgear Room North Wall, West Section F1. El, 23 '-6" i

Dimensions of Height: 10 re 2.5 In.

Thickness:

8

,In.

Model Width:

23 _ Fe 0

In.

E--

l Type of.

Bloch: ASTM - C-90 (X) RuantnS Bond.

Construction Mortar: Type "M" -

( ) Stacked Bond

( ) Reinforced

( ) Other (X) Unreinforced Frequency (X) One Way i

Range - Hz

( ) Vertical Span 16.16 To 20.86 (Uncracked

( ) Horizontal Span S ec tion)

(X) Two Way 17.35 To 22.40

( ) 4-Edge Support (X) 3-Edge Support j

( ) Top, ( }) Side, Missing 0.35 g,

(X) Two Way:

0. 3 5 _g,

'1

Response

(X) One Way:

@BE)

Acceleration

@BE)

0. 50 g, (Uncracked 0.50 g,

Section) lsSE)

GSE)

Ficxural Tensile (X) One Way:

25.0 Strosses - psi

( X) Nor:nal to Bed Joint, 86.2 vs (Uncracked (OBE+DL)

(Allowable)

Sec tion) 115.0 vs 41.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint' V8 (OBE+DL)

(Allow 30ld)

(SSE+0L)

(A1Gdb"13 (X) Two Way:

N.A.

vs j

(X) Normal to Bed Joint, (ODE +DL)

( Allowable) 41*3 114.0 vs (SSE+DL)

(Alhufele)

N.A.

vs _,,,,,,,,,

( ) Para 11c1'to Bed' Joint, (ODE +DL)

(Allowable)

N.A.

vs l

I -

~ (SSE+DL) yllowable) 1 N.G.

for Both Models W311 No*

21 __

Re:sarks 0.K.

for Operability (See pg. 7.3-47)

ee l

Lgm

SISCGRY OF RE.WLTS Location-Of fice Bldg. Switchgear Room Partition Wall,, East Section F1.

El.

23'-6" Dimensions of Height:

9 Ft 0

In.

Thickness:

8 In.

Model Width:

17 Ft 8.5 In.

[

Type of Block: AST.1 - C-90 (X) Runnin3 *$ond -

Construction Mortar: Type "M"

( ) Stacked Bond

( ) Reinforced

( ) Other (X) Unreinforced Frequency (X) One Way 21.61 To

.27.90 Range - Hz (X) Vertical Span (Uncracked

( ) Horizontal Span.

Sec tica) y)

g 22.61 To 29.19

( ) 4-Edge Support (X) 3-Edge Support

( ) Top, (X) Side, Missing R'esponse (X) One Way:

0.44 g,

(X) Two Way:

0.44 8,

~

Acceleration (OBE )

(OBE )

(Unc racked 0.70 0.70 g'

g' Section)

(SSE )

GSE)

Flexural Tensile

@) One Way:

Stresses - psi (X) Normal to Bed Joint, 26.0 vs 25.0 (Uncrackad (OBE+DL)

(Allowable)

Seetion) 43.5 vs 41.5 (SSE+DL)

(Allowabic)

( ) Parallell to Bed Joint [

vs (OSE+DL)

(Allowabic)

(SSE+0L)

(A115AEe"5 (X) Two Way:

(X) Normal to Bed Joint, 25.7 vs 25.0,_____

(OliE+DL)

(Allowable) 43.1 _ v s J 5_,,__ __,

(SSE+0L)

(Allowable)

( ) Parallel to Bed ~ Joint, N.A.

vs (OBE+DL)

(Allowabic)

N.A.

vs (SSE+DL)

(A11ovable)

---.-n, N.G. for Both Models Remarks 0, K, for Operability (See pg. 7.3-47; Wall No.

22

= ---:- ),

7.3-19

SpanLg _ggL_p_

Location Office Bldg. Switchgear Room Partition Wall F1 El.

23'-6" Dimensions of Height:

11 Ft 0

In.

Th'icknessi 8.,In, u

In.

Model Width:

D Ft Type of Block: ASTM - C-90

'(X) Runnins Bond

- 'I-I Construction Mortar: Type "M"

( ) S tr.cked Bcad

( ) Reinforced

( ) Other (X) Unreinforced 5:equency (X) One Way 14.09 To 18.19 Range - Hz (X) Vertical Span (Uncracked

( ) Horizontal Span 3ce tion)

(X) Two Way 14.85 To _ 19.17

( ) 4-Edge Support (X) 3-Edge Suppert

( ) Top, (X) Side, Missing 0.35_g, (X) One Way:

0.30

_g, (X) Two Way: _ @BE )

posponse Acceleration (OBE )

0.50 g, (Uncracked 0.45 g'

GSE)

Section)

(SSE )

'Flexursl Tensile (X) One Way:

v s __

Stresses - psi (X) Normal to Bed Joint,

_(OBE+DL)

(Allotdble)

~

(Uncracked Section) 53.2 vs 41.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint,'

vs (OBE+DL)

(Allowabic)

. _ _ __ _ V 3 (SSE+DL)

(Allowable)

(X) Two Way:

vs (X) Nonnat to Bod Joint, (anE+0L)

(Allowabic) 41.5 53.2 vs (SSE+DL)

(A1133383 N.A.

vs

( ) Parallel to Bed' Joint, (ODE +DL)

(Allowable)

N.A.

_ vs (L., E+ DL)

(Allowabic)

!;.G. for Both Models

{

g

0. K, for Operability (Sce pg. 7.3 -47)l Y#

Remarks I _ -._ _.-:-== :

7.3 -20

StnotA%.0,F, _@,!!ET_S Turbine Building, North East Stairvell West Wall, Location Lower Part Floor Elev. 23'-6" Li:nennions of Height:

17,, F t 11

_ In.

Thickness:

8__,In.

Model Wid-h: __,1 1 Ft 9

_,In.

Typc'o*

Block: ASTM - C-90 (X) Running Bond Construction Mortar: Typo "M"

( ) Sta:ked Bond

( ) Reinforced

( ) Othar (X) Unreinforced Frequency (y) One Way 4.78 To 6.17 Rt.Sc - Hz fd)VerticalSpan (Uncracked

( ) Horizontal Span Sec tion)

( y) Two Way 12.72 To 16.42 (X) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing 0.37 0.85,g,

Response

(X) One Way:

g, (X) Two Way: _ (OBE )

Acceleration (OBE )

1.14 g, (Uncracked 0.55 g*

~~-

S cc tion) g)

ggg )

Flexarsl Tensile (X) One Way:

220.0 vs 25.0 E

(X) Normal to acd Joint, U

d (03E+DL)

(A1Louabie)

Section) l 309.0 41.5 vs (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint','

_ vs (OBE+DL)

(Allowa' ole) i (SSE+DL)

(A1 5 5b N

~

l (X) Two Way:

64.6 vs 2 5 0 ____

(x) Normal to Bed Joint, (OBE+DL)

(A1lowab1c) 77.1 vs 41_.J___ _

(SSE+0L)

(Allowabic)

(X) Parallel to Bed Joint, 72.0 vs _______5D 0,_,

(OBE+DL)

(Allowable) 105.1 vs 91.0 i

~

~ (SSE+DL)

(Allouabic)

Wall is not good f or bo th raoccis Wall is 0.K.

for operability Wall No.

2 6 _L, Re aarks

! (See pg. 7.3-47) 7 3 -21

Sinct\\RY OF RESULTS Turbine Building, North East Stairvell West Wall, Location Upper Part. Floor Elev. 23'-6" Thickness:J In.

Dimensions of HelB t:_

8 _,_ Ft 6

_, I n.

h In.

Model Wid.h:

13 __ F t 9

1 (X) Running Bund -

I Block: ASTM - C-90

( ) Sta:ked Bond f

Type of Mortar: Type "M"

( ) Other Construction

( ) Reinforced (X) Unreinforced (x) One Way 23.03

_ To 29._73 Frequency

@ ) Vertical Span Range - Hz (Uncracked

( ) Horir.ontal Span Sec tion)

( ) Two Way

_ To _

( ) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Sida, Missing T ) Two Way:

_g, (X) One Way: _ 0,17

_g, (0~B E )

Response

(OBE )

Acceleration

__g, 0.32 g,

(Un: racked GSE)

Section)

QSE)

Flexural Tensile

( ) One Way:

25.0

. v s ___,_?_5_o ____

Stresses - psi (x) Normal to Bed Joint, (OBE+DL)

(Allowable) l (Uncracked 41.5 35.7 vs 6*"

")

(SSE+DL)

(Allowabic)

~

_ vs _

( ) Para 11cl1 to Bcd Joint, (OSE+DL)

(Allowabic) 35 U15)~~

(( 5b[5$ __

~

( ) Two Way:

vs _ _.______

( ) Nonnal to Bed Joint, (OUE+DL)

(A t towable)

~ (gffGL)

$51 aEE5

~

~ ~~

l v3 ___ _ _ _b le)

( ) Parallel to Bed Joint, (ODE +DL)

(Allowa

_ vs lsE+pt)

(Allowable)

I Wall No. 24-2 Wall is good for one way model I

Remarks L___ s*

7.3 22 u

f weve**

Sinct\\RY OF RE'GTLTS Turbine Building, Cable Spread Room, West Wall, South Location Section Floor Elev. 36'-0" 8

In.

Dimensions of Height:

9 Ft n

In.

Thickness:

Model Width:

9

, F t __3_, _ _

In.

~

i Type of Block: AST>t - c-90 (X) Runnin3 Bond Construction Mortar: Type "M"

( ) Stacked Bond

( ) Reinforced (X) 0ther: Wall reinforced

,q (x) Unreinforced with unis eiue.os both sides with thru botes Frequency (x) One Way Range - Hz

(< ) Vertical Span 26.16 _ To 73,yy _

(Uncracked

( ) Horizontal Span S ec tion' (x) Two Way 49.76 64.24 To (x) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(x) One Way:

0.33 g,

(x) Two Way:

,,_g_,2 0, _

_g, Acceleration (OBE )

(OBE )

(Un racked 0.54

0. 3.5

~g, g,

GSE)

Section)

QSE) ylexural Tensile (x) One Way:

Stresses - psi (x) Normal to Bed Joint,

_(OBE+DL)

(AllouaiS55) 25.6 vs _

(Uncrackad Section) 36.0 vs 41.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint,'

vs (OSE+DL)

(Allowable)

(SSE-i3L)

TA[ 5 55EE)

~~~

Stress on (X) Two Way:

9.7 vs 25.0. -

concrete block (N) Nonnal to Bed Joint,

_(ODE +DL)

(Allowabic) 11.9 41.5 y3 (Al[oO5E[c)

(SSE+0L)

5. 2_ _, __ _ v s __ _50 0....

l (X) Parallel to Dcd Joint,

_ (ODE +DL)

(A11ovabic) l l

7.9 vs Mo (SSE+DL)

Kilowabic) l

-ns.

Wall is good for Two Way Model.

Wall NO _25 Ecmarks G.

7.3-23

6 S

~

_S3E@__9E _E@iU.1:T,S, Turbine Building Cable Spread Room, West Section j

Location of North Wall. Floor Elev. 36'-0" l

Dimensions of Ileight:_

9 _ Ft n

In.

Thickness:

8___,In.

Model Width:

__3, 0

, Ft 8

In.

Type of Block: A3T>I - C-90 (K) Running Bond Construction Mortar: Type "M"

( ) Sta:ked Bond

( ) Reinforced (X) OtherHall reinforced _.witfi (X) Unreinforced

,unistrut in bo.tb sides with thru bolts Frequency (X) One Way.

Range - Hz (X) Vertical Span 26.09 To 33.68 (Uncracked

( ) Horizontal Span 0**E

^)

(X) Two Way (X ) 4-Edge Support 28.02 To 36.18

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

~

Response

(X) One Way:

0.33 g,

(X) Two Way:,__g,4 5 g,

Accoleration (OBE )

(OBE )

(Uncracked 0.54 O.50 g*

g S ec tion)

($gg)

(SSE )

Flexural Tensile X) % g 38.1 25.0 Stresses - psi (X) Normal to Ucd Joint, vs (Uncrackad (OBE+DL)

(Allouable)

Sec tion) 51,4 vs 41 c; (SSE+DL)

(Allowable)

( ) Parallcll to Bed Joint, vs (OBE+DL)

(Allows *cle) vs l

(S SE+0L)

(Allowable)

(

(X ) Two Way:

Stress on

( >) Nonnai, to Bed Joint, 24.l_

vs 2 hq_ __

concrete block (ODE +DL)

(Allowabic) 35.5 vs

41. 5,_ _

i (SSE+0L)

(Allowable) 3.8 50.0 (X) Parallel to Ded Joint, vs (OLE +DL)

(Allowable) 11.6 83.0 _

vs l

(SSE+DL)

(Allowable)

Wall is good for two way model Wall No.

2 g

1 t

v e

,n

,,....,.o

~

SIROt\\RY OF RESULTS Turbine Building, Cable Spread Room Location North-South Wall on Column Line H.

Floor Elev. 36'-0" 8

Dimensions of Height:

9 Ft 0 In.

Thickness:

_In.

Model Wid.h:

3 F t __._4_

In.

Type of Block: AS DI - C-90 (x) Running Bond Construction Mortar: Typo "M"

( ) Stacked Bond

( ) Reinforced

(< ) Other:un11 r,, tn en,.,.,, a (x) Unreinforced with unistrue o.n_both std_q1 pi:h

,qaru ootts Frequency (x) One Way Range - Hz (x) Vertical Span 26.29 To 33._94 (Uncracked

( ) Horir.ontal Span Section)

( ) Two Way

( ) 4-Edge support To

( ).3-Edge support

( ) Top, ( ) Side, Missing i

Response

(x) One Way:

0.33 g,

( ) Two Way:

g,-

Acceleration (OBE )

(OBE )

(Uncracked 0.54 8,

En Seetion)

(ssg )

(SSE )

,ylaxurst Tensile-(x) One Way:

Stresses - psi (x) Normal to Bed Joint,

-(OBE+DL)

(A11ouable) 20.5 vs 2 5. 0_ _._._

(Uncrackad Section) 29.6 vs 41.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint, vs Stress on (OBE+DL)

(Allowable) concrete block (SE-iOE)~~~

(AlGabic3

( ) Two Way:

( ) Norm 11 to Bed Joint,

_(ODE +DL)

(Allowabic)

__ __ v s vs (SS E+0L)

(Allowable)

( ) Parallel to Bed Joint, vs (ODE +DL)

(Allowable) vs (SSE+DL)

(Allowabic)

Wall is good for One Way Model.

Wall No. 27 Remarks m _.

. ~

7.3-25 J

~

d StRCt\\RY Ol' REjy,%TS, Turbine Building, North East Stairvell from Location Turbine operating floor, West Wall Floor Elev. 46'-6" l

8 Dimensions of Heigh t:

8 FC 3

In.

Thickness:

_In.

i Model Wid.h:

91 FC _ f.

_In.

~

Type of Block: AST.4 - C-90 (x) Running Bond I

Cotu truc tion Mortar: Typo "M"

( ) Stacked Bend

( ) Reinforced

( ) Other (x) Unreinforced Frequency (X) One Way 25.1 To 32_.4 Range - Hz (X) Vertical Span (Uncracked

( ) Horizontal Span Section)

( ) Two Way

_ To

( ) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(x) One Wa'y:

0.31

_g,

(, ) Two Way:

g, Acceleration (OBE )

(OBE )

8s (Uneracked O. S'a 8,

(SSE )

Sec tion)

(SSE)

Flexural Tensile (x) One Way:

23.4 vs 25.0 Stresses - psi (x) Normal to Ded Joint, (AlloUdb"Ie)

(Uncracked (OBE+DL)

S ec tion) 32.2 vs 41.5 (SSE+DL)

(Allowable) vs

( ) Parallell to Bed Joint, (Allowable)

(OBE+DL) l

._______vs

[

(SSE+0L)

(Allowable) l

( ) Two Way:

vs

( ) Normal to Bed Joint, (Allowabic)

(OUC+DL)

IAllow$bl5[

(SSE+DL) vs

( ) Parallel to Bed Joint, (Allowable)

(OBE+DL)

I v s _,_____ _ _

l (SM JL)

(Allowable)

}

Wall is good for one way model Wa l l N o._2,8,_ _,

l Remarks

-J

'/. 3 - 26

~

STRD!ARY OT RESULTS l

Location Feactor Bldg. South' east Stairwell..

North Wall

~

F1. El. (-j,19 s;6" 4

Dimensions of Height:

36,, F t 9.5_ In.

Thickness:

8 In.

Model Widr.h:

16 pt 6

In.

~~

' ' ^

( ) Runnini Bond "

-l -

- Type of Block: ASTil - C'-90 (X) Stacked Bond.

Construction Mortar: Type "M" (X) Reinforced

( ) Other

( ) Unreinforced Frequency

( ) One Way To Range - Hz

( ) Vertical Span (Uncracked

( ) Horizontal Span Sec tion) g 6.92 To 8.47

( ) 4-Edge Support (X) 3-Edge Support (X) Top, ( ) Side, Missing P[esponse

( ) One Way:

g, (X) Two Way:

0.42 g,

~

Acceleration (OBE )

(OBE )

O.67 g' (Un: racked g'

Section)

(SSE )

GSE)

' ' 'Flaxur-si Tensile

( ) One Way:

Stresses - psi

( ) Normal to Bed Joint, (Allowab3) vs

~

(Uncracked (CBE+DL)

Sec tion) vs (SSE+DL)

(Allowable) vs

( ) Parallell to Bed Joint, (OBE+DL)

(Allowable) l (SSE+0L)

(Allouabi )

(X) Two Way:

N.A.

( ) Sonnal to Bed Joint,

__ vs (ODE +DL)

(Allowable)

N.A.

vs (SSE+0L)

(Allouable)

__ vs (X) Parallel to Bed Joint, (OBE+DL)

(Allowable) 26.7 199.0 vs (SSE+DL)

(Allowable) continue for Cracked Section Vall No.

29 Model Analysis Rc= arks 7 3-27

.u

~

SLTitiARY OF RESULTS

( Cont'd)

Frequency-( ) One Way Rango - Hz.-

( ) Vertical Span To (Crackad

' ( ) Horizontail Span

.Section)

(X) Two Way

( ) 4-Edge Support 2.48 To 3 C3 (X) 3-Edg: Support (X) Top, ( ) Side, Missing Responac

( ) One Way:

j__,g, (X) Two Way:

0. 3 5_,g,

Acceleration (OBE)

(Oug)

(Crachad Section) g, 0.48 g,

(SSE)

Flexural Tensile

( ) Ons Way:

Stresses - psi

( ) Normal, ( ) parallel, To Bed Joint (Cracked f(Steel) * (OBE+DL)

See tion)

(Allowable) vs (SSE+DL)

(Allowable)

(Conc.):

s (OBE+0L)

(Allowabic) vs (SSE+DL)

(Allowable)

(X) Two Way:

(X) Normal To Bed Joint f(S teel):

3300 20000 vs (X) Parallel to Bed (OBE+DL)

(Allowable)

Joint, 4520 vs,_,36000 (S SE+DL)

(Allowable) 0 1 (Compr(Cone. ) ):

f

-234

-396 vs ession (OBE+DL)

(Allowable) 321

,__,vs

- 1_0 2,0,,,,,

(SSE+DL)

(Allowable) f(Steel):

33360 vs 30000 __,

(CBE+0L)

(Allowable) 45840...... v.

6 3 000... --

(SSE+0L)

(Allowable)

MI N..G. for Both Models, however wall Remarks will not fail (See pg. 7.3-47)

Wall No.

2 9,,,

. _ _ _ - _. _ _ _ =

~

7.3-28

..,,,-...,,-..,m.,.--,n...-...-...,

wor-.-.

y-e

. w a

,~

,.,. ~ ' -

St.WMRY 01? RESULTS

a*.

s Location Reacitor B1'dg. Southeast Stair Well West Wall F1. El. (-) 19'-6" Dimensions of Height: 38 Ft 2.5 In.

Thickness:

8 In.

~~

Model Widr.h: T I ~~ Fe 3

In.

Type of Block: ASTc! - C-90

'( ) Running Bond m-Construction Mortar: Type "M" (X) Stacked Bond (X) "einforced

( ) Other

( ) Unreinforced l'

Frequency

( ) One Way To Range - Hz

( ) Vertical Span (Uncracked

( ) Horizontal Span Sec tion)

(X) Two Way 26.67 To 32.66

( ) 4-Edge Support (X) 3-Edge Support (X) Top, ( ) Side, Missing

Response

( ) One Way:

_g, (X) Two Way: 0.30 g,

Acceleration (OBE )

(03E )

0.48 g'

(Uncracked g'

Section)

(SSE )

GSE )

Flexurst Tensile

( ) One Way:

Stresses - psi

( ) Normal to Bed Joint, (A11owabl5) vs (Uncrackad (OBE+DL)

Section) l vs _ _

i (SSE+DL)

(Allowabic)

I

( ) Parallell to Bed Joint, vs __

(OBE+DL)

(Allowabic) vs (Allowab1d

~

(SSE+0L)

(X) Two Way:

N.A.

v s,,,,,_,,,,,,,

(. ) Nonn.11 to Bed Joint, (ODE +DI;)

(Allowable)

N.A.

vs j

(SSE+0L)

(Allowable)

(X) Parallel to Bed Joint, 28.1 vs 16. 7_,, _,..,

(OBE+DL)

(Allowabic) 44.6 vs _ 27. 7 _

(SSE+DL)

(Allowabic)

Continue for cracked Section Model Analysis Wall No. __3Q__

__],

Remarks

~

SUM'tARY OF RESULTS - ( Cone'd)

Frcquency'

( ) One Way Range - Hz

( ) Vertical Span To j

(Cracked

( ) Horizontaf Span Section)

(X) Two Way

( ) 4-Edge support 20.00 T6 24.49 (X) 3-Edge Support (X) Top, ( ) Side, Missing Responae

( ') One Way:

,,,,g, (X) Two Way:

0.25 g, Acceltration (OBE)

(OBE)

(Crackad S ec tion) g 0.63 g (SSE)

(SSE)

Flextral Tensile

( ) One Way:

Stresses - psi

( ) Normal, ( ) parallel, To Bed Joint (Cracked Section)

E(Steel)

(OBE+DL)

(Allowabid vs (SSE+DL)

(Allowable)

(Conc.)* (OBE+DL) (Allowable) v8 (SSE+DL)

(Allowable)

(X) Two Way:

(X) Nor:nal To Bed Joint f(

U"" ):

1389 20000 vs (OBE+DL)

(Allowable)

(X) Parallel to Bed 2390 36000 vs Joint (SSE+DL)

(Allowable) g(Cone.)

-52

-396 vs (OBE+DL)

(Allowable)

(Compression)

-89,,,,ys

- 10,2,0,,,,,,,

(SSE+DL)

(Allowable) f(geect):

7 3,6,0,,,, v s - M O,,,,,

(OBE+DL)

(Allowable) 12650 vs 63000 (SSEIDG" (Allowable) 0.K.

for Cracked Section Model 30 Remarks Wall No.

7.3 -30 9

. -, ~,

...v,.

,-.,,,,-.,..,-..,--,.n, v-,,.-,-.,..

.-,--r,,,,

s Sin 01AR'l Ol' RESULTS

~

j L cation-Reactor Bldg. Elevator Shaf t West Wali" '..

F1. E1 : ' 23 '

,6"

~<

Di:acnsions of Height:

26__ FC 7 ___ In.

Thickness:

8

_In.

'Model Width:

9 _ Fc 9.5 In.

...c

.n Type of' Block: ASTM - C-90

( ) F.unning 'Sond 1

i*

(X) Sta: kad Bond Con.s truc tion Mortar: Type "M" (X) Reinforced

( ) Other -

( ) Unreinforced Frequency

( ) One Way To Range - Hz

( ) Vertical Span (Uncracked

( ) Horizontal Span Section) gg g, 19.46 To 23.83

( ) 4-Edge Support (X) 3-Edge Support (X) Top, ( ) Side, Missing

Response

( ) One Way:

g, (X) Two Way:

0_.44 g,

~ Acceleration (OBE )

(OBE )

(Uncracked E'

- (SSE )

Section)

('SSE )

I'lexural Tensile

( ) One Way:

Stresses - psi

( ) Normal to Bed Joint, (Alloliab5e) vs (Uncrackad (OBE+DL)

Sec tion) vs (SSE+DL)

(Allowable)

(.) Parallell to Bed Joint',

vs (OBE+DL)

]ALlowa'aic)

_____..vs (SSE+0L)

(Allowable)

(X) Two Way:

N.A.

vs

( ) Nonn.11 to Bcd Joint, (ODE +DL)

(Allowabic)

_ _NA_,

vs ___

(SSE+0L)

(Allowable) 16.7 (X) Parallel to Bed' joint, 45.9 vs (OUE+DL)

(Allowable) 67.5 vs

+;,

27.7 (SSE+DL)

(Allowabic)

. continue for Cracked Section M del Analysis Wall No.

31 Rc=srks 1

7 3-31

- ~ -

- SUlcCIARY OF RES1:LTS - ( Cont'd)

Frepenc}

( ) One Way Range - !L-( ) Vertical Span To (C racked

( ) Itori.zontm'. Span Section)

(X) Two Way

( ) 4-Ed;c Support 9.00 To 11.00 (X) 3-Edga Support (X ) Top, ( ) Side, Missing

Response

( ) Ono Way:

g, (X) Two Way:

0.23 g,

AccelT hn (03E)

(035)

(Cracha:

Sectio:0 8.

0.46 g,

(SSE)

Ficxural i nnile

(.) One Way:

Stresseg psi

( ) Normal, ( ) parallel, To Bed Joint (Cracbc Sec tion) f(ge,,1):

vs (OBE+DL)

(Allowa,ola) vs (S SE+0L)

(Allowable)

Conc.)* (OBE+DL) (Allowabic) vs (SSE+DL)

(All.owable)

(X) Two Way:

(X) Normal To Bed Joint f(6 * ):

20000 157 vs (OBE+DL)

(Allowable)

(x) Parallel to Bed.

302 vs 36000 Joint (SSE+DL)

(Allouable) f(Cone.):

-74

-396 vs (OBE+DL)

(Allowable)

(Compression)

-146 vs

-102G (SSfidLT (Allo'Eabl'E[

~

E f(S teel)"

15160 vs 30000 (OBE50L)

(A11oE551c)

~

29910 63000 vs (SSE+0L)

(Allowabic)

O.K. for Cracked Section Model Remarks 211 No. 31 7.3-32

-r--

e

-e,

,-,,,n

.,,4

,,,r

Sinct\\RY OF RESULTS

'3 Location Reactor Bldg, Southeast stairwell.

North Wall, East Section.

FL.EL. 23'-6" Dimensions of Heigh t:

25_ Ft 9.s In.

Thickness:

8 In.

Model Wid.h:

8,_, F t 9. 5 In.

Typa of Block: ASTM - C-90

( ) Running Bond Construction Mortar: Type "M" (X) S tacked Bond (M Reinforced

( ) Other

( ) Unreinforced Frequency

( ) One Way Range - Hz

( ) Vertical Span To (Uncracked

( ) Horir.ontal Span Sec tion)

X) w o Way (X) 4-Edge Support

~24.51 To__)0.02

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

( ) One Way:

g, (X) Two Way: 0;g_5 g,

Acceleration (OBE)

(OBE)

0.65

_g, (Uncracked g,

Section)

(SSE)

(SSE )

Tlaxural Tensile

( ) One Way:

Stresses - psi

( ) Normal to Bed Joint, vs (Uncrackad (ogg+0L)

(Allouable)

Sec tion) vs (SSE+DL)

(Allowable) t

( ) Parallell to Bed Joint, vs _

(OBE+DL)

(Allowablo)

(SEE-EOL)

(AlEOU55b

@) Two Way:

N A' VS

( ) Nonn11 to Bed Joint, (OBE+DL)

(Allowable)

N.A.

vs (SSE+0L)

(Allowable)

(X) Parallel to Bed Joint, 38.0 _,,, vs 16.,7,,,,,

l (OBE+DL)

(A Llowabic)

~

54.3 vs, _2 7. 7 (SSE+DL)

(Allowable)

Continue for Gracked

~

S*CEl "

^"

Y*

Remarks 7.3-33 i

Str.CiARY OF RESULTS - ( Cont'd)

Frequency

( ) One Way Range - Hz

( ) Vertical 3 pan 1.'o (Cracked

( ) Horizontail Span Sec tion)

(X) Two Way (X) 4-Edge Support 17.96 To _22g0

( ) 3-Edge Support

( ) Top, ( ) Side, MLssing I

Respon.4e

( ) One Way:

,___g, (X) Two Way: _0.28 g,

Acceleration (OBE)

(OBE)

(Crachad Sec tion) s, 0.45 g,

(SSE)

Flexural Tensile

( ) One Way:

Stresses - psi

( ) Normal, ( ) parallel, To Bed Joint (Crackad Sec tion) f(Steel)

~

(OBE+0L)

(Allouab l=)

vs

'(SSE+0L)

(Allowable)

(Conc.)#

~

(OBE+DL)

(Allowable) vs (SSE+DL)

(Allowable)

(X ) Two Way:

(X ) Norr.al To Bed Joint f

707 vs 20000 gg (OBE+DL)

(Allowable)

(X) Parallel to Bed 1140 vs 36000 Joint (SSE+DL)

(Allowable) f(Conc *).

vs

- M_6,,,,

(OBE+DL)

(Allowable)

(Compression)

-115 vs

-1020 (SSE+DL)

(Allowable) h f(g e ge t) :

MO vs 00_..,,

(OBE+0L)

(A1lowsble)

M00___

6

___216 s_ __ v s (SSE&0L)

(Allowable) 1

0. K. for Cracked Section Model 32 31 o,

7.3-34 n

b

SIRCMRY OF RESULTS Reactor Blds, Southeast stairwell. West wall Location F1. El. 23'-6" Dir.cnsions of Height: 25,,, F 'c 3.5 In.

Thickness:

8_,In.

Model Width:

8

,, F t 0

In.

Type of Block: ASTM - C-90

( ) Runntns Bond

- Conatruction Mortar: Type "M" (X) Stacked Bond (X) Reinforced

( ) O the r.

( ) Unreinforced Frequency

( ) One Way-Kange - Hz

( ) Vertical Span To (Uncracked

( ) Horizontal Span Section)

'(X) Two Way 28.24 To 34.59 (X) 4-Edge Support

( ).3-Edge Support

( ) Top, ( ) Side, Missing Rhsponse..

( ) One Way:

g, (X)* Two Way:

0.30 g.

Acceleration

( OBE)

(OBE)

(Uncracked g'

0.50 g,

Sec tion)

(SSE )

Ylexural Tensile Stresses - psi Nr o Bed Joint, vs I

(

(OBE+DL)

(Allouable) vs (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint, vs (OBE+DL)

(Allowable)

(SSEidL)

$1owdb13

~

~~

(X) Two Way:

N.A.

vs

( ) Nonn.11 to Bed Joint,

~

l TO15E+DL)

(Allowabic)

N._A v s ____ __., _..

(SSE+0L)

(Allowable) 29.2 vs 16 J_ _ _.

l (X) Parallel to Bed Joint,

_ (ODE +DL)

(Allowable)

(

47.4 vs 97.7_

i (SSE+DL)

(Allowabic)

I Continue f or cracked s

l secti n p del analysis Wall No. 33 Res rks 9

l 7.3-35

I

~

SUW4ARY OF RESULTS - ( Cont d)

Frequency

( ) One Way Range - Hz

( ) Vertical Span

' To l

~

(Cracked

( ) Horizontal Span 8"#E

")

(X) Two Way (X) 4-Edge Support 3 80 To 21.80

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

( ) One Way: __,,,_g, (X) Two Way:

0. 21,g,

Acceleration (OBE)

(OBE)

(Crachad Sec tion)

(SSE)

( SE Flexural Tensile

( ) One Way:

Stresses - psi

( ) Normal, ( ) parallel, To Bed Joint (Cracked S ec tion)

I(Steel)# -(OBE+DL)(Allouab[e3

~

vs (S SE+0L)

(Allouable)

(Cone.)# (OBE-IDL) (Allowable)

~

VS (SSE+DL)

(Allowable) 4 (X) Two Way:

(x) Normal To Bed Joint f(S teel):

839 vs 20000 (OBE+DL)

(Allowable) 1280 vs 360_00 (X) Parallel to Bed-(SSE+DL)

(Allouable)

Joint b

-72

-396 f

vs (OBE+DL)

(Allot 2b[e]

~

(Compression)

(SSE+DL)

(Allowable) b (S t eel) *

(OBE+DL)

(Allowable) 63000 23540 vs (SSE+0L)

(Allowable)

OK for cracked sectica Remarks Model Wall No.

33 7.3 36 9

SIRDtiRY OF RESULTS

]

Of fice Bldg. Corridor # 5. East Wall. North Section Location F1. El. 46'-6"

+

Dimensions of Height:

13__,FC 6

In.

Thickness:

6 In.

Model Widch:

9

_ F C 15 In.

Type of

' Block: ASTM - C-90 (X) Running Oond Construction Mortar: Typo "M"

( ) Stacked Bond

~'

( ) Reinforced (X ) ' -

With face (X) Unreinforced Tiles Frequency (X) One Way Re.nge - Hz (X ) Vertical Span 5.88 To 7.59 (Uncracked

( ) Horizontal Span Sec tion) g g o g3y (X) 4-Edge Support 17.68' To 22.83

( ).3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

0.93 g,

( ) Two Way:

0.15 8,

Accelcration (OBE )

(OBE )

0.65 g,

(Uncracked 1.20 g,

~

Sec tion)

(SSE)

(SSE )

Flexural Tensil (X) Ono Way:

Stresses - psi (X) Normal to 3ed Joint,

_(OBE+0L)

(Allotiable) vs (Uncrackad Section) 355.0 vs 41.5 (SSE+DL)

(Allowable) vs

( ) Parallell to Ecd Joint, (OBE+DL)

(Allownic)

(SSE ~5L)

(Allouablo)

~~~

(X) Two Way:

25.0 (K ) Norm.11 to Bed Joint, 16.4 vs (OBE+DL)

(Allowabic) 41 5 --

3D;9 VS (SSE+0L)

(Allowable) 31.4 vs 50 Q___.

(x) Parallel to Bed Joint, (OBE+DL)

(Allowabic) 83.0 55.4 vs (SSE+DL)

(Allowable) 0.K. for two way model Wa l l No. 4 2 A_,,_._.,

Remarks

_my e

n

,ww-w-,

,,wm

~'

SUMLQY OF 112.'g.TLTS Of fice Bldg. Corridor # 5 East Wall, Interm. Section Location F 1. E1. M.6 Dimensions of Height:

13

, Tc 6

In.

Thickness:

6 In.

Model Widr.h:

yt r,

In.

, Type of Bloch: ASD! - C-90 (X) Running 3 cad l

Construction Mortar: Type "M"

( ) Stacked Bond With face

( ) Reenforced (X)

Tiles (X) Unreinforced X) One Way (X) Vertical Span Frequency S'88

(

To 7.69 Range - Hz (Uncracked

( ) Horizontal Span Sec tion)

(X) Two Way (X) 4-Edge Support 20.36 To 26.29

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

0.93 g,

(x) Two Way:

0.45 g,

Acceleration (OBE )

(OBE )

(Uneracked 1.20 g,

--(SSE )

0.65 g,

S ection)

(3gg) viaxurdi Tensile (X) One Way:

Stresses - psi 6 ) Normal to Bed Joint, vs (Uncracked (OBE+DL)

(Allouable)

ScctLon) 317.0 vs 41'.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint, vs (OBE+DL)

(Allowable) l vs (S S E+0L)

(Allowabh

) Two Way:

12.6 vs 25._0_

<) Normal to Bed Joint, (OBE+DL)

(Allowable) 20.2 vs 41 _ s __,_._.

l (SSE+DL)

(Allowable) 32.1 (X) Parallel to Bed Joint,

_ vs s o n ___ _ _

(OBE+DL)

(Allowable) 46.3 vs 83.0 I

l (SSE+DL)

(Allowable) l 0.K. for two way model Wall No. 4]B Recarks 4_2 D

~7. 3 -38

... -a.

StntuRY OF RESULTS

]

Location Office Bldg, Corridor #5 East Wall, Interm, Section F 1. E l. 4 6 ' - 6" Dimensions of Height: 13

_ FC 6

In.

Thickness:

q,,,,In.

I Model Width:

11

, Ft JL n.

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

( ) Sta:ked Bond f

( ) Reinforced (X)

With face Tiles (X) Unreinforced Frequency (X) One Way 5.88 To 7.67 Range - Hz (X) Vertical Span (Uncracked

( ) Horir.ontal Span Sec tion) g pg 9,7 13.83 (X ) 4-Edge Support

_ To 17.86

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

0.93 g,

( y) Two Way: m5 g,

Acceleration (lOBE)

('OBE)

I (Uncracked 1.20 g,

_ ' n./d S.

Section)

USE)

GSE)

Flexural Tensile (X) g,,y,y Stresses - psi (x ) Normal to 3cd Joint, vs (Uncracked (OBE+DL)

(Allowable)

Sec tion) 422,0 vs 41.5 l

(SSE+DL)

(Allowable)

{

vs I

( ) Parallell to Bed Joint, l

(ODE +DL)

(Allowabic)

(SSN5L)

(Allow 5EC3

~

(X) Two Way:

20.6 vs 2 5. 0__._

(X) Nonnal to Bed Joint, (OBE+3L)

(Allowable) 28.1, v s J y,____.

(SSE+0L)

(Allowabic)

(x) Parallel to Bed Joint, 33'.

_ _ v s J 0. 0.....

(ODE +DL)

(Allowable) 43.0 vs 83.0 (SSE+DL)

(Allowabic) 0.K. for Two WAy Model ga11 No.

42C l

A ___. _ _

7.3-39

, =.

l SIRDL\\RY OF RESULTS I,ocation Reactor Bldg Shutdown Heat Exchanger Rocm.

l I

North Wall, Interm. Section F1. El. '51'-3"

\\

t Dimensions of Height:

9 _ __ F C 11 In.

Thickness: 24 In.

Model Wid-h:

14 FC 1 1_ __,I n.

Type of Block: ASTM - C-90

( ) RunninS cond Construction Mortat: Type "M" (X) Seceked Bond (X) Wythe 'I2 in. each wythe fully urputed doubla

( ) Reinfo'rced l

(X) Unreinforced k

l l

Frequency (X) One Way 25.03 To 30.65 Range - Hz (X) Vertical Span (Uncracked

( ) Horir.ontal Span Sec tion) g ) gg g (X) 4-Edge Support 34.45 To 42.19

)

( ) 3-Edge Support

( ) Top, ( ) Side, Missing

Response

(X) One Way:

0.32 g,

(X) Two Way:

0.26 g,

Acceleration (CBE)

(OBE)

(Uncracked 0.52 g,

n,jng, Section)

(SSE)

(SSE )

Flaxural Tensile Stresses - psi (X) Normal to 3cd Joint, 25.4 vs _40.0,_ _

(Uncrackad (OBE+DL)

(Allouable)

Section) 43.1 vs 67.0 (SSE+DL)

(Allowable) 1 vs l

( ) Parallell to Bed Joint [

f (OBE+DL)

(Allowa' ole)

(SSMdL)

(A113U5bbd

~

~~~

(X) Two Way:

(X) Norm.s1 to Bed joint, 12.7 vs __4A 0_____

(OBC +3L)

(Allowabic) l 20.4 vs

_6_7_0____.__

(SS E i-OL)

(Allowabic)

(X) Parallel to Bed Joint, 9_.)__ __. v s _JJL 2. _....

(OBE+DL)

(Allowabic) 44.S 13.g vs (SSE+DL)

(Allowabic)

- e*er 1

0.K. for both models 43

, Wall No.

Remarks

=

7.3-40

~

SIRCnRY OF REMILTS Turbine Building, North East Stairwell from turbine b ##U "

Operating floor, North Wall Floor Elev. 46'-6" 1

Dimensions of Height: 8

, Ft 3 In.

Thickness:

8 In.'

Model Width:

5 F t,1.0

_In.

l Type of Block: A3r1 - C-90 (x) Runnins cond j.

Construction Mortar: Type "M"

( ) Stacked Bond g

s

( ) Reinforced

( ) Other,_

(x) Unreinforced Frequency (x) One Way 25.15 To 32.47 Rango - Hz (x) Vertical Span (Uncracked

( ) Horizontal Span Section)

( ) g o g,y To

( ) 4-Edge Support

( ) 3-Edge Support

( ) Top, ( ). Side, Missing

Response

(X) One Way:

0.33 g,

( ) Two Way:

g, Acceleration (OBE )

(0BE )

(Uncracked 0.54 g,

g, S ee ti.on)

(SSE )

GSE) ylexural Tensile (x) One Way:

Stressos - psi (x) Nor.nal to Bed Joint,

-(OBE+DL)

(Allouable) 23.1 vs uA_

(Uncracked Sec tion) 33.7 vs 41.5 (SSE+DL)

(Allowable)

( ) Parallell to Bed Joint',"

_ vs (OBE+DL)

(Allowabic)

..._____ vs (SSE+0L)

(Allouable)

( ) Two Way:

vs _ _ ___

( ) Nonnal to Bed Joint,

_(ODE +0L)

(Allowabic) i (SSE U 7 ~

MlEaEe3

( ) Parallel to Bed Joint,

____ _,, vs _,_ _____...

(OBE+DL)

(Allowable) vs (SSE+DL)

(Allowable) i Wall is good for one way model Uail No. 44 R e arks 7.3-41

SIRCtARY OF RESULTS r BWg. ',Eleva tor Shaf t North Wall a

Location F1. El.

23 -6 m

Height:

26____ Ft 7

In.

Thickness:

8

,In.

Dimensions of In.

Model Width: J

_ Ft 5

Type o' Block: ASDI - C-90

( ) Runnin3 tond f

Construction Mortar: Type."M" (X) Sta:ked Bond (X) Reinforced

( ) Other I'

( ) Unreinforced Frequency

( ) One Way To Range - Hz

( ) Vertical Span (Uncracked

( ) Horizontal Span Sec tion)

. (X) Two Way

( ) 4-Edge Support 17.45 To 21.37 (X) 3-Edga Support (X) Top, ( ) Sid.2, Missing

Response

( ) One Way:

g, (X) Two Way: 135 g,

Acceleration (OBg )

(OBE) 0.50 g,

(Uncracked g,

(SSE)

Sec tion)

(SSE )

l Flexural Tensile

( ) One Way:

Stresses - psi

( ) Normal to Bed Joint,

-(OBE+DL)

(Allowable) vs l

(Uncracked Section) vs (SSE+DL)

(Allowabic)

( ) Parallell to Bed Joint', __ (OBE+DL)

(Allowable) vs (SS5Eif~

(AlGt15b"E5 i.

(X) Two Way:

( ) Nonnal to Bed Joint, N.A.

vs _ ___.____.

(OBE+3L)

(Allowable)

(SIE LT~

%1owabic) 16.7 43.7 vs (X) Parallel to Dcd Joint, (OBE+DL)

(Allowable) 27.7 61.9 vs (SSE+DL)

(Allowable)

Continue for cracked section all No._45 Remarks model analysis

--=.

% 3-42

~

a j

SUMtARY OF RESULTS - ( Cont'd)

Frequency

( ) One Way Range - Hz

( ) Vertical Span To (Crackad

( ) Horizontad Span Sec tion)

X) m Way

( ) 4-Edge Support 8.04 To, 9.85 (X) 3-Edge Support (x) Top, ( ) Side, Missing

Response

( ) One Way:

, _,,,g,

(x) Two Way: 0.40 g,

Acceleration (ODE)

(OBE)

(Crachad 0.60 g

g Sec tion)

TSSE)

(SSE)

Flexural Tensile

( ) One Way:

- Stresses - psi

( ) Normal, ( ) parallel, To Bed Joint (Cracked S ec tion) f(S teel) I (OBE+DL)

(Allovab[d.

vs (SSE+0L)

(Allowable)

(Cone.)' (OBE+3)~~ (Allouabic) vs (SSE&JL)

(Allowable)

(X) Two Way:

(X) Normal To Bed Joint h

f(Stecl):

1337 vs 20000 (X) Parallel to Bed (OBE+DL)

(Allowable)

Joint 2018 vs 36000 (SSE+DL)

(Allocable)

Of f(Conc.)

(Alloua$lel

-144

-396 vs (OBE+DL)

(Compression)

-1020

-216 vs (SSE+0L3" (Allo 0a~$le]

h f(S teel) *

(OBE+DL)

(A1 lovable) 63000

. 46A0. _ vs (SSE+0L)

(Allowable)

O.K. for cracked section e.odel Remarks Wall No.

4 5 __

7.3-43 8

---rnv.-

n -,

-r

y e

OYSTER CREEK NUCLEAR STATION -

SUMMARY

OF OUT OF PLANE SIIEARS FOR UNREINFORCED WALLS f/lar. Calculate Shear Force Shear Capacity of Walls Results Wall Thickness Construction Model Nx or/f tNy SSE4DL OBE4DL Ib Ib/ft lb/ft 17 61n.

Running Two Way 88 706 457.

All Walls Bond satisfy shca 73 90 requirement 42A 131 42B &

114 42D 42C 99 2h Bin.

87 831' 573.

lo Running 315 Bond Two Way 24-2 112.

28 Running' 220 883 573 27 81n 104 Bond One Way 44 89 1

Notes:

For all unreinforced Walls which satisfy the stress requirements.

6

)

.f e

7.3-44 9

OYSTER CREEK NUCLEAR STATION IN PLANE STRAIN OF BLDC. MODELS @ OBE Bldg.

Fir. Mass Fir.

Max.

Story Diff.

In-Plane Model No.

Elev.

Disp.

Height Disp.

Strain Remarks Results

-5 5

75.25 2.795 x 10-24.00 0.868 x 10" 3.62 x 10 Allowable att Walls Reactor 6

51.25 1.927 27.75 0.994 3.58 Strain

-4 Satisfy Bldg.

7 23.50 0.933 23.50 0.473 2.01

}' 6 8 x 10 In-Plane 8

0.00 0.460 19.00 0.460 2.42 Strain Base

-19.00 0.000 Turbine 1

46.50 0.599 23.00 0.282 1.23 Bldg.

2 23.50 0.317 23.50 0.317 1.35 Base 0.00 0.000 NOTES $ 1.

All masonry walls investigated are within the scope of the tabulated elev. and classified as confined walls.

2.

All linear units in ft.

h 4

1 e

o 7'.3-45 t

OYSTER CREEK NUCLEAR STATION IN PLANE STRAIN OF BLDG. MODELS @ SSE

~

t BLDC FLR MASS FLR MAX Story Diff.

IN PLANE REMARKS RESUL1 Model No.

ELEV.

DISP.

Heigh t DISP.

STRAIN Reactor 5

75.25 5.591X16' 24.00 1.738X10 7.24X1b Allowable All Wa l l-BLDG.

6 51.25 3.853 27.75 1.986 7.16 Strain 3

7 23.50 1.867 23.50 0.947 4.03 Yc51.33X10 sati?

8 0.00 0.920 19.00 0.920 4.84 I n-I' l

-t strai Base

-19,00 0.000 requi ment Turbine Bldg 2

46.50 1.197 23.00 0.564 2.45 1

23.50 0.633 23.50 0.633 2.69 Base 0.00 0.000 For Notes see'the Preceeding page.

O b

o 7.3-46

?

OYSTER CREEK NGCLEAR STATION -

SU)DiiRY FOR OPERABILITY RESULTS Unli Wall lleight Nominal DISPLACEMENTS AXIAL FORCE Remarks Result Type No.

of Wall Thickness Actual Allowable Actual Allowable i

of wall O

A =t/3 Ita 11 l

n in.

in.

Ih/ft lb/ft OK j

8 15'-4" 5

5 8 OK 1

f 5

15 13'-4" 58 0.17 1.88 619.0 3621.0 OK 5

19 11'-0 58 0.007 1.88 353 3621 OK 5

20 11'-0 58 0.007 1.88 353 3621

{

OK 5

21 11'-2 "

78 0.001 2.54 173 4208 Steel Beam to Wall is 0.K.

Y

~

be provided @

with the f

El 31.0 Steel Beam 22 9'-0" 78 0.002 2.54 220 4208 OK 23 11*-0" 78 0.004 2.54 341 4208 OK 24-1 17'-11" 78 0.028 2.54 1010.0 4208 OK The Dur-0-wall is approximately 11.27. over stressed and is less o ed 29' 16'-6" 78 than 507. of the yield stress therefore the wall will not fail OK 7.3-47 q

i APPENDIX 7,4 Reinforcing Details l

i l

1 l

I l

1 1

l l

l

\\

b

APPENDIX 7.5 Boundary Support Requirements 1

e

~

OYSTER CREEK NUCLEAR STATION WALL BOUNDARY SUPPORT REQUIREMENTS Wall No.

Top Side Side Remarks North East South West 2

yes yes 5

yes yes 6

yes

yes **

North-West

- S uth-East 7

yes yes 8

yes e--

15 yes yen 17

' yes yes 18 yes yes 19 yes 20 yes 21 yes

+

Additional supports 22 yes to be 23 yes provided for e9ui ment P

24 yes 25 yes 26 27 28 29 yes 30 yes 31 yes 32 yes yes yes 33 yes

+

yes

~

42 yes yes yes-l 43

+

l 44 45 75-l 1

APPENDIX 7.6 Schedule for Implementation of Design Modifications e

4 3

0 8

4

CONSTRUCTION SCHEDULE The implementation of the design modifications for items listed below will be completed prior to the restart from our 1981/1982 Refueling Outage.

1.

Pre-emptive modification to 19 walls by removal of the effected sections of the concrete block walls to eliminate potential missile hazard to the vital systems.

These walls are wall Nos. 1, 3, 4, 9, 10, 11,;12, 13, 14, 16, 34, 35, 37, 38, 39, 40, 41, 46 and 47.

2.

Repair all visible cracks on both sides of the concrete block walls.

3.

Insta11ation of wall boundary supports.

4 Modification of equipment supports for wall Nos. 21, 33 and 43,-

l l

7,6-I m

e

.-.,--,--,wy,

,w...r-ww,v v.<w-aw-y-w

+wwr,,--

.ww m-,--.-w 3-w~ - -. ~.-, -,,

-r-

-vv+,

APPENDIX 7.7 Floor Response Spectra Reactor Building Turbine Building 9

A-e W

t

Floor Respdnses Spectra Floor Damping Value Building Elevation OBE SSE 2%

4%

7%

R.B.

2 3' ' - 6 x

x x

x 51'-3 x

x x

x T.8.

23'-6 x

x x

x 46'-6 x

x x

x

?

e l

l l

l-l l-I l

7.7-1 L

O c-,

......-...m

-m--_r_,

,~,~,...,

--w.,,,-[.

m.-m.--r,

,,,..(.,..._..

. - - -, ~

r.

..-m._..,__.p_..,

N O

cJ

..l i

d s

A.)

'9 v

""T./

O.

U f

.3 O

w.

g'. $

7 "O d g

q

-PJ 23 U

s$

~-

x

,, i t

s s.s j

.

O T)

N 40 s

T O!:!

- (g*

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==.._.. _ \\

-=

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~LCOR SPECTRA R.B.

CBE 1. 0 0 __.

E!. 23.5C fMP 71 CF:4%

.I

~

, 0. 9 0 -..;.

C. 8 0 __C i

C.7C _ c3 F-0.60 _ E

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?

FLOOR SPECTRA R.B~.

SSE 1

1 00 _

Et.

23 50.(NP 7) DF=4%

0 90 _

t c3 0 80 _

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fl O.70 _ o

'{

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.7.,

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r.

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FLOOR SPECTRA R.B.

SSE ri

'. p 5-i s.

1 00 _

EL. 23.50 (MP 71 DF:7%

. t. -

s

8.

i.

0 90 _

l 4

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.l.;

FRE.0UENCIE (CPS)

R.%;.

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1. 00. _

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....:s@.e fi 0 50 H. - 1 00 v v2..~00. 4-5-. 00 :

10 00 20.00 50 00 i..." FREQUENCIE (CPS)

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4.0 CONCLUSION

6.0 REFERENCES

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