ML20093L348
| ML20093L348 | |
| Person / Time | |
|---|---|
| Site: | Oyster Creek |
| Issue date: | 05/25/1984 |
| From: | GENERAL PUBLIC UTILITIES CORP. |
| To: | |
| Shared Package | |
| ML20093L343 | List: |
| References | |
| IEB-80-11, NUDOCS 8407310379 | |
| Download: ML20093L348 (46) | |
Text
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OYSTER CREEK NUCLEAR STATION REEVALUATION OF SAFE 1Y-RELATED 00NCRETE MASONRY WALLS NRC IE BULLETIN 80-11
'IR No. 019 Rev. 0 PROJECT NO: B/A 402240 hdh5 M N w raORS vATE os w n APPROVALS: .
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284 B407310379 840726 PDR ADOCK 05000
,- dn\w VICE PRESIDENT DATE TECIINICAL FUNCTIONS (SIGNIFICANT IMPACT REVIEN) l l
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'l Neler T.R. No. 019 I
TITLE O.C.N.S. - Reevaluation of Safety Relateo Concrete Masonry Walls NRC I.E. Bulletin 80-11 REV
SUMMARY
OF CHANGE APPROVAL DATE
'0~ This document replaces Topical Report with same g -fj,',, [ ' g c,7, g y title, dated April 12, 1981 and TDR No. 242 Rev.0 with same title. 1 7, -
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T.R. No. 019 Page 2 of 7 ABSTRACT
)- --The purpose of this reevaluation is to determine the structural adequacy of the concrete masonry walls as required by the NRC IE Bulletin 80-11.
The analysis was perfonned using the ANSYS Computer Program to detennine the frequency and resultant stresses in the block walls.
The results of the stress analysis indicate that all walls are qualified, except four walls to be analyzed later and the walls preempted by modifications.
The recommended boundary and additional supports must be provided.
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. T.R. No. 019 Page 3 of 7 l TABLE OF CONTENTS Section Title Page No.
Abstract 2 1.0 Introduction 4 2.0 Status of Reanalysis and Modification 4 3.0 Me thods 5 4.0 Results 5 5.0 Conclusions 6 6.0 Recommendations 6 7.0 References 7 Appendices
- 1. Status of Wall Affected by I.E.
Bulletin 80 2 pages
- 2. Wall supports to be provided as a result of stress analysis - 1 page
- 3. Summary of Results - 31 pages TOTAL EFFECTIVE PAGES OF THIS REPORT: 41 i
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T.R. No. 019 Page 4 of 7
1.0 INTRODUCTION
The purpose of the reevaluation is to determine the structural adequacy of the concrete masonry walls as required by the NRC IE
The reevaluation shall detemine whether the walls will perform their intended function under all postulated loads and load
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combinations specified in the " Criteria for the Reevaluation of Concrete Masonry Walls", Enclosure 2 to Reference 11 which is consistent with the requirements outlined in item 2b of the Bulletin.
2.0 STATUS OF REANALYSIS AND MODIFICATION
- In the initial report (Reference 10) 47 walls have been identified as safety related walls to be reanalyzed. Thereafter, Wall No. 36 has been incorporated in Wall No. 42. Consequently, there are 46 safety related walls (See Appednix 1).
General arrangement and configuration of these walls is shown in Enclosures 4 and 5 to Reference 11.
- It was detemined that minor preemptive modifications to 20 selected walls would remove the potential missile hazard to the vital systems and would preclude further reanalysis. The walls included in this group are wall numbers: 1, 3, 4, 9, 10, 11, 12, 13,14,16, 34, 35, 37, 38, 39, 40, 41, 42, 46 and 47.
- Wall No. 2 inside the Control Room has been removed from the scope of the stress analysis due to the difficulty of providing the needed supports. A net type vertical unistrut barrier was provided to insure that the wall can not fall onto the control panels (Reference 5).
- Wall No. 21 has been covered by consequence failure analysis and excluded from stress analysis. The failure of Wall No. 21 will not jeopardize the plant from a safe shutdown (Ref.13). This wall will be completely removed during the next refueling outage j
(Cycle 11).
- Wall No's. 31, 32, 33, and 45 which are covered by the consequence I failure analysis will be reanalyzed in the future as a combination model. The failure of these walls will not jeopardize the plant from a safe shut down (Ref.13).
- The remaining Wall Numbers 5, 6, 7, 8, 15, 17, 18, 19, 20, 22, 23,
! 24, 25, 26, 27, 28, 29, 30, 43 and 44 have been stress analyzed.
Among the twenty walls, six of them (5, 6, 7, 25, 26, 27) do not need modification. Twelve of them (8,15,17,18,19, 20, 24, 28, 29, 30, 43, 44) will be modified during the cycle 11 refueling
' outage. These walls are also consequence - analyzed and the failure of them'will not endanger the plant from a safe shut down.
( Ref 13. ) . The deferment of modification of these walls have been approved by the NRC (Ref.14),
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. T.R. No. 019 ,
Page 5 of 7 l Two walls (22, 23) will be modified during the present cycle 10 refueling outage.
3.0 METHODS The analysis was performed using the ANSYS Computer Program to determine the frequency and resultant stresses in the block walls.
None of the walls were intended to resist impact or pressurization load, nor would they be subjected to a significant thermal load to be of any concern.
In accordance with Ref. 7, the zero period acceleration (ZPA) of the site specific spectra (SSS) for Dyster Creek plant is 0.165g SSE.
The NUREG-53018 floor response curves (Ref. 6) are based on 0.22g of the ZPA of SSS. Therefore, the seismic evaluation was performed using 75 percent of the values resulting from the response spectra in Fhference 6.
In the analysis, all support edges of the block walls were assumed to be simple. 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, some wall support edges, shown in Appendix 2, will have to be reinforced to be able to carry the Seismic Shear Load. For a number of walls shown in Appendix 2, additional intermediate supports cust be provided to reflect the assumptions of the analysis. For the taller walls around the Reactor Building staircase (Wall No's. 29 & 30, and future analysis of walls 31, 32, 33 & 45) advantage must be taken of the combining action from each adjacent wall, in order to qualify them for undertaking the drift effect and the acceleration force in two horizontal and vertical directions.
4.0 RESULTS The results of the block wall analysis are summarized in Appendix 3 as listed below:
- 1. Stresses: See pages 3-1 to 3-27.
- 2. Out-of-plane and in plane shear: See pages 3-28 and 3-29.
- 3. In-plane strain. See pages 3-30 & 3-31.
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. T.R. Ns. 019 Page 6 of 7
5.0 CONCLUSION
S I The results of the stress analysis indicate that all analyzed walls are qualified by satisfying the stress acceptance criteria using either uncracked or cracked section model. 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. Additional intermediate supports and bracings are provided where necessa ry.
- 3. The excess equipment loads on the block walls are either removed or transferred to another support point, other than the block wall, so that, the wall can be qualified.
- 4. Both surfaces of the block walls have no visible cracks.
6.0 RECOMMENDATIONS
, The modifications listed below are to be implemented in order for the block walls to be consistent with the assumptions in the analysis.
- 1. Reinforce the support edges of the walls shown in the table in Appendix 2.
- 2. Provide intermediate supports and bracings as shown in the table in Appendix 2.
- 3. Remove the excess equipment load from the wall No's. 33 and 43.
- 4. Repair all visible cracks on both sides of the concrete block walls.
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r T.R. No. 019
. Page 7 of 7
7.0 REFERENCES
- 1. ACI 531-79 "Buf1 ding Code Requirements for Concrete Masonry Structures".
- 2. Burns & Roe, Inc. , Technical Specification No. 45, Section 4A.7
_ _ (See Appendix 2 Enclosure 9).
- 3. ASTM-C90-75 " Hollow Load-Bearing Concrete Masonry Units".
- 4. Burns & Roe, Inc. , Drawing No. 4514-3 " Misc. Plans Sections and Details (Masonry)".
- 5. Impe11 Calculation No's. 0370-055-008, 0370-055-009, 0370-055-010, 0370-055-011.
- 6. NUREG/CR-1981-0CRL-53018 RD, RH - Seismic Review of Oyster Creek Nuclear Power Plant as Part of the Systematic Evaluation Program.
- 7. U.S. NRC Letter No. LS05-06-068, dated June 17, 1981: Site Specific Ground Response Spectra for SEP Plants located in the Eastern United States.
- 8. GPUN Calculation No.1302X-322C-A06.
- 9. GPUN Calculation No. C-1302-150-5320-005.
- 10. JCPL/GPU Letter to NRC, dated September 19, 1980.
- 11. JCPL/GPU Letter to NRC, dated November 14, 1980.
- 12. JCPL/GPU Letter to NRC, dated April 30, 1981.
- 13. Impe11 Report No. 02-0370-1132, " Masonry Wall Failure Consequence Analysis", Rev.1, May 1,1984 and Impell Report No.
02-0370-1139, "0C-Containment Spray System Assessment Associated with the Postulated Collapse Stairwell Masonry Walls", Oct.1983.
- 14. NRC Letter Docket No. 50-219, LS05-84-03-037 dated March 27, 1984,
Subject:
Licensee Request to Defer Modifications of Some of the Masonry Walls (I.E. Bulletin 80-11)
Dyster Creek Nuclear Generating Station.
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l APPENDIX 1 STA7US OF WALIS Arrrrrw BY IE BULIEPLN 80-11
s STATUS OF WALLS AFFECTED BV !.E.B. #80-11 QUALIFYING MOO!FICATION
_. METH00 STATUS Modt fication Modt fication m2 g U to be comple- to be comple.
ia No Modtfi- Modtff. tad prior to ted during REMARKS gM QC wg cation cation Restart during the next s
WALL
, g gW E*B a
Needed Completedi Re-Fueling Re-Fueling 1:! Outage Cycle Outage Cycle N0s. 10 11 1 X X x A not type vertical 2 y untstrut barrier will be provided to insure the wall can only fall away from the control panels. (Ref. 5) 3 x X 4 X X 5 K X 6 X X 7 X X X
8 X 9 X X 10 X X 11 X X 12 X X 13 X X 14 X + X X X 15 16 X X X
17 I X
18 X X X 19 X
20 X wmswu a namte 4 8t f f/Jfd4f (tW //)
X 22 X
- X 23 X X
24 X
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STATUS OF WALLS AFFECTED BY 1.E.8. #80-11 l
QUALIFYING MODIFICATION METHOD . STATUS
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No Modiff- Modi f t- Modifica.fon Modification cation cation to be comple- to be comple-Needed Completed ted prior to ted during REMARKS'
. ca $12 g Restart during the next If g! Re-Fyeling Re-Fueling af k! g WALL "n* M ow g
outage Cycle 10 Outage Cycle 11 N05. 3 25 ,
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26 X X 27 X X 28 X X 29 X X 30 X X 31 X X Will be re-analyzed by a combined model 32 X X of walls no. 31, 32, 33 X X 33 and 45.
3 0 Setssic applies 34 X X 35 X X 37 X X 38 X X 39 X X 40 X X 41 X X 42 X X 43 X X 44 I X 45 X X See reaarss for well nos. 31, 32 and 33.
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APPENDIX 2 WAIL SUPPORTS TO BE PROVIDED AS RESULT OF STRESS ANALYSIS
WALL SUPPORTS TO BE PROVIDED AS RESULT OF STRESS ANALYSIS
- p. e a 9 Su m t Wall No. Remarks N E S W 5 No modification is needed 6 No modification is needed t-7 No modification is needed
-- 8 yes Provide intemediate bracing 15 yes Provide intemediate bracing 17 yes yes 18 yes yes 19 yes l Provide Intemediate Bracing 20 yes Provide Intemediate Bracing Excluded Trctri3flGBs Efiilysis. TlilTwEriiffl~ bh~
21 removed during cyc.11 outage. tb nrrlifimHen is mded..
22 yes yer* y l es
- Strengthen east edge with unistrut 23 yes yes Provide steel framing & bracing 24-1 yes yes yes Provide steel framing a bracing .. __ _
24-2 yes 25 No modification is needed _
j 26 No modification is needed 27 No modification is needed
_ = . . . - . - - - - - . .
28 yes 29 yes yes Provide intem. framing (L-Shape) & racing l i
yes yes 30 Provide interm framing (L-Shape) 31 To be reanalyzed 32 To be reanaly:ed 33 To be reanalyzed 43 yes Provide add'1. support for equipment.
l 44 yes -
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l 45 To be reanalyzed ~
i Note: For Wall No. 2 a net type vertical unistrut barrier will be provided l to insure the wall can only fall away from the control panels.
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APPENDIX 3 Sunnary of Results t
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- GENERAL NOTES FOR STRESS TABLES:
- 1. Wall No's. (2-1, 2-2, 2-3, 2-4) were removed from the scope of the stress analysis as explained in section 2 of .this report.
- 2. For Wall No's. 5, 6, 7, are qualified by one way cracked section model. The existing boundary supports are acceptable. No modification is needed.
- 3. Wall No's. 29 and 30 have been reanalyzed as a combination L Shape model; 3-directional seismic fon:e was considered in this analysis.
- 4. Wall No's. 31, 32, 33 and 45 will be reanalyzed as a combination model; 3-directional seismic fon:e will be considered in the analysis.
- 5. Wall No's. 25, 26, 27 have been heavily reinforced with unistrut, through bolts and bracings on both faces. No modification is necessary.
, 6. Wall No. 21 has been covered by consequence failure analysis and excluded from stress analysis. The failure of Wall No. 21 will not jeopardize the plant from a safe shutdown (Ref.13). This wall will be completely removed during the next refueling outage (cycle ll).
- 7. Wall No. 42 has been preempted.
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1 GENERAL NOTES Type of 1. All blocks are ASTM-C-90 hollow block Construction Walls that are reinforced have vertical rebar and horizontal dur-o-wall as shown below.
Yertical: Rebar Fy= 40,000 psi Horizontal: Dur-0-Wall Fy= 70,000 psi
( ASTM-A-82)
Frequency 1. All edge conditions are Simple-Supported.
Range - Hz 2. For 3-Edge support, the edge that has not counted for has been pointed out.
- 3. Additional supports have been noted.
ALLOWABLE STRESSES (psi)
Flexural Tensile Load Normal to Bed Jt Parallel to Bed Joint Stresses Combination RJnning Stack Running Stack
- 1. Uncrecked Bond Bond Bond Bond Section
- a. Hollow OBE+DL 25 25 50 Block SSE+DL 41.5 41.5 83 -
- b. Hollow B1k. OBE+DL 50 40 75 Fully Grouted SSE+DL 83.5 67 125
- 2. Cracked Section Vertical Rebar Horizontal _D.ur-o-Wall
, OBE+DL 20,000* 30,000
- a. Steel SSE+DL 36,000* 63,000
- b. Concrete Compressive OBE+DL 396 Stresses SSE+DL 1020 Out of Plane Shear Flex-Shear In Plane Shear Stresses Running Stack Running Stack Bond Bond Bond Bond OBE+DL 38.1 f5.4 31 . 2 20.8 SSE+DL 49.5 ~~~
33.0 40.6 ~
27.1 Bond Stress OBE+0L 140 SSE+DL 186
- Except walls 5, 6, 7, where rebar is A615 Grade 60: OBE+DL allowable 24,000 SSE+DL allowable 54,000 3-2
. SLMERY OF RESULTS Turbine Building, Observation Room Enclosure, Iocation South Wall -
Floor Elev. 49'-8" Dimensions of Height: 10 Ft 10 In. Thickness: 8 In.
Model Width: 14 Ft 11 In.
Type of Block: AS'IN-C-90 ( X) Running Bond Construction M rtar: Type "M" ( ) Stacked Bond (X ) Reinforced ( X) Other Fully crot+nd himk
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( ) Unreinforced f X ) One Way (X ) Vertical Span 1 3.51 To 16.ss Frequency ( ) Horizontal Span Range - Hz (Uncracked ( X) 'No Way Section) ( X) 4-Edge Support 201 A To 24.77
( ) 3- Edga Support
( ) Top, ( ) Side, Missing
Response
Acceleration ( X ) One Way 1.52 g, ( ) Two Way: 0.40 g, (Uncracked (OBE) (OBE)
Section) 1.99 g, 0.76 g, (SSE) (SSE)
( X ) One Way:
Flexural Tensile ( X ) Normal to Bed Joint, 229.3 vs 50.0 Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 299.0 vs 83.5 Section) *
(SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowab]e)
(X ) Two Way:
, (X ) Normal to Bed Joint, 34.5 vs s 50.0 (OBE+DL) (Allowable) 59.4 vs 83.5 (SSE+DL) (Allowable)
(X ) Parallel to Bed Joint, _ 18.4 vs 75.0 (OBE+DL) (Allowable) 34.3 vs 125.0 (SSE+DL) (Allowable)
Wall is c; cod for two way model. However, in order -
Remarks not to i s' .ll the hori--**.1 bctmda;;y supporto, ow' Wall No' 5 MXte gg pgjifftT.* d'** # # " * *
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Su m ARY OF RESULTS - (Cont'd.)
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(X) One Way Fmpaency ( X ) Vertical Span 3.60 'Ib 4.41 Range - Hz ( - ) Horizontal Span (Cracked
- Section)
( ) 'No Way
.( ) 4-Edge Support
( ) 3-Edge Support Tb
( ) Top, ( ) Side, Missing Response ( X ) one Way: 0.47 o, ( ) Two Way: g, Acceleration- (CBE) (OBE)
(Cracked Section) 0.71 g, 9, (SSE) (SSE) 1' f ) Norma ( ) parallel, to Bed Joint (Crac W Section) f(Steel): '
7.000 vs 24.000 (O BE+%) (Allowable) 25,670 vs 54,000
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(SSE+DL) (Allowable) f(Conc.): -341.0 y, -396.0
( resim) (OBE+DL) (Allowable)
- 51 5.0 vs -1020.0 (SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint f(Steel) : vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable) f(Conc.) : vs (OBE+DL) (AlloA21e) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint f(Steel): vs (CBE+DL) (Allowable) vs
- j. (SSE+DL) (Allowable)
Remarks Wall is good for one w_y crec)*ed section.
I tb horizontal boundary Wall No. 5 i
strynrt in nanAnd
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SUMMARY
OF RESULTS_
Turbine Building, Observation Room Enclosura
. Location South-E: int to Nbrth-ilest Wall Floor Elev. 49'-8" 1
Dimensions of Height: 10 Ft 10 In. Thickness: 8 In.
Model Width: 7 Ft 6 In.
Type of Block: AS7M-C-90 ( X) Running Dond Construction Mortar: Type "M" ( ) Stacked Bond
( X) Reinforced ( X ) Other Fully crouted block
( ) Unreinforced f X) One way
( x) Vertical Span 13.48 To 16.51 Frequency ( ) Horizontal Span Range - Hz .
(Uncracked ( X) Two Way Section) ( X) 4-Edge Support 39.37 To 48.22 ~~
( ) 3- Edge Support
( ) Top, ( ) Side, Missing
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Ac tion (X ) One Way 1.52 g, ( X) Two Way: 0.18 g, (Uncracked (OBE) (OBE)
Section) 1 99 g, 0.35 g, (ssF) (sse)
(x ) One Way:
Flexural Tensile (x ) Normal to Bed Joint, 241.4 vs 50.0 Stresses - psi (OB +DL) (Allowable)
(Uncrakced 314.0 vs 83.5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
(x ) Two Way:
, (n ) Normal to Bed Joint, 14.4 vs 50.0 (OBE+DL) (Allowable) 16.6 vs 83.5 (ESE+DL) (Allowable)
( X ) Parallol to Bcd Joint, 11.8 ~ vs 75.0 (OBE+DL) (Allowable) 14_7 vs 129.0 (SSE+DL) (Allowable)
!!all is good for two way Iniel. However in Remarks ordernottoinstalltgenorizontalb EMh26rr5$. deeSiSHtipk5 ISS u5$s$$$gunb.ry 8
Wall No: 6 3-5
- SU194ARY OF RESULTS - (Cont'd.)
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( X ) One Way Frequency ]
(X) Vertical Span 3.60 To 4.41 ,
Range - Hz ( ) Horizontal Span (Cracked Section) '
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( ) 4-Edge Support
( ) 3-Edge Support To
( ) Top, ( ) Side, Missing Response ( X ) One Way: 0.47 g, ( ) 'No Way: g, Acceleration (OBE) (OBE) l (Cracked Section) 0.71 g, 9, (SSE) (SSE) htre (X Norma ( ) parallel, to Bed Joint f(Steel): 17.000 vs 24.000 (OBE+DL) (Allowable) 25,670 vs 54,000 (SSE+DL) (Allowable) f(Conc.): -341.0 vs -396.0 (Compression) (OBE+DL) (Allowable)
-515.0 vs -1020.0 (SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint f(Steel) : vs (OBE+DL) ( Allcraable) vs *'
(SSE+DL) (Allowable) f(Conc.) : vs (OBE+DL) (Allowable) i vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint f(Steel): vs ,
(ObE+DL) (Allowable) (
vs ,
(SSE+DL) (Allownblo)
Remarks Wall is good for one we.*/ crccked section, flo horizontal boundary Wall No. 6 auvnet in nnutul 3-6 m -_ _ _ _ _ . _ _ _ _ _ . _ _ _ _ . _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . _ _ _ . _ . . _
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. SUPNARY OF RESULTS Turbine Building, Observation Room Enclosure
. I m tion West Wall Floor Elev. 49'-8" l
Dimensions of Height: lg__ Ft in In. Thickness: 8 In.
Model Width: 7 Ft o In.
Type of Block: ASM-C-90 ( X ) Running Dond
- Construction Mortar
- Type "M" ( ) Stacked Bond l
I X) Reinforced ( X ) Other gou eca hiev k
( ) Unreinforced
, f X) One Way
( X) Vertical Span 11.9A Tb 17.12 _ ,
Frequency ( ) Horizontal Sptn Range - Itz =
(Uncracked ( X) TW Way Section) ( X) 4-Edge Support 45.30 To 55.48
) 3- Edge Support
(
( ) Top, ( ) Sido, Missing
~
Response
Acceleration (X ) One Way 1.52 g, ( X) Two Way: 0.18 g, (Uncracked (OBE) (OBE)
Section) 1.99 g, _0.35 g, I ice t acera (X ) One Way:
Flexural Tensilo (X ) Nomal to Bed Joint, 224.0 vs 50.0 Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 291.7 vs 83.5 Section) ' (SSE+DL) (Allowable)
( ) Parallel to Lod Joint, va (DBE+DL) (Allowable) va (SSE+DL) (Allowable) l
( X ) 'No Way
, ( X ) Normal to Bed Joint, 10.0 vs 50.0 (OBE+DL) (Allowable)
! 11.7 vs 83.5 l (SSE+DL) (Allowable) l l ( X ) Parallol to Dod Joint, ...59 vn 75.0 (OBE+DL) (Allowable) i l 11.8 vs '25.0 1 I
l (SSE+DL) ( Al;,owable)
Wall is good for 'No Way Modol. I!owever, in ordor Re.Tarks not tn i.mtall the horizmtal tourdery suctorts, ono ,
way cracked section analysis was perfomed. Soo no::t Wall No: 7 :
rann f<r rnanita 1 3-7
SUPMutY OF RESULTS - (Cont'd.)
( X ) One Way Frequency ( X ) Vertical Span 3.60 To 4.41 Range - Hz ( ) Horizontal Span (Cracked Section) -
( ) 'No Way
( ) 4-Edge Supprt
( ) 3-Edge Sin ort To
( # Top, ( ) Side, Missing Response ( X ) One Way 0.47 g, ( ) Two Ways g, Acceleration (08E) N)
(Cracked 9'
Section) g1 -9e F 1 Ten 1 ( X ) One Way:
( X ) Nomsl, ( ) parallel, to Bed Joint (Cracked Section) f(Steel): '
7.cor vs 24.000 <
(0BE+DLl (Allowable) 25,670 vs 54,000
($$E+DL) (Allowable) f(Conc.): -341.0 y, -396.0
( ressim) (OBE+DL) (Allowable)
_ _-515 . 0 . vs -1020.0 t (SSE+0L) (Allowable) l
( ) 'Be Ways
( ) Nomal to Bed Joint f(Steel) : V8 (OBE+DL) (Allowable) i vs TSSE+DL) (Allowable) f(Conc.) : vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint '
f(Steel): vs (OBE+DL) (Allowable) vs (SSE+DL) (Allownble)
Remarks WIllisgoodforonew:yc:cchodsection.
Hn hnrivnntal boundary Wall tb. 7 mu mrt 9 e eht i 3-8
- SLDNARY OF RESULTS O
Offico Building, Cable Tray Area, East Wall, Ixcation Intenndediate Section, Elev. 46'-6" Dimensions of Height: 12 Ft 10 In. 'Itickness: 6 In.
Model Width: 21 Ft 3 In.
g : neck: AS'IN-C-90 ( ) Running Bond truction Astar: W "M" ( X ) Sucked M
( ) Reinforced ( ) Other
(;) Unreinforced (X? %
15.90 To 20.53 (Xi '*ertical Spanw/interpgg, Frequency ( i !ortzontal Span Range - 112 --
(Uncrackod ( ) 'No Way Section) ( ) 4-Edge Sup crt 'Ib
( ) 3- Edge Support
( ) Top, ( ) Side, Misting ce ration ( X ) Ono Way 0. M g, ( ) M Way. g, (OBE) (OBE)
(Uncracked Section) 0.34 g, g, (SSE) MTl
( X ) Ono Way; Flexural Tonsile ( X) Nonnal to Bed Joint, 21.8 vs 25.0 htresses - psi (OEC+DL) (Allowable) '
(Uncrakcod 40.2 y, 41.5 Section) (SSE+DL) (Allowable)
( ) Para 1101 to Bod Joint, va (OBE+DL) (Allowable) vs :
(SSE+DL) (Allowable)
( ) Two Way: i
( ) florm1l to Bod Joint, vs '
(OLE +DL) (Allowable) vs (SSE+DL) (Allowablo)
( ) Parallel to Ikxl Joint, .
vs (OLE +DL) (Allowablo) vs (SSE+DL) (Allowablo)
Wall in gotx1 for too way with interwxlinto Remarks & top nup[ orts. g 3- 9 '
- . SUMMRY CF RESULTS ,
f, Off c^ Building, Monitor and Change Room, Location South Wall, Intermediate Section Elev. 46'-6" Dimensions of Height: 13 Ft. 4 In. Thickness: 6 In.
Model Width: 15 Ft 10 In.
1 Type oF , Block: ASIM-C-90 ( ) Running Bond Construction mrtar: Type "M" ( X) Stacked Bond
( ) Reinforced ( ) Other
_ ( X) Unreinforced 0X) One Way
( X) Vertical Span w/interm supports 24.90 To 32.15 Frequency ( ) Horizontal Span Range - Hz (Uncracked ( ) T w Way Section) ( ) 4-Edge Support To
( ) 3- Edge Support
.(. ) Ibp, ( ) Side, Missing Ach$ tion
( X) One Way 0.16 g, ( ) h Way- g, (Uncracked (OE) (OBE)
Section) 0.32 g, g, (SSE)
(ESE)
( X) One Way:
Flexural Tensile
( X) Normal to Bed Joint, ,.
5.6 vs 25.0
<,eE+DL) (Allowaale)
Stresses - psi (Uncrakced 15.7 vs 41.5 Section) (SSE+DL)' (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL)' (Allowable) vs (SSE+DL) .(Allowable)
( ) T m Way:
( ) Nomal to Bed Joint, vs
, (OBE+DL) (Allowable) vs
-(SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs' (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
Wall is good .for one way with intem ediate _
Remarks & top supports, Wall No: 15 3-l0 en- 1 se g--- w-c- g y-- - ~m y -7 y SE141R.'( 0,QJq, il,Q -
Locntion . Office Bldg. Bottory,Roon.
South Wall, West Section Fl . El . 35 '-0" 11 0
, In. Thickness: 6 In.
Di:nensions of Model Ilcight:7 Width:
,_ Ft
, Ft _11_ _ ,I n .
(X) Running Bond Block: ASTM - C-90 l Ty'pc of ;
Coastruction Mortar: Type "M" ( ) Stacked Bond i
C) Reinforced ( ) Other _
(X) Unreinforced Frequency (X) One Way (X) Vertical Span 10.19 To 13 .,M _
Range - Hz (Uncracked ( ) Horir.ontal Span Section) . (X) Two Way (X) 4-Edge Support 15.22 To 19.65
( ).3-Edge Support
( ) Top, ( ) Side, Missing Response (X) One Way: 0.22 g, ( ) Two Way: _ 0.34 g, (OBE )
Acceleration (QBE )
(Uncracked 0.41 g* 0.50 g' Section) (SSE) (SSE )
. Flexural Tensile ( ) One Way:
Stresses - psi t Bed Joint, vs
) N ma I
(Uncracked (OBE+DL) (A Houtu b)
Section) 68.3 vs 41.5 (SSE+DL) (Allowable)
( ) Parallell to Bed Joint, vs (OBE+DL) (Alloua' ole) vs (SSE+DL) (Allowp.ble)
(X) Two Way: }
(X) Nonnal to Bed Joint, 25.1 vs 25.0 (OBE+DL) (A1lowab1c) 38.7 v3 41.5 (SSE+0L) (Allowable) 19.1 vs 50.0
(% ) Parallel to Bed Joint, (OBE+DL) (A1louahic) 27.0 vs 83.0 (SSE+DL) (A1lowable)
. _ _ . . .1 0.K. for Two-Way Model with top cnd ,
vertical edge cupM ts. Wall No. 17 !
Remarks 1
-a=--.. .:
3- H
s SultuRY OF RESULTS ,
'. Of fice Bldg. Battery Room Location West Wail, South Section F1. El . 35 '-0" Ft 0 In. Thickness : 6 , ,I n .
' Dimensions of licight: 11 5
Modcl Width: T~~ ~ F C In.
Block: ASTM - C-90 (X ) Running 'sdad -
Ty'pc of
- Construction Mortar: Type "M" ( ) Stacked Hond I
( ) Reinforced ( ) Other (X) Unreinforced l
l j
Frequency (X) One Way 13.21 (X) Vertical Span 10.23 To Range - Hz _
(Uncracked ( ) Horizontal Span Sec tion) @) No Way 16.73 To 21.60 (X) 4-Edge Support
( ) 3-Edge Support
( ) Top, ( ) Sido, Missing (X) Two Way: 0 .13 _g ,
Responso (X) One Way: 0.22 g, (OBE) (OBE )
Acceleration (Uncracked 0.41 b,
- 0.60 p' '
' Flexural Tensile (X) One Way:
'P (X) Normal to and Joint, vu 8#j d (OBE+DL) (A1Lovabie)
Section) 65.2 vs 41.5 (SSE+DL) (Allowabic)
( ) Parallell to Bed Joint, __ vs _ _
(OBE+DL) (Allowabic)
_______vs_ _____
(SSE+0L) (Allouable)
(X) Two Way:
(X) Norm.11 to Bed Joint, 18.24 _
vs 2 5 . 0 __ _ _ _ __,
_(OBE+DL) (Allowabla) 36.4 v3 41.5 (SSFADL) (Allowabid[
16.30 ____ v3 50.0 (X) Parallel to Bed Joint, ,,,,,,
_ _ _(OBE+DL) (Allouabic) 28.6 vs 83.0 (SSE+DL) (Allowabic) 0.K. for Two-Way Model, with tcp rd .
Remarks ve dic2.1 edge sug,aorts. Wall No._18
_.- __._-___=.-
- 4 3_32
. SU!HARY OF RFEULTS Office Bldg. Elect, Tray Rocn Iocation North Wall Fl. El. 35'-0" Dimensions of Height: 11 Ft 0 In. Thickness: 6 In.
Model Width: _10 Ft 6 In.
Block: AS'IM-C-90 ( ) Running Bond Type of Oonstruction Nrtar: W "M" ( X) SMed Bond
( ) Reinforced ( ) Other
( X) Unreinforced
( X ) One Way 25.17 To 32.49
( X) )Horizontal Vertical Span Span w/intggge Frequency (
Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Edge Support Tb
( ) 3- Edge Support
( ) 'Ibp, ( ) Side, Missing Ac tion
( X ) One Way 0.16 g, ( ) Two Way: g, (OBE) (OBE)
(Uncracked Section) 0.32 g, g, (SSE) (SSE)
( X ) One Way:
Flexural Tensile I X ) Normal to Bed Joint, 11.6 vs 25.0 Stresses - psi (OBE+DL) (Mlw@le)
(Uncrakced 24.4 vs 41 .5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
Wall is good for one way with intermediate Remarks and top supports.
Wall No: 19 3-13
SUMMARY
OF RESULTS
, Office Bldg. Elect. Tray Rocm Location East Wall Fl. El. 35'-0" Dimensions of Height: 11 Ft 0 In. Thickness: 6 In.
Model Width: 16 Ft 2.5 In.
Type of Block: AS'IM-C-90 ( ) Running Bond Construction Mortar: Type "M" ( X) Stacked Bond
( ) Reinforced ( ) Other (X ) Unreinforced
( X) One Way
( X) Vertical Spa w/iggiate 20.96 To 27.06 Frequency ( ) Horizontal Span Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Edge Support To
( ) 3- Edge Support
( ) Top, ( ) Side, Missing Ac ation ( X) One Way 0.16 g, ( ) h Way: g, (Uncracked (OBE) (OE)
Section) 0.32 g, g, (SSE) (SSE)
( X) One Way:
Flexural Tensile ( X) Normal to Bed Joint, 18.0 vs 25.0 Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 33.6 vs 41.5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint, vs (OBE+DL) (Allowable) vs
_(SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allouable)
Wall is good for one way with intermediate Remarks & top supports.
Wall No: 20 I
i 3-14 1
. SUMMRY OF RESULTS l
Office Bldg. Switchgear Room
- Iccation Partition Wall, East Section Fl. El. 23'-6" Dimensions of Height: 9 Ft 0 In. Thickness: 8 In.
Model Width: 17 Ft 8.5 In.
Block: ASm-C-90 ( X) Running Bond f
ction && W "M" ( ) SMcked Bond
( ) Reinforced ( ) Other
( X) Unreinforced
( ) One
( ) Vertical Span To Fr g ency ( ) Horizontal Span Range - Hz (Uncracked ( X) Two Way Section) ( ) 4-Edge Support 22.6 To 29.2
( X) 3- Edge Support w/ free edge strengthened
( ) Top, (x) Side, Missing
( ) One Way g, ( X ) Two Way: 0.44 g, Acc tion (OBE) (OBE)
(Uncracked Section) g, 0.70 g, (SSE) (SSE)
( ) One Way:
Flexural Tensile ( ) Normal to Bed Joint, vs Stresses - psi (OBE+DL) (Mlw21e)
(Uncrakced vs Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( X ) Two Way:
( X ) Normal to Bed Joint, 21.1 vs 25_0 (OBE+DL) (Allowable) 33.4 vs 41 _s (SSE+DL) (Allowable)
( X ) Parallel to Bed Joint, Noolicibin vs 50_O (OBB+DL) (Allowable)
Neelicible vs 75.n (SSE+DL) (Allowable)
Wall is good for two way with top support Remarks and free edge reinforced.
Wall No: 22 l
3-15 l
i _ _ , ___
. SUMARY OF RESULTS Office Bldg. Switchgear Room Iccation Partition Wall Fl. El. 23'-6" Dimensions of Height: 11 Ft 0 In. Thickness: 8 In.
Model Width: E Ft 0 In.
Type of Block: ASIM-C-90 ( X) Running Bond Construction Mortar: Type "M" ( ) Stacked Bond
) Other
( ) Reinforced (
( X) Unreinforced
( ) One
( ) Vertical Span To Frequency ( ) Horizontal Span Range - Hz (Uncracked (X ) Two Way Section) ( ) 4-Edge Support 39.8 To 51 .4 (X ) Edge Support w/ additional framing and bracing
( ) Top, (<) Side, Missing Ac tion ( ) One Way g, ( X) Two Way: 0.45 g, (OBE) (OBE)
(Uncracked Section) g, 0.65 g, (SSE) (SSE)
( ) One Way:
Flexural Tensile ( ) Normal to Bed Joint, vs Stresses - psi (OBE+DL) (All M le)
(Uncrakced vs Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( X) Two Way:
( X) Normal to Bed Joint, 25.1 vs 25.0 (OBE+DL) (Allowable) 35.6 vs 41.5 (SSE+DL) iAllowable)
( X) Parallel to Bed Joint, 35.2 vs 50.0 (OBE+DL) (Allowable) 50.1 vs 75.0 (SSE+DL) (Allowable)
Wall is good for two way with top & vertical Remarks edge and intermediat'e supports. 23 Wall No:
3-16
. SUMiGRY OF RESULTS Turbine Building, North East Stairwell West Wall, Location Lower Part Floor Elev. 23'-6" Dimensions of Height: 17 Ft 11 In. Thickness: 8 In.
Model Width: 13 Ft 9 In.
Type of Block: ASIM-C-90 ( X ) Running Bond Cortstruction Mortar: Type "M" ( ) Stacked Bond
( ) Reinforced ( ) Other
( X ) Unreinforced
( ) One
( ) Vertical Span To Frequency ( ) Horizontal Span Range - Hz (Uncracked ( X ) Two Way Section) ( X ) 4-Edge Support w/ add'l. 26.0 To 33.6
( ) 3- Edge Support frame and supports
( ) Top, ( ) Side, Missing Acc tion ( ) One Way g, ( X ) Two Way: 0.18 g, (Uncracked W) (OBE)
Section) g, 0.31 g, (SSE) (SSE)
( ) One Way:
Flexural Tensile ( ) Normal to Bed Joint, vs Stresses - psi (OBE+DL) (Allowable)
(Uncrakced vs Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( X) Two Way:
( X) Normal to Bed Joint, 6.4 vs 25.0 (OBE+DL) (Allowable) 13.6 vs 41 .5 (SSE+DL) (Allowable)
( X) Parallel to Bed Joint, Negligible vs 50.0 (OBE+DL) (Allowable)
Negligible vs _75.0 (SSE+DL) (Allowable)
Wall is good for two way with top & edge Remarks supports and steel frame provided.
Wall No: 24-1 3-17
- SUM 4ARY OF RESULTS Turbine Building, North East Stairwell West Wall, Iocation Upper Part, Floor Elev. 23'-6" Di nensions of Height: 8 Ft 6 In. 'Ihickness: 8 In.
Model Width: 13 Ft 9 In.
Block: AS'IM -C-90 ( X ) Running Bond ns ction Mortar: Type "M" ( ) Stacked Bond
( ) Reinforced ( ) Other
( X ) Unreinforced
( X ) One Way
( X ) Vertical Span 23.03 Tb 29.73 Frequency ( ) Horizontal Span Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Fdge Support To
( ) 3- Edge Support
( ) Top, ( ) Side, Missing Acc tion ( ) One Way 0.17 g, ( ) h Way- g, (OBE) (OBE)
(Uncracked Section) 0.32 g, g, (SSE) (SSE)
( X ) One Way:
( X ) Normal to Bed Joint, 25.0 vs 25.0 Flexural Tensile Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 35.7 vs 41.5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, -
vs (OBE+DL) (Allowable) vs -
(SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
Wall is good for one way modelwith top Remarks support.
,_ Wall Nc: 24-2 i
3-18
SUMMARY
OF RESULTS Turbine Building, Cable Spread Rocrn, West Wall, South Incation Section Floor Elev. 36'-0" Dimensions of Height: 9 Ft 0 In. Thic/=ss: 8 In.
Model Width: 9 Ft 3 In.
Type of Block: ASIM-C-90 ( X ) Running Bond Construction Mortar: Type "M" ( ) Stacked Bond
( ) Reinforced ( X) Other Wall reinforced
( X ) Unreinforced w/unistrut on both sides w/uu.u LuiLa
( X ) One Way
( X ) Vertical Span 49.C To 64.2 ency ( ) Horizontal Span Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Edge Support To
( ) 3- Edge Support
( ) Top, ( ) Side, Missing
Response
Acceleration ( ) One Way 0.20 g, ( ) Two Way- g, (Uncracked (OBE) (OBE)
Section) 0.35 g, g, (SSE) (SSE)
( X ) One Way:
Flexural Tensile ( X) Normal to Bed Joint, 25.6 vs 25.0 Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 36.0 vs 41.5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs _
(SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
Wall is good for One Way Model Wall No: 25 3- 14
SUMMARY
OF RESULTS Turbine Building Cable Spread Roan, West Section Imation of North Wall, Floor Elev. 36'-0" Dimensions of Height: 9 Ft 0 In. Thickness: 8 In.
Model Width: 30 Ft 8 In.
Block: ASal-C-90 ( X) Running Bond Type of Construction Mortar: Type "M" ( ) Stacked Bond
( ) Reinforced ( X) Other Wall reinforced with
( X) Unreinforced unistrut in both sides with thru bolts f X) One Way
( X) Vertical Span 26.09 To 33.68 Frequency ( ) Horizontal Span Range - Hz (Uncracked ( X) Two Way Section) ( X) 4-Edge Support 28.02 To 36.18
( ) 3- Edge Support
( ) Top, ( ) Side, Missing Acc tion
( X) One Way 0.33 g, ( X) Two Way: 0.25 g, (Uncracked (OBE) (O E Section) 0.54 g, 0.50 g, (SSE) (SSE)
( X) One Way: .
Flexural Tensile ( X) Normal to Bed Joint, 38.1 vs 25.0 Stresses - psi (OBE+DL) (Allowable)
(Uncrakced , 51.4 vs 41.5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( X) Two Way:
( X) Normal to Bed Joint, 24.1 vs 25.0 (OBE+DL) (Allowable) 35.5 vs 41.5 (SSE+DL) (Allowable)
( X) Parallel to Bed Joint, 3.8 vs 50.0 (OBE+DL) (Allowable) 11.6 vs 83.0 (SSE+DL) (Allowable)
Renarks Wall is good for two way model Wall No: 26 3-2D l-
SUMMARY
OF RESULTS Turbine Building, Cable Spread Room Location North-South Wall on Column Line H.
Floor Elev. 36'-0" Dimensions of Height: 9 Ft 0 In. Thickness: 8 In.
Model Width: 3 Ft 4 In.
Type of Block: ASIM-C-90 ( X ) Running Bond Construction Mortar: Type "M" ( ) Stacked Bond
( ) Reinforced ( X ) Other Wall reinforced with
( X ) Unreinforced unistrut on both sides with
( X ) One Way
( X ) Vertical Span 26.29 lb 33.94 Frequency ( ) Horizontal Span Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Edge Support To
( ) 3- Edge Support
( ) Top, ( ) Side, Missing Acce tion ( X ) One Way 0.33 g, ( ) Two Way: g, (OBE) (OBE)
(Uncracked Section) 0.54 g, g, (SSE) (SSE)
( X ) One Way:
Flexural Tensile
( X ) Normal to Bed Joint, 20.5 vs 25.0 Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 29.6 vs 41.5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
Wall is good for One Way Model 3-2l.
SUMMARY
OF RESULTS 0
l Turbine Building, North East Stairwell frm Incation Turbine. Operating Floor, West Wall Floor Elev. 46'-6" Dimensions of Height: 8 Ft 3 In. Thickness: 8 In.
Model Width: 21 Ft 4 In.
Type of Block: AS'IN-C-90 ( X ) Running Bond Construction Mortar: Type "M" ( ) Stacked Bond j
( ) Reinforced ( ) Other
( X ) Unreinforced
( X ) One Way
( X ) Vertical Span 25.1 To 32.4 Frequency ( ) Horizontal Span ;
Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Edge Support To
( ) 3- Edge Support
( ) Top, ( ) Side, Missing
( X ) One Way 0.33 g, ( ) M Way- g, Acce er tion (OBE) (OBE)
(Uncracked Section) 0.54 g, g, (SSE) (SSE)
( X ) One Way:
( X ) Normal to Bed Joint, 23.4 vs 25.0 Flexural Tensile Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 32.2 vs 41.5 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs _
(OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Two Way:
( ) Normal to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
Wall is good for one way model with top Remarks support.
Wall No: 28 3-22
SUMMARY
OF RESULTS 1
Reactor Bldg. Southeast Stairwell l Iocation North Wall Fl. El. (-) 19'-6" Di:nensions of Height: 36 Ft 9.5 In. 'Ihickness: 8 In.
Model- Width: 16 Ft 6 In.
B1 ck: ASIM-C-90 ( ) Running Bond Type of ( X) Stacked Bond Construction Mortar: Type "M"
. _. ( X) Reinforced ( ) Other
( ) Unreinforced SEE PAGE 3-25 EDR COMBINATION MODEL ANALYSIS s
1 Wall No: 29 i
l l 3-23 , , ,
--.y - - - p , -wgn. - p .- - , < - ,
SubHARY OF RESULTS Reactor Bldg. Southeast Stair Well Iocation West Hall Fl. El. (-) 19'-6" Dimensions of Height: u Ft ? _ c; In. 'Ihickness: R In.
Model Width: 8 Ft 3 In.
Block: ASTM-C-90 ( ) Running Bond Type of Construction Mortar: Type "M" (X ) Stacked Bond
( x) Reinforced ( ) Other
( ) Unreinforced SEE PAGE 3-2SEOR COMBINATION FODEL ANALYSIS 4
, Wall No: 30 3-2f -
3 SUlHARY OF RESULTS - (Cont'd.)
( ) One Way
. Frequency ( ) Vertical Span To Range - Hz ( ) Horizontal Span (Cracked Section)
( X) Two Way _ 6.79 To 8.32(N-S) dir
( X) 4-Edge Support *
( ) 3-Edge Support 17.37 To 21.27(E-W)dir
( ) Top, ( ) Side, Missing
- w/ additional 2 L shape beams & bracings _
Response ( ) One Way: g, ( X) Two Way: 0.31g(N-S)dir Acceleration (OBE) OLE 0.15g (B-U)dir (Cracked Section) g, SSE 0.51g(N-S)dir (SSE) 0.30g(E-W)dir S ses ( ) ma ( ) parallel, to Bed Joint (Cracked Section) f(Steel): vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
(Conc.): vs (Ccmpression) (OE+DM (All M le) vs (SSE+DL) (Allowable)
(X ) Two Way:
(X ) Normal to Bed Joint 3816 vs 20,000 f(Steel) :
(OBE+DL) (Allowable) 6303 vs 36,000
, (SSE+DL) (Allowable) f(Conc.) : -100 vs -396 (OBE+DL) (Allowable)
-166 vs -1020 (SSE+DL) (Allowable)
( X) Parallel to Bed Joint f(Steel): 10,467 vs 30,000 l (OBE+DL) (Allowable)
! 17,326 vs 63,000 l
i (SSE+DL) (Allowable)
Remarks Combination Model Good for Cracked Section with two L Shape Beams & Bracings Wall No. 29&30 Provided
[ 3-25
. SUPNARY OF RESULTS e .
Reactor Bldg. Shutdown Heat Exchanger Rocxa.
Location North Wall, Inthrm. Section Fl. El. 51 '-3" Dimensions of Height: o Ft 11 In. Thickness: 24 In.
Model Width: 14 Ft 11 In.
Block: AS7M-C-90 ( ) Running Bond Type of Mortar: Type "M" ( X , Stacked Bond Consf.ruction ( X) Other grouted double
( ) Reinforced (X ) Unreinforced Wythe 12 in. each wythe.
(X ) One Way (X ) Vertical Span 25.03 To 30.65 Frequency ( ) Horizontal Span Range - Hz (Uncracked ( ) Two Way Section) ( ) 4-Edge Support 7b
( ) 3- Edge Support
( ) Top, ( ) Side, Missing
Response
Acceleration ( X ) One Way 0.32 g, ( ) Two Way: g, (Uncracked (OBE) (OBE)
Section) 0.52 g, g, (SSE) (SSE)
( X ) One Way:
Flexural Tensile ( X ) Normal to Bed Joint, 25.4 vs 40.0 Stresses - psi (OBE+DL) (Allowable)
(Uncrakced 43.1 vs 67.0 Section) (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Alltvable)
( ) 'No Way:
, ( ) Normal to Bed Joint, vs o (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
( ) Parallel to Bed Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
O.K. for One Way Model with top support.
Remarks Provide additional support for equipnent. Wall No: 43 3-26
SIRDL\RY OF RESULTS ,
Turb,ine Building, North East Stairwell from turbine Location Operating Eloor, North Wall Floor Elev. 46'-6" 8 , FC 3 In. Thickness: 8 _In.
Dimensions of lleight: ;
Model Wide.h: __ 5 _ _ Ft 10 In.
- 1
~
l (x) Running Boad '.
Type of Block: ASTM - C-90 Construction Mo: tar: Type "M" ( ) Stacked nond
( ) Reinforced ( ) Other _,
j (x) Unreinforced. ___
(x) One Way l
Frequency 25.15 To 32.47 Range - Hz (x) Vertical Span (Uncracked ( ) Horizontal Span Section) ( ) No Way
( ) 4-Edge Support To
( ) 3-Edge Support
( ) Top, ( ) Side, Missing g, g, Response (X) One Way: 0.33
( ) Two Way: _ OBE)
Acceleration (OBE )
(Uncracked 0.54 g* g, Section) (.33g ) GSE)
Flexural Tensile (x) One Way:
s - p a r. -.25. Ol_
S (x) Nor.nal to Bed Joint, _ 23.1 vs
( (OBE+DLT ' (Allowable)
Section) 33.7 vs 41.5 (SSE+DL) e (Allowable) vs
( ) Parallell to Bed Joint', ~ (OBE+DL)
(Allowable) vs (SSE+0L) (Allouabic)
( ) Two Way:
( ) Normal to Bed Joint, __
vs _
__(OBE+DL) (Allowable) vs (SSE+0L) (Allowable)
( ) Parallel to Bod Joint, vs (OBE+DL) (Allowable) vs (SSE+DL) (Allowable)
Wall is good for one way model with top Wall No. 44 Remarks ,j mrppod. ,
3-27
I' L
CAIf0 LATED SHEAR STRESSES AND ALIONABLES FOR RUNNING BOND WALLS Out of Plane In Plane Shear Flexural (PSI) ;
Shear (PSI) ;
Wall No.' OBE SSE OBE SSE REMARKS l 1
5 6.6 9.9 6 6.6 9.9 Results are calcula-lated for the critic-al vall N^. 6.
7 6.6 9.9 2.7 5.3 17 9.3 12.8 18 7.0 11.3 l Deleted fran Anal.
21 22 7.7 12.1 23 11.1 15.3 24-1 3.6 7.9 pesults are calculated for the critical wall 4o. 24-1.
24-2 3.6 7.9
+ma 25 8.9 13.3 26 11.2 17.0 27 7.8 11.9 28 11.1 17.1 44 6.3 10.3 Allow. 38.1 31.2 OBE Stresses (PSI) 49.5 40.6 1.3 (OBE)
Note: In plane shear stress is not critical wherever it is not given.
3-28
f --
^
f,,
- =, CALQLATED SHEAR STRESSES AND ALIDWABLES FOR STAQTD BOND WALLS Out-of-Pl ane In-Plane Shear Flexural Shear (PSI)
(Shear (PSI)
Wall No. OBE SSE OBE SSE REMARKS 1
8 8.2 13.3 15 4.0 7.3 19 5.3 9.3 20 5.2 9.1 29830 10.0 16.0 17.0 27.0 Combination Model with 3-D Seismic Force 31 To be analyzed later 32 To be analyzed later 33 To be analyzed later 43 3.1 4.9 45 To be analyzed later Allow. 25.4 20.8 ._ . .- O_BE , - - - - -
(PSI) 33.0 27.1 _
1.3 (0BE)
Note: In plane shear stress is not critical wherever it is not given.
3-29 l
1
-- _. 1_
OYSTER CREEK NL' CLEAR STAT 105 3
Bldg. Fir. Mass Fir. Max. Story Diff. In-Plane Model No. Elev. Disp. Height Disp. Strain Remarks Results 2.795 x 10- -5 5 75.25 24.00 0.868 x 10' 3.62 x 10 Allowable ,All Reactor 6 51.25 1.927 27.75 0.994 3.58 Strain Walls Bldg. 23.50 0.933 -4 Satisfy 7 23.50 0.473 2.01 _y(68x10 In-Plane 8 0.00 0.460 19.00 0.460 2.42 Strain Base -19.00 0.000 -- --
'9 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.
e
'3-30
OYSTER CREEK KUCLEAR STATION
- IN PIANE STRAIN DUB TO SSE l 1 BLDG FLR MASS FLR MAX Story Diff. IN PLANE REMARKS RESULT 6 Model No. ELEV. DISP. Height DISP. STRAIN Reactor 5 75.25 5.591X10 24.00 1.738X10 7.24X10 Allowable All BLDC 6 51.25 3.853 27.75 1.986 7.16 Strain Walls 3
! 7 23.50 1.867 23.50 0.947 4.03 fc(1.33X10 satisfy
. 8 0.00 0.920 19.00 0.920 4.84 In-Plana Base -19,00 0.000 strain require-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 -
t j For Notes see the Preceeding page.
.i l
i 3-31 1