ML20248B538
| ML20248B538 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 04/05/1984 |
| From: | Campbell D, Fitzsimmons M, Don Krause ROCHESTER GAS & ELECTRIC CORP. |
| To: | |
| Shared Package | |
| ML17265A300 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR EWR-2846, NUDOCS 9806010330 | |
| Download: ML20248B538 (11) | |
Text
-
f.cs N.+ppy,vsesrg.p.>r- ~~ se n~%.,.-
'.,n;;.yp 7qc 7[q.;'-
.. h.. c -
., l
- ....Qgg,,,g k.4
' y.g., peg,' gil g
,v
.. x
.,.-c.
. J'.
A->
/
t
', 3.,..j,g*,* '
p
- *,.A. *;
3 r.
wy OFjg3 f..,,
susrcs carnara
.. ~
m4
- .y yt:
ros -
.y
- Q
.c$..P ' -
'W nuomar us.L sv4samer
- g e.-
run u..
2s46 car v.o. u.. o6-4s26-o45 Rocars m cas AuD rr.scrare concuATION N
R. E. Clans Stati e - Unit 1 3
Originator
"' M L S*)/* N (Data)
-,f [i dM8 CAI Approval
+
s (Project Estlinee 6 (Date)
RC&E Approval _
W 8I W
(,.
- ', q. (' y a.'
(Dete) n.
Revisions Approval i
Ho.:.
- Page, Date
,CAI, RC&E
-sans w 1
n
\\
9806010330 980527 bq PDR ADOCK 05000244 3
P PDR
3
.t u :,. :O *{-hNWhfk:f?Sf &hk.s myM'-D. -hf~
l*$
- ~
',-?<~.'.W,r'fh%yf'O$$e:iw..-.. 4.;i..s? y*?Q
..,<qQr&
No. Ali
- .*i.n.
bh ~.,.,.&*'*'
7 y
- ?' '
g3
~-
., < - =:%.;
e s.J
.r
^
\\b
.. -. ~;..r. ;
}
"i
' 3E515 CRIMIA' Uf.[;.-
_, y
,,3;
~'
g
,4
. <..e
. W
- 9
. < ~..
, /C' -
r
.-C Misent utIL EvataRIIW,.:A >
..-f '.
'M
+-
y,y
,..,.,..,, ; rg,;,,, wg, ?,y
. : :,f.*
r
.y EME Wo.
2846 CAI W.O. No. M-4824 f)J ROCEESTER CAS A N EIac!EIC CORPW ATION N
O R. E. Clans station - Umfe 1 r.3 1
b Orislastee
- '"?"
I'2/*64'
<n.t.>
._' k H N/O CAI Approval a
cer.3.a e,e n
co.t.)
O N 8I ac6E Approval
.i A*
_-4 m
g p g ',q.( 7 4 (Det.)
o.
Revisions Amorovst
!.12.
P, tat D,gt,g CAI RC&E semice==== mm 9806010330 990527,. A.\\
1
'1 s
PDR ADOCK 05000244 V
P PM U -
)
.<,.q.m %.
-,,m,.-
..., c.
h 1.0 SUPMARY DESCRIPT10s OF TNE DES!CE l
1.1 This Design Criteria applies to the analyses and evaluation of the safety related masonry walls. The s'f*cific wa ts are listed in the RC&E letter dated 4-28-83 from J. E. Maier to ERC (Eef. 2.1) and are shown on RC&E drawings 33013-971, 972, and 973. The Cinna masonry walls were previously evaluated and modified in response to Nic Inspection and Enforcement Bulletin 80-11 utilizing Design Criteria EWR #2846, tev. O, 9-26-80 (Ref. 2.2).
This evaluation is performed in response to the NEC request for additional information by letter dated 9-21-83 to Mr. John E. Maier (kef. 2.3), and is performed to more conservative criteria levels corresponding to current requir ments. These criteria levels are l
j defined in this document.
l l
l 1.2 The basic functions of the masonry walls depend on the particular building and location of the wall. With the exception of a few
[
extertor walls which provide weather protection, the majority of i
the interior walls serve to subdivide the space within the steel I
frame buildings and do not perform a structural function in the building framing system.
2.0 REFERENCED DOCUMENTS 2.1 RC&E letter dated 4-28-83. Mr. J. E. Maier to Mr. D. M. Crutchfield, NRC - list of safety-reta:.ed masonry walls.
2.2
" Design Criteria - Cinna Station - Block Wall Modifications".
EWR (2846, Rev. O, 9-26-80.
1 l
?.3 NRC letter dated 9-21-83, Mr. D. M. Crutthfield to Mr. J. E. Maier, RC&E - " Request for Additional Information; j
Masonry Walt Design, IE Bulletin 80-11".
j i
l 2.4 Technical Specification, Masonry Work, Robert Emmett Cinna Nuclear i
Power Plant, Unit No. 1. RC&E Corp., Rochester, New York (1967) l SP-5360.
j 2.5 c/C Design input Record for Masonry Wall Evaluation, W.O. 04-4947-000: File Code 1:44.2 and 1:44.3, Rev. O, 9-22-80.
2.6 C/C Cinna Masonry Wall Evaluation, W.O. 04-4947-000: File Code 1:44.2 Calculations for Boundary Fix Analysis and Design, and
)
File Code 1:44.3 Application of Boundary Fixes.
l l
l 2.7 C/C Cinna Masonry Wall Evaluation, W.O. 04-4947-000: File Code 1:44.1, Calculations for Structural Analysis Using Fini'.e Element Computer Models.
2.8 Abbot A. Hanks. Inc. Testing 1. laboratories Report No. 8783!t.
'I "Sumary Report Kwik Bolt Testing Program, March 24, 1977.
- m :amw r
l i
1 h
l
a.m.ye a.
- ~,
.1.-.; n. _,, -
7c p.
o 2.9 Technical Specifications for Fermisklag steelveek for Pressurizaties Wells and Miscellaneous ENE's, TS-201-044594-C5, Cinna Station.
Tec' mical Specifications for Installation of Stee. work for 2.10 a
Pressurization ustle and Miscellaneous EWE's, TS-202-044594-C5, Cinna Station.
2.11 RC&E Technical Specification for Insta11stion of Witti Kwik Bolts, ME-130.
2.12 RC&E Report on Masonry Walt Design, I.E.Bulletin 80-11, E. E. Cinna Nuclear Pouer Station. November 4, 1980, transmitted to NRC by letter from Mr. J. E. Maier, RC&E, to Mr. B. H. Crier, NRC, dated 11-4-80.
2.13 RC&E Supplemental Information Response to I. E.Bulletin 80-11, transmitted to NRC by letter from Mr. J. E. Maier, EC&E, to Mr. B. H. Crier, NRC, dated 1-30-81.
2.14 C/C Cinna Station Seismic Upgrading Program, W.O. 04-4824-005:
- ~
"Aesctor Building Seismic Analysis", December 21, 1979; " Auxiliary Structures Seismic Analysis", May 15, 1980; and " Auxiliary
~~
Structures feismic Ar.alysis, Addendum I, Additional Floor Response Spectra", March 24, 1972.
3.0 SEISMIC CATECORY The walls listed in reference 2.1 are classified as class I as 51 stated in Cinna Station FSAR Vol. #$.1.2-14.
For this evsluation, Class I corresponds to Seismic Category I in accordance with NRC Reg. Cuide i.29.
4.0 QUALITY CROUP None.
5.0 CODE CLASS 9,
None.
6.0 CODES._ STANDARDS AND RECULATORY REOUTREMENTS 6.1 Cinna Station FSAR I
6.2 American Institute of Steel Construction (AISC), " Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings", New York, N.Y.
November 1978.
6.3 American Concrete Institute ACI 349 - Appendiz 8 "Steet l
Embedments". August 1978.
1 f
1 1
,.teri ~m o 2
6.4 American Concrete Institute, ACI commaittas 531-79 and Commentary ACI 531a-79, "Comerete Masonry Matt structures - Desism and Construction".
U, 5. Woclear Regulatory Commission, Standard te siew Flas Appendiz i
6.5 A to Section 3.8.4 "!aterim Criteria for Safety-telated Mascory l
Wall Evaluation", Rev. O, July 1981.
6.6.
U. S. Nuclear tagstatory Commission, Inspection and Enforcement Bulletin 80-11. "Masonr7 Walt Design", !ay 8, 1980, Docket No. 50-264.
6.7 American Welding Society (AMS): D1.1 Structural Welding Code, 1981.
6.8 USNRC Regulatory cuide 1.29 " Seismic Design Classification",
Rev. 3. September 1978.
~
State of New York, " State Bui1 ding and Construction Code",
6.9 November 30, 1979, Section C 304-4 6.10 American National Standards Institute, ANSI A58.1-82, " Standard Building Code Requirements for Minimum Design Loads in Buildings
~
and Other Structures."
7.0 DESICN CONDITIONS None.
DN 8.0 LOAD CONT *.TIOtlS e$
8.1 Dead (Ref. 2.2)
Based on material density of 115 pounds per cubic foot for 7
masonry.
Dead Load Material (PSF of Wall) qs 4" Brick Facing 35 8" Solid Block 73 12" Solid Block 110 17 4" Open Cell Block 37 8" open Cell Block 55 12" open Cell Block t
An additional distributed dead load is applied to the surface of the vs11 panets to account for attachments to the watts. For the evaluation vork included in this scope, the attachment toad will i
be either 15 psf or 5 psf corresponding to the attachment load l
used for the initial 80-11 evaluation performed previously.
I Attachment loads may be reduced to reflect actv:! field as-built conditions. Dead load of masonry will remain the same for each 3
penet as used is the previous campster smalyses. Ace h t loads l
500 pounds or more are reflected as concentrated loads on the modet.
8.2 Seismic This evaluation addresses masonry well behavior during a design Safe-Shutdown Earthquake. Seismic accelerations are obtained using the Floor Response Spectra generated in the seismic analyses of the buildings (ref.
2.14).
1.evel 1 Analysis:
Safe Shutdown Earthquake (SSE) 0.2g.
Levels 2, 3, and 4 Analyses:
Safe Shutdown Earthquake (SSE) 0.17 g.
n Damping for the masonry walls under SSE is 7% in accordance with item 4.(c) in Appendiz A to SRP 3.8.4 (Ref. 6.5).
The response due to vertical direction seismic acceleration is combined separately with the response from each of the two horizontal directions.
N 8.3 Wind C'
Wind loads correspond to plant design normal wind load defined in the FSAR applied in accordance with ANSI A58.1-82 (ref. 6.10).
8.4 Live. Pressure. Temperature There are ro live loads or loads associated with temperature or pressure differentials applicable to the wall panels in this evaluation.
8.5 other Interstory drift effects are included in the analysis as required by SRP 3.8.4 Appendix A item 4f.
d6 Tornado Tornadn loads are nnt considered in this evalur. ion.
car.r -
E
..y x.
,~
m m.~
" 1,a -
l l
9.9 ENTTa0sMENTAL COWDITTOWs Environmental conditions such as camparature and pressure differentials were reviewed during original 'lulletin 80-11 evaluation and found to be negligible. Therefore, these load I
conditions are not applicable to this evaluation.
10.0 INTERFACE REQUIREMENTS l
10.1 The definition of which walls are safety-related and included in the scope of this evaluation nas been perfomed by RC&E and is set forth in reference 2.1.
10.2 Justification of the boundary conditions used for the computer anstytical models is included in the scope of this evaluation.
10.3 As-built drawings of each wait have been prepared under previous work scopes (ref. 2.6).
The as-built drawings are used as-is for input to this evaluation.
11.0 MATERIAL REQUIREMENTS S.
The scope of work addressed by th8s criteria includes analysis ontys no design of fixes is included. Based on the origir.a1 j
project specifications (refs. 2.4, 2.9, 2.10, 2.11) the materials are listed below as exerpts from these specifications.
l 11.1 Brict r
Facing brick shall conform to the requirements of ASTM Specifications C 216-65, Crade SW and Type F85. Final selection e
of brick shall be by the Engineer.
11.2 Concrete Masonry Units 11.2.1 Hollow loading bearing units conforming to ASTM C 90-66T, Crade C-11.
.w 11.2.2 Interior non-load bearing partitions shall be Haydite block.
All block, both normal and lighweight, conform to ASTM C,90.
11.3 Concrete Masonry Red Reinforcing Reinforcing shall be Dur-O-Wat standard, truss design, or llohmann & Barnard. Inc. Trus-Mesh, of vidth 2 in. less than the l
nominal thickness of the wall. Reinforcing in exterior valls shall be galvani.ted in accordant.e with AST* A 116-65. Class 1, specification.
Installation shall be in st rict accordance with the manuf acturer's recocunendations.
w.e
11.4 Partities Ties A 1/4" x 1/4" x S with 2 is. right angle bands at either and, prime palated with 13-Y-5 Zine Chromote primer as made by Mobil Chemical Co.,
Metachen, NJ, or approved egsel.
11.5 Anchors at Columns As shown on the drawings, anchors will be provided by others at 24 in. centers. Locations will be established as a part of this Contract.
11.6 Control Joints Dur-O-Wal, wide flange, Rapid Control Joint.
11.7 Mortar 11.7.1 Mortar and mortar materials shall conform to the requirements of the property specifications of ASTM Specifications for Mortar for Unic Masonry C 270-647, Type N.
1.
Portland Cement: ASTM C 150-66, Type I or II.
2.
Hydrated Lime: ASTM C 207-49, Type S or Miracle Line as made by C.&W.H. Corson, Plymouth Meeting, PA.
3.
Sand: ASTM C 144-66T.
4 Water: Water shall be clean and free of deleterious amounts of acids, alkali, or organic materials.
5.
Mixing: Mixing shall be done in a mechanical batch mixer. No more mortar shall be mixed at one time than can be used within 1-1/2 hours.
6.
Admixtures: Salts and anti-freeze compounds to lower the freezing point of mortar will not be permitted.
11.7.2 At the subcontractor's option, a prepared mortar may be used conforming to ASTM Specification C 91-66, Type !!.
11.8 Concrete Fill I'c = 1000 psi.
D 11.9 Reinforcing Bars ASTM A 615 Crade 40.
11.10 All materials will be considered " Controlled Materials" per C 302-2 c' the State Building Construction Code.
I 6
m '
11.11 Structural steel conferas to ASTN A36.
11.12 Concrete expension anchors are Ellti-Kwik bolts.
11.13 Structural bolts and threaded rod ASTM A307.
11.14 Welding electrodes: AWS Spec. E70XI and compatible with base metals being joined.
12.0 NECMANICAL REQUIREMElrTS None.
13.0 STRUCT11RAL REQUIREMENTS 13.1 Load combinations are in accordance with Appendix A to SEP 3.8.4 (see 6.5).
The applicable combir.acions for this analysis excluding loads with zero value are:
(1) D + E' where E' = SSE (2) D + W W = Design Wind as D = Dead load of masonry plus attachments 13.2 Allowable stresses are as follows:
Levels 1 & 2: For the SSE load combination and wind combination, the allowable stresses comply with Appendix A to SRP 3.8.4, item 3 with exceptions taken to 3(b) and 3(c).
Level 3: For the SSE load combination the factor on D*
unreinforced masonry tension perpendicular to the bed joint is
,~-
increased from 1.3 to 1.5.
Level 4:
For SSE toad combination the factor on unreinforced masonry tension perpendicular to the bed joint is increased P'
from 1.5 to 1.67.
13.3 Capacities of typical edge support conditions as determined in previous calculations (ref. 2.6) are used for this evaluation.
,3 13.4 Finite element computer models used for the initial masonry watt evaluation and edge support modifications (Work Order 04-4947-000) are used directly for the analyses in this evaluation (Rsf. 2.1).
13.5 For walls with reinforcing. the walls may be evaluated as reinforced D
walls.
Exception is taken to the design and analysis considerations 4(h) and 4(j) in SRP 3.8.4 App. A.
14.0 IlYDRAULIC REQUIREMENTS None.
G4e4 /L.
_r 1
i 15.0
_CNENISTRY REDUIRE W r!5 None.
16.0 ELECTRICAL REQUIREMENTS ku.
17.0 OPERATIONAL REQUIREMENTS None.
18.0 INSTRUMEWATION AND CONTROL REQUIREMENTS None.
19.0 ACCESS AWD ADMINISTRATIVE CONTROL REQUIREMENTS None.
20.0 REDUNDANCY. DIVERSITY AND SEPARATION REQUIREMENTS None.
21.0 FAILURE EFFECTS REQUIREMENTS The masonry walls are evaluated for the loads defined in Section 8.0 and load combinations as described in Section 13.0.
The results of the evaluation will indicate the level of criteria as described N
herein to which a wall is qualified.
22.0 TEST K. REQUIREMENTS None.
9 23.0 ACCESSIBILITY, MAINTENANCE. REPAIR AND INSERVICE INSPECTION REQUIREMENTS None.
24.0 PERSONNEL REQUIREMENTS
' lone.
25.0 TRANSPORTER!LITY REQUIREMENTS None.
26.0 FIRE PROTECT!ON REQUIREMENTS None.
CenI M 8
....'~ W4 iAg
- y --
..y.. -; ~ 4 W F p ~,
- g g g g ;.;s &.. ~~ ;,,.,,. Q..;.
,y ? ':,Y,p!,5s.,2
.g,-
~ ~ *y;;
,,n..,,
4... c... ;.;,
.e._-
27.0 EAWEJWC ES2WISBNBirf5 uomo.
28.0 PUBLIC SAFETY 88m t*_8"5Nf5 i
Mone.
29.0 APPLICABILITY None.
30.0 PERSONNEL SAFETY REOUltEMENTS i
None.
31.0 UNIOUE REQUIREMENTS None.
emme e
WhmRW emme
- 7 b
b
_ wp.
9
a M_ ERSIZE
_%ih$
8 G.,, ;:'.,,,l;- -
~. '
A
- o.sy.... :c :.%,DDCUMENT
-yj r }~fn
- t 1
?
7 PAGE(S) PULLED 4
, t i-m,,..
R~'Y'j'k..fE'.,j$' $EE MERTURE CARD HL5S '
3:rc nWl'h@.+f9;% g4g? *);,?'.;.; > TN,.2.v.-r W
- '!~'.~l* ' ~
j Jr a,
,.. J,3.,.g.3,q.; ]y,*,
4 4
kBc k?
q
%c.
r,
-..n:.w.,,.,,; 9;.
s s d.7..;3: :. :<m?* Yrp x.. : k.r% *~.... 2h
. l.9...
- 7pf M*.
f;d:;h)f;lf%l.yp[*Jf'#%.f....... APERTURE CARD / PA a t * ~' c.J;w*3. ',M1,
.b. g-?.9.'. f
"/'.* %5 ;**,.l P.--
j it '. *
'4
.'i e
yi.t
~:
A, 3t*
.;;? w >.s L.,..i;;5*,4' Wa*
'n
- r. '
,pd.g o.r. ;f kl: a
.-n f V*,g ", e y.
p
,,.'D' QQ+(s,g.p;2.@., g.h i
u gsNUMBER OF.0VERSIZE PAGES FILMED ON APERTURE CARD (S) '
. wg.-..............................o............................................
~~ w. r,1 s
. s.:
MACCESSION NUMBERS OF OVERSIZE PAGES:'
Awue.?:-
. i..
~
s
,.,..s
,}
~
- - ;*
- -;; t.gi p,: 7 s
v 4a.1 A
+
+
W 4
a--
y.
3M e
e.
., - *X I
<,W I
,q.
e.'- li (,,
3 m
-