ML20101Q754
| ML20101Q754 | |
| Person / Time | |
|---|---|
| Site: | Quad Cities  |
| Issue date: | 04/08/1996 |
| From: | COMMONWEALTH EDISON CO. |
| To: | |
| Shared Package | |
| ML20101Q748 | List: |
| References | |
| 9200-E-S-1, 9200-E-S-1-R3, 9200-E0-S-01, 9200-E0-S-01-R03, NUDOCS 9604150185 | |
| Download: ML20101Q754 (11) | |
Text
{{#Wiki_filter:~. 1. COMMONWEALTH EDISON COMPANY CALCULATION REVISION PAGE CALCULATION NO. 9200-E@-S PAGE NO.:0.2.59 REV: 3 STATUS: APPROVED QA SERIAL NO. OR CHRON NO. DATE: PREPARED BY: b 4A DATE: Nf 8f 9b REVISION
SUMMARY
TO DEMONSTRATE, USL s A REPRESENTATIVE EXAMPLE, THAT THE REDUCTION OF TORSIONAL , LOADS FkOM THE AUXILIARY STEEL WILL SIGNIFICANTLY REDUCE THE IC VALUES FOR THE BEAM AND ITS CONNECTIONS. BEAM B2 OF UNIT 1 SE CORNER ROOM IS SELECTED AS AN EXAMPLE. l ADDED DCS PAGE 0.2.59 ADDED PAGES 89.34 - 89.42 ADDED PAGE FOR REFERENCE ONLY 89.42.Al .i 4 DO ANY ASSUMPTIONS,IN THIS CALCULATION REQUIRE LATER VERIFICATION YES b NO REVIEWED BY: [ ' [ DATE: 8/94 REVIEW METHOD: 7DETAILED f COMMENTS (C OR NC) : NC APPROVED BY: 7 d M DATE: dN(- V V REV: STATUS: QA SERIAL NO. OR CHRON NO. DATE: PREPARED BY: DATE: REVISION
SUMMARY
M a2 gg
-C8 I C rn 1
W 7, 9 en I
~3 .b W i -
nO J c*f
- rn d
b DO ANY ASSUMPTIONS IN THIS CALCULATION REQUIRE LATER VERIFICATION YES NO REVIEWED BY: DATE: REVIEW METHOD: DETAILED COMMENTS (C OR NC) - J
! APPROVED BY: DATE:
9604150185 960409 PDR ADOCK 05000254 P PDR
Uk i N Bb F CON N PROJECT NO. 9200 (10004-002)
~
CALCULATION NO. 9200-Eo-S REV. NO. 3 PAGE NO. 89.34 DESCRII7 TION PAGE NO. SUB-PAGE NO. TITLE PAGE 0.1 REVISION cUMMARY 0.2.59 TABLE OF CONTENTS 89.34 PURPOSE / OBJECTIVE 89.35 METHODOLOGY AND ACCEPTANCE CRITERIA
- 89.35 ASSUMPTIONS SEE CALCULATIONS DESIGN INPUT SEE CALCULATIONS REFERENCES 89.35 i
CALCULATIONS 89.36 - 89.42
SUMMARY
AND CONCLUSIONS 89.42 ATTACHMENTS 89.42.Al I l
1 l COMMONWEALTH EDISON COMPANY P CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) lPAGE NO. 89 35 REVISION NO. l l 3 l l ,
, PREPARED BY: S ~J (i(dtg.b.pATE: f/9/g l REVIEWED BY; LTE: y j/j
- l 1
Purpose and Background This calculation is performed as a response to an NRC question on the functionality calculations performed for Quad Cities corner rooms. A beam (Beam B2 in Quad Cities Unit 1, South East Comer Room) with high connection ICs in the preliminary LMS analysis was selected by NRC for further evaluation. It was requested that we demonstrate, using a representative example, that the reduction in torsional loads from the auxiliary steel will
- result in significantly reduced stress interaction coefficient (IC) for the beam and its ,
I connections. This calculation is made in response to the NRC request. References
)
4
- 1. AISC Manual 6th edition
- 2. S&L Dwg. B-273 Rev G Quad Cities Unit 1 l
- 3. Sargent & Lundy Calc No. 8868-19-01-SE Rev 0 p. 5.1 of 6 i
- 4. Preliminary LMS Analysis Run ID SQ1SE Dated 8-26-9116:42
- 5. Pipe Support Loading on existing Steel For Support M1611-32 i Nutech Calc No. 28.0201-1111.31.01 pp.14 of 16 (attached)
- 6. Sargent & Lundy Standard SDS E7 Rev 3 Methodology The auxiliary (AUX) steel members framing into Beam B2 will be studied. Reduced torsional moments on the beam from the auxiliary steel will be used that account for the relative flexibility of the beam with respect to the AUX steel framing members.
Connection and beam allowables calculated previously in Ref. 3 will be prorated based on the functional evaluation criteria ( i.e. plastic section modulus will be used where applicable). Since this is functional evaluation, only SSE load combinations will be addressed. This is 4 because the magnitude of other load combinations is enveloped by the load magnitudes of SSE combinations. 82Q1SE.MCD p 1
I COMMONWEALTH EDISON COMPANY l CAL CULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. gg.3g l l l l REVISION NO. ~3 PREPARED BY: $ '{ C Uderet DATE: 'l
/ }f- l REVIEWED BY:,(/d,,7, / TE: g Framina Arranaement i 2. ') ,
'9
_!4 '
' ~
e z > oxdx 8/2 s,.[_ b, 2 '4* ' '
. (CUT To Fil
.. i (TTM s
SEE DET. G s w c.e. p I I ft. 2-lh'd bS2.R HOW.% l C TYM I pg
.f $fgg{, h g ;g.37,, o . i o : W.
a - - - -vo c ,. o i
)0 ic e,
~~ i o 1
$ a o 1 1
- o )SGA
, d .
0 ezu n 4 w c-r. v. n .- :- =
)
I s . z k_ i - rw _ _i.pc ! PLATF ORM EL. 580'- lV . ToF of" 5TLE.L. E.L. 5 80
- C
- 3 V ;
B2Q1SE.MCD p 2 i
4 COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E(-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. gg,3 REVISION NO. 3 l l l l PREPARED BY: ~$ 7 CkhphwyDATE: + @ /h l REVIEWED BY- TE: 9 jy Calculations 10WF33 Properties From AISC 6 th edition Manual (Ref 1): bi := 7,9M !n tf := 0.433 in d ': 9.75 in tw .= 0.292 in 2 3 A := 9.71 in lx .= 170.9 in' Sx .= 35 in 4
!y . 36.5 in Sy := 9.2 in*
ry '= 1.94 in Fy .= 36 ksi Yield Stress Corodinates: x = WF Major Axis; y = WF Minor Axis; z = WF Axial Axis Beam B2 Ends: Left = East Right = West 1 I l . I l l l l B2Q1SE.MCD p 3 _ _ _ _ _ _ _ _ _ =- _
COMMONWEALTH EDISON COMPANY i CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. g,g REVISION NO. 3 l l l l , PREPARED BY: 6 ~l C kiv;jry_ DATE: - . /9(, l REVIEWED BY / E: j
/
Torsional Load on Beam B2 Review of Ref 4 indicates that torsional loads on this beam are from following auxiliary steel i attachments: Attachment LMS Attachment ID Loc. Torsion (SSE) (from Left) Gallery Attachment M-GALL 8.23 ft 0.07 kip-ft Hanger Attachment M1611-32B 7.42 ft 2.39 kip-ft
- The above torsional loads were used in the 1991 LMS analysis.
Subseauentiv. the hanaer attachment loads have been revised accountina for 4 the relative flexibility of the structural steel with respect to the AUX stee! ) framina (Ref 5). As a result. the torsional load due to support M1611-328 has ' been reduced from 2.39 kip-ft to 0.033 kip-ft (Ref 5). The revised torsional loads will be used in this calculation. Note that the vertical shear load from the support has remained virtually unchanaed (2.60 kips in Ref. 5 vs 2.63 kip in Ref 4). 4 A 2 i 4
+
B2Q1SE MCD p 4
l 1 COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. REVISION NO. 3 l l l l PREPARED BY: 6 ~T (,Mak DATE: /!/b / } t, l REVIEWED BY: j E: g The revised torsional moment at the critical right connection is calculated below: Torsional Moment Location from the LMS ID Left Beam End M-GALL
/ 0.07. kip ft } [8.23 ftj 0.033 kip ft / \7.42 ft/ M1611-32B Torsional Reaction at the right (west-end) connection of Beam 82 i.e. at B2R:
MzR.: [ Loc; My- Beam Span is 11.06 ft 11.06 ft MzR = 0.07 kip ft Other loads at B2R (From Ref 4) under critical SSE load combination of WESTSSE: RxR = 0. kips RyR - 6.1 kips RzR = 2.9 kips B201SE.MCD p 5 i
.r., , ,.
- - COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E&-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. $$.40 l l l l REVISION No. 3 ,
/
PREPARED BY: $ T (),.1g[gDATE: #}/b/0, l REVIEWED BY: / [f'O4TE: B2R Allowables The critical connection component with IC of 8.64 is out-standing leg bending of the clip angle in EASTOBE load combination. Under SSE load combinations, the critical load combination is WESTSSE producing a clip angle out-standing leg bending IC of 5.56. The connection allowables given in Ref 3 are based on S&L standard SDS E7
- (Ref 6). These allowables for angle outstanding leg bending for axial load Rz, lateral load Rx, and torsional load Mz are based on 0.8 Mp (Mp*1.6/2.0), where Mp is the plastic capacity of the outstanding angle leg. Since the functional evaluation criteria allows for use of up to 0.95 Mp, prorate the allowables as follows
ARX := 2.8 kips og ARX = 3.32 kips
\ 0.8 /
. ARZ = 10.3 kips f ARZ = 12.23 kips
\0.80 )
AMZ = 0.32 kip ft. O AMZ = 0.38 kip ft 0.80 Note that Ry load does not contribute to angle out-standing leg bending. Thus the revised interaction for out-standing leg bending is:
,g3 , RxR RzR MzR ARX ARZ AMZ IC1 = 0.43 For reference - contribution of each component.
RxR ,g RzR , gg MzR
= 02 ARX ARZ AMZ 4
B2OISE.MCD p 6
COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E$-S I PROJECT NO. 9200-00 (10004-002) l PAGE NO. g,y REVISION NO. 3 l l l l , PREPARED BY: $ T CvsbkDATE: "/8I14 l REVIEWED BY; ,$ [dkTE:[ . Review of the LMS Run (Ref 4) also indicates that the 10WF33 web bending interaction is also high. Check the web bending IC for SSE, similar to the the calculation above. Note that for simplicity the Ry allowable will not be prorated to 0.95Mp since the Ry allowable is based on the elastic section of the coped WF section. Therefore, the calculation below is conservative: ARX_w : 3.0 kips 0.95 ARX_w = 3.56 kips 0.8 ARY_w .: 21.7 kips Conservative ARZ_w := 79.8 kips Axial allowable AMZ_w : 0.32 kip ft f AMZ_w = 0.38
- kip ft
\0.8 l 1
The web bending IC: i l
- RyR RzR MzR IC2 . : + , ,
ARX_w ARY_w ARZ_w AMZ_w IC2 = 0.51 Conservative For reference -- contribution of each component. RxR
=0 RyR * *
= 0.28 = 0.04 = 0.2 ARX_w ARY_w ARZ_w AMZ_w l
Review of the LMS connection allowables indicates that all other connection components are less critical. Thus the connection IC for B2R, based on functional i allowables is significantly less than 1.0. Thus OK. l l B2Q1SE.MCD p 7
. - . ~ . . - - , . _ . _ -
COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E(-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. Sq,Q g REVISION NO. 3 l l l l ,
,, D (TE:
PREPARED BY: 6 T C4bb DATE: L/[E[941 REVIEWED BY:# , Beam B2 Stress IC The highest SSE beam IC in Ref. 4 is 0.58 (WESTSSE and EASTSSE). Therefore no further evaluation is needed. Connection B2L The highest SSE connection IC in Ref. 4 is 0.57 (EASTSSE). Therefore no further evaluation is needed. Conclusion it has been demonstrated that the connection ICs can be significantly reduced by reducing the magnitude of torsional moment on the beam. Based on these calculations, beam B2 and its connections are functional. l h l B2Q1SE.MCD p 8
. , ~ . . . . .-
- -, --_ _ _ , . _ _ . - - --- -- ^ ^ ' ' ~ ~ ^
h _ PIPE SUPPORT LOADING ON EXISTING STEEL i o
> c. o b5 pen, }$./(s// 3 z , w - 8 dh 2 or 4) ggongyngc cM-M-fc?YA-97. tO Qk M e PHOEEIM 900- PT - *4W12G - J E'~$*
l N c *4 P p _ I y . n Pe vi - s a -
"Pt-c.
PF A '
# 9 __ >
- g. $F8-O" o o ~ -
h2 j, $ k ] EL. S27'--9h ~~ ~ ~ h W.p h ' N { hy @l' ~
/
W' " A
\
yy 73 n [?D , m r .4 H- ; %' PM _ m o i;; UC
's WQ _
6 '- 3 %' , __' P a z .e. . IS g a=p Nbx33 (D') o O 7 M V b y .W$ $o C' _ LOCATION PLAN {' $ ',
" ' "$ " S u Q c:::,, (2) C s/G 7.-- ~ )' $
n (h E 8 [iiG s-s "/4"un o 4 4 g f-# U2 Nn g m@ i a Pt. ANT AREA _ Y 8 4 0IO h o VIEW OF EXlSTING STEEL Arenox. nIV. 6'ko'- o ^
% r- a, sten. sI2E Al/GTJ6, M/dI33 6n z PLAN O ELEVATION
@Z P -{-e
-i LOCAL -
> h TD NOTES:
^ COORDINATES ~
g f6MTom & ft.S
- 1. LOAD UNITS-FORCE IN KlPS.
{ y gQ co E oM '"E. g MOMENT IN KIP-FEET. -) S. g og ,j _ g g/
- 2. LOADS ARE MAXIMUM ABSOLUTE VALUE I o i r fonE d 033 -
9 > UNLESS NOTED OTHERWlSE.
$ $ {- 'r -
3 LOCAL 5 ESS EFFEcrJ o AJ I,p,57n7, FAULTES ' z6 k c2 Rc.E um w m a r n n .p1_n1 os ? M. 2 n ,n e o s EDBE3 M C d L4 - -
)
> \
J _ _ . . - ~_ _ o _______--___-___-_________m __. _ _ _ _ _ _ _ _ _ _ - _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ . - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ . . . _ _ _ _ _ _ _ _ _ _ _ _}}