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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. ')                                                ,
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                )0          ic e,
                                ~~            i o 1
                                                    $ a o                                                                          1 1
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                          ,                        d                                .
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_i.pc                                          !
PLATF ORM                                      EL. 580'- lV                              .
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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
    .      ,      ~            . . . . .-
 
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PIPE SUPPORT LOADING ON EXISTING STEEL i
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                                                                                                                                  #                                                                                                    9                                __                                              >
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k                                                                                  ]
EL. S27'--9h                                                                                          ~~      ~        ~
h                              W.p                    h                            '  N { hy @l'                                                                              ~
                                                                                                                                                                                                                                                                  /
W' "            A
                                                                                                                                                                                                                                                                                                                                \
yy 73 n [?D                                                                                                                                      ,
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m            o i;; UC
                                                                                                                                                      's        WQ                                                                                                                  _
6 '- 3 %' ,
__'                                                                                P a z .e.                            .
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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                  -          -
                                                                                                                                                                                                                                                                                                                                        )
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J
_ _ . . -                                                                                                                                  ~_                    _
o
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Latest revision as of 00:14, 12 May 2020

Rev 3 to Calculation 9200-E0-S,demonstrating That Reduction of Torsional Loads from Auxiliary Steel Will Significantly Reduce IC Values for Beam & Connections
ML20101Q754
Person / Time
Site: Quad Cities  Constellation icon.png
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)
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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

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                                                                                              .       (CUT To Fil
                                           ..      i (TTM s

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                                                        .f $fgg{, h g ;g.37,, o                                             .                            i o            :                      W.

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                          ,                        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 

   .       ,      ~             . . . . .-

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                                           @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               -

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