ML20106J792

Calculation for Checking Functional Status of Beam B4 & Cheek Plate Connection at Right End of Beam B10 in Quad Cities,Unit 1 Southeast,Rhr Corner Room

ML20106J792
Person / Time
Site:	Quad Cities
Issue date:	04/04/1996
From:	COMMONWEALTH EDISON CO.
To:
Shared Package
ML20106J781	List: ML20106J777 ML20106J792
References
9200-E-S, 9200-E-S-R3, 9200-E0-S, 9200-E0-S-R03, NUDOCS 9604110286
Download: ML20106J792 (19)

Text

COMMONWEALTH EDISON COMPANY CALCULATION REVISION PAGE CALCULATION NO. 9200-EO-S PAGE NO.: 0.2.56 REV: 3 STATUS: APPROVED QA SERIAL NO. OR CHRON NO.

DATE:

Mf 4fGb PREPARED BY:

6 7 C.kkh DATE:

REVISION

SUMMARY

CHECK FUNCTIONAL STATUS OF BEAM B4 AND CHEEK PLATE

~

CONNECTION AT RIGHT END OF BEAM B10 IN QUAD CITIES, UNIT 1, SOUTHEAST ( SE), RHR CORNER ROOM IN RESPONSE TO NCR QUESTIONS.

ADDED DCS PAGE 0.2.56 REVISED PAGES 89.9 - 89.15, 89.13.1 ADDED PAGES 89.18-89.33 ADDED PAGE " FOR REFERENCE ONLY " PAGES 89.33A1,89.33A2 DO ANY ASSUMPTIONS IN THIS CALCULATION REQUIRE LATER VERIFICATION?

YES NO X 4/4 REVIEWED BY.

[

f DATE:

REVIEW METHOD: DETAILED COMMENTS (C OR NC): NC DATE: 4/4/g APPROVED BY:

PM f

REV:

STATUS:

QA SERIAL NO. OR CHRON NO.

DATE:

PREPARED BY:

DATE:

REVISION

SUMMARY

yr j

l ELECTRONIC CALCULATION DATA FILES REVISED:

(Name ext / size /date/ hour: min / verification method / remarks)

DO ANY ASSUMPTIONS IN THIS CALCULATION REQUIRE LATER VERIFICATION?

YES NO REVIEWED BY:

DATE:

REVIEW METHOD:

COMMENTS (C OR NC):

APPROVED BY:

DATE:

9604110286 960405 PDR ADOCK 05000254 abc PDR U?

Page 2 of 2

U i

COMMONWEALTH EDISON COMPANY CALCULATION TABLE OF CONTENTS PROJECT NO. 9200-00(10004-002)

CALCULATION No. 9200-EO-S REV.NO. 3 PAGE NO. 89.18 DESCRIPTION PAGE NO.

SUB-PAGE NO.

TITLE PAGE 0.1 REVISION

SUMMARY

0.2.56 TABLE OF CONTENTS 89.18

)

PURPOSElOBJECTIVE 89.19,89.27 METHODOLOGY AND ACCEPTANCE CRITERIA 89.19,89.27 ASSUMPTIONS SEE CALC's DESIGN INPUT SEE CALC's REFERENCES 89.19,89.27 CAL CULATIONS 89.19-89.33 l

SUMMARY

AND CONCLUSIONS 89.26,89.33 i

ATTACHMENTS A

89.33A1,89.33A2 l

l 4

?M, a_

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. 'g$, leg REVISION NO.

l l

l l

D LTE: /.4 PREPARED BY: 5 7 dd&dATE:

3[cl(., l REVIEWED BY:

gf 1

Purpose Check functional status of Beam B4 in Quad Cities Unit 1 South-East (SE) corner room.

(

See the background and methodology section for more detail.

References 1.

AISC Manual 6th edition

)

2.

S&L Dwg. B-273 Rev G Quad Cities Unit 1 3.

Comed calc No. QDC-0020-S-0055 Rev 0 4.

AISC Manual 9 the edition 5.

AISC LRFD Manual 2nd edition 6.

Comed Calc No. QDC-0020-S-0055 Rev 0 p. 9 of 10 7.

LMS Run ID SQ1SE Dated 8/26/9116:42 8.

LMS Run Dated 04/03/9610:58:58

./

9.

Report entitled "Sargent & Lundy Structural Design Standard E5.0 Support for increases in Allowable Stress Above Code Defined Limits", SDS E5.0 back up calculation l

Background and Methodology 1

In Quad Cities Unit 1 (OC1) SE corner room LMS analysis (Ref 7) beam 84 has a maximum interaction coefficient (IC) of 2.09. Subsequent refined manual calculations (Ref. 3 p. 9 of 10) indicate that the beam IC can be reduced to 1.137 using plastic section modulus and by reducing the torsional warping stresses on the beam.

The original LMS analysis as well as the later manual calculations conservatively ignore the presence of a wide flange column at 8'-5" from the west end of the beam. This i

column will be included in the present assessment of the functional status of beam B4. 7 It will also be demonstrated, using Ref. 5, that the beam section can develop its plastic capacity.

'V

,.$. 1} <}1-4-'-1k ~ST~

sec.uco,3 U;

JL',-

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E$-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. g,7o REVISION NO.

l l

l l

PREPARED BY: 5 7CbbATE:AfIf 94-l REVIEWED BY g'{ D ATE: 4/C/4 Calculations 24WF76 Properties From AISC 6 th edition Manual (Ref 1):

bf := 8.985 in tf := 0.682 in d := 23.91 in tw := 0.440 in 2

A := 22.37 in lx := 2096.4 in' Sx := 175.4.in*

4 ly := 765 in Sy := 17 in ry := 1.85 in Fy := 36 ksi Yield Stress From Ref. 5 Zx := 200 in Plastic Modulus Note that major axis properties of beam has not changed significantly between AISC 6th edition manual and LRFD 2nd edition manual.

From p. 4-18, Ref. 5 Lr := 23.4 ft Lp := 8. ft Mr = 343 kip ft Moment Resistance at unbraced length Lr 0.9 Mp := Zx Fy Mp = 600 kip ft Lb '= 13.19 ft Beam Unbraced Length (Ref 2)

B4QC.MCD 4/3/96 p 2

/

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

W.2/

REVISION NO.

l l

l l

PREPARED BY: S T CA(taln%DATE: kf 3 f$ b l REVIEWED BY:[

[

D %TE:

g3/:ff From table 4-1 of Ref 5, for beam 84 with lateral brace at the major load point:

Cb.= 1.67

/

Using equation F1-2 of the LRFD Specification (Ref 5):

Mn1 = Cb-Mp - (Mp - Mr). Lb - Lp (Lr - Lp).

Mn1 = 878.81

• kip ft Mp = 600 kip ft

"'N Nominal moment strength of the beam Mn := min Mp //

Mn = 600 kip ft The above calculation demonstrates that beam B4 can develop full plastic capacity in major axis bending.

/

B4QC.MCD 4/3/96 p 3

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-Et-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

gy, p t REVISION NO.

l l

l l

PREPARED BY: $TC(ddcOATE: 4f 3[j(,l REVIEWED BY: g

/ D %TE:

d/;jg To account for the presence of the column 8'-5" from west end of the beam, the column was included in the LMS model as column C1. A run was made with only the tank load of 94.8 kips (Ref. 8 ). No other loads were applied. The column reaction in this run is 35 kips.

p Note that this column was added with the heat exchanger tank drained of 1620 gallons of water (Ref. 2) and will be effective in resisting this water weight as well as the seismic excitation loads of the tank. Therefore, the lower bound for the column reaction under SSE can be calculated as:

/

Py C1 Unit :=

Reaction at column with unit tank load 94.8. kips Py_C1_ Unit = 0.37 3

gal = 0.13 ft Wt Water = 1620 gal 62.4 b

~

ft' Wt_ Water = 13.51 kips Drained Water Weight Tank _VSSE = 0.16 94.8 kips Tank _VSSE = 15.17 kips Vertical SSE component of tank load Ry_C1 := (Wt_ Water + Tank _VSSE).Py_C1_ Unit Ry_C1 = 10.59 kips Lower bound reaction of column C1 under SSE

/

B4QC.MCD 4/3/96 p 4

COMuoNWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

g g 3, REVISION NO.

l l

l l

l PREPARED BY: 5 7Cdwk DATE: O[1f % l REVIEWED BY:hgQo %TE: d/f/c/4 0

l The major axis moment diagram for beam B4 from the LMS analysis without the l

column C1 is derived below (Ref 7)(critical load case WESTSSE). These stresses l

are at 21 equidistant points along the beam span:

l 0

l 4.7 l

9.3 1

14.0 18.4 22.6 27 31.2 35.3 39 fbx :=

36.9 ksi 33.6 i := 1,2. 21 Stress fbx locations in LMS output 29.9 26.3 22.5 L := 24.25 ft Beam Span Length 18.8 15.1 zi, = (1 - 1) 0.05 L 11.3 l

7.6 Mx(z) = linterp(zi,fbx,z) Sx 38 B4QC.MCD p 5

.v l

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-EFS l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

W.24 f

REWSON NO.

l l

l l

PREPARED BY: $ T(,{dQDATE: 4f3f$b l REVIEWED BY: h/h D LTE: d/f/J6 i

z := 0.n,0.ool.L.. L Left to Right (E to W) 1 1000 i

t Mxmax.= Mx(11.R + 0.75 in) l g

2E" Mxmax = 566.25 kip A I

i i

i 1

o.

0 5

10 15 20 25 l

I B4 Moment Mx Diagram without Column C1 i

Find the moment diagram of beam B4 due to column reaction:

Load location; left and right L R := 8 R + 5 in L L := L - L R 1

P := Ry_C1 Reactions at left and right ends L

L R := P L L := P R R

R R L = 3.68 kips R R = 6.91 kips L,- R.(z),- R R'(L - z)]

Mx_C1(z) := if(z s L L

d e

B40C MCD p 6 l

... -.. =..

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

99,25 REVISION NO.

l l

l l

PREPARED BY: 5 TCh DATE:

3[C)G l REVIEWED BY: ('

D %TE: 6/3/c74 o

i i

i

%%m-i i

i i

_300 O

5 10 15 20 25 a

B4 Moment Mx Diagram due to Column C1 Reaction The superimposed moment diagram for beam B4 with column C1 in place:

Mxs(z) = Mx(z) + Mx_c1(z)

I I

i i

i i

mil 300

-kip ft x

/

i i

i 0

5 10 15 20 25 i

B4 Moment Mx Diagram with Column C1 Mmax := Mxs(11 ft + 0.75 in)

Max moment is at load location (where B8 frames into B4)

Mmax = 525.59 kip ft B40C.MCD p 7

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

g3 REVISION NO.

l l

l l

PREPARED BY: 5 7 CWQDATE: Of 3[$b l REVIEWED BY:[/,

ggjp %TE: d/3/ig 0

Revise the beam interaction calculation on p. 9 of 10 of Ref. 3 using the reduced major axis bending moment calculated (also add the direct axial load component from Ref. 7 result)*

i ax 18.4

)

(05411.7 ksi + 0.8 ksi)-

^

WSSEFIC.:

-+

+

~

34.2 ksi 34.2 ksi 23.47.ksi WSSEFIC = 1.08 The conservatism in the calculation above are:

1. Use of 50 psf live load in LMS analysis

2. Loads based on a de-coupled seismic model of the heat exchanger tank and the piping.

3. Allowable stresses limited to 0.95Fy for bending and axial stresses

4. Specified minimum yield strength of the member is used.

Therefore, based on Ref 9, up to 10% increase in the allowable stress is permissible.

4 Thus the 8% overstress calculated above is acceptable.

Conclusion Beam B4 in Quad Cities Unit 1 South-East (SE) corner room is functional.

B4QC.MCD p 8

1 COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO. 69.T7 REVISION NO.

l l

l l

PREPARED BY: 6'T (,QQ DATE: k3h 6 l REVIEWED BY:

D ATE: d

/g B10R Cheek Plate Connection

Purpose:

Determine stress interaction levels in cheek plate connection at right end of beam B10 using functional allowables. Use torsion at the connection based on the current hanger and gallery attachment loads. Connection ICs that are critical in LMS analysis will be addressed.

References:

1. LMS RUNID SQ2SE Dated 8/22/91 for Loads

2. Calc 8868-19-01-SE Rev 0 for derivation of lateral and torsional load capacity of the cheek plate.

3. AISC Manual 6th edition for beam properties

4. Vectra letter COE-348-001 Dated Dec 8,1993 from Robert G. Carr to C. N. Petropoulos (ROL for Hanger M-1811-18)

5. Calc 8868-19-02-SE Rev 0 for gallery attachment loads.

6. Walkdown Info. on gallery attchements dated 4/1/96

7. Report entitled "Sargent & Lundy Structural Design Standard E5.0 Support for increases in Allowable Stress Above Code Defined Limits", SDS E5.0 back up calculation Methodology Ref 2 SSE allowable equations modified to use the plastic section modulus will be used to generate the functional capacities. Torsional loads on the beam will be based upon the current data on hanger and gallery attachment loads.

g

COMMONWEALTH EDISON COMPANY CALCUL ATION NO. 9200-E$-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

g9. E 6 REVISION NO.

l l

l l

PREPARED BY: T 7 Otlu.hDATE: 4f 3/961 REVIEWED BY:

d[f ATE:

Solution Fy := 36 ksi Yield Stress Fb := 0.95 Fy Allowable Bending stress L := 6.5 in Cheek plate Length (Ref 2)

D :: 17 in Cheek plate Depth (Ref 2) t := 0.375 in Cheek plate Thickness (Ref 2)

L1 := L - 0.875 in L1 = 5.62 *in Cheek plate length less beam setback Functional Allowables based on 0.95 Mp (Mp refers to the plastic moment) by modifying old calc (see derivation in Ref 2):

Cheek Plate Functional Allowables:

Axes: x = WF major axis; y = WF minor axis; z = WF axial axis

/

DY Rxop._

1.5 Rxop = 554 kips 6-( L - 0.5. L1 )

Mzop := -

1.5 Mzop = 1.96 kip ft Similu to Rxop; based on max stress location at the Ryop.=

2 Fb D*.t 13 same point as for Rx & Mz; use two times as both plates are effectise Ryop = 502.57

• kips B10R1.MCD p 2

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S I PROJECT NO. 9200-00 (10004-002) l PAGE NO. gg REVISION NO.

l l

l l

PREPARED BY: 5T bk DATE:4 f 3 f% l REVIEWED BY/)Mh D ATE: h /ff Under WESTSSE (critical load comb from LMS) the right reactions are:

Rx := 2.8 kips Ry = 40 kips Rz :=.0016 kips Mx := 0. kip ft My = 0 kip ft Mz = 2.0 kip ft LMS data (ref 1) p. 46 indicates that a Ry load of 4.20 kip is applied on this beam from hanger M-1811-18. The revised hanger load data (refs 4) shows a max Ry load of 3.35 kips. Thus the Ry reaction at right support can be reduced by:

6Ry := y -

) ps 8.81 ft 6Ry = 0.55 kips 13.69 ft Ry := Ry - 6Ry Ry = 39.45 kips Fg, 0.95 Fy

[3 Determine Reduced Torsion (use Ref 1 loads, except take M1811-18 loads from Ref 4)

Torsional Loads on the Beam:

Vertical Ry reaction Eccentricity of gallery LMS ID from gallery load wrt flange center attchernnets (Ref 5) line (Ref 6)

[0.28 )

l-4 j M-GALL 1 Ryg =

0.32 kips ecc =

-1 in M-GALL 2 035/

\\6 )

M-GALL 4 010R1.MCD p 3

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E6-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

87.30 REVISION NO.

l l

l l

PREPARED BY: 6'T Clr.bfrirJATE: 4f 3[9(c l REVIEWED BY: p'][A

D %TE

d[f,/f/3 Torsion LMS ID Location of load from Left end l

~ Rygg ecc3 M-GALL 1 4.98 '

Ryg2 ecc M-GALL 2 6.33 2

Mza :=

Lc :=

ft

.ecc M-GALL 4 8.83 Ryg3 3

3 0.063 kip ft M1811-18 8.81 Torsional reaction at the right end of the beam:

Lc, Lc

{Mza'-

4 Mzr :=

-+

Mzac Mzr = 0.11 kip ft 13.69.ft 13.69 ft i=1 Compute Cheek plate ICs Y

IC_CHK_BNDO.=

+

+

9p p 0p IC_CHK_BNDO = 0.64 pygp _ 0.95 Fy

.Y---

IC CHK SHR0 = 0.18 IC CHK SHR0.=

--+I 2 i + Fvop D t 2 Fyop D t Fvop D t

\\

4

/

Y gg\\ g\\

B10Rt.MCD p 4

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E(-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

g REVISION NO.

l l

l l

PREPARED BY: 5'T(,(ddyvA DATE: 4f3 l REVIEWED BY:, [g[

d[,, /cy/,

D %TE:

Web Functional Allowables:

21WF55 properties from AISC 6th edition tw := 0.375 in k := 1.0625 in d = 20.80 in tf := 0.522 in L1 = 5.62 in 2

Mzwebop := 2-(L1 + 6 tw) tw Fb 1.5 Mzwebop = 1.58 kip ft 6

2 Fb-(L1 + 6 tw) tw Rxwebop:=

13 Rxwebop = 3.72 kips Note: Web bending span d-2k _,D reduced from d-2tf to d-2k.

4 8

Assume that a web width of D+2*wSize can be mobilized to resist Ry.

See sketch. Use Ry lever arm of L+wSize:

u Ry 1

CnbcalSectionforRy

\\xx B10R1.MCD p 5 i

1

.o COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-Et-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

@. 5 E REVISION NO.

l l

l l

6 7CWQATE: d f3 l REVIEWED BY:

/py D%TE: $/{,/4 PREPARED BY:

WSize = 5 in 16 De :: D + 2 wSize Le := L + wSize IDe* tw Fb 6

j Rywebop := (

1.5 Rywebop = 146.2

• kips Le Fvop := 0.95.Fy Rx Ry Comoute Web ICS Rxwebop Rywebop V

IC WEB BNDO :=

+

+

IC WEB BNDO = 1.09 Rxwebop Mzwebop Rywebop Fvop := 0.95fy

= 0.75 J

Rxwebop Approx...

Y IC WEB SHR0 -

-+

---+

IC WEB SHR0 = 0.35 2 L1 Fvop tw (Fvop-(d - 2 k) L1 tw)

Fvop D tw

/

l l

B10R1.MCD p 6

..I

ROV BY:SARGENT & L'JNDY 25P57 : 4-1-95 : 4:30PM :

S & L GL'A0 CITIES-3122693757:# 1

.9 5 55aEms w e=3 E

=u natthfc

+T 4

Quad Cities Nuclear Power Station Comed 22710 206th Avenue North Cordova,IL 61242 Fax Number 309-654-2650 Date:

M ~/

To:

S. O NNAfkA Extension:

6 3 2. L PROJECT No.e'2m.a.

CALC.Nofloo-Eb-S Location:

2.f REV 1 DATE PAGE%SNOF From:

E Sco v/ //L FOR REFERENCE ONLY,

Subject:

N Number of Pages Plus Cover Sheet:

9

.s COMMONWEALTH EDISON COMPANY CALCULATION NO. 9200-E$-S l PROJECT NO. 9200-00 (10004-002) l PAGE NO.

g9, 7 3 REVISION NO.

l l

l l

$~T CMk DATE:i-f 3 f 9C l REVIEWED BY:

h[DILTE:

>/g PREPARED BY:

Conclusion Following are the connection ICs for the two conditions investigated:

IC_CHK_BNDO = 0.64 IC_CHK_SHR0 = 0.18 IC_ WEB _BNDO = 1.09 IC_ WEB _SHR0 = 0.35 The conservatism in the calculation above are:

1. Use of 50 psf live load in LMS analysis

2. Loads based on a de-coupled seismic model of the heat exchanger tank and the piping.

3. Allowable stresses limited to 0.95Fy for bending and axial stresses

4. Specified minimum yield strength of the member is used.

'7 Therefore, based on Ref g up to 10% iricrease in allowables is permissible. Thus the 9% overstress shown above is acceptable.

B10R1.MCD p 7

CV BY:SARGENT & LLNDY 25P07 : 4-1-98 ; 4:31PM ;

5 & L QUAD CITIES

• 3122693"57:# 2

'gg danstructi:in Technolegy Ltborafari;s, Inc.

gy/P 500f

• I'/

ir/

1. /" E V#^'C 5420 O'd Orchard Road, Skokie. Anots 60077 1030 Project e

Shoot e

{

m U-Z-h" ANN DottrWKJhr}

R

~

G4t1 Ar7Att/ F4 M Ifpr LAs G fl f i-(( Y'f 62 + W 4 w b 4'"

6 /" 40'f l

Q. 7L & *'

9 0 ' 10 *

$b 0 YN h/

(' AA'/9//-/6

~

VK!/!f BtcENrlictr/r&

I gggyaSW

= - -

f 1-hA 6/O (WLIx WC) f

/;,.,,

/

e.y 4y,p4 g 3y(;

j -.\\ Wq

/ /

', /'

~~

M f // p s t y Jr ft.t. par

(/

AT' 2 &L S72

^~

(,\\

i J \\

/1 ZUN D&VV_

%Y(,

k~

~

PROJECT No.9 * #

CALC. No.'dM

d '

REV d

' DATE 4

7 PAGE f ?/M t0F _ _.

),

N 4

FOR REFERENCE ONLY.

\\

=

,