ML17187A445

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Commonwealth Edison Co Calculation of Functional Evaluation for Units 2 & 3 LPCI Corner Room Structural Steel
ML17187A445
Person / Time
Site: Dresden  
Issue date: 05/21/1996
From:
COMMONWEALTH EDISON CO.
To:
Shared Package
ML17187A443 List:
References
9389-04-D2-SW, 9389-04-D2-SW-R00, 9389-4-D2-SW, 9389-4-D2-SW-R, NUDOCS 9605280074
Download: ML17187A445 (17)
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{{#Wiki_filter:f\\PP£Nj)JX A COMMONWEAL TH EDISON COMPANY CALCULATION REVISION PAGE CALCULATION NO. 9389-04-D2-SW REV: 0 STATUS: Approved QA SERIAL NO. OR CHRON NO. PREPARED BY: 'f>v---~J'...!l....J~n;....--........,.r-i<.... REVISION

SUMMARY

Functional Evaluation for the Dresden Units 2 & 3 LPCI Corner Room Structural Steel Added Section 18 - page 18.1 pages 18.2.1-18.2.12 pages 18.3.1-18.3.9 pages 18.4.1-18.4.8 pages 18.5.1-18.5.51 pages 18.6.1-18.6.6 page 18.7.1-18.7.62 ELECTRONIC CALCULATION DATA FILES REVISED: pages 18.8.1-18.8.5 pages 18.9.1-18.9.12 pages 18.10.1-18.10.2 pages 18.11.1-18.11.2 pages 18.12.1-18.12.3 page 18.10.A1 (Name ext/size/date/hour: min/verification method/remarks) c:\\D2SWLMS\\7%NOZPA.RSA 1,092,289 bytes 02/27/96 18:35:56 DO ANY ASSUMPTIONS IN THIS CALCULATION REQUIRE LATER VERIFICATION? ,, REVIEWED BY: ~ PAGE NO.: 1.3.2 DATE:

DATE: 3 I I 9

DATE: -5/21/fp REVISION

SUMMARY

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ELECTRONIC CALCULATION DATA FILES REVISED: (Name ext/size/date/hour: min/verification method/remarks) DO ANY ASSUMPTIONS IN THIS CALCULATION REQUIRE LATER VERIFICATION? YES NOA REVIEWED BY: cy..fh ~a, REVIEW METHOD: 0£(4/ lEO \\ Exhibit c NEP*l 2*02 Revi1ion l Page 2 of 2 9605280074 960522 ' PDR ADOCK 05000249* ,P PDR,l::. _____. -ec.. DATE: 5}'2//qz. COMMENTS (C OR NC): NC file: c:\\bert\\wpf _ calc\\lpci_dcs.wpf

AffENDJX A COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. Jg_ s. /O. I REVISION NO. 0 PREPARED BY: s T C4Jt~DATE:S-/z.1 / ~b I REVIEWED BY:tJ.f.au.,Jl.A D ~TE: 5/21 /9-£ Purpose To ensure compatibility of the analysis methodology with the connection behavior this connection was performed to determine the strain level and deflection in connection angles at connection 84L. This connection was chosen as it has the highest local angle bending interaction ratio of the Dresden Unit 2 connections that used yield line analysis in the comer room operability evaluation. The other connection that used yield line analysis (811 R) has a local connection bending ratio of 0.69. Connection 84L has a local bending ratio of 0.83. Connections 81 R and 833R do not use yield line analysis.

References:

1. Timoshenko & Gere, "Mechanics of Materials", 0. Van Nostrand, 1972
2. Cale 9389-04-02-SW pp. 18.5.1-18.5.10 Methodology Use Ref. 1 to compute the inelastic strain and deflection in the connection angle.

Note: This calc is an extension of.Ref. 2 calc, variables carried over from Ref. 2 are:. Fy = 36

  • ksi Yield Strength t = 0.38 *in Angle thickness

. m P = 1.27

  • ki~* in Plastic capacity of the angle leg rn r1 = 0.83 Local bending IC of the connection angle using yield line analysis at 0.95 mp a= 2.25 *in Connection angle parameters (See Ref. 2) b = 19.25 *in 157 B4LMCD 5121196 p 11

APffaJDJX A COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. /g,5./0, z, REVISION NO. 0 PREPARED BY:

  • _ --s* (,~~ATE:_: /21 (qb I REVIEWED BY:,.*,., ~

I

D llTE: ~ /21 /;.£

./~1.i.*/ /

1 1r 1
. 4 dx.375 i

4~~(~L*' Ii! ~ (r/'? "#' ¥e'- = l C\\. s' i ~ ~o}J~.,lJ~\\~ i LZI \\ \\,/\\,, v) d '1 ~ ~I I

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  • :;;:===========

1 -.J\\ .,-.(.; j L3 ~ \\* \\ 'L S° 1 \\,IV;) 0 I Wf' or ChOl'wtel L . i : LB ~I.,... 'E~ :git t ~ll&LHW ~* f:or definition of additional nomencloture, see SDS-E7 Detou 7.10.2. 84LMCO 2129196 p 1 CoY1'f'lec. +i ~ B 4 L B4:MCO 5121196 p 12

A fff.N.DJX A COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. I s* 3 ?. .10. REVISION NO. 0 PREPARED BY: 5 T ~DATE: 5/21/~b I REVIEWED BY:, Solution Compute extreme fiber strain in the connection angle at the yield line: The moment along the yield line based on the interaction ratio r1 of the clip angle: m YL := 0.9S*r1 *m P m YL = 0.79*m P For a partially yielded section the moment is Fy-t 3 2-ey 2 (

2) m(ey):=7* 2-T Find ey:

ey := O.Ol*in seed ey := root(m YL - m{ ey), ey) ey = 0.15 *in ey = 0.4 *t Check the solution: m(ey)=0.79*mp OK equation c in example on p. 295 in Ref. 1 c t: '/ e .s+re~> mathcad function root used to solve for ey. Now using the linear strain diagram, the strain at the extreme fiber is computed as follows E := 29000* ksi £

  • - Fy y*-E E(ey) := £
  • -(05*t)

Y ey £ y = 0.0012 Yield Strain £( ey) = 1.26 *£y 84LMCO 5121196 p 13

COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. 18, 5./0,. f REVISION NO. 0 PREPARED BY: :; '°J CeJ~DATE: -~I Z t /~<.::,I REVIEWED BY: ~~D "TE: S' /c..i /9£ Compute inelastic deflection of the clip angle at the load point: L := h L = 258*in Cantilever Length - load point to yield line distance bw := 'lja- + b-bw = 19.38 *in Cantilever width 2 bw*t my:= - 6-*FY my= 16.35 *kip* in . m Py:= _J_ L Py = 6.33 *kips 3 bw*t lx:=-- 12 First Yield Moment First Yield Load Py*L3 5 *= ---

y. 3*E*lx

~ y = 0.015 *in First Yield Displacement at load point Using the equation (h) in example on p. 308 of Ref 1 [ l Rz = 15

  • kips O(P) = !y*(~)' (3 + :JJ(3 -~:)

Half Rz is the load on each connection angle Deflection is small B4l.MCD 5121196 p 14 e/O

AfffrJDJX A COMMONWEALTH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. /8. 5. /(), 5 REVISION NO. 0 PREPARED BY: SJ ~DATE: Q2lfCJb I REVIEWED BY:d..ftu.... / Also compute elastic deflection of the hanging connection angles at the e.g. of the bolt group: L := (~ + 1.1875 + 1.125 )*in Cantilever length (from bolt e.g. to the bottom of weld) lxx := 554*in4 Rz*L 3 Se:= --- 3*E*IXX 2L 4x3x0.375 Long leg back to back Se= 0.029 *in Small Conclusion These deflections and strain are small and therefore should not affect the functionality of pipe supports M-3204-0?A, M-3214-26A and M-3214-268 that are attached to this beam. E// B4LMCD 5121/96 p 15

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. \\~.~.I REVISION NO. 0 PREPARED BY: 5 °3 CtJ'~DATE:2/29/9b I REVIEWEDBY~(LDATE: z/2q lrb

Purpose:

Determine the functional status of the connection B4L.

References:

1.

LRFD Manual, Volume I, 2nd Edition

2.

LRFD Manual, Volume II, Connections, 2nd Edition

3.

Old calcs performed in April 1994 by BB Slimp *

4.

Walkdown info for vertical weld length at the embed plate

5.

AWS D1.1, Chapter 10, 1990

6.

LMS Output Dated 2127196 18:35:56 Methodology:

  • Model For Computing the Angle Bending Allowable For Rz Load:

Since the Heat Exchanger tank is supported by the the top flange of beam 84, the following free body diagram is used to show that the point of zero moment in the connection angles is at a cross section taken at the top of beam flange. This model indicates that the critical section for angle bending will be at or below the top bolt hole, depending upon the distribution of the reaction in the bolts. The sections above the zero shear section are not critical because the angle, at these locations, is welded to 314" embed plate, and the composite section between the embed plate and the angles has significantly higher section properties than the angles alone. ..-11 LB "C. \\ S e3 E;z A..:iGLt I MOKf-~ For definition of additional nomenclature. see SOS-E7 ~toil 7. 10.2. B-4L.MCD 2/29/96 p 1

COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. 16.tj,1' REVISION NO. 0 PREPARED BY: ::: ':f ClJ,,~ DATE: "2/z9 ( 9b.I REVIEWED BY: ::2ku.,tCµATE: z/z_ c1/ 9b Loads per Ref. 6: Ry. = 27* kips Other Data: Fy := 36*ksi Ag = 4.96* in2 Rz : = 15* kips Mz := l.2*kip*ft Yield Strength Rx : = 0.64* kips \\/ Gross area of the double angle ry = 1.31* in Radius of gyration of double angle about an axis parallel to instanding leg tw : = 0.375* in web thickness of beam Nb = 6 Number of bolts pitch : = 3.

  • in Bolt pitch LB = (Nb - 1). pitch LS= 15 *in LB Dimension Nb c

]2 i Nb - 1 \\ lb:= L I 2

  • pitch - (n - lrp1tch n = 1 L Moment of.Inertia of a line of bolts.

lb = 157.5

  • in2 Sbolts lb 0.5*L8 Sbolts = 21 *in

/ E;y B4L.MCD 2/29/96 p 2

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. { fih.., REVISION NO. 0 PREPARED BY:.:::; r C,~,t'-JA... l DATE:'l-{29 /9b I REVIEWED BY:-**/

---1 DATE:
_ 7 lz ~/~//

~

/l

.. ):.~_,t_.t ~,.__...::;, ~-* ( <--.. / 0 Shear in bolts 1, 2 and 6 (numbered from top down): Rz Rz-10.5-in Vb_ 1 * - Nb.,... Sbolts Vb_ 1 = 10 *kips Shear in bolt 1 ._ Rz Rz-10.5-in.'LS \\ Vb_2 - - + - pitch I Vb_2 = 7 *kips Nb lb . 2 J Shear in bolt 2 Rz Rz. lQ.s. in Vb_6 - Nb - Sbolts Vb_6 = -5 *kips Shear in bolt 6 Slip load allowable under SSE for these bolts is about 18 kips (1.6*12.03 per Cales for connection 811 R). Thus, no slip is expected, thus model assumed to calculate angle bending is OK. / Max moment in the angle will occur at bolt number 2 (point of zero shear):. Mangle = Rz*6*in - Vb_1*3*in Mangle = 60 *kip* in Sxnet * = 1.972* in3 Frpm old Cales, Ref 2 SF:= 1.5 Shape Factor; real shape factor is larger but may be harder to attain. fbx : = Mangle SF*Sxnet fbx = 20.28

  • ksi Rz ARZ OP _BEND_ANG = fbx* ( 0.95-Fy)

ARZ OP _BEND_ANG = 25.29 *kips ARY OP _BEND_ANG = 0.95* Fy*Ag ARY OP _BEND_ANG = 169.63 *kips E;f \\/ B4L.MCD 2129/96 p 3

Aff'ENlJJX A COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. ~,"'?., \\ /. Jt. REVISION NO. 0 Mz Capacity: This load causes moment about the y axis of the double angle ( y axis is parallel to the instanding leg of the connection angle): ry = 1.31 *in Ag = 4.96 *in2 xb = 3*in - O.S*tw extreme fiber distance xb = 3.19 *in Sy = 2.67

  • in3 AMZ OP _BEND_ANG = SF* Sy* 0.95* Fy AMZ OP _BEND_ANG = 11.42*kip*ft

.,....... ~ .. !.1

  • I J.

.. -I ( '**I .. -.: I 0 B4L.MCD 2/29/96 p 4

AfftNJ)JX A COMMONWEALTH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. \\?;.rt /J REVISION NO. 0 C::::: --\\"" c I. '.,, '/ I - . /' I PREPARED BY: J

    • WKRM£ATE: *-(::'- 'j~ I REVIEWED BY: /A_ c. (,_,*~ _!2ATE:

._~/ ?. _:.-' ~ 6 Outstanding Leg Bending: The local bending capacity of the outstanding leg will be calculated based on a yield line pattern. The yield pattern for the beam axial load Rz is shown in the following sketch: /. (J I l 'lielJ' l; ne. L 1 C --'>----r-(_/~I~ f t<J '// 6 The parameters are: a = 3-in - 0.75* in c = 3-in t = 0.375-in LJ b = 19.25-in _ Fy* t2 m. p 4 The actual b dimension per walkdown is 24", but use of 19.25 inch is conservative. in mp= 1.27*kip*.,- In '/ B4L.MCD 2129/96 p 5

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. \\8. G, (/ REVISION NO. 0 PREPARED BY: 5 J ClL'J.,.0 Jry?J.YATE:c/?9/9bl REVIEWED BY:_/./~ ~-f._.*:..fATE: .:_./_? *:/ *.; h = ( b + c) *sin ( 8) Rotation of line L 1: Ii ~(Ii) = -h Work Done by line L 1: 8 = 6.67 *deg h = 2.58 *in ti = 0.0625* in arbitrary; cancels out Equate this to the work done by the out of plane load times il: Two is for the two clip angles. P u = 18.99 *kips Determine the axial load Rz allowable; first determine the effect of the the axial load Ry on the above yield.line capacity. Per AWS 01.1 (Ref 5), the impact of axial stress on the. yield line capacity is given by the following multiplier: a f( u) = 1.22 - o.s. u Where U is the utilization factor and is defined as the ratio of axial stress to axial stress allowable. Thus: Thus: E/7 fa - Ry . Ag fa = 5.44

  • ksi Fa = 0.95* Fy fa u - Fa u = 0.16 B4l.MCD 2/29/96 p 6

Afft.N.DJX A COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE No.1i.t; *1 REVISION NO. 0 PREPARED BY: $ J Ckk~~ DATE:'C../z. 9 /1t.I REVIEWED BY: *;,,',., . :/ DATE:., /~.**_, I /_,,.,_;.,;(__t.,(.!*,./._~.) -I>.. -.::.;:;i Q f( u) = 1.14 >1; Thus no impact on the yield line capacity. ARZ OP _AB_ANG_OLEG = o.9s. p u ARZ OP _AB_ANG_OLEG = 18.04*kips B4L.MCD 2129/96 p 7

COMMONWEALTH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) REVISION NO. 0 / DATE: J -}., */J/ . *~ Angle Stress Interaction Local: r1 Rz ARZ OP _AB_ANG_OLEG r1 = 0.83 Angle Stress Interaction Global Ry Rz Mz r2 * = + - ~=------- . ARY OP _BEND_ANG ARZ OP _BEND_ANG AMZ OP _BEND_ANG r2 = 0.86 (r1 \\ \\ r angle - max \\r2) J r angle = 0.86 B4LMCD 2129/96 p 8 £17

A-ff£Nl>IX A COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. l~h I' REVISION NO. 0 PREPARED BY: =: T ( (A.C1.o-~ DATE: Z /7_ 'j / 9fo I REVIEWED BY: ... *,.. / DATE: :-j/.:-..-;_;y b ../.... *.... (,. /. *.. J--*w Beam Web Cope Capacities from Ref. 3: ARX SSE_WEB_COPE.= 4.174-kips ARY SSE_COPE_BND. = 274.955-kips ARZ SSE_COPE_COMP.= 79.628*kips AMZ SSE_WEB_COPE.= 1.565-ft*kips re1 Rx ARX SSE_WEB_COPE re1 = 0.15 re2 Ry ARY SSE_COPE_BND re2 = 0.1 re3 Rz = ARZ SSE_COPE_COMP re3 = 0.19 Mz re4 = AMZ SSE_WEB_COPE rc4 = 0.77 The interaction performed in Ref 3 is: re = re 1.,... re2 -;- re3 + re4 re = 1.21 However, the Mz allowable calculated in Ref 3 is based on angle bending. Therefore, there is no need to interact it with other cope bending/axial stresses. Mz will primarily create shear at the critical cope section. Thus the interaction for cope bending/axial should be: re:= re1 +- re2,... re3 re= 0.44 By engineering judgment, the contribution to the web bending interaction by the small Mz load at the critical section would be less than 0.5. Thus OK. / B4L.MCD 2129/96 p 9 E,.zo

AffE.N.DJX A COMMONWEAL TH EDISON COMPANY CALCULATION NO. 9389-04-02-SW I PROJECT NO. 9389-04 (9630-66) I PAGE NO. l~.t?.10 REVISION NO. 0

    • 1'..... -**. 1* /

. I -~ PREPARED BY: _5-:) Gf,J*,~---DATE: 2 /79 (~*~I REVIEWED BY:,/ 'DATE: 1::***,J... ~ Conclusion Connection B4L is functional. B4L.MCD 2129/96 p 10

A TIACHMENT F SER RELATED TO PIPING SYSTEM OPERABILI1Y CRITERIA DATED SEPTEMBER 27, 1991}}

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