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Rev 0 to Calculation 59037-C-044, Turbine Bldg Seismic Evaluation
	ML17292B701
Person / Time
Site:	Columbia
Issue date:	08/11/1994
From:	; EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING
To:	;
Shared Package
ML17292B700	List: ML17292B699; ML17292B701;
References
	59037-C-044, 59037-C-044-R00, 59037-C-44, 59037-C-44-R, NUDOCS 9906220063
	Download: ML17292B701 (62)
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'I Calculation Cover Sheet Table of Revisions Table of Contents References Objective

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Summary Preliminary Review

,0 Technical Approach Seismic Demands On Column Line 13 Wall Shear On Column Line 13 Wall At EL 441'-0" Overturning Moment On Column Line 13 Wall At EL 441'-0" Seismic Demands On Column Line A Wall 13 16 20

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i'hear On Column Line 13 Wall At EL 441'-0" Overturning Moment On Column Line 13 Wall At EL 441'-0" Diaphragm Between Column Lines A and B at EL 471'-0" Attachment A - Excerpts from Reference 3 24 26 29 E

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E E - Excerpts from Reference 5

Attachment C - Excerpts from Reference 6

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EQE Engineering Consultants, Calculation No; 59037-C-037, "IPEEE'Building'orces",

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-Structural drawings S601 to S681.--

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"A Methodology for Assessment of Nuclear Power Plant Seismic Margin

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(Revision 1);" Electric Power Research-Institute;-EPRI NP-604'1=SL, RevisIon 1, August 1991.

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- "Code Requirements for Nuclear Safety Related Concrete Stru'ctures tA'Cl

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I EQE Engineering Consultants, Calculation. No. 59037.-C-005, ".Turbine Building Model", Revision 0.

EQE Engineering Consultants, Calculation No..52182-C-017,-"Quality Assurance Document For WALLDVersion 1.0," Revision 0.

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OBJECTIVE t

d The objective of this calculation is to evaluate the seismic. capacity of t e tur i

. building. A seismic. fragility.for-this building is needed if-its m'edian-capacity-aden High Confidence of a Low Probability of Failure (HCLPF) capacity'are less than about 1.5g and 0.5g, respectively.

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SUMMARY

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A preliminary review was performed to identify the more heavily loaded structural, components of the turbine building (Reference 1). - Based on this preliminary review, a subset of structural components was selected for more detailed evaluation.

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- High Confidence of a Low Probability of-Failure-(HCLPF)-capacities-for. the-selected components were calculated following the Conservative Deterministic Failure D M h

Shear on Column Line 13 wall at EL 441'-0"

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i 0.60g 0,kg Overturning moment on Column Line 13 wall at EL 441'-0" Shear on Column Line A wall at EL 441'-0" I

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Overturning moment on Column Line A wall at EL 441'-0" 0.63g Shear on diaphragm between Column Lines A and B EL 441'-0" 0.57g Moment on diaphragm between Column Lines A and B EL 441'-0" 0.55g f

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1 It is noted that conservative approximations were. included to simplify these calculations.

More rigorous calculations could be performed to reduce these conservatisms and obtain HCLPF capacities even greater than those listed above.

It is concluded that the HCLPF capacity of the turbine building is greater than 0.50g.

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Jt'uilding seismic responses for IPEEE (Reference 3), and92) approximate calculation to estimate seismic capacities of certain structural;components.J ~L W

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The drawing review was performed to identify the seismic load'paths and any potentially significant seismic vulnerabilities.

Diaphragm slabs between Column Lines A and B and between Column Lines F and H were observed to have relatively long spans between supporting shear walls. Further investigation of these diaphragms was considered appropriate.

PRELIMINARYREVIEW A preliminary review was performed to identify.a-subset-of<urbine-building,'tructural components for which more detailed evaluations sgouldQe performed This review consisted of (1) review structural drawings (Reference

1) and t'urbine s

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Approximate calculations were performed to further scope the need for more d

id i.d I >>i Idd..i d.d Column Lines A and B at Elevation 471'-0" has lower seismic capacity than the diaphragm between Column Lines A and B at Elevation 501'-0" (which has greater flexural reinforcement) and the diaphragm between Column Lines F..and H at Elevation 531'-0".

li Based on the preliminary review, the following structural components were selected for more detailed evaluation:

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Shear and overturning moment on the shear-wall on-Column Line 13 at Elevation 441'-0". This wall attracts a significant proportion of the N-S sheai, and has less'reinforcement'than other major N-S shear walls.

Shear and overturning moment on the shear wall on Column Line A at Elevation 441'-0" ~ This wall attracts a significant proportion of the E-W shear, and has slightly less reinforcement than other major E-W shear walls.

Shear and moment on the diaphragm between Column Lines A and B at Elevation 471'-0".

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Evaluation of the steel superstructure was not performed.

There are no essential components attached to this part of the turbine building.

Even if the superstructure were to collapse, it would not impact the reactor and radwaste/control buildings.

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-Seismic demands on the structural. components-were>based on 84% responses-for a 0.50 eak round acceleration calculated for use in IPEEE in Reference 3.

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I II Seismic capacities of the structural components were'determined following acceptance criteria recommended by EPRI NP-6041-SL.

These acceptance criteria are specified in appendices to EPRI NP-6041-SL and provisions of ACI 349-90 (Reference 4).

Following the recommendations of EPRI NP-6041-SL, an inelastic energy absorption factor of 1.25 was conservatively assigned to ductile failure modes in lieu of performing a more rigorous calculation.

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~2666<07 1.89E+OG 2.11E+08 5.48E+CG 3286<(6 4.9(E+08

~9.12E <07

<256<06 4206<07

-(.896<06 1.98E<04 1.98E<04 8.57E<05 27)6<05

~523E <05

~7,OBE<CG

~7.0BE+05 4.15E <05

~S.SIE~

<.576<05

~3626~

4.57E+05

~ 1236<05

.299E<OI O.OOE+00 3.456+03 I.OBE<04 1.67E<PI 285E<PI 2.85E+OI

~S.776<0(

~2.996<04 O.COE<0) 6.73E+03 2.11E+04 327E<04 5.586<0(

.264 E+04 2.23EM O.GOE<CO 1.866+05 4.096<05 6.32E+05

~ I.XE<GG A096~

~2.236~

O.OOE<N 1,44E<OI 3.17E< 04 4 906<04 6 63E+Cl 8.3GE+04

~ 1.026+05

~2.99E <04 O.GOE+03 229E+03 4.87E<03 7.53c <03 9.34E+03 8.14E+03

~9~<03

~1286~

4.456<M

~9.82E+03 1.78E&

~IAIE<04 1.55E<OI 1.286<04

~1.02E~

1.7OE+OB

Calculation 59037-C-006 WPPSS SSI ANALYSIS TURBINEBUILDINGMODEL FINITE ELEMENTANALYSISTEST By BELOW ELEV. 501'-0" Checked Page Oete~<<~ f3 (Ip)

Date 0

3

4. Calculation of the Moments of Inertia Wall w1 w2 w3 w4,5,6 w7 w8,9 w10 w11,18 w12 w13 w14 w15 w16 w17 c1 C2 c3 c4 c5 c6 c7 c8 c9 c10 c11 c12 c13 c14 c15 c16 c17 c18 c19 c20 c21 c22 c23 c24 c25 (k/ft) 9.9E+03 3.6E+04 3.1E+06 1.3E+05 8.3E+05 4.7E+04 3.6E+06 5.9E+04 8.3E+05 2.6E+04 3.0E+05 1.0E+04 1.0E+04 1.2E+02 4.9E+03 4.9E+03 4.9E+03 4.9E+03 3.9E+03 3.9E+03 3.9E+03 3.9E+03 3.9E+03 3.7E+03 1.2E+03 1.2E+03 2.5E+02 2.5E+02 2.5E+02 2.5E+02 2.5E+02 2.3E+03 1.2E+03 3.1E+02 3.1E+02 3.1E+02 3.1E+02 3.1E+02 6.0E+02 ky (k/ft) 1.4E+06 3.9E+05 1.6E+05 2.3E+06 4.7E+04 2.3E+06 1.4E+05 1.3E+06 4.7E+04 3.5E+05 2.4E+04 1.5E+02 1.5E+02 6.6E+03 7.7E+03 7.7E+03 7.7E+03 7.7E+03 3.9E+03 3.9E+03 3.9E+03 3.9E+03 3.9E+03 3.2E+03 1.2E+03 1.2E+03 2.5E+02 2.5E+02 2.5E+02 2.5E+02 2.5E+02 2.3E+03 1.2E+03 4.8E+02 4.8E+02 4.8E+02 4.8E+02 4.8E+02 6.0E+02 xs (ft)

-179.59 47.59

-7.59 72.41 96.41 120A1 16.41 47.59

-111.59

-99.59 115.71 115.71 110.91

-159.59

-135.59

-111.59 96.41

-57.59

~43.59

-19.59

-5.59 24.41 48.41 96.41 96.41

-57.59

-43.59

-19.59

-5.59 24.41 48.41 96.41

-63.59

-43.59

-19.59 0.41 24.41 48.41 ys (ft) 12.33 94.33 107.33 51.33

-4.67

-10.42 42.67

-42.47

-30.67

-43.67

-56.67 11.13 3.13 7.13 107.33 107.33 107.33 107.33 81.33 81.33 81.33 81.33 81.33 81.33 81.33 51.33 21.33 21.33 21.33 21.33 21.33 21.33 21.33

-4.67

-4.67 A.67 A.67 kzz (k-ft) 4.49E+10 3.33E+09 3.59E+10 1.24E+10 4.57E+08 3.40E+10 2.44E+10 1.04E+10 1.37E+09 4.38E+09 1.21E+09 3.23E+06 2.06E+06 8.08E+07 2.53E+08 1.98E+08 1.52E+08 1.28E+08 3.91E+07 3.35E+07 2.76E+07 2.62E+07 2.84E+07 3.20E+07 1.98E+07 1.49E+07 9.28E+05 5.79E+05 2.06E+05 1.20E+05 2.59E+05 6.46E+06 1.21E+07 1.95E+06

~ 9.20E+05 1.91E+05 6.80E+03 2.93E+05 1A2E+06 Izz (ft*4) 7.59E+06 5.62E+05 6.07E+06 2.10E+06 7.73E+04 5.75E+06 4.12E+06 1.76E+06 2.32E+05 7AOE+05 2.05E+05 5.46E+02 3A8E+02 1.37E+04 4.27E+04 3.35E+04 2.58E+04 2.17E+04 6.61E+03 5.67E+03 4.66E+03 4.42E+03 4.80E+03 5.41E+03 3.35E+03 2.51E+03 1.57E+02 9.80E+01 3A9E+01 2.02E+01 4.37E+01 1.09E+03 2.05E+03 3.30E+02 1.55E+02 3.23E+01 1.15E+00 4.96E+01 2.40E+02

c26 c27 c28 c29 c30 c31 c32 c33 c34 c35 c36 c37 c38 c39 c40 c41 c42 s1 s2 S3 s4 s5 s6'7 s8 s9 s10 s11 s12 s13 s14 Sum 8.7E+03 8.7E+03 8.7E+03 8.7E+03 8.7E+03 8.7E+03 8.7E+03 8.7E+03 8.7E+03 1.0E+03 1.0E+03 1.0E+03 1.0E+03 1.0E+03 2.3E+03 1.2E+03 1.2E+03 3.0E+02 4.1E+01 4.1E+01 2.7E+02 1.1E+01 1.1E+01 4.1E+01 1.1E+01 1.1E+01 6.1E+01 6.1E+01 4.1E+01 4.1E+01 4.1E+01 9.12E+06 9.3E+03 9.3E+03 9.3E+03 9.3E+03 9.3E+03 9.3E+03 9.3E+03 9.3E+03 9.3E+03 7.2E+02 7.2E+02 7.2E+02 7.2E+02 7.2E+02 2.3E+03 1.2E+03 1.2E+03 1.1E+02 1.1E+02 1.1E+02 1.0E+02 7.0E+01 7.0E+01 1.1E+02 7.0E+01 7.0E+01 1.5E+02 1.5E+02 1.< E+02 1.1E+02 1.1E+02 8.69E+06

-159.59 M59 M.59

-1959 0.41 24.41 48.41 72.41 96.41 43.59 A3.59

-19.59 0.41 24.41 48.41 72A1 96.41

-159.59

-135.59

-111.59

-159.59

'-135.59

-1 11.59

-159.59

-135.59

-111.59

-159.59

-135.59

-159.59

-135.59

-111.59

~-l~~

-30.67

-30.67 40.67 40.67 40.67 40.67

-30.67

-56.67

. -56.67 69.33 81.33 81.33 33.33 21.33 21.33 R.67

-4.67

-56.67

-56.67 42.67 42.67 42.67 2.45E+08 4.57E+07 2.58E+07 1.17E+07 8.17E+06 1.37E+07 3.00E+07 5.69E+07 9.46E+07 6.25E+06 4.70E+06 3.61E+06 3.33E+06 3.76E+06 1.28E+07 1.05E+07 1.56E+07 4.37E+06 2.30E+06 1.65E+06 2.88E+06 1.29E+06 8.78E+05 2.82E+06 1.29E+06 8.74E+05 4.10E+06 3.01E+06 3.10E+06 2.31E+06 1.66E+06 4.14E+04 7.73E+03 4.37E+03 1.98E+03 1.38E+03 2.32E+03 5.06E+03 9.62E+03 1.60E+04 1.06E+03 7.95E+02 6.10E+02 5.64E+02 6.36E+02 2.17E+03 1.78E+03 2.63E+03 7.39E+02 3.90E+02 2.78E+02 4.87E+02 2.19E+02 1.48E+02 4.77E+02 2.18E+02 1.48E+02 6.93E+02 5.09E+02 5.24E+02 3.91E+02 2.80E+02 1.74E+11 2.95E+07

EQE ENGINEERING J OB NO. +"

~7

~

JOB CALC. NO.

C woQ SUBJECT QJ SS BY CHK'D SHEETNO: "+

XHa DATE ~Sl~eq DATE 0 ~Q F4sv F L. SoI -

o'ca y<< =

hl<<Ie:

e cM eccl' oJ u).l2 ~

ec~Jccc <<ce<<c crc 4

cat ~ ) ~j.lA( (ecc, Vc), beeeccce

> atteie<<ce ic

~05 /-C -OLIIT(

EQE ENGINEERING JOB NO. ~>7 0 I JOB a V/sLLL'vX 4dphl-II CALC. NO.

< ~W SUBJECT SHEET NO.

40 BY~J~

DATE~+os

. CHK'D DATE E'/sg

>>g(

-)o L)>r>>L 8 uovvm)>

C>oo'roke IIZ.

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( OL>SIIS(l /II I> ~ I 6> LIn C PE,

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s. fz>>y-,*,)j+ ';;o('>>)- (.sg/>)>

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1,126 $P A)

(>.>g(g)(~,r) = c <7K x (>~>'I(> >TT > 'zI;1(g>>go>>)

~ (> >sir>s)i 3>sj]

XX.= (2(;zan{2~/

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@4.

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QP L>/(4L( LI>> L 4)'>six tg 8

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277 Ai= O.(o~~

2 Aq = O.OR((4

= 3270/((qI',~ u C.II>"

Qy= I>$)>>f o ooo,

>) )4x)TE (S(Y x):

)( = z('I()x( = o.)s Q" o.io. I>o n, -c O~A,

= >>(]>>>'= o'os(t 3 (>2/(I(I( p 0 r0 oo f'4 (A(ILI'$12'= OiCP, PI( = O. II g,

o. &g' XIsy =,o E"t6 T)) - o.oo({'4+

(Ass@,

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> -")-'F>>.:.

Cbr+3(>> ET(hd. C>r>>~ *En'~~>~so>

WPPSS SSI ANALYSIS TURBINEBUILDINGLGDEL FINITEFLEMENTANALYSISTEST BELOWE(B/.

531'C7'aksAaSon Sgm7~

Checked

3. Cafcttlatfcn ofCenter of Rigidity Story'0 ft E ~ 415295801 ksf G -

1774768 ksf wl w2 w3 w4 w5,6 w7A8-1 1 wB w9 wlo wl1.12 wt3.C24 w14 wlS wl6 wl7 wle wig w20 cl c4 CS C6 c7 CB

$ 1

$2

$3 s4 sS se s7 s8 s9

$10 Sll s12

$ 13 s14 slS sle sl7 sl8

$19

$20

$21

$22

$23

$24 s25

$26

$27

$28

$29 s30

$31

$32 L

(ft) 26.00 160.00 86.00 24.00 104.00 48.00 52AO 24.00 136.00 104.00 48.00 4 B.CO 30.00 30.00 980 980 950 52.00 5.00 5.00 5.00 5.00 5.00 5.00 380 480 380 3.00 3.50 3.00 1.50 280 380 3.75 2.51 280 1.00 1.00 1.00 1.00 1.00 1.50 483 483 483 4.83 483 483 (ft4) 5.13E+03 883 E&2 186&05 5.40E&I 328&05 1.64E&2 1.76Et04 3.13E+01 486E&2 2.28E&5 I.ICE&2 6 25c&I 225E~

225 E+03 7.92E 01 782E.OI 7.92ECII 1.76E~

s.mE&I S.mEiot 5.03E41 5.03Eiot 5.03E&1 5.03EWI 288Et00 288 E+Oo 288EAO 2.38E+00 288EIOO 288 E+00 s.ooF o2 S.OOE-02 5.ooE o2 5.00E-02 5.00E.02 5.0OE-02 S.OOE-02

5. 0&02 5.00F.02 5.ooE o2 4.OOE.O2 4.0OE 02 4.00F 02 4.00E.02 G.ooF.m G.OOE.CO 6.00E.O3 G.OOE.03 G.ooF.m G.OOE.03 G.ooC m G.OOF.03 G.OOE-O3 G.OOE-03 6.00E m G.OOF:03 (ft4) 929E&I 187&CO 3AITE+02 3.4GE+CG 3.72E+02 4.18E404 I.CGEtot 28BE+03 784Et05 483E402 280EiOI 280Etot 280E+00 2.50E~

7.14Etot 7.14E+01 7.ICE&1 1.46E 401 4.70Etot 4.70Ei 0'I 4.70F+01 C.70

+01 4.70E401 4.70Eiot 480E.OI 480E.01 480E 01 480E-01 480E 01 480E.OI 2.OOE-02 2.OOC.O2 2.00E 02 2.00E 02 2.0OE 02 2.00E.O2 2.COE 02 2.00E-02 2.0OE.02 2.OOE 02 6.00E-03 6.00E-03 6.008-03 6.00E-03 1.60E.Ol 1.60E-Ol 1.60E.01 1.60E.01 1.60E-01 1.60E-01 1.60E-01 1.60E-01 1.60E-Ol 1.60E-OI 1.60E-01 1.60E-01 1.71&04 3.12E~

5.67E+04 228 E+05 686&04 680E 405 270E+03 180E~

28 IE+08 8.55E404 5.26E+05 5.19Ei05 48IEi02 4.61C+02 1.03F+04 1.03Ei04 1.03E+04 2.70L+03 888E 403 888Ei03 G.GBEi03 G.GGEi03 8.68E+03 B.GBE+03 886E+02 886E+02 886C&2 88GE+02 886Ei02 886E+02 389E+01 389F+01 389EtOI 3.69E+01 3.69Eiot 3.69E+01 3.69E+01 3.69F+ol 389E+01 389E+01 1.11F F01 1.11E+01 I.IIEtOI 1.11F+01 285E+02 285E+02 2.9SE+02 2.95E+02 2.95E+02 2.95E+02 285Ei02 2.95Ei02 285E+02 285E402 285E~

285Et02 384 E+05 ISBE+05 1.42E+06 987 E+03 1.74E+OB 3.03E+04 3.44EIOS 5.77E~

8.97E+04 184Eooe 2.11E+04 1.15E404 I.CGEi05 I OBE+05 1.46E+02 1.46E+02 IDGE+02 3.44E+05 929 E+03 929Eim 929 E+03 929 E+03 929E+03 929E+03 489Ei03 489E+03 489E+03 489E+03 489E+03 489E+03 923EWI 923 E+Ol 923E+Ot gz3E+ol 923E+Ol 9ZIC+01 9ZIE+01 923E+OI 923E+Ot 9.23E+01 7ÃEiot 788E+Ol 788E+OI 788E+Ot 1.11E+01 1.11F+0 I 1.11E+01 1.11F+01 I.II ENVOI 1.1 1E+01 1.11E+Ol 1.11E+01 1.11Et01 1.11EWI t.tIE+Ot

'1.11E401 X

(ft) 48.0 12.0 92.0 80.0 68.0 116.0 140.0 128.0 0.0 48.0

~968 92.0 140.0 130.5 135.3 135.3 135.3

~160.0

~140.0

~44,0

~24.0 0.0 20.0 44.0

~160.0

~140.0

~116.0

~92.0 I IG.O 140.0

~ 140.0

~116.0

~92.0

~44,0

~24.0 0.0 20.0 CC.O 92.0 116.0

~140.0

~116.0

~92.0 92.0

~160.0

~ 160.0

~160.0

~ IGO.O

~ 160.0 140.0 140.0 140.0 140.0 140.0 Y

(IO 99.0 112.0 69.0 26.0

-268

~26.0 428

-788

-78.0

-248

-26.0 718 22.8 22.8 78 15.8 378

~52.0

~26.0

-26.0

-26.0 112.0 112.0 112.0 112.0

'I 12.0 112.0

~52.0

-52.0

~52.0

~52.0 P2 A

~52.0

.78.0

-78.0

-78.0 93.8 77.0 62.0 44.0 23.4 78

~7.8 93.8 77.0 C2.0 44.0

~7.8 1.70EKB 3.49F+CB 381E+06 583 E+06

<<1.78E&

-1.69F&7

~1.40E 405

-1.48E+07

-180E+OB

~2.CBEiCG

-1.37EC7 4.73E<07 1.05E+04 1AIEt04 8.03E+04 183 E+05 389E 405

-1.40E45

-2.26F 405

.2.26E 405

-2.26E+05

~2.2GE+05

-2.26Ei 05

~2.26ECOS 992E+04 982E+04 982 E+04 982E F04 9.92Eioc 9.92Ei04

~1.92E+03

-1.92E+CO

~1.92E+03

-1.92Ei03

~ 1.92'Ei 03

-1.92E 403

~1.92Et03

~ 1.92E403

~ 1.92E+03

~1.92Fim 4.64E+02 CI.GCEio2 4).64&02 4.64E402 2.77E+04 227 E+04 183Et04 180E+04 681 E+03 280E~

.2.3OEi03 2.77E+04 227Ei04 183E~

18OE+04

.2.30E~

-287 E47 189E+C6 18IE+OB 787E+05 1.19&OB 382E+06 481 E+07 788E+05 080E+00

-125E+C8

-2.04 E+06 I.OGE+CG 1.53E&7 1.42E+07 198E~

186E+04 186&04

-580E47

-180E46 A.COEDS

-223 E+05 O.OOE~

186E+05 4.09E+05

~7.03E~

<.IS&05

~5.10E~

<.OCE+05 5.10E+05 6.15E+05 129E44

~ 1.07E+04

%.49E+CG

~4.CGE+03 221 Eo03 O.OOE+00 185E+03 486Etm 8.49E+03 1.07Et04

~I.mEo04

%86&08

%.79&CO 6.79E+03

-1.77'1.77E43

-1.77E+CQ

~1.77&03

-1.77E+03

~ 1.77E+03 1.77 Et03 185Ei03 185E+03 185E+03 1.55E~

185E+03 786E+OG 682EiOG Center of 8'gkfty 989Ei07

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s16 s17 s18 s19 s20 s21 s22 S23 s24 s25 s26

$27 s28 s29 s30 s31 S32 9.2E+01 7.4E+01 7.4E+01 7.4E+01 7AE+01 1.1E+01 1.1E+01 1.1E+01 1.1E+01 1.1E+01 1.1E+01 1.1E+01 1.1E+01 1.1 E+01 1.1E+01 1.1E+01 1.1E+01 3.7E+01 1.1E+01 1.1E+01 1.1E+01 1.1E+01 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 3.0E+02 7.86EA)6 6.62E+06 96.40

-159.60

-135,60

-111.60 72.40

-179.60

-179.60 120AO 120.40 120AO 120.40 120AO g-1V ~'/-<

-63.94 49.94 49.94 C9.94 W9.94 81.86 65.06 50.06 32.06 11.46 A.14

-19.74 81.86 65.06 50.06 32.06

-19.74 1.01E+06 1.97E+06 1.45E+06 1.01E+06 4.77&45 2.34E+06 1.61E+06 1.10E+06 6.61E+05 3.96E+05 3.62E+05 4.72E+05 2.14E+06 1.41E+06 9.01E+05 4.64E+05 2.76E+05 1.70E+02 3.33E+02 2A5E+02 1.71E+02 8.06E+01 3.95E+02 2.72E+02 1.85E+02 1.12E+02 6.69E+01 6.12E+01 7.98E+01 3.62E+02 2.38E+02 1.52E+02 7.85E+01 4.66E+01 1.06E+11 1.79E+07 50

EQE ENGINEERING 690~ W C. -OQg JOB NO 6'Fo37 o JOB

~~~ +

wPg 7

CALC. NO.

C -oob SUBJECT SHEET Np.

BY

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DATE~57 1 CHK'D DATE < 2 4.~~m cl~

5zl'-o"

~Ax lg i aR xylo H.+

i ~ax io" h~

215 xi+

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A=

4t> =

I tl q.b P+~

Cencl~gf:

E= 4>5,205 (o

C-, - iaaf,4 Il 8 k4 Y =

0.\\P

EQE ENGINEERING e

JOB NO. 5903lol CALC. NO.

SUBJECT SHEET HO.

BY~~

DATE CHK'D DATE ~?

l VK5iu5E. ~iLlE>~ ~E( g. Hogpl p~p~~~E5+

(-IO~ 4~,%,9.u5 CD

(-77'8~ SY2.TS)

(-77I 378> &II.TI)

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URBI?uEJSSAP g't uRBZNE

. L 93-Jun-2

47 rile: c:~Hppss(TmezmhssAplruaaau.L le ~ ~ ~ Algor (c) Dynanlc Hodal Analysis SSAp) 05/03/91 ver 9.20/387 DATE: JUNE 23,1993 TIHE: 04:46 PH IHPUT FILE.............turbine Seisraic Analysis of h7'H Turbine Building 1 ~ ' 'ONTROL INFORMATION Page:

1 Pile:

C:KllPPSSKTURBINrhSSAP'(TURBYNZ.L nurber of fixed end force sets nu~ber of ccater)als nurber of interc>>dlate load sets Page:

2 1"" HATERIAL PROPERTIES IHDEX E

HU HASS hc, IGHT THERHAL EXPANSION REFEREHCE DENSFT Y DWSITY X.

Y Z

TEMPERATURE 1

4.15E+05

.170 O.OOEt00 O.GOB+00 O.OOEt00 O.DOE+00 O.DOE+00 O.OOOE+00 2

4.18E+06

.300 O.OOEt00 O.GOB+00 O.DOE+00 O.OOEt00 O,DOE+00 O.OOOEt00 neer of node points nu&er of elen>>nt types nu.".her of load cases nu.-.ber of frequencies geonetrlc stiffness flag analysis type code solution rude equations per block weight and c.g. flag bandvidth mininitat ion flag gravitational constant (HUMHP)

(NE(TYP)

(LL)

(NF)

(GBOSTF)

(HDYH)

(HODEX)

(KEQB)

(INTCG)

(HIHBND)

(GRAY) bandvldth nininirat)on specified 1'"'ODA( DATA 29 1

0 30 0

1 0

0 0

0 3.2200E+01 1

3.430E+01 4.100E+00 2

3.14QEt01 4.210E+00 3

3.311E+03 1.329E+03 4

4.211E+03 1.542E+03 5

4.628E+03 1.506Et03 6

1.703E+03 8.627Et02 7

1.808Et03 8.104E+02 8

1.000Et06 1.000Et06 9

2.DUDE+06 2.000B+06 2.490Et00 2.490E+00 1.120E+03 1.469E+03 1.717E+03 1.273E+03 2.813E+02 1.000Et06 2.DUDE+06 3.')40Et04 1.520E+05 3.350E+05 3.770E+04 1.370Et05 3.090E+05, 1.790E+07 1.750E+07 2.130Et07 2.950E+07 2.090E+07 3.670E+07 2.310E+07 1.820E+07 3.120E+07 7.550Et06 7.290E+05 6.6908+06 1.840E+06 8.810Et05 7.250E+06 1.000E+12 1.000Et12 1.000E+12 2.000E+12 2.000E+12 2.000E+12 1"" AREA PROPERT)ES INDEX -----------AREAS-------- TORSION

--FLEXURAL INERTIAS-AXIA(.

SHEAR SHEAR A(1)

A(2)

A(3)

J(1)

I(2)

I(3)

NODE BOUHDARY CONDITION CODES

)r).

Dx DY Dz Rx RY Rz HODA( POINT COORDINATES X

3 Z

1"" STRESS PROPERTIES 1

0 2

.0 3

0 4

0 5

0 6

0

')

0 8

0 9

0 10 0

$ 1 0

12 0

13 0

14 0

15 0

16 0

17 0

18 0

19 0

20 0

21 0

22 1

23 1

24 1

25 1

26 1

27 1

28 1

29 1

e"'RINT 0

0 0

0 1

1 1

1 NUMBERS 0 -1.000E+01 0

2.600Et01 0

9.100E+00 0

2.020E+01

.0 9.900Et00 0 -3.560Et01 0 -3.060E+01 0 -7.700E+00 0 -7.700E+00 0 -7.700E+00 0 -7.700E+00

0. 1.960E+01 0

1.960Et01 0

3.900E+00 0

3.900E+00 0 -4.750E+Ol 0 -4.750Et01 0 -4.900E+01 0 -4.900E+01 1 -6.600Et00 1 -6.700E+00 1 -6.700E+00 1

2. 060E+01 1

2.0608+01 1

4.900Et00 1 -4.800E+01 1 -4.650Et01 SUPPRESSED 0

0 0

0

.0 0

0 0

0

'0 0

0 0

0 1

1 1

1 OF EQUATION 1"e'EAN ELEMENTS nu:ber of bears eleccents nu.-.her of area ro ert sets 4.300E+01 5.330E+01

-2.850E+01 8.500E+00-

-2.900E+00 5.740Et01 5.600E+01 4.300E+01 4.300E+01 3.780E+01

'3.780E+01 1.190E+01 1.190E+01 4.700Et00 4.700E+00 1.720E+01 1.720E+01 5.600E+01 5.600E+01 5.610E+01 5.610E+01 2.960E+01 4.300E+01 3.780E+01

1. 190E+ 01 4.700E+00 1.720Et01 5 '10E+01 5.600E+01

5. 691Et02 5.427E+02

5. 310Et02 5.010Et02 4.710Et02 5.010Et02 4.710E+02 5.691E+02 5.427Et02 5.427E+02

5. 310Et 02 5.310E+02 5.010E+02 5.010Et02 4.710Et02 4.710Et02 4.410E+02 5.010E+02

4. 710E+02 4. 710 E+02 4.410E+02 4.265E+02 5.691E+02 5.427E+02 5.310Et02 5.010Et02 4.710E+02 4.710Et02 5.010E+02 21 9

O.OOOE+00 O.OOOE+00 O.DUDE+00 O.OOOEt00 O.OOOE+00 O.OOOE+00 O.DUDE+00 O.DUDE+00 O.OOOE+00 O.OOOEt00 O.OOOEt00 O.OOOE+00 O.OOOEt00 O.OOOEt00 O.OOOE+00 O.OOOE+00 O.OOOE+00 O.OOOEt00 O.DUDE+00 O.OOOE+00 O.OOOE+00 O.OOOEt00 O.OOOEt00 O.DUDE+00 O.OOOE+00 O.OOOE+00 O.DUDE+00 O.OOOE+00 O.OOOEt00 INDEX -SECTION HODULI-S(2)

S (3) 1 O.DUDE+00 2

O.OOOE+00 3

O.OOOEt00 4

O.OOOEt00 5

O.OOOE+00 6

O.DUDE+00 7

O.OOOEt00 8

O.OOOE+00 9

O.OOOEt00 0.000Et00 O.DUDE+00 O.DUDE+00 O.OOOEt00 O.DUDE+00 O.DUDE+00 O.OOOE+00 O.DUDE+00 O.DUDE+00 1"" ELEMENT LOAD HULTIPLIERS CASE A CASE B

CASc, C X-DIR O.OOOE+00 O.OOOE+00 O.OOOEt00 Y-DIR O.OOOEt00 O.OOOE+00 O.OOOEt00 Z-DIR O.OOOEt00 O.DUDE+00 O.OOOEt00 1"" ELEMEHT CONNECTIVITY DATA CASE D

O.OOOE+00 O.DUDE+00 O.DUDE+00 1

2 3

5 6

7 8

9 10 9

8 11 10 13 12 15 14 17 16 19 18 21 20 1

8 2

9 2

10 23 24 25 26 27 29 28 9

8

'1 2

1 2

2 1

3 1

1 5

1 6

1 7

2 8

0 0

()

0 0:0 0

0 0.

0 0

.0 0

0 0

0

-0

-0 ELMNT NODE NODE hODE MAT'L SECTN --ELEHENT LOADS-"- RELEASE CODES MEMBER HO.

I J

X INDEX INDEX A

B C

D I-END J-EhD HO.

UBBINE'II,SS~K'>~BRINE.L 93-Jun-2

~6:47 ri)~ : c:KM?p 11 3

12 3

13 14 15 5

16 5

1')

6 18 7

19 7

20 22 21 22 TQKIYNKhssAPKTURBzNZ~ L

)I 10

)

8 12 13

)

8 13 12 I

8 14 15 1

8 15 14 1

8 16 17 1

8 18 19 1

8 19 18 1

8 20 21 1

8 2) 20 1

9 1')

16 1

9 0

0 0

0 o

o 0

o o

0 0

Page:

3 la: C:)NPPSS)TURBINZ)SSAP'(TURBINE.L flag for additional printing stum sequence check flag saax)nun iteration cycles convergence tolerance cut-off frequency (hertz) no. of starting iteration vectors est.

no. of rigid body rodes eigen value shift (given) orthogonality check flag (IFPR) i (IFSS)

(NITEN) ~

(RTOL)

(COFQ)

~

(NFO)

(HSF)

(SHIFT) ~

(NORTH) ~

0 0

32 1.0000E-05 5.0000E+01 0

0 0.0000E+00 0

1'

'ANDHIDTH HINIHIZATION ninbnd (bandwidth control parasw.ter)

~

bandwidth before resequencing bandw)dth after resequencing a e ~ e EOUATION PARAYSTERS total nu.Der of equations bandwidth W

nusber of equations in a block ~

nucber of blocks H

blocking colory (kilobytes) available zenory (kilobytes)

'"'ard disk file size lnformat)on for processor:

1 84 12 126 12 125 2

2793 2793 NODE LOAD g)MBER CASE X-AXIS I-AXIS Z-AXIS X-AXIS I-AXIS FORCE FORCE FORCE MOMENT MOMENT 1

0

7. 940E+01

7. 940E401

7. 940Eaol 2

0 2.790E401 2.790E)01 2.790Eaol 3

0 3.172E+02 3.1')2E+02 3.172E+02 4

0

).143Ea03 1.143Ea03 1.143EI03 5

0 1.442Ea03 1.442E403 1.442Ea03 6

0 6.424E402 6.4248402 6.424E402 7

0 3;5468402 3.546E+02 3.546E402 1'"'LENDED LOAD HULTIPLIERS

).090Ea05 6.030E+05 9.860EI04 2.720E)05 1 ~ 160E+06 2.330Et06 5.030Ea06 7.730E+06 5.410E+06 9.860EI06 2.330Ea05 2.290Ea06 1.730EI05 1.420E+06 Available hard disk space on C drive ~

116.232 megabytes Est)stated required hard disk space

~

.293 cegabytes 1'"'ODAL LOADS (STATIC) OR MASSES (DYNAMIC)

Z-AXIS MOMENT 7.)ZOE+05 3.)30Es05 3.450Ea06 1.320E+07 1.470E+07 2.460Et06

).560Et06

"" SOLUTION SOUGHT FOR FOLLONING EIGENPROBLEM nucber of equations half bandwidth of stiffness natr)x

~

nurser of equation blocks nu;.her of equations pcr block nucber of eigenvalucs required 1 ii ITERATION NUMBER sweep nunber in )acobi

~

relative tolerance reached on eigenvalues:

.10000+01

.1000D+01

.1000Daol

.1000D+0)

.)000D+0)

.1000D+01

.)0000@0)

.1000Dsol

.1000D+ol

.1000D401

.1000Dsol

.)000Dto)

. 1000D aol

.1000Dtol

.1000D401

. 1000D401

.1000D401

.1000Dtol

.1000D401

.1000Dto)

.1000D401

.1000D+01

~ 1000D401

.1000Daol

.1959D-)5

.2593D-14

.9067D-15

.175)D-14

.4280D-14

.3390D-10

.1697D-14

.75(ID-15

.1170D-14

.6172D-14

.2740D-15

.1124 D-14

.2997D-14

.143)D-ll

.1903D-14

.1208D-15

.4515D-14

.2027D-13

.4158D-14

.7175D-10

.1459D-09

.1909D-14

.1440D-13

.1267D-14

.5994D-14

.2210D-13

.8751D-10

.7896D-12 1"" ITERATION NUMBER.

sweep nucber in )acob)

~

relative tolerance reached on eigenvalues:

126

)2 2

125 30 1

10

.)GOOD+01

.1000D+01

.1000D401

.1000DI01

.1000D+01

.1000D401

.)000Dto)

.3678D-15

.2545D-14

. 6443D-13

.3053D-14

.2100D-13

.3065D-13

.7771D-09

.100OD401

.1000D401

.2637D-14

.5289D-15

.1177D-14

.1449D-13

.5749D-11

,1879D-10

.4839D-09 load case case A

case B

case C

case D

"" CONVERGENCE ACHIEVED IN EIGSOL 1

0.000E+00 0.000E400 0.000E+00 0.000E+00 1"" STIFFNESS MATRIX PAR)METERS nucber of eigenvalues

~

relat ive tolerance 1"" NE SOLVED.FOR THE FOLLOHING EIGENVALUES:

30 1.0000E-05 n)n)est~ non-zero diagonal ele-ent caxfrszu diagonal e)ecent nax)raw/n)n)nuu R

average diagonal e)e,ant S

density of the catrix 2.6056E+09 1.8157Ea)8 6.9682E+08 9.3139E+16 2.236')8+01 1.16054D403 1.20610D403 1.67294D+03 1.9058)D+03 2.63053D403

3. 10910Da03 3.7648)D+03

1. 16236D+04

).40427D404 1.50295D404 1,57124D404 1.72268D404 2.28528D404 2.65515Da04 3.05167D+04 3.27730D+04 4.42035D+04 4.53)08Da04 5.24902D+04 5.5303)D+04 2.47284D+03 2.5872)D403 1.2867)D+04

).37575D404 1.86340D+04 2.16327D+04 3.33668Da04 3.71684D+04 6.16825D+04 7.88087D+04 1 ~ "'IGENVALUE ANALYSIS

~ " SUBSPACE ITERATION ALGORITHM EXECUTED 1 ~ ~" MODAL ANALYSIS CONTROL IHFORHATION

"" UPPER BOUNDS ON EIGENVALUE CLUSTERS 1.166340403 1.21213oa03 1.68130D403 1.91534D+03 2.48520Da03 2.600)4Da03 2.64368Da03 3.12464D403 3.78363Da03 1,16817D+04 1.29314D+04 1.38263D404 1.41130Da04 1.51046Dao(

1.57910D404 1.73129D404

).87272Dt04~-.2.)7408D+04 2.2967)Da04 2.66843Da04

. 3.06693Da04 3.29368D404 3.35337D+04.

3.73543D404

EQE INTERNATIONAL JQB NQ

&~5&1 JQB ~5& E+CSCE~

CALC. NQ.

SUBJECT SHEET NO. ~<

BY ~

DATE T

EE" ~<

CHK'D DATE7-ZO-9V ATTACHMENTC EXCERPTS FROM REFERENCE 6 (4 pp. total) 2HD 289/wpstb

~ ~

~

0

'1

~

S I

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DATE l DATE (Q 6' - ~- ~NQ STRUCTURRL mcc HAAIl. s RSSOCIRT ES A C ~ III. a PAGE OF Job No3gkQI~~

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Text

SUMMARY

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