Text

Rev 0 to Calculation 59037-C-092, Seismic Evaluation of Reactor Bldg
	ML17292B699
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-092, 59037-C-092-R00, 59037-C-92, 59037-C-92-R, NUDOCS 9906220058
	Download: ML17292B699 (84)
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Table of Revisions Table of Contents References 2

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Objective Summary Preliminary Review

,0 Technical Approach Overturning Moment on East Exterior Wall At EL 422'-3" Overturning Moment on Biological Shield Wall At EL 422'-3" 9 '~7 Shear on Biological Shield Wall At EL 471'-0" Overturning Moment On Containment Vessel Outer Skirt Overturning Moment On Containment Vessel Inner Skirt Shear Transfer From Sacrificial Shield Wall to Reactor Pedestal 16 22 25 Overturning Moment on Sacrificial Shield Wall-Reactor Pedestal Interface 31 Shear Transfer From Drywell Floor to Containment Vessel 33 Attachment A - Excerpts from Reference 8-'ttachment B - Excerpts from Reference 3 Attachment C - Excerpts from Attachment D - Excerpts from Reference 10 Reference 4...

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REFERENCES Vsse%

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Structural-drawings-S660;. and S701-to-S899:

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"A Methodolo for Assessment of Nuclear Power Plant Sei gy smic Margin "I (Revision-1);"-Electric Power Research Institute, EPRI NP-6041"-SL-;Revision, 1, August 1991.

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EQE Engineering Consultants, Calculation No. 59037-0-037, "IPEEE Building-Forces", Revision 0.

4 WNP-2 Final Safety Analysis Report.

5.

-" 6.

7 9.

"Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-90) and Commentary - ACI 349R-90," American Concrete Institute, 1990.

I Manual of S eel Construction Allowable Stress Desi n, Ninth Editio'n,.

American Institute of Steel Construction, 1990.

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I Manual of S eel Construction Load and Resis ance Factor Desi ii, First

.. Edition, American Institute of Steel Construction,.1986..

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EQE Engineering Consultants, Calculation No. 59037-C-005, "Re'a'ctor Building Model"., Revision 0.

Pittsburgh-Des Moines Steel Company, Final Stress'Report,Section II, Subsection 6, Revision C, "Design of Suppression Chamber Head and Inner Seismic Support Skirt," 1974.

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Pittsburgh-Des Moines Steel Company, Final Stress Report,Section II,-

Subsection 7, Revision B, "Design of Outer Skirt," 1974.

"ASME Boiler and Pressure Vessel Code,"Section III, Division 1-,

Appendices, American Society of Mechanical Engineers, 1977.

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'he objective of this calculation is to evaluate-the seismic capacity of th'e react'or.

, building. A,seismic fragilityfor.this. building.is needed if.its.medianwapacitgpnd High Confidence of a Low Probability of Failure (HCLPF) capacity'are(less than I

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 I

components of the reactor building (Reference 1).

Based on this preliminary review, a subset of structural components was selected for more detailed evaluation.

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(Reference 3). The following results were obtained:

S ruc ural Com onen HCLPF Ca aci High Confidence of a Low Probability of Failure (HCLPF) capacities-for-the selected, components were calculated following the Conservative Deterministic Failure Margins (CDFM) method recommended in EPRI NP-6041-SL (Reference 2). Seismic responses for this evaluation were taken as the 84% values obtained-by probabilistic response analyses performed for a peak ground acceleration of'0.50g I

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~ CL Overturning moment on east exterior wall at EL 422'-3" Overturning moment on biological shield wall at EL 422'-3" Shear on biological shield wall at EL 471'-0" Overturning moment on containment vessel outer skirt 0.51g 0.68g 0.89g I'" ~

Overturning moment on containment vessel inner skirt Shear on sacrificial shield wall-reactor pedestal interface 0.51g

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I'verturning moment on sacrificial shield wall-reactor

'edestal interface 0;93g Shear transfer from drywell floor to containment vess'el '"

:50'g I,

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'It is noted that conservative approximatiori's were included to'sirriplifythese

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More rigorous calculations could be performed to reduce these --

t conservatisms and obtain HCLPF capacities even greater than those listed above.

---It is concluded that the HCLPF capacity of the reactor-building is greater than- -

0.50g.

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A preliminary review was performed to identify-a:subset of reactoqbuilding structural components for which more detailed evaluations should be peIfq<med This review consisted of (1) review structural drawings (Reference 1),,'the Final

~ -Safety Analysis Report (FSAR) (Reference 4); andveactorbuildingweismlc responses for IPEEE (Reference 3), and (2) approximate calculations.to estimate

'eismic capacities of certain structural components..

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

In general, the reactor building,I containment vessel, and containment internal structure'were found toIbe of relatively rugged construction, and no obvious seismic vulnerabilities were.

identified.

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(1) Shear walls, including the biological shield wall, (2) floor diaphragms, i3i containment vessel, including the inner and'outer skirts arid sh'eaF transfer to the concrete foundation in which it is embedded,.(4) reactor pedestal including shear, overturning moment, and its connection to the inner skirt, (5)

'sacrificial shield wall, including shear, overturning moment,"and the'interface wjtli the reactor pedestal, (6) stabilizer truss, including the truss members,-and connections to the sacrificial shield wall and containment vessel, and (7) connection from the drywell floor to the containment vessel.

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

Overturning moment on the east exterior wall and biological shield wall at Elevation 422'-3". Approximate calculations indicated that this is controlling location for overturning moment on the shear walls.

Shear on the biological shield wall at Elevation 471'-0": --.

Approximate calculations indicated that this is controlling location for shear on the shear walls.

Overturning moment on the containment vessel outer skirt.,

The skirt anchors do not satisfy the ductile anchorage requirements of ACI-349-90 (Reference.5) Appendix B:-The.

containment has higher seismic capacity than the skirt,.

because seismic stresses for IPEEE are relatively low.

Overturning moment on the containment vessel inner skirt.

The skirt anchors do not satisfy the ductile anchorage requirements of ACI 349-90 Appendix B. 'he reactor pedestal has higher seismic capacity than the skirt.

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~The sacrificial)shield)wall anchors l J do not satisf the ductile anchora e re ui ements of. ACI 349-,

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More detailed evaluation of the stabilizer truss at the top of the sacrificial shield'all was not considered necessary:

Past. seismic PRAs have found stabilizer trusses to have lower seismic capacities than'ther reactor building components..

However, the stabilizer for WNP-2 and its connections are relatively heavy and have seismic capacities at least those-for the other structural components.

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--HCLPF.capacities for-the-selected-reactor-building-structural componentsmere calculated following the Conservative Determirjistic FalJuI'.eJVlargiJIs (CDEM)-

approach recommended in EPRI NP-6041-SL (Reference 2).

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

These acceptance criteria are specified in appendicesto EPRI NP-6041-SL, ACI 349-'90 (Reference 5)', AISC Specifications (Reference 6), or the Load and Resistance Factor Design (LRFD).

Specifications (Reference 7).

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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ATTACHMENTA EXCERPTS FROM REFERENCE 8

. 2HD 289/wpsrb I'

rt 4'

J'

Reactor Building

¹ 35 653.13 4

LEGEND

Rigid Elements

Beam Elements

<Q,p gK

,g I QIY>>~

28 32 33 31 O

630.75

(. I'Sry Q(g, lO¹¹)

605,80 596.63

~

Lumped Mass Q¹ Node Numbers

~ Element Numbers 4¹

~ S~

23 27 25 24 21 20 571.0 567.31

" dt. tRg

(.0.~)

547.0 Containment Vessel Q51 50 Q U. <VAN)

Q49 Reactor Pedestatl Sacrificial Shield t>> gtig r(n).'%0 ~)

65 5'5 l,'5 L 16 14 17 15 13 0

521.0 500.0 C'>>C C ~.>5.b) 470.0 t

(tp Q¹s O

47 G.usa Qs Qs 44 9 be Q49 42 Q4~

64 S<<.4 I 63 gent.o 62 61 O

60 Q59

<i is.ut C 5,"-;

Qss

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><q 6v t-o."¹'\\g gled 1O 443.0 5

35.25

<"- "a) 422.25 52 40 O.

57 67 56 55 r g

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Co.-.i. q 405.25 4.Oc,o~ Z,= C<oW1, y =

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JOB NO.5+~~Ol JOB CALC.NO.-~~

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8Y; DATE CHK'g~

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Calculation of Center of Rigidity Calculation 59037-C-005 By tat.,

Date Checked Date Lor Ro (ft)

A (ft2)

Ax (ft2)

Ay (ft2)

X (ft)

Ax*Y (ft3)

Ay*x (ft3)

A*X (fQ)

A*Y (fQ) jI."Ea 1 THRU7 8

NA 48.17 NA 5.0 1483.30 1434.66 797.00 717.33 713.80 717.33 2917.96 1514.33 Sum 1431.13 ts~p,:

ta

~

l year I

y e

g;.,.'.~"-'-" 2. Calculation of the Moments o

'i;-.

Vfall LorRo (ft)

{ft2)

Xs = ~>Prg@2'<.j:4t'3 ft Ys = a-,;,:,-.';::'~!i~9.',: ft fInertia Ay

{ft2)

Ax

{ft2) xs

-5.50 0.00

-5.50 0.00 ys

{ft) xa Xa = g'.m.<Q".'.k9.:) ft Ya =

[i':,.'~i!.;::-".':-::-"4:;::1ttittft

-4384 0

-4384 ya (ft)

-3926 0

-3926 Ixx (ft4)

-12232 0

-12232 (ft4)

-12232 0

-12232 Izz

'(ft4) 1 THRU 7 8

Sum NA 48.17 1483.3 1434.7 797.0 717.3 2917.961 1514.33 713.8 717.3 1431.13

-2.76 2.74

-2.61 2.89

-1.31 4.19

-1.31 4.19 5.162E+06 1.526E+06 4.340E+06 1.526E+06 5.866E+06 6.688E+06 7.093 E+06 3.024E+06 1.012E+07

.g

.',,"a+

I a~

~ '

cLoJ/dbe/sse/ms

ttPPSS 122 1

2 3

4 5

6 1

8 9

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55'6 57 Se

~ S UNIT 2 4

1 0

2.

5 0

5 8

0 8ll 0ll 14 0

14 0

17 20 0

20 23 0

23 26 0

26 29 0

29 32 0

32 35 0

0 1

1 e

0 0

0 1

),

5 0

0 0

SEISMIC 0

1 0

2 5

0 5

e 0

8

)1 0

11 14 0

14 17 0

17 20 0

20 23 0

23 26 0

26 29 0

29 32 0

32 35 0

0 1

8 0

0 0

1I 5

70 1

0 2

5 0

5 8

"0 8

11 0

11 14 0

14 17 0

17 20 0

20 23 0

23 26 0

26 29 0

29 32 0

32 35 0

0 1

1 8

0 0

0 1]

5 0.

0 0

"0 0,

0 t

1 1

0 2

5 0

5 8

0 8

11 0

11 14 0

14 17 0

17 20 0

20 23 0

23 26 0

26 29 0

29 32 0

32 35 0

0 1

1 8

0 0

0I 1

5 0

0 0

0 1

0 2

5 D

5 8

0 8

11 0ll 14 0

14 17 0

)7 20 0

20 23 0

23 26 0

26 29 0

29 32 0

32 35 0

0 1

1 8

0 0

0.

0 0

1 1

5 0

0 0

0 1

0 2

5 0

5 8

0 8

11 0

11 14 0

14 17 0

7 0

0 20 3

0

]3 24 tt 26 29 0

2&

32 0

32 35 0

0 1

)

8 0

0 0

1 1

5 0

0 0

o 0

0 0

150

-4,98

-4 98

'1.19

-1.)9

-1.60

-4.01

-4.17

-4.63

-4,63 "3.71

-2.74 2'4 "5.24

-3.59

. -3.59

-4.06

-0. 71

0. 71

'5.06

-6.74

-26.0$

l'-)3.72

'-13.72 6.80

-15.04

-9.34

-4.35 4.35 5.50

-4.18

-$.31

-41.30

-40.30 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 O.ott o.op 0.00 0.00 0.00

-6. el

-6. 8:t

-1.4$

-1. 4$

-5.26

-4.36

-4.34 "6.2)

-4.94

-0.76 2.81

-2.89 1.3.'t

-2.09

-3.21

-4. 67

-4.67

-0.06

-3.10

-3.10 0.42

-2.05

-1.06 1.59 "l.59

-1. 64

-5. 50

-$.50

-5.50

-5.31 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1. 00

0. 00 0 F 00 0.00 0.00 0.00 0.00 0 00

0. 00 405.50 422.25 422.25 435.25 435.25 435.2$

443.00 443.00 443.00 470.00 470.00 470.00 500.00

$00,00 500.00 521.00 521.00 521.00 547.00 541.0D

$47.00 567.38 561. 38 567.38 571.00 571.00 571. 00 605.88 405.88 655,88 630. 15 630.15 630.15 6$ 3.13 653.13 596.63 596. 63 596. 63 443.OO 455.00 467.67 480.33 492.91 500.00 512.75 521. 92 531. 02 541.27 557.52

$67.38 583. 10 455.36 455.36 4$ $.36 435 25 448.33 462.42 476.50 490 69 500.00

$12.75 519.56 ANALYSIS

'REACTOR BVILDINC MODE),

SSE DAMPINC 63 0

0 64 0

0 65 0

0 66 0

0 67 0

0 68

)

1 69 1

1 70 0

0 71 0

0 72 0

0 73 0

0 74 0

0 75 0

0 76 0

0 77 0

0 78 0

0 79 1

1 80 0

0 81 0

0 82 0

0 83 0

0 84 0

0 85 1

1 86 O

0 87 0

0 88 0

0 89 0

0 90 0

0 91 0

0 92 0

0 93 0

0 94 0

0 95 0

0 96 0

0 97 0

0 98 1

1 99 1

1 100 1

1 101 1

1 102 1

1 103 1

104 1

1 105 1

I 106 1

1 107 I

1 108 I

),

109 1

1 110 1

1 111 1

1 112 1

1 113 I

1 114 1

1 115 1

1 116 1

1 117 1

1 118 1

1 119 1

1 120 1

I 121 1

122 1

I 2

36 28 1

4.153ES 2

4 ~ 17686 1

10486.92 0

0 0

0 0I 1

0 0

0I 0

0 0

1 0

0 0

0 1

1I 1

1 1

1 1 '

0 0

1 1

0 0

0 1

0 0

0 1

0 0

1 1

1 II 1

1 0.11

0. 30 8321 94 0

0 0

1 1

0 0

0 1

1 0

0 0

1 0

0 0

1 0

0 1

0 0

1 1

1I 1

1 1

1I 1

1 1

1 0

0 0

1 0

0 0

0 1

1 1

1I 1

1 1

1 1910. 59 0.00 0.00 0,00 0.00 0,00 1,00 0.00 0.00 O.PD D.DP 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.op 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 1000.00 1000.00

)000.00 1000.00 1000.00 1000.00 1000.00 1000.00 1000.00

)OOO.OO

]ODD.OD 0.00 531.02 0.00 541.27 D. 00 551 ~ 52 0.00 567.38 0.00 455-36 0.00 455.36

-)..00 455.36 O.oo se6.84 0.00 583 )0

o. 00 519 ~ 68 0.00

$ 67.38

~

0.00 559 F 84 O.OO SS).S) 0.00 544.55 0,00 53'9 O,OD 531.14 0.00 519 ~ 56 0.00 559-84 0.00 551.51 0.00 544 ~ 55 0 oo 537 59 0.00 531-14 0.00 0-0 Q

QQ 544 55 0.00 551 ~ 23 0.00 531.14 O.OO

$26.93 0.00 557.85 0.00 554.70 0.00 544.16 0

OO 531 91 0,00 525.26 0.00 521.01 0.00 551.23 p.00 538.26 o.oo see.e4 0.00 583.10 0.00

$79.68 0.00 567.38 0 00 559.84

0. 00 551. 51 0.00 544.55 0.00 531. 59 0.00 531.14 0.00

$59.84

,t,~

0 F 00 551.51 0.00

$44.55 C:",

l 0.00 537.59 -,.; ":,<<',7;~t;gag,

)+~4 4 ~ 94 47D OD

" '-" ~

~ ~,~v.;

pM.

g-'2.09 521.00 4.67

~ 547.00

-3.10 567.38

-2. 05 571.00 I

1 59 605 ~ ed

-5.50 630.7S o.

y,~e 0 ~ Q7

<<,~10+)t<<, <<~<<h $v, 6<<<<'qf@E<<'

~

r P + ~~';

~

2 3

4 5

6 7

9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 1

2 3

4 5

6 7

8 9

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

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SUBJECT SHEET NO BYM~
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ATTACHMENTD EXCERPTS FROM REFERENCE 4 lt
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I 2HD 289/wpsrb
TABLE 3;7-9 REACTOR BUILDING - SEISMIC ANALYSIS HORIZONTAL N-S DIRECTION SSE ACCELERATION (UNITS IN G x 10
)
MASS MODE NUMBER C MBINE I
2 3
4 5
6 7
8 9
10ll 12 13 14 15 16 17 18 19 20 21
.22 23 24 25 26 27 28 29 30 31 32 33 34 35 1171. 05 654.94 534.80 466.20 380.53 315.55 222.28 147. 65 124.64 80.75 586.10 539.23 502.89 447.87 414.72 386.14 358.25 320.84 298.22 257.60 218.66 182.03 147.68 576.53 542.07 482.18 441. 14 394.20 368.69 321.12 288.45 240.68 196.89 157.80 124.65
-1177.02 48.04 51.65 50.43 46.92 43.12 35.73 2S.85 26.45 22.21 65.63 62.56 61.95 60.25 58.86 57.51 56.01 53.69 50.63 44.89 39.36 34.27 28.86 83.03 82.06 78.19 73.22 65.99 61.84 53.86 48.96 41.82 35.51 30.27 26.46 276.94
-235.69 91.18 14.14 76.24 138.21 212.77 260.19 270.16 291.72
- 54.12
- 01.39 60.02 142.44 187.30 223.71 256.57 295.97
" 295.40 290.39 284.85 280.84 260.31 99.10 181.51 284.55 314.49 318.01 313.11 297.95 293.32 283.08 273.50 267.98 270.19 15.31 31.90 26.96 29.59 30.63 30.23 27.47 24'0
~~25. Dl 25.71~~
-143.56
-138.12
-149.57
-159.81
-162.70
-163.71
-162.99
-159.12
-135.23 89.37
- 46.11 8.04 24.53
-46&.71
-464.05
-426.89
-368.87
-284.98
-242.03
-161.22
-117.77 60.23
- 16.25 12.82 25.01
.87
.40 2.15 2.33 2.51 2.76 2.63 2.87 3.51 5.15 27.90 17.72
.73
-22.93
-33.85
-42.05
-48.64
-55.07
-48.61
-35.30
-21.94 9.49 2.&5 101.66 27.28
-57.65
-79.17
-75.63
-70.47
-55.96
-47.57
-32.60
-17.68 4.86
- 3.49
- 1.74 12.34 4.10
- 1.10
- 5.66
- 6.89
- 6.34 3.06
- 1.65 1.97 4.05 2.71
.90
- 4.93
- 6.73
- 7.97 8.81 9.31
- 9.13 8.55
- 7.56
- 6.18 3.07 10.28 17.41 16.91 8.77 3.3D
- 5.60
- 9.33
-10.49
-10.38 8.55
- 5.44
- 1.66
.92 5.36
- 1.23 3.80
- 5.26
- 5.07
- 2.67
.03
.54 1.16
- 6.72
- 2.99 2.89 9.99 13.38 15.87 17.79 19.44 17.46 13.26 8.99 5.01
.02
-21.16
-27.05
-17.53
- 1.87 16.83 18.40 19.69 19.01 15.33 10.11 4.67
.55 2.67 11.52
-14. 37
-20 F 06
-19.23
-14.78
.15 9.96 12.32 11.98 1.91 4.37.
9.70
-15.94
-18.69
-20.61
-21.95
-22.74
-18.19
- 9.15
.65 6.57 9'5 34.47 35.37 12.4D
-10,0&
-31.49
-29.56
-23.20
-17.62 7 ~ 27 2.60 9.8&
12.32
.03
.06
~ 43
,07
.37
.52
.51
.25
.24
.39 5.25 4.32 5.11 5.81 5.87 5.79 5.57 4.98 4.53 3.59 2.60 1.66
.25 7.83
.76 I2.24 13.06 7.13 2.76 4.98 8.10 9.40 7.60 3.85
.23
.07 1.81 1.24
.80 2.55 2.61
'1.26'.
.16
.50
.56 1.08
.57
.25
.17
.38
.54
.67
.77
.67
.46
.23
.04
.16 1.00 07
~~l. 62 l.42~~
~ 42
.04
..;78 99
~ ~ 85.
t.".39, e.
~ 15 50 1683. 35 698 '6 545.88 470 67 392.93 349.14 311.07 301.16 300'5 304.92 610.12 560.50 531.88 h) 501.30 489.14 482.14 477.42 472.93 448.09 403.14 5
365.06 336.91 301. 86 I
763.14 744.18 I
711.68 664.52 591.78 551'7
'340 o15m"."~~'i.,'~-
LJ P
TABLE 3.7-11 REACTOR BUILDING " SEISMIC ANALYSIS HORIZONT:.L N"S DIRECTION - SSE MEMBER SHEARS (UNITS IN KIPS MODE NUMBER OMBI ED 1
2 3
4 5
6 7
8 9
10ll 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 3054.5 19772.
35489
'3688.
5D259.
55778.
60387.
67346.
72339.
78827.
123.6 1572.5 1606.2 1696.3 1724.0 1772.1 1857.7 4049.4 4089.0 4132.4 4171.5 5024.9 415.2 97.5 406.2 643.9 1404.6 1775.6 848.5 1233.3 1432.4 1615.0 1847.1 539.8 1923:2 6464.0 1728.0 2105.0
-3070.1
-1844.7 41.4 927.8 1738.1 2493.1 3233.8 4217.0 5080.6 6851.0 13.8 65.2 60.8 49.2 44.8 37.7 24.4 404.6 411.3 419.4 426.2 587.6 116.5 68.2 13.6 52.5 183.5 241.0 27.1 90.2 125.1 157.9 201.7 42D.3 333.6 635.0 231.0 421.4 722.4 5289.3 6362 '
6611.8 5297.2 2875.7 1545.9 8027.3 6175.
9375.
11.3 808.0 803.6 776.6 762.2 734.7 673.8 1498.8 1538.7 1591.6 1642.6 2962.9 457.2 350.8 53 F 1 114.3 744.2 1036.4 53.5 430.0 666.6 919.1 1305.3 1512.9 716.4 3498.0 853,0 2112.1 39.9 773.8 613.9 93.6 435.1 964.7 1535.2 193.3 642.0 2685.8 30.1 281.3 270.6 240.3 2?7-7 207.2 169 '
-1594.4
-1612.8 1620.1 1637.4 1675.2 597.7 325.8 121.0 317.0 881.9 1107.5 12.7 138.5 188.9 203.8 185.5 2152.7 1824.1 1593.3 182.3 1733.6 2.3 7.9 177.3 218.3 261.8 310.1 364.7 23.1 79.8 329.7 5.8 167.4 167.3 163.0 160.4 155.2 143.6
-318.9
-325.6
-332.1
-336.0
-380.6
- 17.6 1.6
- 62.0
-104.1
-253.9
-319.7 80.2
-141.4
-168.5
-184.8
-191.9
-124.3
-283.7 373:6 191.7 453.2 4.5 310.1 420.6 401.2 303.5 182.8 51.1 14.3 90.5 66.4
.8 20.4 20.4 19.4 18.9 17.9 15.9 9.3 8.1 6.5 5.2 23.9 13.5 23 '
41.4 46.0 39.5 34.3 3.5
- 10.0 18.6
" 26.5 34.3 5.8
- 13.4 35.1 35.8 4.4 2.4 134.3 93 1
26.4 64.4
-153.2
-208.6
-133.3 59.8 32.1 1.4 22 ~ 3 22.1 20.2 19.2
- 17.2
- 13.0 45.7 48.1 50.5 52.1 75.7 28.7 44.6 62.9 63.9 30.6
- 13.4 6.4 30.8 43.6 52.9 59.7 6.1 26.6
- 75.9 60.6 54.8 7.0 286.9 92.0 444.7 776.7 035.7 032.6 954.9 676.8 275.4
.4
~~17. 5 16.8 13.8 12.4 9.8 4.6 84.4 86.8 88.5 88.6 57.7 43.0 63.8 76.8 71.4 9.1 18.6 22.1 44.8 50.8 48.4 34.2 28.7 47.1 23.8 18.4 83.9~~
.1 1.4
-16 '
-18.1
-11.7 2 ~ 7 7.9
- 1.5
-26.1 5.0 1.1 2.2 1.8
~ 7
~ 3
~ 4
- 1.8 3 ~ 2 3.8 4.5 5.0
-12.8
-18.1
-18.6 5.2 1.7 15.8 18.4 0.0
-10.4
-18.3
-25.3
-30.8 6.2 2.4 12.0 30.6
.4
~ 2 46.4 80.7 66.6 22.5 23 ~ 2
-49.4
-48.7
-38.6 5.7
~ 2
~ 3
~ 3
~ 3
~ 3
~ 2 0.0
- 1.1
- 1.2
- 1 ~ 3
- 1.4 1.5
- 1.8
- 1.8
.1 0 7 1.5 1.4
~ 5 1.8
- 2.5
- 2.8 2 ~ 7
.9
.8 1.0 2.0 1.0 4390.8 20571.
36064.
44200.
50578.
55930.
60527.
67962.
74305 88422.
128.6 1799.7 1825.5 1889.1 1906.3 1936.4 1988.8 4633.4 4688.5 4750.7 4805 7
6111.0 870.7 506 0
455 '
749.8 1845.5 2370.0 855.0 1326.3 1607.9 1888+2 2288.7 2721.7 2781.5 7557.2 1961.0 3507.1
TABLE 3 ~
REACTOR BUILDING - SEISMIC ANALYSIS HORIZONTAL N-8 DIRECTION - SSE MEMBER MOMENTS (UNITS IN FT - KIPS 10
)
MEMBER TOP BOTTOM TOP MODE NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP ll 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38
.05 2.02 17.74 43.71 61.45 77.66 93.92 117.88 146.87 199.05 251.34 313.71 4.26
.37
.82 3.54 13.54 23.23 46.91 55.21 72.88 93.30 116.31 0.0 0.0 368.38 107.26 0.0 14.62 251.79 1091.38 1890.82 3103.17 4240.21 6001.30 8057.97 886o.oo 10 10964.1 158.94 1012.98 1814.46 3026.67 4158.56 5913.52 7631.71 8645.82 0308.3 0964.1 2.00
~~17. 51 43.84 61.10 77.13 93.91 117.60 146.34 198.55 251'7 304.20 374.01~~
.16 1.22 3'4 10.92 23.11 45.87 54.81 72.71 93.05 116.06 142.28 0.0 0.0 368.38 107.26 0.0
.05
-145.39
-215.15
-212.25
-185.04
-144.29 63.67 50.72 104.85 255.01 0.0
22
~~.41 1.39~~
~~1. 88 2.27 2.59 2.88 0.0 S.24 10.58 16.69~~
.37
.76 1.82 1.66
.68
.61
~~3. 84 4.15 S. 46 7.24 F 50 0.0 0.0~~
- 23.88 11.98
).0 145.11 216.41 214. 31 188.13 148.54 69.50 23.65
- 87.53
-206.56
-255.01
~ 22
.42 1.40 1.89 2.29 2.62 2.91
.03 5.20 10.55
- 15.98
-,23.74
.78 1.87
~~1. 68~~
~~1. 06~~
.57 3.68 4.09 5.43 7.22 9.47 12.33 0.0 0.0 23.88 11.98 0.0 16.98 86.79 376.84
- 587.73 838.79
-1031.02
-1202.18
-1158.00
-1097.75
-1369.25
.09
.36 8.39
~~21. 68 29.73 36.82 43.94 52.92 42.57 23.40 3.50 9.99 7.56 12.39 18.46 19.09 17.70 12.81~~
.74 1.28 7.42 16.80 29.67 0.0 0.0 37.07 47.94 0
0
~~17. 15 290.43 506.47 759.63 950.03 1117.29 1160.43 1087.92 773.93 369.25~~
.27 8.32 21.44 29.64 36.67 43.56 52.53 42.38 23.12 3.25 17.31 45.55 12.06 18.09 19.00 17.78 12.63
.61 1.24 7.39 16.80 29.75 48.02 0.0 0.0 37.07 47.94 0 '
.02 2.03 27.33 14.16 10.85 IS.S2 45.71 5.67 30.96 41.39 0.0
.48 2.28 6.66 9.10 11.13 12.94 14.98 3.67 16.83 37.53 59.76 4.64 1.03 5.85 4 '3 3.11 9.53 25.12 25.46 27.65 30.49 33.51 0.0 0.0 80.19 36'9 0.0 1.91
-27.76
-14.83
-11.73
-19.98
-47.76
-87.16
- 7.36
~~18. 10 41.39~~
.48 2.29 6.68 9,12
-11.17
-13.03
-15.10 3.78 16.71 37.45 58.27 79.87 1.26
- 6.33 4.61
.70 9.12 23.65 25.01 27.42 30.31 33.36 36.12 0.0 0.0
-80.19
-36.19 0.0
.39 2.49 4.61 2.73 1.11 4.46 10.84 9.85
- 1.00
-31.04
.02
.l2 1.78 4.53 6.22 7.69 9.13 10.96 8.71 4.60
.35 4.43 9.73 9.94
~~10. 29 9.75 8.34 6.58 2.28 1.46~~
.61 3.03 5.69 0.0 0.0 9.22 8.41 0.0
.28 2.80
.99 2.95 6.60
-13.76
-20.69
-10.05 2.60 31.04
.11
- 1.77
- 4.50
- 6.20
- 7.67
- 9.11
-10.96 8.72'.59
~ 37 3.91 8.99
- 9.55
- 9.92
- 9.66
- 8.55
- 6.61
- 2.51
- 1.54
.55 2.98 5.64 8.39 0.0 0.0
- 9.22
- 8.41 0.0
.35 1.94 14.84 23.65 33.12 37.08 37.34 35.61 29.62
-37.44 0.0
.02
.22
.55
.75 92 1.08
~~l. 27 1.32 1.41~~
~~1. 47~~
.92 1.36 1.27
.89
.46
~ 23
.52 1.00 F 04
~ 90
~ 63
.23 0.0 0.0
.14
.28 0 ~ 0
.14 13.88 23.41 "34.08
-39.49 42.56
-38.72
-35.49
-27.80 37.44
.02 F 22 F 55
.75
+92
- 1.09
- 1.28
- 1.33
- 1.43 1.49
- 1.54
.63 1.23
.88
.47
.07
.50
.95
- 1.03
.90
.63
.25
.25 0.0 0.0
.14
.28 0.0
i
C3=t -(-os NNP-2 TABLE 3.7"12 (Continued)
Page 2 of 2
(UNITS IN FT-KIPS x 10
)
3 MEMBER MODE NUMBER COMBINED TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM 1
2 3
4 5
6 7
8 9
10
.11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
&7 28 29 30 31 32 33
.34 35 36 37 38
.64 3.61 10.87 14.31
~~15. 89 14.86 9.80 5.54 5.44 3.82~~
.01
.03
~ 26
.63
.84 1.02 1.19 1.35 1.03
.42
.22
.89
~~l. 81~~
~~1. 58~~
.85
.19
.64
.86 1.03
.96
.51
.12
.88 0.0 0.0 1.75 1.72 0.0
.53 8.77
-12.77 "15.00
-14.53
-10.26 4.17 4.38 4.24 3.82
.03
.25
.62
.83 1.01 1.18 1.35 1.03
.42
~ 2 2
.88 1.80 1.52
.85
21
.54
.85 1.03
.97
.52
.10
.87 1.72 0.0 0.0 1.75 1.72 0.0 3.71
~~19. 85 42.34 49.54 44.92 34 '4 9.00~~
-18.89
-24.41 24.49 0.0 0.0
.18
.46
.61
.72
.82
.88
.29
.81
~~1. 93~~
~~2. 69~~
~~l. 92 1.54~~
.50
.30
.92
.96
.58
.32
.35 1.10 1.80 0.0 0.0 2.91 2.25 0.0 3.3&
-30.89
-40.47
-37.98
-28.61 3'7 18 AD &8 27.22 37.96
-24.49 0.0
.18
.45
.60
.72
.81
.88
.29
.81 1.93 3.05 3.38
~~1. 50~~
.51
.29 1.12
.98 I72 37
.32 1.07
~~1. 78 2.28 0.0 0.0 2.91 2.25 0.0~~
.15
.57
.87
.70
.37
.25
.30
.19
.25
.22 0.0
.02 0-0
.03
~ 04
.04
.03
.01
.02
~ 07
.13
.22
.29
.11
.17
.21
.18
.33
.68
.71
.57
.31
.06 0.0 0.0
.37
.49 0.0
.15
.62
.53
~ 2 3
.12
.17
.51
.17
.77
~ 2 2
.02 0.0
.03
.04
.04
.04
.01
.01
.07
.12
.19
'. 38
.11
.19
.23
.19
.29
.56
~ 68
.56
.31
.05
.49 0.0 0.0
.37
.49 0.0
-l. 48
-4.28
-4.09
-3.63
-2.76
-2.96
-3.87
-s.o6
-5.17 1.26 0.0 0.0
.01
.01
.02
.02
.02
.03
.02 0.0
.01 0.0
.03
.01
.02
.02
.03
.04
.07
.07
.04
.01
~ 03 0 ~ 0 0.0 0.0
.07 0.0 1.47 2.50 2.45 1.89 2.29 3.66 5.21 5.48 5.94 "1.26 0.0
.01
.01
~ 02
.02
.02
.02
.02 0.0.01
.03
~ 02
.01
.02
.02
.01
.04
.06
.07
.04
.01
.03
.07 0.0 0.0 0.0
.07 0.0 22.83 304.36 1176.1 1992.61 3220.62 4366.61 6121.17 8141.03 8928.51 11052.4
.10 2.12 19
~ 84
~~49. 49~~
~~69. 19 87.06 104. 95 130.60 153. 21 201.25~~
'54.39 320 F 00 14.40 16.29 22.08 22.23 24.06 28.93 53.44 60.99 78.51 99.90 125
~ 15 0.0 0.0 379.72 123.87 0.0 215.95 1076.96 1896.69 3126.87 4268.73 6018.91 7720.12 8714.58 10339.5 aaos2.4 2.09 19.61 49.50 68.84 86.53 104.79 130.21 152.66.
200.72 254.39 310.68 386 '2 15.80 21.76 22.14 22.65 28.71 51.84 60.44 78.26 99.61 124.89 155.22 0.0 0.0 379.72 123.87 0.0
~~3. 7-6 1 e> ~~~
~
4 27 C+g ( <hicA4 Qo%)
29 g-~~
gee
/"x WASHINGTON PUBLIC POWER SUPPLY SYSTEM NUCLEAR PROJECT NO.
2 MATHEMATICALMODEL OF REACTOR BUILDING FOR HORIZONTAL INPUT MOTION FIGURE 3.7-i4

ML17292B699

Text

SUMMARY

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