ML20062A037

Seismic & Stress Analysis of LACBWR Main Steam Piping Sys. Concludes That Stresses from Seismic,Dead Weight,Pressure & Thermal Expansion Loadings,Combined IAW ASME Code Rules for Class 2 Components Satisfy the Code Design Requirements

ML20062A037
Person / Time
Site:	La Crosse File:Dairyland Power Cooperative icon.png
Issue date:	08/01/1975
From:	Obligado A DAIRYLAND POWER COOPERATIVE
To:
Shared Package
ML20062A031	List: ML20062A024 ML20062A032 ML20062A037 ML20062A042 ML20062A046 ML20062A051
References
TASK-03-06, TASK-05-04, TASK-3-6, TASK-5-4, TASK-RR NES-81A0088, NES-81A88, NUDOCS 7810100008
Download: ML20062A037 (71)

Text

_

NES 81A0088 i

J i

i f

SEISMIC AND STRESS ANALYSIS OF LACBWR 2

f

+%IN STEAM PIPING SYSTEM E

6 i

,/

Prepared Under NES Project 5101 for DAIRYLAND POWER COOPERATIVE d

i i

l NUCLEAR ENERGY SERVICES, INC.

Danbury, Connecticut 06810

\\

i p

. Prepared by:

A. Ob igado Approved by:

d w-2 7trigipf y app erogA G-l d /

ect sanager l

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t PLR AbocK pfg-Vg9 P 7fraf9Mr V.P. Cngi9efring DATE:

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TABLE OF CONTENTS VOLUME I W--

1.

SUMMARY

I 2.

INTRODUCTION.......................................................

2 3

PIPING SYSTEM DESCRIPTION.......d................................

3 4.

LOADING CRITERIA...................................................

5

~

3 4.1 Dead Weight and Other Sustained Mechanical Loads..............

5 4.2 Internal Pressure.............................................

5

~

4.3 Thermal Loading............ ~.................................

5 4.4 Seismic Loading...............................................

5 5

STRESS ACCEPTANCE CRITERIA.........................................

7 51 Normal Operating Conditions...................................

7 5.2 Upset Conditions..............................................

7 53 Emergency Conditions..........................................

7 6.

ANALYTICAL HETHODS.................................................

8 6.1 Mathematical Model 8

6.2 Static Load Analysis..........................................

d 6.3 Eigenvalue Analysis...........................................

9 6.4 Dynamic (Seism 1c) Analysis....................~................ 10 6.5 Strest Analysis............................................... 12 i

7 DISCUSS 10tl 0F RESULTS.............................................. 14 8.

CONCLUSIONS AND REC 0HMENDATIONS................................... 25 9

REFERENCES.............

26 i

10.

APPENDICES......................................................... 27 i

A.

Analytical inpu't Data.......................................... 27 B.

Tabulated Results of Analysis.................................. 28 VOLUME 11 COMPUTER OUT - PIPESD Static and Dynamic Analysis of LACBWR Main Steam Piping System.

1 L

1.

SUMMARY

This report, prepared for Dalryland Power Cooperative, presents the results of seismic and stress analyses of the main stean piping system for the LACBWR Nuclear Power Station. The seismic and stress analyses are perform-ed in accordance with the design requirements for Class 2 piping components i

of the ASME Boller and Pressure Vessel Code, Section 111, Division 1,

" Nuclear Power Plant Components",1974. By providing adequate seismic restraints (snubbers) at crittent locations of the main steam system, the stresses in the piping due to a selsmic event have been reduced to accept-j able values.

It is concluded that the stresses due to seismic, dead weight, pressure and thermal expansion loadings, combined according to the ASME Code rules for Class 2 components, satisfy the design requirements given in the Code.

i 1

r 1-a e

i

-m.

m -

r-

-w

-r

2.

INTRODUCTIO!!

In response to AEC/DL's request to review the effects of an carthquake event on the Lacrosse Boiling Water Reactor, Dalryland Power Cooperative requested Gulf United fluclear Fuels Corporation to evaluate the adequacy of the major structures and equipment to withstand seismic loadings. The seismic study performed by Gulf United (GU) Nuclear Fuels Corporation (Ref.1) In-cluded an analysis of the main steam line which indicated that high stresses would be generated in the main steam line during a seismic event.

It was also evident from these analyses that the LACBWR piping systems,in general, were not designed to accomodate horizontal accelerations, the primary earth-quake induced loading condition. Anticipating the possibility of a seismically induced loss of coolant accident, it was,therefore, concluded that analyses of the major Class I piping systems should be performed to evaluate their structural Integrity.

In order to verify that the seismic stresses are acceptable, it is necessary to show that the combined stresses in the piping system are within ASME Boiler and Pressure Vessel Code allowabic values. This requires that the seismic stresses be combined with the stresses due to deadweight, pressure and thermal loadings in accordance with the ASHE Code Section lli rules (Ref. 2).

The rules for a Class I (Section lii) analysis require that thermal stress and fatique due to thermal cycling be considered. A review of the available main steam piping system flexibility and stress analyses indicated that only thermal expansion was considered together with the pressure and deadweight loads in the original design.

Consequently, it is not possible to perform

a. Class 1 analysis with the existing analytical data..

The existing analytical data, however,Is sufficient to perform a Class 2 (Sectionlii) analysis.

Therefore, in the subject analysis, the adequacy of the main steam piping system to withstand an earthquake event is evaluated l

by combining the stresses due to deadweight, pressure, thermal and seismic l

loadings in accordance with ASME Code requirements for the design of Class 2 l

components.

It should be noted that the requirements of the ASME Code, Section ill, for the design of Class 2 components are much more rigorou.s than the design requirements given in the Power Piping Code, USAS B31.1.0 (The applicable code for the LACBWR Project).

Section 3 0 of this report describes the scope of the main steam piping system considered in the analysis. The loading criteria, design criteria l

and analytical methods used in the analyses are given in Sections 4.0, 5.0 and 6.0 respectively.

The results of the analysis are discussed in l

Section 7.0. The ennclusions and recommendations are summarized in l

Section 3.0.

l l l 1

3.

PIPlilG SYSTEM DESCRIPTION The main steam piping system within the containment shell carries steam from the reactor vessel to either the turbine building or the shutdown condenser. Steam is withdrawn from the reactor vessel through two 8-inch steam lines leading to a single 10-inch line. The steam passes out of the biological shleid and through a rotoport steam isolation valve in the 10-inch line before leaving the containment shell for the turbine building. Within the biological shield, the 10-inch steam line branches upward and out of the biological shleid to the main steam safety valves. The line then continues upward _in the form of a 6-inch line to the shutdown condenser via a redundant system of control valves.

The governing design specification used in the analysis of the main steam piping system is given in Reference 3 The piping arrangement analyzed and piping suspension (hangers, etc.) characteristics have been taken from the drawings listed in Reference 4.

Piping properties have been taken from the information given in Reference 5 and from the piping specification (Ref.3). This information is summarized in Table A-1 of Appendix A.

An isometric drawing showing the main steam piping system as analyzed, in-cluding the suspension system and recommended seismic snubbers, is given in Figure 3 1.

o

.u 46 sn 460 s3 FIGURE 3 1

44 g#

["g, D

• e MATilEMATICAL MODEL-

"3' LACBWR liAlfi STEAll PIPING SYSTEM di d'S6 4to dI l!14 4g Se ss Se '

35

,s 3t 35 M'

Y WAIN ST(AW tlht 70 JI C0h0CN$(R

' 21 4

X Z

.4.

27 60 630 n63 64 P 26 62 21 Q'.,3 is 24 20 e,

' to

'14 9'

sa MAIN Sitad kine 10 i-T UR8sNL Symbols itass Point A

.w.

g Rigid Restraint N

.Y Spring Hanger 4 s

~

Constant Support llancer S

Required 3"

So 41

/

fl*

f eismic Snubbers S

s 3

1, Anchor

~

Valve j/

w/ Eccentricity gg

-4

4.

LOAD!flG CRITERIA The load cases which must be considered in performing a Class 2 stress analysis include: dead loads and sustained mechanical loads, internal pressure, thermal expansion loading, seismic inertia loads and seismic anchor movement loading. The static and dynamic load cases are summarized in Tables A-ill and A-IV of Appendix A.

4.1 Dead Weight and Other Sustained Mechanical Loads (Static Load Case 1)

The dead weight of the piping system is calculated assuming the system to be insulated and filled with water.

The weight of valves, valve operators, and branch piping are included in the analysis. Valve weights and dimen-sions are taken from vendor drawings and specifications supplied by DPC and are given in Table A-il of Appendix A.

Sustained loads imposed on the piping system by constant load hangers are also considered in the dead weight analysis.

These loads are taken from Ref. 4 drawings.

4.2 Internal Pressure (Static Load Cases 2 and 3)

System normal operating pressure, Load Case 2, and peak pressure, Load Case 3, used in the analysis are taken fmm Refs.3 and 6. A value of 1300 psia for operating pressure and 1415 psia for peak pressure are used for most of the piping system. A peak pressure of 1300 psia is used in the section between the containment vessel and the rotoport isolation valve (Nodes 1 th' rough 3).

4.3 Thermal Loading (Static Load Case 4)

The thermal expansion stresses are based on the thermal loading resulting

}

from the normal operating temperature of 577.5 F.

l Thermal anchor movements at the nozzle connections to the pressure vessel t

are calculated based on the thermal expansion of the pressure vessel at the design temperature of 577.50F.

4.4 Seismic Loading A dynamic analysis of the piping system is performed using the response spectrum method of analysis (Section 6.4).

Two seismic loading events are considered:

the safe shutdown earthquake (SSE), and the operating basis carthquake (OBE).

The established design criteria (Ref.7, Reg. Guide 1.43, May 1973) for Class 2 ar.alysis considers the OBE (or 1/2 SSE) to be the normal and upset condition while the SSE is considered the faulted condition.

e Seismic inertia loading is imposed on the piping system in the form of seismic acceleration spectra which were derived for the LACBWR plant (Ref. 1).

The horizontal acceleration spectrum used for the main steam line is that corresponding to the reactor vessel at an elevation of 664.5 feet. The vertical response spectrum for the SSE loading is taken as 2/3 of the horizontal SSE ground response spectrum assuming no ampil-fication of vertical response in the structure. For the operating basis earthquake the vertical piping response spectrum is taken as 1/2 of the SSE vertical response spectrum. Damping values used are 1 percent for the OBE and 2 percent for the SSE.

The horizontal spectra in either the global X-direction (DynamTL Load Cases 8 and 10) or the global Z-direction (Dynamic Load Cases 9 and 11) are applied simultaneously with the vertical spectra in the global Y-direction. Load Cases 8 and 9 represent the operating bases earthquake while 10 and 11 represent the SSE carthquake. The applicable response spectra used in the analysis for dynamic load cases are shown in Table A-V of Appendix A.

Seismically induced anchor movements (Static Load Cases 6,7,12, and 13) for points 7, 14,18. 40, 42, and 48 were estimated by calculating low frequency displacements from the containment vessel response spectra at the different anchor point elevations.

! i l

1 l

l l

l

5.

STRESS ACCEPTANCE CRITERIA The requirements for acceptability of a Class 2 piping system are given in AEC regulatory position 8 of Reference 7 and Section NC-3611 of Reference 2.

Calculated stresses resulting from specified load combina-tions must meet the stress limits of equations 8 through 11 (Section 6.5).

51 Normal Operating Conditions Under normal operating conditions, the combined stresses due to design pressure, weight, and other sustained loads (load Cases I and 2) must not exceed the baisc material allowable stress at maximum temperature, S, and the requirements of Equation 8, Section 6.5 Additionally, h

either the stress range due to thermal expansion and seismic anchor movements (Load Cases 4 and 6) as calculated by Equation 10, Section 6.5, must not exceed the allowable expansion stress range SA (Refer-ence 2), or the combined stresses due to design pressure, weight, other sustained loads and the stress range due to thermal expansion (Load Cases 1, 2, 4 and 6 or 7) must not exceed the sum of SA and Sh as required by Equation 11, Section 6.5 S.2 Upset Conditions The requirements for operation under upset conditions include com-pliance with the requirements of Equations 8,10 and 11 as described above as well as Equation 9, Section 6.5 Equation 9 requires that the comSined stresses produced by peak pressure (Load Case 3), live and dead loads (Load Case 1), and those produced by occasional loads --

in this analysis defined as the OBE earthquake -- (Load Cases 8 and 9),

must not be greater than 1.2 times the allowable stress value S -

h 53 Faulted Conditions During faulted conditions, the requirements of Equation 9 must be met using a stress limit of I.8 S.

For the purpose of satisfying h

l this criteria, the f aulted conditions are specified as peak pressure l

loads (Load Case 3). live and dead loads (Load Case 1), the SSE seis-mic inertia loadings (Load Cases 1 and 11) and the seismic anchor movement loads associated wi th the SSE (Load Cases 12 and 13).

(

6.

ANALYTICAL HETHODS 6.1 Mathematical Hodel In order to perform static, dynamic and stress analyses, the continuous piping system is mathematically modeled as an assembly of clastic structural elements interconnected at discrete nodal points (Figur'e 3.1).

Nodal points are located at all points of interest in the piping. system such as elbows,.

valves, anchorages, hangers,tce intersections, load points, all structural and material discontinuities,.ctc. This three dimensional multidegree-of-freedom model of the piping system is attached to the " ground" (structure) by means of rlgld hangers, support springs, hydraulic snubbers and anchors.

Stiffness characteristics of structural elements are related to the moment of inertia and the axial and effective shear area of the pipe cross section.

The stiffness characteristics of the elbows and tee connections are modified to account for local deformation by using the flexibility factors given in the ASME Code (Ref. 2).

For the seismic analysis the distributed mass of the piping system is lumped at the system nodal points. Masses are lumped so that the lumped mass, multi-degree-of-freedom model represents the dynamic characteristics of the piping system.

In order to reduce the number of dynamic degrees-of-freedom, only translational degrees-of-freedom are considered at each mass point (the masses associated with the rotational degrees of-freedom are ' set to zero). This assumption has been shown to be completely satisfactory for accurate analysis of selsmic response.

Special items such as valves and actuators are modeled by lumping their masses at an appropriate offset from the center-line of the piping system.

i 6.2 Static Load Analysis

.The static load analysis involves the application of the following loading conditions and their combinations:

Design Pressure Gravity Loading (dead weight) and Sustained Mechanical Leaas Support Displacement Thermal Expansion for the pressure loadings, the hoop and longitudinal stresses in the affected piping are calculated using the formulac given in the Code (see Section 6.5).

_g.

i l

1 l

l For the deadweight, support displacement, or thermal expansion loading i

conditions the following equations of equilibrium written in matrix form l

are solved:

P (1)

KU

=

where:

I System stiffness matrix K

=

i Eodal'pointdisplacementvector U

=

External forces, dead weight or equivalent thermal P

=

(

load vector.

l l

The system stiffness matrix is obtained from element stiffness matrices l

using direct stif fness methods. The unknown nodal displacements V are l

obtained as follows:

i K".IP (2)

U

=

l The inversion of the stiffness matrix is performed using the Gauss-Sicdel j

technique.

From the nodal displacements V, the member internal forces are determined using the member stiffness matrix. Finally the member internal forces are l

used in calculating the stresses.

6.3 Eigenvalue Analysis The eigenvalues (natural frequencies) and the eigenvectors (mode shapes)for i

cach of the natural modes.of vibration are calculated by solving the following i

frequency equation:

K

-U 0

(3)

=

n n

l where:

th (J

tlatural angular frequency for the n, mode

=

n H

System mass matrix

=

th d/n Hode shape vector for the n mode

=

llull vector 0

=

The eigenvalue/cigenvector extraction is performed using the 11ouseholder-l QR technique.

i lJ i

n,.

I 6.l:

Dynamic (Scismic) Load Analysis Considering only translational degrees of freedom and assuming viscous (velocity proportional) form of damping, the equation of motion in matrix form can be expressed as follows:

H(U+0-)

+ CO + KU 0

(4)

=

t gt t

t where:

U Relative acceleration time history vector

=

t Ugg = Ground acceleration time history vector C

Damping matrix

=

U t Velocity time history vector

=

U t Relative displacement time history vector

=

Rearranging equation (4)

HU + C0

+ KU "N

= P rf (5) t t

t 9t e

To uncouple equation (5), assume U = hY where:

$ = Characteristic free vibration mode shapes matrix.

Yt= Generalized coordi'nate displacement time history vector, t

Pre-and post-multiplying equation (5) by the transpose of $ and by andusingorthogonalityconditions,thefollowinguncoupledequation$respectively s of motion are obtained:

Y' t + 2O A

+U 2 ynt " H R

n n nt n

n n at n

where:

Y C neralized displacement coordinate time history for

=

nt nth mode Damping ratto for the nth mode expressed as percent An

=

of critical danping li

• Generalized mass for tbc nth mode

=

n

$f Ithn Mih n

=

b Themodeshapehn is normalized such that fi "I

n Participation factor for the nth mode R

=

n

" hn N hin NI i

column vector whose elements are generally unity 1

=

The solution for the dif ferential equation (6) is given by the Duhamel Integral et n

• y YnUn (t-T) Sin 4J n(t-T) d T Y

.R e

N$Un*8 Using the response spectrum method of analysis, the maximum values of the generalized response for each mnde is given by:

Y R" S "

n max "

(7)

H*n where:

Y ma'x = Maximun generalized coordinate acceleration response for n

the nth mode.

S

= Spectral acccleration value for the nth mode (from the an applicable response. spectrum curve)

F,r,om the maximum generalized coordinate response, the' maximum acceleration (U max) and maximum inertia forces (F max) at each mass point are given by:

n n

0 hin i

n max n max 4

I "H

U n max n n max The inertia forces (Fn max) for each of the system natural modes are applied as external static forces, and the piping system response (dis-placements, mcaber internal forces and stresses) are saiculated using the procedure described in Section 4.2.

Total system response is then obtained by ccmbining the individual modal response values by the square-root of the sum of the squares metnoa; lower modes having.large contribution to.

i the response (all modes having natural frequency under 30 cycl'es per second) are considercs' and higher modes with negligible participation are neglected.

1 I

6.5 Stress Analysis The design requirements of the ASHE Code for Class.2 piping systems are

' satisfied when the calculated stresses in the piping system due to thermal expansion, weight, and other sustained and occasional loads are combined in accordance with and meet the limitations of, equations 8,9,10,and 11 of.

Subsection tic-3652 of Reference 8.

These requirements are described below:

A.

Sustained Loads The effects of pressure weight and other sustained mechanical loads must meet the requirements of equation (8).

S

'=

Do

0. 79 Ha 1.0Sh (8)

SL g

4t Z

n where:

P Internal design pressure, psi

=

D, Outside diameter of pipe, In.

=

fl minal wall thickness, in.

t

=

n H

Resultant moment loading on cross section due to weight and

=

A other sustained loads, in. (See flC-3652.4, Ref.8)

Section modulus of pipe, In.3 (See flC-3652.4, Ref.8)

Z

=

i Stress intensification factor (flC-3673.2 (b), Ref.8)

=

The product of 0 75i shall never be taken as less than 1.0 Sh B sic material allowable stress at design temperature

=

B.

Occasional Loads The effects of pressure, weight, other sustained loads and occasional loads including earthquake must meet the requirements of Equation (9).

S

,P D

0 75i (ik + li ) 4 1.2Sh (9) g n

OL 4t Z

n where:

~

P

= Peak pressure, psi l

ti

= Re s u l t an t riomen t loading on cross section due to occasional g

loads such as carthquake loads l

C.

Thermal Expansion The. requirements of either Equation (10) or Equation (11) must be met.

1.

The effects of thermal expansion must meet the requirements of Equation (10) '

l C ad SA (10)

STE Z

where:

Range of resultant moments due to thermal expansion. Also M

=

c include moment effects of anchor displacements due to earth-quake if anchor displacement effects were omitted from Equation (9)

A Allowable stress range for expansion stresses (NC-3611.2,Ref.8)

S

=

2.

The effects of pressure, weight, other sustained loads and thermal expansion shall meet the requirements of Equation (11)

IN ec(Sh

+ S)

(11)

S PD 0.75i HA TE o

C A

+

+

4t Z

Z n

The above mentioned static, dynamic and stress analyses are carried out using the PIPESD computer code. PIPESD was developed by URS/ John A.

Blume and Associates, Engineers, San Francisco, California and has been extensively used in the scismic and stress analysis of piping system for a number of nuclear power plants.

PIPESD is available to Nuclear Energy Services through the Control Data Corporation CYBERNET Service.

t 1

D

7 DISCUSSION OF RESULTS A preliminary seismic analysis of the main steam piping system with its existing support configuration indicated that the stresses due to the operating basis earthquake would be substantially greater than the allowable stress values at critical locations (particularly in the vicinity of nodes 53 and 54).

In addition, this preliminary analysis indicated that, in the relatively long steam line leading to the shutdown condenser, lateral deflections due to the seismic inertia loads would be of the order of 5 to 6 inches.

In order to reduce the seismic stresses and deflections to acceptable values four seismic snubbers were located at critical locations in the piping system as shown in Figure 3.1.

The re-sults presented in this report represent the response of this modified system configuration.

The natural frequencies for the first 32 modes of vibration of the piping system are summarized in Table 7-1, from which it may be seen that the piping system is a fairly flexible (low frequency) system.

The deflections at each node point due to the varicus load cascs are summarized in Table B-1, pages B-1 through B-10 of Appendix B.

The max-imum deflection due to the SSE seismic inertia loading (Load Case 10) is 0.58 inches at node point 31.

For a flexible piping system this de-flection should be acceptable. The maximum deflection due to thermal expansion (Load Case 4) is 1.8 inches at node 29 Tabl.e B-ll, pages B-11 through B-14 of Appendix B, sunmarizes the elastic support reaction forces.

The seismic restraints and anchors should be designed (sized) using these restraint forces. The maximum reaction force in theseismic restraints is 980 pounds (Load Case 11).

The results of the detailed stress analysis in accordance with the re-quirements of Subarticle NC 3652 of the ASME Code for the Class 2 piping system are given in Table B-Ill, pages B-15 through B-41 of Appendix B.

Figures 7.1 through 7.9 indicate node points with maximum stresses or stresses exceeding 10.0 ksi for specified Class 2 load, conditions.

From these stress results summaries, it may be seen that code allowable stress values are not exceeded..

4 TABLE.7-1

^-

NATURAL FREQUENCIES OF VIBRATION Mode No.

Frequency (CPS) 1 3.0511 l

2 4.1689 3

4.5762 -

4 4.8482 5

5.5088 6

6.1582 7

6.5564 8

7.4169 9

8.9696 10 9.6125 11 10.7147 12 11.3881 13 12.4584 14 13.2577 15 14.0559 16 14.3915 17 15.0682 18 16.6528 19 17.3994 20 17.5007 21 19 0081 22 21.1871 23 21.9415-24 22.5624 25 23.5551 26 23.7430

.27 26.4039 28 27.1295 29 28.5522 30 29.5071 31 31.1632 32 31.3518 1,

v-y p-v

~

g--+--n e~

<m sg

--ne

as, y !E t

• co FIGURE 7 2 3,

M so 4

as

$3 43

" *4 9

s3a C0tiPLI AtlCE WITH AStiE CODE EQUATI0ll 9

~ '

• • i e'

Upset Conditions 4

5 43, 4

<'S6 430 S'

Applied Loads 4

Se b Peak Pressure ss n

Dead Weight & Other Sustained Mechanical Loads 3, g X + Y Earthquake

() SSE) o 3,

33 34 34 35 30' Allowable Stress, 1.2 S h

Maximum Stress at Node I = 11.8 KSI

'" * [' " '"'[ ' '

(Stresses Greater Than 10.0 KSI Indicated) co o,,sg 2s 28 04' 40 26, 620,628 22 4

630 n(3'.

27 240 23 s?

6 26 62 28 j,

25 24 20 l

194 ss 60 14 la

&f AIN sf( AM tsNC IO Tua a n.(

F 6

l

$"No j'

/<

2 (h1

44, see FIGURE 7.3

• so go,,

S2 Sos3 es COMPLIANCE WITH ASME CODE EQUATION 9 sso Upset Conditions ey eso oss eso *?

Applied Loads Sr 4

Peak Pressure Se @

39 Dead Weight & Other Sustained Mechanical Loads St 2 + Y Earthquake (i SSE) 3, n

34 35

= 18.0.351 Allowable Stress,1.2 Sh 30' Maximum' Stress at Hode 59 = 10.4 KSI Stresses Greater h an 10.0 W Indicated pain sit *u tint To C0kD(N$(4 29 9

643 to 27 60 630<>

sp 63 88 25 24 go 49<

6.

IO 60 84 9'

la WalW st[ Au test to I

10R DINE

'g' F

o e

i 6

'3

/

5:y;

., t 0

468 SO 4

aco FIGURE 7.4 3 [ * ',,

s2 i 5

s3 b @

COMPLIANCE WITH ASME CODE EQUATION 10 p,

Normal Operating and Upset Conditions 550

$15 1

43, os6 eso

• 2 Applied Loads 40 Design Tenperature se 3,

Thermal Anchor Hovenents se" Seismic Anchor Movenents (X-direction) 3, 32

, 3, h

== 19.1 KSI Allowable Stress, S

3' Maximum Stress at Node 16.6 KSI 3

3 so' (Stresses Greater Than 10.0 KSI Indicated)

M41N STEAM LINE To coNotNsta 2,

62o G21 640 261 u

22 63o o([3' f,/ 2 3 27 26o 37 64 4 26 j

62 to is

$3 2>

24 to I,

61 go 14 9'

11

& LAIN sTE AM Laht TO T UR OINE

'O P

4 i 6 o5 ill1oA 2

)

-19_

4 64 sa FIGURE 7.5 46o s2

'8 so 4s COMPLI ANCE WITH ASitE CODE EQUATIO!! 10 33 Normal Operating and Upset Conditions 55o\\ g 3,

L'8 83<-

Applled Loads ass 4 o*

57 Design Temperature 4of se 3,T Thermal Anchor Movements so Seismic Anchor 14ovements (Z-direction) 3, 3r

' 3#

Allowable Stress, SA I9 I KSI 3,

33 3'

Maximum Stress at Node I

17 3 KSI

=

3, 33 so (Stresses Greater Than 10.0 KSI Indicated)

Wales sT[Au LING 70 couctNs[R

.rs 4

28 641 r

62 28 gg 25 24 go IS<

CI E0 84

'3 NAIN sTCaM Lout To IURSIN(

Pg*

i, 1 6 S

3tt D30A ED 3

2

"' )

44 b =.s eco FIGURE 7.6

$.(. @e COMPLIANCE WITH ASME CODE EQUATION ll no.7 33 5

Normal Operating And Upset Conditions 3:o g,3 3, <

efs 43o

, s.1 oss eso *'l Applied Loads f,

H 40 h Design Pressure &. Temperature

@ ss Dead Veight & Other Sustained Mechanical Loads se g

g se' Thermal Anchor Movements 3,

3r Seismic Anchor Movements (X-directlon)

& ss' ss 3'

= 34.1 KSI

. Allowable Stress, Sh+.A O,3,4 3,

33 22.3 KSI Maximum Stress at flode (Stresses. Greater Than 10.0 KSI Indicated)

WAIN sit AW L.N( To C ONDE Nst et 25

,4.4 g

4so 530 43> h g

23 i,

9,.,,

s.

s, e

..,, g e no n

,o

.e a

g,,

WAIN sil AM LINE To TUllB Mv E 1'$

3:a 3o 5

<O 3

is@ _

.s, g

Se FIGURE 7.7

~

, g,4

",S ' ' '

COMPLIA! ACE WITH AStiE CODE EQUATIO!1 11 s2 3

• I o,6 ss flormal Operattng and Upset Conditions

'[

'50 12.2 $4 o

d 66.4

'3' Applied Loads 4 SS 480 f SF Design Pressure a Temperature Dead Veight & Other Sustained itachanical Loads

@ 39 Thermal Anchor llovements 58

@ s8 Seismic Anchor Movements (Z-direction) 0

3,

< st Allowable Stress, S S

g3,.

3 *I SI 4

. Maximum Stress at flohe+I h

A 23.5 KSI

=

3.

33 so.

(Stresses Greater Than 10.0 KSI Indicated)

WAIN sit AM LINC TO C0hotNSER h,

29 620 28 40 / 261 a

22

.s i' 11.2

%;D 2,

,, g 25 24 20 19<

Ca

' co @

14

@s g,,

o WAtw sit AM tsNg to TUR8eul

'8'

<i l

[

l

< h S

388 13 9 l

h 2

l

h(@ I

[

I FIGURE 7.8 jd.52 cs0

,, ' ' a COMPLI AllCE WITH ASME CODE EQUATI0tt 9 32 50

,o,3 43 l*' h Faul ted Conditions ss 4,

@ 54 q[,SS h,f 550 A

.0.5

• 3o I

Applied Loads

< ss 4:082 sr Peak Pressure 0

Dead Veight & Other Sustained itechanical Loads se @@3, X + Y Earthquake (SSE) 3,"

Seismic Anchor 11ovenents (X-direction,SSE) sr j

3#

Alloaable Stress, 1.0 Sh 27.0 KSI

=

3,,,

26 Maximum Stress at flode I g

12.3 KS!

=

3 3,

30 (Stresses Greater Than 10.0 KSI Indicated)

WalN sTEAW LINE 70 CONothsta 29 em,.

su 27 260 630 o63 2

et 64 h 26 62 16 63 88 23 24 to 894 C

60 84 g'

')

ei WA8N sif AM Liht To tuRotht

's-4 7

3ie 30 5

c'<

A'

/

'g!' @

9,

es,

, su FIGURE 7.9 60 g2, s o** d '

s 43 C011PLIANCE WITH ASliE CODE EQUATIOri 9 A@

Faulted Conditions s3

'44

@ " /"

.'E d5

• 3<

so o Applied Loads es6 4 o,*

SF Peak Pressure 40p '

Dead Weight & Other Sustained itechanical Load se Q sr X + Y Earthquake (SSE) 3.

Seismic Anchor liovements (X-direction,SSE 3#

Allowable Stress, 1.8 S

= 23.6 KSI m

s' Haximum Stress at flode I

11.6 KS!

=

3, 3,

w (Stresses Greater Than 10.0 KSI Indicated) 6saist sitau ( NC TO C Ds.DE N S E R go,/

261 20 62f 22 27 260 630 0'I' 23 tt 64 h I6 62 to 63

'O 23 24 to s9<

6e 3*

60 g

18 toaled $7(Au ing TO TUR88N E

'8 i

F e

6

!h hh/@

3 2

/'

q 8.

C0tiCLUSICil AND RECOMMEt10ATl0NS 1.

The existing support system of the LACBWR main steam piping system is not adequate to withstand the specified seismic events.

2.

The results of the subject analysis, which includes the effectsof four additional seismic restraints, indicate that the deflections of the main steam piping system, due to dead weight, thermal expansion and seismic loading are nominal.

in addition, the stresses resulting from these loadings, as calculated and combined in accordance with the rules given in Subarticle FJC-3652 of Section 111 of the ASME Code (Ref. 2), satisfy the design requirements of Class 2 piping systems.

3 It is.therefore recommended that the main steam piping system be pro-vided with four seismic restraints at the locations indicated in Figure 3.1.

The seismic restraints and their attachments should be oriented as shown in Figure 3.1 and designed using the support reaction forces and node displacements given in Appendix B of this report.

9 REFEREllCES 1.

' Gulf United Services Report No.SS-ll62 " Seismic Evaluation of the Lacrosse Boiling Water Reactor", dated January 11, 1974.

2.

ASME Boiler and Pressure Vessel Code, Section 111, Division I, 1974 Edition, IJuclear Power Plant Components.

3 Sargent and Lundy Engineers " Specification for Piping System-Lacrosse Boiling Water Reactor" LACBWR No.256.

4.

Sargent and Lundy Engineers "LACBWR" Project Drawing lios.41-503374, 503375, 503376.

5 United fluclear Corporation " Review of LACBWR Feedwater flozzle and Recirculation Piping Stress Analysis" Report, dated October 1970.

6.

Allis-Chalmers, " Lacrosse Bolling Water Reactor Safeguards Report Volume I and II; LACBWR tio.283, dated August' 1967 7.

U.S. Atomic Energy Commission - Regulatory Guide 1.48, May 1973 l

h 1 _

?

I APPEllDIX A LACBWR FEEDWATER PIPillG AtlALYSIS ANALYTICAL INPUT DATA TABLE PAGE A-l Pipe Properties A-1 A-Il Valve Weights A-2 A-Ill Static Load Cases A-3 through A-4 A-IV

. Dynamic Load Cases A-5 A-V Seismic Response Spectra A-6 e

e

/'

I APPEllDlX B LACBWR FEED'JATER PIPif1G AllALYSIS TABULATED RESULTS TABLE PAGE B-l J0 lilt DISPLACEl4EllTS B-1 through B-10 B-Il ELASTIC SUPPORT REACT 10tJS B-11 through B-14 B-Ill CLASS 2 PIPillG STRESS SUliMARY B-15 through B-32 d

/

l.

b

{

7_.

}.

1 J

1 TABLE A-1

- Pipe Data Run From To 0.D.

Wall Matl.

Fluid Wt.of Pipe Wt.of Insul. Design Design Elastic tio.

Point Point (in.)

Thick. (in.)

ASTM and Fluid (ib./in.)

Temp.

Press.

Modulus '

1 l

/\\

(Ib./In.)

(oF)

(psia)

(psi) i X10-6 I

3 21 10.750 0.843 A376 9.76 1.00 577.5 1300 25.1 I

9 60/61 10.750 0.843 A376 9.76 1.00 577 5 1300 25.1 1

l 60/61 14/18 8.625 0.593 A376-

-5 5.81 0.85 577.5 1300 25.1 t;:

r 2

21 28 10.750 0 718 A335 8.87 1.00 577.5 1300 27.0 2

l 28 47 6.625 0.432 A335 3.32

'0 71 577.5 1300 27.0 j

3 1

3 10.750 0.593 A335 7.95 1.00' 577.5 1300 27.4 718 was used in the analysis; see Table B-Ill.

i 23' i

h

7 I

TABLE A-1i NAIN STEAM' VALVE WEIGHTS Valve Total Weight, Lbs.

Nodes Node Wts, Lbs.

Eccentricity, In.

Horizontal Vertical P.otoport 2350 3

784 0

0 Isolation 310 784 0

30 Valve 311 784 28 30 Safety Valve 440 62 0

0 0

620 315 0

30 621 125 18 30 Safety Valve 440 63 0

0 0

620

~315 0

30 621 125 18 30 Safety Valve 440 26 0

0 0

260 315 0

30 261 125 14 30 Safety Valve 440 64 0

0 0

640 315 0

30 641 125 18 30 Gate Valve 425 41 212.5 0

0 410 212.5 0

13 Cate Valve 425 55 212 5 0

0' 550 212.5 13.

O Pneumatic 850 46 284 0

0 Control Valve 460 283 7.5 0

461 283 7.5 36 Pneumatic 850 51 284 0

0 Control Valve 510 283 75 0

511 283 75 36 i

b

TABLE A-lli A)

• STiiTC [0I6 C'ASE I

10tn CA%r TTTIF DEAD LOA 0 PLUS SUSTAINED MECHANICAL LOANS

~~~~iTN6i.r "foTNi F0PEC ING MouFNT L0ib!$G

.'lo f Ni Loin L0 k n LOAD TO TYpF hipFcTION MAGNITUDE 5

FophF Y

P600."0000

~" PI FOAhF i

1900.0000 3j Fnogr

.i 1o30,0n00 sp roper y

2145.0000 B) l' STiffC.[oi6 bisr 2

L oto CAc.r TTTLE I NOQpal noroATipG P4 ESSURE

~~~~~~iHF8"iL ish soE4900F LOAnisns FOR ALL PIPE PUNS i'TNEAR NONLI"EAQ f.0NG.

~ ~ ~ ~ ~ ~ ~

6rqiG4 tEppFolinor TrvoER4TilAE TEPERATUDE PRrSSURE puh PRF95DoF CHAY6E GQADIFNT GRADirNT STRESS TO DSI DF6 DEG.

DEG.

I iN A9,' 56

• 65 000 000 NO

? I?AG,09

,no

,000 000 NO 1 I?A9.00

.an

.000 00n NO C)

J. 37tTTC_[nis caer 3_,

,, PRESSODE 1.0An CAgr TTTI,r partMUM

__,..iHFoual is6 hoEscuor LOAnfMG% FOD ii.L p!PE RUNS

. i'fNFtR NONL IP'E AQ 10NG'.

TF*'oFo ftloE TEupFRATUPE TEpDERATURE PRr$SURE

.rF9fGN a

. ppFESUDE (WANAE GDADIPNT GAAOIENT STRESS CON 15 psi n F G'.

nFG.

DEG.

~~

{ I 460,' 0 n

• 60

~

000 000 NO 7 1400,09

,0n.

.000 000 NO l

3 1785.00

.nn

.000

.~0 0 0 NO D) 4'. (TATfC Ini6 batr 4

Iotn FAsr I T TI.F t

NOPMil chFDATisq TFNPERATUAE INCL' THECMAL ANCHOR MOVEMENTS cuPPnpT 6 tsp [aCFwENiS

.JSThi Loan Oftni.lbrvFNT OTSPtACEMFNT TO TYDF DTDFCTION WAGulTUDE I I.

Toi@S[.

y

,.1F10 14

TRANC, Y

1.2A00 14 TPANS.

7

,.0440 la T o p.m.

x

.1510 1A 70 A*l9 Y

1.2P00 1A ToAvt.

7

.0440

'sFQ'01. ihn PDF4cuoF Ln Ar f unt F0D i[L PIPE FUNS t prAR Nn'.L t.;r gri t,nNG.

nrefr.u Trer0Atuor TF"pFRATupE TEnoEUATi$dE parSSURE po..

parecour coa = nr no3ngrNT GoActrNT STAESS in oct r rn'.

nrG.

OFG.

'l

.hn M ni, qn

.'000

. 000 NO

.no GAT.ra

.000

.Onn no 1

.an 507.%n

. 000

.000 No

TABLE A-It!

9 E)

'9 " <T* TIC foA6 C4tr i 6 NovFMENTS X - DTRECTf04 (1/2 SSE) 1070 CA9F TfTIF t SEISWic Ak'CH00

~~

=0PPoot 6fSot'iCFHFN S

_,'.lof@T Lnio DISDEi[F"ENT DTSPLACEMENT fn TYpF DTPFCTION MAGNITUDE ji

jpi45,

,8700

',8200 x

la

TDANS, x

en T P A >JS,

y 1,3100 41 T p A *jS,

x 1,3100 4m TpAuS.

x 1.3100 F)

A, ST,'ITC,i~0I6 hACE t 7,

Lorn CASr TTTLE :

SEISuic ANCHOD MOVrNENTS Z - DIRECTinN (1/2 SSEi

~ ~ ~

i0proot 6TsoEICFuFNiS

~

, _ _ 1079i L n'a n n!Sni'5FruENT DISPLACEMENT in TYPE DIRFCTION MAGNITUDE 55 I A 5hS",

7 8?00

'APOO 16 T D A *iS,

7 40 TApt.

7 1.3100 41 TP A *is,

7 1,1100 44 TP A *'S.

7 1.3100 G) a '. 4TITIC i*oi5 hisr i il uovFMENTS Z - DIRECTION (SSEi LO10 CASE TTTLF t SFfSufC A610400

~

tilPPORT 6fSp[ACFMENiS J0!Oi LoID D ISPE di*rHENT DISPLACE 4FNT in TYDE DTorcTION 9AGNITunE j

is Toaas, 7 7

1.5700 in

T9Aus, 7

1.5700 45 74ps.

_7 2.3R00 41 Tea 69 7

7.3400 4a Tnais.

7 2.3800 H) 7 '. %TrTTC Ioi6 EAtr 12 y

DIRFCTION (SSEi I0*n CA<r TiTLr SF TSMic A*'CHoo voyrHENTS rDPPoot nf 40t ger"FNTS to f *'i Lo.5 h o f $ctifrufNT DisptACFNFNT in TYeF OToFCTION MAGNITurF

,7 T e r a t ',

y 4400 14 T a r. n s.

r 1.S700 t

in t r a +e.

v 1,5700 45 T e t e r.,

y P'3400 l

41

Tugnn, x

7,?a00 l

4A T h r+ "..

W

?.3apo

4=6a-%@ w ea 4-A.

a4

=

n-

-a+p-g+

=&-4

-wmm ek.i+1-w-

'&hM

-Ae en m

=>-+L

-A, a6a--a-4--

av e.

E L_+

a-m-a 4

e.

E-A*ar a

4.4 e-a-

+4

+4 4

~

h st r

)

l i

?

Y t

1 i

TABLE A-IV - DYtlAMIC LOAD CASES

]

Load Case flo.

Load Description

_ Spectrum IDS Spectrum Multipliers X

Y Z

X Y

Z 8

x + y Earthquake (i SSE) 1 3

o-385.4

- 128.8 0

9 z + y Earthquake (i SSE) 0 3

' I

0 128.8

- 386.4 10 x + y Earthquake (SSE).

2 3

0 386.4

' 257.6 0

4 11 z + y Earthquake (SSE)

- 0 3

2 0

257.6

'386 4 e

4 l

y

i 1

,,,$,f f S H f i*

OFSPO04F S6FCTRA srrcio6u foroor'di omfon A6EFEFOATInf4 i

IO

... _ IPS A)

I

'b,05h fhp5

,16000 e

70.00n

,n50

,16000 1

10,ngn 1nn

.16000 t

A,009 175

,16000 A,0nn 4167

.27000

[

~~

s,255

,' Io ) ~

,.4A000 4,Pon

,?1A 1.22000 "1, A n g

,pA1 1,46000 3,199 294

.91000

?,959

,319

.76000

?,'n?

rel?

?,?S9 r t"

.s100c 46000 2,Ing

,4?^

,A3000 2,00n

,59n

.65000 1,6?g 617 2 17000 7

1,6nn

.Aps 1,65000 1,mAh

'A13 1.77000 j,1nb

,7?E

.62000 1,30n

_,7Ao

.69000 1.000 1.non

.35000

' ~ " - ~ ~

A35 jip04

" ' ~ ~

.?!500

,636 1.gn7

.10A00

.Eno 2.000

.10A00 B) 2 A6',066

• 559 h?A000

?0,000

.n56

,,_,.?A000 10,0ng

,100

.28000 6,66n

,19?

.33000 9.400

.1A5

.60000 4.7n0

,hI3

.67000 4,709

,77A 1.?A000 9, Inn r?44

}.19000 4,0nn

,.750 1.21000 1.606

.?78

.97500 1,'456

's05 P,959 330

.'75000 45000 2.900 460

.97500 l

5,3nh

,1 9...

1.30000 3

.75000 P. Inn

,47A

?,00n 5nn 1.05000 1,75n f571

. _ _ ?.19000

?.46000 i

1.706

.cAA

.i',455 h6?5

?.55000 1,159

.,741 1.13n00 1,12n 749 1.13000 1,099

,.?c7 52000 926.

1.nS7

. 3.7900

~

. Pan l. '10 n'

.390I)0

,779 1,. 3 A o 73000

.5nn P.non

.17500 C) ~

3 ih',056

• 6M

.'l?000 11.006

.nin

.17600

?0'006 h690

.23000 15.0n9

.nA7

.17000 10.055

' Inn 92000 n,' o n 5

,[ii

.60000 1

A,006

,. -' n n

,65000 1,nen

,111 70000 7,4mn p.nn

.77060 r

7,'c0 4 ". 4

.61000

?.006

. con 44000 i.' ". a j

, ' g r.7

.'4300 1

1.30n 1.nno 11006

'non

.sqn 74.100

)

. Ann

1. A r. 7

.1900n fon?

7. '; ^ n

.11n00

.?an F. con

. r. ",. 0 7 t

i l

TABLE B-1 (a)

~ ~ ~J0 INT DI$PLACEN ENTS (LOAD CASE 1)

OFAD LOAD PLUS SUSTAINFO FECHANICAL LCA05 Jofoi

/1-inI5PLACFMENTS ( IN.

1-l--/,

(r. l e l x

Y Z

X Y

Z

~

~~

~~~

41 -

012E768

.0003042

-~0084104~

l

.0000000 -.0000000

.0000000 44 003619? !.0003541 0013P40

?

0031649

.0067586 0000010 4c 001A67? a.001A050 0017063

' ~~~

i

.01003?A

.0203947 300005A 4'

.00132A3

.000167c 0007196 4

.0170536

.00707AA

.000nn77 47 0002444

.000 CAP 6

.0003371 4

.0174147

.0009702

.n06002R 45

.0000000

.0000000

.0000000

~~~~~'6

.01694PB

.00016AA 0408975 -

40

.On00??3 1.0001261

.00007?O 7

.0P29730

.0000000 6571975 50

.0047P76

.0003157 0061903 A

0736994

.0010790

,.0466081 51 01310A7

.000317A

.0169760

~~' '

'o 0000071 1.0017021

.000P40P

$3 0136499. 036A45A

'.0167183 10

.0004654

.0146631

.0003463 51 01197P9 0.11994?1 0176590 11

.0004944

.06501aa

.0007'AA 54 0n09023 1407334

.n006741

~~"- " 17

.0n04161 1.0054079

.n001016

- 54 1.0103766

.1407A01

.JP10960 11 E.0000201

.0009934 0000010 50

.0100337

.140A351

.07A9961 l-14

.0000000

.0000000

.0000000 Sv

.n4A61cA

.1400177

.099nS55 14 *

.0605772

.0317400

.0001n42 Sn

.0671705

.1343191

.'148616A 16

.00049AA

.0306004

.0001340 Sc

.0797051

.14546an

.1551450 17

.0000171

.0012431

.0000?92 60

.0004417

.0116431

.0004909 la

.0000000 1.0000000

.n000000 61

'i.pn04014

".0170004

.0007913 10

.0144112 1.0017539

.0144A15 69 1.01A1712

1. IIP 37A4

.0181697

~ ~

20

.0749A66

.0147174

.0284013 61

.013>A77

.07090a?

.0181AA6 21 1.074o7Al i.1.1145As

.0?!3495 64 1.n019a47 1.1507380

.0050408 2?

.0?49773

.1441617

.0?01A30 P60 1.0701070

.104WO7a

.0601892 P1 1.0??7999. 1487P94

.01836A9 261

--~ ~ - ' ' P e.

.0066976 1.000PP66

.nlR36a4

~310 ~

.07PAA52

.1359910

.n603c9?

.00711HO

.0?03014

.n00Aa72 2E

.0034054

.0123737

.0157a77 111

.00713A0

.02P005'

.6027463 PA i.n014916

.In47C6L

.n091197 41n 1.07P0761

.0005011

.0123510 l-P7

.0019AAA

,1700194

.n04A441

~ 466

.Ont?!A5

.0001301

.0000000 20

.0316cn9

.200A45^

.0271120 461

.0n34174

.0001386

.0001344 29 1.1571103

..FCO?RAn

.1760405 516 01'043? 1.0010702

.0167010

- ~~~ S t.

.1445450

.lCC6160

.7009494 511

.0169799

.0010R77

.0511456 31

.1?Pl?63

.1001180

.lA23349 550

.0174A94

.114A57a

.0227AA4 37

. 114?467 1.1004811

.1702186 A?n

.0675974

.llP3944

.0618015

- ~~~ 31

.0079c?4

,1AnA4RA. 142nA67 6?!

..eA53169

.0730451

.0640clo 34

.nA14171 111145)

.0787447 633

.nAc6791

.0709197

.0669n44 3E 1.0417611

.n643761

.06370?9 631

.0633475

.qPA1517

.0697110 3A

,0240445 1.025705?

.0589705 649

.0A 6 cal

.1507190

.6565aAQ 37 a.0140A41 1.007'116

.040nc?3 A41

.0711937

.181119A

.056%c84 3c

.01nAIP?

.e07?48G 008P121 34 0276141

.00P1184 0142506 40

.0P"-67P4 1.001'949 0131844 ci

, nice 711 g r ols

.a07171n

• P 0114137

.000.W24

.9031433

TABLE 8-1 (b)

~~10 f fJ T DI5 PLACE 4ENTS (LOAD CASE 41 Noppal OPFRATING TrupERATURE 1hct. THEAMAL ANCHOR MOVEMENTS JOIPT

/1-in!5PLACEPENTS ( 19 1 i!i-/

_ (fil hi X

Y Z

1

,000000

.000000 000n00

?

006163

.226493

.253025 3

,010546

..679010

.488A44 4

.033213

-1. 0 8 3 fis ?

.765P4A 9

038939 -1.106397

.R8?c51

~~ A 054130

.534774

.404A70 7

,n9?l19

.000000

.574075 X

Y Z

R

.011497 7581347

.135174

' ~ ~ ~ ~ ~

4

,157632 1.404867 6351A4 ~ ' -' " 51 ~~

.i19493 660494 174092 10

.l???46 1.477?O6 4R4032 54 105?92 69029A 271932 II

.217645 1.446077 546n64 59-

.110%R5 645731 351445

~

17

.?c511R 1.41HA27 4R2074

-~ S A

.139?37 520157 567434

~

13

.?199?A 1.290394

.112324 57

,145513 455H74 631219 14

,181000 1.?A0000

.044000 SA

.1465?4 236547 790?98

' ~ 16

,4ACA41 1.3CP721 37?367

~ ~ ~ So

-;11R61?

.231881 850416 16

.490757 1.36A166 2AA61?

60

,063790 1.4R?021 4978C4 17

.?AE150 1.?A5010

.011433

' ~ 'IA

.181000 1.?80000

.044600 61

.1A0611 1.46036A 469A79 62

,897366 656517 1.030??7 19

.??4461 1.576133 731901 61

.846A67 4610??

1.130A61 2n

.146748 1.596666 791015 64 11.069150

.387674 1.414APS

• 21

.842987 1.079A40 851449

~

'-?66 11.17?570

.257257 1.578134

??

.A76n56 1.0?7414 860760 261

-1.103004

.144174 1.57R114 P1

.015709 840370 931133 24

.7445A0

.?01694 1.264572

~ 310

,0??930

.679030

.716791 311

,n??930

.676749

.721434 2*

934A3?

002120 1.3394n3 410

.?34QA?

.0l?97P 0897A0

, _ _ 2A

..991044

.?S7?97 1.349861 46n

.0146A0

.llP03A

.0l?110 27

-1.10?A24

. 415110 1.429701 461 047026

.117036

.0IA"3I 28

-1.71'147

.459985 1.5?74A9 910

.164A51

.197771

.055754

_ 29

-1.7647AA 030491 1.800A16

~~

511

.?l4040

.157771

.312079 36

.414973 570AAA 1.400901 550

,110047-575690 3S?l90 31

.146647 6A00A2 1.154%10 670

-1,071171 65451?

1.E42671 l'

.nA6769 65?A99 1.0677R4 ll 001744 395434 924AP3 ~

621

-1.099016 644574 1.226116

~~"~~~

A30 il.0370d6 4610??

1.346709 34

.143110 051657 622609 631 11.0?0152 450072 1.37G775

^

3C

.151A97

.093?94 570943 A40

-1.?45134

.392674 1.506103

~

" 38 134573

.131371 450n54 ""

641

-1.?66119

.273613 1.546143 37 14AA14

.141016

.376159 l'

.?19621

.OlHPO)

.245m79

' ~~

30

.??l?A6

.00'41?

.109702 ~~~"

46 317070

.0301^2

.174c70 41

.10747?

.01707a

.117A3?

47

.191443

.031761

.071c06 4'

.lAaalu

.001011

.120A47

~'

44

.P03A3*

.166709

.183771 4%

.?Asino 709471

. 174001 4A

.nl4671

.116A97

.011o74 47

.nn16Ao 03"49A

.001427 4r

.000600 000900

.000n00 40

.1 )?F 17 07M PC 054413 Ma

.1^o 111277 6176n9 51

.17'.117

.17' 4 a >

0 8.. q,4 5?

.155916

.363e'9

.03All3

TABLE 8-l (c)

~;f 0 i N T 015pLACFM E'N T S (LOAD CASE 6)

SFIS4fC ANCHOR HOVFMENTS X - DIRECTION (1/2 SSE)

JOI"T /- 110!SALACEMENTS ( IN.

3-11-/

_ (GIDI X

Y Z

1

'000n00

.000000

.000000

?

,0094PA 00019A 000002

-- ' ~ ~

3 030744

.000374 000003 4

,051710 000?O3

.000n05 u

,n77?69

.000004

.000?a6 v.

.pgo105

.00000)

.001c03 7

,44443R

.000000

,007??2 X

Y Z

H 6A3400

.000020

.007A66

~ ~ ~ " " o

,A19?47

.000037

.000039 51 1.3044A1

'079094

.006754 In 415056

.001704

.000A62 54 1.103414

.031727

.003A37 11

,A16021

.020523

.000P83 55 1,301957 031737

.000A67 17 916770

.014300

.000669 SA 1.796614 011744 006053 13

,A14574

.001710 000139 57 1.99406A 030457 00A183 14

,R70000

.000000 000000 5A 1.?AcA4A 076107 013010

"~ ~'

'1"

.A16041

.Oln9?6

.000065

" '""' S o 1;?A1A19 02471A 014143

~ 16

A16451 017637

.001115 60 81543?

.006321

.000999 17

.A19709 001474

.000796 61

.R150R7

.002440

.000781 1A

.A?0n00 000000

.000000 67

.A40017 035550 010A04 la 435752

.000045 003115 63

.A51764

.0?0749 010A04 70 943640 0073?6 005A05 64

.n%7419 03733' 0lS471 21

,A43A4A 047763 009132

^?6n

.A75100 074557

030961

??

.n43649 050766 000645 761 473609

.037977 030c61 23

'n45n11 0499R1 010n05 310

.ncAl??

000370

. 000n01

? t.

.A556A6 000740 010A03 311 0cA1??

0?4644

.010435 2%

,A57409 000511 012441 416 1.303a35 000240 009401

?'

357413

.02435?

016529 4An 1.310?R3

.000297

.001267

~"

27

.Rm7416 042977 019?91

"- 461 1.110067

.000257

.00?cAA Pn 46Rn37

.053111 026467 516 1.300099

.003584

.00AA44

- ^~ 20 1.0?4164 053046 047740 511 1,104137

.003584

.02?All Sn 1.214514

.053090 026159

'- 550 1.107340

.079957

.000AAD 31 1.776694

.051074

.015a65 620

.a60403

.035c50

.026958 37 1.?93197 0454??

.014096 621

.FA??ol

.073200 025470

"~~

31 1.?A39n1

.073733

.014256

~~-- 630

.n64936

.070744

.077401 34 1.?a3A14

.00271^

014456 631

,AA6193

.007060 025949 3"

1.?R4103 000357 014070 64n

.n76666 037337 031964 l'

1.?A9406

.no00?1 015?97 641

.a7441A

.04542A 031c64 3'

l.3^8131

.000541 01976?

33 1.?c6947

.000531

.013116

39 1.209794

.0001AA 011848

-~~-'

43 1.20Q435

.n00070 011A1A 41 1.101573

.003740 010911 4?

1.'n7^71 0601?s

.007011 41 1.1n0407

.000019 00ma?0 44 1.11?107

.orn014 001710 4%

1.11769n

.0e6717

.007175 4^

1.1100nl 030007

.001144 47 1.11064T

. 0 0 e, n o "

.000?co 4n 1.111000 0,m ne

. 0 0 0 r. n o 4n 1.1c4301 01'44/

.001434 i--hWE- >55H--:23-5 1.166e51 01 '. = l %

.004118

4 TABLE 8-1 (d)

-~1 0 i N T 0 I5PLACEHENTS (LOAD CASE 71

<^

Srrsu!C ANCH0P MOVFMENTS Z - DIRECTION (1/2 SSE)

JoiUT /1 ~-01%PLACFWENTS ( IN' I- !--/

(Glol_

x Y

Z l

1 000000

.000000

.000000

"~~~

7

,000000

.00A01A 000n35 3 -

.00?o64

.015499 000068 4

.005P53

.00A291 000n90 c

,00642A 000164

.011619 6'

n10713 000074

.172631 X

Y Z

7

.013935

.000000 3711a7 r

.0i1619

.000114 657o91

~

o'

.000681

.000211 817643 53

.001370

'.0l?A71 l'.3060?3 In 001004 01072A 816744 54

.000965 013656 1.306020 11

.00218R 001569 814690 55 00076?

013694 1.306096

~ ~ " " '

IP

.001091 000201 819505 ~

SA

.'OnP12A 013660 1.301A74

~

11

.000070

.000039 819495 97 0n?647 014109 1.2994A3 l'

000000 000000

.A20000 Sn 003447 016657 1.241616

~~' IG

.002479 021211 814674 54

.'002427 0147AP 1.289070

~~~~

la

,00P456 0lAA50 810191 66

,001A91 017169 816438 17

.000>39 001619

,819794 It

.n00600 000000 020n00

~-~ 61

.0019A9 021957 8176A0 6'

01P417

.079577 880946 to 0047]A

.000207 843711 61'

.075373

.01A949 88nnAM 20

.non>Al

.003909 356912 64 03954?

001433 905460

' ' ' ~

21

.00A?41 0394AA 874779 "266 040449 001010 9150A3

??

,00n?P0

.04?730 R7AA64 761

.014440

.011425 919883 21 olla 01

.040959 880003 31n

.0n3A34

.01c454

.00o130 p

24 035116

.003706 880n91

'111

. 0 0 3 A 3 '.

.016070 000044 2c

.039944 001224 884700 sin

.n04ay1

.000742 1.30343A 7'

039943 001010 89AM24 '

466

.n00044

.000134 1.309410 27 039947 00151A 909970 46)

~

.000136 1.30A506

.n00193 2x 039299 001380 923619 510

,nollA) 001A84 1.306Ao6 Po 0?l4A7

.001320 1.06E469 911 001940

.0013A4 1.3014A1

~

~~ 30

.000077

.001760 1.235648 SSn

.000SP4

.014190 1.30AicS 31

.00]nP4

.00lP30 1.2860A7 A20

.07AA31

.079577 892cP4 37

.000007

.CO3777 1.28a'94

~ '"

37

.000a71

.004641 1.291122

~~ 621 030647 020734 88931P 636

.n17447

.018940 899326 34

.n017A7

.001193 1.29A'Al

^31 935491

.010319 8AA981 34

.nn4APO

.001'5?

1.296085 646 03Q43]

.001431 973906 3'

604027

.001004 1.297097 641

.013o99

.0l?441

.923406 l

37

.Onta>G

.003441 1.2970A4 39

.nn71A5

.n00447 1.301279 3a 666644

.000C37 1.307?47 40 00^431 000624 1.30P140 41

.on%200 00074) 1.303103

~ 4?

.n01104 00naic 1.304430 47 000110

.n01014 1.304934 44

.60170A 060014 1.30^4r5

~

At

.onl'A4

.06314a 1.396cso 4A 1 o n 13'-

.000001 1.3091n4 47

,nnan33

.caonal 1.300n63

~

• c

.nocacq 00cc00 1,31nron 49

.n00374 001K16 1.301770 na

,nnn,va nusy g anco, 51

, pi s;a

,cnlm'

].3nt r y SP

.601111

. e a ~s41 1.306409

TABLE B-1 (e)

~~J~0 I N 7 nISPLACENENT$~~

(LOAO CASE 81

, _,, X + Y FARTHQUAKE (1/? SSEi

_, TOT AL DESo0NSE FOUAL S 900E 1 7HROUGH 34 RY SOSS SUuMATION JoloT /1 11nitPLACEMEtlTS ( I N.'

1-l--/"

Gln,,

X Y

2 1

.0000000

.0000000

.'0000000 X

Y Z

P

.1016130

.001002A 0001918

-~~~

"3

.3n44Q46

.0093P51

.0001001

'4 P 04PC141

.0006621

• 1458193 4

497A907

.002GA34

.000lPll 43 0173923

.0003989

.1771414 9

'- ~ ~ ~ ~A -

5141111

.0000698 0036399 44

,nq41484

.0004349 0976990

.2417770

.0000338

.0446351 An '

.0c07060

.0039934 080A928

~ ~ ~ ~ ~ ~

7

.0000000

.0000000

.0693405 46 00496A0

.0000580 0031448 9

0071171

.000068A 09249P7 47 00lPo0A

.0000395 0007445

'~

-'o 0464714

.0001769

.014P3A4

~ An

.0000000

.0000000 0000000 10 0410447 0063393 0129395 4o

.0091477

.031??01 0059159 11 0413a97

.0155925 0109A30 50

.019A468

.047??64 01011A1

~~~ 17 0343057 0199749

.00710A5

' ~ ~ 51 0414404 0477524 0379778 11 0041240

.0013929 0013041 SP

.0416P79 074?326 4312714 14

.0000000

.0000000

.0000000 51

.0152117

.130973A 0284915

~ ~ ~ 14 0411060

.0206A19 0104422

'54

.0000000

.1490A49 0000000

~ - ~ " ~

1A 0175443

.0197A47

.OllCl*A SC 0493404

.1450084 0380698

~~

17

.0011660

.0017C15

.003?c15 56

.lc49476

.1491177 1464032

'n

.0000000

.0000000

.0000000 ~~

97

.7500154

.13464A3 1999106

.n

.0411401

.0001401 0171093 Sr

.377PCR4

.09^8553 2974197

' ~ ~ '

20

.0436067

.0116137

.0734193 So 4039107

.1079AA1 3160975

?)

.0436174

.1144669 0335976

- 60' 0412747

.0045284 0lPPa95 27

.0436130

.12%044a

.03441a3 61 04004A0

.0096419 0139623 21

.040874H

.126371)

.03407Al 67

.0327A51

.09 PSP 44 0340106

~-~'?A 0079494

.0124191

.034019C 61

.0PPno06

.056??53

'0340?A6 2G

.0000107

.0039P29

.0260109 64 0000004

.1764422 0135107

?*

.0000000

.0P47431

.0000000 P60

.0904176

.0R4741%

0406451

~~~~ 27

.0000136

.1443909

.0191c5A

~ 'P 61 0A17136

.1105570 0496A51 2A

.0?ono73

.1739097

.0394141 316

.P774139

.0053P51 0009501 20

.?A06A02

.1736718

.P8H0079 311

.7774135

.0275421 0961373 3 0 ~~

4979397

.1737105 1714A34

~

410

.14?A120

.0022943

.P067161 31 471??04

.1737907

.3476111 460

.0070536

.0007377 0041141 37 4AAa191

.17?3491

.33P9447 461

.0090a0P

.000737a 0067a35

~

31 440ApA)

.1930330

.310374P

~~~~'510

.063937P

.0277000 0321055 3c

.30PA147

.0861873

.308170A 51)

.117P19s 0277015

.1065136

~~' 3n

.3A37201 0511604

.3190A14 550

.0476'00

.12aA06A 0364730 i

35

.392974a 0Plcu?0 1757799 6Pr

.0A44037

.00PCR57 054?771

~~~ ~

37

.194ADAo 00;P006 119A107 6P1

.0607930

.0603710 0617443

~~

3n

.PcP1/74

.0057aAl 7714476 6 3.a

.0501AA1 05 APP 59 0607347 So

.Plln172

.0011693

.?'75100

~ ~ ' ^ 631 0953776

.0769439 0643o93 40 70A111C 0004"P9 24P970A 640

.0405960

.1264C29 05?l14H 41

.I'41n70

.0022941 7191cA7 641 0A15c14

.1524160 0521148

TABLE B-l (f) r

_J0 INT DISPLACFM ENT S (LOAD CASE 91 Z. Y EARTHOUAKE (1/2 SSEi TOTel RF5004SE ECUAls NOOF 1 THAOUGH 34 AY SOSS SU'4M AT ION

' - " ^Joib7

/1-IDISPLACFMENTS ( I'J.

1 - G-/ -

r,I n x

Y Z

-'1

.0000000

.0000000

.0000000

?

.0?82485 0148099

.n001915 x

Y Z

1

.0A47146

.0279A60 6003700

"^ 4

.1370a??

.0143?ll

.0004916' ~"4i'

'0'17AA0

.0003731

'.125R7A7 5

.14?9175

.000?37A 0190744 44

.09P1005

.0004?S4 0956c52 6

.0667a66

.0001150 7416978 4 r.

.ncoPPA8 003P.776 0788414

~ ' - ~

'T

.0000000

.0000000

.3659043 4A

.0041A71

.00005A9

'0031094 h

0?AA387 0001837 2458936 47 00lP987

.0000354 0007103 o

.opA9991 000339?

01994a5 In 0744520 0179459 0187512 -~~ 4r

.0n00000 0n00000 0000000 40

.0054769

.0310386 0064c55 11 0719110 0003943 00619P2 50

.0107798 0469741

. 0104148 I?

.n721701 009naAq

.n039710 -^

51

.0430647

.0464907 0319677

~ ~ -

Il 00?67A3 000?391 0004094 57

.0417110 0731706

'0307165 14

.0000000

.0000000

.0000000 51 0349546

.1246910 0270604 14

.n71965A 0405A6?

0060AAR 54 0n0nn00

.13973A0 0000000 1A

.n?06411

.0361097 00A4??9

~ ' " 59

.n6A9901

.1397512 0379733 17

.0016450 0031542 0017537 SA

.16144P6

.1397751 1449695 1A

.0000000 0000000 0000000 57

.P496191

.1280179

.1970A06

-~

lo

.nlo301A

.0003300 0331441

-~ ~ 5A 3744757 0899992 7061976 20

.04o1414

.nlPA237 05?306A 50 40075R1 09d9757 3144039

~"-~~ 21

.040190A

.1P76399

. n 48 P f' 0 6 60 074a169 0?A6090 01A?944

??

.0491441

.139040a 0476497 61 0747715 037A231 0184198 21

.n4999P5

.137910)

.0456595 69

.0173705

.10n1734

.n456545 P4

.0004116

.0127171 6496346 61 0267646 060A072 0456917 2C 0000164

.003P949 0351693 64 06hnO44

.1193044 0183i47 2A

.0000000 0774016 0000000 766

.0941611

.0774010 04003n3 27 0000137

.13162AA 026??4?

761 0975A74

.10??93?

0490303 28 07A3A37

.1590197

.0414994 31n

.0770061 027967A

.00061A8 2e

.2673754

.19a1536

.?751707 111 077006) 031c59A

.0266136 36 444P7Po

.1547496 1649707 ein

.1412730

.002094o 706PnA7

~'

4A44?9A

.1992657 1443479 466

.04A64A7

.000a711 0041aA0 3?

4An9490

.156930n 1301042 461 0000498 000A711

.n064044 31 41A0527

.13"99^4

.1095AAl Sin

.n410034 0P76160 0316097 34 1103936

.07914?6 10A4717 511

.lifol?9

.0776169

.1045569 35

.1A19135

.04%r463 1000777 55^

04731A0

.12576P6 036150}

3A 111A439 0200121 12593?R 670

.07070Al

.1001747

.nA0A?34 37

.3n1C947

.nnS1?oo 119P416 6?1 06A4957

.0663110

.n952734 35

.?C11416

.009121a 3718963 439

.061719?

.060-074

'0817691 30

.?)P7964 0011AP1 7471996 631

.n57170A 0F00071 0A69A9A

~

4n

.?090nsi

.0na'517 24?A945 A4e

,nc47966

.1153450 04711?1 I

41

.1A?A474 00?0044 7199499 H.]

097}A0R

.143C817

,0471121 47

.014RICd

.0004190

.1440459 l

L

TABLE B-1 (g)

/

__J,0.1 N T niSPLACEM E N,T S (LOAD CASE 10)

X+ Y doe FARTHOUAKE (SSEi TOTel RFSPONSE F00ALS MODE I THCOUGH 34 BY SOSS SU9HATION

-~~~J o I F T /- laDT9PL ACEMENTS ( TN.

1-l--/I r.! P X

Y Z

~ ~"

""I' 0000000

.0000000

.0000000

?

.0AA7294

.0044627 000nA0?

X Y

Z T

.?A9A981

.0078A74 00011A?

--~"~'4-4103111

.0037016

.n001463

~ ~ 41

.0912444

.00090A1

'1394091 5

44Aa769

.0001006

.c051033 44

.n417451

.0005497

.1090??0 A

.?t07Ea9

.0000467 6618442 44

.n94394)

.004?451 0923790

"~~~~-~"7 0000000

.0000000 09506?7

- ~~ Ai

.n0A2ono 0000657 0046n?0 P

.nAA6700

.0001139

.0702644 47

.On190AA

.0000437

.0010n99 o

0515147

.000710n

.n193140 on

.n000n00 0000000 0000000

"-~~

In

.04So!??

.01015Ro 018799A

~~"'49 0075?P9 0347?la

.n043o09 11

.04066a1

.0lR3?94 0131767 Sn

.n??AA74

.0515406 014.1491 17

.04E7?74

.0177524 600617?

51

.04A1511

.0515747 0396435

"' ~ 17 0047079

.0016040

.0014a94 -

SP 0466a50

.0905201

.n3AS164 14

.0000000

.0000000 0000000 53

.03o3664

.lE23AP?

0362053 1%

.n4o6o41

.0?65277 013?)00 54

.0000000

.20A76??

.0000000

~ ~~~~ IF

.04C27??

.n?46?71

.01437?7

~ 5C 09444R4

.20A7730

.0530713 17

.0019104

.0071764 003913?

SA

.217?439

.2087796

.210all!

la 0000nnn

.0000000

.0000000 57 2764??7

.2004844

.?744AR6

~

~~ 16

.09A0107

.00n2206

.6280174 se 41A4414

.1713671 433114A

?n

.0663734

.0176737

.0393535 56 4514419

.193?397 454183?

21 0AA3416

.1A14419

.'0541'30 6n 0400423

.0073PA9 0177015

~~ 27

.06634?A

.1940156

.0554016 61

.04AA144 0141?67 01851A0 21 06??n2A

.?01A7AA

.n552n76 67

.nsn0Aa4

.146?24?

0557119 P4

.011A?94

.01737E6

.0551Q14 61 0191706 0P679AA

.05570A0

'2r

.nnn0?o7

.00EA024

.n424404 66

.n000110

.225401A 0??2391

?^

.0000000

.150741?

0000n00 76c

.1061a63

.lE0741a 0745983 P'

.0000195 2974A90 031R469 761

.10061?!

.193A379

.n7659A3 22

.0c?41A1

.3103350

.0627144 31n

.24??303

.0074897

.0009743 20 4744193

.310501n 444143%

311 74?2303

.0212170 0A34425 36

.574?994

.3107364 9731967

~ ~

31

.c74aA72

.3107607 9347434

Ala

.1910c30

.0039444

.Pl70477 460 00c?974

.0013?O6

.n054n55 37

.cAlo70A

.307AA?4 5016694 461

.0137766

.0013?07 0101148 31 4117Aan

.?7590?6 4241469 Sin

.04637A1

.03?!476

.n389"71 3a 4304176

.1524n77

.3376195 911

.1906A94

.01? loa 4

.1277014 3;

.397??4n

.0Aa9441 33aon17 556

.04A7A?o

.1723174 6543?l3 36

.34A3931

.03614?)

.342341A APS

.1n73n9A

.1462?C7 09A6060

~

37

.3171131

,91019?9 33?l170

- A21

.1021o74

.000417a

.1040434 3c

.?A:6167

.0101936 7813129 A3n

.10n999c

.0A62991 101Acn5 30

.??tA?qA

.00?0?ca 797111A 6?1

.00c1??2

.0356519 10APA40 4a 717A?%1

.ona7?c9 2527t?6 640

.1n60100

.22S4925 0A141?5 41

.1777716

. 0 01%+ 4 0

.?2A67??

A41

.]On6Gln

.?689644

.0814125 4'

.09A6690 0011437

.157?729

TABLE B-1 (h)

__J,0,I N T niSPLACFMENTS (LOAD CASE 111 7 + Y DRE EARTH 00AKE(SSEj + Z ~ ANCHOR HOVE.(SSE1 TOTAL RF5DONSE FOUALS N0DE 1 THPOUGH 34 AY SOSS SUMMATION

~ ~~"Jo l"T

/- l-DI9 PLACEMENTS ( IN.

)==1--/

Gin X

Y Z

' ~~~~ ~1 ~

.00n0000

.0000000

'0000000

?

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(LOAD CASE 131 SrfSMIC ANCH09 M0vruFn75 i - DIRECTION (SSE1 999 e ru J0!PT

/----DISOLACEMEN75 ( IN.

)=E*--/

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fLAST !C SUpD0PT

~P E'A C T I 0 N S (LOAD CASE 11 DEAD LOAD plOS SUSTAINFO MFrHANICAL LOADS SUPPeWT /--------FORCE ( LP' j---------/ /-------MOMENT (IN.-LB.)=====---/

- JnI*'T X

Y Z

X Y

Z I

160.04 74.81 122.69 17670.52 101A1.15 -9974.75 7

00 9578.81 00

.00 00

.00 14

-4.54 574.59

- 25.51

-11479.03 17.18 776.06 19 6.54 913.51

-6.14

-29139.86 278.15 -17252.12 PC

.00 2707.40 00

.00

.00

.00

-"' A n - ~ ~

67.13 14A1.43

-31.66

-406.40 397.34

-376.86 41 130.44 331.57 20.35

-158.00 224.92

-181 44 4a 24.35 1397.53 14.A0

-6939.87

-89 01 5060.44 I

I B)

(LOAD CASE 4)

N00M AL OPFR ATI'M TFMPER ATUAE INCL. THERMAL ANCHOR NOVEMENTS SUPPCOT /1-- E---FORCF ( LH.

i----- ;--/ /-------MCMENT (IN.-LB.)--------/

_ J0!* T X

Y Z

X Y

Z 1 139',7 756253.8 19A46.1, 3849.6 1

-117.?

5610.7 1

7 0

561.9 0

.0

.0

.0

" " ~ ~ " le -

12111.3

-7668.5 195.0 134604.2 -118404.8 41797.0 16 1859.7

-1490.6 10RO.?

99777.1 119A44.3 3810.7 PC 0

-4RI.?

,0

.0

.0

.0

- 40

-5?5.3 1A3.3

-423.4 1836.2 312.7 1897.1 41

~408.5 1101.9 292'o 1075.3 405.8 1933 2 13P4.6

-2317.4

-4.0 70344.5 15409.6 -32785 2 4a C)

(LOAD CASE 6)

SEISufC ANCH00 MOVEMFNTS X - DIRECTION (1/2 SSE)

SUPPe4T /--------r0Rcr ( LB.

1----- ;--/ /------ MONENT ( I N. -L P. ) --------/

JSir T X

Y Z

X Y

Z 1

-174.35

-11.96 13.?!

-805.35 30403.60 33649.35 7

00 90.61 60

.00 00

.00 l e.

A1.37 776.17

-6A.16

-1739n.66 36A1.06 153.07 15 10.07

-Pi1.l?

71.91 13 0 3 ri. 21 3307.54 6075.44 Pr 00

-116.09

.no

.00 00

.00 4a P9.08 7 fi. A 9

-23.16 56.25 7P.01 132.60 4'

1.29 10,5P

-14 nq 44.79 94.44 53.01 An 27.56

-115.ao 25.P7 5275.20 177P.71 917.69

.nou o-..

-" r ~ L A 9 T IC SUPP0RT REACTIONS m

(LOAD CASE 71 srTSufC ANCHOR MOVrMENTS Z i DIRECTION (1/2 SSE1 SuppnpT /--------ropCE ( LR.

j---------/ /-------MOMENT (IN.-LB.)--------/

__. Jo t h'T x

Y Z

X Y

Z I

13.20 488.04

-264.c4 32863.67

-2814.02

-858.73 7

" " ~ ~ ~ ~

00 6.60 00

.00 00

.00 14

-34.25

-209.6c 131.06 3660.62

-1A9.20 5362.95 le 3A.03

-459.5A 82.?3 2002A.81 2825.93 5224.19 PC

.00 277.R6 00

.00 00

.00 46

-15.56

-26.61 18.42

-24.50

-44.73

-14.75 4'

.77

-15.16 9.A3

-8.58

-41.17

-22.69 4*

-1.15

-61.51 23.01 2784.26

-A3.30 676.13 l

(LOAD CASE 12)

E 9rtSuiC Ak'CHOR MOVrHENTS x - nTRECTION (SSE)

SUPPORT /i-- !---rORCE ( LR.

5---------/ /-------MOMENT (TN.-LR.)--------/

JOT"T X

Y Z

X Y

Z 1

1114.62

-22.04 P4.?A

-1483.91 59422.n2 64455.14 7

00 170.91

.no

.00 00

.00

~~

16 167.A7 526.25

-143.05

-33004.47 7562 16 250.88 ID 74.08

-412.84 149.41 24617.40 6764.44 15303.03 2%

00

-P12.47

.00

.00 00

.00

~~"-

46 40.44 122.97

-46.41 97.73 114.69 223.32 i

41 p.13 P0.64

-23.A5 75.96 AB.11 89.94 4P 44.61

-193.30 40.12 8850 81 7873.10 1503.23 I

l I

I r

(LOAD CASE 13) 9FISutc ANCuco HovrHENTS 7 - DIAECTION (59El supPa4T

/--------repCE

( L9

)'----- !--/ /------ MOMENT (IN.-L8.)-------=/

Jol' T X

Y Z

X Y

Z 1

24.?7 939.13

-907.12 62964.62 -5090.09

-1601.17 7

00 37.67

.no

.00 00

.00 14

-64.73

-404.87 240.69 72A3.25

-335 03 10229.40 18--

60.71

-971.10 183.25 37986.93 56AS.48 9827.18 2c 00 An%.?n 60

.00

.00

.00 As

-pA.64

-4A.co 30.74

-33.60

-AO.?2

-18.03 4'

.06

-20.44 l'i. 9 0

-11 39

-70.93

-3%.14 an

-1.n6

- l os. tis 36.n4 4857.96

-209.P7 1109.55

7-TABLE B-ll

~~ F L4 57 IC 5 U P P 0 R T" RFACTION5 (LOAN CASE 8)

X

• Y FARTHOUAKE (1/2 SSEi

_,_ TOTAL AESP0MSE ECUALS HODF 1 THROUGH 34 RY SOSS LifwHATION stJpPonT I--------FORCE ( LR.

i---- !--/ /-------HONFNT (IN.-LB.)--------/

Jole T E

Y Z

X Y

Z 1

2940

202, 389 12710 339944

'35355

~ ~ ~

~

1709 391' 7

14 71a.

174 478 12707 34457.

2088 In 437.

313.

893.

16149 36655.

7896 Pe 800

~"~ ~ 2A 390

~

41H.

46 490 5?6, SAR.

820 1604 1261.

4.1 7R.

'24 30a.

528 1294 809

~ - ~ " - 42 767

741, 47%.

15444 10259 26176 S t.

AAS.

509 (LOAD CASE 9) 1 7

• Y EARTHOUAKE (122 SSE)

TOTnL RFSPONSC F00ALS PODF 1 THQ0 UGH 34 RY SOSS SUuMATION siipPe ni

/--------roocE ( La.

j---- l--/ /-------HOMENT (fu.-LB.)--------/

_. _ _, J01' T X

Y Z

X-Y Z

1

714, 927, 1434 61227 9469A.

10560.

7

%2a.

1472

- - ~ ~

lu 61 "..

347, 79A.

8927.

2415A.

9195.

la 745 A35.

810 37065.

20165.

11229 Pe 719 Pe

'Po.

457 4 r.

406 442.

Saa.

410.

1544 1256 47 51.

417.

3cc.

C24 1298 803.

43 21A.

7Pn.

460 15590.

11006 25559 54 nac.

579

1 ILE B-Il

~~ E L A S T T C SUPP0pT REACTIOHS n

J)

(LOAD CASE 10)

X. Y DAE FADTHGUAKE (SSE1 TnTAL Peso 0NSE EQUALS H0DE 1 THDOUGH 34 RY SOSS SUuMATION stippnpf

/--------F02CE t LR; i--------/ /------ MOMENT (TN.-LB.)--------/

._.-.. J015T x

Y Z

X Y

Z 1

??29 305".

457

18956, 296878 31114 7

1914 642.

~.

~

~ ~ 14 797 205.

477 14053.

3Q317.

3166 le 535.

421.

1097 21162.

44344 9822.

2c 1317.

2A 955.

644 46 927 7 35.

617 975.

1761.

1350.

41 124 554 337 578.

1363.

873.

4r 181.

950 563.

21336.

17355.

32390.

54 099.

862.

i K)

(LOAD CASE 11)

~

Z. Y ORE FARTHOUAKE(SSE)

.Z ANCHOR MOVE.(SSE)

TnTrL Resp 0NSE EctlALS MODE 1 THOOUGH 34 RY SOSS SUMMATION sup p.'p T

/--------F00CE

( L A '.

i--------/ /------ MOMENT (IN.-LB.)--------/

_ _, _ Ja!' T X

Y Z

X Y

Z 1

A45.

n*2.

1309, 56565 84038 10444 7

406 1410.

" ~ ~

1 600 S T A '.

714, 12440.

30551.

8509 1r 104 act.

1047.

36180.

33159 12017 2"

1210.

~

?^

490 674 An 914 740.

609 950.

1737 1338..

47 AA.

579 374 570.

135e.

PF2.

An

>A4

440, 546, 20594 1673A.

30318 l

l 54 can.

A94 l

~

i L

d j

r5 TABLE B-1ll COMPLIANCE WITH ASME CODE EQUATIONS 8,.9, 10 and 11

'Pages B-15 through B-32 1

I NOTE: Stresses for members between node points 10 - 14 and 10 - 18 should be i, creased by a factor of 1.21 to account for the in-consistency between pipe wall thickness used in the analysis and the actual wall thickr. ass of the pipe.

In view of the low stresses and low masses of these members, the effect of this inconsistency cn the overall analysis is small.

Stresses.

for these members, ar; shown on Figure 7.6 and 7.7, have al-ready been increased by.this factor of 1.21.

k O

4 f

W 9.-

..~_e

,~,. ~.

.c

,., =

p=

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