ML20062A032
| ML20062A032 | |
| Person / Time | |
|---|---|
| Site: | La Crosse File:Dairyland Power Cooperative icon.png |
| Issue date: | 06/18/1975 |
| From: | Obligado A DAIRYLAND POWER COOPERATIVE |
| To: | |
| Shared Package | |
| ML20062A031 | List: |
| References | |
| TASK-03-06, TASK-05-04, TASK-3-6, TASK-5-4, TASK-RR NES-81A0087, NES-81A87, NUDOCS 7810100004 | |
| Download: ML20062A032 (79) | |
Text
-
4.
NES 81A0087 6. Tas 77 3
SEISHIC AllD STRESS Af1ALYSIS OF LACBWR FEEDWATER PIPING SYSTEM Prepared Under f1ES Project 5101 for CAIRYLAND POWER COOPERATIVE i
1 fiUCLEAR EllERGY SERVICES, IllC.
Danbury, Connecticut 068I0 Prepared by:
A. Obligado ay Approved by
/ Yco c-Proj:nt flanager
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hk ine$f*ng V.P. Eng//y DATE:
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TABLE OF CONTENTS VOLUME i
- 1.
SUMMARY
.......................................................... I 2.
INTRODUCTION.................................................... 2 3
PIPING SYSTEM DESCRIPTION....................................... 3 4.
LOADING CRITERIA................................................ 5 4.1 Dead Veight and Other Sustained Mechanical Loads........... 5 4.2 Internal Pressure...........................................
4.3 Thermal Loading............................................ 55 4.4 Seismic Loading............................................ 5 5
STRESS ACCEPTANCE CRITERIA.......................................
7 5.1 No rma l Ope ra t i n g Co n d i t i o n s................................ 7 5.2 Upset Conditions........................................... 7 53 Emergency Conditions....................................... 7 6.
ANALYTICAL ttETH0DS...............................................
8 6.1 Mathematical Model......................................... 8 6.2 Static Load Analysis....................................... 8 6.3 Eigenvalue Analysis.........................................
Dynamic (Seismic) Analysis................................. 9 6.4 6.5 S t r e s s An a l y s i s............................................ 1 0 12 7
DISCUSSION OF RESULTS........................................... 14 8.
CONCLUS I ONS AND RECOMMENDATI ONS................................. 2 5 9
REFERENCES......................................................26
- 10. APPENDICES.......................................................
A.
Analytical input Data........................................
B.
Tabulated Results of Analysis................................
l VOLUME 11 1
COMPUTER CUTPUT - PIPESD Static and Dynamic Analysis of LACBWR Feedwater i
and Condensate Return Piping System.
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1.
SUMMARY
This report, p epared for Dalryland Power Cooperative, presents the results of seismic and stress analyses of the feedwater piping system for the LACBWR Nuclear Power Station. The seismic and stress analyses are performed in accordance with the design requirements for Class 2 piping components of the ASME Boiler and Pressure Vessel Code, Section 111, Division 1, " Nuclear Power Plant Components", 1974. By providing adequate seismic restraints (snubbers) at critical locations of the feedwater system, the stresses in the piping due to a seismic event have been reduced to acceptable values.
It is con-cluded-that the stresses due to seismic, deadweight, pressure and thermal expansion loadings, combined according to the ASME Code rules for Class 2 components, satisfy the design requirements given in the Code.
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2.
INTRODUCTION In response to AEC/DL's request to review the effects of an earthquake event on the Lacrosse Boiling Water Reactor, Dairyland Power Cooperative requested Gulf United Nuclear Fuels Corporation to evaluate the adequacy of the major structures and equipment to withstand seismic loadings.
The seismic study performed by Gulf United (GU) fluclear Fuels Corporation (Ref. 1) in-cluded an analysis of the main steam line which indicated that high stresses would be generated in the main stean line during a seismic event.
It was also evident from these analyses that ths 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 allowable values. This requires that the seismic stresses be combined with the stresses due to deadweight, pressure and thermal loadings in accordance with the ASME Code Section ill rules (Ref. 2),
The rules for a Class I (Section lil) analysis require that thermal stress and fatigue due to thermal cycling be considered. A review of the available feedwater 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 I analysis with the existing analytical data.
The existing analytical data, however,Is sufficient to perform a Class 2 (Section lil) analysis. Therefore, in the subject analysis, the adequacy of the feedwater piping system to withstand an earthquake event is evaluated by combining the stresses due to deadweight,. pressure, thermal and seismic loadings in accordance with ASME Code requirements for the design of Class 2 components, it should be noted that the requirements of the ASME Code, Section li t, for the design of Class 2 components are much more rigorous than the design requirements giver. 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 feedwater piping systen considered in the analysis.
The loading criteria, design criteria 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 Section 7.0. The conclusions and recommendations are summarized in Section 3.0.
3.
DESCRIPTION OF PIPING SYSTEM The feedwater piping system returns condensate from the turbine building and feeds it directly to the forced circulation suction header where the condensate is mixed wi th the recirculating coolant.
Feedwater enters the containment building through an 8" line, passes through an 8" check valve and an 8" gate valve and flows into a manifold section. Two 6" lines con-nected to this manifold enter the biological shield and feed the water directly to the 16" forced-circulation suction header through four 4" nozzles. The condensate return line from the shutdown condenser is in-cluded in the analysis in order to account for its effects on the feed-water line. Condensate water from the shutdown condenser flows by gravity from a 6" to a 4" line and then through a' parallel system of 4" control, check, and gate valves before entering the 8" feedwater line through a branch connection.
The governing design specification used in the analysis of the feedwater piping system is given in Reference 3 The piping arrangement and piping suspension (hangers, etc.) characteristics have been taken from the draw-ings listed in Reference 4.
Piping properties have been taken from the information given in Reference 5 and from the piping specification (Ref-erence 3). This information is summarized in Table A-1 of Appendix A.
An isonetric drawing showing the feedwater piping system as analyzed, including the suspension system and recommended scismic snubbers, is given in Figure 3.1.
sk FiquRE 3.1 Mathematical Mode 1 -
LACBWR Feedwater and Condensate Return Piping System t
i..
99
=
y g
SYMBOLS d
i
/
Mass Point Z
x Rigid Restraint Spring Hanger
'A n Constant Support Hanger Sei r$! Snubbers
'"... J
,a..
v.
('*,bk OE Anchor a
rs J'
\\
'N$
[
Valve y,, "
N valve with g,
d Eccentricity
' ;,(,,
V w._ -
50 urs :s
\\ N,x in
>c-V ; % / g g g ;. k..
a
,, g.
r.
A N
,.N A-s /
v r
v "N,
,W,n 2, N Z.-
v6
/\\
N X
l,
r
)
4.
LOADING 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 summari:.ed in Tables A-lil and A-IV of Appendix.A.
4.1 Dead tielght and Other Sustained Mechanical Loads (Static _ Load Case 1)
The deadweight 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 dimensions 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 frorr P.efs.3and 6. Avalue of 1300 psia for operating pressure and 1415 psia for peak pressure are used for the condensate return and main feedwater system. An operating pressure of 1350 psia and a peak pressure of 1615 psia are used for the.feedwater piping between the contain-ment vessel and the 8" gate valve.
4.3 Thernal Leading (Static Load Case 4)
The thermal expansion stresses are based on the thermal loading for the normal operating condition. A normal operating temperature of 547 F is used for-the condensate return and main feedwater piping, while a tempera -
ture of 2950F is used for the feedwater piping between the containment vessel and the 8" gate valve (Ref erence 9).
Thermal anchor movements at the nozzle connections to the recirculation suc-tion line manifold are taken from the NES recirculation line thermal analysis (Ref. 8). Thermal anchor movement at the shutdown condenser connection is taken from Ref.9 4.4 Seismic Leading A dynamic analysis of the piping system is performed using the response spec-trum method of analysis (Sect ion 6.4).
Two_ seismic loading events are con-sidered:
the safe shutdown earthquake (SSE), and the operating basis carth-quake (OSE). The c<.aolished design criteria (Ref. 7, Reg. Guide 1.48, tiay 1973) for Class 2 analysis considers the OBE (or 1/2 S$E) to be the norraal and upset condition while the SSE is considered the faulted condition.
i 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 feedwater line is that corresponding to the reactor vessel at an elevation of'664.5 ft.
The vertical response spectrum for the SSE loading is taken as 2/3 of the horizontal SSE ground response spectrum assuming no amplification of vertical response in the j
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% for the OBE and 2% for the SSE.
The horizontal spectra in either the global X-direction (Dynamic-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 earthquake. 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 10,11, 38, 45 and 104 were estimated by calculating low frequency displacements from the containment vessel response spectra at the different anchor point elevations.
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J-5 STRESS ACCEPTANCE CRITERIA i
The requirements for acceptability of a Class 2 piping system are given in AEC regulatory position 8 of Reference 7 and Section NC-36]l of Reference 2.
Calculated stresses resu.Iting from specified load combina--
tions must meet the stress limits of equations 8 through 11 (Section 6.5).
I 5.1 Nocnal 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 balsc material allowable stress at maximum temperature, S, and the requirements of Equation 8, Section 6.5 Additionally, l
h l
cither the stress range due to thermal expansion and seismic anchor l
. movements (Load Cases 4 and 6) as calculated by Equation 10, Section i.
6.5, must not exceed the allowable expansion stress range SA (Refer-ence 2), or the combined stresses due to design pressure, weight, 3
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 1
as required by Equation 11, Section 6.5 52 upset Conditions The requirements for operation under upset conditions-include com-pliance with the requirements of Equations 8,10 and 11 as described I
above as well as Equation 9, Section 6.5 Equation 9 requires that i
the combined stresses produced by peak pressure (Load Case 3), live j
and dead loads (Load Case 1), and those produced by occasional loads --
in this analysis defined as the OBE carthquake -- (Load Cases 8 and 9),
l must not be greater than 1.2 times the allowable stress value S -
h 53 Faulted Conditions l
During faulted conditions, the requirements of Equation 9 must be l
met using a stress limit of 1.8 S.
For the purpose of satisfying h
this criteria, the faulted conditions are specified as peak pressure loads (Load Case 3), live and dead loads (Load Case 1), the SSE sels-mic inertia loadings (Load Cases I and 11) and the scismic anchor movement loads associated wi th the SSE (Load Cases 12 and 13).
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6.
ANALYTICAL METHODS 6.1 Mathematical Model in order to perform static, dynamic and stress analyses, the continuous piping system is mathematically modeled as an assembly of elastic structural elements interconnected at discrete nodal points (Figure 3.1).
Nodal points are located at all points of interest valves, anchorages, hangers, tee intersections,in the piping system such as elbows, load points, all structural and material discontinuities,.etc. This three dimensional-multidegree-of-freedom model of the piping system is attached to the " ground" (structure) by means of rigid hangers,. support. springs, hydraulic ~ snubbers and anchors.
Stiffness characteristics of structural elements are related to the moment of inertia and the axial and cf fective 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 seismic response. Special items such as valves and actuators are modeled by lumping their masses at an appropriate of fset from the center-line of the piping system.
6.2 Static Load Analysis The static load analysis involves the application of the following loading conditions and their canbinations:
Design Pressure Gravity Loading (dead weight) and Sustained Hechanical Loads 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).
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' For the deadweight, support displacement, or thermal expansion loading 1
conditions the following equations of equilibrium written in matrix form
]
are solved:
l KU P
(1)
=
where:
System stiffness matrix K
=
Nodal ' point displacement vector-j U
=
External forces, dead weight or equivalent thermal P
=
load vector.
I The system stiffness matrix is obtained from element stiffness matrices-using direct stiffness methods. The unknown nodal displacements U are j-obtained as follows:
K-IP (2)
U
=
The inversion of the stiffness matrix is performed using the Gauss-Siedel i
technique.
j From the nodal displacements V, the member internal forces are determined l
using the member stiffness matrix.
Finally the member Internal forces are 1
used in calculating the stresses.
6.3 Eigenvalue Analysis The eigenvalues (natural frequencies) and the eigenvectors (mode shapes)for cach of the natural modes of vibration are calculated by solving the following frequency equation:
l K
-U N
0 (3)
=
n n
i j
where:
th CJn Natural angular frequency for the n mode
=
System mass matrix M
=
l (hn th Mode shape vector for the n mode
=
i i
O Null vector
=
i The eigenvalue/cigenvector extraction is performed using the Householder-QR technique.
f i.
l l i
6.4 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:
M(U + U )
CO + KU 0
+
=
(4) t gt t
t where:
U Relative acceleratior, time history vector
=
t Ugt Ground acceleration time history vector
=
C Damping matrix
=
O t Velocity time history vector
=
U t Relative displacement time history vector
=
Rearranging equation (4)
MU + CU
+ KU "N
= P pp (5) t t
t 9t e
To uncouple equation (5), assume U = hY where:
$ = Characteristic free vibration mode shapes matrix.
Yt=
Generalized coordinate displacement time history vector.
Pre-and post-multiplying equation (5) by the transpose of $ and by andusingorthogonalityconditions,thefollowinguncoupledequation$respectively
]
s of motion l
are obtained:
Y
+ 2U
+U 2 Ynt " "n nt n n nt n
n gt where:
Y Generalized displacement coordinate time history for
=
nt nth mode An Damping ratio for the nth rode expressed as percent
=
of critical damping Generali;ed mass for the nth node fi
=
n M hn M ih n l
?
4 Themodeshaped)n is n rmalized such that H "I
n Participation factor for'the nth mode R
=
n
"$)n MI M klin i
I Column vector whose elements are. generally unity
=
I i
The solution for the differential equation (6) is given by the Duhamel integral et GJ l
Y
. Rn
- d n (t-1I) Sin 4) n(t-1l) d 1f n
i e
nt 3
gt
{
M Nn"8 n
l i-l Using the response spectrum method of analysis, the maximum values of the generalized response for each mode is given b :
/
1 j
Y R" S "
n max "
(7)
H*
i n
where:
y max = Haximum generalized coordinate acceleration response for n
j the nth mode.
S
= Spectral acceleration value for the nth mode (from the an applicable response spectrum curve)
From the maximum generalized coordinate response, the maximum acceleration i
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(* nmax) and maximum inertia forces (F max) at each mass point' are given by:
d n
I I
(hin n max n max 1
F "H
U n max n n max l
l lThe inertia forces (Fn max) for each of the system natural modes are applied as external static forces, and the piping system response (dis-placements, member internal forces and stresses) are calculated using the procedure described in Section 4.2.
Total system response is then obtained by combining the individual modal response values by the square-root of the sun of the. squares iactnoo; lower modes having large contribution to the response (all modes having natural frequency' under 30 cycles per second) are considered and higher modes with negligible participation are neglected.
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6.5 Stress Analysis The design requirements of the ASME 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 NC-3652 of Reference 8.
These requiremants are described below:
A.
Sustained Loads l
The effects of pressure weight and other sustained mechanical loads must meet the requirements of equation (8).
S PDo 0.75iMa 1.0S 3
h (8) 4t I
n where:
I, P
Internal design pressure, psi
=
D Outside diameter of pipe, In.
=
o i
N minal wall thickness, in.
t
=
n HA Resultant moment loading on cross section due to weight and
=
other sustained loads, in.(See NC-3652.4, Ref.8) i i
Z Section modulus of pipe, in.3 (See NC-3652.4, Ref.8)
=
.I l
Stress intensification factor (NC-3673.2 (b), Ref.8)
=
}
The product of 0.751 shall never be taken as less than 1.0
{
Sh Basic material allo.vable stress at design temperature
=
i B.
Occasional Loads l
The effects of pressure, weight, other sustained loads and occasional j
loads including earthquake murt meet the requirements of Equation (9).
1 l
S
, P,,, yD, 0.75i (M
+
M)5 1.2Sh (9) n j
g OL 4t Z
n l
I i
j where:
e j
P,
= Peak pressure, psi i
{
M
= Resultant moment loading on cross section due to occasional D
j loads such as carthquake loads I i l
-..,. _. - - -. -.,,.. _ _ - -. ~. _.
, _,, _ _ -. _ _... _ _ _,... _ _ -.. ~. _.
_ ~ _ - _.. _ _,..
C.
Thermal Expansion The regul~rements of either Equation (10) or Equation (ll) must be met.
1.
The effects of thermal expansion must meet the requirements of Equation (10)
IHC 4 SA (10)
STE Z
where:
H Range of resultant moments due to thermal expansion. Also
=
e include moment effects of anchor displacements due to earth--
quake if anchor. displacement effects were omitted from Equation (9)
SA Allowable stress range for expansion stresses (NC-3611.2,Ref.8)
=
2.
The effects of pressure, weight, other sustained loads and thermal expansion shall meet the requirements of Equation (11)
IS
+ S)
(II)
_A
_C 4 h
A o
+
+
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 CY3ERNET Service.
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7 DISCUSS 10fl 0F RESULTS A preliminary seismic analysis of the feedwater piping system with its existing support configuration indicated that the stresses due to the operating basis carthquake would be substantially greater than the allowable stress values at critical locations (particularly in the vicinity of nodes 1,23, 29, 45,53 and 65).
In addition, this preliminary analysis indicated that,in the relatively long condensate return line, the 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 elev.n seismic snubbers were located at critical locations in the piping system as shown in Figure 3.1.
The results presented in this report represent the response of this modified system configuration.
The natural frequencies for the first 42 modes of vibration of the pip-Ing system are summarizud in Table 7-1, from which it may be seen that the piping system is a fairly flexible (Iow frequency) system.
The deflections at each node point due to the various load cases are summarized in Table B-l, pages B-l through B-10 of Appendix B.
The max-inum deflection due to the SSE seismic inertia loading (Load Case 10) is 0.46 inches at node point 88.
For a flexible piping system this de-flection should be acceptable. The maximum deflection due to thermal expansion (Load Case 4) is 3.3 inches at node 89 Table B-ll, pages B-11 through B-14 of Appendix B, summarizes the clastic support reaction forces. The seismic restraints and anchors should be designed (sized) using these restraint forces.
The maximum reaction force in the seismic restraints is 1041 pounds (Load Case 11).
The results of the detailed stress analysis in accordance with the re-quirements of Subarticle fiC 3652 of the ASME Ccde for the Class 2 piping system are given in Table B-Ill,pages B-15 through B-41 of Appendix B.
Figures tio. 7.1 through 7 9 indicate node points witn 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.
TABLE 7-1 NATURAL FREQUENCIES OF VIBRATION Hode No.
Frequency (CPS)
Mode No.
Frequency (CPS) 1 2.85 22 15.12 2
3 52 23 15 18 3
3.83 24 15.64 4
4.14 25 16.16 5
4.45 26 16.50 6
5.08 27 17.10 7
5 39 28 8
5 90 29 -
18.11 18.77 9
6.66 30 20.03 10 7.30 31 20.24 11 7.67 32 20.61 12 8.23 33 22.10 13 9.04 34 23.09 14 10.86 35 25.45 15 11.56 36 25.54 16 11.80 37 25.85 17 12.66 38 26.77 18 12.95 39 28.14 19 13.73 40 29.74 20 13.31 41 29 98 21 14.52 42 32.42
FIGURE 7.1 COMPLIANCE WITH ASME CODE EQUATION 8
.3 Normal Operating Conditions Applied Loads Design Pressure Dead Veight and Other Sustained Mechanical Loads Allowable Stress, 1.0 S h 15 9 KSI
=
Maximum Stress at Node 53 7.5 KSI
=
(Stresses Greater Than 6.0 KSI Indicated) s.
C040gntatt agttpa ging is i
.i t%
i s
%v..
er
)
'N
'A'.,
.',#".1
. A..
r
(','i s'
e s,-
I
- 0 se N1._
1
.c e ' '
P3
.*4 i
. s /,,
- estema tga ung e e $s.5:, /
l Q,'
9..on
.....m.x, g
.is.
i
.c
-~
v m,
,..,.m
FIGURE 7.2
'7?,.
C0ftPLIAllCE UlTH ASitE CODE EQUATION _9_
t Upset Conditions Applied Leads Peak Pressure Dead Veight and Other Sustained Mechanical Loads x +v Earthquake (1/2 SSE)
Allowable Stress, 1.2 S I3
h Haximum Stress at Hode 53 14.7 KSI
=
(Stresses Greater Than 10.0 KSI Indicated)
,P co......
.<>v..une i
..)
eo
,, s.
'l 9 3
',3
.a
,n E
y, 4
t t r.
a a
g n./a 7,Nv".
II N
e u(:s..
d'
'x
/,*
r
" f '..
S,,, ",j _.2.N, '. $s '.-
.4,
.I
'{c, v.",
Y d ',", "Q dv r, FIGURE 7 3 "L
COMPLIANCE WITH ASME CODE EQUATION 9 Upset Conditions Applied Loads Peak Pressure Dead Weight and Other Sustained Mechanical Loads Z+Y Earthquake (1/2 SSE)
Allowable Stress, 1.2 S h 19.1 KSI
=
Maximum Stress at Node 53 14.1 KSI
=
(Stresses -Greater Than 10.0 KSl indicated) 9.
ca......v.
...... u
,n 9
g I
i
't P,.
Iii' h,
x" e.s I
.n
~.
,.i of,,
.o I
,. u.
j eo n
i d,. e4 i
I fN,.Qf l
l
,e w
.:Y, x _.............
l l
N'g,4,'i
4 "l,\\
N 8,;. ",. '/. 'd d *,,,\\,, y,
~
- , N,.,,-/@
. 'V n
-. :. "g
,. v,, _..
FIGURE 7.4 COMPLIANCE WITH ASME CODE EQUATION 10 Normal Operating and Upset Conditions Applied Loads Design Temperature Thermal Anchor Movements Seismic Anchor Movements (X-direction)
Altowable Stress, S
23.4 KSI
=
A Maximum Stress at Node 29 12.5 KSI (Stresses Greater Than 10.0 KSI indicated) 9P 94 C.40t m Saf t attumu Lint i
,93 94 h 4
09 17 16 I-i SO 3%
4, y.
et a
6 44 5 86 3
.g k.,
2,4,
+
f i
'45 et gg e :,4>
I
't 7.
e.
i
.u
. /,
et d N
Ro.!! l{,,
~ "8'"*'(*
L"t
.. j..
r,., rf.,.,,,
,)
g,
+
- e.,.,
e,,
N',
sp..,.
x..,
s',
.,3
-FIGURE 7.5 u 3, COMPLI A!!CE UlTH ASME C00E EQUATION 10 Normal Operating and Upset Conditions Applied Loads Design Temperature
~
Thermal Anchor Movements Selsmic Anchor Movements (Z-directlon)
Allowable. Stress, S
23.4 KSI
=
A Maximum Stress at Node 29 17.0 KSI
=
(Stresses Greater Than 10.0 KSI Indicated) 94 C0es.fala,t Alfv8# L.N8
- 9. ' 93 en$
...t
$P 4,
l.
4 4 gg e,
s N. g
.q s,
.A..
(,n.
,gg
.I I'
e I,[3
/
f" r N.
o.
- '.f
~L,..........
- ' y i; ;f..
j' I;x
- y..y p.
/:.
~
"/
\\
"(
/
,,{,(o @
"t i,
s.\\
le
- 13 FIGURE 7.6 COMPLIANCE WITH ASME CODE EQUATION 11 1
Normal Operating and Upset Conditions Applied Loads Design Pressure and Temperature Dead Veight and Other Sustained Mechanical loads Thermal Anchor Hovements Seismic Anchor Hovements (X-direction)
Allowable Stress, S
+ S 39 3 KSI h
A Maximum Stress at Node 29 17.1 KSI
=
(Stresses Greater Than 10.0 KSI Indicated) 9P i
C040nmSaft ettuee 4,nt 99 "g,
1%
90
,P 1.
'['
II,,
.g L'
,,, O C'
\\g@.,
s,
4 ','
+
i
,u
,7 y x.
,, 7
.v i
te r 18
%1
"/,
O,.,,@
i ),,
,, ?.,,t,..,;!j "
~
/"
" N.,
%4 i.,
,.,,, c.rcr>
,. s _
3 FIGURE 7.7 7
wn,*
COMPLI AtlCE WITH ASME CODE EQUATIOff Il 1*
flormal Operating _and Upset Conditions e,
Apolied Loads Design Pressure and Temperature Dead lleight and Other Sustained Mechanical Loads Thermal Anchor Movements Seismic Anchor Movements (Z-direction) ee Allowable Stress, S
- S 39 3 KSl
=
h A
Maximum Stress at ilode 29.= 21.6 KS t.
(Stresses Greater Than 10.0 KSI Indicated) co es.s..
.o
!yf 1l b
83 9
, n
.N
...i i ja 5
ig,.
55 a.,,m r. g
(','
,, A,.
s
- 4 c,N. d dI,,
.'99 N --.
e.,a@
.,,6 7 @............,
.;, dj;.1::.
@., /
- v. _
W
.. s..... '
i.~,'g, n g s..
z w<,
FIGURE 7.3 COMPLIAllCE WITH ASME CODE EO.UATION 9 FAULTED Conditions Applied Loads Peak Pressure
)ead Weight and Other Sustained Mechanical-Loads X +~Y Earthquake (SSE)
Seismic Anchor Movements (X-direction,SSE)
Allowable Stress, 1.8 S 28.6' KSI
=
h Maximum Stress at Node 53' = 17.6 KSI (Stresses Greater,Than 10.0 KSI Indicated)
.er..
6..
- si
.e.4'
.aK i, i.
't..
"3 7'6 g..
L,t in
,, /n j
,N.v
, Et
' 'O
- s..
.ftfeestte teet y"*c,k /
.i" N G D Q W 'g &
.N, (. s_,,, 7.. g-v.
i
-g
FIGURE 7.9 e
- u..
COMPLIAf1CE WITH ASitE CODE EQUATlot1 9 Faulted Conditions r,,
Applied Loads Peak Pressure Dead Weight and Other Sustained Mechanical Loads Z + Y Earthquake (SSE)
Seismic Anchor Movements (Z-direct on,SSE) 8
.o.
Allowable Stress, 1.8 S
= 28.6 KSI h
Maximum Stress at flode 53 = 18.3 KSI (Stresses Greater Than 10.0 KSI Indicated) co..:.. 1 6..
,,3 A1 ef
.s
...i 3..
4 sed I,
. e.
N.,
'9 29 i 44 40 F SG
- E g,,..
- 9: y!
" " - ~:
8 yg.C, u
/
@n !.r,,'2 5 :.. g "
.:c - w..- -e v,
.. x,. m, y, g,. o e
2L-
8.
C0tlCLUSI0ff AtlD RECOMMErlDAT10tlS 1.
The existing support system of the LACBWR feedwater and condensate return piping system is not adequate to withstand the specified seismic events.
2.
The results of the subject analysis, which includes ef fects of 11 additional seismic restraints, indicate that the deflections of the feedwater and condensate return piping system, due to dead weight, thermal erpansion and seismic loading are nominal, in addition, the stresses resulting from these loadings, as calculated and com-bined in accordance with the rules given in Subarticle flC-3652 of Section til of the ASME Code (Ref.2), satisfy the design require-ments for Class 2 piping systems.
3 It is therefore recommended that the feedwater and condensate return piping system be provided with eleven 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.
t l i I
9 REFERE!1CES 1.
Gulf United Services Report No.SS-Il62 " Seismic Evaluation of the Lacrosse Boil;ng Water Reac:or", dated January 11, 1974.
2.
ASME Boiler and Pressure Vessel Code, Section lil, Division I, 1974 Edition, Nuclear Power Plant Components.
3.
Sargent and Lundy Engineers " Specification for Piping System-Lacrosse Boiling Vater Reactor" LACBWR #256.
4.
Sargent and Lundy Engineers "LACBWR" Project Drawing Nos.41-503374, 503375, 503376.
5 United liuclear Corporation " Review of LACBWR Feedwater Nozzle and Recirculation Piping Stress Analyses" Repert, dated October 1970.
6.
Allis-Chalmers, " Lacrosse Bolling Water Reactor Safeguards Report Volume 1 and 11; LACBWR #283, dated August, 1967.
7 U.S. Atomic Energy Commission - Regulatory Guide 1.48, May 1973 8.
11uclear Energy Services Report No. 81A0086 " Seismic ar.d Stress Analysis of LACBWR Recirculation Piping System", dated June 20,1975.
9 Sargent and Lundy Engineers, " Piping Flexibility Analysis for LACBWR Project", dated October 1965.
I 1
, l l
l l
l
APPEN0lX A LACBWR FEEDVATER PIPING A'1ALYSIS ANALYTICAL lilPUT DATA TABLE PAGE A-1 Pipe Properties A-1 A-Il Valve Weights A-2 A-Ill Static Load Cases A-3 through A4 A-IV Dynamic Load Cases A-7 A-V Seismic Response Spectra A-8 l
TABLE A-1
- Pipe Data Rua From To 0.D.
Wall Matt.
Fluid Wt.of Pipe Wt.of Insul.
Design Design Elastic flo.
Point Point (in.)
Thick.(in.)
ASTM and Fluid (ib./in.)
Temp.
Press.
Modulus (Ib./in.)
PF)
@sia)
(psi) 6 x10-1 1
11 4.500 337 1.66 0.45 547 1300 25.8 1
3 to 4.500 337 1.66 0.45 547 1300 25.8 1
3 19 6.625 562 j(
3.89 0.71 547 1300 25.8 2
23 30 6.625 562
{
3.89 0.71 547 1300 25.8 r.
m 2
30 38 4.500 337 y
1.66 0.45 547 1300 25.8 2
29 45 4.500 337 22 1.66 0.45 547 1300 25.8 3
24 57 8.625 593 5.81 0.85 547 1300 25.8 4
57 65 8.625
.500 5.27 0.85 295 1380 27.1 5
53 94 4.500 337 1.66 0.45 547 1300 25.8 5
94 104 6.625 562 l
N/
s/
3.89 0.71 547 l 1300 25.8 Y
TABLE A-Il - Valve Weights Valve Node Lccation Total Veloht.Lbs.
Eccentric Weight, Lbs.
Eccentricity,In.
8" cate 57-570 810 405 IB 8" Check 60 474 0-0 4" Check 69 156 0
0 i
)
4" Check 79 156 0
0 i
i 4" care 69-690
~165 83 to g
4" Gate 79-790 165 83 10 i
4" Control 71-710 630 315 40 I
j 4" Control 81-810 630 315 40
?
i i
-t i.
1 f
~
l
TABLE A-lli STATIC LOAD CASES A) S TATIC - L 0 t.0 C A S E t i
.L O AD.CA SE T ITLE _.t_.DE AD..LO AD.PLUS SUSTAIt!ED t'ECHA!!ICAL L CADS _ _
SINGLE JOINT FORCE AND MOMENT LOADIf3G JOINT LOAD LOAD LOA 0 IO TYPE DIRECTION MAGilITUDE 17 FOPCE Y
730.0000 26 force Y
600 0000 54
_.. FORCE ____...
Y._. _.16 4 0. 0 0 0 C.._. _.... _... _....
77 F0FCF Y
660.000t A6 FORCF Y
2300.000f
.... _._ 9 0...... F O R C E... _ _. _... _Y.. - -- 1050.000t 94 FORCE Y
600.000i 100 FORCE Y
1150.000!
8)
S T A T I" L O A 0 C A S E t_
2....
LOA 0 CLSE TITLE t
NORMiL OPERATING PRESSURE
..T H "'1M A L _,.A N D P P E S $ U PI_ L OA O I NG S..f 0R._A LL. P.IP E. P. UNS.. _.. _....._...._.
LItCAR fJ01LI NE AR L 0 tJG.
..0ESIGN T Et1F' ERA T URE TEliPER A TURE.TE!iPTRA TUo.E. FRESSUT.E..
P.U N PRfSSUDE CH3NGE GRADIENT GRADIENT STRESS ID (PSI)
(OEG)
(CIG)
(OEG) 1 1245.00 0.00 0.000 0.003 NO 2
1235.00 0.30 0.000 0.000 NO
._.3.
1285.09
....__,O.00 C.000 _...._ _... O. 0 0 0 _.. It0_. _
4 13 6 5. f '.
0.00 0.0CD 0.000 NO 5
1285.05 0. 0 ft 0.000 0.000 NO i
C) STiTIC LOA 0 CASE I 3.
M A X I MU'1 PUCSSU RE
. THE."M AL. A!;D PCESSURF LC40T!;GS FOR ALL PIPE RU:S...
L I f C A
N 0:lLI NF t 1 L 0 tiO.
OECIG" T E:'DE" A TU?E T Et'cEPf. TUTE TEMPCnt. TU?.E.P'E SSU".E 001 o; r egyy g o, q r, E G R a r.I E N T GR'0IENT S T R ~'i S I l-(u11)
( 'V G )
(D"G)
(UFG) 1 14 i' I. f '
O.09 f). u 0.1 0.00]
r:0 2
1 L f. f:. 0 0 0.00 0.001 0.001 tJO a
1 !. '.'. C L' O.00
- 0. :;.J C.0CJ
"]
l 4
1000."6 0.0" 0.'100 0.n01 na C
1 4 0 . i )
'1. 9 '
O.JC3 0.003 00 h~3
TABLE A-1II STATIC LOAD CASES (CONT'D)
D) STATIC LOAD CASE t 4
LOAD. C ASE TITLE _. L _ NORMA.'..0PERATING TEMPERATURE
. INCL. THED. MAL ANCHOR MOVEMENTS SUPP3RT DISPLACEMENTS J OIlli LCAD OISPLACEMENT DISPLACEMENT 10 TYPE DIRECTION M AGNIT LOE 10 TRt.MS.
X
.310 10 TRANS.
Y
.226
.10..__TRANS.
._._.Z...
206 11 TRAt!S.
X
.160 11 TRANS.
Y
.229
_ ___ _ _ _ __.. _1 1
. TRMIS.
.Z_..__
353 4
TRANS.
Y
.226*
35 TRt.NS.
Y
.223
- _... __ 3 6.....__ _T.R A N S.
__....X_...__..
._.054 32 TRt.f4S.
Y
.227, 36 TRf.NS.
Z
.355
._ -..._. 4 5 TRSUS.
X
._.360 49 TRMS.
Y
.226 45 TR*NS.
Z
.143
.__104..__..._TAMIS.
_.., X. _..
.. 0 6f.
104 TRANS.
Z
.113 THERML AND PRESSURE LO ADINGS FOR ALL AIPE R tt:S LINEAR 20N LI NET.R LONG.
DESIGra TEMPcRATURE TEMAERATURE T!MPEPaTURE PRrSSURE
_ __ ___. 3 0 9 _ P; E 3 S U' E..___.CH PIG E... G R A DI e N T._ __._ (qS CI E N T..._ S To.E3 S.
TD (PSI)
(OEG)
(OEG1 (DEG) 1_..
. 0. 0 0........ 4 7 7. 0 0
-0.000
-0.000 NO 2
0.00 L77.01
-0 000
-0.000 no 3
r.
0 0 477.00
-0.000
-0.000 NO 4
- f.. r '
T R 5. 0 9 __...
-0.000._
._-0 003 t:0
'I 0.00 477.00
-0.000
-0.003 NO A->
TABLE A-Ill STATIC LOAD CASES (C0!IT'D)
S T a T T': L0f.0.CASF t
- 6....
E) LO AD CASE TITLE SEIS!!IC t.NCH0ft NOVEMEllTS X-DIRECTION (1/2 SSE)
.. S U P&O P.T_.D.IS P L A C F MF NT S____
JOINT LOAO DISPLACCMENT DISPLACEPENT
._I. O.
...IY.PE
__ __DI R EC T I O N.
....N AG N I T U9 E 10 TRANS.
X
.560
.11 _.... _T.P A N S.
X
___.560 3B TRf tl0.
X
.560 45 T R A '19.
X
.560 10 4..
..TPANS.-
.X
.1.230
~
F) "T A TIC Lof.0 C AS E 7....._
LOAD C ASE TITLE I
SEISHIC At:0HOLR MOVEttENTS Z-DIRECTION (1/2 SSF.)
___ S UPP0 0.L D I S PL A C F M rflT S.
JOINT LOAD O I S pl a CME NT DISPLACENErli
._ _I D..__
.T.Y P E.... D I R E C I I 0 li..... HAGNITLDE.....
10 TRANS.
Z
.560
- 1
_ _ T!! A i!.5........
7
_. 5 6
3.3 TR t.N G.
Z
. 5 G f1
~
45 T '1A N S.
Z
.56C
.... 106.
_..TRANS.
.. _. Z
.1.230 A-5
TABLE A-lli STATIC LOAD CASES (C0llT'D)
G) S T A T IC LOf.0 C A S E
- 12 LOA 0 CASE TITLE SEISMIC AtJCHOR MOVEMENTS X - DIRECTION (SSE1
_. _S UPD.0 PT O I S P L A C E.'4 F.54I.S..
J 07 t:T LOAD DISPLACEMEfJT DISPLACEFENT
...I D_ _.._.._IX P E.. _..__. 0 I REC T I O H..
. ti AG N I T 00E... __...._
10 TRANS.
X 740 1 1. _
_ T R f. N S.._
X..
__...._ _. 7 4 0....
35 TRA4S.
X
.740 45 TRANS.
X
.740 10.4 JRA14L
.X_..___.._
- 2. 380...__
I H ). S T A T I O _ L O f 0 C o S E_ t, i L.. _..... _.__. ____._...._.. _ _ _
l LOAD CASE TITLE I
SEIS'4IC ANOHOR MOVEMENTS Z - DIRECTION (SSE)
(
l
__. S U PP 3 ?.T _ DI S RL t.C E M E!1T S._.____
l JOINT LCAO DISPL3CE9EilT DISPLACEPFNT
_.._. _. _ 10...___.. I_Y P E. _ __ D I R EC T I O N __ _.... M A G tJ I T L'D E _ _ _ _ _. _ _ _--...._
~
10 TRAtlS.
Z
.740i
__.11 _....T9A*fS.
Z...___ _ __. 740..
33 TRt fC.
Z
.740 i
l 45 TRANS.
Z
.740
._..134
. T F. A !is.
_.. _.. Z..
.2.380 l
l l
l l
A-6
l l
f P
l i-4 TABLE A-IV - DYNAMIC LOAD CASES l
Load Case No.
Load Description Spectrum IDS Spectrum Hultipliers i
X Y
Z X
Y Z
8 x + y Earthquake (i SSE) 1 3
0 386.4 128.8 0
9 z + y Earthquake (i SSE) 0 3
l' O
128.8 386.4 l
10 x + y Earthquake (SSE) 2 3
0 386.4 257.6 0
11 z + y Earthquake (SSE) 0 3
2 0
257.6 386.4 l
1 4
~
TABLE A-V SEISMIC RESP 0tiSE SPECTRA SDFCT2U1 FDEQUENCY PERIOD AC CELE D A TInti 10 CPS SEC.
G,'s 1
40.000
.025
.16000 15.000
.067
.16000 1 C. 0 0 0.__.. ___. 10 0. _...
.15000 7.000
.143
.27000 6.003
.167
.29000
__. _._._. 5. 0 C D..
.200. _..
.24000 4.000
.250
.57000 3.500
.296
.45000
_3.000
. 331
_.. 24000 2.400
.k17
.35000 2.000
.500
.70000 1.800
_...556..-_.
1.70000.
1.600
.625 1.70000 1.400
.714
.63000 1.200
_. 8 3 3___...._.._.. 5 5 0 0 0 1.000 1.000
.30000
.900 1.111
.18000 700._
1.429..-...._.. 11000
.500 2.000
.09000 2
40.000
___...025.__.. ___.25000__._
20.000
.050
.25000 13.000
.077
.25000
._..__ _.10.0C0 ____.. 100 34000 9 000
.111
.50000 8.000
.r25
.50000 6. 0 0 0..__ _ __ 16 7._ __ _
_.70000...
5.000
.200
.60000 3.500
.PS6 43000
._ _ __. 3. 3 0 0 _____..
3 3 3._.____.
25000...
2.000
.500
.60000 1.700
.588 1.75000 1.409
_ _.. 714. __
_ _._ 70000 1 000 1.000
.40000
.900 1.111
.33000
__._.._. _ _ _. 7 0 0 _.__._ _1 4 2 9 -..... __.. 210 0 0.
.500 2.000
.15000
. 3._. _ _. 4 0.. O C 0...
. 025
_.. 12000__
33.0cn
.010
.12000 20.000
.050
.23000
. 15. 0 0 0 _. ____._. 0 G 7 _......_.
.32000._..
10.0C0 100
.92000 9. r. 0 0
.111
.60000 R. 0 0.1
..__. 202 _ _ _
.6E000 3.000
.331
.70000 2.900
.400
.72000 2.200_
.455.
.63000 2.000
.5M
. % 000 1.500 6'7 44300 2.Li) 1.?'9
.n300
.t0*
- 1. N
.2f.330
.(f*
- 1. C - 7
. 1 :',G 1 0 40]
?.5G1
.13000
.2hr
". 0 0 '1
.0%00 A-3
. if i i n..i G ?
.91400
.. ~.
1 i
i i
i
.\\
l 4
i 4
i APPENDIX B LACBWR FEEDVATER PIPING ANALYSIS t
i TABULATED RESULTS 1
I j
TABLE PAGE B-1 JOINT DISPLACEl1ENTS B-1 through B-10 B-ll ELASTIC SUPPORT RF;CTIONS B-ll through B-14~
B-Ill CLASS 2 PIPING STRESS
SUMMARY
B-15 through B-42 l
b.
l l
l
TAGLC 8-l (s)
J.0 I. *l.L.._D.L S.P. L A C. E
- E R T.S.
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..cir.9 75
_ "o.
,<c t,2e
.L
_ m 3 3.,%
.. N [u n s,
-la11547E 7d3 6a0
. 0 0 5 ' 2 r. 7
{2
. {' {. ~{ ' t
.Oa21? 5
. 01 ? r. i t. 5 710
. % 14 t.5
. 5 71 '~ 2
. 0 714 E ? 7 3
?
.s125211
.01241'2 790
.036*r.Sa
.07277 %
.0}73061
.f CU 1
. f' 11 a. i t
.C124ti!
eig
.. C2 M23 0
.%1C6?;
.. cir C 247
-)
.d0W.3
.CJ?C?!6
.7124137
_76 _...;CJa711.
.01'.9 L..c5343g, B-1 l
TABLE 8 1 (b)
__J 2.L N L D_.L.S.E LA.C_.E. M.E.N. T.1.
- _....... __ --_11.D A Q C A SE. 4 )._ _
N0cMAL OPEuTING TEMPRATURE INCL. TH ERMAL ANOH09 MOVEMEt4TS JOINT
/------DISPLACEMENTS (IN.1------/
X Y
2 (GIDI X
Y Z
1
.197347
_ _ _. _. - -.301145.354668 56
.531343
.154e90
.612237 2
.142602
.2945'2
.379734 _... 57.
......Z54302
...0711 R
.441417 3
___.11'496 2.91 t S L.. 3 ? ? $ ? 2. -
59
.198409
.003806
.2 7 4 f.6 3 4
.0e6579
.2230a3 475214 60
.151702
.021633
.169135 6
.203119
.203735
.5 0 7 71'+
6L_
. 061352 _ _.077627._._.916331.
7__.._, _. Utk63. __ 229773.__.447135_
62
.028501
.060516
.057914 6
.307426
.297633 240502 A3
.021571
.028951
.060966 9
.311134
.274351
.233t62._.. c r._
.003920 _ _.031c44.
.033260.
_,._,tQ_
_.310000___.2290*0___.
2?SC00 65
.000000
.000010
.000000 11
.16er0G
.221000
.353000 66
.641783
.407203
.373947 12
.266396
. 3 t. 5 417
.173329 _ 67
.. 832627._..403163.. 363072
____ 13_ _ __.336274_ _.. 319452..._. 125!i8-68
.815406
.404062
.353799 14
.364162
.20?023
.092764 69
.773014
.430779
.???$97 15 4%5174 130533
.033116
__,7L.,___.
725229...45797t!.. 180967
~~16
_.541017
. 0 9 5 513
..a 16 0 35._
72
.311565
.250443
.061292 17
.661704
.034139
.039233 73
.845699
.395979
.393661 is
.69371c
.026617
.120631 _,,, _.7 4.._, __,. 3 212 3 7_.. 3 5 2 5 6 3 _._.410736
.._,,19...
_1 063270_.
.014622....340233 75
.6t.0446
.254915
.504S96 20 1.026226
.0J71?5
.424010 76
.623166
.207673
.500063 21
.973541
.090173
.542406
,_.77 _. _.. 637100 _.173514
_.478126
_ _ 22_,
..__. 917 7 3 9 __. 0 6 3 8. 9 6 _ ~. 6 61.% 5._
76
.6 5178
.1336 %
.43217C 23
.875227
.G040?d
.745137 79
.6*9317
.221419
.342776 24
.857485
.0117'1
.772657
___ti
___.729C55
...217M 4.._._.22545C.
_ 2 5 _ _. tS06926.. _.3603?S.... % 8132 82
. 7 C- 0 6 4 7
.234555
.126440 26 463119
.0344is
.k5dC3G S3
.7e5339
.229072
.143069 77
.467793
.0036 %
.411267,.,, 3 r..._. _1.14 3 2 3 d.. _.. 1116 3 6
.185973 26
.. 4 5M 0 7
.015075
_.471374-AS 1.6M397
.519299
.ht0629 29
.403P?9
.15e957
.326074 g6 2.243139
.966C51
.584861 33
.513195
.242681
.2'40672 37 _ _ 2.770429- _ i.334333...591716
_._31_._..__ 545737_
_.326403..
.259713_.
8s 3.155521
- 1. 5 0 3 71 r.
.4 % 313 32
.537396
.356103
.275541 s1 3.213546 2.1506A2
.26752e 33
.415495
. 26 3 ? t.6
.459712
,._,_ec.._._
3.1 %618 2.5223!3.
.071153
_._..%. _. ___. 3 5 ? 6 3 3..._..235155 __.k*7114_
91 3.116261 2.53QA7f.
.200715 l
35
.274477
.22er.7
.473406 92 2 763362 2.290632
.651945 36
.024627
.2173 3
.3C9452 _ _2 3__...
- 2. 31 % C 3
- 2. C 3 3 5
- i
- 1. 0 4 G 3 3 3.
17_
. 054545__._.
273 16...360441.
o4 2.12 % 26 2.c535*3 1 119325 33
.C54t0C
.227.:0
.359003 95 1.94726?
2.12A443 1 146 91 E 39
.502=16
.if.1 52
.311245 __ J 6.__ _1. 519 % 4
- 2. 0 0 5 3 25 1.156656
__.4 0_ _ __. '? f 010_,_ _. 1510 c 5 _. 2 6 7 216 _
97 1.1692o4 1.476!43 1 32%397 s 41
.403290
.2907:2
.1799S5 95 i755159
.370311 1 007312 42 45?449
.31379s
.154127 ao
. 620270.._..
673404 222163 l
__ t. 3_.,, _. 3 ? 6 0 4 3 ____. 3 G f. 2 9 3.
.18.1 14 4 100
.534297
.517611
.744502 44 359986
.274371
.141864 101
.236??7
.35k279
.330903 45
. 3 r.0 0 0 0
.22tr'3
.141000 102.....C19655. _.114c15
.001697
_ 4 6. _.. 1.115152_ _..? 314 ' 1_
. I' ! C 5 9 103
. 0 % e.g g
.0 M7 47
.11237G 47 1 045511
. o.12 *.e 4
.04e435 104
.065000
.000003
.11301; 49
.9pM11
.0C2'11
.1023 % _. 10 5 _
.J.01Gr9i. 2 462347.
340'.33
.t*5156
.C O 3 61) _
.134544 116 2.372*10 1.C77740
.576155 49
,. Ofa65
.2 T4 411
.003771 107
.5287J2
.2530?6
.342916 50 l
51
. 9 9 ? f-6 5
.507'15
.17336e 5 'c _ __. 431234
. 0145-3)
. % 1417 l
12._.
!C.Z.'.S _ 41'."?.Z
- .F.1.*.2C._
600 7A26%
.319742
.262C k
?3
.9G4852
.41,2 71 ' PN3 7 710
.6'*730
. t. 5 7 ' 7 0
.310934
... E t.
.7246
.. f* H 117..
4145J5. 79. -
8 6M17
~.193323
-.32663?
._ 10.,
.674072
.2173*4.
. 3 I M I c5
. a m63 A
.177465
.5(4413 B-2 l
t
I TABLE B-t (c)
-_.....__.....z J. 0 I N..f _D. I S. R. L A. C.I M. E.M. I. S..... _
.tLOAD CASE 61.
SEISw!C ANCHOR HOVEHr4TS X-DIRECTION (1/2 SSE1 JOINT
/------0!$PLACEwrnig (39.3....../
y y
7 (GIDI X.
Y Z
1
.55a351
.000036
.002043 59
.004176
.000065
.009611 2
.550592
.003033
.002253 60
.004163
.000442
.004163 3.
. 559725.
.011417
.... C 02 5 ? 9
_ L1_ __ 0 0413 7...0 31014.
.002440.
4
.!59695
.000000
.001933 62
.033364
.0006G2
.002496 6
.550640
.000005
.000704 03
.001939
.030656
.000896
..7._._...
.15997S... 00:133._..JC0042 _._ 6 4.._... 0 0 C 3 6 3
.000026.
.C00009 8
.Sh0025
.003C20
.00001s 65
.0000C0
.0300G0
.000030 9
.560C12
.CC0011
.000022 66
.108022
.0C4764
.066730
__10
. 560 0 0 0. _. 0 0 0 0 0 0 0 0 0 0 0 _, 6 7.
_.1C 5 C 2 2 _. 0 0 7 D 3 5.
. 06032C 11
.550000
.000010
.000000 68
.107766
.009543
.053737 12
.559306
.C34934
.CC1152 69
.12*161
.01S552
.033322
_13 _.... 5550S5... 0C3700 _ 001121...
71._
. 151130 _. 029824.. 010304 14
.f*0621
.003720
.001637 72
.144?47
.029811
.011413 15
.521e55
.0313?2
.0C9921 73
.015421
.004465
.066730
...,_16 _
521346.. 0 0 715 9.... 0 2 0 4 8 7. _.7 4 __.
0 c 18 0 9 _. 0 0 5 2 0 0..._. 3 6 3 910 17
.514o13
.014229
.340116 75
.044018
.C23145
.016196 18
.514533
.614153
.047195 76
.041746
.025964
.009530
- 19.. _. 514392....005658...146857 _
77.
.067294 _.... 025965..... 010178 20
.5'6e93
.012773
.146434 75,
.001475
.G26217
.010412 21
.567053
.00n147
.146879 79
.091059
.027465
.010492
___. 2 2
_.. W 2 6 3.... ? r 14 3 9 _
14 6 8 7 4... ! L__.__.131812.. 0 2 2 9 'i 5 _ 010431 23
.636703
.002314
.146871 f2
. 143347
.023949
.011145 24
.624030
.C02613
.146571 83
.158233
.029213
.01141S
_. 2 5 _.
. 616651 __. 000231
.054395 _ $4._
285286
. 029812..012132 26
.614631
.302247
.043416 C5
.423497
.029935
.010121 27
.611241
.003r43
.038056 E6
.599426
.021717
.007190
._P 9 _. _ _. 6 ?? r> 6 5_. 9 0 3 e 4 3..
.. 0 4 3 6 3.
_8 7_.._. 7 7 3211___. 0 2 9 7 ! 9.
0 0 6132 29
.510424
.003S32
.025094 eS
.940341
.0297*1
.0C9C57 30
.577119
.003523
.016949 89 1.073636
.?29774
.017072
_._31 ___
_.561514._.2 003114..
_.014620..._.
90 _ _. 1.17167'1. __.029762
..030152 32
.561273
.C959eo
.013245 91 1.1*T46C
.031672
.032875 33
.56C694
.C03022
.013534 92 1.206254
.0376?1
.036726
_.3 k.....__. 5 "6 2 4__.0 0 0
- E S. _. 013 691.
_C3...
1 212365.__
0331f.2
.139310.
35
.f60606
.000000
.012190 94 1.217616
.03S153
.039512 76
.560531
.r00169
.r0111s 95 1.214260
.033193
.039801
___ 3 7. _. 5 6 0 2 6 5 _ 0 0 0 0 0 2....
. C C 015 0. _._ % _.._1 214 7 4 2.... 0 3 3 C d 3...036469.
35
.*E0000
.000000
.000000 97 1.234769
.035556
.025859 39
.5f5066
.330337
.026020 98 1.214344
.021322
.019215 40,
_. 5'f?3*_.
. 310412__.024175_.
_._01.
_.1.215r30..
.026432. _. 015 0 $ 4..
41
.561176
.0C?434
.011316 100 1,21P152
.C22310
.013359 42
.559f 54
.U31CAO
.036215 1*1 1.226253
.003001
.005076 4 3..... 560 J S 2..... C C 3 317
.. c 0 0 7 7 7. _.10 2._..
- 1. 2 2 9 712..
0C3133
...C01031 44
.5'0101
.00*0G7
.C07144 103 1.230301
.000031
.000001 45
.56000G
.000040
.CC3000 104 1 2?0000
.003001
.-300000 4 6 _ _..
4 6 ? <. 4 5 _
.012514
... ! % 9 C 3.. __ i C 5..-..i.13 4 7d 4.
. 3 3 4 5 %..
2 3 3 0 3 2 47
.kr0416
.C13657
.1C5503 106
.645362
.021715 006639 48
. F6 57 5
.c00617
.0f0C32 107
.100133 0?9911
.011 f16 49.
..3fS2r% __ 032316
.047517 570
. 012147....000312
.022337 MO
.3 M241
.cGJ125
.t^4072 6'3
.117I74
.023:33
.022415 51
.299477
.30G314
.!*20S3 71C
.120!!e
.0211'4
.0C1?42
" 2. _ _.aIf_: '.* 1_
W.C 5 _ _ aMd 2.2.. _ T 3 2.. _ 0.1 H 9 0 3 5 9 0.L _
3 0 5 ~6 3..
- T 3 ~~~.1CSC22
.0010=0
.C.W ? ? 6
__c10
..005?6 7 _ 0 2Wd _..n03 322 _
- 4
. 0?5725..f!1Tdi
.3?4553 f t:
. r tS '6 7
. 0 0 r 18 9
. J 7 4 0 7 t.
56
.04017
.0 ]? s 12
.04603G 5/
.0C4117.
.CJ0351
.2228Z7 l
l B-3
TABLE 8-1 (d)
_J.Q.t.M_T-D_I.S. P. L. A C. E.M.E N T. S..... _....._-..
.fLOAD. CASE. 7).
SEISMIC ANCHOLR MOVE-1ENTS 2-DIRECTION (1/2 SSE)
JOINT
/------0!$ PLACEMENT?
(IN.1------/
y y
g (GIDI X
Y Z
1
.000570
.000024
.559558 59
.005936
.000980
.116432 2
.001014
.000152
.560253 60
.005046
.001254
.082512 3._
001266
.000242..__. 550776.
61 005067.. _.002537.._.022744 4
.001267
.000000
.560996 62
.C05035
.002464
.006516 6
.091219
.000027
.559953 63
.005t43
.002456
.002503
__7
. 0 012 9 8..
0 0 3 0 0 8._.. 5 5 3 615..___.E 4 __ _. 0 P 12 71... 0 0 0 6 31._.. 000016 6
.000229
.000033
.560024 65
.000000
.000000
.000000 9
.000046
.C00090
.560041 66
.071705
.024743
.257515 10 2000000
.003000.
-56300C..
67
.071703
.024661
,265475 11
.010000
.030003
.560000 65
.072620
.024144
.263276 12
.005092
.005328
.554567 69
.079546
.020019
.256349
'__13
. 0 0 4 5 5 5._ _.... C 0 8 9 3 9 5'. 8 85 9__
71..._.. C 9 7 3 7 4 -
.014733
. 248518.
14
.005536
.003924'
.535638 72
.0!6175
.014725
.263245 15
.014297
.012404
.515627 73
.06?556
.025444
.267596
__16_ __ 01! !2 Z_ __. 016 6 3 2..
4 9 5 o 31..
.,. ? 4 _ __ _. 0 674 5 0_.,. 026377.. _.265751.
17
.022C76
.C20104
.4G5662 75
.053648
.036357
.253115 19
.022160
.020087 457742 76
.051569
.037917
.251032
. _ 19
... 022245._..
.001726. __.363267.. _ 17..
05111'3_._.037918
_.255212 20
.000899
.001249
.333273 78
.0fT524
.036252
.256927 21
.007606
.0004c9
.333293 79
.063034
.031141
.256929 2 2. ___.. 0 2615 4_
. c 0 0 0 66_.__. 3 ? 3 2 3 3
.
- 1.. _. 0 7 ? 6 M... 0 21411... 256933 23
.C49104
.G00204
.353300 82 0 7r,c c e
. 023940
.261C37 24
.045ebs
.000445
.333300
- 3
.077714
.021649
.263242
_ 25.._..
..C40065. _. 006652.. 4 G 14 5 9.
9 4._. _. 0 7 6 5 7 4..
014 7 21_..
.320120 26
.034*64
.GC.4662
.474334 35
.059071
.014716 414697 27
.03f!65
.C39056 432200 f6
. cts 103
.014711
.546509
_ 21
.0 345 f 4
..C 0 3
- 33_ s 4 35 259_
__8 7
.011992
.014707..
5*5313 29
.0?3265
.009976
.510273 86
.017326
.014702
.$25617 30
.013226
.203864
.524072 89
.C2003n
.014618
.3433a6
_. 31.
. 000284..___.001352_.. 534950. _. 9 0.- _ _ 4 0 2 3 8 9 7......014 6 c 4 1 035732 32
.03C905
.011975
.535103 01
.022742
. 0 2 3 C r,0 1.054046 33
.000135 006a44
.531210 92
.012716
.066732 1.011974 34
..C00491
.002226 __. 540353..
0 3..__
.cr2575_..
.007641 1 1?2371_
35
.0J0461
.3000"O 543168 94
.007612
.1C 14 *.9 1.132456 36
.0303!5
.tCDC12
.553753 95
.C11244
.101499 1.141557
_ 37
.00025C_....0000G3.. 559262.
96___. __.017411.._.095116_ 1.162570_
3S
.000000
.000000
.560010 07
.01e924
. 081391 1 179503 39
.015114
.0043=4
.509 332' 93
.020471
.G6545e 1 14S574 4 0 _. 0 2 7 ? i 3._.. C C 1621_.r 14 4 3 5..
_. 0 9 _... _.._. 014 5 9 4.__
. 0 5 8p ? 7. _. 1 2 0 4 919.
41
.00r147
.001634
. car.155 100 015176
.065424 1.209LC'7 42
.000540
.100795
.552212 101
.Or4458
.014126 1.222 6 J T
_ 43..
. 0 "0 0 67__
.C 0 0 0 7 0... 5 5 9 5 32.. 10 2___ _ _. 0 0 015 4... 0 015 52. 1.223665 i
1 44
.C00029
.000004
.56034e 133
.00C001
.000000 1.22?933 i
45
.000000
.000043
.!fC300 104
.000000
.000C00 1.230003 l
.__ %....-.. N E ! ! ".
.. i 2 0 9 3 5.... 3
- J 2 3 6.
19 5 _.. 0 221 r 4
.0 3 3 H1
- 1. a !.7 3 ? S 47
.031123
.300?77
.332463 106
.028639
.C14713
.592 153 43
.002772
.0020*0
.3'7C44 117 045794
.014725
.265967 43 _.
.06372*
.003127.
.33S470 _
570..___. 0?35t.2 _.0049"3
.170464 50
. 0 7 41F 2
.5"?1 4
.374F64 600 07533?
.021846
.252642 r1
.044419
.0110 2
.2520=4 713 0?7299
.014713
.234470
._f ".1M.I _
?J!.2 a 7.5._
.mh _ _ 7 0 0. _ _. _, 0 5 3 C 3 4.._ _. 0 310 r 0_ _. ? 1 ? 7 7 53
.f71703
.324274
.2"3C42
. 0"( ?;
.025222 27?rJ7
~~'
~*
~ ~
- t 55
., m uu
. m au
.27 m,
"6
.C353C4
.017t19
. ?r6 321
_ ST
.007900
. 0 G 7 f< 3
.1'0w64 l
D-4
TABLE B-1 (e)
J0 INT 0ISPLACEMEN TS (LOAD CASE 61 X
- Y EARTHOUAKE (1/2 SSEI TOT AL RESPONSE EuUALS H0DE i THR0' GH 40 BY SCS S SUMMATION J
JOINI
/------DI SPL A C EMEN T S ( T N.1 ------/
GI x
y I
X Y
Z 1
.0005391
.0000221
.0024328 56
.0112546
.0412445
.0134417
~
2
.0009672
.0014249
.0034098 97
.0112303
.3163523
.C709334 3
.0016215
.0022292
.0047316 59
.0111961
.3020348
.0406629
'4
.001613e
.0000030
.0046764 60
.C111744
.0024236
.0360639 6
.0014669
.0006713
.0011416 61
.0111232
.0035001
.0129470 7
.0329757
.0002155
.C004933 62
.0036574
.0023156
.0064166 8
.C004421
.C001200
.C001342 63
.0050182
.0023097
.0023323 9
.0001C69
.0000013
.0001164 64
.00C6925
.0006432
.0000140 10
.0000C00
.0000000
.0000000 65
.0000000
.0090000
.0000000 11
.0000C00
.0000C30
.00CC000 66
.0621919
.0445691
.111C1C9 12
.0116545
.0123354
.C0$7546 67
.0621049
.0411613
.108971C 13.
.0172001
.0139459
.0142696 65
..C650193
.0153233
.1075315 14
.02P0070
.0139579
.0243145 69
.1103212
.0000000
.1395670 15
.0376063
.0111135
.0336736 71
.143CIP4
.0531270 1234811 16
.C4P6725
.009G6a0
.C374111 72
.0202176
.0532057
.015S227 17
. 047e92 9
.30a9199
.0424246 73
.n764703
.0482504
.1110093 18
.c46?987
.0069175
.0414913 74
.C706527
.C513175 1099437 19
.0453566
.032656$
0000064 75
.c477460
.1310043
.1C67295 20
.C355017
.0000000
.030C093 76
.0565783
.*467375
.0965062 21
.0174774
.0015012
.000G114 77
.0693173
.1467469
.0$06134 22
.0000003
.0315aE9
.0000147 75
.0715242 1344763
.0676715 23
.0116250
.00203S4
.0000170 79
.C421702
.0949431
.0676701 24
.0161667
.0023467
.0010170 81
.0514179
.0460233
.0676573 25
.0116197
.0054111
.0394631
$2
.021927c
.0460273
.0323413 26
.0113S6S
.0054717
.0406441 83 0201242
.0395015
.0153451 27
.0109047
.0054333
.C385472 84
.2156492
.053333?
.1543172 28
.0106470
.0064 ??3
.0377743 SS
.2775763
.C534534
.1630678 29
.0C74789
.0054231
.0250579 66
.07*1779
.05393b9
.0482450 30
.0062445
.0054199
.01e3605 67
.2310245
.0536062 1369160 31
.003cF01
.0054100
.0137146 88 4116432
.053?076
.2331449 32
.0025359
.0055107
.0130411
?9
.3211327
.C535950
.1522108 33
.0007160
.0035197 0124735 90
.0979157
.0539753
.0000000 34
.0002n33
.0013734
.0112690 91
.C432606
.0601466
.03S4695 35
.00a?017
.0000CP0
.C093 253 82
.0507042
.1463160
.1245513 36
.0001455
.0001675
.0005108 43
.C839264
.2016055
.1576054 37
. 0 0 C 0 f.6 0
.0070015
.0000508 94
.0849299
.2015252
.1513952 36
.0000000
.0000010
.C000030 05
.nJ77396
.2015319
.1437274 '
39
.0059644
.0043362
.C247e29 96
.0913466
.2077915
.CS78670 40
.0040676
.0147205
.0214112 17
.it96726
.2353943
.03C0030 41
.000*1C0
.0047081
.C042172 9e
.1136332
.2717845
.C610258 42
.0010371
.0031222
.0015265 99
.1176147
.26e0525
.070G075 43
.0009486
.0031031
.0006166 100
.1166146
.2432169
.0717375 44
.C00?$57
.0130074
.0002f22 101 0697169
.1112431
.0422425 45
.00f030t
.0303c?0
.c000000 102
.01'A623
.01F2543
. 0115 C 12 46
.0704141
.0130371
.00003CC 103
.c000253
.CO33019
.00c0356 47
.1021047 3169175
.0101935 104
.0000000
.0000000.
000c010 4e
.10%33*7
.00515*4
.0356111 tc5
.3003000
. 0
- 31W 6
.06?1043 4)
.10 1516
.0 0 J44 '1
.0422756 106
.0000000
.0535153
.C00000C 50
.3276116
.0004610
.0793330 197
.0C00000
.05?2147
.c00000c 51 1631203 0204743
.10 cb 6 55 570
.B2"6313
.0154c43
. C7 n 4 31.
52
.1645131 00*2724 1173705 640
.rar957e
.0231646
.1145463 43
.Ce21,C6
.:<4Da12
.1178437 71C
.26213e5
.,:3127,
.2403632 "4
. n ? M-12 ?
.0751743 117 B c 42 730
.0421702
.1212570
.0912124 55
.C41743s
.0t4971S
.1170b75 810
.2046346
.046323%
.1777396 i
B-5
TABLE 8-1 (f)
J0 INT 0ISPLACEMEN T5 (LOA 0 CASE 9)
Z+Y EARTH'0UAKF (1/2 SST)
TOTAL' RESPONSE EQUALS MODE 1 THROUGH 40 BY SOSS SUMMATI0i
~
~
J0!NT /====== DISPLACEMENTS (IN.)==----/,
y y
g GID E
Y Z
1
.0004923 _.0000253
.0020333 2
.0004667
.0012031
.0025095 57
.C115683
.0227790
.1023934 3
.C007761
.0019305
.0031379 59
.0115455
.0027053
.0691935 4
.0007735
.0000000
.002$833 60
.4118311
.0032798
.0435475 6
.0007040
.0005205
.0007756 61
.0119011
.0038536
.0133662 7
.0010319
.0006603
.0002486 62
.0091103
.0021361
.0057054 6
.00022'0
.0000741
.0000614 63
,.0056724
.0021267
.CO21173 9
.00c0566
.0000010
.00005SS 64
.0010639
.0006603
.0000140 to
.0000000
.0000000
.C00n000 65
/.0000000
.0000000
.0000000 11
.0000000
.0000000
.0000000 66
.0914724
.0627226
.1659351 12
.0069947
.0104P20
.0344268 67
.0514736
.0587311
.1624244 13
.0093726
.0121652
.0073619 68
.0932445
.0506911
.1592117 14
.c153720
.0121755
.315249S 69
.10743e4
.0C00000
.1522015 15
.0207955
.0103654
.0217631 71
.1253582
.0767245
.1492374 16
.02?6333
.00615*5
.0246462 72
.0167152
.3769170
.0195036 17
.02A7034
.0060530
.0277373 73
.0871566
.06968:4
.1659326 16
.C 26?6 k 9
.0055346
.J271142 74
.062a516 074'779
.1642104 19
.0270074
.00288?9
.0000079 75 0666448
.1426016
.1380S72 20
. 0173 F 41
.0000000
.0000105 76
.0631e32
.1544056
.1193764 21
.C033224
.0015101
.0000143 77
.0708245
.1544156
.0900190 22
.0000C00
.0015277
.C00J193 73
.0687905
.1355260
.0525230 23
.0061759
.0116171
.0000211 79
.0555664
.05522!6
.0825121 24
.0055282
.0017069
.0000211 mi
.0559929
.034J230
.0324965 25
.0061739
.0052232
.0223581 62
.0234361
.3340313 0395709 26
.0060352
.0052e69
.0233763 83 0192510
.0365636
.0195352 27
.0057369
.0052745
.0226940 64
.1676737
.0769506
.1857557 2%
.0056617
.0052696
.0222135 85
.204468e
.0770717
.2105995 79
.0042359
.0052667
.0167737 26
.0575643
.0772057
.0509733 30
.(031678
.0052659
.0150931 67
.17037.35
.0773126
.1300393 31
.0019643
.0052651
.0155933 AS
.3116t06
.0774208
.214477C 32
.00173E4
.0052553
.0162233 e9
.7611593
.0775012
.146327c j
33
.0005090
.0028651
.0155321 40
.0961119
.0775751
.00000C0 34
.00"1471
.00144*5
.0141630 mi
.0461649
.0341442
.0336546 35
.0001661
.0000010
.0116135 92
.0635575
.20773?3
.1102250 36
. 0 0 P 142 3
.00012(0
.0J07437 93
.1033949
.2754554
.1443971 37
.0000469
.0000n12
.00006S5 44
.1C"2099
.2716004 1342004 38
.0000000
.0000000
.0000000 95
.1003522
.273617S
.1205 0 3 h i
39
.00'4527 0062016
.0166124 96
.%94!034
.2710259
.06LO636 l
40
.0075327
.0033951
. 0147 3 C 2 47
.0130230
.2736913
.00000JO I
E1
.C001632 0933477
.0042064 OS
.G936826
.2767004
.3236673 42
.fo#0412
.Cf 264 *2
.0021594 99 0936690
.2646745
.0269666 43
.0006244
.0006011
.C004610 100
.0596482
.2'*43%6 3274373 44
.0C!1790
.0000045
.0001066 i
45
.0000000
.00000.'1'
.000003, 102
.C173354
.0161117
.0055210 46
.ncr64s 6
.01391/0
.0000030 103
.0000306
.00"0006
.0000371 LI
.0664218
.3170220
.c165433 104
.CCC0f00
.00*00F0
.0000000 LA
.07C4*74
.0056311
.0325620 105
.0CC0000
.11?D325
.057e414 t
l 41
.0736620
.0004461
.047372a 106
.0c0400C
.3772341
.0000010 l
"O
.117?090 0304546 10C0166 0 00
.076%2f4
.01r0J00 l
"1
.16'7T31
.0004'34 I
- 0 9
16L2 71;*
92
. f (7 8," t a
.0114575 6n0
.0917263
.01421T1
.14'9411
.175010 l
53
. c o14 v.6 7 0730761
.1750317 l
f4
.Ce61777
.0759210
.17 r.0 32 g TSC
.05556f4
.03023M
.nt1J s30 l
??
.C574766
.0370010
.17eA3G5 a10
.1712r76
.0340210
.2160737 l
56
.0115Ld2
.C551553
.13$4515 l
i l
64
s.
TABLE 8-I (0; J0IN?
DTSPLACCMEN T$
(LOAO CASE 10)
- + Y DPE'EARTHOUt<E (SSEI l
' TOTAL RESPONSE EQUtLS N00E i TH20 UGH 40 BY SQSS SUMMATION JOIN 7
/------DISPL AC EM EN TS (IN. ) ------/
GIO X
Y Z
Y 2
M 1
.0009671
.0000479
. 00 416 C 6 2
.0020744
.0023653
.00609C0 57
.0 157684
.0255515 105715*
3
.0034443
.0036604
.0088408 59
.C167177
.0030367
.0743032 4
.0034347
.0000000
.0091043 60
.0166S55
.0041401 0546743 6
.0031344
.0012411
.0021418 61
.C166079
.0051264
.0197657 7
.0043413
.0014625
.0010135 62
.0129102
.0034555 00259?1 6
.0009177
.0002468
.00C2833 63
.0074532
.0034454
.0035562 9
.0002203
.0000022
.0002419 64
.001?252
.0009630
.0030217 10
.C000000
.0000010
.C000000 65
.0000000
.0000000
.0000000 11
.0000000
.00000's
.0ft0000 66 1010566
.0661065
.159 8 $ 0 3 12
.c240540
.c198654
.3124679 67
.1010590
.0694400
.1564711 13
.034t4SS
.022o377
.0290736 68
.1036125 0513176
.1533790 14
.C5579?4
.C228565
.0471426 69
.1277831
.0300000
.1494136 15
.0743253
.013tS14
.0643919 71
.16?9745
.0751150
.15S3767 16
.0839732
.015?601
.0733641 72
.0225544
.0752116
.0205563 17
.09396C3
.01750A1
.0$04734 73
.C956148
.0713475
.1538776 15
.0946939
.017C556
.0786954 74
.0005568
.0757375
.1560675 19
.094793e
.0042714
.C000115 75
.09'C588
.16485;1
.1413813 20
.0607133
.0000000
.C000151
- 76
.1079564
.1530429
.1252940 21
.0344076
.DC21439
.0003207 77
.121?146
.1333656
.1 4S914 22
.0G00C00
.0319071
.c300265 78
.1215759
.1670417
.0578654 P3
.c201025
.00238?9
.0000307 79
.0325295
.1161206
.0573619 24 0319700
.0036359
.C300 307 Pi
.0673515
.0571561
.0375426 25
.0229641
.0089249
.D795047 82
.0425648
.C5716C1
.C416611 26
.0225557
.0c919*0
.0320171 63
.0350914
.0520537
.0205873 27
.0216393
.3091861
.07t4810 24
.2556384
.07535e1
.2126 776 29
.0211375
.00917a5
.0763510 85
.3299727
.3754h56
.2669144 29
.014?F95
.0041776
.C5C9916
!6
.0BA2216
.0756270
. C 717 328 30
.0107669
.0091764
.0376049 67
.2544775
.0757399
.2040471 31
.0056347
.0091752
.C279805 28 4632792
.0758462
.3416577 32
.0045272 0093591
.0265 055 29
.3722363
.0759241
.2242533 33
.0014227
.0064337
.0253136 90
.1244962
.0759?54
.0000000 34
.00?3904
.00.15242
.C227828 91
.059Sf43
.0522692
.0473024 35
.c003S72
.On000?S
.0187839 92
.0912602
.20639J5
.1516939 36
.0033746
.0003153
.0309964 93
.1475974
.2793377
.113S652 37
.0001273
.0000027
.C000912 94 1472911
.27e31:5
.191 C 2 0 k 3S
.C0C000C
.0000CC0
. 030C 000 95
.1451467
. 2750375
.1509,16
_ 39
.0116326
.0377ar3
.C504240 96
.1474474
.2795455
.1123053 40
.0077125
.0097772
.e436445 97
.1517379
.2991951
.0000000 41
.CC17013 0097251
.C0!S 327 95
.1530733
.33335c2
.c3:3 300 l
42
.C002060
.0079654
.0030412 99
.1643511
.3234C;7
.1D E 6 50 6 43
. C 0 20 0 0 ?
.00139t9
.0312121 1CG 1659725
.2930047
.1004296 44
.0036062
.0003159
.00c43ss 101
.0963554
.1337729
.C6r6522 45
.C000"00
.0000000
.C330 000 102
.01;5799 9115956
.01574S1 46
.1495666
.02G1179
.0330000 103
.0000?m2
.0000C12
.000063o 47
.2011438
.0275002
.C3647c e 104
.000C000
.0000090
.0000000 45
.210051!
.0093062
.0727753 155
.CC0CC00 1160641
.0314337 49
.20:4452
.0009700
.0799641 106
.CCOeC00
. 0 7 9 6 "A 9
.0000000 I
50
.1613737
.030!913
.10157'7
!??
.0000000
.07922'o
.0000C00 41
.196676e
.0001021
.te71915 570
.C24656' 0231117
.13573q3 52
.1567783
.0126412
.1613 2 5 e 6'O
.1137"56
.0256417 1816695 53
.1C10437
.C517102
.15335:2 710
.1060707
.07511:0
.3:53715 54
.C967430
.094G133
.iA33910 7 :3
.06?"295
.141(660
.1014??3 55
.C56a974
.1937367
.1543r62 610 7352242
.0571961
.2320176 56
.C16CO29
.CG26155
.1372307 E-7
TABLE 8-1 (h)
J0 INT 0ISPLACENEN TS (LOAD CASE ill 2+ Y 08E CARTHOUAKE (5SEI
~
~
' TOTAL RESPCN?E E004LS MODE i TH90 UGH 4C BY SQSS SUMMATIOE J0!N7
/------DISPLACCMENTS (IN.1------/
GIO X
Y 2
X y
7 1
.0007000
.0000356
.0025060 2
.0005530
.0016970
.0033639 57
.0157725
.0283514 '.1335863 3
.C013010
.0027569
.0042364 59
.0157279
.0033774
.0933145 4
.0013113
.0000000
.003S473 60
.0156997
.0046991
.0675627 6
.C012225
.0009197
.0010334 61
.015E4CS
.0061674
.0233114 7
.0016042
.0011713
.0003724 62
.0121839
.0039377
.0110831 8
.0003446
.0001391
.00C1293 E3
.0C74334
.0036295
.0040942 9
.0000938
.0000c14
.0000908 64
.0013319
.0010219
.0000249 10
.C000000
.0000000
.00000CC 65
.0000000
.0000000
.0000000 11
.0000000
.0000000
.e000000 66
.1155601 0774512
.2C62669 12
.0093c45
.0151114
.0071369 67
.1155823
.0724572
.2016258 13
.0132042
.0176741
.0112612 65
.1173 G34
.0625173
.1972725 14
.C211963
.0176870
.0206337 69
.1324027
.0000000
.1374037 15
.C253451
.01566e9
.C2?2914 71
.1538610
.0942992
.1134931 16
.0320774 0132701
.0333809 72
.0204671
.0944144
.Cf40369
_ 17
.0361739
.010a343
.3370153 73 1111864
.0648702
.0362634 18
.0364041
.01013?T
.P361406 74
.1074594
.0921731
.2339662 19
. C 3 64 5 70
.0039256
.0000133 75
.1215837
.1528763
.1719232
, 20
.0262252
.0000000
.C000175 76
.131 t C 69
.1957114
.1493897 21
.0126688
.0020402
.0000218 77
.1376074
.1967341
.1243050 22
.CC0CCCC
.3020C71
.0000304 78
.1318549
.17873<9
.1035581
_ 23
.0044904. 0021023
.0000350 79
.1025058
.1145510
.1035435 24
.0118244
.0022442
.0000350 81
.0819092
.0435735
.1035194 25
.P034372
.00$2556
.0332418 92
.0506924
.0435773
.0410231 26
.00e3400
.00360a5
.0350355 S3
.C351646
.0457S48
.C240755 27
.C090534
.0096907
.0342069 54 2086464
.0945801
.2403473 28
.0079059
.0046932
.0339992 85
.25dO634
.0947313
.2918259
?9
.0062304
.0036832
.0264f16 86
.0715386
.0948975
.C665529 30
.C044096
.0036*77
.0249549 67
.2104814
.0950300
.1705534 31
.C033?30
.0036e72
.0269232 88
.3859942
.0951637
.2575924 32
. 0030579
.00f6514
.02t2264 69
.3234375
.0952624
.1947510 f
_ 33
.0009962
.00k6900
.0271412 90 1224081
.0953531
.5000000 34
.00J2446
.0023811
.0245C57 01
.0594339
.1035127
.0425e26 35
.003?479
.0300000
.C207406 92 0829149
.2563975
.1372132 36
.C002407
.0002093
.0013277 93
.1363462
.3405700
. 1906215 6
(
37 0000E08
.0000019
.0031223 04 1375C01
.3386198
.1565576
_. 38
__.0000000
.0000000
.0000030 95
.1307S2?
.3356401
.15?2936 39
.0050576
.0073172
.0262153 96 1239009
.3340412
.0'30033 40
.C037787
.0C63595
.0234463 97
.12?S715
.3361344
.0000000 41
.0005c70
.0363330
.0072159 St.
1245 E 4 7
.3421344
.C420730 I
42
.0012c47
.0050312
.0133444 49
.129F403
.3225221
.0491751 l
43
.0011903
.0011483
.00077$4 100
.1217166 2960417
.0504812 44
.0003415
.00000*7
.0001594 101
.0677436. 1343761
.0314099 45
.0000000
.Cc000n1
.0000000 iC2
.C160494
.000050$
.0114730 46
.C613472
.91923'4
.0300000 103
- 0CC03*7
.0000010
.0000460 47
.C!99Cri
.0236402
.0227337 104
.0000000
.00J3000
.00CG030 48
.0992311
.0075512
.0454!!q 105
.0000C00
.1462327
.C722352 49
.30?7932
.00J7591
.0635400 106
.0000000
.0144329
.000003c 50
.1452!!4
.00:76G3
.1322443 I*I
- 0000000
.0144262
.C0C0300 51
.2044552
.00C7749
.2045912 570
.73""430
.C?6?393
.13t5!63 92
.210'736
.0141023
.2183732 600
.1240643
.317?S47
.1942915 l
53
.115E643
.05 3 567
.213 979 70
- ?02k473
.014?4'2
.3417205 54
.10e0133
.0935734
.2103910 7 0
.1(2505A
.1177706
.13a6991 1
55
.0667536
.1S*D334
. 21 a 9 r; 55 610
.2241222
.0435735
.2750C6e 56
.015i116
.0517019
.1757C79 B-B
TABLE B-l O)
,_ J 0_Z 3.J_ __.D.LS.A L A. C E N. E. N. T S....
..._ _..._ _ ( 1.0 A D. C A S E. 12 L SEISMIC AN0 HOR MOVEMENTS X - DIRECTICN (SSE)
JOTNT
/------DISPL.1C 9 ENTS (IN.)-----./
(GID) r Y
Z x
Y Z
..1
.731144
.C00043
.002693 59
.005464
.000124
.0123.!6 2
.779453
.001229
.002965 60
.009447
.000514 005137 L....___. 7 t%F 2_._. 0 91 ' C L.... C 5 3 311 __61.
. 005k13-.
.0 91173.
.0 0 313 3 4
.739582
.000010
.00252C 62
.004406
.009810
.003203 6
.739511
.0032C1
.000923 63
.CO2536
.000n15
.001145
_J
.73995 3 - 0C0141... 000060.
. 64
.Df 0 477..
.0 0 0 0 96..
.000 011-3
.740029
.000027
.000322 65
.000000
.000030
.000000 9
.760314
.000011
.000028 66
.135253
.025534
.097133
._,10.__ _. 74M 0 f ____. 0 3 0 0 0 'L. _. 0 0 0 0 3 2..._ 6 7.__...
... i!! 25 3._. 0 0 3 94 2 _. 0 7 2 6 6 2..
11
.74000e
.rDae O
.009000 6.
.141e52
.012 52
.e69970 12
.737356
.Or6513
.00159%
69
.156575
.027052
.04?945
_13._
.733651. _.C04?75 __.001559
._ 71
.._. 192 42 G.....c 45 5 71
.012404 14
.714647
.C04936
.C02 337 72
.25?C99
.045551
.012977 15
.697P74
.C01511
.011959 73 12c534
.0C5168
.567133
,_.16.
6 ' 9 T7 ?_.
.010 3 0 7_ _ _. 0 P 7 2 4 7 _ ___74.
12 3 73 4..
. 0 C G 416.-.0 8 3 5 0 5 _
17
.6>0866
.01n6 9
.053163 75
.057210
.036279
.019925 13
.640325
.81961s
.062497 76
.055634
.041115
.011299
.19 _ _,. 6 3 016 3._.. r.0 0 7 5 4 6... 19 3 7 5 6
. 7 7. _.
.064923.._. c 411c s
. 011616 70
.79'784
.003631
.193753 73
.035659
.041432
.011446 21
.74r446
.000157
.193777 79
.126696
.042933
.011944
. 22 _ __ _
7'7679____. 031912 _ _. 1"3771._ 31_
4
_.1! 317
.044774 _.. 011343 73
.614779
.C03074 193766 a2
.2cc731
.e44775
.[12659 24
.8?C606
.00?469 193766 83
.223179
.049030
.012 97$
. 2 5.
.... 04711 _..900333.. 071100
..64 26
.812C44
.002233 0"7410 65.
. 449035.. 045547
. 011254
.715e66
. 0 4 5" T2
.304576 27
.S?7554
.004h4J
.050435 P6 1<070C09
.045516
.003625
_ P8_..__.
eG53M.
. G 0 5 0 ' 5. -
0 4 616 7.._ 4 7 __ _.J. t. ? 0 0 ? i __.0 4 5 ? ? 9... 0 0 7 4 ei.
29
.7f0119
.005024
.03J229 es 1.760037
.J45435
.002997 30
.76?652
.009013
.C?5055 69 2.933233
.045471
.011e46
_71... a 745C32.._. 0050C1.
.019341.. 90.._.
2.235622 32
.741676
.007'26
.0175$3 91 2.27C71?
.044640
.043226 045459
.337030 33
.74092C
.0c3319
.01t254 92 2.372095
.061731
.C55643
_3 4_._,_. 74 0 2 7 5._
.0 01144... 013 0 99.
9 3.
_ 2. 3'5612_. 0 6G 657 _ __.0 64 0 5 7.
35
.7=0$cn
..C30330
.016112 c4 2.349C36
.366490
.064 120
?6
.740700
.003217
.091476 95 2.351216
.0666%9
.06523S
_..17..___.74*3(0_._.00S032
.000205 -.
_96.._. 2.353555..
30 740000
.000000
.0000JP 97 2.353301
.065414
.C49326
.067973....C 6 0 513 39
.772061
.C01061
.03445C 9%
2.353174
.056531
.034166
_ 4 9...
7' 15 51_ _. 0 C 371 S _. _. 0 3 2 0 0 0 _ __,9 9.
_ 2. 3 5 8 3 9. _..C 5 f 5 H _ _. 0 2.14 7 4 41
.741549
.003267
.014515 100 2.359414
.042931
.024144 42
.732532
.3C1444
.008204 101 2.373319
.015454
.009417 4 3..
__,_ 740f97
.. tlM 3 3 3 __. 001023 1C2 2 379625 _. 0 013 'J 6
.001919 44
.7kC14C
.u00010
.00:191 103 2.330001
.000010
.Cf0002 45
.74G000 000010
.000C0J 1r4 2.3*9930
.000030
.C00000
_ p6 _ ___ 611*43 _
./147'9, 12!515.. 1?5.__ 2.2:005 3..._..c 5 6125_.3 4 7 313 67
.561027
.013351
.134435 106 1 157651
.345512
.005707 46
.525700
.0075t)
.Cf2423 117
.25??S6 9k0:~0
.013017 43._.
.5100'4 _. 01:4 ?O
.363175 573._
.016925._ 000C56
.029617 to
. v.*S36 000413
.0%52'i6
( 90 1c4650
.c747'a
.921527 51
.3'1513
.000411
.1??f62 710
.145706 045571
.0123'.4 l
_C.2.- U t.U.Z2
_C.L.' 5 ~.1.* M 22. _
7o3
_.1 E U2._. _,057513 _.. 00340D r3
. 13* 25 ?
. 0 0 3 PJ 4
.119t45
- 1?
. 117 CF '). _ _ 0 4 4 7 ?4.. 0 013 71
- 4
.. 127413
.0C37 6
.1100~1 r%
.0*41'4
.0?91r a 113670 r
,ctr 1s
..c;49,a
.gegg39 y
47
.nnC412
.an16tA
.e796t7 l
e.9 l
i
{
TABLE 8-l (k)
._.J. 0 1 N I. 0 I S P. L. A C E M E M_ T S (LOAD. CASE 131 SEISNIC ANCHOR'HOVEMCNTE 2 - DIRECTION (SSEI JOINT
/------DISPLACEMD?TS (IN.1------/
(GID)
W Y
Z X
Y Z
1
.000752
.000031
.7395n8 59
.007e46
.001337
.154415 2
.001334
.000212
.740327 60
.0C7f 60
.001722
.109540
.._.3..
.001665...
.?33315... 741 C 13 61_ _ _ 0076 4.___.. 003420
.03C316 4
.001667
.000000
.741332 62
.007987
.003313
.001744 6
.031603
.000037
.739935 63
.007741
.003335
.0?3359 T..
.__.001707
.. 000012
. 739493.._64 _.
031695_.__,. 000951.. 000022 8
.090300
.000090
.740031 65
.000000
.000000
.000000 9
.000063
.000010
.740053 66
.074683
.033032
.354 793
_10 _
305000... 009000. _. 740000..
_.8.7
_.0%683.
- .032??6..._.352012.
11
.00000C
.000000
.740000 68
.029731
.031837
.349149 12
.006637
.C07010
.732857 69
.iC5052
.023r72
.339973 1.1.. _..006004 __
01176')
.725343 31
.115465...012601
__.321553 14
.007360
.011750
.708012
'2
.114199
.012769
.3590 3 15
.015945
.016349
.661567 73
.001909
.034445
.3547s4
_16.
.024535 _ 021597_.. 655278 __ 74
. 0 4 9 3 5 9._ _
.0 3 61'1..__. 3 6 3 7 ? e 17
.020?27
.026529
.615705 75
.073036
.05551'.
.337409 iS
.0233kC
.026507
.605258 76
.070030
.058312
.335776 19....... 0 2S 4 5 3....002267.... 506944
___7 7..
_. 0 6 910 0___
. 0 5 S e s 4.... 3 4 3 0 7 8 20
.C13135
.031644
.506933 75
.072128
.C55603
.346459 21
.010114
.G00533
.506966 79
.044157
.045539
.346405
_22._..._.014*5fL___..000C*0._._. 50097a.. *P1
.100495
.031243 _. 346472 23
.05?929
.0002r9
.50G938 92
.0?9561
.0312?7
.354740 P4
.06CF31
.0009*8
.5069ss 63
.103G7c
.026310
.359C4S
_ 2 5...
.052563... 03377D
..G10137._. 84.._. _.099539_
.012777
.475121 26
.0507"6
.0114?1
.626722 SS
.071360
.0127C9
.669475 27
.047326
.012735
.6374g5 86
.033833
.012750
.943646
.. 23
.04?637_..... 013041..._.641516.
97-
.. o r 2 45 4.... 012 7 51._1.P 3129 4 29
.026744
.C13022
.674433 85
.032847
.012741 1.5736?9 30
.C1349?
.013007
.692656 59
.049894
.012735 1.770182
_ 21... _.. 000379
.012931.. 7069S6.. _.90
.052660__.012725_ 1.964655 32
.00119e
.015816
.711140 01
.04P923
.0302*5 2.C02894 33
.000179
.009020
.712599 92
.023002
.122664 2.0 8 6 2G1 7 4 _... U W 3 *.... U : 3 7 ?3. __. 714117...
0 3
. 0111t 6 _
.1
- 91 r 1_ 2. i'2 0 25 35
.000609
.000000
.T17514 "4
.C21367
.197365 2.173454 25
.000503
.000016 733396 95
.0?f?C9
.197364
- 2. i'2 4 s6
. _ 37.
...00C33C..
.300004... 739 sis.... 96..
___.,039675
..1853?0.f.237044 35
.0000C0
.300000
.740000 C7
.04207C
.159101 2.27396S 39
.019949 015715
.673313 99
.044563
.12930?
2.314219 4 tl
.01031E_...002123
.579956.. 99. _ 4041214 _.1116cR.
2.3?7727 41
- 9C131
.032145
.719113 100
.033060
.089760 2 337133 42
.030r54
.031043
.779e37 101
.009'59
. 0 2 77 f: 9 2.364776
.~. Je 3 _... 0 C 0 C M...
.0 3 c 0 91
.739446
_.1C2.__ _.CN 449.._.003043. 2.3766$6 44
.Ornc40
.000006
.740456 103
.000002
.000001 7.379016 45
.CSer0*
.000010
.740000 1C4
.000000
.0100"U
?.3P3000
._. 4 6 _.._ _ _. C S C 5 4 7. _ _. 0 012 4.._.5 06 93 3_.
i an
.C-14't
...063=cs
,7.03077) 47
.027936
.0012A4 419167 its
.C23'40
.C127"7 1.C1549?
k$
.082012
.00 " 55
.925315 107
.it36mr
.0127'4
.364545
. 4 9..._. 0. 4 3 3 4.__.. 0 C J 134.. 51403C 5 73
_.C44417
.006503
.226033 50
.115(4 3
.0001^3 4425)5 6;0
.100126
.J77C;3
.335(%;
_'.2 _ _ 1.2.3.2 7.2 _ _.;La 3 2.21
,.3fp 5 n l
.1111C6
.C1ar ?2
.173764 710
.114355
.0129~1
.301620 53
.0 4651 7 n 0. _ _. C.!41 R.
_..f :,G 3 2__
3 4 0 ? 3 7
.033465
.352541 513
-.103446.
.C31233
. 321 76
.0 M S17._.. 0 P 346...7r:53r F3
.061'42
.*t*t40
.362TC0
%6
.077 c3
.? ?% 4
.301f66 57
..C3TS24
.010491
.226089.
B-10
[
l
- E L._4 3 f I_C __.3.1L P P o Jt I _R I. A g, y,I _c g g, TABLE 8-11 A). __.(LOAD CASE. 11 __
DEAD LOAO PLUS SUST AINED MECHANICAL L0 f05 SUPPORT /----------F09CE ( L 9. ) ------ ---/ / ----- --MO ME N T ( IN-L 9. l -------- /
JDINT F
Y Z
X
.Y Z
4 0.00 201.04 0.00 Cf00 0.00 0.00 10
-3.52 124.19
-2 25
-1245.79
-113.Ci 14.81 11._.
.-6 76 __.349 79.
- 7. 0 0. _... ___17 8 S. 9 0
-414.19 414.67 20 0.00 1154.75 0.00 0 00 0.C0 0.00 22 0.00 294.91 G.00 0.C0 0.00 0.00 35_.._....
0.00
._190.62_.._. 0.00
..__. S.00 0.00.
0.00 35 20.63 95.51 4 95 70.54
-194.98 12.25 45
-22.97 111.14 5.16
-304.25
-336.71 1084.91 69... __. _. _ 0. 0 0.. 118 9. 9 6
. c. c o. _.
- 0. C r 0.00 59 0.00 1768.11 0.00 0.00 0.C0.
1.C0 0.00 65 12.96 525.?S
-4.45 10451 94 -1326 13 1244.29
._. 10 4__ _... _.12. 4 7 4. 21
-11.23
....-4918 95_. 3730.55
.7225.63.
8)
(LOA 0 CASE 4)
N0' PAL CPE3f-TING TEMPrr&TURE INCL. TH 'RMAL AMCHO R HOVEMENTS SUP"00T /----------F00CE ( L a. l --------- / /--- -- --MO 9EN T (IN-L8.)--------/
JOINT x
Y Z
X Y
Z 4
C.00
-675.46 0.00 0.00 0.00
".00 13 560.38 203.71 244.97
-4012 44 922f.c7
-6255.07
_.. 11..
-15 71 22.
10 '3 7. 2L_.15 7.11.. -. _ -26 34.G1 -10 517. 0 7. _ _135 2.26.._
20 C.00
-1860.'0 0.00 0 00 0.03 0.00 22 0.05 701.A3 0.00 0 00 0.00 0.00
'S.--_-_.
.0.00
-3 57. 8 5. _.
O.00.
0.0C.
- 0. 0 3.-
0.00.
36 977.50 376.12 25k.22 7470,41 -9C09.5?
-3639.22 65
-360.08
-111.01 329.44
-5334.57 -10092.46 304.09 4 ? _-
.. r. 0 0 __. 1 ?5. 7 3.__.. C. C 3.
._. 0.00.
C.C0._..
- 0. C 3 _. _
59 0.00 1144.37 0.0J 0.00 0.00 0.00 65 559.55
-409.96
-1015. 73
-18953 21 (9617.50
-6022.39 104_.
33.94
..-209.33_....
-10 00 _
-_29095.74._7026 35 -51897.47 C)
(LOAD CASE 63
$EISMIC ANCHOR HOVEME'ITS x-DIRECTION 11/2 SSE)
SU Pr0 ? T / --- -------F O ?CC (L9.)--~~~~----/ /----- - "0 MENT ( I N-L 9. ) = =- ----- /
JOINT X
Y Z
x Y
Z 4
0.000 25.890 0.000 f.000 0.R0 0.000 10
-12.373
-8.824
-12.937
-12!.576
-G1.115 70.752
. _.11_. _._3}7.351.-255.527___-75.741. _ _-4258.223
-562.161 -2313.046 70 C.000 562.111 0.000
(.000
- 0. 0C0 0.000 27 0.C00
-??1.967 3.000 f.000 0.0C0 0.000
_... _3 5 _ _.
0.000 73.9 4 0.000. _..
.COC 0.000 C.L30 l
35
-133.4e4
- 17. 4'il
-26.437
-808.6CE
% 5. 109 19ec.t94 45
-47.669 84.952
-45 066 67 :.73; 2319.582 514.115
.._.. 61.
___. 0.0C0._.-33.933._ 0.C03
.!.000 0.000 0 00J F4 0.0C0 10.03a 0.003
.0r0 0.0r0 C.coe i
60
-209.*L2
-56.277 1 M. l iv.
142*.700 6574.4R7 3 FS.9:3 l
._ _104.
- 4. 7 7 t.
.-9.703
.782 it.;t.647 11C5.710
-849.011 l
l B-11
_ = - -
taste 8 81
.E_L. L1 L L C..
LU P P_.Q. 2 L..R S A C T..I_ O N. S _
- 0).. (LOAD CASE T)
SEISHIC ANCHOLR =0VEVNTS Z-DIRECTION (1/2 SSE)
SUPPORT /----------FORCE ( L 1. 5 ------- ---/ / ----- -- MO MEN T ( I N-L R. ) -------- /
JOINT X
Y Z
X Y
Z 4
0.00 6.80 0.00 0.00 0.00 0.00 10
-20.58
-2.35
-13.50
-212 84
-222 32 261.79
_.11.
.. __-27f. f 4..
16 9. M_
131 2 5
. _9 t 3 15. -120 3.t 4... Zie 9.2 3 _...
20 0.00
-253.93 0.00 0.00 0 00 0.00 22 G.C0 9 32 0.00 0.C0 0.00 0.00
__ 35 3.CC
_-110.53_
0.00..
- 0. 00 _.. 0.C0
. 0.00 35 13 5. f.e
- 35. 5 31.60 722.41
-1230.43
-1393.21 45
.3S
-50.47 114.94
-16 (9.36 -3633 07
-146.57 41 D.CO. _.35.50
_.....D.03..____.. _.0.C0 _
.._.0 00_.._.0 00..._..
51 f.00 299 15
-0.00 0.00 0.00 0.00 A5 163.35
-134.63
-313.33
-11323.45 22271.01
-6334.05
_ 104-
-1.27
_. 5. 2 5 _ _. 4 0 L..
-25C8.76.-135c.05.
1316.13
E)
SEISMIC ANCHOR MOVEMr4TS X
DIRECTI(N ($$El i
SU F P 3 P T / ---------- F O RCE ( L a. ) ----------/ / -- - -- --- 93 M E N T ( I'l-L B.1 --- ----- /
JOINT X
Y Z
X Y
Z 4
C.000 34.153 0.000
'. 0 0 C C.000 0.000 10
-15.923
-11.5C1
-16.653
-15 (.312
-77.147 68.626
_.. 11...
522.2 74.-34 c. d 10. -1C4. 7 7 3.
. - 5 6 4 8. 4 91. - 3 4 7. 6 t.4.- 3 7 C 3. 6 7.
70 0 000 749.713 0 000
(.CCO C.0C0 0.000 72 C.fC0
-356.1"i3 0.000
. 000 0.000 0.0C0
__35
.. __.. 0.000.
97.555..
0.003
.1.030 0.J00.
0.000 15
-176.100
-23.106
-34.922
-106.'.057 1253.515 20$5.245 45
-52.e16 111 129
-51.861 89*.949 3171.609 767.649 89
- 0. 0 0 5
-12 0 411....___0. 0 C D
' 2
- 0..
0. 0 5 2...
- 0. 0 0 3...
59 0.020 36.539 0.0C0 1.000 0.000 0.000 65
-277.c46
-124.967 717.7*0 154!.311 6762.273 51Co.541 104-13.009
..-19 331.
.-1 524 ___ __285 1.191 2014.627 -1530.613 (LOAD CA E 133
~
g SEISMIC ANCHOR "CVEMNTS Z - DIoECTI m ($sEl l
Su p 5 S p r / ---------- r o oC r ( L 1.1 ------- --- / /----- --MCM?NT (IN-LB.)--------/
JOINT r
y z
X Y
Z
_... 4 0.C0
?.'3 0.00 C.0c 0.00 0.03 13
-77.00
-3.P7
-?4. 2 7
-2t2.23
-212.71 343.30 11
-3tn.7A.
201. M!.
236. 74.... 13t3.70 -1C79 21
.2
- 9 7.10...
l 27 C.fo
- 131. r. 7 0.03 C.GC c.00
?.00 77 0.00 12.22 C.C3 C.03 0.03 0.C0 15
. C.Cc
-145.71 0 00 C.00 0.P3 0.00
- 1 174.44
'. 6. 7 ?
41.(6 951 1'
-1750.34
-ic37.64 45
.'T
-65 20 151.43
-2120 23
-*736.79
-137.62
- r. 4 r,r; et f.!c,
17 r,1 0.31 C.;r c.e?
?."?
3 a t.. ' 7 C.01 e. F. C f.?3 C.01
(;
? t t,. ' T
.t9.11
- 15 2 7 *. ? 2 M70.73
-f4tJ.'4
! ? r.
-2.1/
10.61 3.45
-5010 52
-2 W4.15 245$.73 3-12
t-TABLE 8-11 EL4 STIC SUPP0RT REACT IONS X +Y EARTHQUAKE (1/2 SSE)
. G)
(LOAD CASE 81 TOTAL RESPONSE ECUALS M00F 1 THROUGH 40 BY SQS! SU*1ATION SU P p l o f / ----------F O RC E ( L a, 3......../ f..... -- H O M E N T ( I'l-L A.1 -------- /
J0!NT X
Y Z
X Y
Z 4
0.0 50.0 0.0 0.
D.
O.
10 53.1 14.8 52.0 635.
4 4 &.
589.
11 320.9 207.5 105.9 4536.
3318.-
2141.
20 0.0 536.2 0.0 0.
O.
C.
22 153.9 322.1 0.0 0.
O.
O.
35 0.0 36.9 0.0 D.
D.
C.
35 13.3 16.7 17.4 264.
731.
342.
45 38 1 84.9 66.6 930.
1170.
1459.
46 b.0 00 196.6 0.
O.
O.
49 0.0 125.9 0.0 0.
D.
O.
59 0.0 600.3 0.0 0.
O.
O.
65 505.3 338 9 268.2 11669.
16236.
10604.
69 00 545.9 0.0 C.
D.
D.
90 0.0 0.0 269.1 0.
C.
O.
97 0.0 0.0 702.2 0.
D.
O.
In4 411.4 166.9 378.6 30760.
16299.
- 21012, it5 200.3 0.0 0.0 C.
D.
O.
106 172.9 0.0 129 9 0.
D.
D.
INCLINED AXIS SUFPORT REACTIONE
/----DIREC TI O4 COSIt:ES- --/
Stf P D D
- T DEACTION PEACTION (INOLINED 7.XIS)
JOINT TYPE MAGNITUDF
.X Y
Z 197 F000E 371.5
.9061 0 0000
.4230 107 F0FCC 20s.0
.4230 0.0000
.0061 Z+Y EAoTHOUAKE (1/2 SSE)
(LOAD CASE 9)
TOTAL DES 90NSE FOU.*LS NODE i THROUGH 40 OY SOS! SUMM A T IO N SU P P o t i / ----------F 01C E ( L B. ) ----------/ / ----- -- MO P E N T ( I N-L O. ) -------- /
JOINT X
Y Z
X Y
Z 4
0.0 46.0 0.0 0.
C.
O.
10 29.5 11.7 29.2 323.
234 313.
11 200.7 130.2 60.6 2870.
1312.
1673.
20-0.0 469.6 0.0 0.
O.
O.
72 95.0 310.1 0.0 C.
O.
C.
35 0.0 31.3 00 0.
C.
G.
35 0.6 13.1 21.1 364.
896.
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45 12 6 51.4 73.6 491.
1120.
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46 0.0 0.3 266.2 0.
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l 41 0.0 124.3 0.0 0.
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59 0.0 798.1 0.0 0.
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S 'i 343 3 431.5 268.2 12031.
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97 0.0 0.0 e38.6 0.
C.
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1453.
231n2.
105 307.1 0.0 0.0 C.
O.
3.
106 131.9 0.0 127.7 0.
D.
O.
. INCLINE 3 MI< SurPORT EA0TIOC
/---- 31.:: T I Ps CC O I?.M---- /
Supr33T reacties ortrTION (II.0 L I:JED EXI I J3 INT T f D.-
't A G u t T ur x
w I
197 F0W 37'.
7
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.I.230 137 F r '9 5' P 91. 3.
.4210 0.0000
.1 % 1 c-13
TABLE B-11 ELAST IC SUPP0RT REACTION $
J)
X* Y DOE EAttTHQUAKE (SSEI (LOA 0 CASE 10)
TOTAL RESPONSE FCUALS HODE 1 THt00GN 40 SY SOS! SUMMATION
~
SU P p0 G T / ---------- F O R C E ( L A.1 ---------/ / ----- *--MOM EN T ( IN-L B e l -------- /
JOINT X
Y.
Z X
Y Z
4 0.0 79.9 0.0 C.
,C.
O.
10 107.1 25.6 104.8 1317 914.
1213.
11 612.4 341.0 231 1 1411.*
6768.
3755.
20 0.0 651.3 00 0.
O.
O.
22 292.0 367.1 0.0 0.
D.
O.
35 0.0 69.2 0.0 0.
O.
Q._
38 25.4 31.2 33.7 514 1466.
661.
45 81.8 181.2 178.7 1879.
2411.
3105.
46 0.0 0.0 295.8 C.
O.
O.
49 0.0 246.1 0.0 0.
O.
O.
59 0.0 910.6 0.0 0.
O.
C.
ES 772.2 529.3 417.5 1 75S 0.
24075.
16461.
69 0.0 (13.1 0.0 C.
O.
O.
9L 0.0 0.0 381.7 0.
O.
O.
97 0.0
. 0.0 933.6 0.
O.
O.
104 609.8 227.2 505.7 37303.
25025.
27908.
105 336.4 0.0 0.0 0.
D.
D.
106 267.0 0.0 213.5 0.
D.
O.
INCLINTO A rIS SUFPCRT REACTIO'13
/----0IRECTION COSINES----/
support oOCTION oEACTION (INCLit4CD AXIS)
JOINI TYPE MAGNITUDE X
Y Z
e 107 FO*CE 616.0
.9061 0.0000
.4230 107 FORCE 343.3
.4230 0 0000
.9C61
- g)
Z+ Y 00E EARTHOUSKE (SSF)
(LOAD CASC ill l
TOTAL-RE500N"A [CUALS MODE 1 THPCUGH 40 OY SQS! SUMM A T IO N SUPD07T /----------FORCE ( L a. ) --- -- -- -- - / /----- --MG M E N T ( I ti-L B.1 -------- /
JOINT x
(
[
X Y
Z 4
0.
67 O.
D.
D.
C.
10 42.
16.
41.
49k.
341.
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11 265.
254 108.
5372.
2611.
2235.
20 0.
650 O.
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22 146.
407 C.
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35 D.
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0.'
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35 19.
22.
38.
651.
1C79.
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45 23.
91 124.
736.
1917 1723.
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364.
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43 C.
212.
C.
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99 C.
996 D.
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65 652.
535.
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l 69 0.
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no O.
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104 1.
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104 545.
180 571.
37209.
14711.
28910.
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tr6 155.
3.
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INCLf'irl AVI' SUFPCRT RFACTIONS
/----DIo.M TIO>i C09Ir S----/
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Y Z
1PT ro cE 433.7
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B-14 l
TABLE B - til Pages B - 16 through B - 42 O
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