ML20062A042
| ML20062A042 | |
| Person / Time | |
|---|---|
| Site: | La Crosse File:Dairyland Power Cooperative icon.png |
| Issue date: | 07/09/1976 |
| From: | Husain I, 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-81A0090, NES-81A90, NUDOCS 7810100009 | |
| Download: ML20062A042 (113) | |
Text
._
~
NES 81A0090 SEISMIC AND STRESS ANALYSIS OF 1HE LACBWR 1
HIGH PRESSURE CORE SPRAY SUCTION LINE PIPING SYSTEM 4
1 Prepared Under NES Project 5101 for DAIRYLAND POWER COOPERATIVE i
i NUCLEAR ENERGY SERVICES, INC.
Danbury, Connecticut 06810 LPDE.
Prepared by:
A. Obligado 9h171%$[pf I. Husain l
Approved by:
O r"~.2 fM E 4 DO Ib) ~ k @ f f 7[II9.y
/ Ph ject Manager
[, '/
[
V.P. Engirieering 7/N Date:
/
.o <
" - - ~ ~ ' - - ' - - " ' ' '
TABLE OF CONTENTS PAGE 1.
SUMMARY
....................................................... 1-1 2.
INTRODUCTION.................................................... 2-1 3
PIPlNG SYSTEM DESCRIPTION....................................... 3-1 4.
LOADING CRITERIA................................................ 4-1 4.1 Dead Weight and Other Sustained Mechanical Loads............
4-1 4.2 Internal Pressure
..........................................4-1 4.3 Thermal Loading.-.......................................... 4-1 4.4 Seismic Loading
............................................4-1 5.
STRESS ACCEPTANCE CRITERIA
......................................5-1 5.1 Design Conditions
..,.......................................5-1 5.2 Normal Conditions
..........................................5-1 5.3 upset Conditions
...........................................5-2 5.4 Emergency Conditions
.......................................5-2 5.5 Faulted Conditions
.........................................5-2 6.
ANALYTICAL METHODS
..............................................6-1 6.1 Mathematical Model 6-1 6.2 Static Load Analysis......................................, 6-1 6.3 Eigenvalue Analysis........................................ 6-2 6.4 Dynamic (Seismic) Load Analysis,,,,,,,,,....,,,,,,,,,.,,.,,, 6-2 6.5 Stress Analysis
...........................................6-4 6.6 Pressure Design Check 6-4 6.6.2 Consideration of Design Conditions.................
6-5 6.6.3 Cons idera t ion. of Normal Conditions.................
6-5 6.6.3.1 Determination of Primary Plus Secondary Stress Intensity Range Limitations 6-6 6.6.3.2 Determination of Peak Stress Intensity...... 6-7 6.6.3.3 Simplified-Elastic-Plastic Discontinuity Analysis 6-7 6.6.3.4 Fatigue Evaluation 6-8 6.6.3.5 Stress Range Calculations..................
6-9 i
i l
l i
TABLE OF CONTENTS PAGE 6,6.4 Consideration of Upset Conditions..................
6-9 6.6.5 Consideration of Emergency Conditions............. 6-9
.6.6 Consideration of Faulted Conditions............... 6-9 7
DISCUSSION OF RESULTS......................................... 7-1
- 8. ' CONCLUSION
.....................................................-8-I 9
REFERENCES'....................................................
9-1 APPENDIX A-
)
APPENDIX B Y
t
(
9 I
i i
I I
t Ili
..,--.. ~,... -, -. _,. _ _ -.... _,, _.......,., _.,.... ~.
LIST OF FIGURES l
PAGE 3.1.1 Mathematical Hodel LACBWR HPCS Suction Line i................................. 2 3 1.1 Mathematical Model LACBWR HPCS.
Suction Line 2................................. 3-3 7.1 HPCS Suction Line I 7-3 7.2 HPCS Suction Line I 7-4 73 HPCS Suction Line I 7-5 7.4 HPCS Suction Line I 7-6 7.5 HPCS. Suction Line I 7-7
........................... 0 7.6 HPCS Suction Line 1 7.7 HPCS Suction Line i 7-9 i
7.8 HPCS Suction Line 1.
7-10 1
7.9 HPCS Suction Line 2 7-II 7.10 HPCS Suction Line 2 7-12 7.11 HPCS Suction Line 2 7-I3 7.12 HPCS Suction Line 2 7-lh -
l 7.13 HPCS Suction Line 2 7-15 l
7.14 HPCS Suction Line 2...........................
7-16 7 15 HPCS Suction Line 2 I7 i
7.16 HPCS Suction Line 2 7-18
=
I f
l IV i
e
LIST OF TABLES PAGE 7.1 Natural Frequencies of Vibration....................... 7-2 A-1
' Pipe Data..............................................A-1 A-ll Valve Weights.......................................... A-2 A-Ill-1 Static Load Cases.,,................................... A-3 A-Ill-2 Static Load Cases A-5 A-IV Dynamic Load Cases..................................... A-7 A-V Spectrum Response Spectrum............................- A-8 B-1 Joint Displacenents................................... B-1 BI-l ECCS Suction Line 1 Joint Displacements................ B-2 BI-2 ECCS Suction Line-1LJoint Displacements................ B-6 8-11 Elastic Support Reactions B-14 B-11-1 ECCS Suction Line 1 Elastic Support Reactions B-15 i
B-11-2 ECCS-Suction Line 1 Elastic Support Reactions.......... B-19' B-Ill Class 1 Component Stress Analysis PIPESD Results B-23 B-111-1 Seismic and Stress Analysis of ECCS Suction Line 1 B-24 i
B-Ill-2 Seismic and Stress Analysis of ECCS Suction line 2 B-33 i
l l
V
1, the undersigned, being a resigtered Professional Enginrer in the State of California, competent in the design and analysis of structures, have examined this seismic and stress report and referenced drawings and specification and certi fy that to the best of my knowledge the stress repor presented herein is in compliance with the criteria set forth in this report.
UT-h1\\MtLYu k l
~
Cer'ifled by t
- 1. Husain Civil Engineer State of California Registration No. 18904 Date 5_
i A-9 I 'I ll/
1 l
1.
SUMMARY
This report, prepared for Dairyland Power Cooperative, presents the results of selsmic and stress analyses of the High Pressure Core Spray (HPCS) piping system suction line for the LACBWR Nuclear Power Station. The seismic and stress analyses are performed in accordance with the design ~ requirements for Class I piping components of the ASitE Boiler and Pressure VesselLCode, Section lit, Division I, "tiuclear Power Plant Components", 1979 By pro-viding seismic' restraints (snubbers) at critical locations of the HPCS suction line, the stresses in the piping due to a seismic event can be reduced to acceptable values. That is, the stresses due to seismic, dead-welght, pressure and thermal expansion loadings, combined according to the ASME Code rules for Class I components would satisfy the design requirements given in the Code with the addition of seismic restraints.
4 i
i i
1-1 i
i
t 2.
INTRODUCTION 1
in response to AEC/DL's request to review the effects of an earthquake event on the Lacrosse Bolling Water Reactor, Dalryland 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 1
performed by Gulf United (GU) Nuclear Fuels Corporation (Ref. 1) included 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 earthquake induced loading condition. Anticipating the possibility of a seismically induced loss of coolant accident, it was, therefore, concluded.that analyses of the major Class 1 piping systens should be performed to evaluate their structural integrity.
This report presents the seismic and stress ana,1ysis for the suction line of the High Pressure Core Spray (HpCS) System. (The HPCS discharge line analyses is presented in a separate report). The High Pressure Core Spray System is the principal emergency ; ore cooling system.
In~ order to_ verify that the seismic stresses in the HPCS suction line are acceptable, it is necessary to show that the combined stresses in the piping system are within ASME Boller and Pressure Vessel' Code allowable values for Class l Component. 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 111,.
l Subsection HB rules (Ref. 2).
For the static and dynamic analysis, the High Pressure Core Spray suction line has been mathenatically modeled as a finite element model..The static response
~
of the HPCS Suction Line to the dead weight, thermal expansion and anchor movement loadings have been calculated using direct stiffness displacement methods of structural analysis. The seismic response of the HPCS Suction Line l
to the operating basis earthquake (0BE) and safe shutdown earthquake (SSE)
I have been determined using response spectrum, nodel superposition methods.
Stresses due to various loadings habe been calculated and combined in accordance with the ASME Code Section lil, Subsection HB rules.
Section 3 0 of this report describes the High Pressure Core Spray (HPCS) Suction l
Line considered in the analysis. The loading criteria, design criteria and analytical methods used in the analyses are given in Section 4.0,' 5.0 and 6.0 respectively. The results of the analyses are discussed in Section 7.0.
The conclusions are summarized in Section 8.0.
4 1
2-1 t
3.
DESCRIPTION OF PIPING SYSTEM The High Pressure Core Spray (HPCS) Systen of the LACBWR power plant is designed to provide an emergency coolant spray to the reactor core in the event that reactor water level drops accidentally. This is done by either direct gravity feed of water from an overhead storage tank to the core spray header ender low reactor pressure conditions, or by means of high pressure water injection under high reactor pressure conditions.
In order to simplify the piping system analysis, the long and complex HPCS piping system was divided into two sections:
the first consisting generally of the suction piping which runs from the overhead storage tank to the high pressure core spray pumps and the second consisting of the discharge piping which runs from the high pressure core spray pumps to the core spray header inlet. The HPCS discharge piping analysis is presented in a separate report. The subject analysis of this report is, therefore, the HPCS suction line.
To further simplify the analysis the suction line was divided into two subsections:
Line I as shown in Figure 3.1-1 and Line 2 as shown in Figure 3.1-2.
Line 1 consists of the 4" Schedule 405 stainless steel pipe line leading from the 42,000 gallon overhead water storage tank to a 4" X 4" reducer at node point 19 A
section of the 4" fuel storage well flooding line connecting at node point 18 is included in the analysis of Line 1.
Line 2 begins at node 19, Figure 3.1-2 and consists mostly of 3" schedule 40S stainless steel piping up to the two ECCS high pressure pumps. Rigid anchors located at points of expected large seismic deflections, serve to isolate the suction lines for analytical purposes.
The governing design specification used in the analysis of the HPCS piping sys-tem is given in Reference 3 The piping arrangement has been taken from the drawings IIsted in Reference 4.
Piping properties have been taken from the information given in the piping specification (Reference 3). The location of piping suspension (hangers, etc.) and their dimensional characteristics were determined from actual visual inspection and measurements at the LACBWR site.
This information is summarized in Table A-1 of Appendix A.
O I
f 3-1 t
Overhead Storage Tank t,
,/
/
/
y/
/-
~~5 7/
y/l t
9 so I
e a.
I SYMBOLS f
.,,A l\\p Mass Point HPCS Suction Line t
Spring Hanger Elastic Restraint Rigid Restraint (Anchor)
Fuel Storage Well
/"^
Floodin Line i'
' v*~
as
,,'~.a N g
\\
FIGUPE 3: 1-1 e.\\
8' I Mathe+atical t'odel LACBWR HPCS Suction Line !
3 '- 2
FIGURE 3.1-2 HPCs suCTson Linc MATHEMATICAL MODEL F R oa* ovERHE A D LACBWR HPCS SUCTION LINE 2 STORAGE Tans n
t 29 30il'*
3, 33 r
46 33'
)
34 ioo '-
43 j
36 gy 38 39 eel S3 33 14 44
- L 2
4 9<
S8 3
St
( 42 Y
,4.
- ki n
'S9 y
65 7
64 H.P. sf R VIC E OtR f CT Lier t S
63 6%
\\
waTru TO CORE 62 SPR&f HE ADE R
.60 61 I
N*
67 i
SYMBOLS suction uNE 68<
/
Mass Point I'
7
'03
/
r 7,'
uu 7S o to2 7
5pring Hanger 72 74 HPC$ Pyaee A 8
Elastic Restraint 84 79 73
,3 raou soosuu e2 Rigid Restraint 96 q.'
(Anchor)
PENT 490 RATE 86 79.
T**"
'S 9
so e'
9 g
Valve
-ex go 93 HPCS PutsP B 89
~
9<'
Valve w.th e
e 3.
e g
Eccentricity
4.
LOADING CRITERIA The loading conditions which must be taken into account in performing a Class 1 analysis of a piping system are specified in Subsection NB-3110 of Reference 2.
These include dead weight, internal pressure, thermal effects; and earthquake loads. Design, operating, upset, emergency and faulted condition loadings must be considered in the analysis as specified in the stress acceptance crl-teria (Section 5 of this_ report). The static and dynamic load cases considered in the analysis are described below and the detail input data are summarized in Table A-lil and A-IV of Appendix A.
4.1 Dead Weight Loading (Static Load Case 1)
The dead weight of the piping system is calculated assuming the system to be insulated and filled with water. The weights of. valves and valve operators, wi th appropriate eccentricities are included in the analysis. Valve weight and dimensions are taken from vendor drawings and information supplied by DPC and are summarized in Table A-ll of Appendix A.
4.2 Thermal Loading (Static Load Case 2)
The HPCS suction line is basically a cold'line containing room temperature water from the overhead storage tank. Thermal expansion' stresses are calculated assuming the design temperature of 120cF to be the normal operating condition. Thermal discontinuity and thermal gradient secondary _ bending stresses are negligible at this temperature and are, therefore, not considered in the analysis.
4.3 Internal Pressure (Static Load Cases 3 and 4)
The normal operating pressure for the HPCS system is the static head resulting from the overhead water storage tank. Constant internal operating pressures of 20 psi and 50 psi, Load Case 3, are conservatively assumed for suction lines 1 and 2.respectively. A pressure of 100 psig taken from reference 3 is used as the design condition (Load Case 4) for the complete HPCS Suction Line.
4.4 Seismic Loading A dynamic analysis of the piping system is performed using the response spectrum modal superposition method of analysis (Section 6.4).
Two seismic loading events are considered: the safe shutdown earthquake (SSE), and the operating basis earthquake (00E). The establi,hed de>lgn criteria (Ref. 5, Regulatory Guide 1.48. Nay. 1973) for Llass I analysis specifies that the OBE (or 1/2 SSE) must be considered in conJuction with the normal and upset plant contfition while the SSE must be considered in conjunction with the faulted plant condition.
s.
4-l
m.
m i
s 1
I Seismic inertia loading is ' imposed on the piping' system _in the form of selsmic acceleration. spectra which were derived for the LACBWR plant- (Ref.1).
The horizontal acceleration spectra used for the HPCS lines 1 and 2 are those corresponding respectively to the subsystem support points on the reactor containment shell at elevations of 745 feet (Water Storag'e Tank) and 700 feet (upper floor). The vertical response spectrum for the SSE loading is taken as 2/3 of-the horizontal SSE ground response spectrum assuming no ampliff-cation of vertical response in-the structure. For the Operating Basis Earth-quake the vertical piping response spectrum is taken as 1/2 of the SSE verti-cal response spectrum. -Damping values used are 1 percent for the OBE and 2 percent for the SSE.
i The horizontal spectra in either the global X-direction (Dynamic load Cases 7 and 9) or the global Z-direction (Dynamic Lead Cases 8 and 10) are appiled simultaneously with the vertical spectra In the global Y-direction. Load cases 7 and 8 represent the Operating Basis Earthquake while 9 and 10 repre-sent the SSE carthquake. The applicable response spectra used in the analysis for dynamic load cases are shown in Table A-V of Appendix A.
i Seismically induced anchor movements (Static Load Cases 5 and 6) for the OBE vere estimated by calculating low frequency displacements from the containment
~
t veesel response spectra at the different anchor point elevations.
r i
i I
i 1
1 i
i 4-2 i
i
-r.
..m._-,
...m.
,,_.m.-,.,...
.c.
5
$ TRESS ACCEPTANCE CRITERIA i
The requirements for acceptability of a Class 1. piping system are given in AEC Regulatory Position 1 of Reference 7 and Subsections NB 3600 of Section ill of i
the ASME Boller and Pressure Vessel Code, Reference 2.
Calculated stresses resulting from the design and operating loading conditions given in Subsection-NB-3110 and NB-3620 must meet the stress limits of equations 9 through 14 of i
Subsection NB-3650 of the ASME Code.
5.1 Design conditions-The primary stress intensity, resulting from the combined effects of the design i
pressure (Load Case 4) and the resultant moment' loading due to loads caused-by.
i dead weight (Load Case 1) and the. Operating Basis Earthquake (Load Cases 7 and 8), and calculated in accordance with equation 9 of Subsection NB-352 of the Code must be less than 1.5 times the allowable design stress Intensity, Sm, at maximua tempera ture.
5.2 Normal Conditions The-primary plus secondary stress intensity range resulting f rom the combined effects of thermal expansion, linear thermal gradient and discontinuity, (Load Case 2), operating pressure (Load Case 3),-anchor movements (Load Cases 5 or
- 6) and earthquake effects (Load Cases 7 or 8), calculated in accordance with equation 10 of the Code must be less than 3 times S.
In the event that the 4
m above requi rement is not met the piping product may still be acceptable pro-vided the requirements of a simplified Elastic-plastic discontinuity analy-i sis are met.
This requirement is met i f I) the nominal expansion stress resulting.from thermal expansion and thermal anchor movements, (Load Case 2),
a calculated in accordance with equation 12 of the Code is-less than.3 Sm and 2) if the range of primary plus secondary membrane plus bending stress intensity, resulting from the combined loading of operating pressure (Load Case 3), dead weight (Load Case 1), one-hal f the range of the earthquake (Load Cases 7 or 8) t and thermal discontinuity stresses, calculated according to equation 13 of the code is less than 3 Sm.
The requirements for acceptability under cyclic loading conditions are met by first calculating the peak stress intensity by means of equation 11 of the Code,-
i.
resulting from the loadings specified fo equatico 10 plus the loadings resulting t
(
from the non-ilnear portion of the thermal gradient through the-wall thickness i
(considered negligible in this analysis), and then calculating the alternating stress intensity in accordance with equation 14 of the Code. The total number l
of operating stress cycles must then be less than - those determined frun the fatigue curves from Appendix l-9 of the Code for the calculated alternating stress intensity in accordance with the requirements of paragraphs NB 3653.4 j
and NB 3653.5 of the Code, i
i 1.
I 5-1 m -.- --
-~~
53 upset Conditions The requirements for acceptability under upset conditions (not specified in this analysis) are the same as for Normal Conditions.
5.4 Emergency Conditions The requirement for acceptability under emergency conditions (not specified in this analysis) is that the primary stress intensity'. as calculated by equation i
9 of the Code, must be less than 2.25 Sm.
4 5.5 Faulted Conditions 1
i Under faulted conditions the primary stress intensity resulting from the combined ef fects of design pressure (Load Case 4), dead weight (Load Case 1) and the vi-bratary motion of the full Safe Shutdown Earthquake (Load Cases 9 or 10) as cal-culated by equation 9 of the Code must be less than 3 Sm-I i
J L
4 i
i 5-2
r l
6.
AtlALYTICAL METHODS 6.1 Mathematical Model in order to perform static, dynamic and stress analyses, the continuous piping l
system is mathematically modeled as an assembly of elastic structural elements Interconnected at discrete nodal points (Figure 3.1).
Nodal points are located i
at all points of interest in the piping system such as elbows, valves, anchorages, hangers, tee intersections, load points, all structural and material discontin-ultles, etc.
This three dimensional multidegree-of-freedom model of the piping system is attached to the " ground" (structure) by means of rigid hangers, sup-port springs, hydraulic snubbers and anchors. Stif fness characteristics of.
structural elements are related to the moment of inertia and the axial and ef fective shear area of the pipe cross section. The stiffness characteristics of the elbows and tee connections are modi fied 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 as-sumption has been shown to be completely satisfactory for accurate analysis of seismic response. Special items such as valves and actuators are nodeled by lumping their masses at an appropriate offset from the center-line of the piping system.
6.2 Static Load Anafysis The static load analysis involves the application of the following loading con-ditions and their combinations:
Design Pressure Gravity Loading (dead weight) and Sustained Mechanical Loads Support Displacement Thermal Expansion For the pressure loadings, the hoop and longi tudinal stresses in the affected piping are calculated using the formulae given in the Code (see Section 6.5).
For the deadweight, support displacement, or thermal expansion loading conditions the following equations of equilibrium written in matrix form are solved:
KU P
(1)
=
6-1
where:
System st i f fness matrix' K
=
U
- flodal point displacement vector
=
External forces, deadweight or equivalent thermal P
=
load vector.
The system stiffness matrix is obtained from element stiffness matrices using direct stiffness methods. The unknown nodal displacements U are obtained as follows:
K~I P (2)
U
=
The inversion of the stiffness matrix is performed using the Gauss-Seidel-tech-nique.
From the nodal displacements U, the member internal forces are determined using the member stiffness matrix. Finally the member internal forces are used in -
calculating the stresses.
6.3 Eigenvalue Analysis The eigenvalues (natural frequencies) and the eigenvectors (modre shapet) for each of the natural modes of vibration are calculated by. solving the following frequency equatlon:
(K u 2 n).{4n)
(0)
(3)
=
where:
ilatural angular f requency for the nth mode d
=
n System mass natrix M
=
Mode shape vector for the nth mode
&n T4ull vector 0
=
The eigenvalue/ eigenvector extraction is perforned using the Householder-QR technique.
6.4 Dynamic (Scismic) Load Analysis Considering only translational de grees of freedon and assuming viscous (velo-city proportional) form of damping, the equation of motion in matrix form can be expressed as follows:
M(i[ + 5[ )
}
+ C t
t t
gt l
6-2 i
where:
Relative acceleration time history vector U
=
t Ugt = Ground acceleration time history vector C
Damping matrix
=
U' t Velocity time history sector
=
U t Relative displacement time history vector
=
Rearranging equation (4)
Cb MU
+
+ KU
~MU P rf (5) a t
t t
gt e
To uncouple equation (5), assume U
$Y
=
t where:
Characteristic free vibration node shapes matrix
=
Y t=
Generalized coordinate displacement time history vector Pre-and post-multiplying equation (5) by the transpose of 4 and by 4 respectively and using orthogonality conditions, the follo.eing uncoupled equations of motion are obtained:
'Ynt 2 '#n A
+
"']
Y
+
" M ~ R nt n
n gt n nt where:
Ynt Generalized displacement coordinate time history for
=
l nth mode, I
>n Damping ratio for the nth mode expressed as percent of
=
l critical damping 1
M*
Generalized mass for the nth. ode n
1[ Min M
=
i ?n
=
The mode shape A is normalized such that ti I
n R
Participation factor for the nth mode
=
n 4f MI
=
M; t;n
=
l l
Column vector whose elements are generally unity
=
1 6-3
~ _ _ _.
The solution for the differential equation (6) is given by the Duhamel Integral t
Ynt d"gt e U (t-T) Sin un (t-T) dT
- n n M' u o
n n Using the response spectrum method of analysis, the maximum values of the gen-eralized-response for each mode is given by:
Yn max = Rn San M*n where:
Y max = Maximum generalized coordinate = acceleration response for.the-n nth mode, i -
S
= Spectral acceleration value for.the nth mode (from the appli -
an i
cable response spectrum curve)
From the maximum generalized coordinate response, the mcximum acceleration (Un max) and maximum inertia forces (Fn max) at each mass point are given by:
U "Y n max # n n max i
F "M
n max n n max The inertia forces (F
) for each of the system natural modes are applied as external static fo7cE97 and the piping system response (displacements, 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 sum of the squares method; lower I
modes having large contribution to the response (all modes having natural fre-quency under 30 cycles per second) are considered and higher modes with negli-gible participation are neglected.
i 6.5 Stress Analysis i
The design requirements of Section ill of the ASME Boiler and Pressure Vessel Code, Reference 2 (henceforth referred to as the " Code") for Class 1 piping sys-tems are satisfied when the calculated stresses in the piping system due to thermal expansion, weight, and other systained and occasional loads are com-i l
bined in accordance with, and reet the limitations of Subsection NB-3600 of the Code. These requirements are described below.
6.6 Pressure Design Check The minimum pipe wall thickness require ents for the design pressure are met by satisfying equation (1).
l.
i i
6-4 l
l
~ -
' ' ~ ~
~., - ~
4 t*
PD (1)
=
n YP[
2 (S +
n where t
= -the minimum required wall thickness, in.
m P
internal design pressure, psi.
=
Do outside diameter of pipe, in.
=
S maximum allowable stress'in the material at the design tempera-
=
n
- ture from Tables 1-l.0 of the Code, psi.
0.4 Y
=
6.6.2 Consideration of Design Conditions The' primary stress intensity limit.is satisfied by meeting the requirements of l
equation-(9) i l
By PDn
+ D2 D, M; < 1.55,
(9)-
o 2
23 t
i where:
Bj,82 primary stress indices for the specific product under-
=
Investigation _(From Subsection HD-3680 of the Code)
P design pressure, psi
=
Do outside dianeter of pipe', in.
=
' nominal wall thickness of component t =
norent of inert ia, i n. b i
=
y resultant moment-loading due to loads caused by (1) weight, M
=
(2) ' earthquake, considering only one-hal.f. the range of the i
earthquake and excluding the ef fects of anchor displacement.
due to earthquake, and (3) other. sustained design mechanical l
loads.
l S
allowable design stress. intensity value, psi
=
m i
6.6.3 Consideration of Normal Conditions Protection against fatigue failure is provided for by means of one of the two analyses dependent on whether the structure is subjected to elastic cycling or plastic cycling. The cri terion for establishing whether the structure cycles 6-5
in the elastic range or the plastic range is set forth in equation (10) (Para-graph 6.6.3.1 below) of the ASME Code. Compliance with equation (10) assures that, af ter a few cycles of load application, the maximum stress will remain within the range of tensile and compressive yield strengths, i.e. within the elastic range.
If this criterion is met, the fatigue evaluation (Section 6.6.3.4) is based on purely clastic behaviour.
If the criterion is not met, an elastic plastic discontinuity analysis must be made.
(Section 6.6.3 3 below).
6.5.3.1 Determination of Primary Plus Secondary Stress Intensity Ra'nge Limitarlons This calculation is based upon the ef fect of changes which occur in mechanical or thermal loadings which take place as the system goes from one load set, such as pressure, temperature, morent, and force loading, to any other load set which follows it in time.
It is the range of pressure, temperature, mo-ment, between two load sets which is to be used in the calculations.
The primary plus secondary stress intensity range limita. ions are satisfied by meeting the requirements of equation (10).
D _ M; +
1 EalATll+CE S
3 ablv Ta - dbT l$. 3S Cj PoDo
+C2
=
a b
n n
m 2t 21 2 ( 1 -v) where:
C,C,C3 secondary stress Indices for the specific component 1
2
=
under investigation (NB-3680)
D,t, I, S are as defined for Equation (9)
=
o n
M; range of noment-loading due to (1) thermal expansion
=
(2) anchor movements from any cause, (3) earthquake effects, and (4) other nechanical loads.
l lATl i
range of absolute value (without regard to sign) of
=
the temperature di f ference between the tempera ture of the outside surface (T ) and the temperature of o
the Inside surface (T;) of the piping product assuming moment generating equivalent linear tenperature dis-tribution.
T (T ) = range of average temperature on side a(b) of gross a b structural discontinuity or material discontinuity, a "b) = c efficient of thernal expansion on side a(b) of a f
u gross structural discontinuity or material discontinuity at room temperature.
i 6-6
E ab average m dulus of elasticity of the two sides of a gross
=
structural discontinuity or material discontinuity at-room temperature, psi.
Ea modulus of elasticity (E) times the mean coefficient of
=
thermal expansion (a) both at room temperature, psi.
poisson's ratio 0.3 y =
=
l l
Po inge of operating pressure, psi
=
6.6 3 2 Determination of Peak Stress Intensity The peak stress intensity is calculated by means of equation (11) of the Code for every pair of load sets.
This is the maximum stress intensity at a point including any local structural discontinuity (or notch) effects and any local i
thermal stresses.
j Sp Kyig PD
+KC Do M[ +
1 K
on 2y 3 EalATjl+KCE3 3 ab a3
=
T-2 21 2(1-v)-
t dbTb +
1 En}ATl 2
l-v i
where:
K,K,K3 local stress indices for the spect fic component under j
=
b 2
Investigation (N8-3680) r-Ea some as in Equation (10)
=
AT2 range of absolute value (without regard to sign) for that
=
portion of the nonlinear thermal gradient through the wall thickness not included in AT2 of Equation 10 *F below.
For a quantitative defini tion of l4T.1 and l4T l, see NB-3653.2(b) of the Code.
2 All other terms are as defined in Equation (10).
The peak stress, S, is used to calculate the alternating stress Intensity, Salt, p
i for the fatique evaluation (see Section 6.6.3.4) 6.6.3 3 Simplified Elastic-Plastic Discontinuity Analysis if the primary plus secondary stress intensity requirements of equation (10) are not met, the fatique evaluation must include the effects of plastic cycling by means of the simplified elastic plastic discontinuity analysis as described below. Only those pairs of load sets not satisfying equation (10) need be con-sidered. Equation (12) imposes a limitation of 3 S on the magnitude of the n
thermal expansion stress to prevent possible collapse due to the development of a hinge moment.
6-7 i
~
i l
Mf 3 35, (12) 5,
= C D 2 e
2.1 where
S, noninal value of expansion stress
=
M{=sameasN in Equation (10) except it includes only moments g
due to thermal expansion and thermal anchor movements The range of primary plus secondary membrane plus bending stress intensity, excluding thermal bending and thermal expansion stresses shall be 1 35,.
This requirement is satisfied by meeting Equation (13) below.
C'3 ab!db a - d T l1 35 II3)
O g Pa + C DA +
E T
2 bb m
2 21 t
6.6.3.4 Fatigue Evaluation if the conditions of equation (10) are met, or alternatively the conditions of equations (12) and (13) ars. met, the value of the alternating stress inten-s i ty, Sal t, is calculated by equation (14) of the Code.
S e$_
iib)
K
=
alt 2
2 where:
Salt alternating stress intensity
=
S peak stress intensity value calculated by Equation (11)
=
p K,
1.0 for Sn 135 (i.e. when equation 10 is satisfied)
=
m F
1.0 + (1-n)
Sn
_g for 3 Sm 3 s,
=
_n n
S primary plus secondary stress intensity value calculated in
=
n Equation (10) m and n material parameters given in NB-3228.3 (b) of the Code
=
The number of allowable cycles, N, for a given stress cycle is then determined from applicable design fatigue curves given in Appendix l-9.0 of the Code for the calculated values of Salt.
If more than one operational cycle is being considered which produces significant fluctuating stresses, a cummulative usage factor must be determined in accordance with Sub section NB-3222.4 of the Code.
t 6-8
The cumulative usage factor, U, is defined as:
U U;
ni
=
=
i where:
U; usage factor for each type of stress cycle, I
=
g specified number of times a given stress cycle, I, will n
=
be repeated during the life of the component Ng allowable number of repetitions for a given stress cycle, I,
=
from table 1-90 of the Code.
The cumulative usage factor, U, must not exceed 1.0.
6.6.3.5 Stress Range Calculations l
The stress range evaluation is carried out by means of one or both of two enalyses. The first analyses is a maximum stress range calculation in which the maximum range of stresses from each load set pair is used to form a " worst load case" which is assumed to occur over the total number of system cycles.
If this conservative check results in an allowable number of cycles not ex-ceeding the total number of system cycles, then no further analysis is required for the component.
If the maximum stress range check fails, an Individual stress range calculation can be made to establish component acceptability.
in this evaluation the stress ranges for individual load sets are calculated, pair by pair, in such a manner as to maximize stress ranges and the cumulative 3
usage factor, which must be less than 1.0.
6.6.4 Consideration of Upset Conditions The procedure and stress limits for evaluating upset conditions are the same as for operating conditions.
6.6.5 Consideration of Emergency Conditions The primary stress intensity requirements of equation (9) above (Section 5.2) must be met using a stress limit of 2.25 S.
m l
6.6.6 Consideration of Faulted Conditions The primary stress intensity requirements of equation (9) above (Section 6.6.2) for the combined loading effects of system design pressure, deadweight and the vibratary motion of the Safe Shutdown Earthquake nust be met using a stress limit of 3S.
m i
6-9 L.
l
7 DISCUSSION OF RESULTS The results of the HPCS suction line piping analysis are based on the assump-tion that restraints are located at node points 19, 28, 40, 50 and 79 of Figure 3.1.
These additional restraints, located at positions of expected large seismic deflections, can be made rigid anchors due to low thermal expansion effects.
The natural frequencies, of the lower modes of vibration of the piping systems up to 35 cycles per second, are given in Table 7-1 and Indicate generally flexi-ble (Iow frequency) systems.
The deflections at each node point due to the various load cases are summarized in Table B-1, pages B-1 through B-13 of Appendix B.
The maximum deflection due to the SSE seismic inertia loading (Load Case 9) is 1.20 inches at node point 8 in HPCS line. For a flexible piping system this deflection should be accept-able. The maximum deflection due to thermal exp"ansion (Load Case 2) is 0.18-Inch at node 65 Table B-ll, pages B-14 through B-22 of Appendix B, summarize the elastic support reacttion forces.
The results of the detailed stress analyses in accordance with the require-ments of Subsection NB-3650 of the ASME Code for Class I piping systems are given in Table Bill, pages B-23 through B-59 of Appendix B.
Class I stresses are summarized in Figures 7.1 through 7.16 indicating node points with stresses exceeding 5 ksi for specified Class I loading conditions. The maximum allow-able number of stress cycles based on the maximum peak stress determined from Figure I-9.2 of Section ill of the ASME Code, is in excess of 106 cycles. Con-sequently, in accordance with paragraph NB-3653.5 of the ASME Code, the maximum usage factor for stress cycling between the X and Z direction earthquakes, occuring at node point 18 of Line 1, may be taken as 0.0.
From these results l
It can be concluded that maximum and cyclic Code stress requirements are met l
for the specified loading conditions.
l i
e 7-1
TABLE 7.1 NATURAL FREQUENCIES OF VfBRATION HPCS Suction Line 1 Mode No.
Frequency (CPS) 1 3.62 2
10.27 3
20.20 4
20.33 5
32.83 6
33.11 HPCS Suction Line 2 Mode Frequency (CPS)
Mode Frequency (CPS) 1 3.13 15 20.36 2
3.44 16 20.84 3
6.15 17 21.01 4
6.53 18 21.49 5
7.10 19 22.19 6
8.02 20 22.64 7
8.82 21 24.92 8
10.68 22 27.49 9
12.05 23 28,13 l
10 12.23 24 28.16 11 14.59 25 28.79 12 15 93 26 30.40 13 19.18 27 33.60 14 19.75 28 34.24 i
l l
l l
7-2 l
l
,, J.'."."','!..,
,,d f10,09
,, ' ';. h ) -
(3 2,.
t
..m.
1 i
r i
FIGURE 7.1 i
HPCS SdCTION LINE I Class i Stress Analysis Compilance with ASME Code Equation 9
'O Applied Loads (Design Conditions)
J Design Pressure Dead Weight l,' '/T,'2'9 x'+ y Earthquake (OBE) n./
'5.42 Max. Primary Stress intensity = 10.99 Ksl
,3 (At Node 1).
Allowable Stress Intensity 1.5 Sm = 3.0 Ks I l
'../g~
(Stresses Greater than 5 0 kst Indicated) e 17 Py(L Sf*)#44f efLL tt FLOC 0'm4 L'at 68 al 3
N er2 v5 7-3 s
S, C.".'ler'.".
- &?-
Q a!
5 s
FIGURE 7.2
/
HPCS SUCTION LINE 1 Class 1 Stress Analysis Compliance with ASME Code Equation 9 Applied Loads (Design Conditions) 3 3
Design Pressure
(
Dead Weight-z + y Earthquake (OBE)
Max. Primary Stress Intensity = 8.37 ksi
)
(At Node 1)
.It i
Allowable Stress intensity, 1.5 Sm = 30.0 ksi s
4 (Stresses. Greater than 5.0 ksi indicated) f HPCS SJCTICm Llat se l
4 I
S t,
I0 Futt if0aa4E etLL 22 FLOCo**G L'#f
'* 9 i.
r*9 33
(
24 i
5
, l e
k li a
r,
' /
I 31f 7-4
)
y
.r-
.----c
i, l.'.'c' "','!..,
i
.+ 61.93 a" '12.1)
'O
. ( 5g i
i s
l FIGURE 7.3 a
r HPCS SUCTION LINE 1 Class 1 Stress Analysis Compliance with ASME Code Equation 9 Applied Loads (Faulted Conditions)
Design Pressure Dead Weight x + y Earthquake (SSE)
Max. Primary Stress intensity = 13.97 ks!
(At Node 1)
Et
(,",
Allowable Stress Intensity, 3 0 Sm = 60.0 ksi
}
(Stresses 3reater than 5.0 ksi Indicated)
- J,.'
Bl# C S SWCT*C's L'at 4
9 f
it I?
Fu(L Stoaagt etLL j
It it0CO'*4 tmf
'* st i.'\\M I
s
.e
,\\.
a, T T
"A 7-5 s
w-,-
+
y
S. J.'.*T','.',.
4
@?
4 0. 83
.m
(,6.0 By s
s FIGURE 7.4 r
HPCS SUCTION LitlE I a
Class 1 Stress Analysis a
Compilance with ASME Code Equation 9
- (5.58 Applied Loads (Faulted Conditions) 1 3
Design Pressure Dead Weight z + y Earthquake (SSE) no Max. Primary Stress Intensity = 11.49 ksi (At Node 1)
, - ~,
,, 'g Allowable Stress Intensity, 3 0 Sm = 60.0 ksi
'2'(6.01' s
(Stresses Greater than 5.0 Ksl Indicated) o 6 18 wpCS SJCfeCm Ls9f
.. g r e
l
- 7 IO Fvf4 l?08 48 stLL it FLOCO'*G L'ef
,e I,
le K
m II Ee 7-6
.-= _..
t se oYNTY.'..
.~ G..,D
- s
,/qq,,.1.r.
. g--
4 9
FIGURE 7.5 HPCS SUCTION LINE 1 Class 1 Stress Analysis Compliance with ASME Code Equation 10 e
6.16 Applied Loads (Normal Operating Cond.)
l Operating Pressure and Temperature Seismic Anchor Movements (x - direction) x + y Earthquake (OBE) io Max. Primary Plus Secondary Stress Intensity Range, Sm = 51.09 ksi (At Node 18) 5.1 Allowable Stress Intensity Range,3.0 Sm = 60.0 ks 3
h (Stresses Greater than 5.0 k'st Indicated) m s x,.c L...
....2
.s IO Futt $f C8eGI WELL
(~ * -
12 9 LOCO *ns Let
@k@
dIB % s N
\\
to'6 tt !"
7-7
s.oY.'E"YTYb
+
...g 3
9 7
FIGURE 7.6
/,
HPCS SUCTION LINE I Class 1 Stresss Analysis Compliance with ASME Code Equation 10 Applied Loads (Normal Operating Cond.)
s 7.23, Opera:Ing Pressure and Temperature Seismic Anchor Movements (z - direction) z + y Earthquake (OPE) so Max. Primary Plus Secondary Stress Intensity Range, Sm - 35 31 ksi (At Node 18)
'h Allowable Stress intensity Range, 3 0 Sm = 60.0 Ksl
'8
'8 3-(Stresses Greater than 5.0 ksi Indicated) hPC S tJCf'Ce t'*f 63 w
i.
e?
IO 8
l futt 17088 1 Wikt 33 f t000'm6 L'at 6.59) l b
4 9
/
,, N.
N4 I
,,6 3r j l
t9'c' 7-8
s,0Yh'iYl..
- (19
.,,n i (11
'.15 w-
'9 S
4 FIGURE 7.7 s
/
G HPCS SUCTION LINE I Class 1 Stress Analysis h
Consideration of ASME Code Equations 11 & 14 Applied Loads (Normal Operation Cond.)
. Operating Pressure and Temperature Seismic Anchor Movements (x - direction) x + y Earthquake (OBE)
Max. Peak Stress intensity, Sp = 51 94 ksi 5.1 (At Node 18)
,a 6.11 Max. Alternating Stress Int., Salt = 25.97 ksi 6
Max. Allowable No. of Stress Cycles, N > 10 (Stresses Greater than 5.0 ksi Indicated) pc, suct.c. u.
is it
}
kd%
j Fw(L S?0 sect e(LL 22 FLOC 0i.G Leaf 33 G
246 g.-
Itj I
u, l
re 7_g l
s t o'.'!s's",'!..
?dSh s
9 e
FIGURE 7.8 HPCS SUCTION LINE 1
- h Class 1 Stress Analysis Consideration of ASNE Code Equations 11 & 14 AppIIed Loads (Normal Operating Cond.)
Opgrating Pressure and Temperature Seismic Anchor Movements (z - direction)
'o z + y Earthquake (OBE)
Max. Peak Stress intensity, Sp = 36.17 ksi (At Node 18) si
'8' h Max. Alternating Stress Int., Salt = 18.09 ksi 6
Max. Allowable No. of Stress Cycles, N >10
.i l
NPC S Sutt'0= L'*(
($ tresses GreatCr than 5.0 ksi Indicated) 4 s1 IO I
Fugt gfoeact ettt 33 FL000'mG L'af G '*e e
(
I x,
8 a.,
If{
l
' 'm 7 10 l
r
- *URE ' 1 HPCS SUCTION LINE 2 Class i Stress Analysis Compliance with ASME Code Equation 9 HPCs sucisoN Ls=t
'"$" 2*taat Ao Applied Loads (Design Conditions) is sy
, t,
- u. a Design Pressure "29 Dead Weight x + y Earthquake (OBE) 3ci
'3' Max. Primary Stress intensity = 8.89 ksi (At flode 68) 32' 56 57 33 Allowable Stress Intensity, 1.5 Sm - 30.0 ksi
$4 as
'oo 3,
33 (Stresses creater than 5.0 ksi Indicated) 3, 3,:3, ss x
hT4 94 Si se
- s. g
[*2 y
40 Somn
'S' niti 6s H P. s( fi vg C E 06 REC T L th[
63 gg wA TEA TO ComE 62 sPRAYHEADER 60 68 2
X 67 suc?soM LIN E 8.89 so-7e y ses 69 CI 76 l
- o2 e( HPCs PuuP A i
72 74
.3 3
es se0 o '#
raou soosu" e2 PENTA 80 RATE 96 79-804 86 TAnn e
g5 p,,
no ai
__s
( t, 0 9.er i
dN] 90 y
HecsPuuP 8 93 89
[
94
p r
r*'"RE ' '1
(
HPCS SUCTION LINE 2 Class 1 Stress Analysis Compliance with ASME Code Equation 9 HPCs suC itON LINE rao= ovtast Ao STORAGE TAha Applied Loads (Design Conditions)
. Design Pressure 29 o
Dead Weight z + y Earthquake (OBE) 3o.
,3e Max. Primary Stress Intensity = 8.94 ksi (At Node 69) 32 56 57f 55 Allowable Stress Intensity, 1.5 Sm = 30.0 ksi
$4 loo 3,
(Stresses Greater than 5.0 ksi indicated) es f
33 49,
$2 g,
42 y
40
So nine
'S9 n1m 6S H P. $(P WlCE DIR ECT L*NE 63 6A 8.36 wAT(u To CORE 62 sPRAfHCADER 60 68 I
X 67
~. -
SUCTION LIN E 78 y 103 7
y, 7S 72 74 83 84 HPCs PuuP A rAou s00luu Y 97 e
PENTA 80 RATE 96 5.8 86 TANu y,
9$
gyt d
9n HPCs PuuP S 93 89 94' Y;
c. e.JR E ' l I.
HPCS SUCTION LINE 2 Class 1 Stress Analysis Compliance with ASME Code Equation 9 HPCs suCflON LON(
'80" 0* [a"E
- 0 Applied Loads (Faulted Conditions) sT0anct TANS Design Pressure 29 Dead Weight x + y Earthquake (SSE) 30<
3:
Max. Primary Stress Intensity = 12.18 ksi (At Node 68) 32 S6 Sr, 3
Allowable Stress Intensity, 3.0 Sm = 60.0 ksi 46 33 47 37,3s 39 48 S3 sm 44 2
49, gs W.
,.2 40" SO
,$9 nlm my 6S M.P. s(RveCE OIRECT Lisst 63 66 8'}
/
wATLa TO ComE 62
~~
I SPR At HCADER 60 68 r~ ~
h 67
' d)
$UCTe0N LIN E 7e y e03
- 7) 69 eos 76 9.58 io2 6.21 Sg 72 74 HPCS Puup A 83 84 3
85 96 o FAOu s00ium 42 6.63
+
97 96
~~
PENTA 80 RATE j
T A fs a 71-804 9
9 oo si 39, q
WPCs PuedP 3 93 Y
FIG"'" 7.1" HPCS SUCTION LINE 2 Class I Stress Analysis Compliance with ASME Code Equation 9 HPCs suC TION Lew[
raou ovtantao Applied Loads (Faulted Condit ions)
'S
~
sTonact ramm Design Pressure Dead Weight z + y Earthquake (SSE)
,04 3
Max. Primary Stress intensity = 14.14 ksi Q
(At Node 69) hr 35 h Allowable Stress Intensity, 3 0 Sm = 60.0 Lsi Q
S4
(%.,,,.,,
(Stresses Greater than 5 0 ksi Indicated) y'oa s
s, 8.,
x
,, G o.es, s.
42 y
g h--
40' SO
,39 6s n1tn mn n P. stavaCE DIRECT LlhE 6,
6%
/
waTEa TO CORE 62
/
2 x
sPRaf HEADER 60 SUCTION TIN E 17, 78 y
O 7.',,, r s g%
72 re HPCs Puur a 8,
84 0
6,0
- of FaOu 500ium PENTA 90 mate 86 7 -
104 7
f amag g
p., h,,,
so e-HPCs PutsP 8
i elGl'or 7.12 HPCS SUCTION LINE 2 Class 1 Stress Analysis Compliance with ASME Code Equation 10 HPCs suC TION LIN(
Fa0" OvtaHE AD
,9 sf on Act TANS Applied Loads (Normal Operating Cond.)
Operating Pressure and Temperature 29 Seismic Anchor Movements (x - direction) x + y Earthquake (OBE) 30<
3 Max, Primary Plus Secondary Stress Intensity Range, Sm = 13.00 ksi 32 s6 (At Node 44) 7 S7, SS 3360,1) h Allowable Stress Intensity Range, 3.0 Sm = 6.00 ksi 6
--(8. 30[Q-47 o
34 se O S'
- 48) / on i
'3 3s 39 S3
~
3s y -
(Stresses Greater than 5.0 ksi indicated) 6 (0 40) 2,,
4,,
f 3,
3 SI 42, y
'SS y
65 64 H.P. s[ R ylC(
08R[C7 L19dC 63 gg wAf tn To Cont 62 sPRAYHCADER 60 68 2
x 67
$UCTION LINE 75 y 803 69 80 1 76 7
7S 72 y,
HPCs PuuP A e3 84 5
65 99 +
P A8 T
7 A N et 79 g
66 c
95 80 8'
9e
,m,P.P. y @
G;
7 p g g..~e y, e s.
HPCS SUCTION LINE 2 Class I Stress Analysis Compliance with ASME Code Equation 10 HPCs sutis0N Lewt a
r a cas ovtantao Applied Loads (Normal Operating Cond.)
stomact ran.
Operating Pressure and Temperature 2,
Seismic Anchor Movements (z - direction) z + y Earthquake (OBE)
So,
,3i Max. Primary Plus Secondary Stress Intensity Range, Sn = 24.16 ksi 56 (At Node 47) 3, 6.36 5,;
33 0.3
. 4 3.9 34 3
6 i[s((too 43 53 9 738 3'
(Stresses Greater than 5.0 ksi indicated) 33 4
e 3
Shy I
's 9 65 H.P. stAvlCE DIRECT Lent 63 65
/
waTra TO Coat
/
sPRafMtaDER 6
I E
.J3 suC7 tom LIN E
,y.m so2
- s...
3 85 9 o
ra:=
't@
ee Tamu 95
.O 8'
,9e
. Cs.u.. y w '"
v Tn
-.~lRE ' 'S HPCS SUCTION LINE 2 Class 1 Stress Analysis Consideration of ASME Code Equations 11 & 14 HPCs suC 180N LINC raou ovtanta0 Applied Loads (Normal Operating Cond.)
sTomaGE raN, Operating Pressure and Temperature 7,
Seismic Anchor Movements (x - direction) x + y Earthquake (OBE) 30<
, 3, Max. Peak Stress Intensity,' Sp = 14.82 ksi (At Node 44) 32 56 Max. Alternating Stress Int., Salt = 7.41 ksi 33 h Q 7,7h Max. Allowable No. of Stress Cycles, N > 106 3*
ioo es j
M 3 ' 3 '.3., 3 9 48J; (Stresses Greater than 5.0 ksi indicated) 35 3
.. a a
"S' nun rrm M
H.P. SERVICE OiREC T Lipet 63 66 water TO CORE 62 sPRavHEADER 60 61 I
8 67 suC7aoM LIN E
,n 0.6 69 ion 76 I
7e 75 g
72 y,
HPCs PubP A 83 84
,.,6 3
65 98 O FROM s00 sum
+
92. '. 4 U 96 PE N T ASOR ATE 9
86 yM,s 804 TANK s
93 g,, jA,,
.o e.
HPCs PUMP S 'I 94' 8
/lGl...
7.lc HPCS SUCTION LINE 2 Class i Stress Analysis Consideration of ASME Code Equations 11 & 14 HPCs sUC TION LIN[
a[crak, Applied Loads (Normal Operating Cond.)
i9 s
pa Operating Pressure and Temperature 29 Seismic Anchor Movements (z - direction) z + y Earthquake (OBE) 3o<
'3' Max. Peak Stress Intensity, Sp = 24.16 ksi (At Node 47) 52' 56 6.36 Max. Alternating Stress Int., Salt = 7.90 ksi s.,o Qs3,n s7, s
u.
Q'33'tt0 y
5,/"
" ' ~ -
Max. Allowable No. of Stress Cycles, N > IC'.
4
- d4m, g 3s
.g
-=
(Stresses creater than 5.0 ksi Indicated) s.su 72 G4g ' "
@ sg, G,,
e,"
.6 G
. se...a
- o. m
<,N<
s
. WAT[R TO ComE 62 g
sPR Af HEADE R 6
6 s.
SUCTION LlN E 16,,
69 80,
g,
,2 74 HPCs PupP A 0,
84 3
9jO,,
6.29 85 FROM SODIUM 0
96 PENTABORATC 86 T A h st 80.
=
93
'A 9.
eo ai g ;,x jC-ms....y a
8.
CONCLUSION By providing rigid seismic restraints at the locations shown in Figure 3.1 the deflections and stresses is the HPCS suction piping due to a seismic event can be reduced to acceptable values.
The results of the subject analysis, which includes effects of five additional rigid restraints indicate that the deflections of the HPCS suction piping sys-tem, due to deadweight, thermal expansion and seismic loading are nominal.
In addition, che stresses resulting from these loadings as calculated and combined in accordance with the rules given in Subarticle NB-3650 of Section til of the ASME Code (Reference 2), satisfy the design requirements for Class 1 piping l
systems.
The rigid restraints and their attachments should be designed using the sup-port reaction forces given in Appendix B of this report.
l i
I I
8-1
(
i i
4 9
REFERENCES 2
1.
Gulf United Services Report No. 5S-1162 " Seismic Evaluation of the Lacrosse Bolling Water Reactor", dated January 11, 1974.
2.
ASME Boller and Pressure Vessel Code, Section lil, Division I, 1974 Edition, Nuclear Power Platn Components i
3 Sargent and Lundy Engineers " Specification for Piping System-Lacrosse Bolling Water Reactor" LACBWR #256.
4.
Sargent and Lundy Engineers "LACBWR" Project Drawing Nos. 41-503374, 503375, 503376.
I l
i j
l 9-1
J j
4 l
APPENDIX A i
LACBWR HPCS SUCTION LINE PIPING ANALYSIS i
ANALYTICAL INPUT DATA TABLE PAGE.
j A-1 Pipe Properties A-l l
A-Il Valve Weights A-2 A-lll-l Static Load Cases - Line 1 A-3 A-Ill-2 Static Load Cases - Line 2 A-5 1
A-IV Dynamic Load Cases A-7 f
A-V Seismic Response Spectra A-8
?
b I
i l
4 s
I t
4, r
!i.
t l
^
c
TABLE A-l PIPE DATA HPCS SUCTloN LINE WT. OF WALL PIPE WT. IN OtSIGN DESIGN LINE FROM To 0.D.
THICK FLUID INSUL TEMP.
PRESS.
NO.
RUN NO.
PolNT PolNT (lN)
(I H)
MAT'L FLUID (LB/IN)
(LB/IN)
(OF)
(PSIG)
I i
1 2
6.625 0.280 2.62 0.15 g
g l
2 28 4.500 0.237 1.36 0.11 e
2 i
19 44 3.50 0.216 0.90 0.09 l
2 40 33 3.50 0.216 0.90 0.09 g
h 3
49 82 3.50 0.216 0.90 0.09 4
79 88 3.50 0.216 g
o.90 0.09 o
c.
~
o 4
88 94 1.90 0.145 E
o.30 0.06
~
~
5 75 98 1 90 0.145 0.30 0.06 i
6 73 70 3.50 0.216 t
L o.90 0.09 1
?_
TABLE A-Il VALVE VEIGHTS TOTAL WElGHT ECCENTRIC WEIGHT ECCENTRICITY VALVE N0DE LOCATION (Ibs)
(Ibs)
(in) 4" Gate 27 53 0 0
3" Check 38 52.0 0
3" Check 43 40.0 0
3" Gate 48 - 100 50.0 10.0 10.0 I/2" Retief 63 11.0 0
3" control 71 - 101 234.0 110.0 21.9 3" control 72 - 102 214.0 90.0 21.9 3" Gate 76 - 103 53.0 13.0 10.0 3" cate 81 - 104 53.0 13 0 10.0 3" Check 80 52.0 0
1 I/2" Globe 93 49.0 0
1 1/2" Globe 97 49.0 0
?
~
TABLE A 111 - 1 STATIC LOAD CASES S'JCTloti LINE 1 STATIC LOAO CASE t
]
LO^D CASE TITI.E DEAD,rinHT Ann OTWER StiSTAINE9 MECWANICAL LOADS
>' UMBER OF SINGLE JOINT loans---------
O teljuRFR OF SifPPORT DISPLACFMEMTS------
0
- w " "" O as-o v 5eeptv-p,9+T Y--9 Y sMs C S --- -
0-r.uAVITATIONAL NULTIPL!ros : r -------
.0000 y--------
-1.0000 7~~m -
.00 0 STATIC 10A0 CASE t
?
-t:W-ASC--T+Tt-P TP" At--- "')C"*t-OsEMT-I N G C C'n I T I C N THEAw AL AND ppESSUQE LO Ar'I.:G9 FOD AtL PIDE RUNS LINE""
NL!NE?'
L O".
nESIGN TE"PER ArtioE TE"PER ATUPE TEMPER ATURE PRESSURE PUN PRESSUPE CHANGE GoADIENT GRADIENT STRESS IG OS!
DEG.
OFG.
DCO.
1 0.00 90.00
.000
.000 NO 4
STtTIC LOAO CASE t 3
--i.C A O-C A S E 7tT t. E OPfchi-1 $r&-*RESS UC E THE4" AL AND A9ESStJPE LO An tr 69 FOR ALL DIPE GUNS 1INESP NONLINEAD LONG.
nE;IGN TEuoEQATlio: TEvoERATUPE TE*PERaTURE PRESSu:iE
_ _ _.. - -.ptm _ cas:ssucE_._ _ 4 w cacg_. - f.nAnf et47.---
-GA AIM hi STRESS In DSI DEC.
DEG.
OEG.
t 3
Q O.0h
-0gM 0.000 0,00'
.k
- l l
A-3 l
TABLE A 111 - 1 Con'd STATIC LOAD CASES SUCTIO'l Ll'iE I l
97 AT-TG.. Loan-C ac9.s-- e- -- - - -
LOro CAsr TITIE pr 9 f e,N o P F % S'ID r THERuAL AND PRESSURE 1.na0fNGS FOR ALL PIPE RUNS
. plupa Acq. INE A 2-- -- l-084Gv-----
nE s t r.'J TEWEPATilor TF'.tDF p aTURE T EuPERa TU9E PAESSURE PtlN PoFSSU9E e H A rc,E coanIrNT GPADIENT STRESS
_ gn_ __.psy O Ec. - _-
ecq,._ _ _--DEG.
1 1n0.00 0.00 0.000 0.000 NO eit-TIC LOAD CASE :
S
-La An-C- ASE--T T Tt E t --S F i W *e--A w WM-*Ovu9+T G--W I RE G-T-1 CN I
silPPqoT nISolACEMENTS InINT Lna0 0 [Snt. A crvE$.'T DTSPLACEMFNT in TYPE DiorCTION MAGNilODE 1
Tue"S.
y 7200 14 TPANS.
x
.3700 i f,
_-y o wy
-x 12400 19 TDANS.
r
.1300 1
--SY*T-f C L Q a i C a 3E ;
6 Lord Ca4E TTTI.E SETSuTC ANCHOR 90VrMENTS 2 - DIPECTION
.coppoo T -9T9at 4C"PtTS--
.in ! N T Lo t.D DISolaCFvENT DTSPLACEMENT IC TYpF---
Oln ~CT IO':
s4ArAlT4,nE 1
TDANS.
7 7200 l
..}4 y o aug c -
-- ;r
. 37 0 0---
1 A.
TPans.
/
.2400 to TPa%S.
7
.1300
.m A-4
TABLE A Ill - 2 STATIC LOAD CASES SUCTION LINE 2 S T 9 T IC L O AO C ASF, t 1
LO AD CASE TITLF DEAN.rfGui ANO OT9EP SUSTAINEO HECHANICAL LOADS' "UMEEu or 9fNGl.F JOINT LcAns---------
O t'UHRFP OF supp0DT DISPLACFMENTS------
0
- L'u9en oc-S!cCONT!44!?v eToEscre- - - -
a rPAVTTATIONAL NULTIDLIFDS :
x--------
.0000 y--
-1.0000
.0000 S T ' T I C -t-0 1 0 C I E "
Loc 0 CASE TITLE THEDMAL - NORMAL OoERATING CON 0! TION
-%Ee=hL 4:s P;E5%ttRF-t-6mTnOS-FQ9-AMPE GGT,5 LINEAD NONLINEAD LONG.
DEMGet--TE TER ATURE TEN +TtfRE--TE"r:CATURC PRCSSURE PH4 PRE 95UPE CHAM 0E GDADIENT GPADIENT STRESS TO PSI DEG.
OFG.
DEG.
i 0.00 50.00
.000
.000 NO P
0.00 c0.00
.000
.000 NO 3----
-O rOO--
c e; 0 e--
-de c
.00c NO---
4 0.00 S0.09
.000
.000 NO E
0.00 50.00
.000
.000 NO l
-W
-Ow90
--% &; 0 0 ---
- O00
- -. 0 ; 6 N S-~
7 0.00 0.00 0.000 0.000 NO l
l I
STATIC LOAN CASE 3
LosD CASE TITLE Opr4ATING oDEssuPE THEPS AL AND PPEsstioE LO A0 f NGS Foo ALL PIPE PUNS i
- _ _. _ _ gyee n 4pg{NEan
. 4 O NG. -
0F91GN TE'PERATocF TE"PFPATURE TEMPERsTUPE PRFSSUPE DUN PDESSUPE CdANGr GQAntrNT GRADIENT STRESS 10
'SI D"c.
O E(-.
- DErr, 1
S0.00 0.00 0.000 0.000 NO l
- ;'.--- % e. n o- -
n.00
- 0. 0 0 0--- - - -0. 0 0 0--
.NO -
3 50.00 0.00 0.000 0.00n NO 4
C0.07 c nc 0.000 0.000 NO 5
- RO.04 0.66 0. 0G4-- --
0. G a.b - - NO -..
l 6
90.04 0.00 0.000 0.000 NO 7
0.On 0.00 0.000 0.000 NO A-5 i
l l
TABLE A 111 - 2 Con'd STATIC LOAD CASES SUCTITI LINE 2 ST+ TIC LCAO CASF f 4
LC an. r Agg..I i T L F-t 0ESirA corSSuar THEPM AL ARID PRESSl>DE LO A0 f tsr.; F04 AI.L PIDE RUNS tINEAQ NONL!*4 EAR LONG.
nFSIGN TEMPFPATtJPE TEHPFRATURE TEMPERATURE PRESSURE,
= on9__ ops csuo s---4k A4r,F-.--..r.o A&IENT
_naADIENT
-S T H E SS---
In PSI DEG.
OEG.
OEG.
I-
--100,00
-9.00
-0.000 0,0 0 ']
N O --
?
100.00 0.00 0.000 0.000 NO 3
100.00 0.00 0.000 0.000 NO -- - 100. 0 0
- -- 0. 0 4
-44004- - - 0.000
-NO- -
5 100.00 0.00 0.000 0.000 tJO 6
100.00 0.00 0.000 0.000 NO 7
0.49 0.00 0.000 0,000 NO--,
-s T*T-IC-t.4) An-C A 5 E-:
5 LOAD CARE TTTt.E t
SE!54TC ANCHOR MOVrMENTS 7 - DIRECTION
- AUA90'T M4chACE"e"T e
.3n197 I.0 a 0 O!SDLiCf"ENT O'SPLACEMENT Ifi TYF OfoFCfICN MAf*!%DE SO TRANS.
X 4320 STrTIC LOAN CASE :
6 l
Loa 0 CASE Ti1LE SEISMir A*'CH03 MOVEMENTS 2 - DIRECTION CUPPO4T nispLACEuENTS
. tot tr
-- Low-- n19 nt-c eF'+EW- -0 ? Soi.:A C E M E N T-- ---
In TYPE OTcFCTION MAGNITUDE 59 T u a ts.-
7-4320.-
. _. 3 I
A-6 l
s-.
_.. _ _. _ _ _ - - - _ _ _. _ _ _ - _ - _ _ _ _. ~. _. _ _ _. _..
5 i
5 i
r 1
l a
4 I
Il TABLE A-IV i
1 DYNAMIC LOAD CASES i
j Suction Lines 1 and 2 q
SPECTRUM NO.
IN GLOBAL SPECTRUM MULTIPLIERS l
LOAD CASE NO.
LOAD DESCRIPTION X
Y X
X Y
Z 1
7 x + y Earthquake (OBE) l 3
0 386.0 128.7 0
i 8
z + y Earthquake (OBE) 0 3
1 0
128.7 336.0 1
9 x + y Earthquake (SSE) 2 3'
O 386.0 257.3 0
i 1
10 z + y Earthquake (SSE) 0 3,
2 0
357.3 356.0 I
i I
I e
6 Y
~
I
TABLE A-V SPECTRUM RESPONSE SPECTRUM SUCTI0l4 LINE I SPECTRUM NO. 3 SPECTRUM NO. 1 SPECTRUM NO. 2 (Vertical Ground SSE)
(Horizontal DBE)
(Horizontal SSE)
Frequency Acceleration Frequency Acceleration Frequency Acceleration CPS C's CPS G's CPS G's 40.000
.12000 40.000 14000 4 4. 0 0 a-
. 7 0 0%-,+
33.000
- 12000
- 15. 0 %--
_.,3g4 gq,oon 70000
-oo7een---
_.;23003 IP 000 43000 12.009
.75000 15.000
'32000 10.000
,78000 10.00%
- I v l 5 40&---
10.000 5?000
- ~s W
-l ie-7404-o.000 1.60000
- - * - 0 00--
.60000---
6.000 1.33000 6.000 1.90000 5.000 "65000 5.000 l
1.46000 sv.-O r+ -2 6 2 OHO-3.000 70000 4.444-
-1. A n 0 0 0 4,000 2.15000
-M 5 00---
-72 Wo 3.500 1.26000 3.500 1.00000 2.200 63000 3.000 1.20000
-4.004-
--l64000&--
2.000 59000
-d e W 4.-7 2 0M--
2.50n 2.%000
-tM0ft-
- -4400G 2.000 3.18000 P.00n 5.75000 1.754 4,50000 5.00000 800
.24300
- 1r50
--1,5 40 0 4
._1,754- -631 M4^
1.000
.31000 l.500 1.250
- 1.24000 1.259 2.05000 mF0ft--
- rt9 0 0 ^,
1.000
.60000
-- 4. 4.39-- -1,44^0^
400
.13003 75G
--.32eee--.
,750 50000 200 05400 500
.16000
.500
.25000
-r100-~
.-M 4 SUCTION LINE 2 SPECTRUM NO. I SPECTRUM NO. 2 SPECTRUM NO. 3 (Horizontal OBE)
(Horizontal SSE)
(Vertical Ground SSE)
Frequency Acceleration Frequency Acceleration Frequency Acceleration CPS G's CPS G's CPS G's '
40.000
.25000 40.000
.p300g 40.000
- 12000 10.00s-
_. 2 5Me--
~19T00'*~
"v"'
-3 ' * "- " ; TN 9.000
'2 10.000 43000 M.000
.23000 8.000 Q.000
.50000 i
l
':gr 4;3 000ggr 1::; ~0* ;r M 4"an -
- W
.60000 E.000 55000 6.000-
.63000
.65000 46000--
-. 6 MOO--.
~ % 00
'- * %000--
'MN 3.000'
- 62000 4.000 1.10000 2.500 72000 P.500 '
l.o0000 <
1.000 1.10000 2.00e-
-1., p sog_
-h 5 M
-1.-*0&H-,
{.63000 1.800 3.00000 7.000 P.A0000 -
1.500 44000
".>'vv-1.600 3.00000 I.A30 3.95000 1.000
.31000
--l.444--
),g4494_
l. 70e 7 400M-4 00--
+ 24 300-1.200
- 78000 I'960 3.40000 600
.19000 1.00n 48000 1.3nn 1.60000
. 4 9.-
__,_31gna_.
1.10 +-
.13000 04W l
400
.20000 1.0cn 63000,
100 01400 600
.16000 000 45000 l 4 0 +-
.35000 '
-.SoF
.16000-.
76n
.25000 A-8
- e. -.
i APPENDIX B
.LABWR HPCS SUCTION LINE PIPING ANALYSIS TABULATED RESULTS TABLE PAGE 8I Joint Displacements B-1 B 11 Elastic Support Reactions B-14 8 ill Class I Component B-23 Stress Analysis PIPESD Results t
i b-l
+
l i
t c_
's "
1 w
4-i s TABLE B-1 JOINT DISPLACEMENTS B1-1 HPCS Suction Line !
Pages B-2 to B-5 81-2 HPCS Suction Line 2 Pages B-6 to B-13 4
4 4
s G
t
}
4 i.
(
Note: Designation "ECCS" in the following tables is synonomous with designation "HPCS" l
B-1
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TABLE BI-2 cres me.rIW LIN-2-
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TABLE B1-2. Cont'd cCC5 sdcTicA-Lly:-2
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.0000124
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.0000000
-M s25+P?&33 000091+ m 000%to-- S
.0000000
.0049000
.0000^^0 56
.2165103
.0035166
.0036003 95
.0060162
.0000156
.0000173 5t
.194o036
.0002024
.026095?
44
.0000006
.0000041
.0000151
- stM 7%e. 015M1 '.
05Sott+ - 47 m a^000^2
.000001"
.009404 57
.16?4771 0353789 06747A2 93
.0000000
.0000000
.0000000 5
0164416 0353431 0064499 10n 7941270
.0004429
.0006230
--Sw
- ci r19%e- ;03931-0+-
. 0270e6 a-- -F01
-- a o00593-- % e00a?+3
.o0 N 6
.1474695
.0065796
.0333192 10?
.0000496
.000014a
.0004513 6t
.1463165 0007033 0317n68 10,
.0000474
.000046e
.000nlol N
- ql-390W^
.000 % 01
- 702Mt-p+- -l a
-. 0 00ew3-
-.0 0 0 0 2 t c
.0009044-61
.0170724 0173154
.02n3179 m.
.01o7954 0219454
.02n7194 6;-
. noa n9n-017A71n-
. 617 mA-6'
.000318?
.0000187 111 044 67
.00nscol 0007067 11371q4
- s---
.n9nA2AA
,000 % -..,0001 p-S'
.0n610u1
.0001791
.0003a72 B-8 l
t
TABLE Bi-2, Cont'd c a. s,ar r i:J, L 14.:.- 2 i o1 1 7 n I sP Laero E. N T5 se 14uir anC 400 u0wm;'Ti OPECT 1%
(LOAD CASE 6)
JOI"7
/--- ntqDLACEMENTS ( In
)-----/
-M}m
-r y
2-- -- -
- Y ---
1
.0000000
.0000000
.0000000 76
.0002942
.0007560
.0026410
--2 "
.0 MIA32
. 0M40%
,000M10- 7 '
.-0 0 0 2 """
-.000 0?M 001 W 30
.0000194
.0000170
.0000141 7'
.0002002
.0000193
.0008a62 31 0010'05
.0000769
.0026000 7'
.0003077
.0000P08
.00007P1 --
. 00006C-. 0 0 09349
.0 00 H 15-
-7'
.0007 T
.0ME
<-0 0 0 0 ' W 33
.0474051
.000041P 0083Ps3 7%
.0013712
.0003183
.0006677 3s
.0933407
.0001767
.n173a3a 7'
0013727
.0002911
.0011604
-3 '
.0013414-
.0000493--
.0144400--- 77
. 0 01-32A7--
. 00Go2 U-
.MM %2-36
.0033451
.0009936
.0277471 73
.0008055
.0004406
.0026405 37
.0029755
.0004837
.0282693 74
.0000000
.0000000
.0000000
---3"
. MP 54-7 '
.0041+3"
. 0 P A47 A4--
30
.0026299
.0000956
.0285m97 Hn
.0000007
.0000047 0000510 40 0000000
.0000000
.0000000 81 0001200 0000476 0001499
': 1-
.000154'
-. 0MO A %--
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. 0000464-- ; 0 0M50P-4)
.0011697 0054597 02H1239 83
.0004369
.0000493 0001c03 41
.0018730
.0022422
.0281966 8s
.0003659
.000)P94
.0001033
. 09P A451-. 000N2-7
. 924P7 0 3-
- A:---
.0003M3--.00014&t
- 000+762-4t
.01747P6
.0076685
.0245o14 8'
.000?a29 0000024 000n130 44
.04%F037
.0100905
.9?49129 97
.000?792
.0001519
.00010A0
_u-_ -
041o anw.. 0 0196h. 9 5 2 M 3 3 - - A * - --. 0 0 0 77 4P-- ~. 0 00 2 3 3 0
-r; 90 0 l>7 2-
.0110920
.0011891
.14650A0 83
.00077a6
.0001980
.0001135 44
.0707219
.0000145 227670R og
.0002APO
.0001499
.000a759 5^
.0000000 --.0000A00
. a320 A 00-91
.0002725 60004*97--
.-000&7 51
.0P33726
.0360729
.P250123 9)
.0002325
.0001216
.0000001 57
.0741006
.0155479 7241945 91
.0000477
.0000014
.0000000
-- D
,41%7AR---.004-k% ^
,,2 2-43 t4---
t
.0M0000~ 000M00
. MO M00-SA
.0071676
.0074540
.2241P0a 90
.00007a5
.0001513
.0000435 5t
.coca!62
.0009494 210767A 95
.0000031
.0000297
.0000400 A -._ onc Al n-_
ol 2 %Au--
,19 014-9 0__.m_ __. pgel '
,og glx-__,44001cn 5'
.0141095
.01996"'
.148SA51 9A 0000000
.0000000
.0000000 59 0n28787
.0199-
.0170'47 10n
.0146467
.05314H9
.1465360
-M-
. 4 2 2 64Q 6--
. O l d'-
.0M14SL 401
. MMO-17 0
. MG0F ?
.n027"?
S,
.0?91P55
.01
.0826452 107
.0002a14
.00n0193
.0012154 61
.0pa0694
.01*
.0815o83 107
.0412036
.0002911
.0009049
- A 1_ _ --.9p 44.24c
.o 4.-. 0 7 0440 8-- I C s
. M M 0+r1 r0&tHWP6
. 00 01 W 1 6'
.00317a3
.0796766 64
.n0P4396
..o748741
--- C -
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. 4 7 3n 7 a 3-6%
.no74144
- .0410110 67 0069050
.b.
.07464^7
-- 6 2 ---
. 0M32 A7 m 0006i- -
. 0 04EM-7 6%
0007943
.0003275
.00Pd177 B-4
~
t TABLE Bi-2, Cont'd
~ '5 =U0 i 61 + 2-p a [
q T
q T 4 P ( 1 (
c'
'J T $
X +Y FAGT W 4.*.4 ~- 1/ d-C G -- {.% 4-(1.0A0 CASE 71 T07 a L fTS*WSE-E404-s-HO4f---l-THWEH-24-M-- SGSS-- SuuxAT 100 J 0 ! ".T /--- nISPLACMFNTS ( TN
)--
z_ ---/
x __
y.
. _ -_ -. 7 fa n.......
-y..-
..y-.-..-
lu
.0000000
.0000000
.0000n00 76 0044454
.0038507
.009811A
_2 t -.
.00 GL6'
. 004022 A-
. 002 7344- - 7 t-
. 0 04 4't94
. 00ctrF 9 5
. 0 07tto't 31,
.000?7AA
.0001767
.0000599 7;
0044149
.0002161 0039990 31
.01074?!
.0002781
.0113180 73
.0043als
.0015919
.0026P33
- 3'
.0044700 1000-3M5 1000-1-100 7.
.0057359
.00-3091%
. 0 02r2*
- 33 0947164
.0004264 0289737 79
.0074424
.003322?
.0032550 34
.0290A97
.0013645
.0380a66 7A
.0074458
.0023537
.0046933
-3r a nan 0_7rg
,09}4}'-
7036;u q3 7 7-.
ggnya4gy
, g 001-1$
. 00894p 3.,
.0791012
.0007617 0226S44 7a
.0058574
.0026933
.0098294 37
.0113A09
.0012313 0173A20 73
.0000000
.0000000
.0000000
-3 >
. 04e-39-3"
.0024"'"
.00M 003 06 0000222
. 00frt+1 i
. 0 0-tMC-30 043945R 0020110 0040411 81
.00?4660
.0008556
.003P992 4e
.0000000
.0000000
.0000000 as
.0043671
.0022150
.0032653 9
..o n TGA66--. 0 0001-11
.0M5324----4
. 0 ty4Wi-7
.9107091
.00-3??t9 -
47
.0199449
.0004674
.0n26675 da
.0019018
.012189?
.00296R0 43
.0119790
.0002P47
.0026747 8e
.0036051
.0120"77
.0031755
.. A -.--.,4449529
. 001-C A7 ^
. 092-6Al ^
W
.c0-3c 'r-
. M1 ^
.-00'5tn5 4-
.106'684
.0041266 0026999 B'
0032357
.0039090
.0051622 48
.1444746
.0003473
.0027173 Sw
.001219?
.0030000
.0052603 4i.
.1317773-
. 0000 564--. 0024a9& -r
. 0 a pwA-. 0027%3 790-3?t7 4-
.0912990 0000549
.0036917 9e
.0013340
.0026707
.0021141 4 '.
.0641723
.0000549
.0033139 91
.0033379
.0026A89
.0006532 5+ -
-.0000000-.0000000--.0000n00--4:
.onpoe33
.-90 4n3
.0000047-51 067?l47
.0111165
.0082alo 9,
.n006104
.0000207
.0000018 SP
.0755940
.0317865 0132049 9a
.0000000
.0000000
.0000000
- Sa
.1-33a44&--.00143:
6 0-1-3 M W 9'
.0a09^^7
.003Z 3?
.-00279&P Ss
.1976509
.010*134
.013306R 9'
0000121
.0030^05
.0012403 Sc
.20A7412
.0007004
.0212c50 97
.0000146
.0002264
.0003971
- 5+-- --. ?0a717 0-- v 0 3 0fr76-2
. 954?c 74--
^'
.0000000
.0009000
.000000D I
57
.1789047
.0Y97424
.068471A 100
.0050162
.0005316
.0036?l7 I
l So
.0190111 0917574
.0377762 101
.nn94All
.0006295
.0114433
- So--
.7 215153
.0597721 ml %1134-- IV
- -. On*7977
.0 0071 M -
riO-0*-14 An
.7744039
.0227C54
.2139419 101
.0070409
.0021537
.0046030 61
.2710026
.0212592
.P151672 104
.0n25460
.0009556
.0039318
- 2- -
.-2973250
.001-15-70
. 71 +3 344--
61
.1640212
.1319719
.?l8413n 6s
.19A2?A4
.1420335
.21a4100
- 6'-. - -.1 % T A 7 0 0-.114467 '.3014C77 -
6'
.1932703
.0093'c0
.139119A 67
.1179373
.0031?59
.1061932
.%7 M32
. 0 0W ' 1 r4154443--
69
.0044477
.00**'57
.0103790 B-10
TABLE BI-2, Cont'd n:r,'s %pq gz.w.y. g..
J '0 * ! r! T
+f
- -O f.
3 -O r M F Pt - T-t-Z + Y rARTHOUAkE 1/P SSE (n4F)
TOTr.l. RFSDn*$F ECUALs pnaE 1 THunUGH 25 mY SOSS SUMMATinN JOI"T
/----nT99LACEMENTS ( in
)-----/
G I t' x
Y Z
X Y
Z l'
.0000000
.0000000
.0000000 70
.0022078
.0014058 0255953 2 '-
.0017953
.0000346
.0045032 71
.0022108
.0002432
.0202139
---3 n 4090s747
.00006"'
.0000"29 7?
. onPAF41
.0001177
.0105 " '
31
.0047413
.0001036
.0090140 73
.00?2182
.0009991
.0027027 3P
.0002144
.0001347
.0000a22 74
.0059149
.0018487
.0027941 34
.+ 04 M M
.00e158"
.01 % 492--
h
.4F47A3'
.0424753-
.00-746-3-3-.
34
.0112458
.0004975
.01847A0 76
.0107733
.0016934
.0120P79 3G
.0112475
.0003740
.0165al5 77 0107902
.0002243
.0211019 3'
.tH P55'
.000SE51
.0110410
.0054555
. 00334M
.0255PO^
37
.0116705
.0007817
.0105714 7'
.0000000
.0000000
.0000000 3a 01390Al
.0004969 01014P6 89
.0000149
.0001361
.0006126 3'
.Gt*A400 00 W 93 4 0 lM*dr7-P '
.0000 F 2
. 000M S '
.0414044-An
.0000000
.0000000
.0000000 87
.0022148
.0013744
.0014106 41
.0016125
.0000300
.005R499 83
.0037372
.005a917
.0014133 j
300-7-79-77
.001^78'
. M 0r ^'
-- B '
.-004P5 0 0
. 00MF1. 00-F7f-el l
l 4'
.0114704
.0007230
.010094?
85
.0010750
.0063387
.0021906 44 0191915
.0007301
.0101146 8'
.0020719
.0063654
.00214A7 -.0D0492
.0027265 u 0 t 19 4 - --8 . 0 0P4444-. 0 017 ': P" s@037716 46 .0961078 .0004964 .0102144 83 .0078AQ3 .0024324 .0030730 47 .0546161 .0000901 .0110595 80 .002A456 .0020001 .00lH416 As .0 % M A' - 00009M- .012 9 20 0--Q'+ .00?^"23 .0M4 0 P ' .0012300 4c .0 PPA 120 .0000776 .0114439 91 .0079010 .0010074 .0003971 56 .0000000 .0000000 .0000000 97 .0025092 .0015371 .0000036 5: .047994'. 4 0 0+14' .019el-3r O . 0M5 l ? .40MF7-3 .400001'- r SP 0720197 .013G029 .0295464 94 .0000000 .0000000 .0000000 52 .2444?A3 .0019163 0249912 94 .0007318 .001747? .0015787,147 P P ' : .0P46044---4020A M7 9' .tm003Al-.0041181 .0004? 59 4311194 .0010622 .04902A8 97 0000128 .0003682 .000P798 55 43111a8 .0690418 .12319?9 9" .0000000 .0000000 .0000nn0 _.5 L _......, v.4g sg A___ ,13 3uS4 -- r 154-3642-104---- -- -. 04 44 7 9 P--- . 0002g4a.__ _,o}33,c3 59 016?213 .133612? .077A109 101 .0041144 .0002437 .0280317 S. 4912774 .1336744 3656A18 107 .0024608 .0001177 .0159712 4W7-4 27- - 144---- .0 t OSP'S . 0 0-1 '. " 3 L .41 1-746e- - -6 A- - --. 404P 450-- . 04-3R19 " 3 l 61 6071057 0392803 4744729 104 .0011120 .00063B6 .0015493 1 67 972024R .001359' 4831790 -- 6 2 .1999 A on-- .1472349-34 A 31443 64 .11440l? .1914486 4P311's 64 .0695606 .1119270 4462047 -- Ac... -. nAss ) a3_.,oolacam..._ 29347og__. 67 0647141 0050570 9102020 62 0649114 .0050485 436dA93 - bc- - - . 0 e 3 2 0 *"- 002LO9'- - 02 4 746--- B-Il l
T TABLE B1-2. Cont'd FCCS SUCTICN.LINE 2. s.. *.AT
- 4. 4.. L,.
' ~
- 4. L a. -i
- y. y fAkTwQ' Jar ~ c c C*
(L O AG -C A.L-V F--. TOT.L PF5PO9E FOU AL S MOPF 1 THunUGu 2" QY S055 50"MATION JOlh7 /----DISPLACFMEN75 ( IN )-----/ nl^ x Y 7
Y--
2 1> .000000 .0000000 .0000000 7a .0073561 .0057373 .0175151 20 .0079728 .0001482 .0046496 71 .0073427 .0009272 .0135040 --- 3 ' .4904457 .000e*1t . 000e47-3 7e -. O e7-3 t-3 '. .000-132' .G07ii77-31 .0173771 .0004442 .0184241 71 .0072404 .0027787 .0044754 3? .0009298 .0005775 .000192P 74 .0095904 .0052305 .0044779 3' 4 0 tM644---,0004Al-1 44%W1-7' .0-175 90 .0050549 .0057705-3 r. .046'5008 .0021799 0610616 76 .0175063 .0039958 .0082665 3% .0465095 .0016181 0580124 77 0125993 .000P127 .0143967 3: ,0465CM--.001-7630 . 0-36e&7N -7 - gnew093-- 00490' : a tl-79t-1 37 .0501108 .0019784 .0277563 78 .0000000 .0000000 .0000000 3a 0644996 0039889 01414P4 86 0000369 .0003192 .001H379 l' . 'W49-16 5 .00-3272' 406M73 S1 .0001020 .0015103 .GG54^05 40 .0000000 .0000000 .0000000 8? .0072375 .0038731 .0054974 41 .0050140 .0000183 .0027073 8i .0076347 .0186460 .0055081 ,M20 P 2 . 0 0 0Al-7 6 --. 404%64----h - . 4 068-7 R ^ .021660', c00504&l-- 4' .0510140 .0003977 .0049696 8e .nc60989 .0211564 .0058985 44 .0716930 .0018415 .0045798 84 .0059670 .0189780 .0080107 7 .1-7' I M 7 .00-7661' . aG44099- - s eq%eOS . 00#-7-70 ^, .00990-% - 46 .7374460 .0006067 0046416 8a 0095094 .0067151 .0041473 47 .p004418 .0000976 .0091167 80 .00951A7 . 0 04 '! ! P P 0055519 4' cl*921-7^ . 00 &C994- .0067*l-1-i-43 ---. o e c A 4-1 9 .-0 0 0 3 " '- - . G G36CRO-- Ao .1019514 .0000927 005A195 91 0096o97 .004592> 00117a2 50 .0000000 .0000000 .0000000 9? .0049451 .0035819 0000082 51--- ml177209E 1117654 . tr1W7 51-- --* -- - 0040450 .C000357 4000032-Sc .1227PP4 .0505339 .0235813 9c .0000000 .0003000 .0000000 53 .21286P1 .0023465 .0236041 9e .0017001 0067596 0030911 -5 ; e-373669 3 .0147's13 g e236 M?- -- >-0000"40 .0053191 . M et*74-- Sc .3720647 .0011877 .0336450 97 0000746 .0014426 .0006206 Su 3720589 .055a650 .098a;A0 9' .0000100 .0000000 .n000900 -5 '-- - ;? f-70 A AF tt08'r591 .-124 5 75 & l0*- -.15rl 4154 + 00tWi @----. 0 0&N-5 'd .0576393 .1086897 .066;669 101 .0002597 .000427? .0210457 5' 4070580 .1087179 .3037a40 102 .00790;7 .0001329 .0139A94 -6+ 4 4 4 *3 4 01-- . 0 4 0041-7-- ~.-3 " 7 3'7*
- 10 *- -
.0170171-4 00N454 . 0 0 A lt4'2-- 61 4023722 .0370293 .1905977 104 .n047P18 .0015103 .0065067 6-4677678 .0018512 .3968n53 - 6 w- --.-251 M 90 . 2106t27 .- t 9694'r7 66 .2314535 .2251670 .3969411 6t .P?14434 .1799007 .1661133 -6 . 2 >36?04 ant-35 W - 7517 H 4--- 67 .200A?22 .0081221 .1401677 6' .311?902 .007AP43 .0274232 - 6 ': ane?3';92 . 00642frl . 91 a++15 B-12
e TABLE 81-2, Coat'd ecrq Sac t icA t l.. 2 -d O-! 9 T-n iSA L- +- C-E-M -E N-T- S 7.Y EARTHCUA^E scE R O AO C ASE---1 G+-- TOTAL PFSPONSE EDUALS MonE 1 THPOUGH 25 AY SOSS SU9 MAT 10N J0thT /----015 PLACEMENTS ( IN ) ----/ Gin X Y Z X Y - -.- 2 lo .0000000 0000000 .0000000 70 .0039303 .0034401 .0451955 20 .0023154 .0000611 0077a33 71 .0039354 .0004375 .0356196 --34 -- -. 0004-3 F 1--,004144 0 .0004443 ?' .n039m .OA4312' .41 " ? 5 6 2-- 31 00A3971 .0001837 0156746 73 .0039444 .0017A6? .0040936 32 .0003Al2 000?391 .0001434 74 .0104A15 .0032921 .0049961. A1-744A4. 0 004224 A-.-.-029442 3---7" .0140453 . 99-3M70 .0134-790-34 .0149099 .0009417-03P3431 7* .0100622 .0030376 .0212134 3c .019912A .0006606 .0290712 77 .0190932 .0004049 0372cl7 - -.3 "-- .01492AS- .0014791 0193233- ---77 - 401-14595 .00'e^M5 .-961-760-37 .0206092 0013750 .0184479 7c .0000000 .0000000 .0000000 39 .0246473 .0015974 .0176790 80 .0000P67 .0002446 .0010750 -3 " - 1974-366' .001930-7 . 01741 A A- - ron 16-321 .00-1-1-45-3 40026450-40 .0000000 .0000000 .0000000 BP .0039423 .0024544 .0025055 41 002A905 .0000520 .0101c53 81 0065Aa2 .0105283 .0025104 . 6 7-765 .0434-3-39 -.01-74-782 - 6 '- . 0cs-7 Pen r01-P 3*e-7 . 00-3 0t? 4-4' .0P02957 .0012557 .0175'PQ ac .0054135 .0122127 .0039105 4. .0260061 .0013000 .0175c14 d' 0051410 .011136? .0052617 . 09A-3 30" .0044054--.0176546-~~ 82 - - .065024', .0031125 .-00 % 797-As .09Q3'P9 .000Pa73 .0177763 8o .0050437 .0042923 .0054162 47 .0969730 .0001606 .014725^ H1 .0050771 .0034057 .0032726 4- .. - 04444%-- -. 00 4147--- -.+2 2-374? --4< .9091 ^ 4 : . 00-13' c ? .0021964-l 40 .090A701 .0001390 .0207249 91 .0051038 .0033419 .0006956 50 .0000000 .0000000 .0000000 97 .0044146 .0026944 .0000062 -5 ' .0626a3 .0474102 . 0 35424' ? -4' 4009355 .0000440 .00^0004 SP .1294446 .0P30613 .0520'37 94 .0000000 .0000000 .0000000 51 4412050 .G027255 .0529453 9c .0012A89 .0031101 .0027560 --. L.- . _.4A1A711 ,044355 . u S3.43a n 9^ ^^0^'"'- . 0 ^ ' 15-3 ' . 0 01 '0 - Sr 7770707 0010151 .0891164 97 .0000??9 .0006596 .0004Aa4 SA 7770691 .1242*19 .2219200 9a .0000000 .0000000 .0000000 SL.-.. -- 6c74 07 L- -. 24 0 7 342----. 2 7al As A-1 f*--- . 0 a66 3 t-3--- .0 04 W3 a - .02-2-374 & r i Sc 0656711 .?408175 .1402A67 101 .0074171 .0004379 .0497109 5'- .R960167 .2403936 6605400 102 0043657 .0002123 .0291677 -6n--- -1,049044%.0791021 .A486P41 0 ; .g143027 .0030376 .0207336 1 61 1.0A62062 .0709S3A .R570c90 104 .0019960 .0011453 .0027120 62 1.01206a1 0024643 4727096 - h t. -. 3 4 9 3 3 4 P--.,268;ost-4730153-6c .?o65 con 7747604 4730014 6- . l l a lf. l o 20P4124 4057'41 '*3---- . I 14P 2 6A----. 0033417-- - 6 3 3 313 P- - 67 1177700 .0091543 1950'9R Aa .0098070 .0091101 .0696a69 -- 6:. .9910117 .0043 23 .047432 B-13
1 I l i TABLE B ll ELASTIC SUPPORT REACTIONS l i B 11-1 HPCS Suction Line 1 Rages B-15 to B-18 B 11-2 HPCS Suction Line 2 Pages 8-19 to B-22 1 i i Note: Designation "ECCS" in the following tables is synonomous with designation "HPCS" I 4 4 4 I B-14 1 -.r- -,c -, <,., j. ....e-. -c.r.---, _...--.m----,~.. ,r .-.- m-.--- m
TABLE B 11-1 e ec.S. liar, L I c.% L N.. I rL A 9 T Ie
- e. O e u-a T 4 r A CT ION S (LOAD CASE 1)
= - Mey-wFir+T-AW -0 T W D--SUS T+f *E'H4ECH4h lC At-FO*fM--- ---- SUPPnPT /--------FORCE ( LR. )---------/ /-------MOMENT (IN.-LO.)--------/ -Jtt!, -? Y Z 1 -29.355 63.994 31.4Ao -477.459 -1.596 -383.942 0-000 tO9TF16 -&,0?o--- -- -O v 0 0 0-- +;-00 0 0r000 6 0.000 168.136 0.000 0.000 0.000 . 0.000 lo 17.527 571.24A -14.aQ6 947.707 -16.S06 1229.724 2'.t-- rfr. 239----161T29 6 9 7iG FF22r204 2976+ N F213. 03 7 24 -17.514 173.957 9.741 -173.644 .002 312.231 INCfINED AFTS SUPPOPT PEACTf0M4 /----DIRFCTION COSINES----/ SUPPORT REACTTON REACTION (INCLINED AXISI -J0-f t:T YYPE M A G-e t-T yne-- - --- - x - -- --Y --Z 16 FORCF -67.999 .6690 0.0000 .7433 1*---- -FoRC T % 1 P&------ ~ ; 7 6-3') -0.0000- .6690-- 16 FnPCE 44.574 .6690 0.0000 .7433 lo Fnore 1.163 .7431 0.0000 .6690 (LOAD CASE 2) --- - Tufa u n-- pryuaq-g, opp;, s Iur,--cnuul T 14W SUPPCRT /--------FOPrE ( LH. )---------/ /-------MOMENT (TN.-LB.)--------/ ,J n-l 'T-- .4 -- Y-2 X -- Y- --- 7-1 -65.92 -53.31 83.67 183.30 76.45 192.66 h -%0^ 143.47 0;0&---- -0.00 - 0. 00-- -O O O 0.00 -197.3a 0.00 0.00 0.00 0.00 e-i la 727.?! 113.46 43.77 -58.45 -11901,78 -3678.61 - - -2 2 ~14t476 -P26;0^ 132Ta 4-- - 39982 7 4-l +7-7 9. 6 F- -6366 s-3 4--- P i- -17a.47 210.90 -706.ns -6306.58 .n7 11339.16 INCrINED Ay19 SupPOPT REACT [0"S /--- r'TarcTION C05INrS----/ SilDP ni or grT 'q ) orarTi N t["CLinFC Axis) . ui.e.r.t ru.'.r JolLT ..r yce ...-y -Z-- 1 rncer -p / 2, s.' 1 .A W 0.0000 . r413 l _.. -. ru c - _.17,a . 7 4 R - - 0,C C A O-- - . Ah ".0- =- 1-ro.:f r Isl.w7a ..A,- d 0.0000 .7'433 1A rqper -P1.200 . 7 4 ~) 1 0.0000 .65;40 i B-15 l L
I TABLE B 11-1 Cont 'd < ~; y --6 tg i I@,-- E *., L a9 T I e c U0 ;> "
- s T
7 F A CT ICN S (LOA 0 CASE 5) --- sp i sul C - ASCW MF-uE* T S - +-D IDEE T-ICF SUPPORT /--------FORCE ( LD. )-- ------/ /-------M09ENT (IN.-LB.)----- --/ JOI-+T X Y Z X Y Z i 1 41.70 15.59 -44.63 -307.27 677.72 753.63 fh00 -09.37- ').00 NGO -0 00 4hr00 ^ 0.00 92.74 0.00 ').00 0.00 0.00 10 !?88.09 -84.85 185.45 1124.33 -27759.36 9494.02 -C 70 % 60 2%9 3 r t"
6-3&v67--26t41 r2 2-- ~ 10-32rl 1 2a 00
.00 .00 .09 .01 .05 INCtINED AXIS SUPPOPT REACTIONS /----ntorCTION COSINES----/ SUPPORT REACTION REACTION (INCLINEC AXIS) ---J4I?" T-Y P F----M AMi-TU4 r-- -y- -Y Z-- la FOPCE 156.692 .6690 0.0000 .7433 1e .- poo c - . 32,ono...-- .7433 --0.0004-. .6644-- 14 Fnptr -394.015 .6690 0.0000 .7433 1A FopCr -329.471 .7437 0.0000 .6690 (LOAD CASE 6) ____._ _.. 4c.pqq c_.3qmww.%f_ p pgp, y.pg y SUPD' D T /------- r0RCE ( LR. )---------/ /-------MOMENT (IN.-LB.)----- --/ -Jn!--T x y -2 x -..y z t 1 -44.06 -19.27 59.02 -596.43 415.95 284.25 0.00 frl70 0.00 0.00 0r00 0.00 4 ^ 0.00 -11'. 69 0.no 0 00 0.00 0.00 lo 1A6.32 81.A6 -227.48 -18240.78 -10398.31 -1000.90 d, -- - 1 er e-7 ', -^ 43 4 60;e7
e 51.-l 8 0",71.73 G32r33 2e
.00 .00 00 .02 .00 .01 r INCiINEO AVI9 SuoP09T RE*CTroMS /----CTPCTTON COSINrS----/ 90PP WT QFacTION P F A t* T i tus ( ICL I NED AXI9) -JO l *-T- - - -T Y O F- - -- P A r.*t t T4,*F- --Y Z---------------- l 14 rnoCr -161.607 .6600 0.0000 .1473 .. - - l u. rocer U.mm .7431 - 0.0000 .+640 1 rnr. - 41'.627 .6640 0.0000 .7433 15 rnpCr -269.977 .743' O.0000 .6640 l R-16 l l
TABLE B ll-1. Cont'd TC,s tuCrros tg%- t FL 4 ST IC S t> P P O R r a( A T I O r4 S (LOA.7 Ca$E 7) X + Y E AQ TH4 LIAR (E 1/2 %E (.1RF ) tnt _q_ AF%2nu%F - FOUM % unrs.-} w enugu_ A av. _SCSS---. Suum A T 104.--.- SUPP,AT /--------FO:CE ( LP. )- ------/ /-------H09gNT (yn,-te,3--------f ,10 I '-T ? Y Z 7 y-Z l 145.1 2.2 117.6 2320 20P05. 2884 br 0 5 v7-----M Or -- 01-- 8 0.0 15.A 0.0 0. O. O. 19 A5.3 9.8 66.8 943. 90. 1184 2' '? 3.c 7 '4 --24. 99 2e .0 .0 .0 0. O. O. INCiINEn Axis SUPP00T PFLCTIOMS /----0iArCTTON C0 SIN S----/ SUPPORT HFACTTON PEACTInN (IMCLINEO AXIS) J0!*n Type u
- rm ! m n e Y
_Z v 14 FonCF 93.1 6696 0.0000 .7433 .-. _1 < _..._ pe C e ___737..a__..__,.743% 3, g000 _._.,6 640-lA F00CF 40.9 .6690 0.0000 7433 l' F00C-603.1 .7431 0.0000 .6640 (LO A0 C A9 A) - 7.Y c AC T WW 1-E ! / 3-%E---4 ^r++- --T41T ' L "" S " ^'; S " " O U P S "O ' =~ I 1959U^ ! ' V----M : SUW AT iP' ~ SUPPqPT /--------FORCE ( L9. )------ -/ /-------MOMENT (TN.-L8.)--------/ -J0I=T X Y Z X Y-Z t 117.1 3.1 95.6 1870 16281. 2323 0.G ?.7 0.0 .-0. G. O. 0.0 P3.0 0.0 0. n. O. 10 64.8 11.9 S3.9 763. 70 956. l - ---2 't N2 -h< -80. 1^. --4 01. l P "- 0 .0 .0 0. G. O. i INC INEn AX T S SilDP00T PE actin as /----OyarCTION COSINFS ---/ Supo. RT or trT 10*1 RFACTIm: ( I"CL it.E0 t.X I S ) .101 - T Typr v.* G " ! T i t *'r - v -- Y Z -~--- t l rqore
- c. 7. 7
.A606 0.0000 ./413 i . _. g -. r%ce c. . 4 .7632 0.9004- . Ae4 0 - l a-rnoCF M.1 .6541 0.0000 7413 1, rnore =,%. P .7437 0.0000 . ': 6 9 0 3_p 1
TABLE B II., cont d I c CC S -SUE TI4L-i W~- ; c q y9o rIC '. s i, a -- r4 a r > c.. (LOAD CASE 9)
- + - Y-F AD T WOUAK 6-A9F--
. tnt q.. prsa%cs_ gnua t g. ugor..). -TWsoHGu-- A CY--S4SS--- SUUM AT-le SUPP.,RT /--------F0DCE ( LB. )--------/ /-------Mauc.NT (TN.-LB.)--------/ --JO I N X Y Z X Y-2 I 200 4
- 170, 3333.
29006. 4143 _ _. 9,. _ _.._. _. } 3,_ _ _ _ o, __ _. _ _ o, _ _ _ _ __. __ a, o, A 0. 30. n. O. O. O. Ic IP3. la. 96. 13S6. 141.
- 1702, a
.7,_____ __.g.--
- 147, 34, 184r--
29 0. O. O. O. O. O. INC#INEn Ax!S SUPP00T PEACTTO'J9 /----01RrCTION COSINES ---/ SUPP04T PF ACT 10'4 REACTION (INCLINEO AXIS) -dO-f r T T-YPC ." AG41-TUnr X Y Z 14 FooCE 99.7 669n 0.0000 .7433 l' "onCE 14 % ', v74-3'l-----Ov00 0 0 6600 16 Fnorr 61.9 .6690 0.0000 7433 15 rooCE 866.1 .7433 0.0000 .6690 (LOAD CASE 101 V-F-Ani"';U a"E -T OT4 WFCD09E-E00 AL-S-W F - T H 40AH---vv nY-- 54SS---Sib **T-IM SilPPooT /--------FORCE ( LA. )--------/ /-------MONENT (TN.-LB.)--------/ _ gn! v x_ -._ ._y_____ ._2 v Y Z l 16A.6 S.9 138.4 2687. 23372. 3336. Os0 lAri-0.0 0. 4. O. 0.0 42.9 0.0 0. O. O. l 19 98.9 PS.A 77.6 1101. 106. 1376. --20 h2 6 r?. .? 156. 24 190 2a 0 .0 .0 0. O. O. l l INCI INFO AX IS 9tIDP00T RE ACT10*fS /- --NIP ecT ION COS It'eS ---/ SilDPr.PT WFt.CTInN REACTIM (I"'CL INFO AX IS) \\ .. Jn t r..T-- TvPc-u h 6*- -1 T W - -- -- .w - Y- ---Z----------- ) 14 roorF 09.4 .6699 0.0000 7633 [ Ib- - -. repr e _ _.
- r. '3 3. 4- -- -.7431 ---4.0000
, 4 40 14 recre Al.6 .AA40 0.0000 .7433 15 rancE 607.4 .7431 0.0000 .6690 { R-IA
TABLE B ll-2 % %cC ' i+ L T- - L 4 sT I e e UP 3 o O T "EA C T 10N s (loa 0 CASE 1) fE Afr MEIGHT apt AT uF9-SOS 7 tt f *En HECH& T C AL--LO AC O - SUPPnRT /~~~-----F0e E ( L '4 1-- ------/ /-------H09rNT (IM -LB.)--------/ r JOI,i X Y Z 1 -~ Y Z l 's 033 268.620 .Pa7 10.816 -17.116 .094 _- 3 +- - - - -. 01 1 - -- - 0. 0 0rs" - -- 1. 'N ft - --- ---- 0. 0 0 F -S.000 0.000 30 444 0.000 .861 0.000 0.000 0.000 3G 0.000 93.174 0.000 0.000 0.000 0.000
4 r 397- ~1+.-90-3 14 frl-3
-272 r497
- -Es 62 0
-57.100 2 43 0.000 268.441 0.000 0.000 0.000 0.000 4A 0.000 193.860 0.000 0.000 0.000 0.000 5; 19.145 F1-h T96 -1 vF10 153.480 -57 hl40 -555.205 53 0.000 -24.941 0.000 0.000 0.000 0.000 54 0.000 129.049 0.000 0.000 0.000 0.000 S' -7se97 &4000 -77vh 0 01000 06000 O r000-- 67 0.000 244.163 0.000 0.000 0.000 0.000 6' O.000 472.672 0.000 0.000 0.000 0.000 'l .247 -450.750 2.271 }v000 0.000 0.000 77 .243 786.819 1.197 0.000 0.000 0.000 77 -1.0P3 177.A05 2.274 0.000 0.000 0 000 7c 4.150 +3v75-3 52450 763.617- -60.986--I605.049 91 .567 92.546 .ncl 0.000 0.000 0.000 9 t-1.854 -25.393 .866 -67.123 49.994 -9.991 -92 - 7T 0-70 12 %937 - h-937 104. 7'a+- ---16.-35 0 1-3-7tv37 ', (LOAO CASE 2) - T wf 9HL-- NO9" At- -nof'* A 7 I N6-- Co^t"T+fC SUPP PT /--------FORCE ( LO. 1---------/ /-------MOMENT (TN -LB.)--------/ -J0 l'i -X Y-Z- X Y Z lo .051 -1085.931 -3.c41 114.755 -119.701 1.824 37 .421 02000 1-h*G 02000 Oy000 0.000 37 252.544 0.000 -6.657 0.000 0.000 0.000 34 0.000 1271.029 0 000 0.000 0.000 0 000 -790;492 144.0;' 71-6r% i ~39N r7 2 HN.-364-90&-7 0 ' 41 0.000 -297.954 0.000 0.000 0.000 0.000 48-0.000 -1456.724 0.000 0.000 0.000 0.000 - M s-3 'rl---l-3 6-h E7 5-P el. s O - - 7414.-397 -207.16? 2150.C'7 5' O.000 83.964 0.000 0.000 0.000 0.000 59 0.000 -118.705 0.000 0.000 0.000 0.000 -- ~ 5 ' -23T &20 0.000 .900 0.000 0.000 0.000 6; 0.000 102.490 0.000 0.000 0.000 0.000 6' O.000 -169.997 0 000 0.000 0.000 0.000 - 7t- -- 29. 4 4 0--- 2 7 7 95 t- - - 4. 91 a-
- 0. 0 0 0- -- - 0. 0 0 0 -- - 0 MOO 77 13.775
-221.974 4.399 0.000 0.000 0.000 77 19.7A2 85.65a 12.712 0.000 0.000 0.000
- 8. %1 1 0. 7 2 &-
- 15. l * * - -" -E4.623 165.514 ---210 49 % 91 -4.003 -32.a21 9.771 0.000 0.000 0.000 9 <- -11.466 14.770 -29.762 91.760 "01.503 -167.764 --- 9 6 - - ' - -
- 1. P ee- - P 2. e 7 7--- - + 6. 241- - - -106.721-- -751.070 I Fth C 01 B-19
TABLE B 11-2, Cont'd "; i.;r, t : C.. t. U. J I s < rir
- 1 t) s a r.
I s F A C i !Oh 3 (LOAD CASE il r,s t Suic. ANCuOa. uovpuf uT S--2 -- D ? QEC T ICK-- StJPP'pT /--------FOPrF ( L4 1 ---------/ / ----- -- 4 0 '4 E N T (TN -LO.)-------- -do l a-T- - -- ~ X - --Y -Z-k- --- --Y Z lo 49 -0.31 -1.pA 48.39 62.61 18.20 . - -3, -. - -.-. _- 1, 9 9... -- - &. 0 + - - - - -4.H- --- - - 0 0 ^, - 0.00 -O sr0 0-- 3) 7.90 0.00 -11.n3 0.00 0.00 0.00 35 0.00 10.41 0.00 0.00 0.00 0.00 4e - 1,1 7-----7 24. 92 -32 3e 3- - - ~7209v45 -49.40 -36.64-47 0.00 -247.30 0.00 0.00 0.00 0.00 4A 0.00 -1109.46 0.00 0 00 0.00 0.00 50 -h.10 -105 5 67 - 363.76--- --- 18283.19 - 3 48. 75---~l-310 2 5-- 51 0.00 124.96 0.00 0.00 0.00 0.00 54 0 00 -60.44 0.no 0.00 0.00 0.00 5" -6.6a -- 0. 0 0- - --- -3 9 9 -.-- --- - 0. 0 0 -0.00
- 0. 04--
6) 0 00 ".46 0.60 0 00 0 00 0.00 6A 0.00 -34.8% 0.00 0.00 0 00 0.00 74 .60 26r32 3.43 0-00 -0.00
- 0. 00--
7P .60 -14 29 1.79 0 00 0 00 0.00 77 -P.78 29 12 4.16 0 00 0 00 0.00 --- L 2.-_ .. _ _ _. 1. A 2 3 P - - - -P. c 6-- - 10 6 R-- AM. 2 3--- -6.,34-- 97 .10 -1.35 .00 0.00 0.00 0.00 94 .31 43 .06 2.69 8.47 .63 9 a----- - 4 2 G--- --. 5 6-- - -. 2 ' - 1.50 - 3. 43-- - 2 74-(LOAD CASE 6) ---..-. s e u r c-. ANCMGMt0Vc4E 4TS-*-- - D T DECIION l SttPP.,pT /--------ropcE ( L4 1---------/ /-------M04ENT (IN -LO.)----- --JO D--T T Y- -Z-Y Y Z 14 -1.073 57.710 3.444 -145.051 -Q.778 -113.233 3^ 11..701 - O,000 -) % 7 e --0.000 --0,000 -0,404 - 3) -49.379 0.000 35.727 0.000 0.000 0.000 3c 0.000 -47.961 0.Ono 'O.000 0.000 0.000 _ Ac._--.. -.-- _ s. 5 o 9 -- 14. 2 9 a.-- --- I 1. P 4 2 - -- -232. 89 7-.- 1 n6A,6 73 -214. 792-41 0.000 -22.260 0.0n0 0.000 0.000 0.000 4A 0.010 14.A31 0.000 0.000 0.000 0.000 5+-- A A. ? 43- .764 - 6.17a-170.625 --363.443 -3370.410-- 51 0.000 -5.713 0.000 0.000 0.000 0.000 Sc 0.000 22.264 0.000 0.000 0.000 0.000 . S u_.. .._ 4 4,144 -- --.0, 0 0 4- -.16. I 13. ----.. 0. 0 0 0-- - -0. 0 0 0 - OL. 0 04-- 6) 0.000 -33.407 0.060 0.000 0.000 0.000 6e 0.000 9 3 'e 0.000 0.000 0.000 0.000 71 -- 316-2 4. 3 0 d - -- .0d 1 -0.000 - 0.000 - 0. 0 0 n-- 7a .P09 -16.794 . 0 '4 c 0.000 0.0n0 0.000 77 042 -14.41] .115 0.000 0.000 0.000 - 7 ca-- 4.4*0 --- 1.301- -1.120 .730 -20.280- - - 20 r3 6 A-96 05 .ani .Onq U.000 0.000 0.000 ,t ^'3 76) 199 753 -2.204 .139 gr. 64 6 . 294. ..oc 3-131
- 1. c4 %
.-l.10s-- 1-?n.
[ TABLE B 11-2, Cont'd F C C S - SUC T 104-L I Nc- '8 e. T T c 9 11 P P 'o r ue acT 1 Ons (LOA 0 CASE 7) w .Y F aP T wo+J a 1/A SS- ( em F )- TOT *t- *"9 AMt9E-FOO At S 'do"F ] T W415++ 2rr OY -- SOSS-SUvMArT Iqtt- - --- SilDP 6PT /--------FnoCE ( lR. 1 -- ------/ / -------M 0 '4 E N T (IH -LB.)--------/ - J 0 l t-T- - - - - - - X -Y-
X--------Y-----
Z 10 19.2 96.5 8.8 303 52. 596. - ---3
- 73,2 a.0 21.0 0.
O. O. 3? 64.4 0.0 41.4 0. O. 0. 39 0.0 111.9 0.0 0. O. O. - 77,4 --d a. 9 3ai. 708 112 4 1145,-- r 43 0.0 24.7 0.0 0 O. O. 46 0.0 38.2 0.0 0 O. O. Sa 11-7.0 C3.c 1NC -466. 767. 5795. 51 0.0 157.6 0.0 0. O. O. 55 0,0 77.1 0.0 0. O. O. Sa 9i.2 -% 0 - F% 4-- 0, O. 62 0.0 57.4 0.0 O. O. O. 6A 0.0 466.A 0.0 0. O. O. 7i - 9 0-- 6A4-1'h 3 -O. Oi h-72 8.9 215.9 8.1 0. O. O. 77 15.0 118.3 16.2 0. O. O. 7' l-19.5 P 2 7--- 52.0 22% - 1404 284 -- 1 91 1.2 ?O.7 0 -0. O. O. 94 4.9 15.0 3.9 44. 111. 5. --9 4--- --- - 4 3 d a le-- --9. 4--- -90,r -12% - 2 9-3v-- (LOAD CASE 81 -.-y--+AS-Y H9tfA +1/* S S E-i ^e D - TOT 4 t-- * ' 9 "MSP-P PJ At 8+f-t-- T HOG U G W 25 -"Y-SOSS SU="A7irN SUPPOPT /--------FOPCE ( LP. 1 ------- -/ / ------ - M 0 '4 E N T (IN -LB.1-------- -JOI-* X -Y-- Z X Y Z 10 4.26 35.94 18.98
- 585, 81.
145. 33 c.cl tMG
- 32. 7
-0. O. O. 39 24.72 0.00 28.78 0. O. O. 34 0.00 41.14 0.00 0. O. O. -- c c
-- 17. 45 7h W ----tl&6 7 :.
2567. - -- -384, 0 0 ? r-- 41 0.00 79.51 0.00 0. O. O. 46 0.00 5*.65 0.10 0. O. O. -- Sr - - -- 64.- t 6-- --- --"4.- 7 7--- - 5 0.-7 a-- 1565s-- -152?. E7"%- 57 0.00 166.A0 0.00 0. O. O. Sc 0.00 116.89 0.r0 0. O. O. - 44 re-3 0 reg 160 ;-r 9 ---- - --0.-------0.--- O g--- 6? 0.00 67.96 0.q9 0. O. O. 6A 0.00 46.91 0.00 0. O. O. --- 7 9 - --- - 4. a 6-- -2q;9m- - -4 M 7 q-0.- 0. - - - ---- O. - 7-4.47 117.56 Pl.c5 O. O. O. 77 Pl.77 22u.11 4?.c8 0. O. O. 7.- - - -- 7 7, 4 9 - 1.,, 7 5 -- 62.99-
134
- -- - 8 81. --- - - -19 4 - - 97 1.07 17.27 .r0 0. O. O. 44 4. "> 6 11.77 /.c5 34 96. 6. - 9x T a 9 9 --- 1.b 9 F 7.c7 - 51. 101.- -- - L3%-- D-21
TABLE B II-7, Cont'd r e c 3 c. ee < t 0 + t-I'l s - s -7 Iou ; n - ( L o t.7 CW 4) Y G 4 gym 4 64e E sqF-~ - T4T*t. *E SPMc F-FOU ^t 9 "oec - t-T HN 86+ / 4-- 3Y - SOSS - S U
- M -! Mt--- - - -
SUPP4 PT /--------FO-)CF ( La. 1 --------/ /-------M 0 4 Etli (IN -LB.)------- JOI"T - -X-Y Z X - -- - - - -Y -= Z 19 33.0 154.1 14.9 513 88. 1021. .- - 3 r-- - -, g r,, c.__. o, n...... _ 3 e, n __..._. _ _ _..._ o,. _ _ _..._ o. o,_ 39 111.6 0.0 el.3 0. O. O. 3 ', 0.0 178.0 0.0 0. O. O. ^^ 44,6--- - A7-. 6- - --.-- 5 4. n- -- - -- ---12 01.-- -- 17 9 6 - 1-74-b 41 0.0 43.7 0.0 0. O. O. 44 0.0 66.7 0.0 0 O. O. 5^ lA6 P 147cl-- %2 82.1,_ 105A. 92-1-5.- 5' O.0 254.1 0.0 0. O. O. S r-0.0 110.7 0.0 0. O. O. E' 133.7 -- - 0. 0-- - - 154. 4--- - -0. - -O r Gr 69 0.0 42.6
- 0. 0 -
O. O. O. 66 0.0 677.1 0.0 0. O. O. 74--- 14. B- - - 92 6. A---- --- 2 7 g 3 - - - 0. ---- 0.- 0.- 77 14.8 332.4 14.4 0. O. O. 77 95.4 212.0 29.0 0. O. O. 7+- ____ j a q, q._-._ 3 g a _. _.. ql_, q _ _ 390, _. --2404 E76r 9? 2.1 15.7 .0 0 O. O. 94 4.4 ?5.9 A.A 75. 191. 8 9" 71.-3---- 3 7. 4- - - - 19. 7 -- A. 5 8. - -- -- 2 2 4 51-3r l (LOAD CASE 10) l 7 + - r 5 A S T 6 -
- SP- -
--TOT +L-4E 5DD !SE-F004t-S- "0 'r - T Pp4 3r.*-2 5 uY-505 5r -SU H %T-I n4--- i SUPP.PT /--------F0cCE ( Ln. )--------/ /------ '4 0 M EN T (IN -LB.)------ __. O I-T- - --- ---- r
Y----
Z----------X----- -Y--- Z J ( In 7.6 63.5 32.9 1010 141. 259 3r 1977 0.^ -Serrl b 0s-3? 45.7 0.0 50.? 0. O. O. 34 0.0 72.7 0.0 0. O. O. l ce _. -.3 9 3 j 135 re---- 1442 2----- ----4 4 55. -- 6 43. -lO74,- 4' O.0 139.1 0.0 0. O. O. 4-0.0 97.: 0.0 0. O. O. --9:: -114.' -- l *Hb ', - - -- 4 973 -- - - -- -2 7 6 ';. P 7 44.- '; 9 %.-- 53 0.0 2C9.0 0.0 0. O. O. 5c 0.0 210.7 0.0 0. O. O. t Sn -l % ' ~h0 --- 3 2 % 4 - Or-- - Oi-h- 67 0.0 I?3.? 0.0 0. O. O. 66 0.0 164.1 0.0 0. O. O. l ---7F---------
- 7. 4.47. 0-71.4 Or-0.------- - 0.
73 8.0 212.u 37.9 0. O. O. 77 18.5 404.5 75.7 0. O. O. _ _. 7 s_.... _ -. _. 1 4 4, 4_. . p sy, _ 197,a. . _. 2 4 0, _ ___. ) s c a. -- - --- 3 57, 4 1 1.9 10.3 .) 0. n. O. 9. 7.2 ?0.6 9.2 59 169 10 -. os 6 7. I - --
- m. 7 13.2 91.
17 7. --- - - 243 r B-2?
_~. i I i i i i i TABLE B lli 3 CLASS 1 COMPONENT 1 STRESS ANALYSIS PIPESD RESULTS s B 111-1 HPCS Suction Line 1 Pages B-24 to B-32 i l B 111-2 HPCS Suction Line 2 Pages B-33 to B-59 i s i 4 i i i l Note: Designation "ECCS" in the following tables is synonomous with designation "HPCS". f i i e e B-23
/;..: paese-ease +et, :- -. c o::- ;: :. ;ece-f t TARi F R-111-1 e s.ctess a ce=Penrot stecss onetesas e 8 e.e eteass Iaoeces j s stes: 4 et.n.. ro, eve
- =ee a
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