ML20128G935
| ML20128G935 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 02/09/1993 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Poslusny C Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 9302160193 | |
| Download: ML20128G935 (94) | |
Text
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GE Nuclear Energy n
February 9,1993 Docket No. STN 52-001 Chet Poslusny, Senior Project Manager Standard;zation Project Directorate Associate Cirectorate for Advanced Reactors and Liceue Renewal Office of the Ntelear Reactor Regulation
Subject:
Submit;91 Supporting Accelerated ABWR Review Schedule
Dear Chet:
Enclosed are (1) markups for proposed changes to Sections 3.7 and 3.9, (2) results of GE's analysis of BNL (NUREG/CR-1677) Piping Benchmark Problem No. 2 using PISYS, and (3) results of GE's previous analyses of DNL (NUREG/CR-1677) Piping Benchmark Problems using SAP for all four problems and PISYS for Problem No.1.
This submittal is for resolution of the open and confirmatory piping DFSER items listed in Attachment 1, which also includes the previously closed items for information.-
Please provide copies of this transmittal to Dave Terao, Jim Brammer, and Shou Ilou.
Sincerely, beh Jack Fox Advanced Reactor Programs x: Son Ninh (NRC-NRR) w/o Enclosure Giuliano DeGrassi (BNL) w/ Enclosure Norman Fletcher (DOE) w/o Enclosure Maryann Herzog (GE) w/o Enclosure Tony James (GE) w/o Enclosure Roy Loukon (GE) w/o Enclosure Ji n 24
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. ATTACHMENT I LIST OF OPEN OR CONHRMATORY PIPING DESER TITJWS ADDRESSED BY FEBRUARY 9,1993 TRANSMITTAL -
OPEN 14.1.3.3.3.41 ITAAC-structural design of small bore piping (Same as 3.9.2.2-5) 14.1.3.3.4.1-1 ITAAC-confirmatory analys on computer model adequacy (Not in 3.9) 14.1.3.3.4.3-1 ITAAC-piping benchmark program (Same as 3.9.1-2) 14.1.3.3.5.7-1 ITAAC-environmental elTects in fatique design, Cl.1. Piping
~
(Same as 3.9.3.1-1,14.1.3.3.5.7-2,14.1.3.3.5.8-1 and 14.1.3.3.9.1 1) 14.1.3.3.5.7-2 ITAAC-method ofincluding erniron effects of fatigue (Same as 14.1.3.3.5.71 and 14.1.3.3.9.1-1) 14.1.3.3.5.8-1 ITAAGenvironmental effect in fatigue design, Cl. 2 (Same as 3.9.3.1-1,14.1.3.3.5.7-1,14.1.3.3.5.7-2 and 14.1.3.3.9.1-1) 14.1.3,3.5.10-1 ITAAC-methodology to address thermal striping (Same as 3.9.3.12) 14.1.3.3.5.151 ITAAC-OBE as a design load (Same as 3.1-1) 14.1.3.3.5.1 &1 ITAAC-minimum temperature for thermal analyses (Same as 3.9.3.1-3)
'14.1.3.3.41 ITAAC pipe support criteria (8 items)
(Same as 3.9.3.3-1(1) thru (6) and 3.9.3.S2) 14.1.3.3.9.1-1 ITAAC-fatigue cumulative usage factor of 1.0 (Same as 3.9.3.1-1,14.1.3.3.5.71, and 14.1.3.3.5.8-1)
- Continued -
f ATTACHMEhT I (Continued)
LIST OF OPEN OR CONFIRMATORY PIPING DFSER ITEMS ADDRESSED BY FEBRUARY 9,1993 TRANSMrITAL CONFIRM 14.1.3.3.3.8-1 ITAAC Dynamic scismic analyses of MS piping (Notin 3.9)
See new Section 3.2.5.3 14.1.3.3.3.8 2 ITAAC-verification of seismic /nonseismic (Same as 3.9.2.13 and ) See item 14.1.3.3.3.8-1 above 14.1.3.3.4.2-2 ITAAC-Pipe flexibility between node points (Same as 3.9.2.2-2) 14.1.3.3.4.2 3 ITAAC-Effects of equipment attached to piping (Same as 3.9.2.2-3) 14.1.3.3.5.4-2 ITAAC Use of Code case N-411 and N-420 (Not in 3.9) 14.1.3.3.5.6-1 ITAAC-High frequency mode analysis (Not in 3.9)
PREVIOUSIN CLOSED PIPING DFSER TrEMS (For infonnation only)
CLOSED 14.1.3.3.3.9-1 ITAAC-Iluried piping design (Same as 3.9.2.2-7)-
See Amendment 23 14.1.3.3.4.4-1 ITAAC-Small bore piping decoupling criteria -
- (Same as 3.9.2.2-4)
See Amendment 23 14.1.3.3.5.2 1 ITAAC-60 year life cycle factor of 1.5 (Same as 3.9.1-1)
See Amendment 23 and 1/30/93. transmittal 14.1.3.3.4.2-1 ITAC-Mass point in dynamic piping model (Same as 3.9.2.2-2)
SSAR Section 3.7.3.3.1.2 is accetable 14.1.3.3.5.4-1 ITAAC-Code case N-411 damping values-
. (Not in 3.9)-
See Amendment 23 ~
14.1.3.3.5.131 ITAAC-Inertial and scismic motion effects (Not in 3.9)
See markups of Sections 3.7 and 3.9 in 1/28/93 and 1/30/93 transmittals 14.1.3.3.5.17-1 ITAAC-modal damping for composite structures (Same as 3.9.2.2 6)
See Amendment 23
+
i ~
s (2/9/93)
MARKUPS OF SECTIONS 3.7 AND 3.9 FOR PIPING DFSER ITEMS
MN 21MIMAE Standard Plant uv n branch line connection to the pipe run and the 3.7.33.1.6 Modeling of Piping Supports elevation of the branch line anchors and restraints.
Snubbers are modeled with an equivalent stiffness which is based on dynamic tests (2) The response spectra will not be less than performed on prototype snubber assemblies or on the envelope of the response spectra used in data provided by the vendor. Struts are modeled
-k the dynamic analysts of the run pipe, with a stiffness calculated based on their 4
length and cross sectional properties. The I
(3) Amplification-by the rus-pipe-must-be3 stiffness of the supporting structure for
[
heavnted-for:-tibed the location of snubbers and struts i/ included in the piping Y
y branch connection to the run pipe is more analysis model, unless the supporting structure than three run pipe di. meters from the can be considered rigid relative to the piping, d
nearest run pipe seismic restraint, The supporting structure can be considered as d
amplification by the run pipe will be rigid relative to the piping as long as the en accounted for, criteria specified in Subsectio_o 3.7.3.3 4 are
@er+ nd~sh M
= c c-i When the equivalcat stat.ic analys.is method is
=
g used, the horizontal and vertical load Anchors at equipment such as tanks, pumps and [
R h )1
-h coefficients C and C applied to the heat exchangers are _modeled with calculated t
h response spectra acceleratio,ns will conform with stiffness properties./ Frame type pipe supports Subsection 3.7.3.8.1.5.
are modeled as described in Subsection D$
H 3.7.3.3.4
'S Q The relative anchor motions to be used in M
either static or dynamic analysis of the 3.7.33.1.7 Modeling of Special Engineered decoupled branch pipe shall be as follows:
Pipe Supports Q
(1) The internal displacements only, as Modifications to the normal linear clastic 9 determined from analysis of the run pipe, piping analysis methodology used with f&-h may be applied to the branch pipe if the conventional pipe supports are required to x
y relative differential building movements of calculate the, loads acting on the supports and @%{
the large pipe supports and the branch pipe on the piping components when the special Ssg4 supports are less than 1/16 inch.
(j gnginected supports, described in Subsection yk A 3.13.4.1(6), are used. These modifications are p k' b (2) If the relative differential building needed to account for greater damping of the movements of the large pipe supports and the energy absorbers and the non-linear behavior of 3 g(
branch pipe supports are more thau 1/16 the limit stops. If these special devices are
.R s inch, motion of the restraints and anchors used, the modeling and analytical inctbodology y
-R g 4. (
of the branch pipe must be considered in will be in accordance with methodology accepted addition to the inertial displacement of the by the regulatory agency at Ihe time of H cy(g!
run pipe, certification or at the time of application, per the discretion of the applicant. <
3.7.33.1.5 Selectice of input Eme Illstories
'3,"7. 3,3d8 a
,t IM$[3/W
/
3.7JJ.2 Modeling of Equipment AI_7 In selecting the acceleration time history to be used for dynamic analysis of a piping system,,
For dynamic analysis, SeismTc Category'l the time history chosen is one which most closely equipment is represented by lumped mass systems describes the accelerations existing at the which consist of discrete masses connected by piping support attachment points. For a piping weightless springs. The criteria used to lump system supported at more than two points located masses are:
at different elevations in the building, the time history analysis is performed using the (1) The number of modes of a dynamic system is independent support motion method where controlled by the number of masses used; acceleration time histories are input at all of therefore, the number of masses is chosen so the piping structural attachment points.
that all significant modes are included Amendment 23 34I
A Hacknenf 3ct Mass effech nill be inc/adea' for egalpmenf whicA Aave a funda' mesla/
fregaency oF /ess Go An.
A simplified mode / of the egajpmenf is inc/uded )n the pjping sysk swa'el.
C ziem No. l+. ).3.s. 4. 2 -C AHachment slo 3n. 3,3. I. 8 Response.
spec /rc<
amoSficanom af Sypor-l AHacAmen,f Awh The respanse spectra provided'.h the Pfainy Anabst will inc/ude amplificafion facfors aire h th e fleNbi/Hy af buiWmj loca/ sfvuctare.s, sacA as stee/ plaftoras ased for sc<pporhhy pipih3 aca' other egaV> ment Alternativeg fAe civil /siracbral egineer will specif the asylificaffon factov k be yp/ied to tie baila'iy vepnse specfret.
( 1+em Ab. ID. 3.3.9. z- &)
/~~m
($+es M. M. L LAVid o*~",
eg J gg g.
g, f y & n;) 3,
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AM j u,cs in se a,aLeis: o.go &,4eef,, acel, s
twa mp Standard Plant g g 9 4,gg g.je A/a REv n 4
the number of degrees of freedo;;t.are-taken - neer. An additional examination of these sup.
{
more than twice the number of modes with fre-ports and restraining devices is made to assure 8
quencies less than 33 Hz.
that their location and characteristics are d
consistent with the dynamic and static analyses j
(2) Mass is lumped at any point where a sig-of the system, f
nificant concentrat:d weight is located g
(e.g., the motor in the analysis of pump 3.7.3.3.4 Analysts of Frame T)pe Supports 4
motor stand. the impeller in the analysis of g
The design loads on frame type pipe supports (incade (a) loads transmitted to the support by pump shaft, etc).
(3) If the equipment has free.end overhang span the piping response to thermal expansion, dead with flexibility significant compared to the weight, and the inertia and anchor motion f
center span, a mass is lumped at the effects. (b) support internal loads caused by overhang span, the weight, thermal and inertia effects of loads of the structure itself, and (c) friction loads g
(4) When a mass is lumped between two supports, caused by pipe sliding on the support. To g
it is located at a point where the maximum calculate the frictional force acting on the N
displacement is expected to occur. This support dynamic loads that are cyclic in nature y" N(
tends to lower the natural frequencies of need not be considered. ' --""-
the equipment because the equipment fats ml -!!' S ;;.:k ec;ffide W A
4){
frequencies are in the higher spectral range "" 5 :. i: x..a
,.u..;
I1 m.
p%l of the response spectra. Similarly, in the
--N "r "
- 9 ':, 7 1..,
.2 case of live loads (mobile) and a variable L2.,
._ fT.;;;. To determine the response of 4"
support stiffness, the location of the load the support structure to applied dynamic loads, and the magnitude of support stiffness are the equivalent static load method of analysis ks.
chosen to yield the lowest frequency content described in Subsection 3.7.3.8.1.5 may be
+U for the system. This ensures conservative used. The loads trasmitted to the support by gg dynamic loads since the equipment the piping will be applied as static loads yy frequencies are such that the floor spectra acting on the support, q '6 gs4 peak is in the lower frequency range. If not, the model is adjusted to give more As in the case of other supports, the forces conservative results, the piping places on the frame type support are 'gp4 a
obtained from an analysis of the piping. vin the o
3.7.333 Field tocation of Supports and analysis of the piping the stiffness of the g
Restraints frame type supports shall be included in the g
h piping analysis model, unless the support can be
% -Q, The field location of seismic supports and shown to be rigid. The frame type supports may 5wd T'd j y restraints for Seismic Category I piping and be modeled as' rigid restraints providing they piping systerns components is selected to satisf( are designed so the maximum service level D f {,W the following two conditions:
$) deflection in the direction of the applied load
,$ Wiess than'ytti inch and providing the total Q&
(1) the location selected must furnish the re-gap or diametrical clearance between the pipe Y w )"i cot 5
quired response to control strain within and frame support is between 1/16 inch and 3/16 L "$E g
allowable limits; and inch when the pipe is in either the hot or cold 3
condition. - For a frame type support to be (2) adequate building stren h and stiffness for considered rigid, it shall be at least,Wiimes '200 attachment of the component supports must be as stiff as the piping. The piping stiffness is available.
calculated using the following equation:-
The final location of eismic supports and re.
El straints for Seismic Category I piping, piping Kp = g system components. a/d equipment, including the L
l placement of snubb s,is checked against the a
drawings and instr ctions issued by the engi.
E=
modules of etasticity of pipe wM
-m h be %l
.~
Pee Wc &lW No. 353
& sede / eve /d "
^ " ' " * " " ' ' '
G) b" therefwe deflectim limb' swd be Level b Smd.,/V is a ven w,Ue seWtice
~ - ~ _
~-
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ABM 224sioars Standard Plant
- arv s I= moment ofinertia of pipe times the mass times the maximum spectral-acceleration from the floor response spectra of
--.b
. L =gW the suggested pipe support - the point _of attachments of multispan spacing in Table NF.36111 of ASME structures. The factor of 1.5 is adequate for Code, Section 111 simple beam type structures, the factor used is justified.
3.7.3A Basis of Selection Mrequencies 3.7.3.61hree Components of Earthquake Motloa Where practical, in order to avoid adverse resonance effects, equipment and components are The total seismic response is predicted by designed / selected such that their fundamental - combining the response calculated from the two frequencies are outside the range of one half to twice the dominant frequency of the associated support structures. Moreover, in any case, the equipment is analyzed and/or tested to demon.
strate that it is adequately designed for the applicable loads considering both its fundamental frequency and the forcing f equency of the applicable support structure.
All frequencies in the range of 0.25 to 33 Hz are considered in the analysis and testing of structures, systems, and components. These fre-quencies are excited under the seismic excita-tion.
If the fundamental frequency of a component is greater than or equal to 33 Hz, it is treated as seismically rigid and analyzed accordingly.
Frequencies less than 0.25 Hz are not considered as they represent very flexible structures and ate not encountered in this plant,
- The frequency range between 0.25 Hz and 33 Hz covers the range of the broad band response spec-trum used in the design.
3.7.3.5 Use of Equivalent Static Lead Methods of Analysis 3 *f.5.1 Subsysteams Other Thaa NSSS
-See Subsection 3.7.3.8.1.5 for equivalent static load analysis method.
3.7.3.5.2 NSSS Subsystems When the _ natural frequency of a structure of component is unknown, it rnay be analyzed by apply-ing a static force at the center of mass. In order to conservatively account for the possibil-ity of more than one significant dynamic mode, the static force is calculated as 1.5 times the I-37171 Amendment 23
ABWR muom Standard Plant nrv n horhontal and the vertical analysis.
When the response spectrum method of rnodal analysis is used, contributions from all modes.
When the response spectrum method or static except the closely spaced modes (i.e., the coefficient method is used, the method for difference between any two natural frequencies combiring the responses due to the three is equal to or less than 10%) are combined by orthogonal components of seismic excitation is the square root.of the sum.of the squares (SRSS) given as follows:
combination of modal responses. This is defined mathematically as:
3 1/2 N
R. -
I R[I j=1 (3.7 14)
R=
I (R )'
g g
i=1 (3.7 15) where where R;j
= maximum, coaxial seismic response of interest (e.g., displacement.
R
= combined response; moment, shear, stress, strain) in th directions i due to earthquake R;
= response to tte i mode; and excitation in direction j, (j = 1, 2,3).
N
=. umber of modes considered in the analysis.
R;
= seismic response of interest in i direetion ior design (e.g.,
Closely spaced modes are combined by taking displacement, moment, shear, the absolute sum of the such modes.
stress, strain) obtained by the SRSS rule to account for the An alternate to the absolute sum method nonsimultaneous ocrurrence of the presented in Regulatory Guide 1.92 is the R
's following:
gj.
When the time. history method of analysis is
'N 1/2 Ph22lRf R,l used and separate analyses are performed for each R=
I earthquake component, the total combined response
.i=1 (3.7 16) for all three components shall be obtained using the SRSS method described above to combine the where the second summatlow is to be done on all maximum codirectional responses from each i and m awdes 4ose frequencies are closely carthquake component. The total response may spaced to each other, alternatively be obtained, if the three component motions are mutually statistically indepe'ident, 3.7.3.7.2 NSSS Subsysten,s by algebraically adding the codirectional responses calculated separately for each in a response spectrum modal dynamic component at each time step, analysis, if the modes are not closely spaced (l.c., if the frequencies differ from each other When the time. history analysis is performed by by more than 10% of inc lower frequeucy), the applying the three components motions modal responses are combined by the simultancoasty, the combined response is obtained - square root.of the sum.of. the squares (SR$5) directly by solution of the equations of motlou, method as described in Subsection 3.7.3.7.1 and This method of combination is applicable only if Regulatory Guide 1.92.
the three componerit motions are mutually If some or all of the modes are closely statistically independent.
spaced, a double sum method, as described in 3.7.3.7 Combination of Modal Response Subsection 3.7.3.7.2.2, is used to evaluate the Y
3.7.3.7.1 Subsystems Other Than NSSS 8hf f Sd 4
3us AmcMment 23 N-
A++achnud 9'
f the "When the response spectrum method of analysis is used, modal responses for modes below the cutoff frequency (specified in Section 3.7) are combined in accordance with the methods given in
)
The responses associated With Subsections 3.7. 3.7.1 and 3. 7. 3. 7. 2.
higher frequency modes (above cutoff frequency) are calculated and combined with the low frequency modal responses according to the procedura described in Subsection 3.7.3.7.3.
These methods and procedures are applicable for seismic loads as well as for loads suppression pool dynamic with higher frequency input such as loads."
c ihm no. l+. I, 3, s.c. 6-1 co-,,f 1) b e,
4
ABWR m-Standnd. Plant ux.n 3.7.3.8.1.9 Design of Small tiranch and Small (b)
When the small bore piping handbook is Bore Piping serving the purpose of the Design
., o
($
Report it meets all of the ASME 4$
(1) Small branch lines are defined a/those,{Jg requirements for a piping design
,4 9 lines that can be decoupled fromdiiTlytical report. This includes the piping and
,A 7) y model used for the analysis of the main run w its supports.
rd piping to which the branch lines attach. As f
-J allowed by Subsection 3.7.3.3.1.3 branch c (c)
Formal documentation exists showing R
lines can be decoupled when the ratio of run N piping designed and installed to the cf 7 to branch pipe inoment of inertia is 25 to 1, {
small bore piping handbook (1) is R
y conservative in comparison to results f1 or greater. In addition to the moment of %
j inertia criterion for acceptable decoupling, J
from a detail stress analysis for all g %,
these small branch lines shall be designed q applied loads and load combinations C
with no concentrated masses, such as valves. 6s 44ed-h-the-41eWg*4pe Ww c.,
in the first one half span length from the, q 4.
(2) does not result in piping that is main run pipe; and will(sufficient flexi M i,4 less reliable because of loss of s
bility to prevent restrainTof movement of 4 flexibility or because of excessive the main run pipe. The small branch line is "kg number of supports, (3) satisfies considered to have adequate flexibility if Mc required clearances around sensitive its first anchor or restraint to movement is % v s components.
at least one half pipe span in a direction' O E*
perpendicular to the direction of relative The small bore piping handbook methodology movement between the pipe run and the first will not be applied when specific information is anchor or restraint of the branch piping. A needed on (a) magnitude of pipe and fittings pipe span is defined as the length tabulated stresses (b) pipe and fitting cumulative usage in Table NF 36111 Suggested piping Support f actors. (c) accelerations of pipe mounted Spacing. ASME B&PV Code Section lit, Sub-equipment, or locations of postulated breaks and section NF. For branches where the pre-leaks.
ceding criteria for sufficient flexibility cannot be met, the applicant will demon.
The small bore piping handbook methodology strate acceptability by using an alternative will not be applied to piping systems that are criteria for sufficient flexibility, or by fully engineered and installed in accordance acuunting for the effects of the branch with the engineering drawings, piping in the analysis of the main run 4
3.7.3.8.1.10 Multiply Supported Equipment and
- piping, Components with Distinct inputs (2) For small bore piping defined as piping 2 inches and less nominal pipe sire, and small For multi supported systems (equipment and branch lines 2 inches and less nominal pipe piping) analyred by the response spectrum method size, as defined in (1) above, it is for the determination of inertial responses, acceptable to use srnall bore piping either of the following two input motions are handbooks in lieu of performing a system acceptable:
flexibility analysis, using static and dynamic mathematical models, to obtain loads (1) envelope response spectrum of all support on the piping elements and using these loads points for each orthogonal direction of to calculate stresses per equations in NB, excitation, or NC, and ND3600 in Section ill of ASME Code, whenever the following are met:
(2) independent support motion (ISM) response spectrum at each support for each orthogonal (a) The small bore piping handbook at the direction of excitation.
time of application is currently accepted by the regulatory agency for When the ISM response spectrum method of use on equivalent piping at other analysis is used, the following conditions nucle ar _ power _ plants._
shnujd_be met.
2ZI ASII foM 6#'h" &h Subseehen Y,,4 h
(b,. ffof h kV saewdance
^""*"" "
ye anai ud in i
desi4td m aakdance ^"U MMW h are.
U3a
(})
3
(.C% Alo.14.1,3,3 (>~Jj.ved 2)
l i
ABWR msm Sandard Plant Ptv D are applied to the subsystern model, and the modal a
o forces, shears, moments, stresses, and u
=
+
deflections are determined.
Ou 2
(9) The modal forces, shears, moments, stresses, 3.7.3.8.1J EHect of Differvatial flullding and deflections for a given direction are Mosements combined in accordance with Subsection 3.7.3.8.1.4.
In most cases, piping subsystems are anchored and restrained to floors and walls of buildings (10) Steps (5) through (9) are performed for each that may have differential roovements during a of the three earthquake directions.
seismic event. The movements may range from insignificant differential displacements between (11) The seismic force, shear, moment, and stress rigid walls of a common building at low eleva.
resulting from the simultaneous application tions to relatively large displacements between of the three components of earthquake separate buildings at a high seismicity site.
loading are obtained in the following Differential endpoint or restraint deflec.
manner:
tions cause forces and moments to be induced R = /R[ + R' + P[
(3.7 24) into the piping system. The stress thus pro.
I duced is a secondary stress. It is justifiable to place this stress, which results from R
=equivaleat seismic restraint of free end displacement of the piping reaponse quantity system,in the secondary stress category because (force, shear, moment, the stresses are self.llmiting and, when the stress, etc.)
stresses esceed yleid strength, minor distortions or deformations within the piping R R R
= coline ar r e s poaae system satisfy the condition which caused the
- Y #
qu antitie s due to stress to occur, carthquake motion in the x, y, and a directions, The earthquake thus produces a stress.
respectively.
exhibiting property much like a thermal expansion stress and a static analysis can be 3.7.3.8.1.7 Damping Ratio used to obtsin actual stresses. The differential displacements are obtained from the The damping ratio percentage of critical damp.
dynamic analysis of the building. The ing of piping subsystems corresponds to Regula.
displacernents are applied to the piping anchors tory Gu.de 1.61 or 1.84 (ASME Code Case N 4111),
and restraints corresponding to the maximum The damping ratio is specified in Table 3.71.
differential displacements which could occur.
The static analysis is made three times: once Strain energy weighted modal damping can also for one of the horizontal differential be used in the dynamic analysis, Strain energy displacements, once for the other horizontal weighting is used to obtain the modal damping differential displacement, and once for the coefficient due to the contributions of damping vertical, different elements of the piping system. The element damping values are specified in Table The inertia (primary) and displacement 3.71, Strain energy weighted modal damping is (secondary) loads are dynamic in nature and calculated as specified in Subsection 3.7.2.15.
their peak values are not expected to occur at the same time. Hence, combination of the real in direct integratiou analysis, damping is values of inertia load and anchor displacement input in the form of a and $ damping load is quite conservative. In addition, anchor constants, which give the percentage of critical movement effects are computed from static damping, A as a function of the circular analyses in which the displacements are apphed to produce the most conservative loads on the frequency, u.
Components. Theref re, the Primary and yfa NA R. 43 3.E 4-7_
secondary loads are combmed by the SRSS method AS M <We 6sc ij-fl]-J cla'mpj 5, nof[e md for analy/ _9 mme e.,er y&), ASM6 cd w,,,
(
w i
06soebi
% mmu
?WY
/ v1 acc 0r&u ENlftit'c r -
y
[Inser1 Me/Mz. )
mim Sinndard Plant nn n l
The results of the data analyses, vibration COL license laformation requirements.
amplitudes, natural frequencies, and mode shapes
-A are then compared to those obtained from the Thermal stratification of fluids in a piping theoretical analysis.
system is one of the specific operating conditions that is included in the loads and Such comparisons provide the analysts with load combinallons that are contained in the added insight into the dynamic behavior of the piping design specifications and design reactor internals. The additional knowledge reports. It is known stratification can occur gained from previous vibration tests has been in the feedwater piping during plant startup and utilized in the generation of the dynamic models when the plant is in hot standby conditions for seismic and loss of coolant accident (LOCA) following scram (see Subsection 3.9.2.1.3). I f, analyses for this plant. The models used for during design or startup, evidence of thermal this plant are similar to those used for the stratification is detected in any other piping vibration analysis of earlier prototype BWR system, then stratification will be evaluated.
- plants, if it cannot be shown that the stresses in the pipe are low and that movement due to bowing is 3.9.3 ASME Code Class 1,2, and 3 acceptable, then stratification will be treated Cornponents, Component Supports, and as a design load. In general, if temperature Core Support Structures differences between the top and bottom of the pipe are less than 50 F. It may be assumed 3.9.3.1 leading Combinations. Design design specification and stress reports need not Transients, and Strrss Limits be revised to include stratification.
This section delineates the criteria for The design life for the ABWR Standard Plant selection and definition of design limits and is 60 years. A 60 year design life is a loading combination associated with norraal requirement for all major plant components with operation, postulated accidents, and specified reasonable expectation of meeting this design seismic and other reactor building Sibration life, llowever, all plant operational components (RBV) events for the design of safety related and equipment except the reactor vessel are ASME Code components (except containment designed to be replaceable, design life not components which are discussed in Section 3.8).
withstanding. The design life requirement allows for refurbishment and repair, as This section discusses the ASME Class 1,2, appropriate, to assure the design life of the and 3 equipment and associated pressure retaining overall plant is achieved. In effect, parts and identifies the applicable loadings, essentially all piping systems, components and calculation methods, calculated stresses, and equipment are designed for a 60 year design allowable stresses. A discussion of major life. Many of these components are classified equipment is included on a component by component as ASME Class 2 or 3 or Quality Group D. In the basis to provide examples. Design teansients and event any non Class 1 components are subjected dynamic loading for ASME Class 1,2, and 3 to cyclic loadings, including operating equipment are covered in Subsection 3.9.1.1.
vibration loads and thermal transient effects, Seismic related loads and dynamic analyses are of a magnitude and/or duration so severe that discussed in Section 3.7. The suppression the 60 year design life can be assured by pool.related RBV loads are described in Appendix required Code calculations. COL applicants will
- 38. Table 3.9 2 presents the combinations of identify these components and either provide an dynamic events to be considered for the design appropriate analysis to demonstrate the required and analysis of all ABWR ASME Code Class 1,2, design life or provide designs to mitigate the and 3 components, component supports, core magnitude or duration of the cyclic loads.
support structures and equipment. Specific Cornponents excluded from this requirement are loading combinations considered for evaluation of (1) tees where mixing of hot and cold fluids each specific equipment are derived from Table occurs and thermal sleeves have been provided in 3.9 2 and are ccatained in the design accordance with the P&lDs, (S) ~res. 4
--C-specifications and/or design reports of the -as-4ta-quanehur-k:
- a %gve-an*MALR_
respective equipment. See Subsection 3.9.7.4 for has-aircad%m mformettrovidingshe e(
3 9'II Amendment 23 IV l. 3. s.5,8-/
!% /,33.1/-/ )
-.e..
A +VacAnen f z.
Nea) thircR gato.
in section 3.9.3,)
(Ztne NO. I4./,3,3,5/2-l)
Pi ing hads che No.. th e-__ % mal exp usion of f
the pi g m 3 e d M es m a) meAor.wemenh ch.nygorfs we wcla/cd A hc pigr3 lona.cor4innSns. All are e n % fed > J._ k m in w opershb3 modes
%eladd in khe -(,&ipe cuation.
eoment w0es are
% pin 3 sys kw,s AHCMfierahv3.tenpers tues of Iess Pi
,or egual _3o _150 ?F_a.ra. _notreguiree/
h 6e n
anaI zed be ffermal eyamion Joa &y.
y J'
(
C&DV1 3<?. 3, I )
- (.1+em No. J4. /. 3.5.S.M-l) 2ow press 5~el_^) Sin]-.ijs}hu.owt derface wi}h
+he reacdor. coo /M pressc<<e bcuu,cla <y Mt/I yned...ividh ei}her.a he desi scAech)e 40 nili colculated}Nckness,or a. pipe. Hallthic Kness
,oye for _ a pressare epal to
- o. + finnes Me rescfor coohnt system presswe.
4 w-.
ssbR payc s.'l-g
Standard Plant av n 41,1c/ ( E ponae a u) e.a.as w.. m a ml++t o y,, '
,u,,,,,,. y bcalks.dat**s446r+r4eemfuhhetnni gradient *c.
I' I' 15 0 'I la-6ke-pip m!', (3) feedwater piping outside 52 3 3 7 /~O containment that is designed so cyclic loadings and stresses are no more severe than experienced by Class I piping inside containment. 4+e4*b.J2-
+eetir 3M .3-fee-GOL-ilertrrM*hmnenonG m u h + ms,ntu a -
4 f t15et' ~
N fdCk/HCh.f f 3.9.3.1.1 Plant Conditions
%.e All events that the plant will or might credibly experience during a reactor year are evaluated to establish design basis for plant equipment. These events are divided into four plant conditions. The plant conditions described in the following paragraphs are based on event probability (i.e., frequency of occurrence as discussed in Subsection 3.9.3.1.1.5) a n d correlated to service levels for design limits defined in the ASME Iloller and Pressure Vessel Code Section ill as shown in Tables 3.91 and 3.92.
3.9.3.1.1.1 Normal Condition Normal conditions are any conditions in the course of system startup, operation in the design power range, normal hot standby (with condenser available), and system shutdown other than upset, emergency, faulted, or testing.
3.9.3.1.1.2 Upset Conditina An upset condition is any deviation from normal conditions anticipated to occur often enough that design should include a capability to withstand the conditions without operational impairment. The upset conditions include system operational transients (SOT) which result from any single operator error or control malfunction, from a fault in a system component requiring its isolation from the system, from a loss of load or r~ver, or from an operating basis carthquake, o :. standby with the main condenser isolated is an upset condition.
3 9-1s t Amendment 13
1 i
ATTTACHMENT 5 FOR SECTION 3.9.3.1 (PAGE 3.9-18.1)
Severe thermal transients that will be evaluated for possible effect on plant life are temperature rate changes faster than 830 C/ Hour, when the total fluid temperature change is greatet-than 38'C.
The Safety Relief Valve (SRV) discharge piping in the wetwell and the SRV Quenchers are subjected to severe thermal transients during SRV blowdown events. Therefore, the COL applicant will perform ASME Class 1 fatigue analyses of the ASME Class 3 SRV discharge piping in the watwell and the SRV Quenchers. The purpose of these fatigue evaluations is to confirm that the fatigue cumulative usage factor is less than 1.0, and the fatigue stresses are less than their allowables. The fatigue evaluations will include the SRV blowdown thermal transient loads, thermohydraulic loads, Safe Shutdown earthquake loads and the Reactor Building vibration loads due to SRV blowdown. Environmental effects will be considered in the fatigue analysis in accordance with the requirements for ASME Section III Class 1 carbon steel piping specified in Subsection 3.9.3.1.1.7.
The SRV discharge piping in the wetwell will bs analyzed for SRV blowdown thermal stresses due to a step change in temperature inside the pipe from 32*C to 166*C. In order to minimize piping thermal stresses, no shear lugs will be welded to the SRV discharge piping.
The fatigue analysis of the SRV Quenchor will be performed in accordance with ASME Section III, Subsection NB-3200. The quencher will be analyzed for the heat transfer transient during SRV blowdown where there is a step change in temperature inside the quencher from 20*C to 166*C, and the outside of the quencher remains at 20'C. The fatigue evaluation will also include the SRV discharge pipe applied thermal loads, thermohydraulic transient loads, Safe Shutdown Earthquake loads and the SRV blowdown Reactor Building Vibration loads.
See Subsection 3.9.7.2 for COL license information requirements.
nO. li I.3.5.C.9-l,l'hI3.5 S % Al'3*39I~'D C Hem t
l 1
ABWR Standard Plant nv n 4
4 to accomplish its safety functions as required The MS system piping extending from the out.
)g N
by any subsequent design condition event, board main steam isolation valve to the turbine i
3 stop valve is constructed in accordance with the y
For active Class 2 and 3 pumps, specific ASME Boiler and Pressure Vessel Code Section
+} stress criteria to meet the functional III, Class 2 Criteria.
)ykD kf requirements are identified in a footnote to Table 3.9 2. For piping and valies there are no Turbine stop valve (TSV) closure in the main
!H%
specific stress criteria for functional steam (MS) piping system results in a transient y
requirements. The ASME code allowable stresses that produces momer.tary unbalanced forces acting are applied to assure functional capability under on the MS piping system. Upon closure of the emergency and faulted design conditions.
TSV, a pressure wave is created and it travels 313, /, /,7 at sonic velocity toward the reactor vessel l
y 3.9J.l.2 Reactor Pressurt Yessel Assembly through each MS line. Flow of steam into each MS line from the reactor vessel continues until The reactor vessel assembly consists of the the steam compression wave reaches the reactor reactor pressure vessel, vessel support skirt, vessel. Repeated reflection of the preuure and shroud support.
wave at the reactor vessel and the TSV produce time varying pressures and velocities.
The reactor pressure vessel, vessel support throughout the MS lines.
skirt, and shroud support are constructed in accordance with the ASME Boiler and Pressure The analysis of the MS piping TSV closure Vessel Code Section Ill. The shroud support transient consists of a stepwise time. history consists of the shroud support plate and the solution of the steam flow equation to generate shroud support cylinder and its legs. The a time. history of the steam properties at reactor pressure vessel assembly components are numerous locations along the pipe. Reaction classified as an ASME Class 1. Complete stress loads on the pipe are determined at each cibow.
reports on these components are prepared in Rese loads are composed of pressure times area, accordance with ASME Code requirements, momentum change and fluid friction terms.
NUREG-0619 (Reference 5) is also considered for feedwater noule and other such RPV inlet nonle The time history direct integration method of
- design, analysis is used to determine the response of the MS piping system to TSV closure. The forces The stress analysis is performed on the are applied at locations on the piping system reactor pressure vessel, vessel support skirt, where steam flow changes direction thus causing and shroud support for various plant operating momentary reactions. The resulting loads on the conditions (including faulted conditions) by MS piping are combined with loads due to other using the clastic methods except as noted in effects as specified in Subsection 3.93.1.
l Subsection 3.9.1.4.2.1 oading conditions, design stress limits, and methods of stress analysis for 3.93.1 A Recirrulation Motor Cooling (RMC) the core support structures and other reactor Subsystem internals are discussed in Subsection 3.9.5.
The RMC system piping loop between the recir.
3.93.13 Main Steam (MS) System Piping culation motor casing and the heat exchanger is constructed in accordance with the ASME Boiler The piping systems extending from the reactor and Pressure Veuel Code Section lit, Subsection pressure vessel to and including the outboard ND 3600. Stresses are calculated on an clastic main steam isolation valve are constructed in ac.
basis and evaluated in accordance with NB.3600 cordance with the ASME Boiler and Pressure Vessel of the ASME Code,Section III.
Code Section III Class I criteria. Stresses are calculated on an clastic basis and evaluated in 3.93.13 Recirculation Pump Motor Pressure accordance with NB.3600 of the ASME Code Section Boundary 111.
The motor casing of the recirculation inter.
nel pump is a part of and welded into an RPV I*N Amendment U
AHadmed I
3.9.3.1.1.7 Environmental Effects on Fatigue Evaluation of Carbon Steel Piping Environmental effects on the fatigue design of ASME Section III Class 1 carbon steel piping will be evaluated in accordance with GE document, 408HA414 (Reference 9). Additional fatigue evaluations for environmental effects are not required for any of the following conditions: (a) Wster temperature is below 245'C, (b) Fittings, such as elbows and toes, that are conservatively designed and analyzed using the ASME Section III stress indicies and (c) For transients having total cycle times of 10 seconds or less and no tensile hold time, provided that the
~
oxygen content of the water does not exceed 0.3 ppm.
Environmental effects are considered by increasing the local peak stress through four factors used as multipliers to the stress indicies. The four factors are:(1) the notch factor, (2) the mean stress factor, (3) the environmental correction factor, and (4) the butt weld strength reduction factor.
(.:tews No. 14.1.3.3.S.7'?-)
(3) '
ABM smioaxe Standard Plant
.-__arv n 3.9.3.4 Component Supports NF4231. The critical buckling loads for the Class 1 piping supports subjected to faulted The design of bolts for component supports loads that are more severe than normal, upset AN is specified in the ASME Code Section 111, and emergency loads, are determined by using Subsection NF. Stress limits for bolts are given the methods discussed in Appendices F and XVil
+.
in NF.3225. The rules and stress limits which of the Code. To avoid buckling in the piping must be satisfied are those given in NF.3324.6 supports, the allowable loads are limited to 1
multiplied by the appropriate stress limit factor two thirds of the determined critical buckling
[
for the particular service loading level and loads.
stress category specified in Table NF.3225.21.
g Masimum calculated static and dynamie i*
Moreover, on equipment which is to be, or deflections at support locations are checked may be, mo.nted on a concrete support, sufficient to confirm that the suppoit has not rotated 9
holes for anchor bolts are provided to limit the beyond the vendor's retommended cone of action 9
anchor bolt stress to less than 10,000 psi on the or the recommended arc of loading.
nominal bolt area in shear or tension.
p Suppoftts for ASME Code Section til Concrete anchor bolts (including under cut instrumentation lines are designed and k
type anchor boits) which are used for pipe analyzed in accordance with ASME Codelection support base plates will be designed to the lil %section Nij d
j applienble factors of safety which are defined in
+
I&E Bulletin 79 02,' Pipe Support Base Plate The design of all supports for non-nuclear H
V Designs Using Concrete Expansion Anchor Bolts,'
piping satisfies the requirements of ANSl\\ASME l Revision 2 dated November 8,1979.
B31.1 Power Piping Code, Paragraphs 120 and l 121.
3.9.3.4.1 Piptog For the major active valves identified in Supports and their attachments for essential Subsection 3.9.3.2.4, the valve operators are ASME Code Section Ill, Class 1,2, and 3 piping not used as attachment points for piping are designed in accordance with Subsection NF' up supports.
to the interface of the building structure, with jurisdictional boundaries as defined by The design criteria and dynamic testing re.
Subsection NF. The loading combinations for the quirements for the ASME 111 piping supports various operating conditions correspond to those are as follows:
3 gm gp used for design of the supported pipe. The component loading combinations are discussed in (1) Piping Supports All piping supports are Subsection 3.9.3.1. The stress limits are per designed, fabricated, and assembled so ASME III, Subsection NF and Appendix F.
that they cannot become disengaged by the Supports are generally designed either by load movement of the supported pipe or equip-I rating method per paragraph NF 3260 or by the ment after they have been installed. All stress limits for linear supports per paragraph piping supports are designed in accordance with the rules of Subsection NF of the ASME Code up to the building structure
- Augmented by the following: (1) application of interface as defined by the jurisdictional Code Case N 476, Supplement 89.1 which goverus boundaries in Subsection NF.
the design of single angle members of ASME Class 1,2,3 and MC linear component supports; and (2)
(2) Spring llangers. The operating load on when eccentric loads or other torsionalloads are spring hangers is the load caused by dead not accommodated by designing the load to act weight. The hangers are calibrated to en.
through the shear center or meet ' Standard for sure that they support the operating load Steel Support Design *, analyses will be perforrned at both their hot and cold load settings.
in accordance with torsional analysis methods Spring hangers provide a specified down such as:
- Torsional Analysis of Steel Members, travel and up travel in excess of the USS Steel Manual *, Publication T114 2/83.
specified thermal movement. Deflections l 3 N Am4Adm4 At 13
ABWR dC#
"0 l'"/13 Pl./ 40*/d 7) msime
'"n Standard Plant gg g due to dynamic loads e checked to confirm that they do not-f_"
.:d: d; :fG-2,
' 6 i'im - :'-
M
- s; thbwp;:P : ! I::: -^' '-h :: ::::9 eep+ahl: !::d: -
d:: u p r"' ---
f (iless n o.14, /. 3.3. (,-/> gn, wen) z;)
Snubbers A he operating loads on snubbers t
(3)
['1I#ff 4S MN
[#IdW fe., sefs e, RI)V o LO ads d
i,'::c:; :,','"R's'M:1*du,'r,' ' '"" 2';;
MecAania4ad bd<sa HPc c
a operating conditions. Snubbers restrain Snud$$rs y/// fl /qf/ g/7tN i
e lati n ad to e associated liferen
- 3 840CN off##IUIf [DT tial movement of the piping system support f, tic /ra r 3 3 [ g /7 yg/4/yg/g' /j, sys/cus, anchor points. The criteria for locating snubbers and ensuring adequate load
$hubbf/J Md p[esl Mr
/n dC(df 481eC :,
capacity, the structural and mechanical (sjil A A S g g g e c /f m ggd,ggg/fm Ms performance parameters used for snubbers and b'T# Mfd / S Ed+10b 8#[f/c'df I.
the installation and inspection consider-Vc/ocl/yi#d ations for the snubbers are as follows:
Seus/iers cons /s/* o@ A
/awihb dIr[
"#!Nh ~ / #i al')ll4f fife CV'P
- /
(a) Required Load Capacity and Snubber Loca.
^
Cleh anel l0'f Csimed b)'0a elevis af tion The loads calculated in the piping
/O bo'./M/N f/fu(/AfC G E I'd f
dynamic analysis, described in Sub-section 3.7.3.8, cannot exceed the ol/(f e+1M $nuf,/,gyg opogya/r.73 inubber load capacity for design, gfyggf gj M7'#g j
normal, upset, emergency and faulted j
4 b ftArvic cygy,f3-gue(s a3_ tar)),,p-f conditions,.
b"O dut>
act
- ' i assiv& hovel opera}Nn fiv A d l'
snubbers i,ali,ks)rauocratinys yeater e c/evice.s cabiet, oao, cog,k s
go bys i dyna?"k
"*Y, Pansiens od tonrracs, resisface.
cyclic. ioad tesh us!!
be cuducted h n'd.1 the,,e<for,nece oHA C A /<a"lic eo,,.in>I valae. These y
so, suers vill be sebjechd h J namie, eye /ic load feth I
a+
j,sss grea k e than w epai in o,e-Aalp -/Ae caladated safe shWoun ea<h asKe
/oact Ion the snubler,
'39311 Amendment 2.3
.___.m.
MM zwtocAs Standard Plaat arv n i
Novembee 1977. Also NEDO.240$7.P. Ameadment i
- 1. Deceinber 1978, and NEDE.2.P 24057 f
Amendment 2. June 1979, 4.
General Electric Company, Analytical Model for Loss of. Coolant Analysis in Accordance with 10CFR$0, Appendix K. NEDE 20$66P, Proprietary Document, November 1975.
5.
BWR Feedwater Nonle and Control Rod Drive Return Line Noule Cracking, NUREG-0619.
6.
Gen eral Ele ctric En vironin en t al Qualification Program, NEDE.243261*P, Proprietary Document, January 1983.
Functional Capability 6: t:.-!: lue-o k Vi in] $ $5%1 U'5.NMI!M ' ArQG y,f 3
j 7.
Essential Mark it vs.t.-
y e n o.in 985,.
y;,/ gggy N I--
/
Septeaber-tt18t prep.,.4 b7 "*talia,
Columbus-Laboratorie: S m-~=1 m r'rie Company.-
8.
Generic Criteria for High Frequency Cutoff of BWR Equipment, NEDO.25250, Proprietary Document, January 1980.
9.
(seeral Glw+k 4"Y""Us n;; ca< bon steeIs, ifo 6 HA W % Aet 1 f-
+
MI Amendment 16
i (2/9/93)
PYSIS RESUUTS BNL (NUREG CR-1677)
BENCHMARK PROBLEM NO. 2
j i
GE-NE i
ABWR PROGRAM l
l DATE: FEBRUARY 5, 1993 Tot N.PATEL FROM M.HERZOG /
f SUDJECT! ANALYSIS RESULTS FOR PIPING BENCHMARK PROBLEM No. 2
REFERENCES:
- 1. "PISYS-Piping System Analysis Program",
GE Document No. NEDE-24077 l
- 2. " Piping Benchmark Problems' Dynamic Analysis Independent Support Motion Response Spectrum.
j Method" NUREG/CR-1677,' Volume-II-August'1985 l
1.0 PURPOSE j
To'present the results of the-piping dynamic. analysis performed using the PISYS-Piping Analysis Program (Reference 1).
Benchmark Problem No. 2 provided in Reference 2-was analyzed.
2.0 DYNAMIC ANALYSIS METHODS The dynamic analysis was performed using,the following response spectrum methodst'
- 1) Uniform Support Motioni(USM) Method,
- 2) Independent Support Motion 1(ISM) Methodiwith square: root some of-the squares (SRSS)f combination of-support' group--
]
contributions.
- 3) ISM' Method.with absolute sum combination'of support.
-group' contributions.
For all three solution methods, the SRSS1moda1' combination was-performed first, followed.by the combination of support group.
contributions, followed by the SRSS'interspatialtcombination.
.-The Benchmark-results provided:in. Reference 2, were not
~
calculated %in taa-same order as. described above.-Instead,"the support groupLeontributions-wereLcombined-first,' followed by the.
interspatial--combination,-followed by.the modal combination.
~
Due to this difference'in:how the fina11results are calculated, the PISYS results for Method 3 are up to 10% greater than the Reference 2 results.
t
,_l-
. _ _ x, _
a._ _
.a.
.-. ~ _ _ _ _ _. _
3.0 DESCRIPTION
OF ANALYSIS PERFORMFD Benchmark problem no. 2 is shown in Figure 1.
A complete listing of the piping model and dynamic loads input data is provided in Appendix 1.
The following output results are provided in Appendix 21 modal frequencies and participation factors displacements and calculated loads for the three analysis methcds.
4.O
SUMMARY
OF RESULTS Tables 1 through 3 provide a comparison of the PISYS results with the Reference 2 results.
The analysis results for the USH method and for the ISH method with SRSS combination of group contributions are identical to the Reference 2 results.
The analysis results for the ISM method with absolute sum combination of group contributions are within 10%~of the Reference 2 results. The difference in analysis results is because PISYS combines the final results in a different order than what was used in Reference 2.(See Section 2.0)
5.0 CONCLUSION
The PISYS computer program eccurately calculates piping system dynamic loads and displacements due to Envelope Spectrum excitation and Independent Support excitation.
-L-
~.
4 4Y Z/
X br i
s
@~
5 puf{,
6 s
34 i,
u 17
~I A
4,
%Q BENCHMARK PROBLEM N2 2 Fi ave 1
3._.
i TABLE 1 SUPPORT FORCES FOR ZNVELOPE SPECTRA METHOD AND INDEPENDENT $UPPORT MOTION WITH SRSS OF GROUPS support PISYS NUREG 1677 PISYS HUREG 1677 No.
Envelope Envelope SRSS Group SRSS Group (Lb.)
(Lb.)
(Lb.)
(Lb.)
1 90 90 53 53 2
65 65 46 46 3
177 177 113 113 4
708 708 441 441 5
-446 446 257 257 i
6 206 206 123 123 I
7 164 164 98 98 8
373 373 221 221 9
58 58 32 32 10 198 198 124 124 11 103 103 66 66 12 378 378 103 103 13 192 192 114 114 14 245 245 116 116 t
+
b b
)
_4_
- m. _ __ _... _. _.. _ _.
_ _ _ m... _.
TABLE 2 SUPPORT FORCES FOR INDEPENDENT SUPPORT MOTION WITil ABSOLUTE SUM OF GROUP CONTRIBUTIO!1S Support PISYS NUREG 1677 Percent No.
(Lb.)
(Lb.)
Difference I
i 1
83 76 9.2 2
77 70 10.0 3
158 156 1.3 4
619 607 2.0 5
367 350 4.9 6
190 184 3.-3 7-149 146 2.1 8
316 301 5.0 9
49 45 8.9 10 179 169 5.9 11 94 91 3.3 12 165 152
-8.6 13 175 170 2.9 14 172 158
.8.9
't
}
_f s
5-
TABLE 3 PIPE MOMENTS AND DISPLACEME!iTS COMPARISON TYPE MAXIMUM RESULTANT HAXIKUM DISPLACEMENT oP liQliEILT_Iln-1baJ (In.)
MET 110D PISYS NUREG 1677 PISYS NUREG [677 ENVELOPE 20828 20769 0.09 0.09 Element 9 Node 4 (Z direction)
ISM with SRSS 13067 13045 0.06 0.06 Group Element 9 11odo 4 (Z direction)
ISM with ABS 18316 18176 0.00 0.08 Group Element 9 Hode 4 (Z direction)
) _ - - - _ _ - -
d idbll 5
4 APPENDIX 1
~
-)-
'i
4
_m2.mw.um--___.m._m
APPE!1 DIX 1 TABLE CF CONTENTS Page No.
- 1. GLOBAL COORDIllATES OF PIPE JOINTS 9
2.
SECTION PROPERTIES TAliLE 10 3.
PIPE ELEME!1T DATA 11 4.
RESTRAINT ELEMENT DATA 12 S. JOINT LOAD INPUT DATA 13 6.
ENVELOPE RESPONSE SPECTRUM INPUT 14 7.
INDEPENDENT SUPPORT MOTION RESPONSE SPECTRUM INPUT 16 4
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APPENDIX 2 TABLE OF CONTENTS Page No.
- 1. EIGENVALUE
SUMMARY
TABLE 25 2.
MODAL PARTICIPATION FACTORS FOR ENVELOPE RESPONSE SPECTRUM ANALYSIS 26
- 3. UNIFORM SUPPORT MOTION RESULTS 27 4.
RESULTS FOR INDEPENDENT SUPPORT MOTION METHOD WITH SRSS OF GROUP CONTRIBUTIONS 32
- 5. RESULTS FOR INDEPENDENT SUPPORT MOTION METHOD WITH ABS OF GROUP CONTRIBUTIONS 37 I
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- COMBINED NODE DISPLACEMENTS & ROTATIONS 33
- COMBINED PIF2 ELEMENT FORCES & MOMENTS 34
- COMBINED SUPPORT ELEMENT FORCES & MOMENTS 36
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RESULTS FOR INDEPENDENT SUPPORT MOTION METilOD WITH ABS OF GROUP CONTRIBUTIONS Page No.
- NODE DISPLACEMENTS & ROTATIONS DUE TO X DIRECTION RESPONSE SPECTRA 38
- NODE DISPLACEMENTS & ROTATIO'IS DUE TO Y DIRECTION RESPONSE SPECTRA 39 l
- NODE DISPLACEMENTS & ROTATIONS DUE TO Z DIRECTION RESPONSE SPECTRA 40
- PIPE ELEMENT FORCES & MOMENTS DUE TO X,Y AND Z DIRECTION RESPONSE SPECTRA 41
- SUPPORT ELEMENT FORCES & MOMENTS DUE TO X,Y AND Z DIRECTION RESPONSE SPECTRA
.46 __.__ _ -. _ _ _ _ _ _ _ _ -. _ _ _ _ _ - _ _ _
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GE's 6/1987 COMPARISON BNL (NUREG CR-1677)
BENCHMARK PROBLEMS s
{ l_-
l-
occ5P/ED 0
Juti121987 1
,Lj Vr%\\sN i
CENERAL ELECTRIC COMPANY 175 CURTNER AVENUE SAN JOSE, CALIFORNIA 9512$
i PLANT PIPING ANALYSIS i
1 f
DES!CN MEMO PDE-6-2087 N
DRP #A00-03074 i
BENCHMARK ANALYSIS OP SAP AND PISYS
~
TO NUREG/CR-1677 PROBLEM i
i P
esMM/,
PREPARED BY:
4-G. Paynshtein 9
APPROVED BY:
O
_ \\'. 2L." Thoepson..'Mana ger FM nt Piping Analysis;
'0 APPROVED BY Uf/. ILLd44 E. 0.~' Swain.
4anaser Plant Design' Engineering.
t JUNE 1987-4
- CP8707/ CAL 87
~.
.z.
.. =.
., _ ~. _
O d
IMPORTANT NOTICE REGARDING CONTENTS OF THIS rep 0RT t
Please read carefully The only undertakings of General Electric Company respecting internation in this document are contained in the contract between the customer and General Electric Corpany, as identified in the purchase order for this report and nothing contained in this document shall be construed as changing the contract.
The use of this inforestion by anyone other than the customer or for any purpose other than that for which it is intended. is not authorized; and with respect to any unauthorized use. General Electric Company askes no representation or verranty, and assuees no liability as to the completeness. securacy. or usefulness of the information contained in this document.
l-GF8707/ CAL 87 TABLE OF CONTENTS PAGE 1.0 ABSTRACT.
1-1 2.0 BACKCROUND.
2-1
3.0 DESCRIPTION
OF SAPG04 AND PISYS, 3-1 4.0 NRC BENCKMARK PROBLEMS.
4-1 5.0 COMPARISON OF PISYS AND S APG04 PREDICTION WITH BENCRMARK PROBLEM.
5-1 6.0 MET 110DS COMPARISON.
6-1
7.0 CONCLUSION
7-1
8.0 REFERENCES
8-1 GF8707/ CAL 87... -......
1.0 ABSTRACT A benchmark analysis of P15YS was performed in August of 1979 and documented in NEDO-24210. "PISYS ANALYSIS OF NRC BENCNMARK PROBLEMS".
The analysis established that PISYS predicted dynamic responses consistent vith the NRC benchmarks when applying the enveloped response spectra method of analysis.
Although independent support motion analysis was employed in 1977, no benchmark problems existed. The purpose of this report is to document that the PISYS and SAP programs predict responses cons 4. stent with the 1983 NRC Benchmark when the independent support motion method of ana$ysis is emploved.
Gr8707/ GAL 87 1-1
2.0 BACKCSOUND General Electric vos the first to implement independent support notion dynaste analysis of piping in 1977 using the sap program. The independent support sotion method was developed by General Electric to eliminste the conservatism associated with applying the envelope of spectra at all pipe attachment points to the entire piping system.
Subsequently the independent support motion method was incorporated into all major piping programs used by industry.
In 1985, after the independent support motion method had been videly accepted for piping analysis, the United destes Nuclear Regulatory Commission issued NUREG/CR-1677 for confirming the correctness of computer programs predicting responses by the independent support motion method.
Since the analytical methods used in the NUREC/CR-1677 bench mark calculations are the same as those used by General Electric in 1977, the NRC bench marks provide official confirmation of the correctness of the original General Electric methodology.
CF8707/ GAL 87 2-1
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3.0 DESCRIPTION
OF SAPG04 AND PISYS The SAP program was originally constructed from three earlier prograes developed under the direction of Professor E. L. Wilson, Department of Civil Engineering, University of California at Berkeley. The element library and static snelysis options were taken f rom the SOLID / SAP Program, the eigenvalue extraction algorithms were incorporated from coding that was originated by Dr. K. J. Bathe, and the forced vibration and response spectrum analyses were adapted from the original version of Professor Wilson's SAP Program.
The espebility for ASME Class 1, 2 or 3 piping analysis was developed by the Engineering / Analysis Corporation under a contract with the General Electric Company at San Jose. Later, the capability of the program was further developed and expanded within the General Electric Company at San Jose for independent support motion seismic and dynamic snelysis and for fluid-mass-effect evaluations.
PISYS is a specialized development of SAP for use in the analysis of piping. The basic solution routines of SAP have been combined with an input isnguage translator specialized for modeling piping.
The SAP and PISYS programs have been benchmarked against one another to verify that the solution routines give consistent load predictions.
GF8707/ GAL 87 3-1 L
SAP was selected for the primary benchmark verification presented in this report because the input for the piping models could be directly applied.
The predictions of P15YS are identical to SAP since they have the same solution routine; therefore the benchmark comparisons are equally valid for SAP and PISYS.
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1 METHOD ENVELOPE SUPPORT
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COMPARISON OF PISYS AND SAPC04 PREDICTION kf!TH BENCHMARV PROBLEM 1.
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METHOD SQUARE KOOT OF THE SUM OF SQUARES BY GROUP SUPPORT NURLG 1677 PISYS SAP ELEMENT
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COMPARISON OF PISYS AND SAPG04 PREDICTION WITH BENCHMAPI PROBLD11.
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NRC BENCHMARK COMPARISON PROBLEM 2 SUPPORT NUREG 1677 SAP NUREG 1677 SAP ELEMENT ENVELOPE ENVELOPE SRSS CROUP SRSS CROUP
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65 65 46 46 3
177 177 113 110 4
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164 164 98 104 8
373 373 221 216 9
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SUPPORT NUKEG 1677 S Al' NUREG 1677 SAP ELEMENT ENVELOPE ENVELOPE SR$$ GROUP SRSS GROUP ILB)
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SAP NUREG 1677 SAP ELD!ENT ENVELOPE ENVELOPE SRSS CROUP SRSS GROUP (LB)
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32 1770 1357 905 906 I
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HOMENTS AND DISPLACEMENTS COMPARISON MOMENT DISPLACD1ENT
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TYPE OP THE NUkEG PISYS SAP NUREG P15YS
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ENVELOPE 1478 1584 1581 0.1222 0.1279 0.1254 ELEM #3 NODE #33 1
SRSS GROUP 4193 4189 4120 0.2757 0.2822 0.2745 ELEH di NODE $32 0.3827 0.3913 ABS GROUP 9035 9433 NODE #36 NODE #32 i
0.0204 18501 0.0224 ENVELOPE 18505 2
ELEM $1 NODE #2 0.0166 11315 0.0170 SRSS GROUP 11621 l
ELEM #1 NODE #2 0.0060 60106 0.0057 ENVELOPE 60150 3
ELEM #1 NODE #2 0.0076 34732 0.0076 SRSS GROUP 35408 ELEM #2 NODE #2 4.90E-05 433674 4.85E-05 ENVELOPE 433014 4
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-NODE fl 3.22E-05 277929 3.22E-05 SRSS GROUP 277825 ELEM di NODE #1 GF8707/ GAL 87 5-9
6.0 HETHODS COMPARISON The following bar chart prepared for benchmark problem one provides a visual comparison of the differences in the predictions of the different analytical methodst unifore response spectra (URS), and independent support motion (IMS) combining groups by absolute sum (ABS) and sum of the squares (SRSS).
From examination of the chart, the following conclusion can be drevnt the difference in predictions using the saec methods are small independent support motion predictions are significantly less than unifore response spectra when groups are combined by sum of the squarest and independent support motion with combination of groups by absolute sum provides predictions significently greater than grouping by sum of the squares and is often greater than uniform input.
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7.0 CONCLUSION
As can be seen from examination of the tables comparing load predictions the SAP /PISYS soluti n routines predict loads identical to or consistent with the four benchmark problem predictions. The evaluation reconfirms the verification for enveloped response spectra and extends the verification to independent support motion analysis.
The benchmark problem combined the modal responses by the square root of the sum of the squares method.
In application. General Electric combines the modal responses by the double sua method in accordance with Regulatory Guide 1.92.
If the bene. mark problems were computed using i
double sum the predicted loads would be somewhat higher, The comparion of predicted responses are in excellent agreement for all four bench mark problems. The small differences that occur can'be attributed to differences in the way the progress interpret the input for the piping mathematical models. The method of calculation originally implemented by General Electric in 1977 has been secepted as t
. correct by the publication of United States Nuclear Regulatory Commission NUREG/CR-1677.n 1985.
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8.0 REFERENCES
l.
" Piping Benchmark Problems Dynamic Analysis Independent Sup..ct Motion Response Spectrum Method". NUREG/CR-1677 BNL-NUREG-51 cM Vol. II.
2.
"PISYS Analysis of NRC Benchmark Problems". NEDO-24210 79NED295 Class 1. August 1979.
3.
"PISYS - Piping System Analysis Progtem". NEDE-24077.
4
" SAP - Structural Analysis Program", NEDO-10909. Rev. 7. 79NED165R.
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