ML20102B435
| ML20102B435 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 07/16/1992 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Degrassi G BROOKHAVEN NATIONAL LABORATORY |
| References | |
| NUDOCS 9207290009 | |
| Download: ML20102B435 (54) | |
Text
__
, )
GE Nuclear Energy Ge,wteccere, I?$ (vW C' 4.enu t :01 Ett CA 5512$
G2-so/
July 16,1902 Mr. Giuliano DeGrassi Building 475C Brookhaven National Laboratory !
Upton, NY 11973
Dear Giuliano:
I Enclosed is a mark-up of the ABWR SSAR addressing the March 23- l 27,1982 Piping Audit concerns. These revisions correspond to Amendment 21 of the ABWR SSAIL Also encloss:1 are the microfiche I for three analyses of the SRVDL Wetwell portion for the "ADJQ' load using time steps of 0.0035, 0.001 and 0.0005 second.
Sincerely, Ja- N. Fox Advanced Reactor Programs cc: Chet Posiusny Enclosure JNF/j y t
n i
af
'i 800 S 2 i\
9207290009 920716 PDR ADOCK0520g1
4 ABWR '
zw-c Sggadgrdflant Rf V_ D SECTION 3.6 CONTENTS (Continued)
Section '[1[lg Eggg 34.2.2 Analpic Methods to Define Blowdown Fore'mg Functions and Response Models 3.6 13 3.6.2.2.1 Analgical Methods to Define Blowdown Forcing Functions 3.6 13 3.6.2.2.2 Pipe Whip Dynamic Responts Analyses 3.6 14 3.6.23 Dynamic Analysis Methods to Verify Integrity and Operability 3.615 34.23.1 . Jet Impingement Analyses and Effects on Safety Related Components 3.6 15 .
3.6.2.3.2 Pipe Wnip Effects on Essential Components 3.6 18 - i
-1 3.6.2.3.2.1 Pipe Displacement Effects on Components !
In the Same Pipe Run 3.6 18 1 3.6.23.2.2 Pipe Displacement Effects on Essential Structures, Other Systems, and Components 3.6 18, 4.6.233 Loading Combinations and Design Criteria for Pipe Whip Restraints 3.6 19 3.6.2.4 Guard Pipe Assembly Design . 3.6 22 3.6.2.5 Material to be Supplied for the Operating License Review ' .-3.6 22 3.6J Izak Before Bmak Evaluation Precedures 3.6-22 3.63.1 General Evaluation 3.6-23 3.63.2 -- Deterministic Evaluation Procedure 3.6 24 -
1i l
34 4 COL !)cesse Informaation 3.6 27 3.6.4.1- - Details of Pipe Break Analysis Results A1/
Protection Methods ' % 27
- .- 3.6.4.2 1.cak Before Break Analysis Report - - 3.6 27.1 -
3.6.5 References 3.6 27.1 3.6-iv L.
l Amendment 21 o
ABWR uu m Standard Plant Rrv H aurge which in turn trips the main breaker), 3.6.1.1.4 Approach then a loss of offsite power occurs in a mechanistic time sequence with a SACF, To comply with the objectives previously otherwise, offsite power is swumed available described, the essential systems, components, with a SACF. and equipment are identified. The essential systems, components, and equipment, or portions (7) A whipping pipe is not capable of rupturing thereof, are ideetified in Table 3.61 for pip.
impacted pipes of equal or greater nominal ing failures postulated inside the containment i pipe diameter, but may develop throughwall and in Table 3.6 2 for outside the containment.
cracks in equal or larger nominal pipe sizes with thinner wall thickness. 3.6.1.2 Description (8) All available ' .- h m" 'ncludin6 those ac- The lines identified as high energy per tunted by operc wions, are available to Subsectica 3.6.2.1.1 are listed in Table 3.6 3 mitigate the consequeraes of a postulated for inside the containment and in Table 3.6 4 _
piping failure, in judging the availability for outside the containment. Moderate energy O of systems, account is taken of the postu- piping defined in Subsection 3.6.2.1.2 is list _e lated failure and its direct consequences in Table 3.6(5,E outside the containment.
such as unit trip and loss of offsite power, Pressure response analyses are performed 5 for t and of the assumed SACF and its direct con- subcompartments containing high energy piping.
sequences. The feasibility of carrying out A detailed discussion of the line breaks operator actions are judged on the basis of selected, vent paths, room volumes, analytical ample time and adequate access to equipment methods, pressure results, etc., is provihd in being available for the proposed actions. Seetion 6.2 for primary contaient subcompartments.
Although a pipe break event outside the containment may require a cold shutdown, up to The effects of pipe whip, jet impingement, eight hours in hot standby is allowed in order spraying, and flooding on required function of for plant personnel t assess the situatiot essential systems, components, and equipment, or and make repairs. portions thereof, inside and outside the containment are considered, (10) Pipe whip occurs in the plane defined by the piping geometry and causes movement in the In particular, there are no high-energy lines direction of the jet reaction, if unre- near the control room. As such, there are no strained, a whipping pipe with a constant effects upon the habitability of the control energy source forms a plastic N ge and room by a piping failure in the control building rotates about the nearest rigid restraint, or elsewhere either from pipe whip, jet impinge-anchor, or wall penetration, if unre- ment, or transport of steam. Further discussion strained,' a whipping pipe without a constant on control room habitability syst ms is provided energy source (i.e., a break at a closed in Section 6.4.
valve with only one side subject to pressure) is not capable Lf forming a 3.6.1.3 Safety Evaluatlou plastic hinge and rotating provided its movement can be defined and evaluated. 3.6.1.3.1 General (11) The fluid internal energy associated with An analysis of pipe break events is performed the pipe break reaction can take into to identify those essential systems, components, account any line restrictions (e.g., flow and equipment that provide protective acti1ns limiter) between the pressure source and required to mitigate, to acceptable limits, the break location and absence of energy consequences of the pipe break event. t reserscirs, as applicable.
Pipe break events involving high energy fluid 3
Amendment 21 %3 l
ABM 2= =^t Standard Plant <
uv n (c) The assemblies are subjected to a single As a result of piping re analysis due to pressure test at a pressure cot less ' differences between the design configuration than its design pressure. - and the as. built configuration, the h! chest .
stress or cumulative usage factor tocations (d) The assemblies do not prevent the access may be shifted; however, the initially tequired to conduct the inservice determined intermediate breale locations ceed examination specified in item (?). .not be changed unless one of the following conditions exists:
(7) A 100"o volumetric inservice examination of-all pipe welds would be conducted during (i) The dynamic effects from the new each inspection interval as defined in (as built) interrnediate break locations ,
IWA 2400, ASME Code,Section XI. are not mitigated by the original pipe whip restraints and jet shields.
l 3.6.2.!A.3 ASME Code Section til Class 1 Pipng in Artus Other Than Containment (ii) A change is required in pipe parameters Penetration : such as major differences in pipe size, wall _ thickness, and routiq.
With the exception of those portions of piping identified in Subsection 3.6.2.1 A.2, breaks in 3.G.2.1AA ASME Code Section lit Class 2 anu - l ASME Code, Section Ill, Class 1 piping are 13 Piping in Areas Otber'than Containment '
postulated at the following locations in_ cach' Penettstion piping and branch run:
(a) At terminalends' piping idea.tified in Subsection 3.6.2.l A 2, breaks in ASME Codes, Section 111. Class 2 and 3 (b) At intermediate locatiuns whe_re the. piping are postulated at the following locatious -
maximum stress tauge (. ice Subsection in those portions of each piping and branch run:
3.6.2.1.4,2, Paragraph (1)(a)) as
-._ . , m m N'655, ruiviE
. (a) At terminal eads_.(5ec Subseetion C;A. L. 01. 3.6a.1.4.3, P a r a gr a p h ( a))
H-:h: &!M H m.e%ep (b) At intermediate locations selected by one of af 4 0 0) e n :: S M ::e n ::.:ip - :he following crit:niai calculated by both Eq.(12) and Eq.(13) ,
in Paragraph NB 3653 sh;p '
Tthe - (i) At each pipe fitting (e.g., cibow, tees-litait of 2.4 Sm. crossi flange,:and. nonstandard
, SM6 dfodt getb fitting),: welded attachment, and (c) At intermediate _ locetions
. cumulative usage factor exceeds 0.1.
-valve Wherewhere thecontains the piping h--no fittings, welded attachments, or
. valves, at one location at each extreme
- Extremsties of piping runs that connect so ' of the piping run = adjacent to-the structures, components (e.g.. vessels,' pumps, . protective structure. -
valves), or pipe anchors that act as rigid constraints to piping motion and thermal: (11) At each location where stress s calcu.
expansion. A branch connection to a; main ~ lated (se~c/ Subsection 3.6.2.1 A.2,
' piping run is a te_rm;nal end of the branch
~
Paragraph (1)(d)) by the sum ct Eqs-
- run, except where the branch run is classificd - (9) and (10) in NC/ND 3653, ASME Code,'
as part of a main _ run in the stress analysis' .Section III, exceed 0.8 times the sum i and is shown to have a .;lgnificar.t effect on of the stress limits given in NClND. ;
the main run behavior. _ in piping runs _which 3653.
. are maintained pressuri:ed during normal plant conditions ^for only a portion of the run. As a' result of piping re analysis'due to diftetences between the design
~
(i.e., up to the first normally closed _ valve) a terminal end of such mns is the piping configuration; and the as built-connection to this closec volve. configuration, the highest stress Amenoment 21 m
-__-x_---- ~- -
ABWR - 3346icixn
. Standard Plant- 4
_ __ nrv a __
~
3.6.2J Analytic Methods to Define Blo*down ; turbine. A pipe' break causes the stearn' flow to Forcing Functions and Response Models. reverse its direetion' and to flow itom the turbine to the break location. The pipe segment 3.6.211 Analytic Methods to Define Blowdown force time histories ate detereined by Forcing functions, calculating the momentum change in the pipe-segments of a closed system. The broken pipe The rupture of a pressurized pipe _ causes the segment force time' history is' calculated in flow characteristics of the system to change accordance with Appendix B of ANSI /ANS.38.2. ,
creating reaction forces which can dynamically excite the piping system. The reaction forces are a function of time and space and depend upon fluid state within the pipe prior to rupture. l break now area, frictional losses, plant _ system characteristics, piping system, and other f.ctors. The methods used to calculate the ,
eaction forces for various piping ,ystems are sented in the following subsections -
ne criteria that are used for calculation of 1 blowdown forcing functions luclude:
^
Circumferential breaks are assumed to result 5~
in pipe severance. and separation amountinB -
to at lenst a one diameter lateral displacement'of the ruptured piping sections unless physically limi ed t by_ piping - 1 restraints, structural' members, or piping 1
. stiffness as may.be demonstrated by inelastic limit analysis (e.g., a plastic-hinge in the piping is not developed under loading),
(2) ~ The dynamic force of the jet discharge at.
the break' loustion iis ba.ed on.the
~
cross sectional Dow area of the pipe and on, a calculated fluid pressure as modified by analytically or experimentally determined thrust coefficient. Line restrictions, flow :
limiters, positive pump controlled flow, and - j
.the absence of energy rcservoirs are taken -
-into accounts, .as- r.pplicsble,;in the ,
re duction of -Jet . discharge. - -i (3) All breaks are. assumed to attain full size .
-within one = millisecond - af ter .breakE initiation 4
- 0r The forcing functions due to the postulated' ~
pipe' breaks near( the' reactor at a br anch -
connection are calculated t)y the-solution of. , .
.one dimensional, compressible unsteady. steam flow i !
in the gas system. - Thu numerical analysis is . H performed by the method of characteristics ~ The.-
flow starts with steady flow from the RPV to the 'l Amendment 21 - 3.6 13 -
1_1._n___1_____-___.._ ._
h ABWR msime 4 -- Standard Plat 1L mn (5) Piping within the broken loop is no longer I considered part of the RCPB. Plastic - 1 deformation in the pipe is considered as a ' I 4
potential energy absorber. Limits of strain are imposed which are similar to strain ,
., levc!s allowed in restraint plastic E members. Piping systems are designed so
- that plastic instability does not occur in
, the pipe at the design dynamic and static -
loads unless damage studies are performed
- which show the consequences do not result in direct damage to any essential system or component.
(u). Components such as vessel safe ends and val.
- 3.6.2.2.2 Pipe Whio Dynamle Fesponse ves which are attached to the broken piping Analyses jsystem, do not serve a safety related func.
tion, or failure.of which would not further-The prediction of time dependent and steady. . escalate the consequences of the accident-thrust reaction loads caused by blowdown of sub-1 are not designed to meet ASME Code imposed a cooled, saturated, and two phase fluid from rap. -lignits for essential componer.ts under fault .
- tured pipe is used in. design and evaluation of . ed loading. However, if these components
+
dynamic effects of pipe breaks. A discussion of- are required foi safe shutdown or serve to [
the analytical methods employed to' compute these protect the strvetural integrity of an es.
blowdown loads is' given in Subsection 3.6.2.2.1. _ sential component, limits to meet the Code -
~
4 Following is a discusdou of snalytical methods requirements for faulted conditions and li- o used to account for this loading, mits to ensure required operability.will be met, The criteria used for performing the pipe whip _
. dynamic response analyses include: (7) The piping stresses in-the containment i _
-penetration areas due to loads resulting d
(1) . A pipe whip' analysis is performed for eacht 1from a postulated piping , failure can not i postulated pipe break. However, a given' exceed the limits'specified in Subsection analysis can be used for more than one post- 3.6.2.1.4.2(13)e ulated break location if the blowdown forc. 05 PWbWI M # - -
ing function, piping and restraint system . An analysis for pipewhip rcstram se cetion* -
d-geometry, and piping and res:raint system - PDA computer prograny sta /.et4.e!Hle6rttae properties are conservative for other break. program N as described in locations. Appendix 3D, which predicts the response of a 4
pipe subjected to the thrcst force occurring-(2) The analysis indudes the dynamic response' after a pipe break.; The program treats the of the pipe its question and the pipe whip . situation in terms of generic pipe break con.
restraints whleh transmit loading to the figuration which involves a straight, uniform support structures. ~ pipe fixed at one end and subjected to_a time.
. dependent thrust force at the other end. A' (3) The analytical model ade'quately represents typical restraint used to reduce the resulting.
. the mass / inertia and stiffness properties of ' deformation is also included.at a location -
. the system. -betweenithe two ' ends. > Nonlinear and -
. time. independent stress-strain relationships are
- (4) Pipe whipping isLassumed to occur in the, used to model the pipe and the restraint. Using
. plane defined by the piping geometry and i a plastic-hinge concept, bending of the pipe is configuiation and to cause pipe movement _in l a s s u m e d : t o ~ oecur-nn1y at tbc direction of the jet reaction 1
- l Amendment 21 3614
-1
, -- . . . , , , .- - -. . - ..~- -
l l
ABWR meme Standard Plant prv j result in wetting and spraying of essential (7) The distance of jet travel is divided into structures, systems, and components. two or three regions. Region 1 (Figure 3.6 3) extends from the break to the (7) Reflected jets are considered only when asymptotic area. Within this region the there is an obvious reflecting surface (such discharging fluid flashes and undergoes as a flat plate) which directs the jet onto expansion from the break area pressure to an essential equipment. Only the first the atmospheric pressure in Region 2 the ,
reflectice. is considered in evaluating jet expands further. For partial separa. '
potential targets. tion circumferential breaks, the area increases as the jet expands, in Region 3, fk (8) Potential targets in the jet path are con- jet expands at a half angle of 10 .
sidered at the calculated final position of (Figures 3.6 3a and c.)
the broken end of the ruptured pipe. This selection of potential targets is considered (8) The analytical model for estimating the adequate due to the large number of breaks asymptotic jet area for subcooled water and analyzed and the protection provided from saturated water assumes a constant jet the effects of these postulated breaks. trea. For fluids discharging from a break which are below the saturation temperature The analytical methods used to determine which at the corresponding rootu pressure or have targets will be impinged upon by a fluid jet and a pressure at the break area equal to the the corresponding jet impingement load include: room pressure, the free expansion does not occur.
(1) The direction of the fluid jat is based on the arrested position of the pipe during (9) The distance downstream from the break steady-state blowdown, where the asymptotic area is reached (Region 2) is calculted for circum-(2) The impinging jet proceeds along a straight ferential and longitudinal breaks.
path.
(3) The total impingement force acting on any cross sectional area of the jet is time and distance invariant with a total (nagnitude equivalent to the steady state fluid ,
blowdown force given in Subsection 3.6.2.2.1 and with jet characteristics shown in Figure (10) Both longitudinal and fully separated 3.63. circumferential breaks are treated similarly. The value of fL/D used in the (4) The jet impingement force is uniformly blowdown calculation is'used for jet distributed across the cross sectional area impingement also, of the jet and only the portion intercepted by the target is considered. (11) Circumferential breaks with partial (i.e.,
h<.D/2) separation between the two ends of (5) The break opening is assumed to be a circu- the broken pipe not significar.tly offset lar orifice of cross sectional flow area (i.e., no more than one pipe wall thicknen equal to the effective flow area of the lateral displaceracat) are more difficult to break.
(5) The jet impingement force is equal to the steady state value of the fluid blowdown force calculated by the methods described in St.bsec: ion 3.6.2.2.1.
h
-a a te I t
- ABWR- 2wnoose -
. Standard Plant ' -
any n quantify. For these cases, the following .
assumptions are made.
(a). The jet is uniformly distributed around a the periphery.-
(b) The jet cross section at any cut through -(12) Target loads are determined 'using the the pipe axis has the configuration fo'!cwing procedures, depicted in Figure 3.6 3b ar.i the jet regions are as therein delineated.. (a) For both the fully separa. ed.
circumferential break and'the (c) The jet force F = total blowdown F. longitudinal break, the' jet is studied 3
' by determining target locations vs'.
(d) The pressure at any point intersected by etysp;e .i., distance'and applying the jet is: ANSI /ANS 58.2, Appendices C and D.
F .
R$yqhbY where
-A R=
the total 360" area of the jet-at a radius equal to the distance from the pipe centerline to the target.
'l (c) The- pressure of the' jet is then ,l multiplied by the' area' of the target submerged within the jet.
Aidk (b)i For' circumferential-break" limited.
'~ 's ration,=the jet.is anatyred by N,6 - using . equations of ANSI /ANS
- 58.2, Appendices C and D and determing respective target and '
locations.. -'
y JC' .. I
-j F
Amndment 21 - 1 3617' s
I F i
I Mkb MA6100AE Stalldard Plant -
nrv n Code Section ill imposed limits for essential failure in a piping system carrying high energy components under faulted loading, fluid. In the ABWR plant, the piping integrity does not depend on the pipe whip restraints for (2) If these components are required for safe any piping design loading combination including shutdown or serve to protect the structural ear:hquake but shall remain functional following integrity of an essential component, limits an earthquake up to and iacluding the SSE (See to meet the ASME Code requirements for Subsection 3.2.1). When the piping integrity is faulted conditions and limits to ensure lost because of a postulated break, the pipe required operability are met. whip restrain' to limit the movement of the broken 3 an acceptable distance. The pipe The methods used to calculate the pipe whip whip restraints (i.e., those devices which serve loads on piping cornponents in the same run as the only to control the movement of a ruptured pipe postulated break are described in Section following gross failure) will be subjected to 3.6.2.2.2. once in-a lifetime loading. For the purpose of the pipe whip restraint design, the pipe break 34.2.3.2.2 Pipe Displacement Effects on is considered to be a faulted condition (See Essential Structures, Oth r Systems, and Subsection 3.9.3.1.1.4 ) and the structure to Components which the restraint is attached is also analyzed and designed accordingly. The pipe whip The criteria and methods used to calculate the restraints are non ASME Code components; effects of pipe whip on external components however, the ASME Code requirements may be used consists of the following: in the design selectively to assure its safety-related function if ever needed. . Other (1) The effects on essential structures and bar. methods, i.e. testing, with etiable data base riers are evaluated in accordance with the for design and sizing of pipe whip restraints barrier denn procedures $en in Subsec. can also be used, 4
tion 3.5.3 The pipe whip restraints utilize energy ab.
(2) If the whipping pipe impacts a pipe of equal sorbing U. rods to attenuate the kinetic energy or greater nominal pipe diameter and equal of a ruptured pipe. A typical pipe whip re-or greater wall thickness, the whipping pipe straint is shown in Figure 3.6-6. The principal does not rupture the impacted pipe. Other. feature of these restraints is that they are in, wise, the impacted pipe is assumed to be stalled with several inches of annular clearance ruptured. between them and the process pipe. This allows for installation of normal piping insulation and (3) If the whipping pipe impacts other compo- for unrestricted pipe t'rermal movements during nents (valve actuators, cable trays, con. plant operation. Select critical locations in.
duits, etc.), it is assumed that the im. side primary containme.nt are also monitored pacted component is unavailable to mitigate during hot functional testing to provide verifi-the consequences of the pipe break event. cation of adequate cir.arances prior to plant operation. The specific design objectives for (4) Damage of sarest:ained whipping pipe on es. the restraints are:
sential structures, components, and systems other than the ruptured one is prevented by (1) The restraints shall in no way increase the either separating high energy systetr.s from reactor coolant pressure boundary stresses the essential systetas or providing pipe whip by their presence during any normal mode of-restraints._ reactor operation or condition; 34.2.3.3 Loading Combinations and Design (2) The restraint system shall function to stop Criteria for Pipe Whip Restralut the movement of a pipe failure (gross loss of piping integrity) without allowing damage Pipe whip restraints, as differentiated from to critical compouents or missile develop-piping supports, are designed to function and ment; and carry load for an extremely low probability gross Amendmem 21 3 6-19
ABM ' 2336toott -
Slandard Plant arv s (1) A summary of the dynamic analyses applicable to high energy piping systems in accordance with Subsection 3.6.2.5 of Regulatory Guide 1.70. This shall include:
I (a) Sketches of applicable piping systems showing the location, size ;
and orientation of postulated pipe breaks and the location of pipe whip restraints and jet impingement barriers.
(b) A summary of the data developed to seleet postulated break locations including -calculated stress intensities, cumulative usage f actors and stress ranges as delineated in BTP MEB 31.
,b (2) pipina For failure inlisted the moderate in Table 3.6-energ[y /
systems l descriptions showing how safety related j systems are protected from the resulting jets, flooding and other adverse environmental effects.
(3) Identification of protective measures provided against the effects of .g postulated pipe failures for protection 's' of each of the systems listed in Tables 3.61 and 3.6 2.
(4) The details of how the MSIV functional capability is protected against the $ ,
effects of postulated pipe failures. '
(5) Typical examples, if any,- where e protection for safety-rclated systems J
and ' components against the dynamic effects of pipe failures ' include their 3 enclosure in suitably designed a structures or compartments (including any additional drainage system or equipment environmental qualification -
3.6.4 COL License Information - needs).
3.6A.1 Details of Pipe Break Analysis Results (6) The ' details of how the feedwater line and Protection Methods - check and feedwater isolation nives functional capabilities are protected The following shall be providcd by the COL against the effects of postulated pipe applicant (See Subsection 3.6.2.5): failures.
Amendment 21 1(r27
~
ABWR ussioons i Standard Plant REV B
. , llegic Q _!ecion 2 Recton 3 10'
! 7 D
e i jetcore p8symptotic plane
- (A)Circumferentit) break Lc Break with Full.
5eparation #I'n'* 1 N
- a
- g 1*
- s Region 3 L
asymptotic plane Region f L.
,, m , ,,,,,, , ,la - .t .n. e ,;e, .. x. /
t, , ,
, - r.ai n~ . . . _ _
s .b n On ~ **** M g 0
(3)Circaferential Break with Limited
-! 9
\
Separation
- AT CRCSS 3(CitON 804stpARAfscN es Dr2 I* glen 3
\
nsymptotic plane k
/
L i
- ;' \ l
-Region 2' '
- t. 6\ I
, *D h'@ O plane at end of jet cere
( ]/-
break plane s 7
4
'g g +
(C) Longitudinal '
Break -
Figure 3.6f JETCHARACTERISTICS-Amendment 21 4
-q.w& +- e e e s+ae
ABWR .
Standard Plant pry 4 Values ior (vH)i and (vy); are (2) An eigenvalue analysis of the linear system com put ed as f ollows: model is performed. TLis results in the eigenvector matrices (4;) which are (vH) 2 = (vz ) 2 + (vn) 2 norrualized and satisfy the orthogonality !
8 8 8 (3.7 9) conditions:
(3.7-12)
(vy) 2 = (vz ) 2 + (vy) 2 4TKp = w 2, and 4T gp) 8 8 I 8 8 (3.7 10) 8
= 0 for i:Ji :j where (vH)g and (vy)g are the peak where horizontal sud vertical ground velocity, respectively, and (vx ); and (vz ); are the K = stiffacss erinx; maximum values of the relative lateral and vertical velocity of mass m;. w; = ci?cular natural frequency asso.
ciated with mode i; and Letting mo be total mass of the structure and base mat, the energy required to overturn the (TI structure is equal to = transpose of ith mode eigen.
vector 4 ;
En = mo gh (3.7 11)
Matrix 4 contains all translational' and where h is the height to which the center of mar.s rotational coordinates.
of the structure must be lifted to reach the overturning position. Because the structure may (3) Using the strain energy of the individual not be a symmetrical one, the value of b is components as a weighting fu iction, the computed with respect to the edge that is nearer following equation is derived to obtain a to the center of mass. The structure is defined suitable damping ratio (#;) for mode i.
as stable against overturning when the ratio En to E 3exceeds 1.5- N (3 7-13)
Ai " 4 y Cj ( d K p;);
These calculati:ns assume the structure rests c.i 8
on the ground sarface, hence, are conservative 8 j=1 because the structure is actually embedded to a considerable depth. The embedded effect.is where considered only when the rptio Eo to Es is less than 1.5. p; = ' modal damping coefficient for ith mode; 5.7.2.15 Analysis Procedure for Damping N ~= total number of structural Ic a linear dynamic analysis using a modal elements; superposition approach, the procedure to be used to properly account for d'amping in different 4; = component of ith mode elemtats of a coupled system inodelis as follows: eigenvector corresponding to jth element;-
(1) The structural percent critical damping of the various structural elements of the model T = d Transpose ofdi efined above; is first specified. Each value is' referred 4-8 to ularascomponent the dampingwhichratio (Cj)ibutes to theof a partic-contr = percent critical damping C;
complete stiffness of the system. associated with element j; l
Amendmtot 1 3 7-13
('
ATTACHMENT -A for page 3.7-14 i
For vibrating systems and their supports,:two general-'
methods are used to obtain the-solution of the epations of-dynamic equilibrium of a multi-degree-of-freedom =model.
The=first=is the Method of-Modal Superposition described in subsection.3;7.2.1.1. When the time-history modal sup rposition method of analysis is used, the time-history-pea s are broadened plus and minus 10%.-The secondomethod-of dynamic analysis is the Direct Integration Method.
The solution of the equations of motion 11s obtained-by-direct step-by-step-numerical' integration.--The numerical-integration time step,At,;must be sufficiently small to accurately define-the-dynamic excitation =and to-render stability and. convergency of the solution-:up to the highest frequency of-significance...For most of'the commonly used
' numerical integration methods (such as Newmark S-method and Wilson 6-method), the= maximum time step is limited-to one-tenth of the shortest. period of 3 significance.
Piping modelling and dynamic-analysis ~are described inL subsection 3.7.3.3.1.
i
,--...;. .. . . . _u____L- - . - - - -
~
ABWR mums Standard Plant -
prv 4 Vaiuea f or (vH)i aod (vy); are (2) An eigenvalue analysis of the linear system eom p ut e d a s f o11ows: model is performed This results in the eigenvector matrices ($i) which are (vH) I2 = (vz ) 2i + (vH) 2 normalized and satisfy the orthogonality 8 (3.7 9) conditions:
(3.7-12)
(vy) 2 = (vz ) 2 + (vy) 2 4TKpg = w2, and 4T g4; 8 8 E I i 1
= 0 for i$:j (3.7 10) where (vy)g and (vy)g are the peak where horizontal and vertical ground velocity, respectively, and (vx ); and (vz)i are the K = stiffnes.s matrix; maximum values of the relative lateral and vertical velocity of mas. mi. wi = circular natural frequency asso-ciated with mode i; and Letting mobe total mass of the structure and base mat, the energy required to overturn the T 4i structure is equal to = transpose of i th mode eigen-vector $ ;
En = mo gb (3.7 11)
Matrix 4 contains all translational and where h is the height to which the center of mass rotational coordinates, of the structure must be lifted to reach the overturning position. Because '.he structure may (3) Using the strain energy of the individual not be a symmetrical one, the value of h is e.omponents as a weighting function, the computed with respect to the edge that is nearer following equation is derived to obtain a to the center of mass. T12e structure is defined suitable damping ratio ($j) for mode i.
as stable against overturning when the ratio En to E 3exceeds 1.5. N < (37*13)
- i =
E Cj (d K4;)j These calculations assume the structure rests 8 .
on the ground surface, hence, are conservative i j=1 becausm the structure is actually embedded to a considerable depth. The embedded effect is where considered only when the rptic E o to Es i5 less than 1.5. 4 = modal dsmping coefficient for ith mode; 3.7.2.15 Analysis Procedure for Damping N = total number of s:ructural in a linear dynamic analysis using a' modal elements; superposition approach, the procedure to be used to properly account for d'amping in different 4; = component of ith mode elements of a coupled system model is as icllows: eigenvector corresponding to ph element; (1) The structural percent critical damping of the various structural elements of the model T = Transpose of(; defined above; 4
is first specified. Each value is referred 1 of a partic-to ularascomponent the damping which ratio (Cj)ibutes to the contr = percent critical damping Cj complete stiffness of the system. associated with element j; I
Amendment 1 3 *-13 l
ABWR mumt Standard Plant uv 4 K = stiffness matrix of element j; and described in Subsection 3.7.2.1.1 generates timchistories at various support elevations for w; = circular natural frequency of mode use In the analysis of subsystems aad.
- i. equipment. The structural response spectra curves are subsequently generated from the time 3.7.3 Seismic Subsystem Analysis history accelerations.
3.7.3.1 Seismic Analysts Methods At each level of the structure where vital components are located, three orthogonal This subsection discusses the methods by which components of floor response spectra, two Seismic Category I subsystems and components are horizontal and one vertical, are developed. _The qualified to ensure the functional integrity of floor response spectrum is smoothed and the specific operating .cquirsments which envelopes all calculated response spectra from characterize their Seismic Category 1 -different site soil conditions. The response designation. spectra are peak broadened plus or minus 10%
When components are supported at two or more In general. one of the following five methods elevations, the response spectra of each of seismically qualifying the equipment is choses cirvation are supt.rimposed and the resulting based upon the characteristics and complexities spectruts is the upper bound envelope of all the of the subsystem: individual spectrum curves considered.
(1) dynamic analysis; ggM For' brati system and the suppo s.
J multi egrec .freedo model [are use in (2) testing procedures; - - N accordance w h thelu ped. para eter m eling
~
M te iques /ad norm mode ths'ery desc bed in (3) equivalent staticload method c analysis; ji[ubsecnon f 3.7.
1.1- P' ing's
. lysis is descr) fed in S bsectio 3.7.3. 1.
(4) a combination oi(1) and (2);or When testing is used to qualify Scismic (5) a combination of(2) and (3). . Category I subsystems and components, all the -
-loads normally acting on the' equipment are Equivt. lect static load method of subsystem simulated during the test. The actual mounting analysis is described in Subsection 3.7.3.5. of the equipment is also almulated or i
duplicatt.d. Tests are performed by' supplying Appropriate design response spectra (obr. and' input accelerations to the shake table 'to such SSE) are furnished to the manufacturer of the- 'an extent that generated test response spectra equipment for seismic qualification purposes. (TRS) envelope the required reiponse spectra. ~
Additional informatica such as input time history is also supplied only whec necessary.' For certain Seismic Category I equipment and components where dynamic te ting is necessary to When analysis is used-to qualify Seismic casure functional integrity, test performance Category I subsystems and components, the . data and results reflect the following:
analytical techniques must conservatively account for the dynamic nature of the subsystems or . (1) performance data of equipment which has been components; Both the SSE and OBE, with theit
. subjected to dyncmic loads equal to or difference in damping values, are considered in - greater than those caperienced under the the dynamic analysis as ci.plained in Subsection specified seismic conditions; 3.7.1.3.
(2) test data from previously tested comparable Th ;; en! :pperd =;byd i::h: dpd - ' equipment which has been subjected under analysis-of S41seh Cd:; y ? eqdpr::: ::d similar conditions to dynamic loads equal to d e ;ce :: dnig: .: S n:o :: i n:;: rs. ,or greater than those specified; end
- perm-4+shason. The time. history technique
~ The dynamic analysis of seismic Category I subsystems and components.is accomplished using the response spectrum or; sw time-history approach. Time }listory analysis is performed using either the-direct integration method:or'the modal
-,~ ~ .4u m, ,, . w _ __ _ _ . __ _ _ _ _ . _ __
ATTACRMENT A for page 3.7-14 For-vibrating systems and their supports, two general methods are used to obtain the solution of the equations of dynamic equilibrium of a multi-degree-of-freedom model.
The first is the Method of Modal Superposition described-in subsection 3.7.2.1.1. When the time-history modal superposition method of analyuis is used, the time-history-peaks are broadened plus and minus 10%. The second method of dynamic analysis is the Direct Integration Method..
The solution of the equations of motion is obtained by direct step-by-step numerical integration. The numerical integration time step,6t, must be sufficiently small to accurately define the dynamic excitation and to render stability and convergency of the solution up to the highest frequency of significance. For most of'the commonly used numerical integration methods (such as Newmark S-method and Wilson 6-method), the maximum time step is limited to one-tenth of the shortest period of significance.
Piping modelling and dynamic analysis are described i..
subsection 3.7.3.3.1.
?
1 l
A.BWR .. u-t StandudEgnt .
ruv 3 (3) actual testing of equ;pment in accordance with one of the methods described in (1) the fundamental frequency and peak seismic S u bse ction 3.9.2.2 and Se ctio n 3.10. loads are found by a standard seismic analytis (i.e., from eigen extraction and 3.73.2 Determination of Number of Earthquate forced response analysis);
Cycles (2) the number of cycles which the component 3.7.3.2.1 Piping experiences are found from Table 3.7 6 according to the frequency range within Fifty (50) peak OBE cycles are postulated for which the fundamental frequency lies; and fatigue evaluation.
(3) for f atigue evaluation, one half percent 3.7.3.2.2 Other Equipment and Components (0.005) of these cycles is censervatively assumed to be at the peak load, and 4.5%
Criterion II.2.b of SRP Section 3.7.3 recom- (0.045) at the three-quarter peak. The mends that at least one safe shutdown earthquale remainder of the cyc;es brve negligible (SSE) and five operating basis carthquakes (OBEs) contribution to fatigue usage, should be auumed during the plant life. It also recommends that a minimum of 10 maximum stress The SSE has the highest level of response, cycles per earthquake should be assumed (i.e.,10 However, the encounter probability of the SSE is cyc!cs for SSE and 50 cycles for OBE). For so small that it is not necessary to postulate equipment and components other than piping,10 the posubility of more than one SSE dwing the peak OBE stress cycles are postulated for fatigue 60 year life of a plant. Fatigue evaluation due evaluation based on the following justification. to the SSE is not necessary since it is a faulted condition and thus not required by ASME To evaluate the number of cycles engendered by Code Section Hl.
a given earthquake, a typical Boiling Water Reac+
tor Building reactor dynamic n.odel was excited by The OBE is an upset condition and is included Wrce different recorded time histories: May 38, in fatigue evaluations according tu ASME Code 1940. El Centro NS component,29.4 sec; 1952, Section Ill. Investigation of seismic historie, Taft N69" W component,30 sec; and March - for many plants show that during a 60-year life 195 7, Golden Gates 89* E component,13.2 sec. It is probable'that.five carthquakes with The modal response was truncated so that the intensities one tenth of the SSE intensity, and response of three different frequency bandwidths one earthquake approximately 20% of the proposed could be studied 0% t o 10 Hz,10 to 20 Hz, and SSE intensity, will occur. The 60 year life 20 to 50 Hz. This was done to give a good corresponds to 40 years oi actual plant approximation to the cyclic behavior expected operation divided b'; a 67% usage factor. To from structures with different frequency content. cover the combined effects of these earthquakes and the cumulative effects of even lesser Enveloping the results from the three earth, carthquakes,10 peak OBE stress cycles are quakes and averaging the results from several- postulated for fatigue evaluation, different points of the dynamic model, the cyclic behavior given in Tabie 3.7-6 was formed. 3.7AJ Procedurt Used for Modeling
\ %
a Independent of earthquake er componen: , s3.733.1 Modeling of Pipi Systems frequency,99.5% of the stress reversals occur '
N j
\
below 75% of the maximutu stress level, and 95% of 3.7.33 1.1 Summary s the resersals lie below 50% of the maximum stress \ \, '
level. ' To predict the' dynamic response of a piping
. system. to the specified forcing function, the in summary, the .yclic behavior number of ornamic model muslsadequately' account for all fatigue cycles of a component during a earthquake is found in the following reanuer: {significant made of the proper modes. Carefulcurves resphnse spectrum selection and <
must be
~
\ N \ \ _
,/ f 3M Amendment t e h b
] ~/ AH. 6 ,
\ s i
I ATTACHMENT B for pages 3.7-15 & 16 3.7.3.3.1 Modeling and Analysis of Piping Systems 3.7.3.3.1.1 Modeling of Piping Systems Mathematical models for Seismic Category I piping systems are constructed to reflect the dynamic characteristics of the system. The continuous system is modelled as an assemblage anchors, struts of pig elements ahd supported snubbers. hangers,icguides, Pipe andbyhydrodynam masses are lumped at the nodes and are connected by weightless elastic beam elements which reflect the physical properties of the corresponding piping seguent. The node points are selected to coincide with the locations of large masses,.
such as valves, pumps and motors, and with locations of significanc geometry change. All nipe mounted equipment, such as valves, pumps and motors, are modelled with lumped masses connected by elastic beam elements which reflect the physical properties of the pipe counted equipment. The torsional effects of valve operators and other pipe mounted e pipment with offset centers of gravity with respect to the piping center line are included in the mathematical model.
On straight runs, mass points are located at spacings no greater than the span uhich would have a fundamental frequency equal to the cutoff frequency stipulated in Fubsection-3.7 when calculated as a simply supported beam with uniformly distributed mass.
4 Snubbers, struts and frame type supports are modelled with representative stiffness properties. The equivalent stif fitt.1s of snubbers -is based on dynamic tests performed on prototype snubber assemblies or on data provided. i by the vendor. The stiffness of supporting structures for snubbers and struts is generally not included in the piping mathematical model. The supporting structure-is typically designed to have a maximum deflection of 1/16 inch in the direction of the load. Anchors at equipment such as tanks, pumps or heat exchangers are modelled with representative stiffness properties.
MM ! MAnoort:
Standard Plant _
nrv n h{
/f V '
j / j. ,
K proper locatJro/n of at(chors in order topeparate -
The stiffness matrix at the attachment loca- W ;
/ Seismic Cafegory I from non;Categoty j j1 piping )
tion of the process pipe (i.e., main steam, RHR supply and return, RCIC, etc.) head l( D t
' systems. [ .
q
~
fitting is sufficiently 1igh to decouple the 3.7.3.3.1.2 W .;;dM:n 5 3 M OLL CWWic(
penetration assembly from the process pipe, Previous analysis indicates that a satis.
'k /t
,i fY When performing a dynamic analysis, a piping factory minimum stiffness for this attachment &
/ system is idealized either as a mathematical point is equal to the-stiffness in bending I model consisting of lumped masses connected by and torsion of a cantilevered pipe section of lf j
weightless clastic members or as a consistent mass model. The elastic members are given the the same size as the process pipe and equal in length to three times the process pipe g
properties of the piping system bring analyzed. outer diameter. %g
\ g The mass points are carefully located to c 6
\
adequately represent the dynamir, properties ofy For a piping system supported at more than the piping system, A mass poin; is located at two points located at different elevations in Nr l the beginning and end of every ebow or valve, at the building, the response spectrum analysis is the extended valve operator,'and at the performed using the envelope response spectrum (S
. intersection of every tee, On straight runs,- ' of all attachment points. Alternatively, the]
! mass points are located at spacings no greater. . *uMW- ~pp~' ":Manalysis methodLmay than the span length corresponding to 33 Hz. A be used whereshn .iar " W % wu *.
mass point is located at every extended mass to response spectra are applied at all the piping account for torsional effects.on the piping attachtnent points, fic :!!;, t ; ; m . 4 k A system, in addition, the increased stiffness and "ec :=perr ;;n.. .. AJ f;c ; :-m c.it mass of valves are considered in the modeling of '1 - "speet- g r = : b ni r.; d i J.c ; ^
l ar e n : ;y b: :.;7& d ih d r!'y :: :!'-h*-4
\ a piping system, .
t N p>eN ' ern!:;: e: ^dr '!rer m yn s,, .
3.73J.1.3 Selection of Spectrum Cortes l g:"aI:Hr&_ M (J~INS E6 la selecting the spectrum curve to be used for 3.73J.2 Modeling of Equipment d TT. G.
dynamic analysis of a particular piping system, a .
I curve is chosen which most closely describes the l'or dynamic analysis, Seismic Category I accelerations existing at the end points and equipment is represented by lumped mass systems g , restraints of the system. TL r.cas;i: is; dc= which consist of discrete masses connected by a pecuphng-mC h;.;c. W %~*- " =:v. weightless springs. The criteria used to lump
']*1 [
l Seismic Category I piping systems when estab. masses are:
lishing the analytical models to perform seismic .
)
l analysis are as follows: (1) The number of modes of a dynamic system is
- . 4x '! controlled by the number of masses used;
'lI- h I (1) The small branch lines are decoupled from the therefore, the number of masses is chosen so
.f $ \ s main runs if they have a diameter less than one third the diameter of the main run.
that all:significant modes are included.
The modes are considered as significant if 5 '
the corresponcing natural frequencies are
^D " k '
(2) The stiffness of all ~the anchors and its less tbsn 33 Hz and the stresses calculated i -
supporting Steel is large enough to - frota these modes are greater than 10% of the
./ D effectively decouple the piping on either total stresses obtained from lower modes.
side of the anchor for analytic and. code This approach is acceptable provided at 4 f WD jurisdictional boundary purposes. The RPV is least 90% of the loading / inertia is h1 very stiff compared to the piping system and f . contained in the modes used.; Alternately, therefore, it-is modeled as an anchor.
l Penetration assemblies-(hend fittings-and j l penetration sleeve pipe) are very stiff compared to the piping system and are modeled }
]
N as anchors. t
, _ _ _ i g x
_ ,n Meu Ya. ism menwd Af&ff;j # ??'a deAnd 4 7 SW" g 1
__ youl' wme.1.s tin 4.s by u.y *t pbd new ayar , ua momeo da h .
a "b s?e hm awhm oh Nw?jy ly$,li,;7;j, pgsess poedu ,,e
ATTACHMENT C to page 3.7-16 3.7.3.3.1.4 Modelling of Special Engineered Pipe Supports Modifications to the normal linear-elastic piping analysis-methodology used with conventional pipe supports are rewired to calculate the loads acting on the supports and on'the piping components when the special engineered supports, described in Subsection 3.9.3.4.1(6), are used.
These modifications are needed to-account for greater damping of the energy absorbers and the non-linear behavior of the limit stops. If these special devices are used, the modeling and analytical methodology will be in accordance with. methodology accepted by the regulatory agency at the time of certification or at the time of application, per the discretion of the applicant.
3.7.3.3.1.5 Selection-of. Input Time-Histories-In selecting the acceleration time-history to be used for dynamic analysis of a piping system, the time-history chosen is one which most closely describes the accelerations-existing at the piping support attachment points. For a piping system supported at more than two points located at different elevations in the building, tb9 time-history analysis le performed using the envelope acceleration time-history of all attachment points. Alternatively, the independent support motion method may be used unere different acceleration time-histories are input at the
. piping structural attachment points.
[
3.7.3.3.1.6 Amplification of Recponse Spectra at Support Attachment 1 Points The response spectra provided to the Piping Analyst include any amplification due to the flexibility of building local-structures, such as steel platforms used for supporting piping and other equioment. Alternatively, l the Civil / Structural group will specify an amplification factor to be applied to the building response spectra.
I Decoupled branch piping is analyzed using the appropriate amplified responsn spectra developed for the system analsis.
l
ABM 16 M ursicoat gg Standard Plant D gry B the number of degrees of freedom are taken engineer. An additional examination of these rnore than twice the number of modes wit supports and restraining devices is made to frequencies less than 33 Hz, assure that their location and characteristics are consistent with the dynamic and static (2) Mass. is lumped at any point where analyses of the system.
significant concentrated weight is located (e.g., the motor in the analysis of pump 3.73.4 Hasis of 5 election of frequeneDs motor stand, the impeller in the analysis of pump shah, etc). Where practical, in order to avoid adverse resonance effects, equipment and components are (3) If the equipment has free cod overhang span designed / selected such that their fundamental with Dezibility significant compared to the frequencies are outside the range of 1/2 to center span, a mass is lumped at the overhang twice the dominant frequency of the associated :;
span. support structures. Moreover,in any case, the $
equipment is analyzed end/or tested to (4) When a mass is lumped between two supports. demonstrate that it is adequately designed for it is located at a point where the maximurr, the applicable loads considering both its displacement is expected to occur, This fundamental frequency and the forcing frequency tends to lower the natural frequencies of the of the applicable support structure.
equipment because the equipment frequencies are in the higher spectral range of the All frequencies in the range of 0.25 to 33 Hz response spectra. Similarly, in the case of are considered in the analysis and testing of live loads (mobile) and a variable support structures, systems, and components. These stiffness, the location of the load and the frequencies are excited under the seismic magnitude of support stiffness are chosen to excitation.
yield the lowest frequency content for the system. This ensuret conservative dynamic If the fundamental frequency of a component i loads since the equipment frequencies are is greater than or equal to 33 Hz, it is treated l such that the floor spectra peak is in the as scismically rigid and analyzed accordingly.
l lower frequency range. If not, the modelis Frequencies less than 0.25 Hz are not considered adjusted to give more conservative results, as they represent very Dexible structures and are not encountered in this plant.
3.7.3.3.3 Field Location of Supports and Restraints The frequency range between 0.25 Hz and 33 Hz covers the range of the broad band response The field location of seismic supports and spectrum used in the design.
restraints for Seismic Category I piping and piping systems components is selected to satisfy 3.73J Use nT Equitstent Static lead Methods the following two conditions: of An lysis (1) the location selected must furnish the 3.73J.1 Subsystems Other Than NSSS required response to centrol strain within allowable limits; and See Subscetion 3.7.3.8.1.5 for equivalent static load analysis method.
(2) adequate building strength and stiffness for attachment of the component supports must bc 3.73J.2 NSSS Subsystems available.
Wi .n the natural frequency of a structure of The final location of seismic supports and re. component is unknown, it may be analyzed by l straints for Seismic Category I piping, piping applying a static force at the center of mass. l system components, and equipment, including the in order to conservatively account for the placement of snubbers, is checked against the posibihiv of more than one significant dynamic drawings and instructions issued by the mode. the static force is calculated as 1.5 l Amendmem 3 3 7 !*
- ABWRL u s m t-Standard Plant uv s times the mass times the maximum spectral-acceleration from the floor response spectra of 1 the point of. attachments of multispan
- structures.' Th. factor of 1.5 is adequate for simple beam type structures. For other more -
complicated structures, the factor used is -
justified.
3.7.3.6 Three Composeats of Earthquake Motion
~
The total seismic response is predicted by combining the response calculated from the two' 1
i b
Amendment 3 ,. .
--_____---_-_-_2-:-_----
ATTACHMENT D to page 3.7-17 3.7.3.3.4 Analysis of Frame Type Pipe Supports The design loads on frame type supports include (a) loads transmitted to the support by the piping response to thermal expansion, dead weight, and the inertia and anchor motion effects of all dynamic loads, (b) internal loads caused by the weight, thermal and inertia effects of loads on the structure itself, and '
(c) friction loads caused by the pipe sliding I
on the support. The coefficient of friction used to calculate the friction forces between the pipe and the steel frame is dependent upon the materials used.
L The pipe support detail drawing documents the coefficient of friction to be used in the analysis. To determine i the response of the support structure to applied dynamic loads, the equivalent static-load method of analysis described in Subsection 3.7.3.8.1.5 may be used. The loads transmitted to the support by the-piping-are applied as static loads acting on the support.
The forces the piping places on the frame-type suoports are obtained from-the piping analysis. In the piping analysis the stiffness of the frame-type supports is included in the piping analysis model, unless the support can be shown to be rigid.- The frame-type supports 3 may be modelled as rigid restraints providing they are designed so the maximum deflection in the-direction of the l
applied load is less than 1/16 inch and providing the total gap or clearance between the pipe and frame support is less than 1/8 inch.
. ABM -
ux6icost Standard Plant prv &
horizontal and the vertical N = number of modes considered in the MEEE-hisfp?Wo_analy da) iss M] analysis.
W5eHWe responic spectrum M"s'ed,
%ppu ethod du the method for combining the responses due to the Closely spr,ced modes are combined by taking three orthoge al components of seismic excitation the absolute sum of the such modes.
is given as follows:
, , An alternate to the absolute sum method 3 , 1/2 Presented in Regulatory Guide i.92 is the R*i R7. I0lIO* IDS:
1 1J (3.7 14) j=1 N 1/2 R= R2 + 2E lRf Rm!
where E' 8 (3.7 16)
.i= 1 -
R;i = maximum, coaxial seismic response of interest (e.g., displacement, where the second summation is to be done on all moment, shear, stress, strain) in 1and m modes vihose frequencies are closely directions i due to carthquake spaced to each other, excitation in direction j, (j = 1, 2, 3).
3.7.3.7.2 NSSS Subsptems Ri = seismic response of interest in i in a terponse spectrum modal dynamic direction for design (e.g., analysis, if the modes are not closely spaced dispir 'ement, moment, shear, (i.e., if the frequencies differ from ca.:h other stress, strain) obtained by the by more than 10% of the lower frequency), the SRSS rule to account for the modal responses are combined by the nonsimultaneous occurrence of the square root of.the sum of the. squares (SRSS)
R j's. method as described in Subsection 3.7.3.7.1 and y /N5647 N6A' /'8/24 Regulatory Guide 1.92. .
/ 3.7.3.7 Combination of Modal Response If some or all of the modes are closely 3.7J.7.1 Subsystems Other'11an NSSS -spaced, a double sum method, ns described in Subsection 3.7.3.7.2.2, is used to evaluate the When the response spectrum method of modal combined respon.e. In a time history method of ansJysis is used, contributions from all modes, dynamic analysis, the vector sum of every step except the closely spaced modes (i.e., the is used to calculate the combined response. The difference between any two natural frequencies is use of the time kictory analyeis method i
equal to or less than 10%) are combined by the precludes the need to consider closely spaced square-root-of the sum of the squares (SRSS) modes, j combination of modal responses. This is defined
) mathematically as: 3.7.3.7.2.1 Square Root-of-the-Sum-of-the-t Squares Method N
R= , (R )2 MathemaGeally, this SRSS methed is expressed a as follows:
(3.7-15) i=1 where g; 1/2 R= ( R;) 2,\
R = combined response; (3.7 17) i=i R; = response to the ith mede; and
\
When the time-history responses from each of the three i coniponente of the earthquake motion are calculated by 3' the direct integration method and combined algebraically at each time step, the maximum responses can be-obtained from tho' combined time solution. When this method is used, the etu thquake motions- specified,,.in
-- s . u r .. . p .th.e _s ,, three
,, different
ABWR p4SN mama i Standard Plant j f. prv A l 1
where where wk and Sk are the modal frequency and tb damping ratio in the kth mode.
R = combined response; respectively, and td is the duration of the R = response to the i th mode; and 3.7.3J Anal}tical Procedure for Piping N = number of modes considered in tbc analysis. 3.73.8.1 Piping Subsystems Other nan NSSS .
3.7.3.72.2 Double Sum Method 3.7.3J.l.1 Qualification by Analysis This method, as defined in Regulatory Guide Tbc methods used in seismic analysis vary 1.92, is raathematically: according to the type of subsystems and supporting structure involved. The following possible cases are defined along with the 51/2 associated analytical methods used.
rN N R= l E E lRk R l 'ks /l 3
ik=l s=1 (3.7 18) 3.7.3.8.1.2 Rlgid Subsystems with Rigid Supports where
!! all natural hequencies of the subsystem R = representative maximum value of a are greater th ,33 Hz, the subsystem is .
particular response of a given considered agid and analyzed statically as element to a given component of such. In the static analysis, the seismic excitation; forces on each component of the subsystem are obtained by concentrating the mass at the center Rk = Peak value of the response of the of gravity and multiplying the mass by the eternent due to the kth mode; appropriate maximum floor acceleration.
N = number oI signifieant modes 3.73.8.1.3 Rigid Subsystems with Flexible considered in the modal response Supports combination; and if it can be shown that the subsystem itself R3 = peak value of the response of the is a rigid body (e.g., piping supported at only element attributed to sth mode two points) while its supports are flexible, the overall subsystem is modeled as a single. degree-where of-freedom subsystem consisting of an effective.
mass and spring.
(rJk W's) 52 -1
'ks = 1+c I The natural frequency of the subsystem is
( ( ( wk + #s' Ws)[ computed and the accelcration determined from (3.7 19) the floor response spectrum curve using the appropriate damping value. A static analysis is in which performed using 1.5 times the acceleration value. In lieu of calculating the natural 1/2 frequency, the peak acceleration from the w( = wk 14 k2 . spectrum curve may be used, If the subsystem has no definite orientation. ;
S,k " Sk + - the excitation along each of three mutually Ed wk perpendicular axes is aligned with respect to the system to produce maximum loading. The 3D Amendment 2t
R A t t t *> D .n 6-Standard Sakry Anstysis Report p
i l} ffacA nten f E ff.
3i9'D o
U
. 33.3.7.3 Me%dologies Hsed fu Aa. cant for High-Frrgaency Noc/es
- Sufficient moa'es are fobe hic.bse'r)in he d nande; analysis yo esssure fitaf fAe inc/asion o/ ada'ho-/
males c/oes na resa/+ in more .han: a loro Jnc reasi responses. To sansfyy firis re
.n
- ' a responses associatea' mfA AiyA gairemen( thifrer cwhined tain tAe /ow-fregaeecy muab/ responses .>
l modes ave / hse. moa'es anh fergae.ncii lhgA-fregaeecy/Ae greater baa dynamic .srafsis cuMF frep
. specih ed in SakseI1%t 3. 7.
i For modal combination involving high-frequency modes, the fo!!owing procedure --
applies:
Step 1 - Determine the modal responses only for those modes that have natural! ]
frequencies less than that at which the spectral acceleration approximately returns.co !
the ZPA of the input response spectrum (33 Hz for seismic). Combine such modes in
^
accordance with the methods described above in ?Su6s ecfjoni 3 7. 3.7. I 4,,d 7..
?
Step 2 - For each degree of freedom (DOF) included in thE dynamic analysis, determine the fraction of DOF mass included in the summation of all of the modes included in Step 1. This fraction di for each DOFiis given by:
L
. -)
j
- 'IA# ; Seismic Des >gn l
us -
, . 40**H9CwG
,. M . ' #ENRM"$MfVMnalysts nopert ' k e~
N : 2<O d = [ T, x $y y (3.7 N '
n=1 where:
n = order of the mode under consideration N = number of modes iricluded in Step 1 cn,i - mass-normalized mode shape for mode n and DOF i .
rn - participadon factor for mode n (see Eq. 3.7-3 for expression) a Next. determine the fraction of DOF mass not included in the stimmation of these modes:
2A ei = ]d i - By (3.7-}E[
where 69 is the Kronecker delta, which is one if DOF i is in the direction of thh input modon and zero if DOF i is a rotation or not in the direction of the input motion. If. for any DOF i. the absolute value of this fracdon ei exceeds 0.1, one should include the response from higher modes with those included in Step 1. g I
Step 3 - Higher modes can be assumed to respond in phase with the ZPA and, thus.'
with each other, hence, these modes are combined algebraically, which is equivalent to pseudo static response to the inertial forces from these higher modes excited at the -
ZPA. The pseudo-stade inertial forces associated with the summation of all higher modes for each DOF iare given by:
Pg =. ZPA x Mi x e g (3.7J[
where Pt is the force or moment to be applied at DOFi, and Miis the mass or mass moment ofinerda associated with DOF i. The system is then statically analyzed for this - ;
l set of pseudostatic inertial forces applied to all of the degrees of freedom to determine the maximum responses associated with high frequency modes not incibded in Step.1 Step 4 -The total combined response to high-frequency modes (Step 3) are combined 1 by the SRSS method with the total combine'd response from lower-frequency modes 4
(Step 1) to determine the overall peak responses.
This procedure requires the computadon ofindividual modal responses only for lower-frequency modes (below the ZPA).Thus, the more difiicult higher frequency modes -
c:: . . , L ,4e W
_ _ _ _ - _ = . - ____ _-
f
, a
. . _ _ _ , -l c8BWW g Standard Salery Anal is Reporr .
need not be determined. The procedure ensures inclusion of all modes of the structural j model and proper representation of DOF maaes.-
In lieu of the above procedt.re, an alternadve metnod is as follows. Modairesponses are computed for enough modes to ensure that the inclusion of addidonal modes does not increa.se the total response by more than 10 percent. Modes that have natural '
frequencies less than that at which the. spectral acceleration approximately returns to. ,
the IPA are co'mbitied in accordance with RG 1.92. Higher mode responses are combined algebraically (i.e., retain sign) with each other. The absolute value of the ,
combined higher modes is then added directly to the total response froni the combined' lower modes. ..
N .
3.7.2. nteraction of Non-Category l Structures with Seismic CateDo_ry i Structures / -
= 7 e interfaces between Seismic Category I and nonCategory I structures an[eplant .
equi ent are designed for the dynamic loads and displacements produced by both the <
Seismic' Category I and non<ategory i structures and plarit equiprpent. All non- 'i Category I sbuctures
.s meet any one of the following requireme,r#td -
N .,/.
e The collapse ohny non Category I structure will not Muse the non.Categorv I structure to strik eismic Category I structure ofe#omponent.
N e The collapse of any non tegory I structsr i not impair the integrity of Seismic Category I structures or com gnents.
i a The non Category I structureswill _
analyzed arid designed to prevent their failure under SSE conditionsin a rnan suc hat'the margin ofsafety of these structures -
is equivalent to that of Seisnic Category I ctures.-
1 3.7.2.9 Effects of Parameter Varia ' ns on Floor Respons pectra:
Floor response spec . calculated according to the proc res describedin Subsection - ,
3.7.2.5 are peak b adened to account for uncertainties in e structural frequencies owing to unce 'ndes in the material properties of th'e _structu and soil and to '
approxima ns in the modeling techniques used in the analysis. o parametric ..
f the structural >
variatiopftudies are performed, the spectral peaks associated with eac '
frequptcies are broadened by 15. If a detailed parametric variation stu , 's made the '
-m imum peak broadening ratio is 110.:When the seismic analysis is perfor dfora ade range of site conditions with sufficient variation in soil properties for the p pose of standardized design the site <nvelope floor response spectra are peak broadene bv i10. In lieu of peak broatiening, the peak shifting method of Appendix N of ASME-Section !!!. as permitted by RG 1.84, can be used.
.7t .sesmcorsen
e ABWR m ut S.12DditId.f.1611t REV A excitation in each of the three aacs is ;
considered to act simultaneously. The '
excitations are combined by the SRSS method.
'N hl , @\ [
R-fl 3: /R'2 + 2r l Rfj R(3.h20) 8 f'
m (
, 3.7,3.8.1.4 flexible Subsystems ,(i= 1 A y/ \
s /j \ /\ p If the piping subsystem has more than two where'tbe secondhuinmation u to,be con'e pa all s supports, it cannot be considered a rigid body land'm modpr% hose freqEyees are1(osey and m'ut be modeled as a multi degTee.cf freedom spaced to e,c,cf otbeh, /\
subsystem, and where The subsystem is modeled as discussed in Subsection 3.7.3.3.1 in sufficient detail (i.e., R; = response to the ilh mode -
number of man points) to ensure that the lowest natural frequency between mass points is greater N = number of significant modes than 33 Hz. The mathematical model is analyzed considered in the modal response using a time-history analysis techniqr or a combinations.
response spectru~2 analysis approach. After the natural frequencies of the subsystem are The excitation in each of tbc three major obtained, a stress' analysis is perfortned using orthogonal directiocts is considered to act the inertia forces and equivalent static loads simultaneously with their effect combined by the obtained from the dynamic analysis for each mode. SRSS method.
For a resp nse spect7um an,aly1.is based ou,a 3.7.3.5.1.5 Static Analpis modal superho[shion met' hod, thrfm'odal respodse
'seccle c4tions are/taken directly from'thef A static analysis is perfor:ned in lieu of a
, spectrifm. The tot'ai seismie' stress is oornsally' dynamic analysis by applying the following obtaIned by com6ining thfmodul stresiusing,r6e forces at the concentrated mass locations SRSS method. The seismic strr.si of clisely (nodes) of the analytical model of the piping
,[ spaced' modes (i.e., within 10% of the a4fjacent system:
(
/ mode) are combined by absolute summation. The resuping total ivireated as a' pseudomode and is h = C hW, in onc then combine 6vith the remaining,ciodal stresses \ (1) horizontal of the horizontal static load, F principal directions;
/ N \
by the SRSy'metho.d.p/ '
/ N M ,'N (2) equal static load, F ,h in the other The approach is si'dple/and straightforward in horitootai principal direction; and all cases when the groud of modes with closely
\ spaced fruquet}cies isliB htly bund ed (i.e., tlye (3) venical statie load, F, CyW; l
\owest ithin f10%aidof the b)ghe/t eac. other). modes How'ever\ of rhhwhere whenjthe group ayre -
j;roup'of closely spi d modesds spac6d widely ove,r' the frequepey raige oVinterest while the Ch, Cy = multipliers of the gravity freqpencies of/he adjaccat' modes are/hesely acceleration. g, determined
- spaced, the absolute sunnnethod of com 'ng from the horizontal and ver-l respohse tends to yle(d over corr' servat tical floor response spectrum I /
To prevent,fhis prcblem', a gency 1 curves, respectively. (They f results\gpplicable approach io all modes 3s considpred are. functions of the period and appropriate, The feIlowing equatton is metely a the appropriate damping of the mathematicahepre'entation s of this ap roadh. piping system); and
/ \/ /
/ is given W .= weight at node points of the j
The most p/rehble \ system responses s
by-i j
Ni
, analytical model. '_
In a resjponse spectrum dynamic. analysis, modal responses are combined as described in Subsection 3.7.3.7.
In a response spectrum or time-history dynamic analysis, "
responses due to the three orthogonal components of seismic excitation are combined as described in Subsection 3.7.3,6.
tWWR . zstamic Standard Pisul REV A For special case analyses, Ch and Cy may N be taken as: Mjp;j (1) 1.0 times the zero-period acceleration of the i=1 respone spectrum of subsystems described in sj =
Subsection 3.7.3.S.I.2; N (3.7 21)
Mi g ;,8 j (2) 1.5 times the value of the response spectrutn at the determined frequency for subsystems
[
i=1 described in Subsection 3.7.3.8.1,3 a n d 3.7.3.8.1.4; a o d ubere (3) 1.5 times the peak of the response spectrum for subsystems described in Subsections Mi = ith mass 3.7.3.8.1.3 and 3.7.3.8.1.4.
gij
=
component of Qi1 ni -the An alternate method of st -ic analysis which eatthquake directioo allows for simpler technique ,th added conserva-tism is acceptable . No deterroination of natural g'ij = ith characteristic displacement frequencies is made, but rather the response of in the jth mode the subsystem is assumed to be the peak of the appropriate response spectrum at a conservative sj = ~ modal participation factor for and justifiable value of damping. The response the jth mode is then multiplied by a static coefficient of 1.$
to take into account the effects of both N = number of masses.
multifrequency excitation and multimodal response. (5) Using the appropriate response spectrum curve the spectral acceleration, r a f0f 3.7.3)l.1.6 Dynamic Analysis the jib mode as a function of the jth mode natural frequency and the damping of The dynamic analysis procedure using the the system is determined.
response spectrum method is provided as follows; (6) The maximum modal acceleration at each mass (1) The number of node points and members is point, i, in the model is computed as indicated. If a computer prograv is follows:
utilized, use the san 2e order of number in the computer program input. The mass at cach aij = sj raj@ij (3.7,22) node point, the length of each member, clastic constants, and geometric properties are determined. where (2) The dynamic degrees of' freedom according to a;j = acceleration of the ith mass the boundary conditions are determined. point in _the jth mode.
(3) The dynamic properties of the subsystem (7) The maximum modal inertia force at the th (i.e., natural frequencies and mode shapes) mass point for the ph modc is calculated are computed. from the equation:
(4) Using a giveu direction of earthquake motion, Fi j = M; aj j (317 23) the modal participation factors, sj, for each mode are calculated: (8) For each mode, the maximum inertia farces Ar.v.ndment 1 3Nt
ABWR mot Stardard Plant uv4 are spplied to the subsystem model, and the modst into the piping systern. The stress thus pro.
forces, shears, moments, stresses. and duced is a secoudary stress. It is justifiable deflections are determined, to place llis stress, which results from restraint of free end displacement of the piping (9) The modal forces, shears, moments, stresses, systern, in the secondary stress categcry because and deflections for a given directioe are the stresses are self limiting and, when the combined in accordance with Subsection stresses exceed yield strength, minor 3.7.3.8.1.4. distortions or deformations within the piping system satisfy the condition which caused the (10) Steps (5) tLrough (9) are performed for ewn stress to occar.
of the three earthquale directions.
The eartt. quake thus produces a stress.
(11) The seismic force, shear, moment, and stress exhibiting property much like a thermal resulting from the simultanesus application expansion stress and a static analysis can be of the three components of earthquake used to obtain actual stresses. The loading are obtained in the following differential displacements are obtained from the manner: dynamic analysis of the building. The displacem*.ats are applied to the piping anchors R R2+R2+R2 (3.7 24) and restraints corresponding to the mexicaum 8 Y Z differential displacements which aould occur.
The static analysis is made three times: once R = e quivalent seismic for one of the horizontal differential response quantity (fone, displacements, once for the other horizontal 9
sheme, moment, stress, differential displacecas, and once for the g) W ctc.) mucal. g , ,.
- j Rg R y Rx = co11n e a r r e s p o o s s 3.7.3.5.2 NSSS Piplag Subsystems / p.M .'
q uantities d ue to ,- 4
/
carthquake motion in the 3.7.3.8.2.1 Dynamic Ana. lysis ,
g' i x, y, and a directions. v respectively. As described in Subsection 3.7.3.3.1, pipe line is ideallred as a mathematical model 3.7J.8.1.7 Damping Ratio cor.sisting of lumped masses connected by clastic mrmbers. The stiffness matrix for the piping The damping ratio percentage of criticri damp. subsystem is determined using the elsslic
,/ ing of piplog subsystems corresponds to Regula. properties of the pipe. This includes the
-gd b[
3 tory Guide 1.61 or 1.84 (ASME Code Cue N-4111. f effects of torsional, bending, shear, and axial The dampingJatio is specified in Table 3.71, deformations as well as changes in stiffness due l (~n
~
> Mdd t&.? fMR 3.7.38.1.8 Effect of Differential P ,ading to curved members.
Movements Next, the mode shapes and the undamped natural frequencies are, obtained. The dynamic
- h. most cases, piping subsystems are anchored response of the subsystem is usually calcuhted and restrained to floors and walls of buildings by using the response spectru+i, method of analy.
, that may have differential mover r Ms during a sis. When the connected equipment is supported seismic event. The movement- O sage fro a at :nore shan two pointa located at different insignificant differential displac, < ats between cievations in the building, the response spec.
rigid walls of a comenon building at low eleve. trum analysis is performed using the envelope tions to relatively large dis ='4 ewents between response spectrum of all attachment points.
separate buildings at a high Se.m ;ity site. Alternatin'v, the multiple excitation analysis methcds mhy be used where acceleration time Differential endpol.nt or restraint deflec. histories or response spectra are applied at all tions cause forces and moments to be induced the equipment and piping attachment points.
Amendmetu !
-9 /)k -
AfA4 f* - -
M
.$ b I
- /
Al(W , kWA s
INSERT F page 3.7-22 The ' r.ertia (prbnary) and displacement loads are dynamic in natur:0 and their peak values (secondary)are not expected to occur o' the same time. Henca combination of the peak valuks "
of inertia load and anchor displacement load is quite conservative. In addition, anchor movement effects are computed from static analyses in which thf displacements are applied to produce the most conservative loaris on the "aponents. Therefore, the primary and secondary loado are c hined by the SRSS method.
INSERT G page 3.7-22 Strain enargy weighted modal damping can also be used in the dynamic analysis. Strain energy weighting is used to obtain the modal damping coefficient <1ue to the contributions of >
damping in the different elements of the piping system.
The element damping values tre specified in Table 3.7-1.
Strain energy weighted modal damping is calculated as specified in Subsection 3.7.2.15.
.r a s E<t Y .T f*y 39'2z cwa /y sis, specfnu~ d g,, a (eyev e, &el yns&c
" N"^* bed inclal yes mses axe & Je a Iey"Sc-m 3.7. 3.~1 .
in Sd seo of fiw>e- /U.syoy'y dyr1nwic M"Iy. sis, Specfr%~
asases dia h k. bu o<D,o p i con,w,,e,h '
encitution, age combin ecf o s eisuh.
3,~23.(>
47 s desc/lbec/ In 26s e c/h .
3
___ _D
c/k#W ,
/
IllSERT H page 3.7-22 (A)$d m__ - _/'
3.7.3.0.1.9 Use of Small Bore Pipe Handbooks As an alternative to a static and dynamic flexibility for small bors piping (defined as piping 2 inches analysis,in and loss nominal pipe site), it is acceptable to use small bore piping handbooks to design the piping whenever ,
the following criteria are mets (1) The small bore piping handbook at the timo of application is currently accepted by regulatory agencies for use on.equlvalent piping at other nuclear power plants.
(2) When the small bore piping handbook is serving th e purpore of the tesign-Report it meets all of the ASME Zequirements for a piping design report. This includes the piping and its supports. J (3) Formal documentation exists showing piping designed and installed to the small bor6 piping handbook is (a) conservative in comparison to results fron a detail stress analysis for all applied loads and load combinations defined in the design specification, (b)does not result in piping that is less reliable because of an excessive nunter of supports, (c)does not result in violationu of required clearancos around sensitive components.
The small bore piping handbook methodo1 My will not be applied when specific information is needed on (a) magnitude of pipe and fitting stresses,(b) pipe-and fitting cumulative usage factors,(c) accelerations of pipe mounted equipment, or locations of postulated pipe breaks and leaks <
The smal3 bore piping handbook methodology will not be.
applied t piping systems that are fully engineered and installed in accordance with engineereing drawings.
')
e a
1 l
. AMU OM 8 3 ,% N M d,=hsA,L--,,9 24, + 6 6,r.,3%4 een b d4.e6--4,.,4SU4*AdbS40=- , ' - p., 3,.A s moa4 b, MA _\ 4JA &Ws-->4.-MA M1,s6 L A-4 &hsL = nAA b4 h 4 6 4. AeM,4-4 4 4 o=b un-s..,9 pm 4 46 ksLA .5 6 _L K n _Asus s u .e_ *k' 1 i i %
F r
F 4- ' 4 t
i r g
1 1
v 5
i A b
n
.i L
l l
F I
1 5
9
+
h h
A h
I.
a f
]b t
6 i
t I
i i
4 5
L I
E P
I A
1 i
.h P
43 t
+
d$
t L
P 4
e
.I t=}
5 4
! )
I v v < v *- r r+w, v,< ,,,w.- . . .g.%71.,,,,, , . _ ,7 y. , ,__ . , , _ , , , . , ,, , me,a ,e,e ,s Wr.ar+,r-s" .
w , s rw m m y .:ns,,. ,, m, q , y,. ,sy_, y.p, , . , , , , , ,, , , , , ,
. . a ABWR . muma SundAtdPlant ut,1; 3.7.3J.2.2 ENect of Differential Bullding adequately accounted for in the analysis, in Moieme nts case of buried systems sufficiently flex.
Ible relative to the surroundlag or undet.
The relative displacement between anchors is lying soll, it is assutned that the systems determined from the dynamic analysis of the will follow essentially the displacements and structures. Tne results of the relative anchor, deformations that the coil would have if the point displacement are used in a static anslysis systems were abhent. When applicable, to determine the additional stresses due to procedures, which take into accouct the relative anchor. point displacements. Further phenomena of wave travel and wave reflection details are given in Subsection 3.7.3.8.1.8. in cowpacting soll displacements from the 6tound displacements, are employed.
3.7J.9 Multiple Supported Equipment Components With Distinct inputa (2) The effects of static resistance of the surroundin's soil on piping deformatioos or The procedure and criteria for analysis are ' displacements, dl(ferential movements of d e s c ribe d in S ubse etions 3.7.2.1.3 and piping anchors, bent geometry and cursature 3.7.3.3.1.3. changes, etc., are considered. When applicable, procedures utilizing the 3.7.3.16 Use of Constant VerticalStatic principles of the theory of structures on Factors clastic foundations are used.
All Seismic Category I subsystetas'and compo- (3)_ When appiscable, _the effects dae to local nents are subjec.ed to a vertical dynamic soll settlements, sail arching, etc., "are,. -
analysis with 1% ~ertical floor spectra or time also censidered in t analysis.
histories defining the input._ A static analysis 4 M/ jfgMo is performed in lieu of dynamic analysis if the 3.73.13 Interaction of Other ping u t ) ) .,
c eff Td peak value of the applicable floor spectra times Seismic Category l Piples a f actor of 1.5 is used in the analysis. .A '
lactor of 1.0 instead of 1.5 can be used if the la certain instances, non. Seismic Category'l equipment is simple enough such that it behaves . piping may be connected to Seismic Category I essentially as a single degree of freedom piping at locations other than a piece of equir-81 system, if the fundamental frequency of a compo. ment whleh, for purposes of analysis, could be - f E. cat in the vertical direction is greater than er represented as an anchor. The transiflou points-equal to 33 Hz, it is treated as seismically typleally. occur at Selsmic Category i valves rigid and analyzed statically using the which inay or may not bo physically anchored.
zero posponse spectrum.. Since a dynsmic analysis must be modelet from pipe anchor point to.aschor point, two options.
3.7.3.11 Torsional Effects of Eccentric Masses exist:
Totsional effects of eccentric masses are '(1) specify and design a structural anchor at included for Selsmic Category I subsystems the Seismic Category I. valve _and analvre the simihr to that for the piping systems discussed 'Scismic Category I subsystemt or, if in Subsection 3.7.3.3.1.2. Impractical to desigo an anchor, 3.7.3.12 Busied Seismic Category I Piplag and (2) analyse the subsystem from ths ancht r point Tunnels ~ in the Seismic Category I subsystem through the valve to either the first anchor point For buried Category I buried piping systems _in the nos.Scismic Category _t subsystem; or and tunnels the following items are considered in to sufficient distance in the non.Seistnic -
- the analysis
- Category _1 Subsystem so as not to
_. ~
V _
~s ignificantly.destede the. accuracy of-(1) The inseerf effects due to an earthquake analysis of the Seismic Category I pYng.
upon buried systems and tunnels will be
/
Amenament tt 372)
I l
r
.o
! ABWR mumu i Standard Plant-- m .a
) Where small, non Seismic Category piping is 3.7J.16.1 Laten! Forces j directly attached to Seismic Category I piping, its
- eifcct on the Seismic Category 1 piping is Scistnic loads are characterized as a force profile i accounted for by lumping a portion ofits toast with that varies with the height of the structure. These i the Seismic Category I piping at the point of forces are applied at each floor of the struaute and i attachment. the resulting forces and moments are calculated
! from static equilibrium.
j Furthermore, non.Selsreic Category I piping i (pasticularly high eriergy piping as defined in The buildings total base shear is characterized by j Section 3.6) is designed to withstand the SSE to the following equation: i avoid jeopardizing adjacent Seismic Category I . .
I t
piping if it b not feasible or practical to isolate V = Z'l*C'W/R,; where . i these two piping systems. .- l J.1J.14 Schmic Analysis for Reactor . V = Total lateral force or shear at the
- lett nah base.
! The modeling of RPV laternals is dir, cussed in Fg F,F,
- Lateral force applied to levell, n, or x
- Subsection 3.7131 The dan ping vahics are given respectively, i i in Table 3.71. The seismic modelof the RPV and j internalin shows in Figure 3.7 32. F, = That portion of V considered to be ,
i concentrated at the. top of the '
! 3.7J.13 Analysis Proceduns for Deuiping structure in addition te li :
4 The modeling of RPV laternals is diseuned in Z = Selsmic zone factot
! Subocction 312J1 The damping values are given .
j in Table 3.7 L The seismic model of the RPV and I = ' Importance factor r
, intetuals is shown in Figure 3.7 32.
!' C = Numerical Coeflicient >
l 3.7J.16 Analysis Procedurt for NonSelsmic i Structures is LJew of Dynamic Analysis R, = . NumericalCoefficient 1
The method described here can be used for S = Coefficient for site soil characteristics non seismic structures in lieu of a dynamic analysis. - , .
i T + Fundamental period of vibration of i Structures desi6ned to this method should be the structure in the direction under *
- sble to do the following- - consideration, as detennised by using the properties and deformation
, (1) Resist minor levels of carthquake grouttd : characteristics of the resisting i motion without damage.- elements in a properly substantiated v . analysis. -
l, . (2) Resist moderate Imts'of earthquake grcund 4
motion without structural damage, but pouibly - '
'W = Total dud load of building including
. . experience some nomtructural damage.- . the partition load where applicable, ,
(3) Resist major levels of earthquake groand 'w , w,. = That portion of W which is located at
, motion having am lateasity equal.to the ' or is assigned to tevel i or x, respect- ;'
stangest either experienced or forecast at the - ively; -
building site, without co'Japse, but pouibly with"- -
some structural as well as not, structural 'h,b, = ' Height in feet above the base to levell,! .
damage. . or x, respectively
~ Ameedawat 3D 3724 ~
yy4% E w- y -
p g yy 1 g L+ m- +w v 9- %- 'r e t v u - y - + 7 og +stMe W
- v'--we t
- p V .T-*-t r y.'* E ~e t + r 99 ie *****W-
- - - ' ' - + -
./ '
[;d
.s ..
f.- 3y23 d
- p. .
L. -
Add ite= (4) to Paragraph 3.7.3.12: _.
g gdvM, &"
(4) All analyses will be bas [d 9n soll characteristics that will give conservative results whene' cmpared with actual characteristics at the plant site. Thirinehrdes soll density, relative density,
, static strength, type of backull, coel11clent of friction between pipe and backfill, and modulus of subgrade reaction.
Add item (5) to Paragraph g 3.7.3.12; f.
(5) Most (#4W3h underground Categon 1 piping is installed in pipe tunnels. For pl aing installed in ?lpe tunnels the categorhation of seism e stresses and al owable stress limits will be the the same as above ground piping. Any underground Category 1 piping not installed in pipe tunnels may cateprize stresses as follows: n) All scismic xnding stresses may ae considered as secon(dary stress and when combined with be stresses induced by other loads sucIt as thermal expansion building settlement soll settlement and relative anchor mo,tions.
shall satisfy approp,riate code requirements for secondary '
stresses. (b) Axial stresses induced by axial friction forces under thermal expansion and seismic loads will be evaluated as primag stresses using the primary stress limits for the appropriate code pipe class.
l
' ' " ~ --
l 4
s ABM .
2mioo41 Standard Plant arv n scalyzed for the faulted loading conditions. The 3.9.1.4 10 ASME Class 2 and 3 Pumps ECCS and SLC pumps are active ASME Class 2 toaipo.
nents. The allowable stresses for active pumps Elastic analysis methods are used for evaluad are provided in a footnote to Tabla 3.9 2. ing faulted loading conditions for Class 2 and 3 pumps. The equivalent allowable stresses for The reactor coolant pressure boundary cotopo. . tour:tive pumps using clastic techniques are ob.
nents of the reactor recirculation system (RRS) tained from NC/ND.34000f the ASME Code Section pump motor assembly, and recirculation motor cool. 111. These allowables are above elastic lim.
Ing (RMC) subsystem heat exchanger are ASME Class its. The allowables for active pumps ata pro.
1 and Class 3, respectively, and are analyzed for vided in a footnote to Table 3.9 2.
the faulted loading conditions. All equipment stsesses ate within the clastic limits. 3.9.1.4.11 ASME Class 2 and 3 Valves 3.9.1.4.7 Fuel Storsge and Refueling Equipment Elastic analysis methods and star dard design tules are used for evaluating faulted loading Storage, refueling, and sersicing equipment conditions for Class 2, and 3 valves. The which is important to safety is classified as es. equivalent allowable stresses for nonactive sential components per the requirernents of valves using clastic techniques are obtained 10CFR50 Appendis A. This equipment and other from NC/ND 3500 of ASME Code Section !!!.
equipment which in case of a failure would de. These allowables are above clastic lir:lts. -W~
grade sa essential component is defined in Sec- :":mt!n !:: :::'n dee = g M !.
tion 9.1 and is classified as Seismic Category f::::::: :: T:b!: ? a
!. These components are subjected to an clastic dynamic finite. clement analysis to generate load. 3.9.1.4.12 ASME Class 1,2 and 3 Piping logs. This analysis utilizes appropriate floor response spectra and combincs loads at frequen. Elastic analysis niethods are used for evaluat.
cies up to 33 Hz fc,r seismic loads and up to 60 Ing faulted loading conditions for Class 1. 2, Hz for other dynamic loads in three directions, and 3 piping. The equivalent allowable stresses p/(}j
/
Imposed stresses are generated and combined for using clastic techniques are obalned from W normal, upset, and faulted conditions. Stresses S: F (f:: C'10 ::MC/ND.3600 (for Class I,7,,
are compared, depending on the specific safet) and 3 piping) of ti e ASME Code Section 111.
class of the equipment, to Industrial Codes, Thr: :!!:d'n =: :$:n !*2 '! h 'h; ASME, ANSI or Industrial Standards. AISC, _ f"" '" ' 'k ! MpW!!h- f th: :: - -
allowables. &&! ;!;!:; e: pc2d b :. f=.ca m--
T:S!: M '.
3.9.1.4.8 Fuel Assembly (including Channel) 3.9.1.5 laelaatic Analysis Methods GE BWR fuel assembly (includi g channel) de-sign bases, and analytical and evaluation methods inelastic analysis is only applied to ABWR' including those applicable to the faulted condi. components to demonstrate the acceptability of tions are the sam., as those contained in Refer. three types of postulated events. Each event is ences 1 and 2. .a extermly low probability occurence and the equipment affected by these events wouH not be 3.9.1.4.9 ASME Clasa 2 and 3 Vessels reused. These three events are:
Elastic analysis methods are used for evaluat. (1) Postulated gross pip'mg failure.
ing faulted loading conditions for Class 2 and 3
. vessels. The equivalent allowable stresses using (2) Postuisted blowout of a reactor internal clastic techniques are obtained from NC/ND 3300 recirculation (RIP)inotor casing due to a -
and NC 3200 of the ASME Code Section III. These weld failure.
allowables are above clastic limits.
-(3) Postulated blowout of a control rod drive (CRD) housing due to a weld failure.
Amendment 11 393
MN nA6tmAE StandardPlant PfV B The loading combinations and design criteria 3.9.2.1 Piptog V4bration. Thermal Espansion, for pipe whip restraints utilized to mitigate the and Dynamle Effects effects of postulated piping failures are provided in Subsection 3.6.2.3.3. The overall test program is divided into two phases; the preoperational test phase and in the case o' the RIP motor casing failure the initial startup test phase. Piping vibra. g event, there cre specific restraints applied to tion, therraal expansion and dynamic effects test. 2 mitigate the effects of the failure. The Ing will be performed during both of these mitigation arrangement consists of lugs on the phases as described in Chapter 14. Subsections RPV bottom Sead to which are attached two long 14.2.12.1.51,14.2.12.2.10 and 14.2.12.2.11 re.
rods fer each RIP. The lower end of each rod is.le the speelfic role of this tssling to the ov-engsges two lugs on the RIP motor / cover. De use crall test prcgram. Discussed below are the gen-of inelastic analysis methods is limited to the eral requirements for this testing. It middle slender body of tbc rod itself. The attachtnent lugs, bolts and elevises are shown.to be adequate by clastic analysis. The selection of stainless steel for the rod is based on its high ductility assumed for energy absotption.
during inelastic deformation.
The mitigatioa for the CRD bousing attachment weld failure is by somewhat different means than are those of the RIP in that the componetts with regular functions also function to mit; gate the weld failure effect. The cotuponents are specificaliy:
(1) Core support plate (2) Control rod guide tube (3) Control rod drive housing (4) Control rod ddve oute, tube (5) Bayonet Engers Only the cylindrical bodies of the control rod guide tube, control rod drive housing and control rod drive outer tube are analyzed for energy absorption by inelastic deformation.
Inelastic analysis for there latter two events togetaer with the criteria used for evaluation are consistent'with the procedures des:ribed in Subsection 3.6.2.3.3 for the different components of a pipe whip restraint.
Figure 3.9 6 shows the stress. strain curve used for the blowout restraints.
3.9.2 Dynamic Testing and Analysis Amendment it 39s1
i ABM zwirrat I Standard Plant '
arv n
~
internals to the RBV is also determined with the reactor and internals are performed. The dynamic model and dynan.ie analysis method results of these analyses are used ta generate- j described below for seismic analysis. the allowable vibration levels during the !
vibration test. The vibratien data obtained J (4) LOCA Londs Tbc Auumed LOCA sho results in during the test will be analyzed in detail.
RBV due to suppression pool dynamics as described in Appendix 3B and the response of the reactor internals are again determined with the dynamic model and dynamic analysis method used for seismic analysis. Various types of LOCA loads are identified on Table .y 3.92. cc 4"w
" 'E E ,n (5) Selsmie Loads.The theory, methods, and S 'O u S u EM 2 computer codes used for dynamic analysis of the reactor vessel, internals, attached $ b# N 53 3.c u d 0.c o ud $
piping and adjoining structures are S E $ h Q233U C 8 described in Section 3.7 and Subsection ky
.5g=ig-@ugQ S mu.c$'h.S S
~
3.9.1.2. Dynamic analysis is performed by .
g coupling the lumped mass model of it.c p n ~
~ u a reactor vessel and internals with the' ". .9 c D 2 t w B *g building model to determine the system 5. cs
,; natural frequencies and mode shapes. The relative displacement, acceistation, and y S-] g 8n$.
= E 5. g[ 9 E i
% 8 8 M r l2
- load response is then determined by either 3u"ou k"
the time history method or the resonse. spectrum metisod. The load on the le$'.d$6[588 ti 83 _
reactor internals due to faulted event SSE %
are obtained from this analysis. c-@ $j9gSoedgg3j'$0vb 5 .5 o j
i The above loads are considered in combination v 5u T3 5u bnkn0u @~5 g,2 -
as defined in Table 3.9 2. The SRV.1DCA (SBL, M- E D D'g g ILL or LBL) and SSE leads as defined in Table MDu V8 E '3 S 2oD 3.9 2 are all assumed to act in the same direction. The peak colinear responses of the b U 5 "o o Z 3 ~o n y oy.hjbM51 $
reactor internals to each of these loads are T .c 5.e E $ E added by the square root of the sum of the -
squares (SP.SS) method. _ The resultant stresses-M
\q
_ g 2 58 7@ gy@g,5 g m jdM e ~, g,8-in the reector internal structures are directly-added with stress resulting from the static and g~ ,3 2.e U .o S p
@ ~ S n .a steady state loads in the faulted Icad gy3cq$'en[35 g.gn combination, including the stress due to peak - a m $ <C c o Ei o.g.cg-reactor internal presst.re differential during the LOCA. - The reactor latesmals satisfy the stress' deformation and fatigde limits .ss defined in Subsection 3.9.5.3.
3.9.24 Cornistloats of Ranctor latemals Vibmtion Test.s With .he Analytical Results Prior to initiation of the instrumented vibration measurement program for the-prototype plaat, extensive dynamic analyses of ;
Amadment 8 3A111 '
- - c,ym- y w, ,p, v - e- m- w y 9 e e e- p --
ABM ux6 oorr.
Standard PInnt nrv a The results of the data analyses, vibration 3.9 2 and are contained in the design amplitudes, natural frequencies, and mnde shapes specifications and/or design reports of the are then corr pared '.o those obtained from the respective equipment (See Subsection 3.9.7.4 theoretical analysis, for COL license information)
Such comparisons provide the analysts with Table 3.9 2 also presents the evaluation added insight into the dvrumic behavior of the models and criteria. The predicted loads or stresses and the design or allowable values for %
reactor internals. ' .:.dditional knowledge gained from previous vibration tests has been th: most critical areas of each component are N; utilized in the generation of the dynamic modds compared in accordance with the applicable code 7 for seismic and loss of coolant accident (LOCA) criteria or other limiting criteria. The 'W analyses for this plant. The models used for calculated results meet the limits. %
this plant are similar to those used. for the
plants. is 60 years. A 60 year design life is a requirement for all major plant components with ik 3.9.3 ASME Code Class 1,2, aitd 3 Components, Component Supports, and reannable expection of meeting this design life. However, all plant opetational components l0. '
Core Support Structures and equipment except the reactor vessel are {y designed to be replaceable, design life not j l-3.93.1 Loading Combinations Design withstanding. The design life requirement $
Transients and Stress Limits allows for. refurbishment and repair, as ,
appropriate, to assure the design life of the }
This section delineates the criteria for overall plant is achieved. In eff ect, s sciection and definition of design limits and essentially all piping systeras, components and y
!oading combination associated with normal equipmeat are designed for a 60 year design operation, postulated accidents, and specified life Many of these components are classified V seismie and other reactor building' vibration as ASME' Class 2 or 3 or Quality Group D. i @f i (RBV) events for the design of safety related ^g! H ::6:: " ;th: ^W h:!;r " :"
. D ASME Code components (e. cept containment components which are discussed in Sectios 3.8). Lider!!!y O pr-*th::-rd ^3" ' 1 ? rd O"" O ; . b],, J .
+ tther9;r:s49mse/.
by & /.f"" GederSi:: . E:- nd + T l - -
This section discusses the ASME Class 1,2, '"'& E'h: ; pep % ep-n'N ^ ~t-sud 3 equipmer.t and associated pressurr retaining !e& nd fer the-offr: ef =!" ; L: ::e :;!d parts and identifies the applicable loadings, _ -Nide,---
calculation methods, calculated stress'es, and allowable stresses. A discussion of major- 3.93.1.1 Plant Conditions equipment is included on a component by-component .
basis to provide examples. Design transients and All events that the plant will or might dynarnic loading for ASME Class 1,2, and i credibly experience during a reactor year are equipinent are covered in Subsection 3.9.1.1. evaluated to establish design basis for plant Seismic related loads and dynamic analyses are . equipment, These events are divided into four discussed in Section 3.7. The suppression plaat conditions. The plant conditions pool related RBV losds are described in Appendix described in th'e following paragraphs are based ,
- 38. Table 3.9 2 presects the combinations of . on event p4obability (i.e.,- fr.cquency of l dynamic events to be considered for the design occurrence as. discussed in Subsection j and analysis of all ABWR ASME Code Class 1,2,' 3.9.3,1,1.5) and correlated to service levels i and 3 components, component supports, core for design limits defined in the ASME Boiler and j support structures and equipment. Specific Pressure Vessel Code Section III as shown in i loading combinations considered for evaluation of Tabies 3.9-1 and 3.9 2.
each specific equipment are derived fren Table Arnendment 21 N E~
[:
- - - ~ . . , _ , - , ,, _
ABM 2346i00 2
. Sundgrd T' ant <
REv o to accomplish its safety functions os required The MS system piping extending from the out-by any subsequent design condition event, board ruin steam isolation valve to the turbine s
- g. stop valve is constructed in accordance with the 2
\Speckic ess cheript med th fu .
ASME Boiler and Pressure Vessel Code Section t III, Class 2 Criteria.
di anal requirem 9ts'arctitatified \ s inyfo ' pt 4 c [3 d.S W 477. R Tadv34:A s
3.9.3.1A Recirculnlion Motor Cooling (RMC) 3.9.3.1.2 Reactor Pressure Vessel Assembly Subsptem The rcactor vessel assembly consists of the The RMC system piping loop between the recir-reactor pressure vessel, vessel sup ' ort skirt, culation motor casing and the beat exchanger is and shroud support. constructed in accordance with the ASME Boiler s and Pressure Vessel Code Section Ill. Subsertion 2 i The reactor pressure vessel, veael support NB 3600. Th: ;!:+-eemoir:d ^.rpnd!4-ef- ,
skist, and shroud support are constructed in A345 Cede 9'4 "' m r-d b mtudag accordance with the ASME Boiler and Pressure feul:cd lc.d::.i; ;;;.dn';;; ind;ind;;;h ;f ;M K Vessel Code Section 111 The shroud support ^:- dr!;: =d g:=:! ; c.aedidor Srn consists of the shroud support plate and the elev! ::d er : -!n!% 5 9 ne m !e 9 4 6 shtoud support cylinder and its legs. The e"- "e""-
reactor pressure sessel assembly cornponents are 3.9.3.1.5 Recirculation Pump Motor Pressure
)
classified as an ASME Class 1. Complete stress l reports on these compo7ents are prepared in Boandary l accordance with ASME Code requirements. I NUREG-0619 (Refere. ice 5) is also cons:dered for The motos casing of the tecirculation inter.
feedwater nozzle an 1 other such RPV inslet nozzle nal pump is a part of and welded into an RPV .
design. nozzle and is constructed in accordance with the requirements of an ASME Boiler and Presrure S The stress analysis is performed on the Vesse! Code Section Ill, Class 1 component. The $
reactor pressure vessel, vessel support rkirt, motor cover is a part of the pump / motor assembly and shroud support for various plant operating and la const ucted as an ASME Class I compon-conditions (including faulted conditions) by sent. These putops are not required to operate using the clastic methods excert as noted in during the safe shutdown earthquake or after an Subsection 3.9.1 A.2. Loading conditions, design accident, stress limits, and methods of stress analysis for the core support structures and other reactor 3.9.3.1.6 Standby Liquid Control (SLC) Tank internals at: discussed in Subsection 3.9 5.
The standby liquid control tank is con.
3.9.31.3 Malu Steam (MS) Sptem Piping r.tructed in accordance with_ the requirements of g
. an ASME Boiler and Pressurc Vessel Code Section E
~
$ l The piping systems extending from the reactor !!!, Class 2 componenti
~ pressure vessel to and including the outboard . .
3.9.3.1.7 RAS and RHR Heat Eschangers l main steam isolation valvti are constructed in ac-3d Code l%;.mJ cordance Section III,with Classthe1 criteria; ASMETtrrTWs. Boiler Thr.and primaryPressure Vessel and secondary sides of the KRS 4A / rr O " c' /.S"" 0;d; C;.:.x '!' (reactor recirculation system) are constructed
=: :=d !: :r! eb: Er'!:d 'nd!:; n;dh :x - in accordance with the requirements of an ASME pad;p;ndu:!y ' Er od a d ern" J Boile; and Pressure Vessel Code Section Ill. .
A
.48 4410;;. S:n n n e M e! u d 2: 2: :!rtie- Class 1 and Class 2 component, respectively.
t.:;u a :r!r* d!: r xd= = " F "'O. The primary and secondary side of the RHR system heat exchanger is constructed as an ASME Class 2 and Class 3 component respectively, Stresses are calculated on an elastic basis and evaluated in accordance with NL-3600 of the ASME Code Section III.
- Amndment 21 - D.20
- - .-. , .- - + - , ,, . .~
ll '. , . ,[ . - '
- ..:j.
ATTACHMENT k[ to page 3.9-20 Torbine stop valve (TSV closure in the main steam (MS) piping system results in) a transient that produces momentary unbalanced forces acting on the MS piping system.
Upon closure of the TSV, a pressure wave is created and it travels at sor.ic velocity toward the reactor vessel through each MS line. Flow of steam into each MS line from the reactor vessel continues until the steam compression wave reaches the reactor vessel. Repeated reflection of the pressure wave at the reactor vessel and the TSV produce time varying pressures and velocities, throughout the MS lines.
The analysis of the MS piping TSV closure transient consists of a stepwise time-history solution of the steam flow equation to generate a time-history of the steam properties at numerous locations along the pipe. Reaction loads on the pipe are determined at eacn elbow. These loads are composed of pressure-times-area, momentum change and fluid-friction terms.
The time-history direct integration method of analysis is used to determine the response of the MS piping system to TSV closure. The forces are applied at locations on~the piping system where steam flow changes direction thus causing momentary reactions. The=resulting loads on the MS piping are combined with loads due to other effects as specified in Subsection 3.9.3.1.
~~ -
'
- E lx - 3.- .
e 9
l V p-i4- -yF 4 y -ept** g- m%+
- - For Cicco 1 piping, otrococo cro calculated on en olectic a
Standard Plant m, ance with the ASME Boiler and Pressure Vessel 3.93.2.1.1 Consideration of Wding.
Code Seetion 111. &- Ch (%g, in & Stress, and Accelerstion Conditions in the
.I w h d-pla v e n d M & s'"!!" ee c !almd Analysis 3 m 3,a W. . a ,4. p a n. u m A __ _
_9 web- App::d: r f & Oh For Class 2 and 3 in order to avoid dama6e to the ECCS pumps piping, stresses are calculated on so clastic during the faulted plant condition, the stres.
basis and evaluated in accordance with NC/ND4600 ses caused by the combination of normal ope.
of the Code. rating loads, SSE, other RBV loads, and dyna.
mie system loads are limited to the material 3.9.3.? Pump and Vahe Operability Assumace elastic limit. A three dimensional finite.
element model of the pump and associated motor Active mechacical (with or without electrical (see Subsections 3.9.3.2.2 and 3.9.3.2.1.5 fo*
operation) equipment are Seismic Category I and RCIC pump and turbine, respectively) and its each is designed to perform a mechanical motion support is developed and analyzed using the for its safety related function during the life response spectruto and the dynamic analysis me-of the plant under postulated plant conditions. thed. The same is analyzed due to static nor.
Equipment with faulted condition' functional zie loads, pump thrust loads, and dead requirements include active pumps and valves in weig".it. Critical location stresses are com.
fluid systems such as the residual heat removal pared with the allowable stresses and the cri.
system, emergency core cooling system, and main tical location deflections with the allow.
steam system. ables; and accelerations are checked to eval-unte operability. The average membrane stress This Subscetion discusses operability am for the faulted condition loads is as.urance of active ASME Code Section !!! pumps limited to 1.2S or approximately 0.75 O y, and valves, including motor, turbine or operato yield stress), and the maximum -
that is a part of the piimp or valve (See (ay stress=in local fibers (am + bending stress S ubsection 3.9.2.2), ab) is limited to 1.8S or approximately 1.1
- a. The max imum faulted event nozzle Safety related valves and pumps ase qualified loads r.re also con. Sidered in an anaiysis of by testing and analysis and by satisfying the the pump supports to assure that a system stress and deformation criteria at the critical misalignment cannot occur.
locations within the pumps and valves.
Operability is assured by meeting the Performing these analyses with the requirements of the programs defined in conservative loads stated and wit'n the Subsce. tion 3.9.2.2, Section 3.10, Section 3.11 restrictive stress limits as allowebles and the following subse:tions. assures that critical parts of the pump and associated motor or turbine will not be S e ctio n 4.4 oi G E's Envit on's.e a t a1 damaged derin$ the fau!:ed condition and that Qualification Program (Reference 6) applies to the operability of the pump for post. faulted this srbsection, and the seismic qualification condition operation will not be impaired.
methodology presented therein is applicable to mechanical as well as electricti equipment. 3.93.2.1.2 Putnp/ Motor Operstion During and Following Dynamic Wding 3.9.3.2.1 ECCS Punpe, Motors and Turbine Active ECCS pump / motor rotor combinations Dynamic qualification of the ECCS (RHR, RCIC are designed to rotate at a constant speed and HPCF) pumps with motor or turbine auembly is under all conditions. Motors are designed to also described in S'.ibsections 3.9.2.2.2.6 and withstand short periods of severe overload.
3.o.2.2.2.7. The high rotary inertia in the operating pump Arnenment 7 3 9-22 I
i
. - . - - .- -. -- . . - . - - - - ~ ~ - .- -- - - - .
A.BWR .
ms-Standard Plant __
nry a quirements and perform their mechenical motion in thermal expansion of the connecting pipe, and conjunction with a dynamic (SSE and other RBV) rear. tion forces from valve discharge, load event. These valves are supported entirely by tbc piping, I. c., the valve operators are not (2) A production SRV is demonstrated for used as attachment points.for piping supports operability during a dynamic qualification (Se e Subse ctiot 3.9.3.4.1). The dynamic (shake table) type test with moment and qualification for operability is unique for each "g* loads applied greater than the valve type; theiefore, each method of required equipment's desittn limit loads qualification is detailed individually below, and conditions. l 3.9.3.2.4.1 Mala Steam Isolation Valve A mathematical model of Ihis valve is l lacluded in the main steam line system I The typical Y pattern MSIVs described in analysis, as with the MSIVs. This smalysis l Subsection 5.4.5.2 are evaluated by analysis and assures the equipment design limits are not !
test for capability to operate under the design exceeded.
{
loads that envelop the predicted loads during a j design basis accident and safe sbutdown 3.9J.2.4.3 Standby 1.Jguld Control Valve !
earibquake. (Injection Yalve) l l
The valve body is designed, analyzed and The typical SLC in}eetion-Valve design is -
tested in accordance with the ASME Code Section qualified by type test to IEEE 344. The valve Ill, Class 1 requirements. The MSIVs are modeled body is designed, analyzed and tested per the mathematically in the main :, team line system ASME Code, Section !!!, Class 1. The analysis. The loads, amplified accelerations and qualification test demonstrates the ability to resonance frequencies of the valves are remain operable after the application of the determined from the cverall steamilne analysis. horizontal and vertical dynamic loading The piping supports (snubbers, rigid restraints, exceeding the pre,dicted dynamic loading, etc.) are located and designed to limit amplified accelerations of and piping loads in the valves 3.9.3.2.44 High Prusure Core Flooder Valve to the design limits. (Motor Operated)
As described in Subsection 5.4.5.3, the MSIV The typical HPCF valve body design, and associated electrical equipment (wiring, analysis and testing is in accordance with the solenoid valves, and position switches) ne requirements of the ASME Code, Section !!!,
dynamically qualified to operate during an
- Class 1 or 2 componentse TheClasME -
l accident condithn. electrical motor actuator is qualified by type i
3.93.2,4.2 Mala Steam SafetyfReliefValve test in accordance in Subsection with IEEE model 3.11.2.~ A mathematical 382, ofas discussed r this valve is included in _the HPCF piping The typical SRV design described in Subsection system analysis. - The analysis resvits are 5.2.2.4.l is qualified by type test to IEEE 344 . assured not to exceed'the horizontal and for operability during a dynamic event. vertical dynamic acceleration limits acting
~
Structurallategrity of the configuration during simultaneously for a dynamic (SSE and other a dynamic event is demonstrated by both Code _ RBV) event, which is treated as an emergency _
(ASME Class 1) anslysis and test. condition.
(1) Valve is designed for maximum moments on 3.9.3.2J Other Acilve Valves inlet and outlet which may be imposed when -
E installed in service. These moments are Other safety.related active valves are ASME resultants due to dead welght plus dynamic Class 1,' 2 or 3 and are designed to perform loading of both valve and connecting pipe, their mechanical motion during dynamic loading Amendment 4 3927
+ . - a,;.- a - -. - ~ - . . . - -
7 MM \ k 23A6tmAt:
Stand.ard Plant uw 4 conditions. The operability assurance program particular ASME Clos of valve analyzed.
ensures that these valves will operate during a Addhise. , d.; -.;.s. '
- 6 .i. twr dynamic seismic and other RBY esent. -
- pd"hy b ;rihd ' : f M:::: " T:H:-
-t9*
3.9.3.2.5.1 Procedures Dynamic load qualification is accomplished Qualification tests accompanied by analyses in the following way:
are conducted for all active valves. Procedures for qualifying electrical and instrumentatioti (1) All the active valves arc designed to have components which are depended upon to cause the a fundarnental frequency which is greater valve to accomplish its intended function ere than the high frequency asy:nptote (ZPA) of described in Subsection 3.9.3.2.$.1.3. the dynamic event. This is shown by suitable test or analysis.
3.9.3.2.5.1.1 Tests (2) The attuator and yoke of the valve system Prior to instillation of the safety.related is statically loaded to an amount greater valves, the following tests are performed: (1) than that due to a dynamic event. The shell hydrostatic test to ASME Code Section ill load is applied at the center to grasily requirements; (2) back seat and main seat leakage of the actuator alone in the direction of testst (3) disc hydrostatic testt (4) functional the weake6t axis of the yoke. The tests to verify that the valve will open and simulated operational differential close within the specified time limits when pressure is simultaneously applied to the subject to the design differential pressuret and valve during the static deflection tests.
(5) operability qualification of valve actuators for the environmental co9ditions over the (3) The valve ;s then operated while in the installed life. Environtrenthi qualification deflected position (l.c., liom the normal procedures for operation follow those specified operating position to the safe position).
In Section 3.11. The results of all required The valve is verified to perform its tests are properly documented and ine.luded as a safety related function within the part of the operability acceptance documentation specified operating time limits, package.
(4) Motor operators and other electrical 3.9.3.2.5.1.2 Dynamic Load Qua*dflestion appurtenances necessary for operation are qualified as operable during a dynamic The functionality of an active valve during event by appropriate qualification tests and after a seismic and other RBV event may be prior to installation on the valve. These demonstrated by an analysis or by a combination motor operators then have individual of scalysis and test. The qualificatics of Seismic Category I supports attached to electrical and instrumentation compo" nts decouple the dynamic loads between the controlling valve actuation is diseas. d in operators and valves themselves.
Subsection 3.9.3.2.5.1.3. The valves tre.
designed using either stress analyses or the The piping, stress analysis, and pipe pressure teroperature rating requirements based support design taalntain the motor operator upon design conditions. An analysis of the accelerations below the qualification levels extendsd structure is performed for static with adequate margin of Fafety, equivalent dynamic loads applied at the center of gravity of the extended structure. See if the fundainental frequency of the valve.
Subsection 3.9.2.2 Nr further details, by test or analysis, is less than that for the ZPA, a dynamic analysis of the valve performed The maximum strees limits allowed in these to determine the equivalent acceleration to be analyses confirm struuuralintegrity and are the applied during the static test. The analysis limits developed and accepted by the ASME for the provides the amplification of the input Amendment 1 3O ,
i
^
ABWR mm.c Signdard PlGQi Rrv h 3.9.3.4 Component Supports correspond to those used for design of the sup. 3 ported pipe. The component loading The design of bolts for component supports combinations are discuned in Subsection is specified in the ASME Code Section lil, 3.9.3.1. The stress limits are per ASME 111, Subsection NF. Stress limits for bolts are given Subsection NF and Appendix F. Supports are i NF.3225. The rules aad stress limits which generally designed either by lo+d rating mu.t be satisfied are those given in NF.3324.6 method per paragraph NF.3260 or by the stress multiplied by the appropriate stress limit factor limits for linear supports per paragraph for the particular service loading level and NF.3231. The critical buckling loads fa the stress category specified in Table NF.3225.21. Class 1 piping supports subjected to faulte1 loads that are more severe than normal, upset Moreover, on equipment which is to be, or and emergy cy loads, are determined by using may be, mounted on a coccrete support, sufficient the methods discussed in Appendices F and XVII holes for anchor bolts a,e provided to limit the of the Code. To avoid buckling in the piping anchor bolt stress to less than 10,000 psi on the supports, the allowable loads are limited to cominat bolt area in shear or tension, two thirds of the determined criticta buckling
~
~
Concrete anchor bolts which ars used for loads d < d E U Nt N -
pipe support base plates will be designed to the ThMoTall supports for iron.nucicer applicable factors of safety which are defined in piping satisfies the requirements of ANSI I&E Bulletin 79 02, " Pipe Support Base Plate B31.1, Paragraphs 120 and 121.
Designs Using Concrete Expansion Anchor Bolts,"
Revision 1 dated June 21,1979. For the major active valves identified in Subsection 3.9.3.2.4, the valve operators are 3.9.3.4.1 Piptng not used as attachment points for piping supports.
Supports and their attachments for essential q
ASME Code Section lit, Clan 1,2, and 3 piping The design criteria and dynamic testing re. i are desigr.ed iu accordance with Subsection NF' up quirements for the ASME 111 piping supports j to the interface of the building structure. The are as follows:
building structure component supports are de. i signed in acccedance with ANSI /AISC N690, Nuclear (1) Piping Supports . All piping supports are Facilities. Steel Safety.Related Structures for designed, fabricated, and assembled so Design. Fabrication and Erection or AISC that they canttot become disengaged by the specifica:Lon for the Design, Fabricatlan, and movement of the supported pipe Mf Erection ~f Structural Steel for buildings, equipment after they have been installed.
All piping supports are designed in accordance with the rules of Subsection NF of the ASME Code up to the building structure laterface as defined in the project design specifications,
' Augmented by the following: (1) application of ;
Code Case N-476, Supplement 89.1 which governs (2) Spring Hangers The operating load on j the design of single angle members of ASME Class, spring hangers is the load caused by dead 1,2,3 and MC linear componcet supports; and (2) weight. Tbc hangers are calibrated to en.
when eccentric loads or other torsionalloads are sure that they support the. operating load not accommodated by designing the load to act at both their hot and cold load settings, through the shear center or meet " Standard for Spring hangers provide a specified down !
Steel Support Design", analyses will Se performed travel and up travel in excess of the in accordance with torsional analysis methods specified thermal movement.
Such as:
- Torsional Analysis of Steel Members, USS Steel Manual *, Publication T114 2/83, Maximum calculated static and dynanic deflections of the ;
piping at support locations do not oxceed the allowable -
limits specified in the suspension design specification..
A m e m :2t The murpose of the all wable limits is to preclude failure of tae pipe supports due to piping deflections.
14
-il 4
)
d ABWR msime
. StandardPlant .
"Ev.D (3) Snubbets The operating loads on snubbers are the loads caused by dynamic events (e.g., seismic. RBV due to LOCA and SRV dis-charge, discharge through a relief valve line or valve closure) during various operating conditions. Snubbers restrain piping against response to the vibratory excitation and to the associated differen-tial movement of the piping system support anchor points. The criteria for 1-'ating snubbers sud ensuring adequa.. load capacity, the structural and mechanical performance parameters used for snubbers and the installation and inspection consider.
ations for the snubbers are as follows:
(a) Required lead Capacity and Snubbet Loca.
tion
--T4+-+swise p ! pl e g s y 9 - t a A " m ;
-valves and4uppost-set **-h'm ee tr -
.4bs.9 2!-!: !: whdcolly.-de!M .
4or e ompl#64-pi p4-ag-64 : e e i e : !
Y .a n 4 pi+ ! th*-4pam!e :edyde, I Ane-eeut5::: ::& medelM si : s- -
. with a given spring stiffness depc'rdg on th'e,, snubber sire. The afdlysis determinh the forces and momchts acting components Hil the forces on each acting on tpipi(he.snubbyfs due to all dynamic loading a'nd operating conditions defined in tly6 piping design speellication /The forces on snub-e bets are o rating loadNfor various ,
operating 4onditions. The'ylculated P loadspinnot exceed the snubbKdesign to capacity for var!ous operwing nditions, i.e., design, normal, upN,
=;;;;;:j 2d E9d
_ The loads calculated in the piping dynamic' analysis, described in Suh~tetion 3.7.3.8,.cannot exceed the snubber lond car city-for design, normal, upset, emergency-and-faulted conditions.
Amendment 2t ' 3.941.1
-l 1
n ABWR msme !
l
, Standard Plant -
REV A l
Snubbers are generally used in agree nent, they are brought in ,
situations where dyna.aic support is agreement, and the system analpis !
reqLired because thermal growth of the is redone to confirm the snubber piping prohibits the use of rigid loads. This itera:lon is continued supports. The snubber locations and {
until all snubber load capacities !
support directions are first decided by and spring constants ate j estimation so that the stresses in the r e c o n cile d. !
piping system will have acceptable '
values. The snubber 1rcations and (c) Snubber Design and Testing support directions are refined by performing the dynamic analysis of the To assure that the required l piping sad support system as described s tr u ct u t al a n d sn e c h a nic al {
above in order that the piping stresses p;rformance characteristics and I and support loads meet the Code product quality are achieved, the requirements, following requirements for design 1 and testing are irnposed by the The pipe suppcrt design specification design specification:
requires that snubbers be provided with position indicators to identify the rod (!) The snubbers are required by !
position. This indicator facilitates the pipe support design ;
the checking of hot and cold settings of specification to be designed the snubber, as specified in the in accordance with all of the l instFlation manual, during plant rules and regulations of the preoperational and startup testing. ASMT Code Section lit, l i
Subse; tion NF. This design (b) lospectico, Testing, Repair ac '/or requirement includes analysis Replacecent of Snubbers for the nor m al, u pse t, emergency, and f aulted The pipe support design specification loads. These calculated requires that the snubber supplier loads are then compared prepare an installatioa instruction against the allowable loads manual. This manual is required to to make sure that the contaio comp!cte instructions tot the stresses are below the code testing, maintenance, and repair of the allewable limit.
snubber. It also contains inspection points and the period of inspection. (ii) The snubbers are tested to insure that they r.an perform The pipe support design specificat;ot as required during the requires that hydraulic snubbers be schmic and other RBV cients, equipped with a fluid level indicator so that the leve.1 of fluid in the snubber aad under anticirsted operational transient loads can be ascertained easily, or other mechanical loads associated with the design The spring constant achieved by the requirements for the plant.
snubber supplier for a given icad Th e .f olio wir g test capacity snubber is compared agsinst the requirements are included:
spring constant used in the piping system model. -If the spring constants o Snubbers are subjected to are the same, then the sunbber location force or displacement versus and support direction become confirmed, tirne loading at frequencies if the :pring constan:s are not in witbia the raoge of Amendment 1 3 9,n
._ ^^t @'I" 9 e.
e _ _ ___
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p h< Pj0 /
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\-
/,f Struts Struts are defined as ASME Section Ill. Subsection NT, Component Standard Support s. They consist o' rigid rods pinned to a pipe clamp or lug at the pipe and pinned to a cle s attached to the building structure or supplemental steel at the other end.
Struts,ir.cluding the rod, clamps, clevises, and pin > are designed in accordance with ASME Code Section Ill. Subsection NT.3000.
Struts are pussive supports, requiring little maintenance and in service inspection, and will normo lyn be used instead of snubbers where dynamic supports are required and the raovement c."the pipe due to thermal expansion and/or anchor motions is small. Struts will not be used at locations where restraint of pipe movement to thermal expansion will significantly increase the secondary piping stress ranges or equipment nozz e loads.
Increases of thermal expansion loads in the pipe and nozzles will normally be restricted to less than 20%
Because of the pinned connections at the pipe and structure, struts carry axial loads only.
The design loads on struts may include those loads caused by thermal expansion. dead weight, and the inenia and anchor motion elTects of all dynamic loads. As in the case of other supports, the forces on ;truts are obtained from an analysis,which are assured not to exceed the design loads for various operating conditions, l
i i
i
- Dpc*i C- l Gy clic.
)oad NStr aye enducted h ABM kd*Iic- 5m 4e+5 fti de f5+I"c fka. or*<ali d h c W 5fk5 Standard Plant De U Sr M ConiYe>l W h o . g significant modes of the pipinC (i) There are no visible signs of systemt damage or impaired U operability as a result of o Displacements are measured to storage, h a r.dlin g, o r d e t e r m i n e t h e p e r f o r m a s. c e installation.
characteristics specified; (ii) The snubber location, o Tests are conducted at various orientation, position teroperatures to ensure operability setting, and confh uration over the specified range; (attachments, er:ensions, etc.) are according, to r.esign o Peak test loads in both tension an. drawings and specifications.
cornpression are required to be equal to or higher than the rated load (iii) Snubbers are not seized, requirements; and frozen or Jamined.
o The snubbers are tested for various (iv) Adequate swin5 cinrance is abnormal environmental conditions. provided to allow snubber Upou completion of the abnormal movements.
environmental transient test, the snubber is tested dynamically at a (v) If applicable, fluid is to be frequency within a specified recommended ievel and not be frequency range. The snubber must leaking irom the snubber operate normally during the dynaanic syste rs.
test.
(W) utructural connections such (d) Snubber Installation Requirements as pins, fasteners and other connecting har6 ware such as An installation instruction manual is lock nuts, tabs, wire, cotter required by the pipe support design pins are installed corr ctly, specification. This manual is required to contain instructions for storage, if the period between the handling, erection, and adjustments (if iaitiai pre service necessary) of snubbers. Each snubber . examination and initial has an installation location drawing ' system pre operational tests which contains the installation location exceeds 6 months because of -
of the snubber on the pipe and- unexpected situatious, structure, the hot and cold settings, reexamination of items 1,4, and additional information needed to and 5 will be perfore;ed. i install the particular snubber.~ Snubbers which are installed incorrectly or otherwise fait (c) Snubber Pre service Examination to aeet the above requirements will be repaired The pre 4ervice crataination plan of all . or replaced and re examined snubbers covered by the Chapter 16 tech. In accordance with the above nical specifications will be prepared. criteria.
This examination will be made dier snubber installation but not more than 6 (4) Struts . Th: d::!;: !: e :: :!:r's-months prior to initial system pre oper- Jaciude: the:*-!::d: :::::d h- d::d-ational testing. The pre service **!;bt, e r re! : W 9 ' '^ ~
examination will verify the following: (Le, OBE d SSE), edr "?" !: ds.
4
~.._
1 U
I
= .. . - - - _ _ _ _ _ _ _ -
c o .
ABWR -
urr,imre nrv s Standard Plant sy t m place,m nts, and caction (P/Perit) + (4/4 crit) + (r/fcrit) fortcVcause by reVef valte discharge or
' N valve /c'losv.r'e, et'a. / /
/ < (1/S.F.)
N , y K <
) St[uts arr'disigned in'accordance with ASME, where:
, . / ,dode Section't)!, Subsection NF.3000 to be N
- capable of carrying the design loads for q a longitudinalload T \ various operating conditions. As in case cf 'P
= external pressure g sonbbets, the forcupa struts are obtained r - trantverse shear stress tc from an s'nalysis, which are assure 6 not to S r. = safety factor
$ /exceevtbe derig'n lyds for vjriousy = 3.0 for design, testing, service t operding oonditions.
/
icvels A & B H + '
3.9.3A.2 Reactor Pressure Vessel Support Skirt
=
=
2.0 for Service Level C 1.$ for Service Level D.
The ABWR RPV support skirt is designed as an 3.9.3.4.3 Reactor Pressurt Vessel Stabilizer ASME Code Class 1 component per the reqvbements of ASME Code Section til Subsection NF'. The The RPV stabilizer is designed as a Safety loading conditions and stress criteria are given Class i linear type component support in in Tables 3.91 and 3.9 2, and the calculated accordance with the requirements of ASME stresses meet the Code allowable stresses in the Boiler and Pressure Vessel Code Section lit, critical support areas for various plant Subsection NF. The stabilizer provides a operating conditions. The stress level margins reaction point near the upper end of the RPV assure the adequacy of the RPV support skirt. An to resist horizontalloads due to effects such analysis for buckling shows that the support as earthquake, pipe rupture and RBV. The skirt complies with Subparagraph7 1 1332.5 of ASME design loadin0 conditions, and stress criteria 111, /.ppendix F, and the loads do not exceed two are given in Tables 3.91 and 3.9 2, and the thirds of the critical buckling strength of the calculated stresses meet the Code allowable skirt. The permissible skirt loads at any stresses in the critical support areas for elevation, when simultaneously applied. are various plant operating conditions, limited by the following interaction equation:
3.9.3A.4 Floor. Mounted M4or Equipment (Pumps, llent Exchangen, mad RCIC Turbine)
Since the major active valves are supported by piping and not tied to building structures, valve " supports' do not exist (See Subsection 3.9.3.4.1).
The HPCF, RHR, RCIC, SLC, FPCCU,
' Augmented by the following: (1) application of SPCU, and CUW putaps; RMC, RHR, Code Case N.476, Supplement 89.1 which governs RWCU, and FPCCU heat exchangers; and RCIC the design of single ang!c members of ASME Class turbine are all aoanyzed to yerify the 1,2,3 and MC linear component supports; and (2) adequacy of their support structure under when eccentric loads or other torsionalloads are various plant operating conditions. In all not secommodated by designing the load to act cases, the load stresses in the critical through the shear center or meet ' Standard for support areas are within ASME Code allowables. ?
Steel Support Design *, analyses will be performed in accordance with torsional analysis methods Seismic Category 1 active pump supports are such as: ' Torsional Analysis of Steel Members, qualified for dynamic (seismic and other RBV)
USS Steel Manual', Publication T114 2/C3. loads by testing when the pump supports 1
Amendmest 15 3944
(L Y lW (My 3,9 34 i Add new Paragraph 3.9.3.4.1 (5)
I
" Frame Type (Linear) Pipe Supports . Frame type pipe supports are linear supports as defined as ASME Section III. Subsection ST, Component Standard Supports. They consist of frames constructed of:tructural steel elements that are not attached to the pipe. i They act as guides to allow axial and rotational mosement of the pipe but act as rigid regto lateral movement in either one or two directions. Frame type pipe tupports are designediin accordance with ASME Code Section III, Subsection ST 3000.
- restraints -
" Frame type pipe supports are passlw supports, requiring little maintenance and in. service inspection, and will normally be used instead of struts when they are more economical or where environmental conditions are not suitable for the ball bushings at the pinned connections of struts. Similar to struts frame type supports will not be used at locations where restraint of pipe movement to thermal expansion will significantly ir. crease the secondary pip!ng stress ranges or equipment nozzle loads. Increases of thermal expc tsion loads in the pipe and nozzles will normally be restricted to less than 20%.
< t'nsmL type Supyce b
- The design loads on frame type pipe supports include those loads caused by thermal expansion, dead weight, and the inertia and anchor motion effects of all dynamic loads. As in the case of other supports, the forces on struts are obtained from an analysis. which are assured not to exceed the design loads for various operating conditions.*
Add new Paragraph 3.9.3.4.1 (6):
Special Engineered Pipe Supports -In an effort to minimize the use and application of '
snubbers there may bem-instances where specias engineered pipe supports can be used where either struts or frame. type supports cannot be applied. Examples of special engineered supports are Energy Absorbers, and Limit Stops.
Energy Absorbe" are linear energy absorbing support parts designed to dissipate enert ssociated with dynamic pipe movements by yielding. When energy absorbers are used they will be designed to meet the requirements of ASME Section III Code Case N 420. Linear Energy Absorbing Supports fc,r Subsection NF. Classes 1,2 and 3 Construction.Section III. Division 1.The restrictions on location and application of struts and frame type supports, discussed in (4) and (5) above, arc also applicabic to energy absorbers since energy absorbers allow thermal movement of the pipe only in its design directions.
Limit Stops are passive seismic pipe support devices consisting oflimit stops l with gaps sized to allow for thermal expansion while preventing large seismic
! displacements. Limit stops are linear supports as defined as ASME Section III.
Subsection NF. and are designed in accordance with ASME Code Section ill.
Subsection NF 3000. They consist of box frames constructed of stractural steel elements that are not attached to the pipe. The box frames allow free mosement in the axial direction but limit large displacements in the lateral direction.
ABM -
a3mio2xt nry n Standard Plant 3.9.7.3 Pump and Valse Inservice Testing l 3.9.7 COL License Informetion Progrim 3.9.7.1 Reactor laternals Vibration Analysis.
Measurement and inspection Program COL applicants will provide a plan for the l detailed pump and valve inservice testing and l The first COL applicant will provide, at tie inspection program. This plan will-time of application, the results of the vibration assessment program for the ABWR prototype (1) Include baseline pre service testing to internals. These results will include the support the periodic in. service testing of following information specified in Regulatory the components required by technical Guide 120. specifications. Provisions are included to disassemble and inspect the pump, check R.G.120 $ubieet valveh and MOVs within the Code and safety.related t'sssification as necessary, C.2.1 Vibration Analysis depending on test results. (See Subsections Program 3.9.6, 3.9.6.1, 3.9.6.2.1 and 3.9.6.2.2)
C.2.2 Vibration Measurement Propam (2) Provide a study to determine the optimal C.2.3 inspection Program frequency for valve stroking during C.2.4 Documentation of inservice testing. (See Subsection Results 3.9.6.2.2)
NRC review and approval of the above (3) Address the concerns and issues identified l information on the first COL applicants docket in Generic Letter 8910; specifically tbc will complete the vibration assessment program method of assessment of the loads, the requirements for prototype reactor internals method of sizing the act.uators, and the tettitig of the torque and limit switches.
In addition to th.e information tabulated (See Subsection 3.9.6.2.2) j above, the first COL applicant will provide the information on the schedules in accordance with 3.9.7A- AcJit of Design Specincation and the applicable portions of position C 3 of Design Reports Regulatory Guide 1.20 for non prototype -
internals, COL applicants will mcke available to the l NRC staff design specification and design l Subsequent COL applicants need only provide reports required by ASME Code for vessels, the information on the schedules in accordance pumps, valves and piping systems for the purpose with the applicable portiotis of position C 3 of of audit. (See Subsection 3.9.3.1)
Regulatory Guide 1.20 for non prototype internals. (See Subsection 3.9.2A for interface 3.9.8 References requirements).
- 1. BWR Tuel Channel blechanical Design and.
3.9.7.2 ASME Class 2 ee 3 or Quality Group - Deflection, NEDE 21354 l', Feptember 1976.
Components with 60 Yose Design IEe
- 2. BWR/6 Fuel Assembly Evaluation of Combined l -G4Nv:;;" L i" !!:::iy '1ME C'r: 2 :: Safe Shutdown-Earthquake (SSE) and 2 :: Q :!Hy C:::; D ::=; ::::: th: = Loss of Coolant Accident (LOCA) Loadings, abjensd ': te:d! ;: -h!:h :: !d =r!" !: NEDE 21175 P, November 1976.
.br m al--o: dy :=!: f::!;;; ::o p=!d: E:
=!y::: re>; :::d by the ASME C:d:. Sub:::42: 3. NEDE 24057 P (Class 111) and NEDE.24057 NPcThese-:::!y; : "! !::! 1: :E: q;::;: : (Class 1) Assessment of Reactor laternals, operatigvibradon loada-- aa4-fee-t-he-o4fe.46-ef Vibration in BWR/4 and BWR/5 Plants, mhing4ct : d : !d 9:!h (S:: S:5=:!: 2
-3 M 1.
COL applicants willidentify ASME Class 2 or 3 or Quality Group D components that are subjected to cyclic loadings of a magrutude and/or
^=nomaat duration so severe the 60 year design life can not be assured by required Code calculatioas and either provide an appropriate ana lysis to demonstrate the required design life or provide designs to mitigate the magnitude or duration of the cyclic loads. (See Subsection 3.9~3.L)
-l
. <. o ABWR 2 mix 4s I arv e -
Signdard Plant ,
j Table 3.9 2 LOAD COMBINATIONS AND ACCEPTANCE CRITERIA FOR SAFETY.RELATED, ASME CODE CLASS 1,2 AND 3 COMPONENTS, COMPONENT SUPPORTS, AND CLASS CC STRUCTURES Service LoadJng ASME Pisnt Event Combin a tion ( * ).( 8 )P ) Service level (8)
L Normal Operadon (NO) N A
- 2. Plant / System Operadre (a) N + TSVC B(54.k.
Transients (SOT) (b) N + SRV(a) B(Mp
- 5. Infrequent Operating N(18) + SRV(8) C() (10)
Transieat (IOT), ATWS
- 6. SBL N + SRV(a) , Sgt4: 1) C (f
- 7. SBL of IBL + SSE N + SBL (or IBL)(1 *) D ,(*f(')
- 9. NLF N + SRV(8) + TSVC(* 2) D 7 NOTES-l (1) See Legend on the following pages for definition of terms. See Table 3.91 for plant events and cycles information.
The service loading combination also applies to Selimic Category I lastrumentation and electrical equipment (See Section 3.10).
(2) The service levels are as defined in appropriate subsecsion of ASME Scaion m. Didsion L (3) For vessels and pumps, loads induced by the attached piping are included as identified in their design specification.
For piping systems, wates (steam) hammer loads are included as identified in their design j specification.
(4) The method of combination of the loads is in accordance with NUREG-0484, Revision L l
(5L FokactiEe Class %,2 oh3 valics, h thc design \pressukis sp fiedkal to or gdater han '
j Nhe psessure for which th alve'must operate lopen otselose N \ '
N
\ \ \ \
\ \
Amena.cni 9 )94
I"- ABWR meu Standard Plant prva Table 3.9 2 LOAD COMBINATIONS AND ACCEPTANCE CRITERIA FOR SAFETY.RELATED, ASME CODE CLASS 1,2 AND 3 COMPONENTS, COMPOSTNT SUPPORTS, AND CLASS CS STRUCTURES (Continued)
EDIE5'
-- (5) ^ !! MME-Cod +-Class 1, land 3 Piping Systems which are essee!st fer safe-4kutdown-uadst the---.
eWate d e ve m are A* *igaa d 'a na **' 'h* ** pie =*a's nr nrnnm on e (o,r ,,a** 7)cadRRrA
.:Mudan e! Tepk2! D ep~t - Pip %, r_,:-g3! m7.m,y cpegg py urn a.. a _smty p,,,,ggga,,,,,
(7) For active Class 2 and 3 vet mps, the stresses are limited by criteria: am 11.25, and (om or aL) + ab s1.85, where the notations are as d 'ined in the ASME Code, Section Ill, subsections NC or ND, respectively.
(8) The most limiting load combination case among SRV(1), SRV(2) and SRV (ALL). For main steam and branch piping evaluation, additional loads associated with relief line clearing and blowdown into the suppression pool are included.
(9) The most limiting load combination case among SRV(1), SRV(2) and SRV (ADS) See Note (8) for main steam and branch piping.
(10) The reactor coolant pressure bo::::dary is evaluated using in the load combination the maximum pressure expected to occur during ATWS. '
(11) The piping systems that are qualified to the leak before break criteria of Subsection 3.6.3 are excluded from the pipe break events *:, tie postulated for design against LOCA dynamic effects, viz.. i SBL, IBL and LBL. l (12) This applies only to the main steam lines and components mouated on it. The low probability that y the TSVC and SRV loads can exist at the same time results in this combination being considered "s under service level D.
LOAD DEFTNITION LEGEND:
Normal (N) Normal and/or abnormal loads associated with the system operating conditions, including thermalloadt, depending on acceptance criteria.
SOT System Operational Transient (see Subsection 3.93.1).
10T Infrequent Operational Transient (ree Subsecsion 3.93.1).
ATWS - Anticipated Transient Without Scram.
TSVC - Turbine stop valve closure induced loads in the main steam piping and components integral to or mounted thereon.
RBVlaads Dynatuic loads in structures, systems and components because of reactor building vibration (RBV) induced by a dynamic event.
OBE - RBV loads induced by grational basis carthquake.
A NLF - Non LOCA Fault =
1 Amendment 7 M l
L 23A610EAE Standard Plant arv 4
~ fable 3.9 2 LOAD COMBINATIONS AND ACCEPTANCE CRITERIA FOR SAFETY.RELATED, ASME CODE CLASS 1,2 AND 3 COMPONENTS, COMPONENT SUPPORTS, AND (. LASS CS STRUCTURES (Continued) 1.OAD DEF15TTION LEGEND:
SSE - REV loads induced 9 safe shutdown earthquale.
SRV(1), - RBV loads induced by safety / relief valve (SRV) discharge of one or SRV(2) two adjacent valves, respectively.
SRV(ALL) RBV loads induced by actuation of all safety / relief valves which activate within milliseconds of each other (e.g., turbine trip operational transient).
SRV (ADS) RBV loads induced by the actuation of safety / relief tahes associated with automatic depressurization system which actuate within milliseconds of each other during the i postulated small or intermediate break LOCA, or SSE. )
i LOCA -
The loss of coolant accident associated with the postulated pipe failure of a high.
energy rractor coolant line. The load effects are defined by LOCA1through LOCA 7. LOCA events are grouped in three categories, SBL, IBL or LBL, as defined here.
LOCAg -
Pool swell (PS) drag / fallback loads on essential piping and components located between the main vent discharge outlet at.d 'he suppression pool water upper surface.
LOCA; -
Pool swell (PS) impact loads acting on essential piping and components located above the suppression pool water upper surface.
LOCA3 -
(a) Oscillating pressure induced loads on submerged essential piping and components during main vent clearing (VLC), condensation oscillations (CO), or chugging (CHUG),
or (b) Jet impingement (JI) load on essential piping and components as a result of a postulated IBL or LBL cvent.
Piping and components are defined essential,if they are required for shutdown of the reactor or to mitigate consequences of the postulated pipe failure without offsite power (see introduction to subsection 3.6).
LOCA4 - RBV load from main vent clearing (VLC).
LOCAS RBV loads from condensation oscillations (CO).
LOCA6 - RBV loads from chugging (CHUG).
Amendment 1 3931
ABWR mme Stardard PlaDL / N _ nry n g -
response spectra with u/nconstant modgi damping. 3D,4.5 TitermalTransient Ptogram- ;
Tbc nonconstant mode (damping analysis option can LION L calculate spectral acceleration at the discrete eigenvalues of a dynamic 1.ystem using either the The LION program is used to compute radial strain energy weighted modal damping or the ASME and axial thermal gradients in piping. The Code C4m N 4111 damping values. prograrn calculates a time history of AT 44AC AT,, Ta, and Tb (defined in the ASME Cod $,,
3D.4.6 Piping Dynamic Analysis Settion 111, Subsection NB) for uniform and Program-PDA tapered pipe wall thicknets.
The pipe whip dynamic analysis is performed 3D.4.9 Deleted using the PDA computer program, as described in Subsection 3.6.2.2.2. PDA is a computer program used to determine the response of a pipe subjected to the thrust force occurring after a i pipe break. It also is used to determine the 3D.410 FnginaringAhnSystem-AJS N '1 ,__.__
pipe whip restraint design and capacity, ### ed aan /Arv skN h/ vyAsm) c The ANSYS computer program is a large scah .
The program treats the situation in terms of general purpose program for the solution of
~
generic pipe break configuration, which involves - - ' '
__ . .d E ngin e e rin Analysis a straight, uniform pipe fixed at one end and problems. A::!yi ::; ;.MP k: 'nehd: =.'
subjected to a time dependent thrust force at the w dy;.aa... Wus, utop ud 3.ciiios, mm.ii~
otner end. A typical restraint used to reduce =d k. c AI.ce;.ea;; ; .;' - a ppfir*'ine the resulting deformation is also included at a ,4 A to location between the two ends. Nonlinc., and This prograrn/will accommodate a 6omplete time. independent stress strain relations are used model and att enhanced capacities in input, to model the pipe ano the restraint. Unitg a output and graphic interface. Locations of plastic hinge concept, bcading of the pipe isl Interest for stresses and displacements can be assumed to occur only at ths fixed end and at the obtained by this nonlinear analysis. -it-irsd-location supported by the restraint. = m d - - !!!w != rra k k: :b "O *. %
p ;;;;;=. P Effects of pipe shear deflection are consi-dered negligible. The pipe bending moment. Other program of the same capacities with deflection (or rotation) relation used for these periodical improvement is also applicable to locations is obtained from a static nonlinear cantilever beam analysis. Using moment angular 'this analysis, rotation relations, nonlinear equations of motion are formulated tsing energy considerations and 3 the equations are numerically integrated in small time steps to yield the time history of the pipe p
i5 M/ h h
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h porv )lh e FW S
3D.4.2 oei. .a op + fy"D ,4 e A \
4s>s 3pE,h syste<
i w ? ,J % w s. w\
a weh nw i
f"f
_ ggg gh ean+
u -
a
' O
/
fyf6&f hh Nfh Od A' y ufe SAndard Plsfit MN 7Compliance with Code%requirements'ea 6 L%}' &Kn O/f Nd g bm.,. iS 6 ._.,_._ /_
perature ErWratTezjuifniminId welding proce.
' thall be in dure qualifications supplementing those in ASME accordance with the following Sections ID and IX.
(1) The ferritic materials used for piping, The use of low alloy steel is restricted to pumps, and valves of the reactor coolant the resetor pressure vessel. Other ferritic l\ pressure boundary are usually 63.5 enm or less in thickness. Impact testin3 is comporir.nts in the reactor coolanopressure boundary are f abricated from carbon steel performed in accordance with NB 2332 for thicknesses of 63.5 mm or less. 'Pir:- materi"Is.
\muedeh,.=N GmM-oLMM&sodnush 33rpendirc7.Smien Preheat 1:mperature employed for welding of low a*hoy ateel meet or exceed the recommenda-tions of ASME Code Section III, Subsection NA.
(2) Materials for bolting with nominal diameters Corr <ponents are either held for an extended time exceeding 25.4 mm are required to meet both the u.64 mm lateral expansion specified in at pebeat temperature to assure removal of hy.
drregen, or preheat is maintained until post weld NB 2333 and the 6.2 kg.m Charpy V wJue spe-heat treatment. Tbc minimum preheat and maxieum cified in IDCFR50, Appendix G. The 6.2 kg m ir,terpass temperatures are specified and requiremen' stems from the ASME Code where i* applies to bolts over 100 mm in diame- esonitored.
, l ter, starting Summer 1973 Addenda. Prior to g this, the Code referred to onlv 2 sizes of bolts ($ 25.4 mm and > 25.4 mm) GE continued the two size categories, and added the 6.2 kg m as a more ecuservative requirement.
All welds were mondestructively examined by (3) The reactor vessel complies with the requi-rements of NB.2331. The reference tempera- radiographic methods. In addition, a supple-mental ultrasonic examination was performed.
ture (RTNDT) is established for all required pressure retaining materials used 5.233.2.2 Regulatory Guide 134: Coctrol of in the construction of Class 1 vessels. i This includes plates, forgings, weld Electroslag Weld Propertler material, and heat aff' eted zone. The ' For electroslag welding applied to structural RTNDT differs from the mil-ductility temperature (NDT) ' that in addition to joints, the welding process variable specified passing the drop test, three Charpy V Notch in the procedure qualification shall be monitored during the welding process.
specimens (traverse) mn:t exhibit 6.9 kg m absorb d energy and 0.89 mm htcral 52J3.23 Rerstatory Guide 1.71: Welder e:spansion at 330C above the RTNDT. The core beltline material must meet 10A kg m Qualificatlos for Anas ofIlcited Amssibility absorbed upper shelf energy. Welder qualification for areas of limited accessibility is discussed in Subsection
, I (O Calibration of instrument and equipe.:nt shall meet the requirements of thn ASME 5.2.3.4.2.3.
w N Code,Section III, paragraph NB 2360.
5.2333 Regulatory Guide 1.6o: Nondestrue.
' 5.2JJ 2 Control of Welding tive Examination of Tubular Products Regulatory Guide 1.66 descr3u L method of 5.2.33.11 Regulato y Guide 130: Control of
- implementing requirements acceptable to NRC re-Preheat Temperature Employed for Welding of
, garding mondestructive examination requirements Low Alloy Stect of tubular products used in RCPB. This Regula-tory Guide was withdrawn on September 28,1977, Reguhtory Guide 1.50 delineates preheat tem. by the NRC because the additicual requirements w
$113 Amculmen 13 I
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,O\ p ABM uwmxa nrv c Standard Plant r Support types and materials used for lisolatable St C, RHR, HPCF, portions ofThe and RCIC. the following relief systems:
valves fabricated support elements are to conform with will be selected in accordance with the rules set Sections NF 2000 and NF 3000 of ASME Code forth in the ASME Code Section III, Class 1,2, Section Ill. Pipe support spacing guidelines of _
and 3 components. Other applicable sections of Table 121.:.? d ANE! O! !. ?:r:: ?!N; Cs ~
are to be followed.
the ASME Code, as well as ANSI, API and ASTM Codes, will be followed. NF-3sil ' h1 Aself 604 5A.14.2 Description gg 2
SA.13.2 Description The use and the, location of rigid t/pe
} Pressure relief valves have been desigend and supports, variable or constant spring type constructed in accordance with the same code supports, snubbers, and anchors or guides are to class as that of the line valves in the syste be determined by flexibility and seismic / dynamic' stress analyses. Ospx ngn :!*m+eew&
Teble 3.21 lists the applicable code !n- har.ukruter-4tandard iteme. Direct weldment to for valves. The design i..'~ -lesien lu c.y. thin wall pipe is to be amided where possible p0/
and design procedure are descrioed in Subsection 3.9.3. 5A.143 Safety Enlaation f [y., /
5A.133 Safety Enluation The ' .xibility and seismic / dynamic u.alyses are to be perfortned for the design of adequat The use of pressure relieving devices will component support systerns including allrtran- l assure that ov:r pressure will not exceed 10% sient loading conditions expected by each above the design preuure of the system. The componcet.fProvisions a.ii, to be made to pro ide number of pressure relieving devices on a system fiipring type supports for the initial dead weight or portion of a system has been determined on loading due to hydrostatic testing of steam this basis. systems to prevent damage to this typ., support. (
-s f
5A.13A (DeleteA gyfg) SA.14A laspection and Testing p/ smdhef[
After completion of the installation of a support system, all hanger $ m+ets.are to be visually examined to assure that they are in y correct adjustment to their cold setting pid g posaion. Upon bot start up operations, therital gw growth will bAa e ved to confirm that spring. type Engerslwill function properly '
5.4.14 Component Supports between their h: To cold setting positions.
Final adjustment jability is provided on all Support elemen s are provided for those hangert.gr :w. Weld inspecticos and components included is the RCPB and the connected standards are to be in accordance with ASME Code systems. Section III. Welder qualifientions and welding procedures are in accordance with ASME Code SA.14.1 Safety Deslan Bases Section IX and NF-4300 of AShE Code Sectioc III.
Design loading combinations, design 5.4.15 References procedures, and acceptability criteria are as described in Subsection 3.9.3. Flexibility L Design and Performance of Gereral Electric calculations and seismic analysis for Class 1,2, 3olling Water Reactor Main Steam Line and 3 components are to be confirced with the :olation Valves, General Electric Co.,
appropriate requirements of ASME Code Section uomic Power Equipment Department, March Ill. 1%9 (APED $750).
sW Amendment 13
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