ML20202B497
| ML20202B497 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 04/14/1978 |
| From: | Maslow L, Prawlucki J, Yee C EDS NUCLEAR, INC. |
| To: | |
| Shared Package | |
| ML18052B537 | List:
|
| References | |
| FOIA-85-59 PAO-78-002, PAO-78-002-R00, PAO-78-2, PAO-78-2-R, NUDOCS 8607100314 | |
| Download: ML20202B497 (300) | |
Text
EDS NUCLEAR INC.
REPORT APPROVAL COVER SHRET.
t Clien:: Gibbs and Hill, Inc.
Project: Comanene Peak Steam Electric Station Job Number: 19,0066 Reper: ~Y:le: A1:ernate Criteria for Pipinz Analysis and Supoor: Design Report Number: PAD-7S-002 Rev. O The work desenbed in iis Report was performed in accordance wid de EDS Nuclear Quality Assurance Program. The si;;:amres below ve-ify de accuracy of dis Repon and .:s comp"a e,wid apolicable quality assurance requirements.
Q da. Q f L w ja Prepared 3y: / ohn J T. Prawlucki Ja:e: Acril 14,1975
% d . Lydia D N3.Z.EC' E l W l' h 31aslow/Salvin W. Yee Esnewed By: Date: acr:1 14,1975 Approved By:
bi^M Charles J./Rosselle cc. '
Date: Aorf1 14.1973 REVISION RECORD
- i Rev. l l j Approval l
, No. ; h eparsa .
Ra'.*iews 'l Apprcred l Ja e i Rev stor.
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8607100314 860630 i ==
GARDE 85-59 PDR
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TABLE OF CONTEh"rS TABLE OF CONTENTS 2 C.GCLS ..
.n ,.. _ _-..sC , T C . .C,.N.
-.v -
2.0 SCCPE OF APPLICA~ ION 2 2.1 Classificaden of Systems 2 2.2 Pipe Nom #nni Dinmeter and Schedule 0 2.0 Jipe Wei:;ht 2 2.4 '
.,I2:erial 2
- 2. 5 Temperamre 3 2.5 Pressure 3 2.- Energy Radng 0 2.S Spectra 0 3.0 ANALYSIS CEITERIA 4 0.'. Normal Ccndiden 4 3.0 Upset Ccedidon 5 3.3 Imergency Ccedi-ica 5 3.4 Faulted Condition 5 4.0 MZHODS OF ANALYSIS 6 4.1 Pressure 6 4.0 Gravity 5 4.3 Seismic 7
- 4. 4 Sermal r":cpansicn and Anchor Movement 3 ,
I 1
I
-a-
.P TABLE OF CONTEE'S LC_ontinued) 5.0 PEOCEDURES FOR APPLICATION 10 5.1 Gravity 10 5.1.[ Support Spac=; 10 3.1.2 hpport Loads 10 5.2 Seismic 18 5.2.1 Appendix 3 IS
- 5. 2. 2 Appendiz C 19 5.2.3 Seismic No::le Loads 22 5.2.4 Anchors 33 5.2.5 A.t al Res: J.ints 34 5.2.6 Frequer:t Changes in Direction 37 5.2.7 Valves with Cperators 41 5.2.S Branch Connections 42 5.2.9 Changes in Cross Section 44 5.2.10 Vent and Drain Lines 45 5.3 Ther=al E:rpassion and Anchor Move =ents 46 5.3.1 Stress Evninntinn 46 5.3.2 Procedures for Utili?inc Ther=al Flet. bilig Tables 52 5.3.3 Application of the Standard Thermal Cases (Cases 1-4) to Typical Piping Cc"#rnatens 52 5.3.4 A plication ciie Sizing GuidaD'es for Excansion Loops (Case 5) 60 5.3.5 Application of Specisl Ther=al C2ses (Cases 6 and 7) to Typical Pirir?
Cordguraticus 65 5.4 Interface with Piping not Supported by the
, Alternate Criteria 76 5.4.1 Interface with Deadweight Supported Piping 76 5.4.2 Interface with Amrcusly Analyzed Piping '6
-b- .
l
TABLE OF CONTENTS (Continued)
0.0 CONCLUSION
S 77 RIFERENCES 75 APPENDECES A. Appendix A Al Pipes Dimensions and Weight with Insulation A2 Seismic Spectra Used A3 Description of Cases Considered and Acceleration Limits Specified A4 Constants, Rules and Restrictions for Seismic Conditions Specific to Comanche Peak A4.1 Section 5.2.3 Seismic Noznle Loads A4.2 Section 5.2.5 A:tial Restraints A4.3 Section 5.2.7 Valve with Operators A4.4 Section 5.2.10 Vent and Drain Lines
- 3. Seismic /Gravitf Support Spacing and Support Loads (Uniform Weight)
C. Seismic / Gravity Support Spacing and Support Loads (Ccccentrated Wei@.I)
- 2. Seismic Nozzle Leads (Uniform Weight)
E. Hermal Flexibility Evaluntion F. Stress Intensification Factors G. Residual Stresses for Lug An'chment Design H. General Rules for Pipe Support Location
-c-
=
De SYMBOLS Symbc1 Definition A Asial force d Pipe inside diameter 3 Pipe cu: side diameter e Nstance f=m pipe centerline to center of ::r.vi:7 of valve operator.
it hugh 7 Scaling factors F Support force X Constam coefficient 1 Span length L, L Pipe run length 3
L3 Seismic span (Appendix B)
LC ,
Seismic concentrated weight span (Appendin C)
M Moment MR Mat. mum resultant seismic bevriing momen if:r nozzle loads)
P Internal design pressure R Reaction fome -
EE Maximum seismic (no grnvity) lateral suppc::Icad
? Mean radius of pipe ER Mat. mum resultant seis~ic shear fome (for nozzle loads)
RV RH with an estimation of the g avit-- lead.
S Shear force S Design Basis Accident Stress S3 Thermal expansion s=ess S gg External load stress Sg Gravity suess SpL Longitudinal pressure stress
, Sg33g Zachquake stress due to SSE.
S g37 Ear *.hquake stress due to SSE.
-d-
u SSE Safe shutdown earthquake.
I Average wall thickness of pipe.
! Tamperature T -
Ccceent ated weight T, 7217e weight T
3 Tei;;ht of operator T,p Weight of pipe run (including a=y concenmted weight)
X Allowable length for thermal fle::ibility.
- Coefficient cf thermal e::pansion.
s U aC C ent l
l l
l l
l
-e-1 l
. Sy=' col Deff.nition
_i .
i
( s ca :ct=s indica:sc.gr. ._ sn =arxs.
// - ,,
Rigid lateral suppon M S=u. .ccer suppor:
g e
Valve r.$ an operator l
- r .-\;dal restraint er_sts at a loca:icn not shore.
Fixed end.
T_ Cuided sur.o.or:.
2 X, Y, Z suppor: flug) - restW-c transla:iccal =ction.
g .L.chor - restrains 'oc6 tr=sla:icnal and muticnal
- =0!iC C.
Cu cf plane su0 port.
- t-l
i -
1.0 LNTRODUCTION
.. Iarge number of te Class 0 and 3 piping systems in a -.mical Nucim: ?ln: ,
n ec net be qu'alified by computer annlysis due to $eir recucee en-icali e =c less se'rere operating condi:icns. The criteria descr&ed in the sub!ec: rs;cn 2110ws e determination of suppor:locanons, suppor: z.ces, uc suppen *. cans such dat $e AS3IE Section III Code requirements (Equatiens 3. 3, M and iL for piping stresses are satisfied for standard piping components for loacing of weight, eariquake, thermal expansion and anchor movement. However, te designer =ust veriff' ~4nimum wall, area reinforcement and :lange design.
Piping components covered in this report are listed in Appendi:: F. Da:a is provided to allow de determmnMon of nozzle loads. Valves are cualified to accelera: ion limits as given in Appendix A.
It 'shculd be noted that ils report is based on the referenced necuments and is subject to change if revisions are made to the referencea documen:s.
i 1
V
- 2.0 SCOPE OF APPLICATION
~".:ese critaria are intended for use in determining pipe spans. support leads. and ,
no::le 1 cads for cer:Lin p ping systems listed in Appendix A3 . The enteria are based upcn simplifiad and consermtive analysis methods for pressure, ;mvit;.
seismic and Ser=alloncing conditions.
2.1 ClassiEcation of Systems These criteria are applicable only to those piping systems and supports designated as ASME Section III. Class 2 and 3, and A'iSI B31.1.0.
- 2. 2 Pice Nominal Diameter and Schedule Nomi-21 Diameter (Inches) Schedule 3/4 40, 80, 160 1 40, 30, 160 1-1/2 40, 30, 160 2 40, 80, 160 2-1/ 2 40, 80, 160 3 40, 80, 160 4 40, 30, 160
- 2. 3 Pire Weight As given in Appendix Al .
". 4 Material A. Carbon Steel (1) .LSIE SA-106 B. Stainless Steel (1) ASIE SA-312. TP304 and TP316 (ii) ASIE SA-358, TP316 (iii) ASIE SA-376, TP304 Any materials with equivalent moduli of elasticity and allowdle stresses are also included in $e scope.
I
- 2. 5 Temperamre
.ved21 Diameter thches) Schedule Te.mneramre ?:nce i 9 0,4 through 1 40 70 to 150 150 w 200 200 to 000 S0, 160 70 to 200 200 to 400 400 to 650 1-1/2 through 4 40, 80, 160 70 to 150 150 to 200 200 to 300
- 2. 6 Pressure Nominal Diameter (Inches) Schedule 3Iaximum Pressure sosig) 3/4 2rcugh 1 40 635 i 80, 160 2,485 1-1/2 through 4 40 685 80, 160 1,485
- 2. 7 Enerre F2tinst High ene:;y piping is defined as follows: "High energy piping systems are
$ose systems, or portions of systems, that during normal plant conditions are either in operation or mammined pressurized under conditions wt.ere elder or both of the following are met:
a) 3Iaximum temperamre exceeds 200 F or -
b) 3Iaximum pressure exceeds 275 psig.
1
- 2. S Soectra As given in Appendix A2 .
3 S
}
e n - - ,
9 3.0 ANALYSIS CRITERL1 ne ci:arnn:a s:ress analysis casenbec her2in censicers i.e Icadings resul:in.: '
frc= laadweign:. pressure. *:pera:ina 'casis ear =gane and safa inu:ccm ear cual:a. In addition, i: cisc considers der =al ?.cansica and an:nce =cve-
=en: Icadings. Each !;ading or ec=hina: ion of ictdings 1.5 erdua:ed fer stress requiremen:s suec : led by =e plant cperating conciticas.
Plant Cperating Conditiens Four plant loading conditions must be considered in the design of te piping in a Nuclear Power Plant. Their 2ssociated load combinatiens and ce attendent stress allowables are basec on the .GIE Section III (see Referencesi and are dasenbed below.
i
- 0. - Normal Ccnditicn The stress recuire=ents for $is condition are as felicws:
A. S -S 5i = 15.000 psi G LP a wnereS- = Gravity Stress u
S g
= Longitudinal pressure stress B. Ei$er of de follo'nng tv.o equa: ions mus: be met:
(i)
~
Se 5.1.25Sc - 0. 251a= S1 = 22,500 psi
- .ere S = Thermal e.cansion stress e
S = i = 15.000 asi c ~
^
a (ii) S -S = 37,500 psi e G - S.1.P 5 Sa+ S.b Note: Thermal anchor movement stress is included with Se.
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i rr-r w
+-4
. - . - - - . .- - . - - _ _ .-. . . = - . . - .. . .- _ _ . _ _ - .
i 4
. 3.2 Coset Condition The stress recuiremen for its condition is as fellcws:
.s. 5, -= 5.
v _.- - 5. ., :,:.
.:e... s_ E :.23. .
= . : . M . si 1-
- .se e
. .ll 7s...
= .6.,...,h.w2 g .+3w.4ase
. .s. ..
CO ... -, !.~.3 aIe OnutdOnn r I2ricuake l
5, . = E; carnal loa:i stress c.h
- 3. Eiier af de follom.nz -vc egaanoes cust ce =et:
tit :. m ._n.as - d . _,5 2.' = 2
= ,., a0 ;st 1
1 e C . ..
1
&.ere 5 = T'u;. zai 2:c:ansica stress i e
i i., : = ,,_ 2.00 asi e - c.. - .u? 2:
A
- 0. -
Note: Ther- '1 anchor motion is inciu:ied with So.. Seism:c anchor i conoc =ay be included nth 5 3in 3. 23.
1 0.3 Imerzenc*r Concition
, As specizied in Piping Design Cntena. ,
i 1
. , . . -" bac. .ccci-ion a
l a
The stress regurement for i:3 cc di-ion is as fellows:
I i
4 : _: e -
_ :: ;. e - n.. . .
o . , .
j . U
,a :::e r.,u_ . D B.1. .c. 3
.1 a
Where 5.=ce = Safe Shutdown Ia .h-quake stress 5
i S = Design Basis Accident
. DBA
-i stress i
b t
i 1
1 i
4 e
. .)-
1
._._.__y 7.-, , , . _
4.0 .\ETHODS OF ANALYSIS Tae 2:21ysi4cf me v2rtous loading condi-icas is !!scussel in dera:1 in =e ,
fellcw: g su: sections. 2=er:21 r.d OSA 'cac!:g ecadin::s re er.:luded from te analysis. Acpropriate stess :ntensift:atica factors for various stand 2-d pipe 20mponents are 1:ccrporated is de analysis. A tal: alan 0 of tnese factors is provided in A~;encix F.
4.1 Pressure Longitudinal pressure stesses were calculated using the following equation:
Sg= Pc-o ,
D' - i~
wtere: ?= : ernal design pressure (psi) d = pipe inside diameter (!n.)
D = pipe outside diameter (in.)
Tae longitudinal pressure stesses resulting from the maximum pressures given in Section 2.6 were combined with gr2vity s= esses calculated as described in Section 4.2 and evaluated against 1.0 S._,
per the stess recuirement of e Normal Condition.
- 4. 2 Gravity Maximum vertical support spacings were calculated ustng =e criterti dat the maximum g avity displacement :culd not exceed 0.1 inen. Twr medels were considered - a uniformly loaded cad simply supported single span, and a uniformly loaded and simply sucpor.ed single span with a concencated weight located at midspan.
Gravity stresses based on the spacings and mcdels described above were combined with longitudinal pressure stesses and evaluated 2 gainst 1.0 55
, per the stess recuirements of the Normal Condition.
Gravity stes'ses were also evaluated in ecmbication with Icagitucinal pressure stesses and seismic stresses as descrSed in Section 4.3.
Support and nozzle loads due to g 2v!t/ leading were calculated con-sidering the same piping configurations used to evaluate 1 cads due o seismic loading.
M 6
p.
P l
4.3 5eismic 4
A rigorcus spectral analysis na amployed to derive &e recuired pipe design lata for ear cuake icading. In .his analysis, de effects associated witi: dead- ,
veight of_the pipe were ccupied '.nt the seismic affects and evaluated simultnn-ecusly.
In view of de exceedingly large number of pipe cross-sections, weight cases and spectral cases involved, it wculd be impractical to analyze every pipe situ- "
ation. A simplification in the analytical effort was achieved for a given pipe model and spectra by li=iting all pipe cross-sections, regardless of weights,
- o te same maximum cynnmic deHection. This is equivalent to specifying the same unique set of modal frecuencies and accelerations for all pipe cases.
Cue to $1s soecidcarion. a spectral analysis of any one pipe cross-section wuld be surdcient for deter-4"ing pipe stresses and reactions for all other pipe cross-sections as dese wculd be interrelated for any two cross-sections by proportionality constants. It should be emphasized that this medod is identical to performmg a complete modal analysis for each pipe case and no accuracy is sacridced.
The above method does result in varying degrees of conservatism for differ-ent pipe cases if a single ma.tmum dynamin defection is specided for all pipe cases regarcless of weight, cross-section properties or response spec-tra. This drawback has been removed by separating the pipe cases into separate groups dependent on spectra and weight listed in .4pendix A3 .
These groups consist of varicus combinations of items listed in Sections 2.3 and 2. 7.
A single critical cross-section was selected for each of the g:oups and studied by analyzing various configura: ions (wit changes in directiom that are likely to occur. Support spacing, support loads, and noenie loads were determined from these smdies and used in the above metod to obtain results for other cross-sections within a group. I'nusually hizh support loads, e.g. loads on axial restraints, are not included in this method and are studied separately.
The increased support loads and reduced spans associated with concentrated weights, elbows, tees, etc. were also studied separately.
A displacement criterion allowing maximum 1/2 SSE and 5SE displacements of one inch was imposed on the analysis. This arbitrary criterion was
, adopted to avoid the possibility of excessive displacements causing pipe interferences with other pipes.
_7_
r - -- vr e -ow,es p- y -r -g -
Ivaluation of Seismic Anchor Stotion (SA.30 analysis may be made ircugh
=e use of te Anchor IIovement tables desenbed below. Assumptiens made rega-ding ie erfects of de S.CI displacements upon me ?icinz be:=r analyzed n 25 ic11gws:
all 'lec rS *. 2 212Cle st!uC=re are asFaced % =cre 1-cnase
- when p==g 1:=ches to 2 st:ue: Ires. $t 3:ruc=res .re assumed :c move cut of phase. It is dirier assumed tha:ie piping is anchored to one et de st=cmres and that the S.OI displacements =ay be applied at te anchor point.
Na separa:e evalua:icn wns =ade for de stress reqairement of ie Faul:ed Canci-ice cecause i:is covered by te stress recu:recent of de C; set Cen-ti-ica if only pressure. gravity and eariqaake loadings are cens cered as ne" were in te sucject analysis. For te F2ultec Concition caly me seis-
.nic iSSE con:nbu:icn :o the :otal stress is increaccc over ie seumic r.,2 iSIi cc---C~~n to me total stress for ie Upset Cond-ict -nd de gravi:/
and pressure stresses being ecuivalent for both design conci: ions. Since SSE is nor= ally = ken as no more than twice L 2 SSE, and de allownble s:ress for the Faulted Condition is double ia: of ie Upset Condi:icn, de evalua:ica of eariqaase stress limits was based on de Upset Conditions caly. The actual SSE :o 1/2 SSE ratio used is given in Appendi:c A2 .
Scans wit concentrated weights were evaluated ag'i-=t the .iisplace=en:
2nd stress criteria desenbed above; in addition. 2ccelera:ica limits were ungcsed ass-i g ie concen: rated weights are usually valves. The li=its are ierined in Appenci:: A2 , wt.ere 1e honzental "-i applies to each of te :wo cu= ally per :endicular horizontal direc: ices. The "H st are inde-pencen: or te onen=:ica of a valve.
4.4 The=21 Z:=encien =d Anchor 31cvement Ther=cl anal */ses were performed for seven cases dat were chosen be-cause tey represent piping conf:;ura: ions and suppor: confi;uratices tat are =ost likely to occur and are consistent with ic seismic ;upport guide-lines.
~
2e analysis of Cases 1 ircugh 4 consisted ci assuming certain suppor:
condzura:icts cear an elbow and deter =ining accep:able n= leng$s on aitner side of 6e elbow. The run lengis were determined mch at the ter=al stresses everyv.nere, especially near albcws and anchors, did
.;c: e::ceed AS , ;er de stress reqairements of te Nc=al nd Upset Candi:icns. Cse of tis s:ress c-iteria is consena::ve but not restric:ive.
.s_
1 1
w e
y The analysis of Case 5 consists of determining expansion loop sizes required to maintain diermal stresses below 5 x wnen both ends of a run tre res. rained a.nd 210o0 must be located somewherEbetween =e rx ands. ,
Luc ~ 1re 1:2:ses :t rxa a=.=oni-: :c:urri .: ::'.il; rz: ' ns 'v ' r:. ', , j
- ases '
inaner mc*remants 2=:i;ed = cec. A;lowania 2nenor ncvec:nt: tiere deter =:nen su:n mat me toted scess due :: Inaner =c rements. : rrit;.
2nc ressure did not ex: ed 5.2. - Su., eer cte stess recurrements of me Normai and Upset Cor.ditions. D!s stress ev11uat:on issumed =2: ners were no mermal expanston stresses: tiowever. me results for mese cases cas :e used wnen ter=al expansion and incncr movements occur simultan-ecusly is explained in Section 5. Dese cases may .liso be used for qualiffing pipin; exrertencin; SAM displacement at tne u:nor potnt.
A =cre detailed description of each thermal case :s erwided :n icetien 5.
1 1
_9
e .
r 5.0 PROCEDURES FOR APPLICATION T/is 3+::ic: :f in:acdsc for field use in dotar-i-4 ; acce:T212 inpror: ;ar:. gs.
pre." ;;pe hrilli-f " "-* <- ansic . arc evn um- p:p=s nppcr:
icacs. .C1 surcons discussed ilarem are cces:dered as ng:d unias: :d a-r.se ec:ac.
5.1 G. -itv 5.1.1 Suppor Spacing Appendices B (unifo:= weight; and C (ccccentrated weighti provide maxi =nm inaral suppon spacings br seis=f c loadinz and allow-icle vertical spacings based on as allowable =:dspas g- avi:7 deflecton.
! 3oi span regaire=ents must be =e:. If te =~-"- Ire-ai seis-
=ic suppor: scacing for a panicular cross seeden s less das de 2llowable ve._. cal gravi:7 spacing, loca:ing indes r te ---~~-
lateral seismic supper: spacing c= a hori:c =1 : v.fi ;mvide te necessary gravi y su;:por:s. If te =a.+-~ ~ la arai seisc c suppor:
spacing exceeds te allowable vertical gravity spac=g, loca:ing paides at te allowable vertical gravity spacing will s*fy both te seismic and gravity suppor: regaire=ents; alte=atively, p= des could be loca-ted at de maximumIzeralseismic supper: spacing on 2. hor =cntal :;n and additional ver:ical su; pons provided to sa:isfy de allenble ver-
-ical gravity spacing. Following sese precedures. 21c q uS all te seismic :ules of Sectica 5.2 willinsure dat all seismic and gravity su per: regiirements ara met. Tae : ales of 5ec-ic: 3.1.2 =ay $en be used to c'c tain gravi y suppon loads.
5.1.2 Suppen . cads
- ^$ ---
A. Providing the suppon spacing used is 'a = ._2_+
lateral seismic suppon spacing (frc= A;pendin 3), ie sup-port 1 cads presented in Appendix B incorpora:a g vity 1 cads in te values for the ver:ical reacticas, Ry. T:e g-2 .t7 load may be e.tracted =c.... te values of Ey by subtrac-d ; R E frc=
Ry. The load obtained in $1s manner is ecual o the gravity load on the most heavily loaded suppor: cf a Sur span si= ply sur.r.oned cc :inucus beam. T ereire de m+v:r.t su=. t. o r:
Icads, where te suppon spacing is graatar ta -le =n+--"m lateral seismic suppor: spacing, are calculned as follows:
i R " * *** a G
d ere: R. = g=vity support lead u
~
w = distributed weight 1 = acmnl spen spacing (not .c exceec te allowable vertical gravity scacing sven in Appendix B).
- 3. Support loads in Appendix C also incorporate gravirf loads in
- the values for vertical reactions.providing the supper: spacing used is less than the m* mum seismic support spacing (from Appencix C). He gravity loads may be e.uracted frc= te values for Ry by subtracting RH from Ry. The loacs are based on the concentrated weight located at mid span. W ere de sup-port spacing used is greater than de -n+"~ 12terni seismic support spacing (or the concentrated weight is n:t at =id spun),
the gravity loads may be cale'inW as follows:
s_ 2 s_ N _. _
5 _
i i
r- --- -
q, - -
- . s 1
8 Wxa R-u
=
a4b
+ . 572 : w I (a - b - 1 a1 where: W = concentrated weight C. Special Situations Gravity support loads are very dependent en te piping ecu-dgurntion, and ie methods of estimating gnvity leads used in A and B above may sometimes be inadequate tere con-centrated weights or special nozzle configuratiens are in-volved, ne following rules are providad to cover si=ations where the loads provided in Appendices 3 and C are !!kaly to be inadec,uate and to cover anenor and nozzle lo'_ds. These s:
p rules are meant to cover Se most likely sittations a:c:ected
- o be encountered by the engineer in deter- '-ing where the 1 cads i: J.ppendix 3 or C would be tcc low. a " 8- a s?.=2.ng
~
- c:se.- _nve .cacs. ,
.. Gran;7 leads f c= nsers are as shou :eicw in .Ti;2:es 3.1.1. b. : :=c c. T.:ese Icacs are a ce acced c te suppor:1cacs case. 'nec _%_ = ..:pendix 3 cr C. Appen-dix A provides veights of all piping cross see:icns for use in calc"'nrdn3 de riser weight. Wg.
k -
rs .
,r -
a
/ 1 1
- g.
r
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l i t: 'n 1 a s i
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.. -J lib I
.~ 41 ,s, i.
b e
~
1 - . 6: 111 l 1 1.se r 7 i l . sue y/g FiTare 5.1.3 Fig 2re 5.1.6 i I 1 t f
- ~ -- , -- -
c , , , -- -,e - --
--g.~
I 6 ! d i I 6
, =-
I 'c h;
'v p '_t/c y: u'-
ea .=.
~/
7 Ml
\. - ,, 'p. '
.? ca ~- -.: ..
.'. 4: S ;
s .\.1 N' i f (. - a [ 1 3 is' l i I 1'
've
/ ~-
) - -
J ,t . , , a -
- j,u5,v ;s.
- g.
~
e - Figure 5.1.c Figura 5. l. : chere: 7:..= cotal wei., of te riser, including any concentrated we :h: 1 on te riser. R = ver cal support load. 31 = =c= ent
=y > q (2 Ai % ** * >* > d' f
. =. a _.3 "A "' " * - 3 ' "3 - *1 -*"-3 I.3 = =animum allowdle span lengi (given in Appendin 3.
i i
- 2. The foll:r.'.ng tree dinm, =s and assect=ed scuation.: :n pare 15 are :c be used to esti=ce loads due te g-nvity on eqdp=ent ;
no: des. Sce:le loads due to gravity are :o be censidered for the Erst :.vo spans od te nossle, except for te case of a iser nean 2 no::le as inown in Egures 5.12, e and d. -'he Srst diagram is applicchie for all situations where w is te "*4#cr= distributed weight cf piping, insulation, and conte =s. The second diag a= is to be used when a concentrated reight cccurs in .he span nearest de to::le (see figure 5. *.. e). ~.:e tird diapa= shcws : method for transfer-_ng te loads f== ie second spas :o de no::le (or anchor) by $xing de Srst r pro : of de second span. 2nd calcula+7 te =c=ents at tis Ened end QI t - dia., m= '. for dist:Suted, 31 2 A :a= 7 ? fer con-centrated wei~ht). Se:0, apply tis =c=ent 01 1 or SI2 ) "O ie l cinned end of diap = 3 to calculate de nc::le reaction ' cads . l, R3and 313 , 1 1
Figures 5.1.e through 5.1.h illustrates this method of transfer:tig loads to the nozzle (considering only the concentrated weight). I. cads f c= te distrbated weight shculd be dete-+ed by calcul# ? -le Icads
- f== te 5:st span, 2nd the bads i== te sacend ,
span i_by rensfer=ng cc=ent;, ien enveleping -le
- wo results.
No increase in load is requirec :c -le ccatrbaticn ci the +N span (Figure 5.1.1). 1 i j l
)
N' W w i 1/ 1/ 1/ W c/
' vi: 1N
, , l ,i ! i 1 ,
- ; ~l ! !
-; .. ! . r t i .
. - i , f Y 1 T T 7 1 T -
sq..A- - - f k=N.l s '
. . .v o
3I1
- w t1 8
%/i
/.of l' = .
'r ~
2 & - - .
; 8 i
I_-
$/?,
o~ 1, L = W[1 - (3a"o [Io- a") ], i
!f9 2 (2 j 3In = W (a3 - 2a ;, - 3a~ : o)
~
7 -
/o2 l4'
~
l 7
%[3 g ; SrMe
_ b E3 =-3AI2(# I) I 2 3 SI3 = AIo - (or AI1)
. 2; .
e
b = assumed anchor N = concentrated weight
- W I
G. ,
.a ...ey- _ _
7 , sg - 52 : 1 Fipre 5. :. - e E-h l 3I2 W
/
- Pr .
,t / * - T ,
'3 = ..=., c ;
7
; 23 , 12 l 1
i I Tigre 5.1 - f b b ., 4
= 42 -
i I 31o_ lW fN r. T - b ;' a lel s
)}
I { :
; llill g Figure 5.1 - g
\1 l 313 Ro
.~
I I
O P .
.I' C
.. n *
~4-A
\
3 4 .
- 1 i
1
- l 1 -
t l ! . i j - - -
. y I w
l l al ~
' -' ' i .
_ '2 s _ k'e ( ==
%~ f - ;.
s ,sj
~
Oj W "A d
- 3 I
= w
/\ ::
s'
=
-?.
;&h
- i 9!. l.
, i I
; s
> 1
- \. //
\ ~
- 4 I
I 3 f
/\ -
n s
- s. c h _?
- l' l
e e4
- 1. /
"J s :
. e l g i x N e
- T \n 4 n a el =
)' N d
4 mn
*h e -
d j
? f"""
emm= e '
- l 1
d
- _ . - , _ - _ . _ _ . . . _ , , . - _ _ . - _ . - , , , - - - - _ , - . -.mm. -
w 5.2 Seismic
- 5. 2.1 Arpendix B .,
A. sui po:: Spacing Gravity and seismic su=por: spacin; for str:gnt ho- :cc:al or verdcal =ns of uniform weiah: (no concentra:ed wei;h:s; are , provided by Appendix B. These spacings assume de mns may contain components with stress intensidcarica fac:crs (SIFs) ecual to or less than te ma.tmum values shown in A pendix F. ' The basic spans provided in 61s appendix must be redaced when i anythmg but straight runs are involved. i.e. elbows, :ees, con-cen::ated weights. The remainder of secucn 5.2 deals with dese span reduction rules and suppor: cf other scecial sitaa-dons. See also Secton 5.1.1. The tables are separated into several cases by inst.la:icn z.pe ' and 5mdW as defined in Appendix A3. Weights per foot for all piping are provided in Appendix A1. i If a type or thickaess of insuladen is encountered da:is not specifcally addressed in this report, te weight per icot can be calculated and compared to de weights per feet in Appen-dix A1. The span recommend *ons for heavier or equal weight should be used.
- 3. Sc;por: Loads If the support spacings reco-ended by Secten 5.2.1A are observed, dis appendix W.11 p=r.de horizental and cardcal seimic and gravity supper: loads for most pipin; cendgura-dens. Cer: sin conds.tra: ions wita unusually high locds are excluded, e.g. loads on axial res:raints. Secdct 5.2.5 pro-vides methods of calcula:ing these higher loads. The angi-neer should familiarine himself with this section in its entirety so ths.t he can recognine those condguradons where the support loads wul be higher dan the values in de appen-dix.
1 I d
A description of each load component presented in the tables follows: _. FS (1.'O SSEi is $e =c "' - herinen=1 seu=ic inc gmvig lead tat can :ccur in ent; ac=:ct 21 dir x:n:n. Horinontal restraints cn horizontd runs shculd be de-n:;ned using tese loads. Guinas on veni d =ns =ust be designed to resist dese loads in each ci tic =u= ally perpendicular directions.
- 2. RV (1/2SSE) consists of PS (1/2SSE wit an estimation of $e gravity load added (see Section 5.1. 21. EV (1/2 SSE) is to be used to design vertical suppor= on hori- I
- ental mas.
- 3. PS (SSE) is similar to PR (1/2 SSD for tne 5SI load case.
- 4. 2V (SSE) is egaal to PS (SSEi with te g:17.? 10ad added.
- 5. 2. 2 Appendix C All comments of Section 5.2.1A are applicable except tat a concen-trated weight is located a: mids an. Concentrated weights may be on adjacent spans, or =ay be contained in a single span.
A. Support Spacing
- 1. The :ecuired spans in tis appendix are usually shorter than dose in Appendix 3. but may be ecual when 3=211 concentrated weights are involt ed.. De regnrad spans in 'Ms 2ppendix are never longer tan to u '- 2 pp endix 3.
- 2. Spans on ei$er side of the span conm!Mng the concen-traded weight must not exceed three-icuris of te maxi:num spans in Appendix 3 however, if the adja-cent span contains an elbow, the m* mum allowable span is iree-fcurths of Se spans in Appendix 3 and not nine-six:eenths of the spans in Appendic 3 (a double reduction of .TSL is not required - see Section 5.2.6).
I.f te adjacent span contains another cencentra:ed l weight, $en de spans conmt*; de ccncentrated veights must be reduced by tree-four.hs along with de adjacent spans contnining no concentrated weight. 1 1
~~ __- - .-- _ . - - - _ . , -
e -
- 3. When an elbow and a concentrated weight are located on te same span, te lesser of te follownc spans must be used:
,e . ; . . .p , .-.w o .. ,- .
- b. ~-
- ree-tcuris ciie ma:c=um span i Appendi: 2
- 4. A"+ccci surpc- s ma7 ce required if te can:er cf g a'.ty of de concent ated weig= is farter tan :wn pipe dia=e:ers from te centerline of te pipe. See aeC!ica o. .,,.
- 5. %~cen an allowa.ble span is less tan twice de ce=penent (usually a *.*al*/e) bcdy 120gi. e suppor*.31re ;c he placed c: bcth si:ies ci te ec==cren: 2r ~~-- -
dismuce #~ ' e allewable span frc= de ce=cenen: erC.s.
- 3. Speciai : aies must be cbser-red tr te c.xial rest- _i=
j ct .cas con =ining concentra:ed we:g: s. (See See:ica a . _,,. o i . i
- 7. ~~2e spans in tis appendia assume in: te ccccc =2:ed weigilt is loca:ed at midspan. Nc span increase is per-
=ittad if 1 weight is set 2: =idscan, even if a support is loca*.ed '- ediately adjacent to a weight.
S. ~~2e ubles are separa:ed in:o -% ~= -ases as in Appendi: 3 (see A..pendix A3). -
- 9. The spans = tis appendix arec ' ased c: l'-'-ing -le accelera: ice cf te concen=ated we:gh to e "-4ts sta:ed in Appendi A3 iin addi-ic o =eeti ; =sss requirements).
- 3. Support Leads All ecmments cf Section 5.2.13 are appli::able e:c:ept tat a concentrated wei:;nt is located at =idspan.
- 1. .tiy loads cbtained from Appendiz C shculd be co=-
pared :o de 1 cads f.:1 Appendix 3 and de larger '..Jues sheuld 'ce used.
e -
- 2. The support loads must be modified as shown below when a concentrated weigh is not at midspan.
__ r.-
=-
A t :. J l A f 2. h, 1 P. . = - (P or ?...) n
~a
=
P.2 a-b &'E o r ?~I. These loads are tot to be reduced belcw the vdues in Appendix 3.
- 3. Support loads must 'ce increased when the eccamrici:
of a concentrated weight is greater than cwu pipe dia-
=eters. (See Section 5.2. 7).
4, %~nere several ccncentra:ad weights are loca:ed in te same span, add de weigh:s together fc 2 resni: ant weight. This weight shculd be used when deta.-" ? both the seismic sp:n ::nd reac-ion Icads in Appendin C.
- 5. Where concentrated weigh:s e.r.st on adjacent spans, the suppor:1 cad, R. cn the shared support is de sum of the suppor: loads S A2 - RB1) f:cm each of de concentrated weights as shown below.
I r - N 7 r
! l 4 % em ree a
k# hd Y k@{ r 5.2.3 Seismic Nozzle Loads A. Appendix D Appendix D provides maximum seismic nc::le load.s for piping cond.;urations allowec by the criter.a. Secticns 5. 2.3 3 C. and D consider special piping condguracions near te no=le
. mere the values in Appendix D ma*/ act be c::nservative.
- 1. Support Spacing
- a. The support spacing comments of Sectica 5.2.1A and 5.2.2A are applicable.
- b. The spans given in Appendix D are the same as those given in Appendix 3.
- 2. Nc =le Lcads -
4 Gravity loads are excluded from these tables. Sec:fon ! 5.1.2 provides a method for determining gravitf loads. A description of each load component is given below in subsections a through h.
; 2. RH (1/2 SSE) is the max: mum seismic. shear force that can occur in any cne direc:icn.
- b. RR (1/2 SSE) is the maximum resultant seismic shear force.
- c. RH (SSE) is ecual to 2RH (1/2 SSE).
- d. RR (SSE) is equal to 2RR (1/2 SSE).
- e. M (1/2 SSE) is the maximum seismic bending or torsional moment.
- f. MR (1/2 SSE) is the mnrimum seismic resultant bending moment.
- g. M (SSE) is equal to 2M (1/2 SSE';.
h .e i . 1I i M
- h. MR (SSE) is equal to 2MR (1/2 550. !
- i. The2.tal force, A, on a ec::le is to be calculated i by addia; PS.:: Z,W: . ..
u chew: :alove. . e e
=
t 1 tol l f I ( t .' lM l I A = ,.r h. - d. . A._ . . .
.e,
. t.
l l d IT m , 1 f .
) e i
b i ! tere K = spect ci coeffi:iant as ;.ven in
- 1 Append;; A4.1.
i N7 8 'A d *Vd;h!cf.*C d et O. nam g 2 any ccncec:ra:ad *tieign 2 := -ha: i run). f I i 4 i H I t a j 1 j l -23 e t 4
---,m..ce,---,,, ~ - --y.e--rm-- v, , ,-c,, -e--,e-.- .--w-- ----m-r..r..-,c-+r.++ - , - . . - - . 7 &_,-.w ---r
P . J. Seismic nozzle loads generated in dis appendix vere ' cased on de sc. ectra r.'.en in Apt. endix A3.
'rnere the acmal en ceicped spec:rn is less dan 1 .
.:,. .1.
. . .;1..e3n
. . .: .. .w. e . . . . . 3... .u...s.2,.,,....
. . ...u. . .. : .,
. loads may be ra ;;dc ';' n? ."1".; OI :.h 7.vn
- w. ,3c,,.
. . 2. . .. . .- . .L .m. .. ... . ,.,.cn . .,
. . e....w a .
- e.
y ... ., g ,
. ,, ; a.
_ .. v. , . .,f....
. , . ,. ,d. , ., .> .a..
.m .e n at,M 1 .w 2 .;-
o'.._......-..:a.
- . .. ,,4. .
1 1
]
3 t a k S . s.,. 4
. . . -. . s :. .. ,. ,
. . ,.. 2
.. x. .a
.i ,- -
\;
d^ w 's ,- . % V
^. ~ ' >t
.N .
~
- 5. h 2:.'.r.5 t .,
l e
.e< -
^%
' 5,,M. < a &'?.
- n
!l . . - :. . .c;
'%v
.- x -. . , . -
f J. 3 1 4 1 4 The seismic no::le ice.cs fr:m Appendix D) may be recuced by 0.5 'n mis case. 1 i I i f l, l
\
l I i 2.; . 1 1
)
- 3. Restrictions The seismic nozzle loads given in this a:pendix may nct be consertative for certain ,ciping ccenzuranens.
These conIiguraticris are tiscussec eic. >
- a. Concentrated weights M$in te d.7t rxo spans otf de nozzle may create nozzle 1: ads wnien are higher than those given in Appendix D. Section 5.2.3 B considers this condition.
- b. When the first support off $e nozzle is less than 0.3L away and the support acts as an axial re-straint, te nozzle loads may exceed those given in Appendix D. See Section 5.2.3C for iis case.
, c. A cozzle may act as an axial restraint, but ene l seismic nozzle loads in Appencis D may not be l conservative. Secucn 5.0.0 D ;17es a precedure for this configuration.
- d. The seismic nozzle loads calculated using Sec-tions 5.2.3 B, C. and D (where zoglicables must be enveloped with those values tabulated in Appendix D.
B. Concentrated Weights Near the Nozzles The seismic nozzle loads given in Appendix D may not be ecnsertative whenever concentrated weiz. hts are '.:catad near te nozzle. Equatices are given belox for deta mia-in; aeismic nozzle loads for cases unere de ecncentrated weight is xithin the first or second span cff te nozzle. The special case in which a concentrated we:sht i.; beycad the second span, but acts as thcugh it were in $e first span in one particular direction is considered in subsec-tion 3.
- 1. Concentrated weight within the first span.
n n - S. = K, W = (1i 1 - (3a C - 2"i
,o e.~,
- 3
,- 3I,= K,T x 2 -2af-?f'
* .. . 3 3
. . r' * .
where 5 = shear force (1bs.) SI, = moment (ft. -lbs. ) 2 a, 2 = distances in feet W = concentra:ac weight (lbs.) A few e m:1ples are f.ven below: J I bl 1 t.4 1 1 [- 5 U 3 t J' i k. i - .
,e Q
i I kl
%, jilli O!-
(( ' V ' g!
=l i
l
,6 a l
N
##
- mW* . sag , as a.m a
%~ ==\.,, ei" y + ' p i,N=,* y
=
7 [* E 4 ,
& [
e' l 6, ' w ! h
~
t g
\
\
}l S' %1, f l p'
= ',
4 c ~ j 7 D 1
/
" ,/
I 1 t A
?
, ' I-I O
[ ,
. , , e ea w sq g . - M -=
-;,.-.,, a::: v.%W .
~
' J.-
p/ y
.: y = -
W ., e
.g '
.2 ' !,
5 l, T r 9 g;f inii 1
/ m.
G. [ l 5,* Yes p-! j l i
i
! 2. Concentrated weight on the second spm s
.* 6% 4 .4 w
o a () , *.3 K. "V [
- '*** . ~> ~ ,
" t , .*
@@ B gW
.h 4 .
4 + )
.u ' = Kw 1 a - 2ni - ca '
. o f 4
- I <
4 s ,,,
+
j where 5 = shear force 3 En = moment o a
-l . . . .
A IdW d1'L'OpleS are SCCGT. COWV. i 4 t 4 4 l j 1 I (. O **. j i
.p i 1 i i I l
; i 9i
.i j \,
) 'i
~ i f{, ,,
l
.tI
! Si
.et O
v-e
, Ms f, -
j
< e_
f f i
)
i 28-l i 1
, ,, . --- - r- - - - <e v,,- - - - - - - -- --v,-~
-- - - - - - - - - , - , - a.--- s w w. ,e>- - , - , ,e - - . -,.-,---,v,, -
...~r-r-- ,-,n, r ,e-,-a,-
_ _ _, .z_ s -- ; m
^ -
t m
- as#
=
g a 4 # s* a saa g I er aan
"' 8
- M tumque b#,Y! M9 w/
1 ~r T T (*
~ - - J
-. t/ - -
l
'Illh 4
-/. t1, a,,
,3/9 #V.' O-Is'o-A s
+
o - U
- man M
p, 0 ! o I 3 m H e ! I Nf,m
;;in
=0 m '*
4 A
- r /.i4 A v
/ -
}
1 -f,. 1 ) l 1
f J
- 3. Values of A pendix D enveicpe 1 cads for concent:ned wei3:3 :ayend da sacen: span i== ca ec::la. Ec-r-
~
aver. J;ecial ec:f.;;uranon; a:cs: v::are 5e ccacec::::3d 3
. veit::s acts es cus i: vere in te frst spa.n ic cue par-icular dirac:ic . ~2u 312:a:ic is illus: 2:ac in da following su=cle.
d I 9 m
. x ,< i I
4 t M, t ,
^}
l andWWW j . tilli .l
- )1 l
4 4 I I I t b 1 J 'I I d l
.ti 4
II 4 ,I i J 4 1, . 30-I q l 1 1
C. Hrs: span off no::le less 12: 0. 3LB - first suppor: an 2::ial res:= =:
'^nere de f.rst suppor: is less ina 0.3LB fm te no::le and de suppor is an axici restrain; for te second == of pipe, he seismic loads a: se no=le are :o be calculated as follows:
i P = T 4 5 5 5 d N. .. I i i iol i
\AXlAL EW2A!NT 8
7 I 4 v /,
.e ,...e
-EWX l R
~
.. .y aI = .% WR..
o. I
)
_ . , . - . , _ - _ . - . _ - . - . . - , , - - - - - - - . -- - --1
e
- I D. Nozzle acts as an axial restraint
~"ne no::le may act as an axial restrent for de secced run of ,
piping provided the ccnditions speedec celow are ret. 2,'3 2SK R 2Rm
!= A --'
f'O i l
']
y, 1 2 1 TTTl a ag M where S =WKg M = S x1 R K,~
= constant (for a given Lg) as given in Appendix A4.1.
i R m
= mean radius of pipe
, L
- Euimum pipe run lengi (Concentra:ed R
weights are to be conver:ed to equivalent run leng$s) as given in Appendix .W.1.
-3 2 -
e
- 5. 2. 4 Anchors -
An anchor's n=c:icn is to prohibit all t:nnslational and etational - 1
=c ve=ents. . -line :=1ch=ents which are used as archers, isolate
.4;ing en cce side cf Se anchor f== ie Other sida. .'.!arv penetra- -
-icus act like in-line anchers. D.e anchor leads frc= dese efpes !
af anchor need c be date. ined on bci sides of *a 4-*'- Nozzles are iso anchors. F.owever, since piping ersts c 1y en cce side of a no: le anchor, ecly one sec of Icads are recuired. A large mn pipe may be assumed to anchor a small branch pipe. This assn =ption is valid if te ratio of de diameter of te large pipe to de diameter of Se small pipe is greater than or egaal to four. A. Support Spacings The support spacing comments of Sectica 5.2.1A and 5.2.2A are :pplicable. 3.. Seis=ic Anchor Loads
- 1. The seismic load mies in Section 5.2.3 are applicable for anchors.
- 2. Whenever piping is present en both sides of an anchor, te seismic loads must be determined on each side.
These 1 cads must be added tegeder to obt'4" te etal seismic loads.
-3 3 -
r j
- 5. 0. 5 A:dal Restraints a
W.:are de p==; cm plus the dis:ance arcund cce of te albows o
-he drs: 5=. on .s '.ess tan a s eismic st, an, ma : = aeed act be ,
s
' ' rnally suppanac. See eeple below:
I /
/ /
- AL-
/ - -
i 3 3 t
- i v
; -M f 4
,I r ij-I i
r t l
.s ( X,,
2L-Xi is lass than a seismic span (Appendix 3) then te
- r - med not be axially suppor:ed as dedne<1 below.
This recon ridresses two methods of arally supporting a mn of piping *= der seismic conditions. The drst, and more economical method. is .o place a support within (3") three inches of the elhow
- welc poin: t te pe:pendicular mn Or 3" from e tangent point for 5-D bencs e. Se second method is to restrain the :un using 2 i 'ug 2::acr.mant or 2n anchor (penetration, pipe :uns hanng a much 1
larger diameter - at least 4 to 1, and ecuipmen: a::achments may
] be censicerec ancnors).
I A. Enns r:iall'/ restrained by a suppon (on te perpendicular
- nn, atin 0" frem te elbow welc poin: (or 3" from te
.angent point cf a 5-D bend).
?! acing a support 3" from the weld point of a tee connection 2.11 also really restrain the perpendicular run. See Sec-
, tion 5. 2. 3.
J _ . . _ _ . _ _ . , _ . . . . . _ ~ _ _ . . _ _ _ _ _ . . _ _ _ . . _ .._ . , _ _ __ - - - - _ _ . _ .
e .
- 1. The maximum allowable run length. '
Lg, is limited to te following:
- f ** ?
_... 7, 2 ^3 4 3 , wnere: K3 = nu=cer of seismie spans Cowed-riues provtded in A:pencix A4.2. LB = seismic span as specified m Appendix 3.
- a. Lg si not to exceed te mn length, LL , given for a lug attachment of subsection 3.1.
- b. Concentrated weights are to be converted to an eqaivalent length of piping (; concentrated weight.
We a distributed weight of pipe, wi and is to be
, included in Lg.
- c. Where two restraints are placed 3" away frc= each weld point of an elbow to restrain both ras axially, te allowable run length (Lg i of each rm must not exceed .75K3XL- B
- d. The maximum allownble run length is based on stress limitations. Therefore, te given accel-eration limits listed in Appendix A3 may not be m et. Appendix A4.2 provides the accelerations for the ma:d=um en lengths, and c.m length re-duction factors (if needed) to meet the specified acceleration limits (Appendix AO).
- 2. Axial support loads. Ap, are calculated as follows:
A = K 4x '.V g wtere: K 4= spectral coefficient given in Appendix A4.2. ! Wg= total weight of r.m being a. tally re-strained (including any concentrated weight Wy.
. .-- ~ _ _ _ _ _ - - _ _ _ _ - _
e
/
i # Wc
~ ~ ~ - -
I ' ll1 m
.c 1
W =W C"wxL and W /w 4 K3 2 L 3 B. Runs axially restramed by lug attachments (or 2nchorsi. i
- 1. ~~he mammum allowable run length. Lg, is given in Appendi A4.2.
- 2. Concentrated weights are to be converted to an equivalent length of piping (We t w) and are to be included in Lg, however, if the concentrated i
weight is within one seismic span length of the lug, the concentrated weight need not be included in L . t
- b. Lug attachments become very usefal wie re very large valves are used, for no reduction in the maximum allownble :un length is required if de lug is placed wi&in a seismic span ciie con-centrated weight. Lug attachments may be de t
very allowable only large weights. way to support de run contn4rir.3
- 2. Axial support loads, An, are calculated as follows:
g=K*W5 R where: K5 = spectral cocefficient given in Appen-dix A4. 2. WR = as defined above.
/
-A.t -
- r3 m _ 3 Z-wa ATTACHMENT I I
-3 6 -
1
fr *
- 5. 2. 6 Frequent Changes in Directica 2
Support Spacing
~~ e diag 2=s beleve show ac:ep acle metbeds f supporting ,
Onanges in direenon inv:lvinz eE:cws. T.:e f:11 wing :cm-
=ents apply = -tese disp:=s:
- 1. .\tNmum dimensions, as well as mu1=tm dt=ensions are provided and must be observed.
- 2. Runs wid ce symbol (4 must be utally restrained at some point beyond the por:1cas of the ru=s shcwn in de diagrams.
- 3. L3 s i the muimum allowable seismic span f:cm Appendix B or D.
- 4. The .3LBmI i um span lengt "-4t as specified below, may be relaxed provided 2 iree to ne ratio exists be-tween the adjacent spans. If a span of .3L 3 is desired, j then its adjacent spans can ct exceed .6LB '
. 9 % N. tAY.
~
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- l t B. Support Loads i 1. Sepoortloads of Appendices B and C are appl [ cable.
- 2. "theneter a support is less man a & stance of .3LB 50m an elbow, it must be constdered an utal re-i sc21st for purposes of deter =ts::g loads: almougn.
it :annot be considered an utal rsstral t for sup-port locanon purposes unless les edge is within tnree inches of the elbow weki point. 1 i 1 i I 4 m> 1
. , , . . . . . . . - . ~ -. , ,
. w
- 3. 2. - Valves with Operators Mtica 5. 0. 2 2ddresses eeneantrated "eignts. nd ccc=en s 'a dat
- ;c:cn 2ra . :cr::anie :; :u :es *V = ;p 27== To- Mc 3 Y:-: 1: Mai-
- d l
;m ai m :perator to . :aive (ecceentrated wet.;nti creates i c;conaIhe54
;endin.: tnn !crS10c310004 !s W.10h are 3ct le'JCGnCJC IO 7-2 ire un
=ccents cause greater 2cceler2nens and stresses m MJ
- ic e. Te account for mese greater accelerancns and str asses. 2ddi-
$1ccal :ules ud restrtenons must be imposed. These rules md re-stricticas are listed in Appendi:c A4.3.
4 A;pendic A4.3 provides relanons for deter-ining averageacceptntle e values thicxness, c.
.see skaten belows for a given mean radius. R._.
md :perator vetgnt ;Va . From iese relations separate e i=its are
- alculated to determine wtether an operator needs to be suppc-':ec or
- .;t i:r the cut-of-plane direction m17. or for both =e in-piana md
- ut-et-pire cirecccc.
WQ Je ;,nk::i savtr. a.v: ::.zr3 N I
. 3 t,
1 I T'.:e severtri of te spectra used greatly in:1uences te need at suppc:--ing te valve operator. Also. if low accalaration li=1ts ire te be - *tnined mith severe spectra e, a greatar restrienen be reduced furier. Appen-
.3 imposed md .he allowable e value ma*/
21:s .u 3 provides relationsnips (e = f eR3, W o, en anich meet acceleration limits that are provided in Appendi:c A3 (and meet stress limits). %ere acceleration limits become overly restric-tive. 2 separate relationship which considers only stress is pro-
.'.ded.
. w T
- 5. 2. 3 Branch Connections 3:2 ch connecticus are similar to elhe vs la $2: bc6 impcsa seas res ric:ic=s, and bod restrain r :s ci pip =p :7 pl.L:in.: 2 repen ,
0 inches fr In te weld poin . 3elcw is a se: e3 :i d? res Cus;ra-
=g acceptable ccnf.pra:icas, r*
i The ran pipe 2.t. ally restrntis
~. l. ie branch. A11cwable :as
./G gl C%. leng s and real'cais are as I ' giten in See:ic 5.2. 3.
'::.< , g.
ur=~g. x i .W , e
.ns
~
& J &*
a
= -.-
- l
- .e-. /- pp s
i " 3 ! , Lnr _ ,' '7 b6
, w
, N!AX - ' , d.AN ^ N@[
Tigare 5. 2. S 1 ro 1 l te branch pipe a: ally restrains de ran pipe provided het are the 7 same size. Allowable ra:lengts and 2f. 21 loads are as f.ren in 4 Section 5. 2. 5.
- 1
.CL; g
@X. -
i
,i->
>s.
U. Nr let
- iif
! ip 9 -
. 7& ----
2 w --.
-. 2 '- 5 = =
- y e G'3~
N%f ' MAX , MAK Figure 5.2.8 b p . I1 The run pipe axially restrains the branch, and the branch pipe axially restrains 6e :2n, pro-vided bc6 are ::e same size. te-l .
.I Allow:ble r2:lensis 2nd axial 1 . c '-. g loads are as given in Sectic:
- MA% 5. 2. 5. No:a ia: de : m lengis t{' I are limited o . 75 X, x I .
z o h.i 2'J
- -- ,i i -- .
; a u -
a _ '#
..Le !a _
_soLs .: MAX ~ Mt.% ~ MAC
- ngare 5.2.s c
<~ E
'i :
[
.j Both the ran and the branch pipe i are axially restrained somewhere
#'-133 other than at the branch connection.
W.3 i 3 !l _ 79L MAL -- a p ,l.'
= -
b as ss,
;WW , L3 .'y1LO
~ %;.( vy ~ ypC Fig re 5. 2.5 d
<f
-l al
) i The ran pipe may a.*Dy restrain 16 Lgl the branch pipe if Lc is less than MtK i (or ecual to) the span given in Appendix C for a weight equal to f
.,l the branch weight. The branch is
,qg[,,['
considered to act as a concentrated c - MM' weight in the direction along the
~ ---
I 7 - - 9 axis of the branch. Suttort loads along that direction are to be taken A ---
. ' c '<9 x .tp Gb from Appendi:: C (see Section 5.2.0).
M AX. - MM _ _ MAi _ Also, e ran pipe may be axially supported at te branch (with a sup- I Egure 5.2.Se port 3" from Se branch weld point), provided both pipes are the same sine.
w
? ms with the sumbol (~, frdicates de :un is a: dally restrained
~
at a locadon G8er *2 5.2 Cr3Coh.
~~leid pCO*.3 r? '.LdiO1:ad b}~ io h3SC COINS x.sid poin:s w
f
- 5. :. 5 C'**ns in Cr;ss EccMon
.C When a cr:ss secuca cha:p ccc=s en a s=atght : 2n due to a socke: welding reducir;inser: or a bu weld!:g con-cencic reducer, a guide should be located withis dree pipe dia=emrs (of the suffer cross secton) of the ccange on de side of de stiffer cross secton. The spans on eider side of de change should be .75 :imes the allowable spans for de respecuve cross sectons.
- 3. Seismic and grrrity loads at de support closest to de change should be determined assuming de stiffer (and herrier) cross secton occurs on hem sides of the i 'ay.
I cads ca other suppors may be deter ~ined in de ao:=al Ca00er.
x . 5.2.10 Vent and Drain Lines 7+n 2nc dram lines are similar :c 711res ni :pera: 0-s Tnien ira '
.c;f.'.:12e ice s r23s-;nly. .'Icetin; 3:nnan.~i raiva aceasra:icn 1.=i:s unpese se'rar? cast =cdcas. causing many ven: and drnn lines :c be
- n;;c .ac. ~.ar?f:re. vent mc crnin .ines are gnDiec ::: strass any.
The fig;re below shows the standard vent for drainn line cond;urations. The governing variacles nich determine wneter the vent (or drain) line need :o be supported are. WC, 2, and te ran md branch pipe sine. A;pendic A4.4 provides limitmg values for a and Weon acceptable pip =; cc=b=2: ens (i.e. 2cceptable branchline sizes on rarious rac
'.ine sinesi. Variables which exceec the H-4*.s prov.ded in A;pendix A4.4. er pip =g acmbina: ions dich are not listad. must be sucported
- n r.e :u le: side o:ie valve.
m-
- - I w'ANv.. -
e W)
- s k- -l g
Wc -
,ry" yay
\L I c.i . N :_ - q p.ig
_ / i '
- i i 2
-e l .
-si
.L g f; *<s-n v*..,_
*A
...v
'(M A v.,
94 Lc = seiscic concen: rated weigt scan iAppendix C. L3 = seismic span (Appendi:: 3) WC= valve weight The :un line is assu=ed ecual to or larger than de bronch line. Suppor: loads may be higher than dose given in Appendts C. Appendic A4.4 provides any increase in loads. Cc- =:s or sec: ion 5.2.2 are applicable. W d O 5.3 Thermal Eransion and Anchor Movements 3.3.1 Stress Ivaluation
.C - Der =115:q1nsicn *.'n'y ne :encapt cehind .ne develcp=ent tf de cer=ai ex:ansict r:les has been one of superpositica of si=ple pip ng cenfi:;ur-acens for which 'casic support rules have been prended. 2 utilining iese rules, several concepts need to be .<ept in =ind.
piping excluded from one portion must have no effect upon the stresses in de region of interest. This is provided for by the location of guides along the piping being analyned such $at all er=si eransion takes place along de p:pe axis. .iral re-Se anal re-s ramts are then utilined at the =_nd of te rm. s raint =ay consist of a guide on a perpendicular rm of pipe Rules have c' een provided er of an ac=al welded attachment. to deter ine how far off the pipe ans a restraint =ay be and still be ccusidered " axial". Rules are also prended for deter-
=imag residual stress for de purpose of designing welded at-
-hents. The ter=al cases presented show de axial re-straint as an anchor. Moments are not normally prended as dey are act recuired when these locanons are anal restraints.
At locaticns where there are acmnl anchors. however, the rules of Ther=al Case 6 =ay be utilined to develop =o=ents. The ding: a=s below illustrate te thermal cases wnich are provided. r A t f y - l 4, o _ i , 1 t i l ' I R~L g __ . j P. --+- { _ _ 1
) 1 r
;( : 9 -
e n i 2 R i R R 1 1
-.I L2 .
/ / / / / --*>R
//i// V V
cA.5E 1 M CASE 2 M l
-.-a
O L L ._ l I 2 , I E ! : r 3 i S _f ,
- ~
7 5
- f,-
_ Z 3 1 E --* d.
- 1 i
~- ~- .
i G( T _ _ , . l l~R A n lM2 n i
.,i R =
I , l. .t n : p} ; _ }
" I 5 5
CASE 4 1l lt CASE 3 1l i ,
' Q?
T i*m T 1 T .i, 4 I I i STANDARD THE2.3D.L CASES 3CUNDAP.Y CCNDI IONS
- ?ms L or 1 =ust not exceed =2:d=um tr_M1:ad value (L39_t
- Mrst span on either side of included elbow must not be less than tabulated value CC or be a:i2117 restrained (as shown abc.ve) .
r
- Ex:arnal Mal restraint reqdred stere shown by =
- An asial restraint on a per;:endi:-dar :.: =ay also be used in lieu of the d:lly restrained end 2nchor shown by y i
a TABULATED PARA 3IETEPS
- Temperamre Loads.R and 3I '
. A -_
'l .
X 5 ! T g C, [_
.j~ ] X. _
9 i 1 zg gi n l 2 1,,, i 2 ! _ 7 CASE S THE33L-U., EXPANSION LCOP EOL*NDARY CCNDITIONS
- Ran L must not exceed maximum tabulated value.
- Lcep dimensions (x) must not be less than Se :ahulated value (either leg).
TABULATED PARA 3IETERS
- Temperature
- Loads R m
M g eWn - 3 A Ry Rir Okrgf4 ~a T g o 1E R~H n..- RI
~
v 8
- sun v M
M CASE 6 CASE 7 SP ECIAL THER3IAL CASES BOUNDARY CONDITIONS
- For any given value of displacement ( d.), de drst span (Case 61 or te shortes: leg t. Case D must ct -
be ;ess -lan de =bui=ad vnlue 1 TA3CI_ATIO PA?_CIETE35
- Loads R a:d M.
- 1. Appendix H has been precared :o provide paidance :o the analyst in locad g suppor:s. The general :ule is :o locate suppor:s to meet seismic and g avity recuire= ants, while simultaneously at:e=peng :o prende as much me.=al de.nbili:7 as possible. Ther=al stresses mil be most favorable wnen spans near elbcws are =ade as 'eng as possible, and evaluadon will be facilit=ed :i suppor:s are located such that there is a close resemblance to Thermal Case.1, 2, 3, or 4. Cases 1 trcugh 4 provide the alterna:e analyst wit the least a= cunt of censerva-tism in the application of the superposiden of ther=al displacements. These cases will typically apply, how-ever, only when te piping layotz is Gexible enough to accommodate long mns of piping. For " tight" piping layouts, te analyst =ay use Cases 6 and 7 to determine adequate dexibility and support load design.
- 2. The Thermal Cases prepared for iis c-iteria have been developed as a series of piping cend;u ations wi:ich =2y be considered isolated frc= each cier. The rules are applied by =entally isoladng adjacent portiens of piping.
normally including te piping on each side of an elbow, and providing a support conHguradon which is similar to tat presented in Thermal Case 1, 2, 3, or 4,or by conver:ing 6e thermal growth occur =g in a pardcular run of piping to an equivalent displacement and qualify-ing the support spans at the elbows 6rcugh de use of Cases 6 and 7. l i l I
c,
- 3. If the spans necessary for thermal He.xibility cannot be provided, snubbers (and spr=g hangers. if reqtr; red by g vtry support guidelines) =ay be used. Tc.is problem
,tul 2.en be enccuntered wten r=s are unusually !ca; '
- te=al anchor =cve=ams re 'r;2. If 23=2 lenger dan te rece-~ ended seismic 2:ans are rec = red.
Ther=21 Case 4 or 7 =ay also be used c e talune stres-ses - de use of Thermal Cases i drcugh 4 =nst be limi:ed to condguraticus in vhich de critical regicn conforms :o the recommended seismic spans to ensure adegate gravity and seismic stress. The e.vansion of long =ns =af also be acco==odated by axially restrain-ing both ends and locating an e.gansion locp sc=ewhere on the run with dimensions as specified by -'her al Case 5.
- 4. Cnce =e piping condgurar.cn has been saowa to confor=
~ *a - girements of a 3=ilr cccfguraten in cce of de Ca.ses, stress acceptabili:7 has been de=cnstrated.
- 3. . Anchor Movement Cnly The acceptability of a conSguration subject to anchor =cveme=s may be detemi"ed by followmg de precedures described in paragraph 1 or 2 below. If a condguration involves only rigid supports, de seismic and thermal anchor movements should be added :cge6er before performing te stress evaluation. If a condguration involves snubbers, it is usun!!y necessary to evaluze the efects of seismic anchor movements and thermal anchor movements separately since de spans being checked .o ,
deter +e adegate dexibility will vary betw= ^ = "e=al
=:i seis=ic evaluation.
- 1. yor 2 anchor displacement stich is along te anis of the pipe being evaluated two potentini =etheds are avail-able for demonstrating adegacf of stresses.
- a. Convert the displacement (.1) into an equivalent lengt of pipe using the propor:ionality:
}=A o( d T where: M = coeffeient of ta=al e.pansion iT = change in tempera =re 50 -
o If the adjusted pipe length (L + f) of the piping nm is less than allowable L3t,g shown in the tables for Cases 1 thrvugh 4, the displacement is acceptable. See the fipre below: 4
- . 4.i
- - - --z a
-. ~ _
L
-] -,
jij L'c
- b. Add the applied asini displacement at the anchor point to the total thermal expansion of the pipe ran.
Evaluate de fle.tbilitf 2: te drst elbow using Case 6 or 7. See the e7' ple helcw: 1
, i a
A
' *:- d o?
I f yl _z-i ' am= a+NHA - i I
- 2. For anchor motions stich are perpendicular to de axis of the pipe, 6e first span should be checked to determine the adegascy of the Eetbility conmined in the piping. This should be done by using Case 6. In most cases, where the supports being utilised are two directional (guides). all displacemems which are a: plied perpendicular to de pip-ing axis should be combined by SP.SS and evaluated using Case 6. In cases where one directional suppons or snub-bers provide different suppon spans in each of two per-pendicular directions he di. place = ants shculd be evalu-ated individually. See ie Spres belew:
kW k'/ I 42. [ / cmcr I 3 a
~
)
4 -
+--- X -li I i
1 o 9 < evaluate a =ll/.Z" + 6 Y~ versus span x regired j (see Case 67 j l l I
- a. .. ,
in:.u 2. SUPPCRT(5NUSSER)
.62 [
y SUPPORT & 4 Z SUPPORT (RIGID) 3 _ w
~ .
- X 7
S E =; evaluate AY versus span X. (for dermal anchor movements) L evaluated.Z versus span X (for thermal anchor movements) evaluatebTOT versus span .g (for seismic anchor movements)
- 5. 3. 3 Prceedures for L Eli:inz Ther=al Flexibilit- T:bles Deter 'You of support and no::le icads is perfor=ed by utilizing te arp epriate . bulated loads frem the cendgaration deter-i ed =
-le stress evaluation. Thermal support loads may be dete.-i ed b'f using any of te ther. al cases individually or by superi= posing te results from two or more cases. Sections 5.3.3 thrcugh 5.3.6 pro-vide details. %~ enever superposition is used, loads should be added wten te signs are si-ilne, but tey should be enveloped wncu de signs are opposing. Total values determined in tis fashion should be considered as absolute sums and added directly tosismic and gra.vf results wi$ cut regard to sign.
?.igid = embers such as valves and flanges should not be considered m dete. ining the lengt avniinhie for fler.bility freference to dis-tance x in Cases :. through 7).
i 5. 3. 0 A clicanon of te 5t dard Thermal Cases cCc.ses 1-+ :o T.--ical Pieme Cenim a-icas A. Applicability of te Cases for Stress Evaluation (see figures below for description)
- 1. The standard thermal cases are provided to assist -de analyst in qualifying simple piping confgurations which 2:e fcund in some of the larger, less congested areas.
These cases are the least conservative in ter=s of allow-able spans and tabulated loads and should be used wherever possible to reduce analyticci conservatism.
o .
- 2. As with all the thermal cases, de amplica: ion of these
- ules is 2 :wo-sten evalua: ion. ee Erst step is de applica:ic ef de appregna:e span li=i ances o en-sure sness acceptabill:p. The 33ecnc s a; is is develop =en: of suppor- loar.s '~~ - - - - "n . tlues
; Ovided. 6 order to assis: te iniyst = peri: i g s=ess evaluanc . te icilow.:; .c.hles 2 : :cce=pany-ing dgures have been prepared -- illus::2ra te precess
- eqaired.
.i- :
I
-y : l:-yW eX '-
Y-
~
" - 1 Ayg3;,
= ;
; m 'j;isacR-
C RrT; C AL '
' b; A CA j i 2.3
--7,'c s,L - :GtCN 6 j 7 1, 7 Initsil v-..12 .,,. .,.
- i. M -
L .%O f., . F 7.
!unn sG M 2V. A:.2*972'C'.C.%
r
'4 L
.-*-- X - ,
X --o- -*-- X ; 1 X , 6
)
{4 T" i n A
] ,
A
! AmAL
,Imi .c ' -. m. **' A i
=
T x ? i
R ~1 C.A L .i 0.M: CAL '
' ' ' Ri ":10 N
; y Lc3 cN . ci :
v . i 1
.s I
e : := , ,1 - -. .
. L dJt . i .Y g
.i A T 7 ,
'MI t
.Y Y gi 1 '
01 k' I , 1.! i = Y I y .3 7 Y sv=bc.s 1
= cans end is a:cially restrained 2: sc=e peint ex:ernal to te 1.12.9n= ( I. or I;
- means end is a:cially restrained a: this g
poin:
=eans a two directional suv.or: c 33
- n
- s e .
Stress Acceotability Table Case - r ce 2 C.u s ,: C as e -- Cr.t er:1 Supper: scans 5 de critcal ragic must ,. ..
\.
\.
^ "
be egal to or greater in de-&al=ed talue of x. Axial force developed 2: Se unrestrained , q s.- end (R) must be less
$2n Se limiti:g '
*'lu e.
?.as leng$ (L or 1) is X X X
'imi ted .o =mmum rni,Ma:ed value.
pipin; ccaigurados end conditicus are ie X X X X sa=e as illustra:ed above.
- 2. Special considera:1ces The following special consider 2=ces may be considered wnen applying -le re.les for irress ev11ua: ion:
(1) Runs neec to: be restrainec axially ice seis=:c purposes (1. e. =ay be grea:er is: 0" " 'e weld point). In cases where a run does not have an asial support for seis ic pugoses (i. e. ie ran lengt plus X; or- X,, is less dan a seismic
~
span length), ie n= u= cf ter=al e:=ansion 2: each end of te rest:1=ed r:: .eeds : be e raiua-ted and Case 6 shculd be used ,o ensure idec,ua:e dexsilit/. exis:s. See de e.v' n,le beicw: di ' di
+ '. I 3 )A X, o ,
{
,' X2
' b Si ,
i i !
- I
^2 !bl I t L U Evaluate 8 - A vs x =(x 3,x 3 )1/3 e . .
(2) For purposes of the thermal stress evaluation, cut-of-plane supports in $e cr.tical region may be utilized w thout penalty to de analyst pro-vided bey do net restrict te de =21 frowth '
- of te piping. ~.:13 is d'ustra:ed belcw:
V d CG r A
@ t***t .,
de 1
" Supco:- 53 does not need L , 51 52.
15 1 to be consicered in the
-"ermal evaluatien. .
C RITICAl. I R E':d on
; g h. ! n h% 14. I- f+ =
I i c j CASE 4 Cp-
- b. Deter-iai g intermediate values from de tables.
In order to apply the tabula:ed values to $e broadest range of piping conHgurations possible. scaling fac-tors may be used by de analyst to ecmpare de para-meters of his particular piping confirara: ion to values which are between tose tabulated in te de-=ci -dles. The scaling factors which may be used 2re 22 fc110ws: (1) For any given te=peramre and permissible sup-port span, the value of allowable mah - . length may be adjusted to redect te acmal temper-amre being analyzed by te 611owing ratic,. fl. f 1is calculated using the closest tabulated tempera-ture which is greater than the actual tempera =re.
- f1can be easily obtained from agure 5.3'. lby finding wnere the acmal temperamre (on de ordinate) intersects the tabulated temperature on te abscissa.
The L3tg increase factor f1 is ecual =: f , Tabulated Temoerature (o 71 "O 1 Acmal Temperamre ('7) - 70 w The adjusted L3Lu is equal to:
,, . ,.3_.,. i
.. u . .-
. _2:L=ac. ,
,Acz w .
A able of L,,1. incruse tac:crs ;f. , is indicated as :i-r:re L (2) If de material being used for ie pipi:? being 2nalyzed is Carbc Steelinstead of SMialess Steel. de allowable L3Lg =ay be increased bv de factor f2 = 1.3. is) *rhe table below r ~~2=:es e 20 plica:ic: of
- :e L 3. g ncrease i fac crs c =e vancue cases.
~- *- 31 C as e !
l L , _g increase '
. Ste.cr Case 1 Case 2 i Case O t Case 4{
l f. l X l lX l X l f x j l X ! x i t
. i 2 .
note:
%T.en using Case 4, ;[ =ay be increased in se same fashion as L'L-Li...,
- 3. Calcula:ing 5cppor: Leads
- 1. Cace de spa: TimimHons have been deter =ined and de ccadgurations compared against ie s:andard confgura-ticas shown in de tex: (Cases 1 - 4), e ody require-ment left for the analyst is de deter--innHen of suppor design loads due to thermal cgansics and end moticn.
The:=al supper: design loads have been .abula ed for each of de supports which regaire evaluation in de ' critical regica. The leads on any additional supports f cu: side te critical region may be ridua:ed using Case O. l
u
- 2. The basic loads which have been tablulated for Cues 1 ircugh 4 are illustrated below:
.y .a is-f, 7
~
7 i n - - 3~ m 1 l.il -*--- R 4 i (AXIAL) CASE 1 CASE 2 33 ;
. . . . . R, .......
U u
't
.vV-
.L L
, R9
'% l
'N I3 i
, 75$ 0.h5 R,-
7 t _ b 1
~
L 1 j H: R7 (MI^l-) H~R3 CASza - H CASz 4 tg 8 i 1 I .j. l>~9 l . /D17
'c r y by
- 2. Special ec=siders: ions The follcwing special censidera: ions shculd also be applied when determieg support loads for use wit ie standard cases.
(1) End moticns applied perpendicular to the pipe axis should be considered as special sima:icus which are to be handbd independently using Case 6. The results of the evaluatien using Case 6 should then be added directly to iose obtained through use of ie standard tables. End moticus wtich are applied rdally 4 de pipe may be considered by modi.ffin; de =rc-
=um run length (L3 g) and =ay, therefore, be evaluated concurrently with the other sup-por: loads.
- p. ,.
(2) When performing stress evaluation of the piping
. configurations using Cases 1 trough 4, allownble ma.emum run lengis may be modified for tamper-amre and pipe material by using the scalin; factors a f tand f ,2 respectively. Support 1 cads may also be modified for temperamre andl ipe *arial ircugh the use of factors 3f and f4(cce below). These fac-tors may not be used concurrently, i.e. if factor ft has been applied, do not utilize factor3 f ' if f3has been applied, do notutilize f4 .
- b. Determining intermdata values of support loads Support loads may be modified for temperature, material, nrini mn length less than tah'TatM, and applied nent force less than t*IntM values given in the tables. These fac-tors are as described below:
(1) For temperatures less than those given in the tables, support loads may be modified by inctor fa. 3f (ifke f1) is cale'1atari using the closest t*1atM temperamre which is greater ti.sn the actual temperamre. (See - Figure 5.3.'3 f3= T(Actual) OD
- 70 F T(Tahiinted)
(2) For pipe which is constructed of Carben Steel instead of Stainless Steel, support loads may be modified by factor f4: f = 0. 8 4 (3) For piping which has a maximum xdal run length less than g the support load may be reduced by the factor 15* f=L + support span (x) 3 L + support span (z) (4) For piping which has an applied axial force less than the tal'ilat=> L3g, it may recnire an excessive m:=ber of supports to be released 2s smibbers to permit adequa:e thermal e.vansien lc.tbility.
- Alterna:ive solution may beto locate an e.gansion . Icop somewhere along :un L.
l l
. w
- 3. Case 5 is applied by sining an e.vansion Icop as showr.
in the Egure below. 4
~- !.
a '
'f 1 X l i
s
-L '41 t.
ex i k, b
- 1. -
h~ . h l, e lJm - ;.h g !. 4,s . ti.N
$ 2.T ( k.. 2?sstC%
i ifid y b
- a. Stress acceptability (1) Run lengt L must be less than or equal to the values tabulated in Case 5.
(2) Each leg of te expansion loop must have a
-inime value equal to or greater 6an the tabulated value of x.
(3) Supports in te critical region =ust conform to de rwiire=ents of te seisr. ic :La.
- b. Special consideratons (1) Out-of-plane supports may be utilined Mtout penalty provided cey do not restrict the $ermal growth of 6e piping.
(2) The dimensions of the expansion locp need not be identical, however, for purposes of evalua-den, the shortest leg of the Icop must be evalu-ated against the required value of x.
a 3 _ e. Determining intermediate values from the table. (1) The value of L tabulated for Case 5 may be increased trou;h te use of scalin; fac ors: ' f3 for temperamres which are 'octween :abu-lated values, and fo where c:eton steel is used
~
instead of stainless steel.
- 3. Calculating Support Loads
- 1. Once the configuration has been shown acceptable for stress evaluation, the analyst may then proceed to the evaluation of support loads. The support loads for this conHguration are based upon the nlues tabulated in Case 6 and are illustrated below:
u _ i I M i6 , . (* 3
.. 2
! l
- 3. _ _ .
l H l 1
~ y
.7 1
(.y-t I 7
-A -
qc 24 1 1 EL FL R = 0. S R s a = 0. 6 R 12 A
- 2. The analyst enters the figures for Case 6 Gigures E-4.1 through E-6.7) using the value of eg11 valent thermal axial displacement:
6 = Ld AT
- 3. The value of R 12 is based upon this value of d and the mini-"m reglired dimmsion cf the e.vansion Icop (x).
I
- a. Determining intermediate values of support loads.
Support loads may be modified for temperature and material or for run lang$s less 6an se tabulated , m a:C.m u m . (1) Factors f., and fg=ay be appIled to the support loads and~ axial loads calculated in El above. Note that if 1f is used to scale the de of L, f3may not be used on the support loads and if f2is used to scale the value of L, f4may not be used on the support loads. (2) If &e span L is less ian the allowable value, the support loads may also be reduced by the factor f7: (Actual length) f7= L (T@larM Allowable) a d s 3
w
5.3.5 Aeolica
ion of Soecial Thermal Cases (Cises 6 and n to Tvnical
?*-L~r Confie: rations see fi;uras ,
- 2. . Applicabi;ity of ie C:.ses fer Stress Evaluanca
- e10T fer cescription):
2er=al Cases 6 and 7 are applicable as general raide-
"ines for the ter=al evaluation of any piping ran which can be converted to an applied displacement at ce end of The figures below a straight ran of pipe or at an elbcw. -
illustrate dis corcept. A. X
._.a i
- gt GG W 2 - =.
-n .t
.s ,
4,l'- \=i, 3- , a i s__
- 0. - ?-
RL\u GhW l; 2 f ) 9 1 g y ' f. 2 ( , ;
% g
- litil 2 UN7 GM & y H
- 2. D e to the :ievelopment of Cases 6 and 7, dey will typically be more conservative, i. e. , yield grea:sr support loads, San They are usefal, however, in de standard termal cases.
te analysis of " tight" piping confir: rations which do not con-In ad-veniendy fit into one of de standard case defininens. di:icn. de loads and momen:s developed d ougn de use of Case 6 are otten helptal in expanding the use ci te standard ter=21 cases to cover Se fall range of st=anens wnich might be encountared by de analyst.
- 3. The following paidelines apply when u:111:m; Cases 6 and 7 m cualify a piping confiraration:
- a. Case 6 (i) Stress acceptability is based upon a m'-%um ac-ceptable length for de first span ( x- see Fip:re above).
The minimum acceptable span for Schedule 40 piping is tabulated in Table E-6.1 of Appendiz E. These tables are entered wid de value of de applied displacement (2) 2nd de allowable span is taculated. The equation below shows de l basis for these tables and may be used to determine values not tabulated: l
w o X=A jr o A where X = recuired span (feet) r g= cucside radius e. ccesi
- 3. = displacement perpendicular :c me pipe at joint 1 (!nches)
A = 8.06 for 3/4" througn 2" piping 7.33 for 2 " Sch 40, 50,160 7.34 for 3" Sch 40, 50,160 7.72 for 4" Sch 40 7.33 for 4" Sch 30,160 (ii) Additional spans must meet the seismic span pidelines (i. e., the rat:c of me lengt of any
- wo adjacent spans must ha no gester dan 3:1.
- b. Case 7 (i) Stress acceptability is based upon ensunng da:
de span between the support and de elbow ( v - see figure above) on each leg is greater dan me tabulated allowable minimum span. The :abula:ed allowable spans shown in Table E-6.1 of Case 5 is
.tpplicacle also to Case 7.
(ii) Case'7 is designed to reduce the ccuservatism is de suppor: loads by taking advantage of de Ee:cibility of de elbow. Since me :able uses the same allownble spans as Case 6, no sdd!-
- icnal advantage is gained (i.e. , Case 7 <:a:sc:
be utilized to show a shorter span acceptable for a certain applied displacement). Additionally, when :he two legs of the included elbow are of unequal lengt, this case must be evaluated by comparing de applied displacement to the shorter leg. Consequently, Case 7 is normally of g eat-est vslue when used on an elbow which has egal spans en each side (see below). x ( l- l I b i b
---o- !
? -=. e -r .
L N L c. - 3 L I i !
, ;d Ng
- l k X, O /q.
Q h i CM6 L M61 . In each case, de analyst must enter Table E-6.1 with the value A . Xi is de limiting span for each; therefore, Case 2 will have a higher probability of being 2cceptable.
- 4. Special Considerations The following special considerations are applicacle 'vhen using cases 6 and 7 for s=ess evaluation.
l
- a. When utilizing Cases 6 and 7, applied displacements from all sources should be considered. Thus, if c. piping sys-tem has both thermal anchor motion (TA30 and seis=le anchor motion (SA3I) applied at one end, these shculd be combined prior to the evaluation. Typically, the displace-ments applied perpendicular to the pipe axis will be com-bined using SESS and will be evaluated independently of the displacements applied axially. 1y AT4AM =K d
1 1 iL 1 j p
/
b.x 64M
.2.'n fAM m
= , - --
/ 3 a
mA g4 3 si sz 39 A.T TAM Gy-i .olw a
----o-AXW A ETAM Step 1: Combine displacements dX fg
- bX AM T YAX6Av1 Afer " AV AM T i'M6AM Abgr
- A2OH +61 gag l
I
4 Step 2: Ensure acceptability of span A-51 by evaluating .B.1, ( n - N. _ , A -: - - A v' "
- 9i -TM -'7 Use Table E-6.1 to evaluate span A-SI.
5tep 3: 8 ** * *9 *I dX TOT to de dermal displacement g freti E,to 3 and evaluating span 3-55. Note dat the standard dermal cases can also be used here as scown in 5.3.1.3.
.b; In cases where a number of spans exist beycad te point of application of a certain displacement, de analyst need only consider de first four spans. The support Icad centr &utica on the rest of de spans is negligible.
-- A._.
I i
= -- -. --
M ^ *
- 3,g; i
I i : jE loi N VW
; ele--- 2
%~ idi 04 - 2:6 LJ Conversely, where fewer than the mnemum number of spans exists,but more than one span, bis case is applic-able, de analyst need only apply loads on Se existing supports (as indicated in Part 5) and a moment at de last joint should it be fixed. If only one support exists beynd the point of application, then either Case 1 or Case 7 idepending upon te run and span lengts previous to de elbow) must be applied.
t' ~-,w+-em-xw-m q.3-g
u
- c. For piping whien changes direction causmg de temal
-' ' powe :c be 1;clied t; 38V 3 ~11 3923* 18 3hC"2 0 0*
e-m ples below, a mecci fcr determmmg 50eS5 1C0090-abilit nc reac:ica lo: ids is FreSe:13C-2 N #13CI
.i _ ,t ' _r. e , is .c be calculated by = keg =e cube root ci de su5 of is cube lengis for de spans absorbing de deflectic=:
3 3 - 31/3 L =tg -L2 ***b} This length (Lr) is to be compared to Table E-6.1.br seess acceptacili:' i and used to determine se .g frem - riC.1%e : ~G. [ T An~V [. ~Y
.. [
# T T.
_ _. "_" - -s g g
- Illi 4 ' V H e.h gic Li 1
[k
- Lt 4 , .!$ 'd.n --
lL ' hf b && x -- -, 7 s = -
- - - ~ ~ --. _ _ . _ _ _ _ _ _ _ _ _ _ _
e 9 W EXAM.Lf9 f M m ; . I (- 1
)
i &' . b > !Wl 3
}
t 1 i* H . ! , g,agg
# 5 i:,j i'l u
l .W4n ** b?,
- LI h'el 4 for A A B 2XAVPA 5 B
A ^ j 1 / 1
'T I'k -
;6
,gf2 >- joj
.&C @g . 119 4 + ly l.I 4 (L,4 L g $ g a;g 524 f!B 2M.
"{ Lg {e
A O example 4 .g gie Li 1462 T T i i!
.(902l1
- ol L'2. _
i ' at , h\ Lg - (L b Q4 Lg*)"9 i e i f,or o AB ? ABCi e MD I i gl L _ _ _ _ !_ _ _ _ 6
;*l'
.@ 2i e.
;oi Y
( - m 7 A A _ ls i.4$2VL 4 g,
,3
~
exAWLg 5 . 2, u a rf , is 3-Ut = . & L- ' . } q ',ff ,
'c*n s_
. si ; ?.G -
9/sn ly a:s -Ma f I ic 6 H hota M I - -
,L
- a 1 A
_ 14 _ ; ;
't i 1
I.t4 %. M '2s
- 5. Support (and Nozzle) Loads
- a. Figures E-6.1 through E-6.7 provide values of b for various spans, displacements and pipe diameters I6r both cases 6 and 7. Consult Table E-6.2 for scaling factors for R33 when using sched'.tle 30 or 160 piping.
Support loads and moments for all guides and anchors may then be calculated using the coefficients shovm in the diagrams and tables below:
- w. _ - - _ . - y_ -. . - - ,
y y_ . ., - c_-, -p_
A CASE 6 Moment Shear Force n ,f,
~
7 c , n <-
. :!*! Min - -, .% ,3 .-
(! / _. 2R,,, (if jcist . 3 is iced) 2 ;oint 2 is i se - cannot
,,f apply this case.
- 1. 4a_.'" (if j.oin . t .3 is not iced)
': 41 4 n,,,
/i --
/
!j:
\
.2R ,
I I r . 6H , 1-J e.t . t-i, g I '=
. 23, ,,
. 063, X
.;. { j = ..
q a
\,i . 023. ., X I:i; - .05R ,, __ .
2: ion,
= Es joint is considered fi:ted (such as in Se case of costle, peter:
anchor, etc.) CASE 7
.7.i2.o i~ X =
.ra,x - y l m 2, D_= 3 i 1 \.j -:
l Il F X l 0 l
' 5 t ta tilli ' .. M 2:4 .-
1 ' W .D:(p I,d
. ls d
- - - , . . - . . , - - , ,,,,,-,,__n,,,-. -.n .- , . . - , - - . - - ,, +
- b. The following equation was used to generate Rg:
,,pwr ,
y,12 ,.
~C wtere: I = cicment of iner:ia (inb 4
- 3. Case S is used in cenjunction wit de prev cus cases to deter =ine de adjacen: suppor:1: ads. For te previcus cases presen:ed, support loads are given for de firs:
supper away from te elbow. Suppor: loads beycnd -W Erst support are :c ae calculated by equa:ing de load from -dis Erst support to joint 2 of the figure abcve (case 6), and esi-culaeg the loads on the following support by equaring them to joints 3, 4 and 5. If the load for the first support was found to be 100?, tan te adjacent support loads would be 100 x . 6 ,100 x .2 , and 100 x .05. Where the Erst 1.45 1.45 1.45 suppor:is an asial, it is not necessarf to calculate the loads on the adjacent supports. S. Case 6 Cc= pared *.o Previous Cases
- a. Case 6 can be used in place of previous cases (Cases 1 through 4) to calculate span lengis and support 1 cads.
Case 6 offers alarger mnge of spanlengis and support loads than =ay be available in oder cases. It shculd also be noted dat Case 6 imposes a greater degree of conservatism and for dat reascn should be avcided sten-ever possible. As an exsmple consider the following: l l
-74 _
u o Case 3 I I T I 3" SCH 40 -- r , N.
- _ m nc= Table E-3.1 3 '
s - g L = 46. S' T ~= 300
=ax X = S' *!
4 1 Calcula:e
<"I d = L = Or ~
= (46.S ft) (9 x 10 ) (300-70)
= . 097' = 1.164" :
Now calculate X from de following egaation in Case d-i.461 x = .cl r c X = 7.34 y 1. 75 (1.164) X = 10.4S' l This value of X is found to be more conservative Sa= ta X value fcund in Table E-3.1 (X = 8'). k j l I f J i f } l i
-75 _.
b
- 5. 4 hterface with Piping not Suppw.Limi by the Alternate Criteria
- 5. 4.1 Interface wid Deadweight Succormd Picing Fiping with only deadweight support requirements should be surpormd fer at least two support spans by the ab:nate criteria f cm de point w:ere it connects to piping that is within de scope of de alternate criteria. This requirement is necessary to ensure de st=uemral integrity of de piping suppormd by the alternate crimrta in de event of an earthquake.
- 5. 4. 2 Interface with Rigorously Analyzed Metag
>_. Pipingwithin de scope of the alternate crimria dat connects to computer analyred piping should be included in de rigorcus ec=pum; analysis to an e:mnt such dat de ccmputer results are valid for de portion requiring compum: analysts and for at least de Srst span of de piping wldin me almrnate crimria sccce.
It is recommended that the " alternate" piping be included for at least two changes in direction from the point where it con-cects to the " rigorous" piping. The " rigorous" pipe analyst shall include as his responsibility the qualification of the first span includ!ng de firsesupport of the " alternate" piping. Dis-placements shall be provided to the " alter"at " pipe analyst at de interface connection so that he can qualify de portion of de "al arnate" piping extending beyond de first suppor . If there are additional supports downstream of the first support on de " alternate" piping that cannot be quallfled by de alter-nate crimria, den dey must also be qualtfled by the "riger-ous" analyst. B. If an " alternate" piping branch connection is not included in the computer analysis of a pipe run, de support spacing on de run pipe must conform to the requirements outlined in this report for de run adjacent to de branch connection or the seismic support spans for two spans on either side of de branch connection should be in de rigid frequency range.
w d f
6.0 CONCLUSION
S
- is e::pected :ha: some piping svstems may not T.eet de specific crirena 2nd 2ssu=p:1c=s which woul:i allcw usage of :his repor:.
- : ::se ci sucn a Based sys:em a rev ew cf de tptag e system bv de design en; neer is recuired.
- :::is renew a separate analysis of the piping ec= fig ra-ica for -her: .al dead Icad. pressure and/or seisciic loading is required to prev:de ac:uallpipe stresses 2nd supper: reactions which may be combined apprepna:ely wi:n de resu ts presented herein.
1 2. i 1 W f I I I i l I l 4 i.
,, _ . , - - . . , , - . , - - . - . , - _ , - , . - , , , - - - , - , ._c,
o a REFERENCES
- 1. EDS letter 3/P No.100-240, November 17, 1977, to Ed Wilhaus frcm J. A. Marubbio - Proposal for the Development of .uternate Analysis Piping 6teria.
- 2. Gibbs anc Hill, he. letter, December li,1977. o .~ .r. 3.Ia n c'c io fro m F. W. Gettler - RE: Sub - Centract Agreement P. C. No. 75-1715.
- 3. EDS lec:er 3/P No.100-247, December 23, 1977, to F. W. Get:ler from J. A. Marubbio - Proposal for the Development of Alternate Analysis Piping Criteria.
- 4. EDS me=oranduin with attachment. Januar' / 25.197S. to Ed Wilhaus, from C. J. Eosselle - recuired information for Alterna:e Analysis Cnteria.
- 5. EDS letter 1900066-NY-001, with attachment, Febmar r '). 137S. :o Ed Wilksus frem P. S. MacDonald - recuired informa: ice for de A1:arnata Analysis Crite-ia.
- 6. .Mi correspondence in EDS file number 1940066.
- 7. Gibbs and Hill, Mc., Digitized in - Structure Response Spectra :an date 1/06/75.
- 3. ASME Boiler and Pressure Vessel Code, Section III,1974 Edition, wii Addenda trough Winter 1977.
- 9. ANSI Standard 331.1.0, Power Piping Code,1973 Edition, with Addenda
$ rough Summer 1977.
10 ANSI Standards 316.9, 316.10, 316.11, 316.2:!, 306.14. 1 *. . R. J. Reark, W. C. Young, Formulas for Stress and Strain 15th Edition), New Yoric McGraw - Hill Book Company,1975.
- 12. Benney Forge Division, " Stress Intensification Factors and Stress Indices for te Bonney Forge Weldolet",1975.
- 13. Bonney Forge Division, " Stress Intensification Factors and Stress hdices for ie Sceney Forge Sweepolet",1971.
- 14. E. C. Rodabough and S. E. Moore, ORNL-TM-4929, " Stress Indices for ANSI 316.11 Socket - Welding Fittings", August 1975.
x APPENDDC A Al Pipe's dimensions, and weight with insulation. , A2 Seismic Spectra used. A3 Cescription of cases censidered and acceleration limits specifiec. A4 Constants,:ules and restrictions for seismic conditions specific to Comanche Peak. A4.1 Section 5.2.3 Seismic Nozzle Loads A4.2 Section 5.2.5 A:dal Bestraints Section 5.2.7 Valve with Operator A4.0 A4.4 Section 5.2.10 Vent and Drain Lines ( E 1 k 6
j F l l 3l u f a ?7 7 f) 55 1 6 1 u - 5 1 2 1 i t 3 55 f) ?1 6 3 i 0 nt 6 $ 6 3 7 _ 1
- 2 l i
- i. h. u. .
1
- /41 5 : 7 if 1
7 a1 u27 nl h u> 1 I
. '. . s 2 6 2
. . u. H 9 . n. U. 0 . .
uI 3 2 ti 8 n2 9 . _ - 1
- 3. l Sh 6 67 0 I 1 i 2 2 .
1 1 m 22 3 : - 1 i 1 1 _ I _ , l el
) v u l 6 75 3 2 9 3 . I i 1 7 8 4i 1 291 i
D 3 062 I _2 c - t 0 8 0 l D u0 8 224 ( i 7 1 i (
/
e 71 I t l S 3 3 t
. 4. if. . .
. 4
. . it. . .
1 24 4 i i 7 0 3 4 7 1 ht( l l 77 i 3. 0 11 ( t 22 223 t 1 f l e us i ( i 7 f t 1 1 1 1 1 I I 1 h; l I n ig . e
-. m W . s e o . gh t p_ t l . n al _. i e
. ip _2 e u 222 i it 8 77 7 i i 8 t
5 2 t 1 . t l a p wl 3 u0 7 1 9 t u1 25 D 1 n7 : t o
._ S - 0 u1 2 5 3 1
- 42 2 6 i 1 3 3 i s.
1 0 i. i 1 h g l ul e _ 6 s 3 3 't 3 D. 7 i t. (
. t. . D. D. . .
i 0 7 l 3 1 v 5 . ti 8 3 71 o
. t. . .
31 5 i t 9 I l i 2 2 t l u I 1 2 223 - 1 I I l w l ri n e
. . i u n a s Al u
. l l
u u g n o
~ f t
e it f t e a a __ l t S l u ac l a l s _ a t a l 7 8 1 1 6 302 704 8 i d 4 1 8 2 u n n i f> 6 5 8 6 t i 5 7 6 3 D. 5 s ui .
. ._ l ul l
t 360 04 0 64 4 234 8. f> I
. n e
. s .u l 34 5 i 11 8 7U1 0 3 i d i
t I 1 2 Di( i n l e v
.. i nf 1 1 2 22
- f i 1 1 I u u o n e F b a
it ht c o t c gt
.ih r t a g
_ r i ii t r inc e n i 9 3 i H 0 1 i t l
.o t e) 4 2 4 D 75 I u0 3 0 3 7 DU 6 3 s t 62 2 t
i 0 2 t 0 1 22 3 b ui l t l E iv l l eeh 24 l l f> 1 65 431 O. D. it. H. 4 s u
._ ih s i pmnc 1
- t. 7 it. u. O. 8 3, 0. D. 6 2 2 2 322 43 3 ,l l
y ro u' : 21 l _ r r I 1 l ai ( i l i p l i . a e ol e i l .- st l l
. u ci u ax eu bac
. l ol A l i l
a l a ee p l _ l a sc) 3 4 l 3 8 01 i
! 0 1 4 i t 3 3 i( 5 0 7 7 i
t 1 ut 0 3 i 77 3 3 3 1 l hh p Wuh t 1 5 1 37 1
! 0 8 5 1 1 -
2 2 3 234 235 ut t a c 2 1 2 2 1 23 s
.l gi el (
s u I 1 2 I 1 i n inn i eb
.. i t I . vh f t x y A ._ A ,. t o ee ss a t
l ix_. hg uu ss a m i a . e ii n n_ e
- p. l o wnn oo o i p-. u u0 0 0 o0 0 u0 0 n0 ei tl l t
l 0 0 0 0 u0 0 u0 i 6 4 i 61 1 i t 6 a A i e 1
- 8 1
( 4 i t 6 4 i t 1 ( 4 8 6 1 4 t 1 t 1 h aal t u I l l h 1 1 n ss uu ns c - i S +- a nai t b i l r W o ss ei i h s ohh t l a r e) 0 t e T't t' O 5 5 0 5 0 o _i p n otchc 7
- u. 2 3 4 N 1 23 4 ml nul u> 1 I 2 ol h(
N ) 1 Sa~
o 8 APPENDCC.C
- 5EIS3IIC SPECTRA USED 1
A -2
3 Reactor Building and Containment Building i 2 SSE (.013- Camping) Spectra Enveleped Pericd .see. . Acceleration (g) P eriod (see. . Accelera: ion (g)
\
.697 .0790 3.0640
.001 0.4950
.1311 .697 .0507
.766 .0540 0.6560
.0024
.943 .9665 3.5490
.0353
.943 .0891 4.0100
.0356 1.067 .0912 4.2300
.0081
.0942 4. 46 20
.2006 1.1105 1.1520 .0956 4.4110 :
.0416 1.2700 .0965 4.7430
.0402 1.3940 .0955 +.3000
.0437
.1020 5.il50 )
.0457 1.4990 1.5795 .'056 i.1140
.3500 1.5590 .1159 5.17d4
.0522 1.6940 .1297 3.2060
.0544 1.7950 .1349 5.2073
.0560 1.9200 .1356 5.3300
.0553 2.0160 .13S7 5.4690
.0597 2.1090 .1399 5.5380
.0612 2.1091 .1407 5.7200
.0612
.0629 2.2000 .1425 5.5070 2.3410 .1400 5.3580
.0646 2.5550 .1443 5.9450
.0670 2.7090 .1465 5.9870
.0691
.0723 2.9250 .1507 6.0000 3.0650 ,1547 6.0050
.0752 3.1350 1.0000 4.0050
.0770 Note: (1) This spectra is applicable to cases 1. 2. and 3 as given in Appendix A3.
(2) The above spectra envelopes all elevations and directions (X.Y,2) for the given buildings. (3) The acmal 55E to 1/2 SSE ratio used is 2. 2 .2
. =
) Reactor Building and Containment &tilding 1/?. SSE (.01 Damping) Spectra Enveloped
. ., .e . :. e.
.. y es o- g 33
= ~ > > -
+ 1 i .
. '. i i !
i . I 9 t 8
. . 4 i 1 ?
, i , . -
; . ?
e ! f 9 i i i i . -
. ,, , i i i I !
Hi . i I - e 6 i f i I - 6 6 ) f i
. . . t 8 t 6
i i, , i . i t, e 6, . .
. l 6
, i . i r
. 1 is ,
, , 1
- s. s.. .
. i *
' i i di 7 9 e i Tl -
3 i I !l4 . T- ?
, i . ri .
= , , . . . ,
- 4 0 i u
!, , t 6 I
, , , J. t
)>
I I 1 e *
; p et + Ji
#.M4 e i f i
% i e is 4 i e 1
.&. e e I * . (i t ! , e 4 9 i
+
i ? /e 4 9 { e P e i j' 4 9 i
- a 5.
fq I ._
,
- 4 t
. i e
~
+
I *
- 6
- t i !
I h i t- t a i eA i- ; I 4
+ 4 i fe 6 I *
./' . i g ,pm e , , it i . .
--- -s , ,
i i r g , 4 n J t i j i t , I & 9
.#.* e 8 j .
is - I -
- 4 e {
6 f i. l pt. i- .
,.
- f I a
P l ! ' e f e t !- t fe I . r j , s f I 4 4 I f st /* v f t n. t ' 4 M '. i . . , , i e f n f f
- I l I t 1
' I/ 1 e
. . i
/ 4 a i o 6 9 i {
s 4 e r .f e e { l . I t 8 4
/ !
i i 6 ! 1' + f t
' > i t 6- / - 1 .
r s e- , in , f t I t [
- f i
" ' 8 e t 8 /I f I l' 6 4
! i
/ I 6 e i ,
. i 1 i . . ,
, , 4
, , r i i i i *
- t i !
i , , , , ,
- t ! i t t + * , i. ,
t i i
,, i J .Y Period in Seconds A -4
t Auxiliary Building, Ebel Building, and Electric Building 1/2 SSE (.01 Da:= ping) Spectra Enveloped i Parica (sec. , Acceleration (g)
.Nried vec. . Acceleration (g) i
.062 .0626 3.6000
.001
.962 .0639 3.6520
.0256
.9665 .0667 3.7020 I .0201 1.0215 .0726 3.7057 l .0295 1.0463 .0731 0.7400 l .0303 1.0820 .0763 3.3750 t
.0309 1.0923 .0737 4.0390
.0311 1.265 .0831 4.2310
.0330 1.399 .0552 4.3420
.0355 1.644 .0591 4.4730
.0373 1.769 .0906 4.5550
.0354 1.395 .0915 4.6190
.0399 1.9950 .0929 4.6950
.0403 2.0830 .0938 4.7430
.0413 2.1620 .0956 4.7510 J .0443 2.2020 .0979 4.7950
.0463
.0490 2.23S2 .1016 4.3190
.0510 2.3730 .1044 4.5320
.0515 2.5470 .1079 4.3430
.0540 2.7220 .1374 4.5430
.0554 2.3840 .1332 4.9060
.0577 3.0440 .1402 4.9850 i .0592 3. 2230 .1423 5.0880
.0604 3.3700 .1449 5.'.730
.0615 0.4810 .1456 5.2500 l
. '620 0.5610 .1469 5.0020
.1503 5.0070 .
.1521 5.3470 1.0000 5.3470 i
h*ote: (1) This spectra is applicable to Cases 4 and 5 as given in Appendix A3. (2) The above spectra envelopes all elevations and directions (X. ~:', Z) for the given buildings. (3) The actual SSE to 1/2 SSE ratio used is 2. i 1.2
w Mary Building Ebel Nildi"", and Electric Building 1/2 SSE (.01 Damping) Spectra Enveloped
, ., + % 'n 'a .
u ,- , 2 c g- -= 2 . e ~ x a 1 1 _i 1 n I f i
;.4 ', . , .
i i i 4
, I I I 6
m i i i i
# 1 i
('. 1 r'l . _. 1 r . a i s , , j
-E ,
, n i i ,
> I
. (
# , I l' 6 l ' 9 i ,
e < j 2 ,e, , s- +a i , 4 8 1 I I ' t
, , 1 s.
.= ,
> , i e . I i
, f
- ', , ', 4
, i f 9 i
, i t
, t '
i
; . , i ,
r
/ i
/ '
, i i ,
, i -
t
, i < _
+
I i . q
-. .,s Period in Seconds
.A -4
p o e i Safeguard Building 1/2 SSE (.01 Damping) Spectra Enveloped Pened (sed. i Acceleration (g) Pericd (sec.1 Acceleration (g)
.001 1.932 .0539 -4.0570
.02S9 1.932 .0545 4.4060
.0317 2.2116 .0550 4.4800
.0318 2.2410 .0554 4.5130
.0346 2.3424 .0571 4.5390
.0347 2.4210 .0609 4.5610
' .0350 2.4607 .0655 4.5670
.0356 2.5380 .0999 4.5670
.0373 2.6670 .1006 4.5970
.0376 2.7760 .1032 4.6360
.03ST 2.0040 .1033 4.6905
.0099 2.9960 .1037 4.7550
.0407 3.1490 .1049 4.5100
.0432 3.3630 .1057 4.5620
.0452 3.5040 .1081 4.5890
.0466 3.7150 .1136 4.9130
.0487 3.S590 .1468 4.9130
.0492 3.9980 .1474 4.9150
.0519 4.1150 1.0000 4.9150
.0524 4.2390 i
Note: (1) This spectra is applicable to Cases 6 and 7 as given in Appendix A3. (2) The above spectra envelopes all elevations and directions (X.Y, Z) for the given building. 4 (3) The 1ctual SSE to 1/2 SSE ratio used is 2. I i A-7
6 SafW Nilriing 1/2 SSE (.01 Damping) Spectra Enveloped
-.^b DO O
[ b M N J' M
.=$
Q D a kem D
& % 3 &
i e ' 4 I i
- e. i e l 6
- I f i 8 I i ' I 8 i e i Ag , 3
, e I i l i t i i i i ' i +
, i 6 6 i i t t i !
I t , i i e , e 4
, i
- j l i a L 6 1 ,
t
- I n
+
" =
- a ,
.= f
, e 4 e.J ' /
I e i i e . I h l / . i
; i I ie i , i I e
! e e O ,
if ! ' !
- e i
! . s
.l s ,
- e. e
. - =. i i i . s . i
# ' t t
- l ! i
*, e e j l y } j
. r_ , a t . . .
. "I i 4 I e ,
d Ii . . . , i C e # i e i i
- i . , i O i i I (. i ! e I e
^
t 3 . ,/ . . 1 i .
*7 1
- I
- i . ' I
> g#
.- f t i
. 4 s
. t e 6
/ '
I ,.
/ - ' i i i i
** 3
-/ ?
- e t .
# e i i l
* (s e l
/ t e a
! i ,
r e e s 's * , 4 e t .
' t
! ! # l I '
i , e 6
*
- I l l
- e g }
! ' t ! i i !
' t I 'I i j t I i f i + i j 6 6
, 1 4# ' 4 t I t y e i i , , . ,
i f ' t i i 9
- I i t I ! i .
. i , , ,
! l 6 I i i
, 4 i , , i i . , i , ,
i i ' ,
. .si 1
i Period in Seconds A-3
o l A PP ENDIX A3 I DESCRIPECS OF CASES CONSIDEREC ATC - ACCE~. ERA-"!ON LI?.IIT5 5?EC:::ZD l Cases are divided up by spectra das given in Appendix A2i and insuia: ion las given in Appendix A1). Case 1 Reactor Building and Containment Building Spectra
-- L~ninsulated Case 0 Reac:or Building and Cc :tainment Building Spectra
-- Anti-Sweat Insulated Case 3 Reac:or Building and Containment Building Spectra
-- Re:1ec:ive Insula:ec Case 4 Auxiliary Building, Fuel Building and Elec:ric Bu:1 ding Spectra -- Uninsulated Case 5 Auxiliary Building, Fuel Building and Electnc Building Spectra - Normal Insulated Case 6 Safeguard Building Spectra -- Uninsula:ed Case 7 safegard Building Spectra -- Normal Insulatad Accelera:ica limits used to generate Appendix C are as ic'lews:
C1.ses 1 througn 5 23 iSSE) in all cirec:icns Cases 6 and 7 4g iSSE) in all directions hor:zon:a1 and Og #SSE) NOTE: Acmal specified 2cceleration limits are 3g (5SE) we =eei; te hori:en:21 require-vertical. By meeting te vertical requirement. ment for Cases 1 trough 5. However, for Cases 6 and 7, te actual limits could not 'oe met. A new limit was, derefore, specified. 1, 1 4 d 1 A -4
w o Appendix A 4.1 - Section 5.2.3 Seismic Nozzle Loads (1.'2 53D K = 1.0 for Cases 1 - 5 K = 2.0 for Cases 6 and 7 1 K, = 10.0 for L36 40 feet
- Cases 1 - 5 K, = 20.0 for L i 10 feet K ., = 10.0 for g6 25 feet - Cases d and !
Note: K values are for 1/2 SSE. for SSE loads multiply by 2. The coefficients given above are used in the following egations: Section Ecuation
- 5. 2. 3. A. 2.1 A = RH + K W R 2 ,1 - 31
= KW 1 - (3a a)
- 5. 2. 3. B.1 S 1 1 ,.3 a * '
y _
.. W
[a3 - a - 3a . i o 1 ^1 ~ ' r
, (
f 3
- 5. 2. 3. 3. 2 5, = 0.75 KW a - 22 - 3a"' )
- o a X \ .- /
a
/ 3 ~
M, = KW f a - 2a.2 - 32 : n A. i l l A -10
i i l secticc Eanation
- 5. 2. 0. C 5 =
-3KWX n
1 P-
~
M = K n'g.Y o.
- 5. 2. 0. D 5 = K '.Vg M =
Sg
~'. 3 4 KR
}R 2m A-11
Appendix A4. 2 - Section 5.2.5 A.tal Restraints ,
!_;ng Racius 5-D 3 ends ?.ela:ac Cases
- iccket 'Nelded E2cws
>0r2nCh ConneC! ions;
= 9 3 1. 2 i K.;
3 3,6,7 K., = 6 1 l .. _ 2 4. 3 a ., J
- 0. 4 1. 2
.s ,.
= 1.4 ,
1
' .o
.e. . , i. . . .4 a
.,_ .o- s.
.. 2.., .
=
3
.s ,. )
6, , . ) ..
= 3. o- 4. _.
a4 7 L. t 75' for Cases 1, 2, 4, 5, 6, and 7 L A 50' for Case O L K= 1 for Cases 1 througn 5 K. = 2 for Cases 4 and 7 Nc:a: K,, and K, a values are for 1/2 5SE fr.r SSE Icads mul:: ply by O. The 21:cve ccefficients are used in the following equations: Section
- 5. 2. 5A.1 Lg 6. K3X L B J
5.2.5A.2 A =K 4xW 3 p 5.2.53.1 max. allow. run length Lt 5.2.53.2 Ag=K*Ta 5 e A -12
Restrictions: ' ne following restrictions must be mec if acceleration limits spectiiec in .
.ppendix A0 afe to be maintained.
2. The given acceleration limits for valves (in appendin A0; :e cc ':e maintained where a restraint off a 5-D bend acts as an rnal restraint.
- b. For long radius and socket welded elbows (and branch connecuensi, the given valve acceleranon limits may be met provided de =axi=u= allow-able =n length is divided by two.
- c. The limiting acceleration of mas, which are not axially restrained by (
5 5 5". . 2ese lugs, is given by de F4values listed above (in g's for - acceleration values may be useful if valves can be qualified for higher limits than given in Appendix A3.
- c. 2 de acumi enveloped spectra is less inn or ecual :c 1, X ci che enveloped spectra in Appendix A3, then de given acceleraden "~its can be =et. See Section 5.2.3A.2J.
- e. Acceleration limits are met for lug attachments used as axial restraints.
- f. For valves with operators, acceleration limits cannot be met unless there is an in line lug attachment, or the valve is supported close to its cg. See Section 3.2.
and Appendix A4.3. t ( l A - 13
w Appendix 4.3 - Section 5.2.7 V2lves with Ocerators . 2.:e .c the overly restnctive vertical spectra ccmbined wid te low allowuhle di r eveltated. Cne atere re_ r .em valve accalaration limits, two cca it ons we e acceleration li=ns .cnd stress limits) were maintained, and de second where The second condition allows a larger en17 stress limits were censidered. allowable e value before a support is required on a valve cperator, Thesehowever, two con-valve accelerations were found to be higner than the allow-able. citions are listed below with their rules and restrictions. 1.
**alve acceleration limits (given in Appendix A3) are met if the following
- les and restheticus are followed.
A. A lag must be used on all runs where the valve operator is unsup-perted. Also, equation (1) must be satisfied.
- 7 '5 e< 4E m t (1) ,
W "" o waere: e
= distance from pipe center line to the center of gravity of the valve operator - inches R = mean mA*un of the pipe - inches m
t = average wall thickness of pipe - inches Wo= weight of valve operator - pounds
\V B = weight of valve body - pounds cperater need not be suppor ed ef 4 5 t'
(, % 2, W .5 i - gh,; _ y ,, 0 r ..
= - _ j,%
as
/1 n
- Fz i
Figure A4.0-1 m .. are determined from Section 5.2.2, where the Support loads F1 and Fn ~ concentrated weight is he total weight of the valve bcdy (Wg and operator (Wo b l l A -11
w J J
- 3. If e is greater than agiation (1, an out-of-plane suppor: is rectired.
Equation (2) needs to be checked to deter:nine if m in-plane suppor: is also recuired. ,
.7 5 e425R - --
t #01 T c p cui d oranc out-of-plane support aqpc" reg.: ired (caly) C j/ g (, j if e 24 Ig' ' t' Wa v 7 o
- h. t f /
< 'Q, ma ti a s 25 2.,. T - *.
< g
- = -
yl A . T , ,a t 0 l Figure A4.3-2 F3 g cui ct' sl&ra both out-of-plane and 5C# in-place supt. o.r.: recuired s if e D OS 3 ,
- t* 3 -
F4 ;- ;e nr2
/ .
,N.
/ - 1 = cr 1 j L. O e
%N e/
> -= - in ri I
. r,-
i l l e I l Figure A4.0-0 1 i 1 l 1 I l A -15
- - - - , , . - . . . , , . . . , - . , w -- , , , ,,
-- _ _ . ~ ..
I Support loads F1 and F., are determined frem Section 5.2. 2 where the concentrated weight used to determine 7, is V.'3. F4 is (Wo -W ).
~
r Supcor: Icada (7.. and F.t.) en the operators are given in subsec-ica 3. 6 5 tress limits (only$ are met if &e following :ules and restnctions are illcwec. Accelerntions were found to be c.s ni;n 2.5 ig - L 2 55I. A. Wnere ie support arcund an elbow is w'. in 0 inches of de elbow ? weld point (may act as an 2:dal support for te :un containing the valve), no supports are required on the agerator if equanen (3 ; is met. However, if the support around de elbcw is not within 3 inches of the weld point ( a lug a:cially restrains the run of pipe containing te valvet, ec,uaticn (4) must be sat:sded. 4 e < t ( 3) _ 4.000 R._
- W0 o
e <- 2.400 2 14) ' t
! wo ! operator need ct be supported o
4 if e 4 4.000 E W jg a ~: l W0
) ),
r, Wf i i
.H i .
t i g. 't Figure A4. 3-4
~
operster neec act ce supported o if e < 4.000 Rm ~:
/
W ) 0
/
i T I $ Y' ?, 1 j 8 d.1 ' . . f, Figure A4.3-5 . I A .16 i
9 cperator neec not be suppo: ted
~
'- if 3 < 2,400 ?. : '
- ~
=
/ g-
/ V:? jC m
" 3
[ 1 i e' f i I' F i2 ,
,l
! I Fi:;ure A4.3-6 i Support loads F1 and F2 are determined iam Secccc 5,2.2 where the concentrated weignt is (Wo - W )* Elneeds to ce increased by Tc,~2. B B. Where e exceeds the value calculated from egaation (3) or (4) an out-of-plane support is required near the center of gravity of the cperator. One then must check ecuation (5) to determine whether an in-plane support is also required. If e exceeds that calculated from ecuaticn (5), an cut-of-
) plane support is required.
~
2
- e61800,IP3 t (5)
; W l L o_
f r h OUT Of ,Mard
# cut-of-plane required
. , C WffCF j/ (only)
{ $c. if e 24000 R3 t f // 0F s, _
, sm - ;- 2400 no e
A I i, . .. f2 and if e G 1500 Rc 2 t !* '
*o .
i Figure A4.3-7 f 4 A-17 4
x b %
- out-of-plane repred (only) y/ if e 24000 % t Q . C or I - ,u,o w - N'/ 1; y 2400 *
- = /N o '
7 /1 and if es 1500 R , t ;.7 A .- .
,', Wo !
i
'r -
, , . 1 n '
1 J Figure A4.3-a f3 / t' I both out-of-plane and
-C_
* - in-plane suppop recuired e :
if e >1300 P ~t
- j C.
n Wo
,' h . a l f
/ e, A
e 1 2 Figure A4.3-9 Support loads are calculated as follows: F, determined from Section 3.2.2, where the concentrated
~
weight is W3 (for all 3 dgures) F., (Hgure A4.3-9) determined frem Section 5.2.2 where the
~
concentrated weight is (W + WB)* i F,, (figures A4.3-7, A4.3-8) determined fbom Section 5.2. 2
~
where the concentrated weight is (W o - WB ). F, " ned to be increased by Wo e L c F (for dgure A4.3-7, A4.3-6 only) add to the axial force determined from Section 5.2.5,1.5 W0 4 a F,F support loads on valve operators is given in subsection 3.
; 3 4 A - 13
w i i 1 l O. Support loads en valve operators (F 3 and ? 4 ) are is follows:
= T for cases 1 througn 5 7., = F ,, o 2T, f0 r C;'.s eS r3 2.d ~
~,=F, .
'd e- W $ e e e V A - 19
4:pendix A4.4 - Section 5.2.10 Vent and Dr21- Lines a
- .. .. J
_eA .,
.i -
NC ~.. t
- i e 'wt
- i r t }
W ~I #
/
'.; .v;y
.s
\!\ f "L N _. N E--- f ,v g
/ !
~ i - I
_g.
' .,; -d
.. y . ;
VAY MAX vax LC = seis=de concentrated we1@t span (Appencis C) LB = seis-Jc span iAppendix Bi WC
- v317e W ei5ht Acceptable piming conf.gurazion LIax. *.*21:e Liax. Value Branch Pipe Run Pipe of a Teight We 3/4" Sch 40, 50,160 3/4" Sch 40 tr: ugh 4" Sch 160 3" 7d4 3" ***
. Sch 40. 50, *.60 '." Ich 40 ircu@ 4" 5ch ido
- 2 te branch pipe is en a hori: ental plane, te = arm"~ value cf a =ust be :scaced to 4".
t A -20 l
,i - I t' i l I 1 ., , 1 i Support loads need to be increased above those given in AppendLt C isee 4
! .sectica 3.2.2) by R and R as given below:
7 17 c-
.I i
1 , - j 'c J & a , __.'. F I' i s$m s .=q
/
i f i R =[s a + b ) < (60#) 1 i R,,
~
=[b
\a-b /
) x (60+)
i
)
j Note: R and R value are for 1/2 SSE, for SSE multiply by 2. 1 2 1 i ) i h I f i l 1 i 4 l i 1 A-21
,. . --. . _ . . . - . . . .__ _.= .- - _ _-
i I l i I ' I AFFENDIX S i
- f. ,
Seismic / Gravity Support Spacing anc Support Loads (Uniform Weight) t I .l . a t i Casa No. Case Cescripcica 12ge 3 - 1. 0 1 Reactor 3uuding - Ucinsulated , l < J 1 5-2.0 2 3eactor Building - Acti-Sweat Insulated , I B-3.0 3 Reactor Building - Re:1ective Insulated j ( 3-4.0 4 Auxiliary. Fuel, and Electric Euilding l j
' - Uninsulated
< 1 S-5.0 3 Auxiliary, Fuel, and Electric Building '
- Normal Insulated ' S-6.0 6 Safeguard Building - Uninsulated i
3-7.0 7 Safeguard Butiding - Normal Insulated I i . , i , l 5 1 h b l l
]
1 1
}
l l i i e l
s 1
-t C A S E ':0 . L
?.aactor Suilding - Uninsulated l
B-l.0
w f w a x I *u'a Laficai. 10Jaqaf SoACf9G5 a'40 3I5T 3088047 LOACS 1/2 53E fiALE Ca3E 1 4Eacies iLOS A'40 CJNTAINMENT 9 LOG S#ic7da 3/s ; C. Nat:ds . 4 I.c.:3 st'.LE: '>s!*. W.ari 1: . 4 2c: 3 :- ..A 5 3.2:0: 7 :.:A7S
! 3**I : . 5 * ".1 <5:te, . ! 3- : ;;.., . 1010, 4, e. :V 4.
)
- pg
- . 3, .. 4. e.
i .. . ; 9 3, gi
,.4 .
i s.4 , 23 'u, 750 41 f.t 31. ed. 20 34 ?!. 7. ! 750 40 1.1 14 110
- 47, 53
- 730 ten 0 139 ,124 1.?u0 4i 7.4 93. 71
.51.
1,150 2*
.3
! c.. d
'. 2 4
.... ...3 s. .
1
..s.u
... . .-n.,
2 . 152 122. 231. t.501 41 8.5 tit. 17.. 3i2. 1 t.5G3 . . . ,
*) ,
- .s
', l '. .
.e,
*'.i.
4..
,. 32
. . s w .. ..
3i. . 41 . 4: l',5 t*1. i.'. . 3 . 7 0 ': 4: 5 .it. 314 23 :: 7 21 8 2.200 282. 345. 55a. $47, 1 2.000 *sc 13.7 4 512. gas. 2,300 a] 11.6 293 4c'. sc7 360 447, 720 2.500 20 11.7 fit. 1:3d, l 2.500 tec 11.3 441 54*. 444, 20, !+*, 1144
.? 12.7 j 3.000 330 144, 11:0, 12=4
- 3.000 in 14.9 t '4. ? . 13 9 13.0 711. 14 4, 3.003 ted 750, l'21. titt. !???.
; 4.3 03 43 14.3 12? , ;;4c, 2324, 14.s tug, 4.3*0 40
'293. '
8 252 . 8*2. 4.300 ' e s: 14.7 . t'
! l 1
i 3- i.1 i I
=
VEeTICAL G4Av!TY 4 'ALLC=AsLE VE4TICtL SpaCI'IGS = 945EO QN ***I*Um
- 3ESPf. ACE *E47 104 (NCH rgttg; ,;%:s m,3 i;
?ASLE 3/a t N C
- f *
- rN r,- 4 I sc wE .1
'21.
Sc .c;'s : 3:st . ..
........ >:~. ! e e.s. .* ..
7,3 40
,73c 40 7.s i 7% 7.5
,75a tsa
$,3 t,000 40 4,5 30 8.cco too 2,4
-l 1.JCC -
1
';,i 44 1.300 40 '1.3
.,500 !'.i 1,501 too
'!.I 2 , 3 0 '. 41 :;.-
2,000 30 11,- 2,004 1ao 12,5 2,5C0 40 40 12.s 2,500 ti.s 2,57* 160 l
- 13,7 3,000 40 13,9 3,34; 30 l 13,<
i 3,no ts0 15,3 4,300 40
*3,s 2,000 40 .
i tec '5.4 J,300 e J l I I i 8 - 1. 2 i l _ _ _ _ _ _ _ _ _ - _ _ _ - - _ -
w CASE NO. 2 Reactor Building - Anti-Sweat Insulated i B -2. 0
s
. . & 1 t
- 1; ** (af E4 Q 4CDGCdf 3 G A C I N ".S ANC A[3( $1 83CGT LC A F;$
y uiaCTCw 9tCG ANO C F ' ? a r s. . E % f .i.1G 385C'0L 1/2 354 g 3 4, a 3 3 :~ a jfa
~
.e. t..C'.n. . t.Cw:S
. t',*.E; 457*+3*E4' I 3 N L a ? ! C
i
- =rs' t~.3*3 t. .. Ace 2*- . aJ$
j
- .. ..:. .: 433 15;J
;t.. . t/> s p.; r.3s,. .
j .... . . . . . . . . . .... 4 . <o
- 2. 44
* ' r *; t.1; f . .) r. 4 ; ( >, 3 }
l 1 35 ad, 71. 43. l . *1" a' .a 14 28 4' s.A 42, 57 ,
. ? 't ' 94, t'C. 115 I
. ' 'i ' 13.; s.7 50, i
4
.e ?,e 57, 74 115 135. )
'.*N '17 taa.
,a** a- *
,7 34, 33,
'su, til.
- ',- a2 !!t,
4 '54, 215. 275 I
.. *;' a 2.2 lie.
44 .
- r- 4 .' 2.1 '.3, io).
!!'. 4!1.
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l I CASE NO. 4 Auxiliar/, Fuel. and Electic Suilding Uninsul.ned B-4.0
a wattwow L a f r o at, stim ono f Spactur.S ANr star Suponef LnA03 1/2 3SE l *19th " A .* E 2 UJYts.ta2Y. Fi!EL . 140 ELECfottUNINSULA'r; 3 LOG 38ECT71 I 3/c TNCw T w o n tt e. " 4 I'ICdE4 FILLin 3:13 mo' LJa03 Mt-'_r issu H'sor27 t,'A'3 f*3 Av.
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CASE NO. Safeguard Building - Sormal Insulated i B -7. 0
warte * : .i?rmu_ 3'80n007 Smacivq1 nn stoe 3upoort t,'aca
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w . 4 1 J i ' APPENDIX C Seismic / Gravitf Succort Scacing 2nd Sudoort Loads (Concentrate: Weirht Fage Case No. Case Descriction l Reactor Bunding - Uninsulated C -1. 0 1 C -2. 0 2 Reactor Building - Anti-Sweat insulated C -3. 0 3 Reactor Building - Redective Insulated C-4.0 4 Auxiliary, Fuel, and Elec=ic Suilding U: insulated C -5. C 5 Auxiliar/, Fuel, and Elec=ic Suilding Sormal Insulated C -6. 0 6 Safeguard Suilding - C insulated C -7. 0 7 Safeguard Building - Scr=al insulated i e I t
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