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iBROWN & ROOT, INC. PROCEDURE EFFECTIVE
CPSES NUMBER REVISION DATE PAGE
|JOB 35-1195 -
: CI-CPM 8.2 5 3/29/83 1 of 3 |
/L A n'
TITLE: | ORIGINATOR: ///Nds_
Yf3CONTROL OF SPARE PARTS REVIEWED BY: a
Mnh vnb ;""QCAN WJ QA' DATE I
APPROVED BY hMe 4-J W PS l-
CONSTRUCTION PROJECT MANAGER DATE'
1
o.i TABLE OF CONTENTS i'
1,0 INTRODUCTION ;
S 1
2.3 ISSUANCE2.4 CONTROL OF USAGE
1.0 INTRODUCTION
The purpose of this procedure is to control the storage, issuance,and use of bulk spare parts and W renewal parts.
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2.0 PROCEDURE
2.1 RECEIPT
Spare parts shall be received in accordance with CPM 8.1.
2.2 STORAGE
These parts shall be stored by segregating from other parts andshall be identified as spare parts by physically marking each i
ipart, the parts' container, or storing in a segregated area desig-nated by signs or barriers as spare parts storage.
2.3 ISSUANCE I
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2.3.1 Bulk Spare Parts
Issuance of bulk spare parts, and return of spare parts to the |warehouse, shall be in accordance with CP-CPM 8.1. The issuance | |
of spare parts procured other than QA Code "A" and/or non-safetyI
I
related (as referenced in THE-PR-3) shall be authorized by aComponent Parts Safety Evaluation form (CPSE; Exhibit 8.1) |approved by TUSI Nuclear Engineer (TNE) before issuance of the ; j
C/2'3f'"8607110486 860630 _
PDR FOIA PDRGARDE 85-59- ~ ~ - . . . . . _ . . .
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JOB 35-1195Comanche Peak Steam Electric Station
Construction ProcedureDOCUMENT CHANGE NOTICE NUMBER 1
This notice applies to Construction Procedure No. 35-1195- CPM-8.2 Revision 5 .
This change will be incorporated in the next revision of the procedure.
Change the procedure as follows: )
Replace the following with the attached:
Page 2 of 3Page 3 of 3
Reviewed by:
.y *2 h cfD- .
Or1g1natcr / Date 3 g|0 -!!rown & .icot Qfaality Assurance Data'
Reviewed by: f
''Approved by: ,
IUGC0 Quality Assurance Date j
p/ /-2-7 7 - " June 3, 1983'
Construction Project Manager Date Effec:1ve Cate
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PROCEDURE EFFECTIVEBROWN & ROOT, INC. NUMBER REVISION DATE PAGE
CPSES-
JOB 35-1195 CI-CPM 8.2 5 4/29/83 2 of 3
purchase order or upon requisitioning the items from the warehouse.Those items procured QA Code "A" designated to specified equipmenttag number (s) do not require a CPSE. Those items procured Non-Safety Related also do not require CPSE.
Additionally one of the following documents shall accompany theCPSE form:
1. Operation Traveler (0T; prepared in accordance with CP-CPM6.3 and approved by the discipline CPPE);
2. Maintenance Action Request (MAR: prepared in accordance withSAP-6).
Either form shall specify exactly on which item the spare part willbe used, and exactly where on the item the spare part will be used.Additionally, either form shall reference the purchase order numberby which the spare part was purchased. i
Component Parts Safety Classification Evaluation Form
Items 1-12(c) are completed by the requisitioning party. The remain- )ing items are completed by TNE in accordance with TNE-PR-3.
After completion, the OT or MAR and evaluation form are returnedto the requisitioning party.
2.3.2 W/NSSS Renewal Parts
Issuance of WJNSSS renewal parts shall be in accordance with CP-CPM8.1 and paragraph 2.3.1, except the CPSE form shall not be required.
2.3.3 ASME Parts other than Westinghouse !Issuance of ASME spare / replacement parts need only be documented on i
!an Operation Traveler and controlled in accordance with this inst-ruction. The balance of this procedure is not applicable to ASMEitems.
2.4 CONTROL 0F USAGE
The item shall be used as specified on the OT or MAR. Deviationsto the specified usage shall not be permitted unless the changesare approved by TNE and documented on the OT or MAR in accordancewith the applicable procedure.
The use of a higher quality classed item than that which wasspecified is permitted without additional approval (e.g., an "A"item may be used when a "C" item is specified). A lower quality-
classed item shall not be used when a higher class is specified(e.g. , a "C" item cannot be used when an "A" item is specified). |
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CI-CPM 8.2 Rev. 5 DCN #1 6/3/83~
Sheet 2 of 3..~~~T
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PROCEDURE EFFECTIVEBROWN & ROOT, INC. NUMBER REVISION DATE PAGE
CPSES'
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J08 35-1195 CI-CPM 8.2 5 4/29/83 3 of 3 -
EXHIBIT 8.1
r
COMPONENTPApTSSAFETY CLASSIFICATION EVALUATION
(TYP! CAL)
1. FIELD REQUISITION NO. 2. TNE REFEREtCE NO. _ j3. EQUIPMENT
4 MODEL/ TYPE5. VENDOR 6. P.O. NO.7.
EQUIPMENT SAFETY CLASS!FICATION & FUNCTION:
ANS SC-1 , SC-2 SC-3 , N NS , N/A,
IEEE 1E , Associated IE , NON-1E , N/ASEISMIC CAT. !. . !! NONE,
EQUIPMENT SAFETY FUNCTION
8. MANUFACTURER 9. TAG NUMBER
10. MANUFACTURER'S REFERENCE ORWG.
11. CPSE3 REFERENCE ORWG.
12. COMPONENT PART OR MATERIAL'
(a)Mame or (f) Generic(d)Sa fety/ (e) Procure- Applica
Cescription(b) Manufacturer (c)Part No. Non-Safety ment Code bility
13. REMARKS
14. SOURCE DOCUMENTS USED TO DETER 4INE PARTS 12(d) & 12(e)
ORIGINATOR EXT. DATE:
EVALUATORDATE:
APPROVED BYDATE:
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CP-CPM 8.2 Rev. 5 DCN #1 6/3/83 Sheet 3 of 3~
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i BROWN & ROOT, INC. ISSUE,
CPSES NUMBER REVISION DATE PAGE
( JOB 35-1195QI-QAP-11.1-28 25 8 of 75g 77 g
I
NOTES: 1) No evaluation is needed when a salvagedsupport or part is to be used on a lowerCode class than for which it was originallysupplied.
2) No evaluation is needed for NPT stamped ,
component standard supports, if it is to be lIused on the same Code Class as originally
manufactured.
3) ,Special Requirements for Snubber Salvaging
NPSI and ITT Grinnel parts or hardware shouldnot be interchanged.
Snubbers and associated hardware may be usedon component supports from the same vendor(NPSI, ITT), other than those for which theyare designated, provided requirements of-
( this u4truction are met.
3.2 MATERIAL IDENTIFICATION
3.2.1 Material Identification Requirenents
3.2.1.1 Vendor Supplied Component Supports
Vendor supplied NPT stamped caponent supports shall bearmarking (i.e., name plate) traceable to the design drawing.Component supports requiring field welds at installationshall bear mechanically marked unique identification on eachpart traceable to the vendor data package.
3.2.1.2 Component Support Standa'rds (Catalog items)
Component support standards such as shown in Attachment 15,shall be traceable to a Certificate of compliance until thema terial is received and verified by QC, and controlleduntil issuance for fabrication / installation in accordancewith Brown & Root Quality Procedure CP-QAP-8.1.
The acceptability of the component support standard andfa steners for fabrication / installation is ensured by thevendors unique identification (i.e., letter code, MIC no.,serial no., etc.) or a Brown and Root applied color code
l (Class 1 - Black, Class 2 and 3 - Gre
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- BROWN & ROOT, INC. ISSUECPSES NUMBER REVISION DATE PAGE
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( JOB 35-1195QI-QAP-11.1-28 25 JUN 111984 9 of 75
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3.2.1.3 Brown and Root Fabricated / Modified Component Supports
Brown and Root fabricated class 1 component supports shallbear unique marking on each iten of structural steel usedin the fabrication of the component traceable to a CertifiedMaterial Test Reoort (CMTRI- Structu ral steel used in the
~ fabrication of class 2 and 3 component supports shall haa runique identification traceable to a Certificate of
3;ompilance B, of C). Materials used to modify vendorsupplied caponent suppo rts shall also comply wi th thepreceeding requirements.
3.2.1.4 Material Traceability Requirenents
Material for component supports shall carry identificationmarkings which will renain di stinguishable until thefabrication and installation of the component support isaccepted. If the original identification markings are cutoff or the material is to be divided, the identification
i shall be accurately transferred to assure identification ofeach piece of material during subsequent fabrication orins tal la tion. QC shall verify marking transfer prior toseparation.
3.2.2 Material Identification Documentation
3.2.2.1 Material Identification Log (MIL)/ Structural AssemblyVerification Card (SAVC)
During fabrication / ins tallation of component supportsmaterial acceptability shall be verified by use of the,MIL /SAVC. The QCI shall sign and da te the MIL /SAVC toindicate that the materials listed are DroDerly identifi ed
and docunented._-~
NOTE: The shop / field QCI shall compare the entries onthe MIL /SAVC to the respective MR to assure thatthe material has been verified by Receiving QCI,and is acceptable for its intended use. Copiesof MR's for bulk material verified by shop QCIare not required to be included in the supportpackage.
3.2.2.2 Material Requisition (MR) |
! The MR .is used by Construction to requisition material forfabrication / installation. The entries on the MR shall becompared to the material being requisitioned and ageptableverification shall be denoted by Receivina OCI sianature _ 1
on the MR._
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SROWN & ROOT, INC. ISSUE*
CPSES NUMBER REVISION DATE PAGE
l JOB 35-1195QI-Q AP-11.1-28 25 JUN 111984 10 of 75
3.3 MATERIAL DIMENSIONAL CONTROL
The completed hanger shall be inspected to ensure compliancewith the dimensional sketch on the hanger drawing.
NOTE: Any questions concerning. component support standards'size and/or dimensional requirements shall be broughtto the attention of QC Supervision. QC Supervisionshall refer to PSE and the applicable vendorspecifications. If a discrepancy exists, it shallbe reported per CP-QAP-16.1.
,
3.3.1 General Fabrication and Installation Tolerances
Fabrication and installation shall be performed inaccordance wi th the drawing detail and the followingpemissible tolerances:
3.3.1.1 Installation Tolerances,
1. Base plate attachment 1/4"
2. Hole Locatica 1/4" or as shown onthe design drawing
3. Seismic Restraints
a. Restraints, anchors, guides, etc.
1) Pipe diameter 21s" and larger (Class 1, 2 -
and 3) and 2" and smaller ASME Class 1,support location shall be detemined by FieldEngineering. The QCI shall verify that thesupport is installed on the correct line andat the approximate elevation and location asshown on the design drawing (BRHL/GHH).
NOTE: In certain cases Class 2 and 3, 2"and smaller supports have the same !requirenents as above (1). These i
are identified by the presence of |
a stress problem number on thedesign drawing. |
( 2) Location; pipe diame ter 2" and smaller.ASME Class 2 and 3.
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Dratft 1 9/15/84
Category 33 AQH 22 CP5
0Y $/
fh ' f i]SSER
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at NumberHechanicalandPipingCategory3a31. Allegation Group:
r - ~- .
Missing on Piece
2. Allegation number: AQH-22
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Itwfallegedthattherewasnoheatnumber(UT.3. Characterization:
No.k)/ marked on piece number 5 installed in pipe support mark no) 5SI-2-073-401-S32R.
4. Assessment of safety significance: In a TRT interview with the
alleger and a review of t'raveler package documentation the alleger
provided clari'ication. He stated that although HT. Nos. were
availableinthereceivingin]pectionreport (RIR) 21236 QA Record
Package (vault) the alleger could not determine the correct number'
to' apply to piece 5. A dispute with the craft resulted,and the QC
Inspection Supervisor deduced the correct number from the.
documentation and assigned a different inspector,not the alleger,to {e4 N -
verify the transfer of HT. No, rking and QC sign ed.-44n the traveler,
documents.
The TRT reviewed support traveler documents consisting of the support
drawing, material requisition (MR), request hanger or parts (request.- ,'
f 1 8 Si !
Cc./ 2.3 8q ,4 m 90-: m.
m.
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to fabrication shop), material identification log (MIL), weld dataM
,
card, NPS Industries ()G'SI) material tracer (shipper) and Brown & Root
(B&R) RIR 21236.
THE TRT review of the above noted documentation found that the
I allegation, as described in the technical interview, with the alleger,
was substantiated.
The TRT found that piece No. 5 was supplied by NPSI but erroneously
identified on the NPSI material tracer as piece No. 6. The tracer
documents the shipment of two different material items as piece No. 6.
The TRT concurs with duced logic of the QA supervisor based on the
following:
$The correctly identified piece on the NPSI tracer is for SA-240 -a. j
TP 304 stainless steel plate, received at CP as bulk plate HT.
No. (MIC) 8391NF to be cut by the B&R fab shop and issued as 3-
1 pieces 3/4" x 14 k" x 104".
I
b. The erroneously identified piece No. 6 on the NPSI tracer
(actually piece No. 5), was receivcd at CP as SA-36 carbon steel
1 piece 3/4" 12 k" x 12 k" HT. No. (MIC) 5734NF.
!There were three pieces of stainless steel plate of a specified
dimensionandonepieceofcarbonsteelplatetoadifferentspecifiedgVfWdimension. Since the visible dimensions and material cosmeticf are
d
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freadily apparent the ART finds that the error on the tracer is obvious.
.
The technical interview with the alleger inte infers an impropreity on theN. <,
part of the QC Supervisor and General Foreman.!'So they gor some poor -
- -''ol inspector who wasn't too bright'11n bypassing the alleger and 4 C#64
,- rI.
assigningadifferentQCInspectortoverifytransferoftheHT.''$o.JBeduced by the supervisor as the correct number.
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The TRT interviewed the QC Supervisor who stated that the " Poor 'ol '
inspector" was under his supervision at the time. The supervisor also
acknowledged that his endorsed correction on the MIL merely corrected
a transcription error, in,the HT. No., made by the inspector who
verified the transfer. The TRT finds that the action performed by the
supervisor did not violate any precedure. The TRT suggests however,!
that the QC Supervisor was remiss in not following up to obtain a l
corrected NPSI tracer.
The TRT does not agree with the alleger's inference of impropriety and
finds that the QA Supervisor acted within his responsibility to
identify and evaluate problems and assist in providing solutions.
The TRT also finds it reasonable for a supervisor to seIect and assign .
personnel and to provide direction for personnel under his'
supervision..
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The TRT interviewed the B&R Material gontrol Supervisor to confirm the
error en the NPSI material tracer. The supervisor initiated i==ediate
corrective action by telecon with NPSI. A corrected copy of the
tracer was teletyped to B&R Paterial Control by NPSI September 13,
1984. The TRT verified the availability of the corrected copy. The
erroneously identified item 6 was corrected to read ites S.
The TRT accepted a reasonable explanation by the B&R Material Control
Supervisor that receiving inspection acceptance of the caterial with
an error in the docu=entation was a random event in the large volume
of shipments by NPSI to CP.
The TRT verified that the corrected tracer was added to the RIR 21236
QA Record Package and the Support (Hanger) Package..
5. Conclusion and staff positions: Since the assess =ent verified
documented evidence and traceability of the correct heat number for
the alleged piece nu=ber 5, the TRT concludes that there is no safety
significance nor generic implication to the allegation.
6. Actions Required: None.J
8. Attachments: None
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9. Reference documents:>
1. Receiving Inspection Record 21236
2. Hanger Package SI-2-073-401-S32R
3. Technical. Interviews with Allerger August 8 and 23, 1984
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10. This statement, prepared by: '
f. ,
Name Date,
-,
Reviewed by:
Group Leader Date
s,
Approved by: '
Project Director ' Date
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A tB C.'C J! /z H D i P l N TH E TF. A VE t e t _ l D t0 M r_ h i .' .
Tn E TR.T RE ulE web .5 0 ?Pc KT TMivt.LER. 3CL0t1E nT.' C0 d313it h L CF Titi
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TiI4TS l RLcoasT To FA eltiCA TQ N SibF), MA TE.hfiL ILE s'TI Fi Chilh i.b(, [NI L),
'd i l b L h i h O h i .[] , N P.5 IN.005TRIES bio 31') MI)1'E V.)))L TP h C f IL. (4 Hi? Pir.)M D 200t.JH ' RBCT [ 2 C. ) n IR 212 3 6,
InL T r. T n . .: ..; |<E vi d','l M Ti:s hTdovi //til IID& DMO!7//!!D N FO viu
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WiTH THE ALLE&Elt WAJ JO21 TANT /ATED.
7HE 7RT foon]] THAT PillE ho. 5 tvaa duPPL IG 3Y NFJL 207'fRilDNEDOJLY lD[NT/FiEh 68 Thf Mi'J.E NA7iGlaz TMCEA n$ FIELEkblTHf TRAGE R 3CLOhlNTJ THE JH/FM[NT Of TWo D/FHRENT MATEti/Al /titLAS PIECE No.6 . TI4E TitT C,0N C t)RS WITtt DEMcED Lob IC OF TH E drf
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30FERVI60 P, BMii) DH THd FOLL&uth Gi 7,,7 g,=g,
I- Thi CDkRLLTl1 CDEHTIFI(3 Pl E C.E L OH,TKACER I6 foR SA-240TP 364 SinthLE S JTEE L PLhTi, AGLEIVEs AT[? Ab 20LIL PLATE KNo.
(MIC) 8 39 I NF To 2E CUT B9 THE B e R FA2 shop are issd2Ii as
3 PIECES 3|1"X l 4 Yt "X Ib YI ."2- THE E kRD N EDOSLY LD E N TIflE_ F/llE ND. 4 ON THE AIPSI TMCEll
[ ACTUALLY PlECE NO.5) whS RECEsVu] ni dP AS SA-3L CnRBON
ETEEL I P)ECE 3|+ X 12 ht 12 N ~ HT.No.[ HIC) 573 4 NF."
THE RE YlE R[ THREE PIECES OF STAIN LEH STEEL PL ATE OF k SPEDDE.L
D \ M 6N3t DN A d.b O M E PIEll O CARbh 4 TEEL FLATE TD A DIFFERGhT
SPE CIFIEh illM E N SIbN. SINCE THE vl31BLE blMEN 5 IONS ANDMATERI AL (03 METIC S ARE REALILT AFFAR.Et4T 7tt E Tf4T FitfD3 TH AT TdE
E(LROR 'On TH E ThnLE(L (3 oevlb o5-
THE TEL H n \ CAL IN TEll tis Ek/ ki t T H THE A LL E(sslL IN FERS /)N
IVPP.DPhlETY DN THE PART OF THE G C Saruwisch An.D GEuiut"
*LkEMAN 30 Tis t' COT soME Poop. 'DL ins?iLTOR who NA$dT"
700 SRIGHT iN BY FA 63 iN G TH E AlL E& GfL frHD /16SIf,HIN(, RT)lFTEAENT &6 INSFECIDR TD VERif Y TRANJ FER oF THE HT. No,
DElGL GD Bi Ttf50 FEM ) J O R AS TH E CDM.E LT n o m E EK .
Tu E TRT \ NTELvIE WEl> THE D.6 SUPETWI6ok wno STATEt Ilila inio e
Poon ot >H3PE C To k WAS UHD ER HIS SoPEU15 loa hT Tite TIMG a TH E
5U PERVISoil A L$D ACKdOlbLdoGEh ThnT Hl.5 EtGMLSED CDRKELTION CW:
f *
L'AV )f73. ' .
89 f(Yl+E M \ L MERELY CDhREETED h TenN3CRIPDON ERRD A,Il4 THE HT.H0.,
H A3) E BY THE iN SPECT6 FL w Ho VEP.t it E u YHE T(LA H VE F- THE T9.T FINMTHAT THE AC Tto N FGRF0AMED B1 THE ZuPERV15bR,MO N6T VIDLt|T[ htlY
PRDCEDURE, THE TRT M iS HouEVER THE 00 30T4GISh2'
1)/A 5|N N ~ o tvlH G U P TO o ' m n ai nftile NPSECfR.
'
ALLEGDD OF \M*
Tlit iRT DDE5 HOT R&RGE WsiH THQlNFGRENCE,htal FINDJ MtAT THF.Q. A LOPERVLSDR ACTED WITHIH Hl.S RESP 6tiSIEILITY TO 1DENTIVY ANDEVhlunTE PRDELEnS AtG ASSI.ST IN FilbililiIN& dbLOTIONJ, TNiTUALSD
FIhi)3 IT REA$DHhBL[ f0ft A 30PE(WISO(L To SELECTstNL A35/6h r2aSaliNitAtLil TO PRbV|Li i);ILGeTIO N FotL RlUCNNEL UNDEll Hl.S SuPEAV/2/atl.
THE 7RT lnTU.t!)Et.)EJ) THE 13 ! R MATERI AL CONTRbL 50Pd VI56 K To Cbn R lu
THE ti(\K'Ok OH TrtE N ?0 I M ATE (L) AL Tihbl[$l. TNE $USil$V|$d/1/NITidifIlKn#N
IHHEll ATE CDstfiEC.TI VE,, BY TELECod WGH M61 A ColulE CTEL Cb PY b F THi
TMLLi. WR$ TELETYPED TO E ?R MATEntnLCONTHbL BY NPJ1 Si?TenEERl! 17!l
THE T(4T VElkIFIED THE AVAILAi?tL uiY DF THE bkhiLTG <'b?Y. THE ERKbhudsI DENTI FIG ~13 ITE n la Wh1 CD kkccT6.u Tc> READ 1T E N S, y
THE TP.T hCCEPTil] A f(6AJON 2LE EMPLANA DON E Y THE 13.'li. MArilzti)L Con 7th' "g n- .
L ' '"THttT RECE\ VIH& I NSPELTID h RCLErTANti of THE MATEtunL WiiH AN E0000-nh THE DCOMEHThilDH WA$ fr ilhHutFI sYE|u r in THE LA12(X voLOMEofS Ri P MEnid 8 Y N P5I to C P.
THt~ TRT vel.n FI6.D THRT Thi LORRiCTCu TT2ACEll. WAS AL:DED T6 TttE 8t\tll2 3G QA REcotG FACKn c,E M.D THE 30?Pola (HAk6 Eld PAlkA&i.
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2- H AN66 R PACKAC,E 51 -2 - 67 3 'f 0) S 3 2 R
3 - TECHHlCRL INTEILVIEW.3 WITH ALLEGER h0 GUST E AG 23 I934:
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c,-10'. This statement prepared by: Ohte
. .tiamey. ,
4 -
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Reviewed D : Date #Y Group Leacar-
3,
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Approved by: DataPro,3cct Director.
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l' ; $Draft 4 11/2/84 o
g Category 33 AQH 22 CP5
SSER
.
1. Allegation Group: Mechanical and Piping Category No. 33
Heat Number Missing on Piece
2. Allegation Number: AQH-22
3. Characterization: It is alleged that there was no heat number
marked on plate piece number 5 which was installed in a pipe support
(Mark No. SI-2-073-401-S32R).
4. Assessment of Safety Significance: The alleger stated in an interview
with the NRC Technical Review Team (TRT) that although heat numbers
were available from receiving inspection report (RIR) 21236 in the
quality assurance QA record package, he could not determine the
correct number to apply to piece number 5. This--resulted in a rH sputefg ,
h , '~ ,n-
,3 pith " aft perscr ch The quality control (QC) Inspection Supervisor,
tr -
_- deduced the correct number from the documentation, then assignedI
' ' '
g , |; - someone else to verify the transfer of the heat number marking and~
.,* sign-off for QC in the traveler documents.
,
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The TRT reviewed the traveler documents, which consisted of the
support drawing, the material requisition (MR), the request hanger or
partsfhm(requesttofabricationshop),thematerialidentification-
log (MIL), and weld data card (WDC). The NPS Industries (NPSI)
shipper material tracer and a Brown & Root (B&R) RIR No. 21236 were
also included in the traveler.
The TRT found that plate piece number 5 was supplied by NPSI, but was
erroneously identified on the NPSI material tracer as piece number 6.
The tracer showed that two different material items were shipped as<
piece number 6. The TRT determined that the QA supervisor correctly
identified the heat number for piece number 5 by using the following
information from the travelers:
a. The correctly identified piece number 6 on the NPSI tracer was
for SA-240 TP 304 stainless steel plate, which was received at
Comanche Peak Stean Electric Station (CPSES) as bulk plate and
was marked heat number (MIC) 8391NF. The bulk plate was to be
cut by the B&R fabrication shop and issued as three 3/4-inch x
141-inch x 101-inch pieces.
b. The piece erroneously identified as piece number 6 on the NPSI
tracer, and which, in fact, was piece number 5 was received at45
CPSES one piece of SA-36 carbon steel, which measured 3/4-inchn|
121-inches x 121-inches, and was marked as heat number (MIC) j
5734NF.
1.
-.
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-3-
Because there were three pieces of stainless steel plate of a
specified dimension and one piece of carbon steel plate to a different
specified dimension, and because the visible dimensions and material
cosmetic differences are readily apparent, the TRT determined that the
tracer contained an obvious error.
The TRT interviewed the alleger who said, "So they [the QC Supervisor
and General Foreman] got some poor 'o1 inspector who wasn't too
bright...." thus implying that bypassing him and assigning another QC
inspector to verify transfer of the heat number was improper.
The TRT also interviewed the QC Supervisor who stated that the "foor,
'ol inspector" who verified the heat number was under his supervision I",/
at the time. The supervisor also stated that his endorsed correction 4'gs
on the MIL merely corrected a transcription error in the heat number
that had been made by the inspector who verified the transfer. '
.
The TRT disagreed with alleger's inference of impropriety and
determined that the QC Supervisor acted within his responsibility to
identify and evaluate problems and assist in providing solutions to
them. The TRT also determined that it is reasonable for a supervisor
to select and assign personnel and to provide direction for personnel
under his supervision.
., - _ - - .
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.
-4-
The TRT interviewed the B&R Material Control Supervisor to confirm the
error on the flPSI material tracer. The TRT learned that the
supervisor initiated immediate corrective action by telecon with f4 PSI,,.
and that a corrected copy of the tracer was teletyped to B&R material~
control by f4 PSI on September 13, 1984. The B&R Material Control'fl '. o)
Supervisor's said, accepting material with an error in the
documentation during a receiving inspection was a random event in theSLS
large volume of shipments by f4 PSI to cpl. The TRT detemined that this
explanation was a reasonable one.
The TRT verified the availability of the corrected copy of the fiPSI
material tracer and found that the piece erroneously identified as
number 6 had been corrected to show the piece number as 5. Tne TRT
also verified that the corrected tracer had been included in both the
RIR 21236 QA record package and the support (hanger) package.
5. Conclusion and Staff Positions: The TRT finds that the action
performed by the supervisor did not violate any procedure. The TRT
suggests howeve;, that the QC Supervisor was remiss in not following
up to cbtain a corrected f4 PSI tracer. Since the TRT assessment
verified documented evidence of traceability for the correct heat
number on piece number 5, the TRT concludes that this allegation has
neither safety significance nor generic implications.
6. Actions Required: flone.
1
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w. .. .
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4
-5-
8. Attachments: None.
9. Reference Documents:
j 1. Receiving Inspection Record 21236.,
| 2. Hanger Package SI-2-073-401-S32R.4
j
3. Interviews with Alleger, August 8 and 23,1984..
$
10. This statement prepared by:% ;. '>.cc.
DateI % e t. , -,
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Reviewed by:y! ' s. n c.s
Group Leader Date
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Approved by: '
' .>p: er
Project Director Date*
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NUCLEAR REGULATORY COMMISSION. ..
Technical Review Team Staff
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Date: November 14, 1984' '
Reporter: arenaa c. nein, c.SR . -.,,
,
0 cS cR c111ociatas -
thofnaonalLfhng303 West Tenth |
P. O. Box 17706Fort Worth, Texas 76102-7071
. (Metro) 429-3279
E01A-8b-b9 e/2m
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4
1 UNITED STATES OF AMERICA- NUCLEAR REGULATORY COMMISS.I.ON. . .;
2 ''TECHNICAL REVIEW TEAM.
3; TECHNICAL INTERVIEW,
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\ 5 s,
*
i 6 .
I Wednesday, November 14, 1984 .
i Granbury, Texas; 8I
.
' 9 ~
The interview was commenced at 4:15 p.m. .
i
10 PRESENT:i
! II MR. JOHN ZUDANSTechnical Review Team Staff .
12 Nuclear Regulatory CommissionWashington, D. C. 20555
, ,
'
MR. BOB HUBBARD. 14 Technical Review Team Staff
| 3 Nuclear Regulatory * Commission
j Washington, D. C. 20555*> v
$ MR. . SHOU HOUi o Technical Review Team Staff -
17t u .
Nuclear Regulatory Commissiono* Washington, D. C. 20555
18 ,,. . .
** * ' **** MR. ROBERT MASTERSONI'! Technical Review Team Staff
' '
5 Nuclear Regulatory Commissioni
20*
}' r Washington, D.,C. 20555 *
* ~; .
* * * *-
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; 213 MR. JAMES MALONSON; Technical Review Team Staff'
22E Nuclear Regulatory Commission
Washington, D. C. 20555 .| n-
MR. CHARLES RICHARD24
Technical Review -Team Staffi Nuclear Regulator'y Commission"
- Washington, D. C. 20555'
,
2.i
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PRESENT: (Continued)| a,* *... ..
2 *-MR. CHARLES HAUTHNEY,
I Technical Review Team Staff3'
Nuclear Regulatory Commission ..-
Washington, D. C. 20555
6 ,
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welds, welds seams do not match drawing location on theI
~ I2 floor around. unit one reactor vessel. N6'w,"does'fh'at L- ~
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~ MR. HOU: Could be other people's.~
I raised that C-5-
No, I don't believe I --
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issue. I don't believe I did. I may have.6
b JMR. HOU: I think we may have other peopl- _ _
MR. RICHARD: Yeah. So*it's obviously other people.8
.-
9 We do have.another person --- .
10 MR. HOU: That.'s.right.I
|11 MR. RICHARD: --- listed that concern.
Prob'ab f:
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13 I don't think I raised issue. V.
MR. ZUDANS: Okay. We appreciate you being frank ji-
with that because we have some -- a,significant number j,,
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and sometimes these things are mixed up between one or the i-
168 'es
$ 17 -
f other.
* '18-
WeII, with all the -- with everything| *.*
v ._g 39 you people have to go through, I can understand something:.a .
! 20 .getting mixed up..
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E 21 There are' Neveral hundred of these.3 MR. HOU::
2 MR. ZUDANS: All rights We'll defer that one to the22=
[/II N ' k k'37'"appropriate individual.. _
. .
24 Jim Ma'lonson, would you. cover yours? ,
],~
25 I'd like.to go off the record for a- - MR. MALONSON:
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2 MR. ZUDANS: , Okay. Fine. -~ .
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,3
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i. . 4 (Whereupon, an off-the-record
!discussion was had after which'
- 5 the proceedings continue'ds asfollows.)
6~
.
7 MR. MALONSON: Your concern was in regard to a missing
or an incorrect heat number that was marked on a piece of8
cut plate carbon steel plate that was used in a pipe support9
in a. penetration in' unit two, Comanche Peak unit two.10
I You'.re using the term " cut plate".
MR. MALONSON: It was a cut piece of plate, dimensions.-
13 'g o a h e a d .r] .
MR. MALONSON: It was dimension to some inch dimensions."
15 Okay. Go ahead.,
MR. MALONSON: Okay. And it was in a support marked[ 16
' '
I Y u stated, I believe, you were
concerned that when you were asked to verify.the transfer of* 18*
I ''
the hpat . number you couldn't do it bec'ause there was a~ * * * * -
**
g 19-
af 20 -- some. anomaly in the paper' wor,k. It involved national --
-
3~ *
' excuse me, nuclear . support industries',hP5I, pieceE 21-
j
number s'ix listed twice on the material tracer..
C~.-'*
Right. ,
I ve started out with the' supporti,', MR. MALONSON:' Okay.
, ;. . , ,
package and traced down tihe material requisition that2s*
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_ - _ _ _ _ - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ -
. %.
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1 ordered the material from the shop. The material
2 requisition stated that it was a vendor supplied piece.| - ... ..a, ,
'
3 I then went to the receiving inspection records to verify
whether or not that piece was received in ths'' shop and I4
5 found the material tracer and I found two item numbers --.' s
6 two item number six. Obviously some kind of an error,
*
7 because one of the items was a stainless steel plate,
8 piece of stainless steel, and one was a piece of carbon -
9 steel plate. I then traced the material requisition to
the fab shop where they cut the balance of the material,10'
the other plate items, item number six, for instance.s ii1
M Uh-huh.12-
t,
MR. MALONSON: And I looked at the inspection records13
/ and the material identification log gnd so forth and Is y
talked with nd we resolved the item to the15
ipoint where the NPSI tracer was a ' error. We got a16
2 corrected copy of the tracer from NPSI to identify the,j 37 -
e ,
right piece. It was placed in the hanger package tojg,,
document what was there and I talkedgith bout39 , ,
f'
nd'rsements on the MIL, the (SPELLING) M-I-L, and-
20_
sa'id ndorsement was. solely"to correct a transcript' ion|
,21
, - . . . .
error when the other inspector verified the transfer of |: |
22
the heat number. ,
23 j,
I essence, what you said in -- what you stated in
O your concern was correct, but it was only c rrect to the,
' 27.
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I extent _that there was an error in the paper work, not'that.~ ..a~- .
2 '
.the piece wasn't traceable.
Well, true. I realize that.,.but I also
realize I could not sign it off until it was resolved,,
~4*
the error.'
6MR. MALONSON: Well, you had some concern because.
he went and got anotlier-inspec_ tor to resolve it.7,
' Yes, he did. .
,,_
9MR. MALONSON: And my deductions of the events as',
i
they occurred, if you will, without -- if you -- prio.10 r to
* the time ' I spoke to is that his first.name?
*
Yeah.
MR. MALONSON: Was that it was solely an error in*
~ .
; 15
i.paper work because there were four< pieces of cut plate
.
8 16 involved, some to a -- three pieces of. stainless steel*
20 17
[ and one piece 'of carbon steel and if I.went to the drawing$ 18
g and just'took the dimensions, I know that the carbon steel' ' ' '' " * * * * *
h 19 ~ plate tirat I 'have was one of the item sixes in error ong
E 20the NPSI* tracer.
--** '
*
21 ; .
,
AndthenIwentY and asked~
MR. MALONSON:-
-
..n him why his signature on-the M-I-L, and his signature on
'. 24 ", ._.; -.
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Q . | * the MJI-L.was because the other inspector had transcribed.
| '' 'thenumberwrongontot[ tem-I-L. So'there was three or''
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four places where the number was recorded correctly, but1 _
inspe'ctor's verification of the piece number yas2 when the
he wrote the number out of positionwritt'en on the M-I-L,3
whenand I found really that it was reasonable fo4
the couldn't -- you know, when he couldn't get agreem.e.n.r'
5
hen he couldn' t- get .
6 with you -
agreement with you, tlust the numbers he deduced were the7 -
8~ correct numbers that it was-reasonable for him to go get
.
~
.
I also found out thatanother inspector to move the job.9should--
10 the .stipervisor -
have followed up to get the corrected paper work or perhaps11
should have discussed that with you.12
) 13 .'
~
Yeah. ,
Now, to verify everything that I've14 MR. MALONSON:
4
. the.
I went through the . records for the support,2 15 told you, ,1
$ component modification cards involved.in the support,I
j 162
$ 17 ~discussed'it' wit'h the welding engineering people because
t
in its initial stages it looked like a bimetal weld,318
{ .
as later correctedstainles,s steel t'o darb'on steel whi' h' w.a c. . .s
19I
- t
to' be all carbon steel, an'd I went to the Receiving,
4t
2 20 #
Inspection Department auditalk'ed to the recdiving inspectiona
21the~
:-
.I pointed out the error to him, the error on22 foreman.|Ile -- while I was with h'im, he called UPSI
23 NPSI tracer.~ lie did it
2) ' . | , a'n',d a'sk,ed tNem to verify. the'ir paper work.u
i'"'
.. , .s - ,, .e . . , , . . . .
SI ---. .
,. initially, throu,gh the site representative for NP. 25 , ..
29...
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Uh-huh.1I'
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> - - and they telecopit2d "a' 'cofrected.2 -MR. MALONSON:
{%&'
repor't whi,ch I walked. down to assure |that it was put into3
.So we come to the point where the'
4 the hanger package.
number that's recorded,as the heat. number is the' number5
that's recorded as the corrected item five on th'e NPSI, |6
)
So I founck, I believe, that it was reasonable7 tracer.iD eep the job going'by'getting another8 fori
_ I -- once again'I'm repeating.inspector to ve.rify it.8
myself, but he'should have done the follow through to get10 ,
s11 the corrected paper work.
- Well, I accept it as long as you found ,
-
12
13 it3s right. It's' simple as that. .
.
14 MR. ZUDANS: Okay.,
15 MR. MALONSON: Do you have any'other questions in43j 16 regard to it?
N 17 E It just wasn't right when I wasg
involved. with it ali'd when he pulled. this qther person aside,3* - 18r . . . .
.*
I 18 the craftsman, and said, " Don't worry. I'll~take care of4 . . . . . ..s
s' eE 20 it." Th'en that's when'I sai'd, "Okay." ,
e
21 MR. ZUDANS: Maybe'the language that was used was~
=
j. 22 the problem.%
* -
3 eah, right, very inappropriate.-
{\ MR..MALONSON: Thank you. _
'
. 24*
O . , -
25 - MR. ZU,DANS': All right. That's it?'
.- 4, - 30..
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: - c -y;2*bf_ g<MR._MALONSON: Yes. -
2 - MR . ZUDANS: .Okay. You may or may 1 kno'w 't'.liit , but^
the results of all the items _that we talked about will be3
published in a safety evaluation report on or about January4
'
5 1985. If you wish, we will gladly send you a copy of-the
items which involve your ' concerns and the 'NCR's. ' For that6
)
purpose, we'll probably need your address to send it.to7,
'
8 you.~. |-
8 You'll have one.
10 fir. ZUDANS: Okay. As you..have seen, where we found ,
Tthe concerns that you have brought up significant we have11
-- we plan to take corrective action on -- against TUGCO.12
and this is obviously for"the safe of good procedure and13|
14 also safety for the plant for the future.-
15 We'd like to know at this time Nhether you have,
:
|16 anything further to add to.this record, any more concerns
5 17,
or anything like that that you might have regarding the,
i
18 Cornnche Peak facility. *'.
[
19~
Well, yeah. What appened to the'
allegation.of signing off NCR's before the work was20 |' .
f' *'
*
3 21-
"" ~
3completed?
h MR.' . IlUBBARD : Elucidate. What--- tell us a little22s
*
.more. I'can't recall that
g e m e n _ 11ne .p 1 m e o1ght _ .,1ng..s g3 .. .
an aux'illsry building wherb igned off the NCR's5 ,'-
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\(|I it 's repetitious ,' but 'I just wanted to make sure on this).
. |',
| record ,that we get the detail of the outsYanding issue * .
3 ,y
which we sti.11 have to contact you on.1
M _ Yeah.# '
!
g MR. ZUDANS: ay. Would you like to receive both
the NCR and the transcript of this interview toda'y? '-
% ,
7Yes, I would. I need it.-
8-
Has nothing,
to do with you people. ,
9 i i
MR. ZUDANS: No, that's fine.-
t
other action 1 have and ,I do need it.11
MR. ZUDANS: Okay. Would you please give the Court12 ,
Reporter your address and any other contact information13
whit:h we might be able to have." _ You could write it on
*
that piece of paper.
e we of'f the regord now?16
MR. ZUDANS: No, I have one more question to ask you17
and then we can go off. ' '.
18
11 ave you given this statement to us today freelygg ~-
. .. . . . *and voluntarily? r
: '
Yes, I have.,
,(.
21,
'-, . . .MR. ZUDANS: Okay. ^ * VTe 'can go of f the record now. '
22 .
23. Supplement:
, *
2_
, ,
MR. ZUDANS: Okay. For the record, my name is 5
25. ..
, John Zudans and this inorning at approximately 9:00__ ;
,
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Icame to a
4
called nye to --
2called ,on me to talk further on one of con ce r'n's ' th a t
~
-,
3 we presented a feedback report to him on 11-14.-84.4
The concern which he was still -- the concern that5 '
he wanted to discuss again was concern AOH-22 which s-
6.
'
involved missing or incorrect heat numbers on a plate. .
When I:came to speak t that
was still confused about how we resolved that particular f.
9issue so I called Mr. Jim Malonson, (spelling) -
10M-A-L-O-N-S-O-N, and Mr. Malonson came to the meeting
j\
11
room with his materials since he was the Technical Review12
<|Team Reviewer on this topic and he presented his material . .
I 1~ 't in additional detail in order to try to i
1"*
eliminate any confusion that might have had with15 i.
regard to our resolution. ',,
16,
At the conclusion of Mr. Malonson's presentation,;
17 : !additional discussion ensued; however, at the completion ;,
of that discussion d us that w s saticfied
that understood how we resolved that particular issue,
20 -
an now was -- did not have any more concerns. .'
21~~~ '. - - -
' This is added to th*el.1"-14-84 record for completeness.22
1
23*(End of proc.cedings.). . .. . ...
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T. ..
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* *. .
,
I UNITED STATES OF AMERICA_
NUCLEAR REGULATORY COMMISS.LON...'. . g. , ,*
TECHNICAL REVIEW TEAM.*
.
3 TECHNICAL INTERVIEW. .
4
I, s5
'
.
6 . -
7 Wednesday, November 14, 1984 .,
Granbury, Texas,
~' The interview was commenced at 4:15 p.m. .
10 PRESENT:\
11 MR. JOHN ZUDANSTechnical Review Team Staff
12 Nuclear Regulatory CommissionWashington, D. C. 20555
13 - ,
*
MR. BOB HUBBARDJ * H Technical Review Team Staff
g Nuclear Regulatory * Commissionm Washington, D. C. 20555*
| 16 MR. SHOU HOUe Technical Review Team Staff -
17h Nuclear Regulatory Commission
*
hWashington, D. C. 20555
18 ,
! '* * ' '" * * * MR. ROBERT MASTERSONI'! Technical Review Team Staff* *
| Nuclear Regulatory Commission ,
t Washington, D.,C. 20555 *
* ~.. .
* * * *; 21a MR. JAMES MALONSONf Technical Review Team Staff' 22g Nuclear Regulatory Commission
Washington, D. C. 20555 .g
MR. CHARLES RICHARD i
24 Technical Review Team Staff |' Nuclear Regulatory Commission-
j3. Washington, D. C. 20555
2.|
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ASME DOCUMENTATION CHECXLIST i
CODE DATA REP 0RT.............................................. M| 'l ,
MATERIAL RECOR0............................................... / I
SHOP 0RAWINGS................................................. ,
NONDESTRUCTIVE EXAMINATION REP 0RT............................. A/ //NONCONFORMANCE REPORT............... ......................... /
WELD REPAIR REPORT.................. ........... .. ..
WELD DATA SHEET....................., . . ..
CERTIFIED MATERIAL TEST REPORTS..... '
....................... ..
CERTIFICATES OF COMPLIANCE........... N........j. I........
NPSI CERTIFICATE OF CONFORMANCE...............................'
B1R21236We certify that Support Mark No. b'@ 6YA' b/"bM Rev. Oon our Shipping Notice AUS- /f,25 7/'7~J/ has been fabricated in accordancewith Gibbs & Hill Specification 232d-MS-46A and confoms to ANSI N45.2,10CFR50
Appendix B and Section III, Division I of the ASME Boiler and Pressure Vessel )1Code, Subsection NF 2000/4000,1974 Edition, Winter 1974 Addenda.
Prepared by: M d/A42L/ M #rt Date: b M b. - -
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CERTIFICATE OF CONFORMANCE
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P.O. Number CP-0046A.1
We certify that material supplied for Suppo Mark No. N -J 'd M h /* 8 '
Rev. 8 on Shipping Notice AUS-/g.237 / conforms to the referencedpurchase order and to the applicable requ(rements of ASME Section III, Sub-section NF, Class M ,1974 Edition, Winter 1974 Addenda.
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was use. swee.ces.
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September 16,198t8' '-
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CERTIFIChTE OF COMPL2AnsC2:.
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CODE ACCEPTED NPSI AUSTIN,
M!C NO. Ao d.B A17"_ * 3ECHTEL,
kPT C Q.1 1d. QCC O PO NO. Ae* '1W74 (h*/ 277.
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Latter to Mr. M. E. Shipp. . ,
September ~ 16,19818 -
,
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.
Coil.komt Date of'
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Furchase C. .NW. P. _ S. Si'. ( ;No. -
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14771 6-70-6t .29 < .72#.010 ' .01 F .810 '329621 4-8-87 .22 .71 . 057' .. .021 ,'
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NPSI REC'V INSPECTION'
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Ve d truly yours, NPT C 01 %|QCC O*,-
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MACODE DATA REP 0RT............................................../y
|MATERIAL REC 0RD............................................... /
SHOP DRAWINGS................................................. ,
NONDESTRUCTIVE EXAMINATION REP 0RT............................. A/ 4NONCONFORMANCE REP 0RT......................................... / |
WELD REPAIR REP 0RT............................................
WELD DATA SHEET............................................... A l
CERTIFIED MATERIAL TEST REP 0RTS...............................
ICERTIFICATES OF COMPLIANCE....................................
NPSI CERTIFICATE OF CONFORMANCE...............................'
ale 21236We certify that Support Mark No. d'M- 66 h/'bM Rev. O j
on our Shipping Notice AUS- /5123 7/7'J/ has been fabricated in accordancewith Gibbs & Hill Specification 232d-MS-46A and confoms to ANSI N45.2,10CFR50
Appendix B and Section III, Division I of the ASME Boiler and Pressure VesselCode, Subsection NF 2000/4000,1974 Edition, Winter 1974 Addenda.
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CERTIFICATE OF CONFORMANCE
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We certify that material supplied for Suppo Mark No. N -J 'd M /* 8 1
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ASME Certifica.te of Authorization Number N2323-2Expires July 13,1985
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Latter to Mr. A.B. Shipp: .,
SeptembeF 16,1981e,
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lPAGE OF MR NO.
B&R G&H F&N W TUSI OTHER
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F.O.B.SHIPPER:
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BROWN & ROOT INC.Quality Assurance Department
RECEIVING TUGC0/G&H SAFETY RELATED EQUIPMENT
HlR21236SAT UNSAT N/A
1. Check documents received with shipment. /
G&H Quality Assurance Release (QAR)a./obtained?
b. Are " Review Checklist" items on QARaccepted? /
c. Was final inspection performed by/
TUGC0/G&H?d. ASME Code Data Report obtained? /e. Authorization for shipment? /
2. Equipment Identification
a. Do Data Reports and Equipment Code Plate/agree?
b. Do Data Report and G&H agree? /c. Does Identification Tab / spin number
compare with G&H QAR? /
3. Was there any damage?
Comments: 4'O //f
'-|Receiving Inspector M mrdabr<n d Date c2'/4/3
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BROWN & ROOT, INC. PROCEDURE EFFECTIVEI CPSES NUMBER REVISION DATE PAGE,;
f JAN 11 E84CP-CPM 9.10 11 1 of D
TITLE: ORIGINATOR Ydr //->@#SV Date
/s f"OkREVIEWEDBY:f. -FABRICATION OFASME-RELATED ~ h QA DateB&COMPONENT SUPPORTS
YY J2-22=P32
-83 PROJECT ~?ELDING ENGINEER Date
APPROVED BY: .h . /-/d-f(A coCONSTRUCTION PROJECT MGR Date
0.1 TABLE OF CONTENTS
1.0 INTRODUCTION
0 II |2.0 GENERALL
2.1 MATERIAL II
fI2.1.1. Material Control f !2.1.2 Material Identification gj h!'If2.1.3 Protective Coating Traceability b Uj {'3.0 PROCEDURE -
$ 3.1 HANGER PACKAGES *
3.2 WELDINGf3.2.1 Welding ProcedExes and Qualifications *
3.2.2 Cleaning of We3 ' Preps and Base Metal ~'
3.2.3 Preheat /Interpass Temperature3.2.4 Weld Joint Design and Fit-up3.2.5 Skewed Welds3.2.6 Tack Welds3.2.7 Inspection Af ter Tacking *
3.2.8 Interpass Cleaning3.2.9 Woricnanship "
3.3GENERAL FABRICATION AND INSTALLATION P2QUIREMENTS3.3.1 Tolerances
3.3.2 Threaded Items3.3.3 Locking Devices
i+ 3.3.4 Bolt Holes3.3.5 Base Plates3.3.6 Shear Lugs 1
j3.3.7 Wall and ceiling Base Plate Bearing!3.3.8 Hanger Adjustment!3.3.9 Cotter Pin Installation
3.3.10 Seismic Limiters / Sway Struts3.3.11 Material Salvaging Q3.3.12 Shims (! -
""
3.3.13 Hanger Removal .
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p 3ROWN & ROOT, INC. INSTRUCTION EFFECTIVE,
CPSES NUMBER REVISION OATE PAGe
JOB 35-1195 1 684 2 of 17ce-CPM 9.10 11s
.~ -
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4.0 FORMIWG4.1 COLD FORMING4.2 HOT MRMING
5.0 CONSIDERATIONS FOR PRESSURE TESTING !
1.0 INTRODUCTION. \
This procedure provides the criteria for the fabrication and insi;all~ation of ASME III, Subsection NF, Classes 1, 2, and 3 componant sup- I
ports. Moment restraints are not within the scope of this procedure.
2.0 GENERAL
2.1- MATERIAL,
l2.1.1 Material Control '
M Materials used in the fabrication of NF supports shill be materialsacceptable for ASME use and do not necessarily include all materialsacceptable fqr "Q" applications. Evidence of material acceptability.
- including abg material, will be provided through the use of a. MaterialIdentification Log (Attachment 1) . The log shall be completed by the-craf t based on the information provided in the Hanger Package. Thelog shall then be presented to QC for material verification and signa-
)ture.
NOTE: Heat numbers shall be recorded for Class 1 and for impact|tested support materials. '
Welding material shall be controlled in accordance with CPM 6.9B.
2.1.2 Material Identification
Prior to cutting, the heat or identification (MIC, code, etc.) numbershall be transferred by mechanical marking, and this ar.rking shall
jremain distinguishable throughout the fabrication process. When jmechanical markings on the parts are not possible, such as on all- |thread rods, the markings may be applied to bands or labels whichare applied to the parts. The transfer of the markings shall be
iverified by QC prior to division. This verification is documented|on the MIL. Additionally, the support assembly shall be mechanically
identified with the hanger mark number which shall remain distinguish-able throughout the installation.
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nps industries, inc.'
104 20 metric bovievoieouson. temos 78758 P)ERM. PLT. RECORDteiephone 512 836-4161
|n.--..! W A. s 9./3- v'.Fett LOC.
b5'0'073~ifof-jypg
TUGC0 P.O. = CP-0046A.1
ASME DOCUMENTATION CHECKLIST
......OCODE DATA REPORT. ..... . ...... .... ... .......
YMATERIAL RECORD. .......... .... . . . ... .. . . ..
SHOP DRAWINGS... . 1. . ... . . ....... .. .......... ...
NONDESTRUCTIVE EXAMINATION REPORT.............. N/.. . . ....
i
NfhNONCONFORMANCE REPORT. ........ ................... . ... ....
hV kWELD REPAIP REPORT.. . . ...... .. .. .. ..... ...... .. ...
[[WELD DATA SHEET..... ............ . ............ ........ ...
}
CERTIFIED MATERI AL TEST REPORTS. . . . . . . . 1......... . .. .....
/kCERTIFICATES OF COMPLIANCE................. .. .... .. .....
NPSI CERTIFICATE OF CG:.r0RMANCE. . . . . . . .. ...... .. . ..
'"/cy m Q 1 J.; 1$ A t,a G d: 1.
U.;
We certify tnat Supoort Mark No. M- Qty 'C/- 5 ',d R Rev. Oon our Snipping Notice AUS- / 9) l/d //D 4 .ls been fabricated in accordancewitn Gibbs S Hiii Specification 2323 ''.5-46A and conforms to ANSI N45.2. 100;R50Apoendix B and Section 1:1, Division I of the ASME Soiler and Pressure VesselCode, Subsection NF 2000/4000,197a Edition, Winter 1974 Addenda.
Prepared by: e J/ A6 .~ (LB.[ Date: [-l
Q.A. Acorova . N ( D ./ M c'&d./ Date: j - [
101485-59' d
s~CC 2.5o 8ge 68 Of
3
C tw*;bdiorg Qi n0090 QQwe' Wwiten inC ,
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nps industries,Inc.10420 metrK bovievareoustin.tenas 78758telephone 512-836-4161
DATE: Lee 4, IMN
CERTIFICATE OF CONFORMANCE
REFERENCE: Texas Utilities Services, Inc.
P.O. Number CP-0046A.1
We certify that material supplied for Support Mark No. SI-O-C23-Vo/-X3. > PsRev. O on Shipoing Notice AUS- /9/V[ fry / conforms to the referencedpurchase order and to the applicable requirements of ASME Section III, Sub-
section NF, Class 1 ,1974 Edition, Winter 1974 Addenda.I
A
$ /'' |b W Dh'
N [$\IaktMabbgerofQuality surance
ASME Certificate of Authorization Number N2323-2Expires July 13, 1985
83Page of fMo ,e . ..,, .. ~ee , - ,e,_e, ,_
.__ ___
. . ,
OAA-G040. ':_ 10/22/81..
'nps industries,Inc.
.. . .t,- 10420 meute bou6eward
' m tesna78738'c t phew S12-43M161 , ,
fl $$Klb X, 10 1 bh hk
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ML T CER RECORD
MARK NO. 5T-2- 03 - MO l-N- 5 REY. b PROD. RiL A.SE [- [/7 CODE .$ /}} b E /-
' 09 | 1004 1 05 1 06 i 07 11 08I T. NO.I 01 1 02 03 ||
MIC. NO. 9072>M !
| 15 | 16 | 17 | 18 19 20| 14IT E NO.I 11 | 12 13
MIC.NO.| | | | | |
I m NO.| 21 l 22 1 23 | 2I. | 25 | 26 27 | 28 | 29 30
MIC.NO.! | | | | |
SUBASSEMBLIES
DRAkTiG/ ITEM NO. DRAkT1G/IT E NO. DRAVING/IT E NO.|
MA'"ERIAL | MIC. NO. MATERIAL ! MIC. NO. MATERIAL | MIC. NO.
I |
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{ TEXAS WORE 3 . y,ynd_ A/12/fLi_ Jag 56?st ida THE SPECIFICATION AND FUL-SAYTOWM, TE. 77528 laann s? $29318 FILLS kYQUIREMENTS IN SUCRj,i
NPS INDU3?kIAS INC 4 s #ESPECT3'
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PLATMS y81 tilLL CERTIFIED T/R QUALITY ASSURANCE CERT REQ THE APPL mPkOf!3 IONS OF 18 CFR PART 21 APPLY & CENT NBE AND EIPIRATION DAT n
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BY TER PUI CEASER. ***HND-OF-DATA ***
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BROWN & ROOT, INC.,
ISSUECPSES NUMBER REVISION DATE PAGE(| JOB 35-1195
jgt; il E4QI-QAP-11.1-28 25 i 4 of 75
3.1.1.4 Engineering Vendor Certified / Design Reviewed Drawings (VCD/DRD)
Prior to final QA acceptance of a component support,Engineering will issue a VCD (Large Bore) or DRD (Small Bore)drawing. This drawing will incorporate all outstanding CMC's,and will be design reviewed by Engineering to assu recompatibility with as-built loads and stress.
Design drawings and all applicable CMC's may be used as thebasis for QC to verify as-constructed acceptability. Theabove doctanentation shall be reviewed by Quality ControlEngineering (QCE) or Quality Engineering (QE) for complianceto the VCD/DRD as.the basis for final QA acceptance of thesupport.
3.1.1. 5 Cons truction Procedures_
Cons truction Procedures are developeiF and issued byConstruction to provide the methodology and criteria'
necessary to assu re fabrication and , installation of,
component supports in accordance with design requirements.Construction Procedures or procedure revi sions arereviewed and approved by QE to as sure compliance withspecification requirements and compatibility wi th thisinstruction.
3.1.2 Camponent Support Fabrication / Installation Process
3.1.2.1 Camponent Support Fabrication / Installation Process Flow,Attachment 3, presents the typical process flow fromEngineering issuance of the drawing, to final acceptanceof the camponent support.
3.1.2.2 Component Support Package (HP) Contents
Welding Engineering , upon receipt of the controlledEngineering drawing, will prepare the fabrication /installation W. The typical completed HP will containthe following documents, as applicable:
Controlled copy of the Vendor Certified / Design Revieweda.Drawing (VCD/DRD) (Attachment 4 - Typical)
b. Material R.quisition(s) (MR) for ma terial used ini, fabrication / installation (Attachment 5 Typical)-
Ic. Wel d Data C;rd(s) (WDC/MWDC) for B&R installed welds
Attach nt 6 - Typical) 4,
FLiitbOva % 25|3-
_ . . . _ . __ .. ~. .. .. : .:. . =- a ~ = - -- .
BROWN & ROOT, INC. ISSUE*
CPSES NUMBER REVISION DATE PAGE
QI-QAP-11.1-28 25 JUN 111984 5 of 75
:
d. Weld Filler Material Log (s) (WFM.) for weld fillermaterial consumed in B&R welds (Attachment 7 - Typical)
e. Manufacturing Reconi Sheet (MRS) for fabrication ormodification (Attachment 8 - Typical)
f. Material Identification Log / Structural AssemblyVerification Card (MIL /SAVC) to provide traceabilityof installed items or material (Attachment 9 - Typical)
g. Repair Process Sheets (RPS) for B&R repaired welds* (Attachgent 10 - Typical)
h. ' Construction Operation Travelers (OT) for mechanicalassembly activities (Attachment 11 - Typical)
._ i. Vendor Supplied Component ._Madification Recordfor modification of componentpupport standards(Attachment 12 - Typical)
j. Vendor supplied Code Data Reports (Attachment 13 typical).,
k. Vendor supplied material reports (Attachment 14 typical).#c%
3.1.3 Material Salvaging *
Salvaging of canponent support parts such as structural steel,snubbers, moment restraints, etc., shall be accomplished asfollows:
s3.1.3.1 Salvaging
When an item is salvaged for use on a support other than theone for which it was designated, the original support markand serial number; or original mark, MIC or heat number; ororiginal mark and heat code shall remain distinguishable onthe item.
If vendor fabricated supports or B&R fabricated supportshave been previously accepted and the identificationnumbers are not distinguishable, the identification numbersi
may be detemined by the applicable documentation used tooriginally accept the material . The numbers shall be
,
transfered to the items being salvaged.
< C0D01.D CO?YJUN 281984 CONTROL No. M</at-ga -11.1-28 nev.25 ocual
_
Q;6;.
--
.
UWI:7- M 1 9 3 g e t/ m-
BR0'4N & ROOT, INC.ISSUE
.,
CPSES NUMBER REVISION DATE PAGE
( JOB 35-1195QI-QAP-11.1-28 25 a f 75
JUN 111984
NOTE: 1) No evaluation is needed when a sal vagedsupport or part is to be used on a lowerCode class than for which it was originallysupplied.
2) No evaluation is needed for NPT stampedcomponent standard supports, if it is to beused on the same Code Class as originallymanuf actured.
3) ,Special Requirements for Snubber Salvaging
NPSI and ITT Grinnel parts or hardware shouldnot be interchanged.
_Snubbers and associated hapdware may be usedon component supports f@the same vendor -
(NPSI, ITT), other than tirese for which they,- are designated, provided requirements of( this instruction are met. -
'
- -
-
.
3.2 MATERIAL IDENTIFICATION 3
3.2.1 Material Identification Requirenents
3.2.1.1 Vendor Supplied Component Supports
Vendor supplied NPT stamped component supports shall bearmarking (i.e., name plate) traceable to the design drawing.Component supports requiring field welds at installationshall bear mechanically marked unique identification on eachpart traceable to the vendor data package.
3.2.1.2 Component Support Standards (Catalog items)
Component support standards such as shown in Attachment 15,shall be traceable to a Certificate of compliance until thema terial is received and verified by QC, and controlleduntil issuance for fabrication / installation in accordancewith Brown & Root Quality Procedure CP-QAP-8.1.
The acceptability of the component support standard and -
fasteners for fabrication / installation is ensured by thevendors unique identification (i .e. , letter code, MIC no. ,
( serial no., etc.) or a Brown and Root applied color code(Class 1 - Black, Class 2 and 3 - Green).
_ _ _ _
_
*' ,. .
BROWN & ROOT, INC.', ISSUE
CPSES NUMBER REVISION DATE PAGE'
( JOB 35-1195QI-QAP-11.1-28 25 JUN 111984
g f 75
3.2.1.3 Brown and Root Fabricated / Modified Component Supports
Brown and Root fabricated class 1 component supports shallbear unique marking on each item of structural steel usedin the fabrication of the component traceable to a CertifiedMaterial Test Report (CMTR). Structural steel used in thefabrication of class 2 and 3 component supports shall bearunique identification traceable to a Certificate ofCompliance (C of C). Materials used to modify vendorsupplied component supports shall also caply wi th thepreceeding requirements.
3.2.1.4 Material Traceability Requirments
Material for component supports shall carry identificationmarkings which will remain di stinguishable until the
- fabrication and installation of the ~ c&nent support is ^accepted. If the original identifica'ti@ markings are cutoff or the material is to be divided, the identification
( shall be accurately transferred to assure identification ofeach piece of material during subsequent fabrication or
.
ins tallation. QC shall verify marking transfer prior to e
separation.
3.2.2 Material Identification Doceentation
3.2.2.1 Material Identification tog (MIL)/ Structural AssemblyVerification Card (SAVC)
During fabrication / installation of component supportsmaterial acceptability shall be verified by use of theMIL /SAVC. The QCI shall sign and date the MIL /SAVC toindicate that the materials listed are properly identifiedand docuented.
|
NOTE: The shop / field QCI shall compare the entries onthe MIL /SAVC to the respective MR to assure thatthe material has been verified by Receiving QCI,and is acceptable for its intended use. Copiesof MR's for bulk material verified by shop QCIare not required to be included in the supportpackage.
3.2.2.2 Material Requisition (MR)
( The m .is used by Construction to requisition material forfabrication / installation. The entries on the MR shall becompared to the material being requisitioned and acceptableverification shall be denoted by Receiving QCI signatureon the MR.
=- \W l:
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-
* v. - DOCUMENTATION Q __
vCOMPLETE
rown&RootJnc. REPORT NO. 4750-
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00 s DAlt b 20 *N'l ~QUALITY ASSURANCE
MONS /~[. [ . RE CEIVING INSPECTION REPORT
UNIT SYSTEM C O M PO N E N T IDENTIFIC ATION/ SPIN NO. DWG./ SPECIFIC ATION & REV.
2 771nA Apdfu tha,.J se a sa w rn s -on toaP. O . MRR H ARKCTERISTIC INSPECTION: q gn ry g, /
s , e' s *W 0" W4c p.m n,|0P SAT.[- [ u NSAT. NCR HOLD TAG k
'
i I 955~ APPARENT RESPONSIBILITY FOR UNSATISFACTORY ITEMS:VENDOR SW/QR @ gg
TR ANSPORTER b hbNJC" B&R| | VENDORN9sr . A HIY/d/// pTH.
b -20 -8'/ -- / D ATE DEFICIENCY CLOSEDuG|1At Yf,ws $ft/ 3S**/.5 \_ rsee f.1_- |
ITEM QT Y. DESCRIPTIONtREM AR KS -
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D ATE: TIME: MEDI A: N/A INIT.
ANI WITNESS: SAT. WW UNSAT. W W WAIVED DATE:
D D AN1'S INITI ALS REQUIRED
STORAGE LOCATION: / ADMTYPE: A f8 hd [y-/J-7/
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MATERIAL RECEIVED RECORDJob No.351195 COMANCHE PEAK S. E. S. .
i
11955-'
- MRNO.PAGE l'' OP - I- -
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OACCTS. PAYABLE
-- - _ _ __ _ _ _ __ . _ . .
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BROWN & ROOT INC.Quality Assdance Depart:::ent
RECEIVING TUCCO/G&H SAFETY RELATED EQUIPMENT
h14'1TUSAT UNSAT- N/A . ;-
1. Check documents received with shipment. _
EH Quality Assurance Release (QAR) f'[.'' tt,pd
a. "/obtained?b. Are " Review Checklist" items on QAR
accepted? g #pac. Was final inspection performed by
/T1JGC0/G&H7
d. ASME Code Data Report cbtained? /
e. Authorizatien fer shipment? g _
2. Equipnent Identtficatica.
a. Do Data Reports and Equipment Code Plateagree?- g _
b. Do Data Report and G&H agree? g_c. Oces Identification Tab / spin number
campare with G&H QART I[ |
/ - W" "' ,<3. Was there any damage!
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|
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Page'' 3NfUt 89
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INDEXEU'R R NO ._- 644-4/ve;/ gg _ g/
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10: Mechanical Draf ting / Welding Engineering
Subject: Transmittal of Field Modified Hanger Sketches / Packages
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Comanche Peak Open Issue Action Plan
Task: ttissing/ Incorrect Heat tiumber on Plate (Traceability)'
Ref. fio.: ACH-22
Characterization: There was no heat number marked on a piece of plate
installed as part of a pipe support. (Vendor supplied piece)
initial Assessment of Sionificance: fiaterial traceability was indeterminate.
I
Source: t'echanical and Piping Category 33
Approach to Resolution:
1. Review the detail of alleger's statement in the technical interview>with alleger, August 8, IS84.
2. Review documentation and OC record entries in hanger package.
3. Verify receiving records for the plate to track the heat number.
4 Interview QC Inspection Foreman.
5. Refer any examples of wrongdoing or significant deficiencies to TRT
manager.
6. Evaluate allegations for generic / safety implications.
7. Report on results or review / evaluation or allegations.
8. Evaluate generic / safety implications and potential violations.
Pelated Open Issue Identification: fione
?C A-85-59asss .
- - - - - - - - - - - - - . _- -- --- _ - - - - _
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Category flo. 33
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Review Lead: t'echanical & Piping, J. H. Malonson
CLOSURE _:
Reviewed By:
TRT Leader
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Allegation Summary
1. Category No. : 33 TRT Member: J. ftalonson
2. Subject: Missing / Incorrect Heat Number on Plate (Traceability)
3. Summary of Allegation:
AQH-22 (Nisich) - It is alleged that there was no heat number
marked on a piece of plate installed as a part of a pipe suppport.
4 Region IV's Conclusion:
No Region IV documentation was found for this category.
5. What the TRT Had- Done:
The TRT reviewed all related documentation and QC records and
interviewed B&R personnel.
6. TRT Conclusions:
The allegation was correct but since documented evidence and traceability,
is available, there is no safety significance.
7. Hearings:
The matters of this categorf have not been discussed in the hearings.
?01A-85-59Cc f 2SI
-_- _ _ _
.
A-..
SEER WRITEUP DOCUMENT CONTROL / ROUTE SHEET~
Allegation Numbers // 4 _p r/ * AA - M. ~
Subject af Al1egation /wr3 dmps 7/;c pa a,w,a qu a nx cmpurf.4 /% donTRT Group /> W a m a: /nswaAuthor: /d s ?A a . W 3 a ss
This sheet will be initialed by each reviewer. It stays with all revisions to theSSER writeup and serves as a routing and review record. It will be filed in thework package when the writeup is published.
Draft Number
Draft 1 2 3 4 5
g,j)bAuthor _ 'bo 4 Group Leader b'
i,.[g id ' Tech. Editor /,
. Wessman/ViettiI7~pp,' m J. GagliardoT. Ippolito
Revision Number
Final 1 2 3 4 '5AuthorTech. EditorGroup LeaderJ. GagliardoT. Ippolito
Administrative
Writeup integrated into SSERPotential Violations to Region IVWorkpackage File CompleteWorkpackage Returned to Group Leader
1FalA-85-59-
ww
,
- Draft 2 - 8/6/84.
AP-24 & AP-25/CP2
SSER
1. Allegation Group: Mechanical and Piping Category No. 34 - Computer
Programs Not Properly Validated
2. Allegation number: AP-24 and AP-25
3. Characterization: It is alleged that two specific computer programs,
544 itt rinnell FUB 11 Rev. 2 and Corner & Lada Base Plate Program, usedfJfor evaluating support base plate and their associated bolts made
erroneous assumptions and were not validated.
4. Assessment of safety significance: Due to the specificity of the two
allegations, and since the documentation needed to review these
allegations were located offsite at the vendor offices, the NRC Technical
. i, t CReview Team (TRT) performed the review -kL4- individual .cador ) ~
,
lace inne tegether with m.i..:ing appropriate procedufbs
/
AP-24 - The allegation indicated that the Itt Grinnell (ITT-G) base
plate computer program FUB II Revision 2 was never validated
and specifically only checked one bolt out of four for a
tension load. Previous to this review during the period
February 22 to March 23, 1983, the NRC Region IV (RIV)
inspection team addressed these same allegations related to
___ - --
-
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
l!
,-.
-
-2-
!
computer program FUB II, Revision 2 in their report Nos.
50-445/83-12 and 50-446/83-07. These reports concluded thattb (0 #
one concern yas not substan lated. However, in the process of- ,
_ _-)the inspection,a related concern was verified by the programg, ,
author. is cohMas found to be without technical merit
by the RIV inspector. |I
..-
._
.The TRT reviewed the allegations it r t:ti m uf ITT-?),
1 ;ia mausgement and% ano4% 1ur, ==uas- C . Struct''re 23: 7-
N~ _ ..
'
engineering-qua Rty : uran: - N reneger af a m terala4.
analye4r geve a detailed history of the FUB II computer
program. The traceability of the evolution of the FUB II
program from Rev. O to Rev. 3 was well documented. The FUB II
program was the first computer program issued for use by ITT-G
for the Comanche Peak Project. It was confirmed by ITT-G
engineering management that the earlier version of the program,
FUB I, had not been issed to the Comanche Peak Project. The
concern of the alleger dealing with only one bolt being checked
for tension load was addressed by ITT-G two months prior to the m
RIV inspection. As a result of this internal audit, a series
of computer analyses were investigated by IIT-G in the period
September to December 1982. The documentation reviewed by the
NRC TRT of this internal inspection showed that for a series of
randomly chosen base plate configurations, bolts other than
fhk & -) bolt No. 4 were chosen correctly as the bolt with the highestf.9~g -,
D tension load.
,G
_ _ . _ _ _ __
*
. .
-3-
.
During the evaluation by ITT-G, however, it was discovered that,
the computer program failed to perform the correct moment arm
comparisons to choose the shortest moment arm, which when con-
verted to force couples resulted in the hightest loaded bolt.
The TRT reviewed the ITT-G Rev. 3 documentation for the moment
arm discrepancy. Twenty five actual samples of baseplates at
Comanche Peak were reanalyzed by Rev. 3 of FUB II which
included the change by ITT-G to pick the inrgest moment arm to
j O determine maximum bolt load. ITT-G explained that the choiceI
3. M, /
, (,s. . of the larger moment _ arm _rather the smaller momen Varm wasl . - - - -.9 '
2'
.based upon other comparisons that resulted in very conservative
c. .
'[ % M results vs finite element analyses for the sma12 dst moment arm,g.) ' '. &'
O'w'. In effect ITT-G was incorporating two concerns in Rev. 3 to FUB
I A&[pII. Concern No. I was to revise the program to choose between
$the smallest moment arm available, where before no choice was% -.. - -- W +. ~apparent. Concern No. 2 revised Concern No..I to p_ick the>
' largest moment arm, since a finite element comparis.on y.ieldedvf
,
-o
( ,overly conservative results for the smallest moment arm choice.
_
The TRT reviewed the tverty five samples of a four bolted base
plate analyses and found that an average conservatism of bolt/> N J M /e d d d M A I /t + ,'
tension / shear interaction of 25% between the finite element
analysee and FUB II Rev. 3 was substantiated. As additional
documentation ITT-G providad ey!dence of approximately fifty
other base plate designs that were compared for conservatism
between FUB II Rev. 3 and finite element analysis. This
grouping showed similar results.
;
.. _ -
-. .
-4-
1
AP-25 - Corner and Lada Base - Plate Program
The TRT requested the Cranston Rhode Island offices of Corner,, *, c) and Lada for the express purpose of reviewing their Base-Plate
p- ,
[ I[ Program documentation. The three allegations to be
( investigated were 1) the program assumes rotation about the
center of the attachment and 2) the program has not been
validated 3) there is additional rigidity that is not being
taken into consideration.
The Corner and Lada (C&L) base-plate program was written for
the Comanche Peak project and approximately 2000 base plates
were analyzed. The TRT reviewed the documentation for this
program. The basic mathematical formulation for this base-
plate analysis was presented in a 1980 (Symposium of effects of
Pipe Restraints on Piping Integrity at the Pressure Vessel and
Piping Century II Conference in San Francisco). This
formulation takes into account the anchor bolt stiffness,
base-plate flexibility, and foundation stiffness. Using that,
information the program then calculates a new rotation point
from which the plate stress and anchor bolt loads can be
determined.
t
i
;
I_ _
_ _ _ _
.
.-.-
-5-
The documentation for this program is very extensive including
studies on a .375 inch and a .75 inch base plate. The results
of the C&L Base-Plate Program were compared to the results from
a C&L finite element analysis and the published results from a
Teledyne Engineering Services finite element analysis. The
Base Plate Programs variation on anchor bolt loads was from 3.3
to 9.5 percent less J an the wo_ finite element solutions_
_ , __
h S)Lb Y -e
There is additio 1 rigidity that is not considered. However, f ,y
this additional rigidity would only reduce the loads on the
anchor bolts. Therefore, the present method of calculating
anchor bolt reactions is more conservative.
In addition to the above documentation various additional base
plates were reviewed. These plates had non-symetric bolt
patterns, attachments not located at the plate center, and two
attachments. The results of these plates when compared to
their finite element solutions were that the C&L Base Plate
Program was between 5 to 18 precent conservative.
__
[[ d fach' IN,
a' g,a rwan 2 .-
ps ()J j,,) |tvh h '* \
5. Conclusions and Staff Positions:
-
, , _ .-
. - ~ s
A review of the onsite records at Pipe Support Engineering (PSE) revealed
that some baseplates had been analyzed by FUB II Rev. O and Rev. 1. The
M, TRT determined that approximately hangers with baseplates were part
Ij c~,a.-9 of a backfit program to rerun the baseplate analyses to FUB II Rev. 2 or,
pm'
I Rev. 3. These 1200 hangers were not identified by hanger number, how-
ever, the evidence of the reanalysis will be in the calculation package'
) 1.
of each stress is 0' package. The TRT reviewed approximately 90 hanger
calculation packages from 25 pipe stress isometrics. Every hanger /
baseplate analysis reviewed had been performed to FUB Rev 3. No evidence_.#**~
(ofFUBIIRev. --
I computer analysis could be found'.' InO or Rev.-
- . -.
-,-
__
conclusion the TRT reviewed in depth the documentation and historical|i|Ms j 54 Crv cf.+, b'.
backup for FUB II Rev. O through Rev. 3, and found the c6nclusions //
' /reached by the RIV inspection to be substantiated.
AdditionaYEl j
verification was reviewed and found to document ITT-G's conclusions %|rI
the FUB II Rev. 3 program. No evidence was found of safety violations,,
, impairment or design function, or generic implications. |'
g
|,
- )
/.
The TRT, after reviewing the Corner & Lada base plate documents deter-/
,
/ mined that the allegations have no technf cal merit, safety signfficance |,- /
-/ nor get.eric implications.t
y( ft:r,19
3 u ce> # ~ w S" > 2 -/
|,
__. . _
,
, .
'
.
-7-
6. Actions Required: None
8. Attachments: None
i
!9. Reference documents:
1
1. Itt Grinnell FUB II Rev. 2 Base Plate Program documentation dated
April 20, 1982.
2. Itt Grinnell FUB II Rev. 3 Base Plate Program documentation dated
September 12, 1982.
3. Itt Grinnell FUB II Engineering Procedure
4. US NRC Region IV Inspection Report 50-445/83-12, 50-446/83-07 I
5. TUEC Procedures CP-EP-2.1, CP-EP-4.0
6. TUSI Engineering Guidelines Section II " General Engineering
Criteria for Pipe Support Design", Section IV " Base Plates". Section
V and VI "Hilti and Richmond Anchor Bolts", Section XV " Pipe SupportlDesign Guidelines.|
7. C&L Base Plate Program Documentation dated May 11, 1981.
I8. Base Plate Output for Hanger No. DD-1-006-101-Y35R, |'
'
CC-1-043-026-A33R, AF-1-048-045-A35R DD-I-059-020-F45R,. 1
~
SW-1-011-022-F-33R CC-1-132-008-543R
'
.
8
,_
_ _ _ _ _ _
.
.'. .,
-8-
9. C&L letter dated February 18, 1983 to John Finneran from Francis H.
Lavelle concerning Base Plate documentation.
10. PSE Small Bore Hanger Stress Isometrics H-SA-X-EC-007,
H-MS-1-RB-005, H-SA-X-TB-014, E-MS-1-RB-007, H-RM-1-SB-001,
H-CH-1-AB-045, H-WD-1-SB-014, H-CS-1-AB-005B, HWP-X-AB-018,
H-SA-X-AB-015 with their associated hanger calculation packages (70
total).
11. PSE Large Bore Hanger Calculation Packages 00-1-067-712-553R,
CT-1-021-701-S22R, CS-1-063-703-A42R, CC-1-050-701-A43S,
BR-1-013-701-S43R, WP-1-049-700-S-43R, CS-1-002-700-C523,
00-X-026-701-A33R, BR-X-001-706-A53R, BR-X-001-705-A53R,
BR-X-001-707-A53R, BR-X-079-700-A53R, CC-X-909-718-E23R,
BR-X-044-703-A33R, CS-X-004-703-A33R, CC-X-909-702-E23R,
VA-X-006-700-A73S, VA-X-004-702-A73R, CC-X-12-700-A43R,
CC-X-12-701-A43R |
10. This statement prepared by:
Name Date
Reviewed by:
Group Leader Date.
Approved by:
Project Director Date
. _ _ _ _ __ _. _-. -- -- -- - -- - - - -
* ,C' 48G1r
7'
LIMITED APPEARANCE STATEMENT
gg2h* h y OF
Comanche Peak
9 Design criteria was always changingz
$ 10 during the time I was at Comanche Peak.-
2[ y; For the first part of this period we did not$d 12 have a Pipe Support Engineering Manual, and the designiS
$ 13 criteria as such was from ITT Grinnell. In mid-1980' thel
E
% 14 Pipe Support Engineering Manual was published, and eachCE
E 15 engineer was given a copy for designing hangers.E
.] 16 About the time the manual came out, a cal-E
{ 17 culator program for the TI-59 calculator came out also;Y b 18 and the instructions for use of this program were includedN E
d 19' in the PSE Manual.*
* R
20T h i. s program (FUB-II) is confidential on
21 magnetic cards, and no one except ITT Grinnell personnel -
r
i! 22 | know what. equations are used in the program. The program
23', output consists of design parameters for hanger base plates24 '
on f r bo I,,,
; a-awb| ALDERSON REPORTING COMPANY, INC.I
.
-)
_
'l'
4862'- -
*i
e
During early use of this FUB-II program, it
was found that computed plate stress and bolt tension
wer xtreme with respect to hand calculations. Those3
as-built FUB-II calculations had to be rerun each time4
FUB-II program revisions were made.
A
f6 The FUB-II four-bolt plate program has never
6 been validated that I know of to date. All of the as-7
: C
$ built plates which have been qualified with FUB-II shouldg;.
be rechecked unless Bolt No. 4 was the critical bolt.
8M 8
I 40 9Q_:
50 z,MAX. in the output is for onlyThe F TENS5 10
i
S'
h 11Bolt No. 4, and the other three bolts are not checked'
<Ud 12 for tension load, as I have determined from test check5-
2 13 runs of this program.E
E 14 This means that about 75 percent of the as-5eE 15 built FUB-II qualified base plates should be rerun and5j 16 some of these will fail. Another theoretical programe
17 by Corner and Lada was used to qualify base plates. This
b 18 program assumes rotation about the center of attachment,6
19 which is not true because of the rigidity at this
20 point.*
,
21 I do not know of any validation of the Corner
22 and Lada program with test data. This program cannot be |v') |
4 20- validated with finite element theoretical programs which |
Ci.I
$r 24 ) have never been validated or have published accuracy
25 -
information for similar problems.
ALDERSON REPORTING COMPANY, INC.1 -
ITT GrinneHCorporation we - ataeuamttnma - m...
sY../)f.7.i.h. .. oATE . b[fb.h SUBJtcFUBII,, VERIFICATION. sHtET NO .37 .or . 3 9*
..
- CHKO. 5Y ., f.[..DATE.& ..dd CUSTOMER . .. . .N.b I . . . SUPPORT I.D.. .. ... .. .........,,
Pao;Ecr . .CMSN.QE. .P.EAK. , . . . orngn i.o , SA ,7 93,,,,,,,,,
HL F- PAG
1
2 .
3 CONCLUSIONS, FUB II PROGRAM
4
5 The development effort for this program will be considered
sucessful if it can produce results I 10% of STARDYNE results."7
Unconservatism in the range of 10% is assumed not to be significanta
for the following reasons:,
10
ti 1. Any plate analysis is subject to some degree oferr r, n matter how sophisticated the methodology.
12
2. Loadings on the plate are calculated by analyses33using conservative assumptions.
,,
3. Moment effects are conservatively estimated in the33
program.16
4. Shear effects are conservatively estimated in the,7
program.18
5. A conservative approach is taken to shear-tensile'' interaction in bolt qualification.20
6. Bolts can carry substantially higher loads than21 their load ratings, if allowed to slip. This22 phenomenon is similar to the plastic range for
steel.23
24 Using runs A - S as examples, FUB II has been benchmarked !
25 against STARDYNE. Appendix III is a tabulation of these tests, ;
lN and percentage of error is shown to be within acceptable limits. ;
27
28SUPPI.EMENTARY OBSERVATIONS
29Prving E f fects
This study indicates that prying may be a more sub'stantial3,
32 effect than it was first thought to be. However, evidence exists
33 that in well designed plates, prying is not a severe problem.
3d Well designed can be construed to mean that unstiffened* lenghts to bolts are kept at a minimum.It would seem a good
asrule of thumb that the overall plate dimensions should be kept
37 i
- ... --
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. . _ _ _ - - _ _ _ . ., . ._. - __ . _ . , . . -. - - - . - -
[i/////lC//CO/p0/Jl/0/1 PlPC H ANGER ENGINEERING DIVISION~ '
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- _ _ _- . - _ _ - . .__
.
hflf/C[[ h % [[&lPIPE HANGER ENGINEERING DIVISION
sv. ./) t. C.,,, . ...DATE.b[/ '$O sumECT ..BTBII...VERIFICAT. ION SHEET wo-. 38......... . or . 3 9,
como.sv .. .6 . .oAra.:pf p.& custouen ........TU.SI . surronno. ................ . ...... .
PaoatcT . COMANCHE,. PEAK . .. . .. oTHEnio.. . SA- 7. 9 3. . . . . . .
REF. PAG'
1
e
2
3 to a maximum of double the attachment dimensions for respective,
axes. If this was done, the flexibility of the plate would be5
minimum, while still accomodating reasonable bolt spacing.a
7 In the event that this is impossible (a condition attributabic
8 to large moment concentrations) it is recommended that stiffener* . plates be added, in an orientation which places them from the10 corner of the attachment to the bolt. In so doing, plate flexibility11
is controlled to the extent that rigid body analysis is feasibic.y
13
Plate Stress14
15
16 It is apparent that plate stresses are overestimated by our'# l ES-14 procedure. It is recommended that use of this procedure18
be maintained for design purposes. The benefits to this are19
evident. First, oversizing'on the basis of stress allows
increased rigidity, negating potential prying effects as21
22 discussed above. Second, the conservatism in known overstatement-
23 of stress provides economic benefit when loadings are increased24 due to the design changes which inevitably occur in construction.
25 It must be realized, however, that the ES-14 approach is not2s
a reason for rejection of a plate under recheck conditions. Mo'n n t |27
: effects in particular seem to cause very low stresses comparinq l
,
ES-14 to STARDYNE. It is, therefore, recommended that judgement |29,
|30 be used in rejection of installed plates when hand analytical
|31 methods are used for verification;
| 32,
I
i 33
**b ..
as
36
37
3B_ _ . - _ _ - --
.. ._ _ _
ITT GrititiellCorporatiari e,r e n a n a e n t u a,~ ee n,u a o,v,s,a us.
ev. .[1 (.D/.].'f. DAT E . h '.# #.OO SUSJECT . ..N.@ I...WRIFICATIONsHEET NO.. . ' .39 . or .39'
,$ . /',* CUSTOMER. .T US1. supponfi oCano.sv .. '. .. .DATE.*
PROJECT. ... COMANCHE PEAK. OTHER I D.,
REF. PAGE
1
2 *
3Having derived the formulation, the program was written.
4
Appendix v contains a flowchart of program logic. Appendix VIs
is a listing of the final program. Appendix VII contains the6
7 major equations programmed into the procedure.,
a
9
10
11
12
13
14
15
16
17
16
19
20
21
22
23 ,
24
25
26
27
2,
,
!
30
31
32'
33
34
U.|
36
37
Io.
_. .
/276T[nn9//CCTp0Tal/On PIPE H ANGER ENGINEERING DIVIStON.,
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.. B a . e... & . A.... o n ,,n... a .- a ....................
A nu. n
,
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";
12 '.
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i |16
-
17 9 _ .__
i :
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29 P STR 1
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M 1494.97 1494.971494.97 1494.9731494.97 1494.97 P-M 1494.97 ,
1494.97 :,, O --..
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.r...and...... .an,n.y.qu meer ....Li ~~' . . d.co.ie.u%s nn, ~a. . . . . . . .k . . . . . . . . . . . or . .We,aa.., ..an...... ara.uldf2,.. eu.,own . . . . zas./ . . . . . . . . . . . . . . umnua. . . . . . . . . . . . . . . . . . . . . . .- ......
-.er . . . C.hm.c4. r. . .&c. k. oruca i. E.G.a t. . . . . . . . . . . . . . . . . . . . . .REF. PAGE
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REF. PAGI
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2
3
4 ;,
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er..r]Jf2/... .ansn..>y/de sununci..EW4. C.Mo fuc htter "o . . b . . . * Ncuna. es . . . . .ch. . . . aarn . . vj1.eJP . cusrauen . . . M5l. . . . . . . . . . . . . . . . . . mann . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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F TENS MAX F TENS MAX": 2644.57 615.86
so.i si P STR P SlR !!. 20429.39 20429.39 |32 .
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0. 29 r
27'
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615.86. . ' ' |
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t 30 P STRP STR 20429.39 .}: 3
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1 1 '
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/
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F MAX 615.86I.
s 615.86 i
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27 615.86 615.86;
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AP- 2A - - A P. 2.t r - ~ -~~-,
L rois car"r! 6 #fs 7- WD
I b /I C6 # d' +In Reply Refer To:
-m VOsckets: 50-445/83-12 MAY 13 1983 A50-446/83-07 ,k
--.
Texas Utilities Generating CompanyATTN: R. J. Gary, Executive Vice
President & General Manager2001 Bryan TowerDallas, Texas 75201
Gentlemen:
This refers to the special inspection conducted by Mr. J. I. Tapia of ourstaff and Dr. W. P. Chen of the Department of Energy's Energy TechnologyEngineering Center (ETEC) during the periods of February 22-March 8 andMarch 22-23, 1983, of activities authorized by NRC Construction Permits CPPR-126and CPPR-127 for the Comanche Peak Steam Electric Station, Units 1 and 2.
Areas examined during the inspection and our findings are discussed in theenclosed inspection report. Within these areas, the inspection consisted ofselective examination of procedures and representative records, interviews withpersonnel, and observations by the inspectors.
Within the scope of the inspection, no violations or deviations were identified.
In accordance with 10 CFR 2.790(a), a copy of this letter and the enclosurewill be placed in the NRC Public Document Room unless you notify this office,by telephone, within 10 days of the date of this letter and submit writtenapplication to withhold information contained therein within 30 days of thedate of this letter. Such application must be consistent with the requirementsof 2.790(b)(1).
Should you have any questions concerning this letter, we will be pleased todiscuss them with you..
Sincerely,
**Criginal S!gned byW, A. CROSSMAN9
ki G. L. Madsen, ChiefJ |Ill b)tg7"%)y Reactor Project Branch 1a
ES ES h RPSA M RPB1 7 DRRP&Ep ES YJITapYa/jkh DMHunnicutt TFWesterman fGLMadsen JEGagl M do EJohnson
/')/83 :I/F /83 5/6/83y/p/83 4/$/83 y/ 7-/83
Efph \Qe
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.
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Texas Utilities Generating Company 2
Enclosure:Appendix - NRC Inspection Report: 50-445/83-12
50-446/83-07
cc w/ enc 1: |
Texas Utilities Generating CompanyATTN: H. C. Schmidt, Project Manager2001 Bryan TowerDallas, Texas 75201
bec to DMB (IE01)
bec distrib. by RIV:
RPB1 (Debbie) D. Kelley, SRI-OpsRPB2 R. Taylor, SRI-ConsTPB Section Chief (RPS-A)RA
C. WisnerM. Rothschild, ELDMIS SYSTEM ,
RIV File -
RIV Reading File -
Br. Reading FileTEXAS STATE DEPT. OF HEALTHJuanita EllisDavid Preister
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ITTGrinnellCorporationhecutiveothesawest&daystreet
PipeHangerDivisionProddena,Rhoc\eislandOM1(401)DI-16l0
July 24, 1984EAS, IncorporatedP.O. Box 657East Greenwich, RI 02818
Attn: B. Masterson
Subject: Review of FUB II Documentation-Independent Review on behalf ofNRC Technical Review Team forComanche Peak *
Dear Sir:
Documentation Reports.Per your request, attached are copies of the following pages from FUB II
REPORT_PAGES
1. SA-793 (FUB II backup 37 - 39up to Rev. 2)
2. FUB II Rev. 3 Documentation 3 - 25Report
If you have any questions or comments, please do not hesitate to contactthis office.
Very truly yours,
ITT GRINNELL CORP.
hm #
VIPIN KUMARVK/ngEncis.
cc: P. StanishP. Salcone - w/ enc 1s.D. Powers - w/encle.
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M WestExchangeStreethoniakna, RhodeIslandDM1
&HaqperHn (401)&11-7M
July 24, 1984
EAS, IncorporatedP.O. Box 657East Greenwich, RI 02818
Attn: B. Masterson
Subject: Review of FUB II Documentation-Independent Review on behalf of
*
NRC Technical Review Team forComanche Peak
Dear Sir:
Per your request, attached are copies of the following pages from FUB IIDocumentation Reports.
REPORT PAGES
1. SA-793 (FUB II backup 37 - 39up to Rev. 2)
2. FUB II Rev. 3 Documentation 3 - 25
Report1
If you have any questions or comments, please do not hesitate to contactthis office. |
Very truly yours,'
ITT GRINNELL CORP.
yN *
VIPIN KUMAR
VK/ng ;
Encis.
cc: P. Stanish i
P. Salcone - w/encls. =.
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_ 3.7N SEISMIC DESIGN
NE
In addition to the steady state loads imposed on the system undernormal operating conditions, the design of equipment and equipmentsupports requires that consideration also be.given t'o abnomal loadingconditions such as earthquakes. Seismic loadings are considered forearthquakes of two magnitudes: Safe Shutdown Earthquake (SSE) and
Operating Basis Earthquake (OBE). The SSE is defined as the maximumvibratory ground motion at the plant site tnat can reasonably be pre-dicted from geologic and seismic evidence. The OBE is that earthquakewhich, considering the local geology and seismology, can be reasonablyexpected to occur during the plant life. ,
For the OBE loading condition, the Nuclear Steam Supply System is de-signed to be capable of continued safe operation. The design for the
i
SSE is intended to assure:
1. That the integrity of the reactor coolant pressure boundary is not'
compromised;
2. That the capability to shutdown the reactor and maintain it in asafe condition is not compromised; and
3. That the capability to prevent or mitigate the consequences ofaccidents which could result in potential offsite exposures com-parable to the guideline exposures of 10CFR100 is not compromised.
It is necessary to casure that mquired critical structures and com-ponents do not lose their capability to perfom their safety function.Not all critical components have the same functional safety reouire-ments. For example, a safety injection punp must mtain its capabilityto function normally during the SSE. Therefore, the deformation in the
p31A-85-59' "-'
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pump must be restricted to appropriate limits in order to assure its ;E.. ,.,
ability to function. On the other hand, many components can experiencesignificant permanent deformation without loss of function. Piping andvessels are examples of the latter where the principal requirement isthat they retain their contents and allow fluid flow.
The seismic requirements for safety-related instrumentation and elec-trical equipment are covered in Section 3.10. The safety class deft-nitions, classification lists, operating condition categories and themethods used for seismic qualification of mechanical equipment are
given in Section 3.2. .-
3.7N.1 SEISMIC INPUT
3.7N.l.1 Design Response Spectra
Refer to Section 3.78.1.1.(E
'
3.7N.1.2 Design Time History
Refer to Section 3.78.1.2.
3.7N.l.3 Critical Damping Values
The damping values given in Table 3.7N-1 are used for the systemsanalysis of Westinghouse equipment. These are consistent with the damp-ing values recomended in Regulatory Guide 1.61 except in the case ofthe primary coolant loop system components and large piping (excludingreactor pressure vessel internals) for which the damping values of 2percent and 4 percent are used as established in testing programsreported in Reference [1]. The damping values for control rod drivemechanisms (CRDM's) and the fuel assemblies of the Nuclear Steam Supply
$;..:
3.7N-2
. _ . _ _ . _ _ _ _ _ _ - - _ , - - - - - . . - . _ . _- . -_-__ _ - _ _ _ _ . - . . _ _ - - . _ - - _ . _ .
. - _ . _ _ - _ - _- - . .. ._ ..
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i fi 3.78 SEISMIC DESIGN,
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\ -
3.7B.1.1 Design Response Spectra,
;
i
f Design response spectra for both horizontal and vertical ground motionfor the SSE are shown in Figures 3.7-1 and 3.7-7, respectively.
fResponse spectra for 2, 5, 7,10, and 15 percent of critical dampingare provided for both the horizontal and vertical motions and are-
j scaled to the maximum ground accelerations of 0.12g and 0.08g selectedfor the SSE. For the OBE, a scaling factor of 0.5 is applied to the
-'"
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I SSE design spectra.,
i'
!. The response spectra are based on the most recent data availableconcerning response of structures to earthquake motion. They are1
|j constructed on the basis of the recommendations of Newmark, Blume, and
I. Kapur [14] and conform to the requirements of NRC Regulatory Guide,,.
1.60, Revision 1, with the exception of the 33 Hz to 50 Hz frequencyj
In that range, the vertical response spectrum of NRC RegulatoryI ~ range.Guide 1.60, Revision 1, differs from the vertical response spectrum of
! Reference [143 The effects of this deviation on the results of the:
ianalyses of structures and systems are negligible because they onlyaffect the modes which have low amplification. Similarly, the method~
recommended in Reference [14] for the construction of vertical responsei
spectra leads to a slight deviation from NRC Regulatory Guide 1.60,Revision 1 recommendations for accelerations corresponding to 3.5 Hz.
[ The magnitudes of these differences are negligible.,
,
The response spectra indicate the estimated response of a structuresubject to significant nearby earthquake ground motion. The spectra
.
are presented 6ver a range of frequencies corresponding to natural'
;
ffrequencies of structural elements, and they represent the maximumamplitude of motion in structural elements for typical degrees of
. - -i E2+
3.78-1 JULY 27, 1978f
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structural damping. Because the design response spectra have been (|;ij
developed from a large number of real records, following the proceduresrecommended by Newmark, the effect of strong motion duration anddistance of focal depth are included [29].
.
There are, of course, general associations between duration of stro'ngmotion and the size of an event. Longer durations of strong motion are
expected with greater-sized earthquakes. Higher frequencyaccelerations are attenuated with greater distance from the epicenterof the earthquake. These conditions are inherent in the strong motion
records which are the source of Newmark's work. In no case are the':
amplification factors less than one..
3.78.1.2 ~ Design Time History
A set of five artificial time history records has been produced foreach of the horizontal and vertical motions reselting from the SSE.These artificial records are based on the design response spectra (3. ,
.
requirements presented in Section 3.7.1.1. Each artificial record isspecifically developed for each case of structural damping values'
considered. A set of five artificial records is developed for the fivestructural damping values of _, 5, 7,10, and 15 percent.
As an alternative to a site-dependent analysis, these artificial timehistory records are suitable for use as base excitations for the
,
dynamic structural analysis.
The mathematical procedures used to generate these artificial timehistory records can be briefly summarized as follows:'
1. The spectral characteristics of the selected site SSE designresponse spectra are extracted to construct a frequency responsefunction with proper phase factor modification.
Il
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JULY 27, 1978 3.7B- 2
. . -. . _ _
._ _ _ _ . _ _
.
-. .
CPSES/FSAR
3.7.1.3 Critical Oamping Values(w.aEV
The specific percentages of critical damping values used for Category IJ
structures, systems, and components are based on the materials, stresslevels, and type of connections of the particular structure orcomponent. They are determined in accordance with the recommendationsof NRC Regulatory Guide 1.61 and Reference [14].
|Structure and component damping values used in the response spectrum
j and time history analyses are given in Table 3.7-1. Damping factors
associated with foundation springs are discussed in Section 3.7.2.4.Damping values for Westinghouse equipment are shown in Section 3.7N.
..
i (i
.
1
|
!
,
3
i
iikh3.78 4a JULY 27, 1978
- - .. .-
__ ___
. ..
CPSES/FSAR
3.7.1.4 Supporting Media for Seismic Category I Structures
All seismic Category I structures are founded on the firm, unweatheredGlen Rose Limestone which constitutes the principal bedrock formationin the site.
Below the Glen Rose unit lies the Twir. Mountains Fomation, which forms
a gradational contact with the Glen Rose unit and is composed, principally of sandstone, limestone, and clay stone. The portion ofthe Glen Rose unit which provides the founding material for theCategory I structures consists of argillaceous limestone with lensesand zones of calcereous clay stone. Approximately 150 to 160 ft ofthis fomation is present beneath the lowermost foundation. The upperportion of the Glen Rose unit consists of weathered rock and a soilcover of a few feet. Prevailing soil and rock characteristics arepresented in Table 3.7-2.
The soil cover and the upper 40 ft (approximately) of the Glen Rose~~ Limestone are totally removed by foundation excavation. Thus, all of
the moderately-to-severely weathered rock present at the site isremoved.
With the exception of the Service Water Intake Structure, no structuralbackfill is used under or against Category I structures.
More detailed description of the site geology, the subsurfaceconditions, and the engineering properties of site materials areincluded in Sections 2.5, 2.6, and 2.7.
Foundation elevations, depths of embedment, total structural heights,and foundation plan dimensions for the Category I structures arepresented in Table 3.7-4.
=
3.78-5
_ - -. - - . . . . . - . _ - _
|
4 ., ,
.
CPSES/FSAR
3.78.2 SEISMIC SYSTEM ANALYSIS ;.3
i
3.78.2.1 Seismic Analysis Methods
Methods of seismic analysis used for seismic Category I structures,
systems, and components, as well as applicable stress and deformation<
criteria, and mathematical models, are described in this section.4 ,
,
Seismic analysis of seismic Category I structures, systems, andcomponents is perfomed by the use of the response spectrum or the time
I history concept of analysis, or both [28], [30], [35]. The use of the#
response spectrum concept provides a convenient procedure for seismic
|analysis. Spectrum analysis uses the natural frequencies, mode shapes,
-
and apprepriate modal dampings as a fraction of critical damping, and
| is an approximate method for determining the seismic response of linearelastic multidegree-of-freedom systems with lumped masses and elastic
'
properties in discrete parts. '
i
In a time history analysis, there are two basic ways of using the time;
history for linear elastic systems, namely, by a modal analysis time,
i history, which uses the same free vibration characteristics and damping'
factors as the spectrum analysis, or by solving a system of coupleddifferential equations of motion by direct numerical integration. In
the latter case, the numerical integration using a suitable technique,
must be perfomed simultaneously for all of the coupled equations.This procedure is cumbersome, requiring a large amount of computations,and is susceptible to computational difficulties. For example, it is !
1'
difficult to know how small the time intervals should be to avoidmathematical instability. Furthermore, there is no really satisfactoryway to determine all of the damping c,oefficients in these coupleddifferential equations of motion. . Because of these difficulties, themodal method of analysis is used. Only in the case.of nonlinear |
!behavior when structures, systems, and components cannot be regarded as
linear elastic, such as springs with nonlinear restoring-force2:.
3.78-6I
|l
. - - . -- . _ . . _ __ . . - . . . - - - . --....-|
%
* .
CPSES/FSAR
- functions and nonlinear elastic properties of materials, is the method' of direct numerical integration of coupled differential equations of
motion used.
Where the aforementioned methods do not provide reliable results, orwhere analysis appears impractical, dynamic testing of equipment is
perfomed to ensure functional integrity.
The methods used for seismic analysis of particular seismic Category Istructures, systems, and components are summarized in Table 3.7B-2.
It should be noted that the modal analysis time history method is usedto generate responses at selected locations, such as the ones requiredfor the development of instructure response spectra. Responses atselected locations resulting from both response spectrum concept and
time history are compared. Static loads resulting from a dynamicanalysis are used in the design of some structural components such asfoundation mats, floors, and shear walls [34].
. . = .
3.7B.2.1.1 Idealization of Seismic Category I Structures,Systems, and Components
A most important part of seismic analysis is devising a mathematicalmodel that satisfactorily represents the dynamic behavior of a seismicCategory I structure, system, or component. The modeling techniqueused results in mathematical models composed of a network of lumpedmasses and elastic properties in discrete parts. Normally,
characteristic points or nodes are selected so that they coincide withconcentrations of mass, e.g., at floors, changes of cross sectional
.
area, or at locations which are important for stiffness. Thecharacteristic points for lumping of the masses of an axisymmetric
shell-type structure are selected at the centroids of horizontalcross-sections through individual components of the structure. These
centroids lie on the vertical centerline of the structure. Each mass
..:
3.78-7
i
N *
CPSES/FSAR
has six degrees of freedom, namely, three translations in the three "
principal orthogonal direction:: and three rotations about the threeprincipal orthogonal axes. 10 general, respanses associated with all
of these degrees of freedom can be coupled and excited by eachdirection of seismic motion. Bending and shearing effects areconsidered in determining the discrete rigidities between the lumped
masses.
For all seismic Category I structures, finite element techniques thatsimulate floor slabs and shear wall assemblies are used to generate the ,
I
reduced stiffness matrix associated with the number of dynamic degreesof freedom required for the dynamic analysis. The mathematical model 3
for which this reduced matrix is generated consists of lumped masses,Theviscous dash' pots, and elastic properties in discrete parts.
mathematical models representing the seismic Category I structures and
the method chosen for the selection of the number of masses are |
described in Subsection 3.78.2.1.6.
For ease of computation, the mathematical model is reduced to contain
as few dynamic degrees of freedom as feasible so that it can beanalyzed successfully by means of algorithms adopted for today's
high-speed digital computers.
Foundation structure interaction is represented by decoupled springs,dashpots, and effective masses generally associated with the six
The methods useddegrees of freedom in a global orthogonal system.to determine the foundation parameters related to torsion, rocking, and
translation are described in Subsection 3.78.2.4.
. 3.7B.2.1.2 Analytical Approach
In order to analyz'e the response of a linear elastic lumped mass
system, the natural frequencies and corresponding mode shapes are firstI
determined. This determination is accomplished by extracting the::=:::2
,3.78-8 I
|acg ;
Y,
% -
-.
CPSES/FSAR
eigenvalues and associated eigenvectors from a homogeneous system ofger.:
equations which result from undamped free vibration and are comprised"~
of stiffness or flexibility and mass matrices developed from the
mathematical model. These free vibration characteristics arecalculated by using any one of the suitable algorithms coded into the
computer prcgrams, such as the diagonalization method originated byJacobi, Householder's tridiagonalization method combined with the Sturm
sequence method, and methods such as those used in computer programspresented in Section 3.7B(A). Af ter establishing the free vibrationcharacteristics, such as natural frequencies and associated modeshapes, the next step consists of response computations obtained byusing the response spectrum approach or time history analysis or bothi
'
[28], [30], [31], [35), [38].,
1. Response Spectrum Analysis
The response spectrum analysis is performed using variouscomputer programs consisting of different subroutines developed
-by Gibbs & Hill, Inc., IBM, and others as described in Section*
3.7B(A).*
The analysis of the structures founded on bedrock uses spectralvalues from the free-field horizontal and vertical groundresponse spectra developed for this site. Spectral values
,
associated with modal dampings and natural frequencies arei
fne a force sh ars, nts a t ve s lac t
I
obtained in each mode. The maximum modal responses of all the 2Q130.8modes are combined by the square root of the sum of the squares
(SRSS), by absolute sum, and by combinations thereof, as
discussed in Subsection 3.78.2.7.
-
(%:==3.7B-9 AMENDMENT 2
JULY 27, 1978
- .. . - _ . _.
4.
CPSES/FSAR.
A separate analysis is made on the model representing the ,
structure founded on bedrock for each of the three orthogonalprincipal directions of input ground excitations.
Vertical and two horizontal ground excitations,are assumed to actHence, the combined effects of earthquakes onsimultaneously.
structures, components, or elements are computed by taking theSRSS of the particular effects at any particular point, caused byeach of the three components of earthquake motion (two horizontalmotions at right angles and one vertical motion).
In the case of shell structures when shell theory is used, ^
maximum stress resultants (membrane shears, moments, and forces),This
as well as unit stresses and displacements, are obtained.is accomplished by applying distributed inertia forces and using
t
a suitable computer program.
The total overturning moment at the base of a structure is,
LThe maximum dynamic foundation pressure is evaluatedobtained.
to ensure that it is within permissible limits."
The analysis is perfonned for both the SSE and OBE unless it isapparent that one of these controls the design.
Time History Analysis and Instructure Response Spectra2.
After the mathematical models of structures are analyzed fortheir characteristics of free vibration, the time historyresponses at selected mass points are obtained using theartificial time history ground motion [30], [31), [38].Derivation of the appropriate time history ground motion is
Once the time history responsediscussed in Subsection 3.78.1.2.of a selected mass point is generated, the next step is tosubject a single-degree-of-freedom system, with the natural
3.78-10JULY 27, 1978.
--
. r
CPSES/FSAR
6. Results and conclusions
7. Attestation
3.78.2.1.4 Differential Seismic Movement of InterconnectedComponents
The seismic analysis of seismic Category I subsystems and equipmentsubjected to differential support motion is performed in three partsusing lumped mass mathematical models as follows:
Modal response spectrum analysis is performed for all three,,
1.principal orthogonal directions of support motion for each .
direct. ion of ground excitation using appropriate instructureresponse spectra conttructed on the basis of superimposing the
spectra for all support points and enveloping them as stated inSubsection 3.78.2.5. The analysis of these subsystems or
components follows the same' considerations as those described inTheSubsection 3.7B.2.1 for seismic Category I structures.
vertical analysis is combined with both horizontals, according tothe statement in Subsection 3.7B.2.1.2, to produce basic dynamic
loading conditions.
The same multimass lumped parameter model is subjected to a.
2.stress analysis due to differential displacements of the support
points. The displacements used are consistent with thedirections of structural exc'itation being considered in the
spectrum analysis. This results in basic differentialdisplacement loading conditions.
The results obtained from the spectrum analysis and differential3.The effects ofdisplacement analysis are then combined directly.
these loading conditions on the components and the supporting
structures are determined.
3.78-21
- _ _ _ _ _ _ _ _ - _ _ _ _ _ _
u
CPSES/FSAR
3.78.2.1.5 Stress and Deformation Criteria
The maximum horizontal ground accelerations are 6 and 12 percent of
gravity for OBE and SSE, respectively. The maximum vertical groundaccelerations are equal to two-thirds of the horizontal. Horizontal
and vertical ground motions are assumed to act simultaneously.Horizontal ground response spectra for the SSE are shown on Figure
3.78-1.
Primary steady-state stresses including the effects of the normaloperating loads plus the OBE loads are maintained well within the
elastic limit of the material affected. .3
For systems ~ and equipment, self-limiting acondary stresses may exceedallowable primary stress to the extent permitted by the appropriatecodes. For the OBE, the equipment function is performed withoutpermanent deformation.
Primary steady-state stresses, including the effects of the normal
operating loads plus the SSE loads, are limited to prevent loss offunction of the equipment. For the purpose of calculation, theno-loss-of-function stresses are limited to 90 percent of the yieldstrength of the material, except when valid plastic analysisdemonstrates structural integrity. Local, self-limiting, secondarystresses may exceed yield stress levels to the extent set forth in the
appropriate design standards and codes.
Deformations resulting from the combined influence of normal operatingloads and the loads from the SSE are investigated to verify that they
do not impair the functional performance required for a safe andorderly shutdown of the plant.
For fatigue analysis required by some codes, the number of expectedearthquakes, the duration of strong motion vibration, and the number of
3.78-22
a .
CPSES/FSAR
rectangular base resting on an elastic half space [1], [2], [23],[37]. Torsional foundation spring constants, damping ratios, andeffective masses and rotary inertias for foundation below the
vibrating mat associated with the foundation springs aredetermined on the basis of the equivalent radius for the
rectangular base of dimensions 2c by 2d using the theory of theelastic half space for a circular footing according to Subsection'
3.7B.2.4 [1], [2], [23], [32], [37]. The effects of theembedment of the structures are evaluated and taken intoconsideration in the analysis. Best estimate values, upper bound
values, and lower bound values of foundation spring constantsused in the parametric analyses described in Subsection 3.78.2.4are presented in Tables 3.7B-25 through 3.7B-29.
The stiffness matrices of the buildings are generated using'
suitable computer programs based on finite element techniques.For unsymmetric structures the stiffness matrices include theeffects of torsional rigidities of shear wall assemblies between ,
floors. The stiffness matrices obtained for finite elementmodels are reduced to confonn to the number of degrees-of-freedomof the dynamic models which are used in the dynamic analysis [3],
[23],[30],[38].
3.7B.2.2 Natural Frequencies and Response loads
The natural frequencies and modal participation factors for all modesresulting from the parametric analyses of all the seismic Category Istructures are presented in Tables 3.7B-30 through 3.7B-45. Response
loads for these structures obtained by the square root of the sum of
the squares method (SRSS) are summarized in Tables 3.7B-46 through
3.7B-50 in the form of modal accelerations.
.
3.78-26
i_-____________-
- .
CPSES/FSAR
For comparison, envelope values of time history analysis results forthe Electrical and Auxiliary Buildings and for the Fuel Building arepresented in Tables 3.78-51 and 3.7B-52.
Seismic loads used for the design of seismic Category I structures areobtained by multiplying the response accelerations with the appropriatemasses.
Response spectra at all floors are developed for all seismic Category Istructures as indicated in Subection 3.7B.2.5.
3.7B.2.3 Procedure Used for Modeling ,
.
The structures and their contents possess mass which contributes to the,inertia loading of the structure. The complexity of the spatialdistribution makes it necessary to concentrate the mass atcharacteristic points or nodes. These points are selected so that theycoincide with concentrations of mass, e.g., at the floors, or withlocations which are important for stiffness. In some instances, the
nodes are selected at intennediate points of structures and equipmentthat can be regarded as being of uniform construction. This
discretization into characteristic points pennits a more accurateprediction of the dynamic behavior of actual structures and equipment.!
At each node, the structure or system is given six degrees of freedom(three translation components and three rotation components).
No simplifications aimed at reducing the total number ofdegrees-of-freedom considered in the analysis are made. All sixdegrees-of-freedom of each node are treated as generalizeddisplacements for all seismic Category I structures.
The idealization of the mass is performed on the basis of relativedisplacements. If inc horizontal cross-section of the structural
3.7B-27 JULY 27, 1978
.
'
CPSES/FSAR
component, for example, does not deform significantly, and the contentsundergo essentially the same displacement as the structure, all mass ina given place can be represented by a point mass placed at thecentroid.
It is not feasible to fomulate a mathematical model which wouldinclude, in addition to the primary structure, all of the equipment,piping systems, and other lightweight structures. These subsystems aretherefore uncoupled from the primary structures and are analyzed by theresponse spectrum approach procedure. In order to use the spectrumanalysis for secondary systems, floor response spectra are developed asdescribed in Subsection 3.78.2.5. -
The criteria employed for system / subsystem decoupling are consistentwith the provisions of USNRC Standard Review Plan, Subsection 3.7.2,June 1975. They are based on the mass ratio, R of the supported
msubsystem mass to the corresponding support mass, and the frequencyratio, R of the supported subsystem fundamental frequency to the
f
| 2 corresponding supporting system dominant frequency such that:Q130.9
1. If Rm < 0.01, decoupling can be done for any Rf
2. If 0.01 < Rm < 0.1, decoupling can be done if Rf < 0.8 or Rf>1.25
~
3. If Rm > 0.1, an approximate model of the subsystem should beincluded in the pr imary system model .
where:
R Total mass of supported subsystem=
Mass of support
Rf= Fundamental frequency of the supported system
Frequency of the dominant support motion
AMENDMENT 2 3.7B-28JULY 27, 1978
.
CPSES/FSAR
The floor response spectra are generated using the mathematical modelswhich consist of the lumped masses computed from tributary structuredead loads, a portion of live loads, and fixed equipment loads. In
some cases, the uncoupled mathematical models, with lumped masses
representing the equipment, include the effective masses andflexibility of the supporting structure.
3.78.2.4 Soil-Structure Interaction
The mathematical model for performing the dynamic analysis of seismic
Category I structures supported on the ground is comprised of lumpedmasses and elastic properties in discrete parts. Because these
.
structures are founded on sound bedrock (Glen Rose Limestone) withshear wave velocities of 5500 to 6000 f t/sec, the foundation-structure
-
interaction is evaluated using the conventional elastic half-spacetheory in accordance with References [1], [2], [23], [32], and [37].The justification for the use of this theory is based on the fact thatsound bedrock is much closer to being a truly elastic material than anyother common foundation material. Using the half-space theory,foundation spring constants with associated effective masses of therock and damping ratios caused by radiation damping are determined.
3.78-28a JULY 27, 1978
iI
--. - __ _
_ _ _ .
.
CPSES/FSAR
This value is much larger than the value of rocking rigidity constantobtained for the effect of embedment. Therefore, in this case, theeffect of the embedment on rocking rigidity is neglected.
In reality, the rocking rigidity constant for embedment is higher invalue than the one obtained here. Perhaps a more realistic value can
be obtained by assuming that the vertical contact surface of theembedment with the depth h has a mirror image surface with the depth of2h. Then half of the value for rocking rigidity constant based on theelastic half space theory seems to be more appropriate when the ratioof the actual depth of embedment to the length of embedment is less
than unity. For example, using this approach, the following value for ,
rocking rigidity constant for embedment is obtained:.
xf=64,000h2
k, = 0 4 x 8 x 100 x 20
Incidentally, this value and the values obtained for the ratios of thedepth to the length of embedment less than one are in close agreementwith the values obtained on the basis of the approach to the problemfor cohesive soils as presented in References [39] and [40]. Thesevalues also compare well for practical purposes with the ones obtainedusing formulation presented in Reference [7].'
For the dynamic analysis of seismic Category I structures which haverelatively shallow depths of embedment (such as the Safeguards,Electrical and Auxiliary, and Fuel buildings), the effect of embedmenton rotational foundation rigidities (torsion and rocking) isnegligible; also, because a wide range of foundation rigidities isconsidered by parametric studies (Subsection 3.78.2.9), this effect isneglected. The Service Water Intake Structure, which has a greaterdepth of embedment, is analyzed by including the effects of embedmentin both translational and rotational foundation rigidities on the basis
of the pressure distribution for a perfectly rigid base on an elastichal f-space.
| 3.78-39
'\s
|
- -- . . - .
u-
.
CPSES/FSAR
3.78.2.5 Development of Floor Response Spectra
The methods of seismic analysis are covered in Subsection 3.78.2.1.
The response spectrum method for the development of instructure
response spectra is not used.
Instructure response spectra at selected locations of interest aredeveloped on the basis of computed responses to an artificial timehistory input of ground motion. The time history of the simulatedearthquake ground motion is developed to be compatible to the given
Having established the time history of theground response spectra.ground motion, the lumped mass mathematical models of seismic Category'
I structures are analyzed and time histories at desired masses lumpedOnce
at floor levels or any other location of interest are generated.,
the time history of the floor motion is obtained, the next step .
consists of subjecting a single degree-of-freedom system with thenatural frequency range of interest and various damping ratios to the
The maximum acceleration responses obtained .
floor time history motion.are then plotted as ordinates and the corresponding natural periods of
The envelope ofthe single oscillators are plotted as abscissa.maximum peaks is used for the construction of instructure response
spectra.
In constructing instructure response spectra, uncertainties inherent tothe analysis, such as the material properties of the foundationmaterial and the structures, damping values, soil structureinteraction, approximations in the modeling techniques, and computationof structure natural frequencies, are accounted for by parametricvariations incorporated into the analysis and by broadening of the'
peaks of the resulting envelope response spectra as described in
Subsection 3.7B.2.9.
The procedure of parametric variations consists of evaluating and usingin the dynamic analysis lower bound, best estimate, and upper bound
3.78-40
.
CPSES/FSAR
values for the foundation spring constants in the case of all seismicCategory I structures with the exception of the Fuel Building and theService Water Intake Structure where only lower bound and upper bound
values are used. In addition, the analysis of the Containment Buildingis performed for each set of foundation spring constants by considering
a cracked and an uncracked Containment wall.
The instructure response sr.ectra obtained on the basis of theparametric variations are enveloped and the resonance peaks of the
resulting curves are broadened by at least +10 percent.
As necessitated by their intended use, three groups (types) of floor ,
response spectra are developed as follows:.
'
1. Interpolation Instructure Response Spectra
For general use, instructure response spectra are developed forthe top and bottom node translational accelerations in thedirections of three orthogonal principal axes and rotationalaccelerations about these axes. A set of these response spectra
is developed for each seismic Category I structure for both SSEand OBE intensities and for different values of equipmentdamping.
This type of response spectra is developed for the ContainmentBuilding and internal structure, the Safeguards Building, theElectrical and Auxiliary Buildings, and the Service Water Intake
Structure.
Typical instructure response spectra for the Containment Buildingare presented on Figures 3.7B-41 through 3.7B-49. These nine
figures represent a complete set of instructure response spectrafor one specific value of equipment damping due to SSE
excitations in three orthogonal directions. The first three
3.7B-41
.
CPSES/FSAR i
1
figures represent the response spectra at the top nodal point ofthe building due to nodal translations, while the next three arefor the translations of the bottom nodal point of the building.The last three figures represent the response spectra for theeffects of nodal torsion or rocking; the spectral values of theselast three figures are for a point 100 ft away from the verticalaxis passing through the top and bottom nodal points of thebuilding. The response spectra for one specific value ofequipment damping at any point within the building can beevaluated from the set of response spectra corresponding to thesame equipment damping. They are obtained by the linear
interpolation or extrapolation of the response spectra for the . . .
nodal translations plus the additional contribution from thetorsional or rocking effects using rigid body transformation.For example, given a point P (X , Y , Z , all in ft) locate'dwithin the building, the response spectra at this pointcorresponding to the SSE in X direction and two percent equipment
damping is computed as follows:
where:
(Ax)u ' I##)u , and ( Az)u are the spectral values for thea.upper nodal point (X, Y , Z) obtained from Figure 3.7B-41.
b. (Ax) , (Ay) , and (Az) are the spectral values for thelower nodal point (X, Y , Z) obtained from Figure 3.7B-44.
j
A , A , and A are the spectral values caused by the effectc. g 2 3of rocking or torsion about the X, Y, and Z axes,respectively, and obtainable from Figure 3.7B-47.
3.7B-42
>
..
.
CPSES/FSAR
The spectral values at P are obtained by using the followinglinear interpolation procedures:
Y -Y (Z -Z)A--
D
(Ax)u ~ (^*}l 100(Ax)p = (Ax)) + y + *
_y_
D l- (Z - Z)A (3.78-17)Y -Y -
(Ay)u - ID)l 100(Ay)p = (Ay)j + y + +_yu 1 __
(X, X)A3, '
100
.
(X - X)A (3.78-18)Y -Y -
D 2-
P I (Az)u - (Az)j 100(Az)p = (Az)j + y +_yu 1 __,
2. Floor-by-Floor Response Spectra .
Supports and seismic restraints of uncoupled subsystems, such asseismic Category I equipment and components, are generallysituated away from the centers of gravity of the floors on whichthey are located. The design and testing of such equipment,components, and supports calls for the determination of maximumspectral accelerations at these locations in three orthogonaldirections for the combined effect of horizontal and verticalearthquake excitations.
In order to eliminate the necessity for the supplier to performlinear interpolations, rigid body transformations, andcombinations of results from horizontal and vertical earthquakes
response spectra are developed at the critical locations of each|
3.7B-43
1i
. - _ .
.
CPSES/FSAR,
floor of all seismic Categcry I buildings. These spectra aredirectly applicable to equipment at any location on the floors.
considered.
Typical response spectra at critical locations for floorelevation 852.5 ft. of the Safeguards Building and correspondingto 2-percent equipment damping and SSE intensity are shown on
Figure 3.7B-50. Curves Ax, Ay, and Az represent the spectra inthe X, Y, and Z directions for the combined effect of the threesimultaneous earthquakes. The coupling effects of thenonsymretric structure are included. The procedure for
developing these response spectra is as follows:.
Response spectra for each earthquake excitation (X., Y, Z)a.are obtained at intermediate nodes by interpolating between
the spectral values of top and bottom nodes.
b. Spectral accelerations are derived at points of greatesteccentricity from the centers of gravity of the floors(critical locations) by rigid body transformation. Thevalues obtained can be designated as follows:
Axx, Ayx, Azx for spectral accelerations in X, Y, and Zdirections due to X earthquake
Axy, Ayy, Azy, for spectral accelerations in X, Y, and Zdirections due to Y ea.rthquake,
Axz, Ayz, Azz for spectral accelerations in X, Y, and Zdirections due to Z earthquake
c. For X + Y + Z earthquake combination the values for totalacceleration in X, Y, and Z directions are obtained asfollows:
3.7B-44
._
- .
-.
CPSES/FSAR1
|
/Axx+Axy+Axz (3.78-19)2 2
Ax =
2 2 2Ay = A yx + A yy + A yz (3.7B-20)
[Azx+Azy+Azz (3.78-21)2 2 2
Az =
.
.
In addition to the above Instructure Floor ResponseSpectra, refined floor-by floor response spectra have also
'
been issued primarily for As-Built Piping Analysis. These
response spectra are similar to the floor-by-floor responsespectra, except that extra conservatism due to handsmoothing has been eliminated by use of computer and curves 44
are plotted in terms of acceleration versus frequency. The
response spectra have been generated for 1% and 2% damping
for 1/2 SSE and 2% and 3% damping for SSE. The use of
refined response spectra for a purpose other than As-BuiltPiping Analysis requires prior approval from the engineer.
Typical refined response spectra at critical locations forfloor elevation 852.5 ft. of the Safeguards Building andcorresponding to 2-percent equipment damping and SSE
intensity are shown on Figure 3.7B-50A. Curves Ax, Ay, and
Az represent the spectra in the X, Y, and Z directions forthe combined effect of the three simultaneous earthquakes.The coupling effects of the nonsymmetric structure areincluded.
AMENDMENT 443,78-450CTOBER 10, 1983
.
- -..
CPSES/FSAR
3. Response Spectra at Selected Locations
For certain special subsystems such as the RCL subsystem,
response spectra at the exact locations of the subsystemsconsidered (e.g., at the steam generator support or the reactornozzle) are developed as follows: Floor time histories for thethree translational and three rotational degrees-of-freedom andfor each earthquake excitation (SSE and OBE) are derived at thenodes corresponding to the floors whicn contain the selectedlocations. Response spectra are developed at these nodes bysubjecting a single-degree-of-freedom system with the naturalfrequency range of interest and various damping ratios to the .
floor time history motions obtained. The response spectra at the,
selected points are then developed by rigid body transformations.
Figures 3.78-51, 3.78-52, and 3.7B-53 represent the responsespectra of translational accelerations in three orthogonaldirections at the location of the outermost support of the steam
generator for two percent equipment damping and for SSEexcitations in X, Y, and Z directions, respectively.
3.78.2.6 Three Components of Earthquake Motion
The three orthogonal components of the design earthquake motiun areassumed to act simultaneously. The combined responses (shears,
,
moments, deflections, and so forth) of structures, componer:ts, andelements to the simultaneous application of the two horizontal and onevertical ground excitations are obtained by means of the SRSS methodbecause it is considered unlikely that the peak values of the responsesfrom ground excitations in different directions can coincide. This'
procedure is in conformance with the recommendations of NRC Regulatory '
Guide 1.92.
OCTOBER 10, 1983 3.7B-46
.__
'- CPSES/FSAR
3.78.2.7 Combination of Modal Responses
When the response spectrum concept of analysis is used, only themaximum modal responses are known and the phasing of modes cannot be
determined as in the time history analysis. Therefore, the total
response at a point in the multi-degree-of-freedom system can only beapproximated. The maximum modal responses are normally combined by
SRSS, by absolute sum, or by combinations thereof.
The method of combining maximum modal responses is not straightforward.When frequencies of the modes are closely spaced (differences of +10percent in frequency), the absolute sum procedure of combining the .
responses in these modes is used.
When the absolute sum procedure for combining some of the modal
responses is used, the total maximum response is obtained by treatingthe responses resulting from the absolute sum as pseudomodal responses
and combining them with all other modal responses in an SRSS manner.This procedure conforms to the recommendations of NRC Regulatory Guide
1.92. When additional conservatism is desired, the total maximum
i
3.78-46a OCTOBER 10, 1983
-
.
.
CPSES/FSAR|
Mathematical models representing subsystems are subjected to theirsupport motions, which reflect the seismic environment of thefree-field and structural amplifications. Therefore, when thesesupport motions are used as input to the dynamic system, each mode
responds according to the amplification which has been predetermined inthe tine history analysis of the supporting structure.'
Elimination of resonance condition is considered good practice in thedesign of subsystems. The resonance peaks are readily identified fromthe appropriate response spectra. Elimination of resonance is theprincipal aim of the design. To eliminate this resonance condition,some modification of the dominant natural frequencies can be achieved
,
by providing stiffer or more flexible supports and smaller or biggermass characteristics of the subsystem. When this becomes impossible or !
impractical, the subsystem is analyzed and designed for the resonancecondition.
3.7B.3.5 Use of Equivalent Static Load Method of Analysis
Where a subsystem can be adequately and realistically represented as a
one-degree-of-freedom system, and no determination of natural frequencyis made, the response of the subsystem is assuned to be the peak'
acceleration of the appropriate floor response spectra curves at theappropriate value of damping. 20
For a subsystem which can be adequately and realistically representedas a simple model, similar to the guidelines of NRC Regulatory Guide1.100, Rev.1, and produce conservative analysis results, and nodetermination of natural frequencies is made, the response of thesubsystem is assumed to be the peak of the appropriate floor responsespectra at the appropriate value of damping multiplied by a factor of1.5. A factor less than 1.5, but not less than 1.0 may be used,provided conservative results are obtained and proper justificationprovided.
3.78-59 MAY 21, 1981
-. - - -
.
.
CPSES/FSAR
1
I
t Equipment having a minimum natural frequency equal to or greater than'
33 Hz is also sometimes designed by the equivalent static load method,i
in which case the applied seismic loads correspond to accelerationsO equal to at least the zero-period accelerations of the appropriate
floor response spectra.
3.78.3.6 Three Components of Earthquake Motion1
The combined effect of the three components of earthquake motion onseismic Category I subsystems is determined by the SRSS method as
described in Subsection 3.78.2.6.
.
3.7B.3.7 Combination of Modal Responses
When the response spectrum concept of analysis is used, only themaximum modal responses are known, and the phasing of modes cannot be
20 dete rmined. Therefore, the total response at a point in themulti-degree-of freedom system can only be approximated. The maximum
modal responses are combined by the methods of NRC Regulatory Guide
1.92, Revision 1. For equipment and subsystem analyses, the methods
presented in the Regulatory Guide paragraphs 1.1, 1.2.1, 1.2.2, or1.2.3 are acceptable methods for vendor qualification.
3.78.3.8 Analytical Procedures for Piping
3.7B.3.8.1 Design Criteria
Piping design criteria for Code Class 1 piping are in accordance with^ NB-3000 of the ASME B&PV Code, Section III. For Code Class 2 and Code
Class 3 piping, see Section 3.98.2.2. |,
l
Piping is anchored so that the total movements caused by relative |building motion plus thermal growth do not overstress the system.
i
MAY 21, 1981 3.7B-60
l,
~ , - - ,
._.
CPSES/FSAR
Critical areas of valve and piping inside the Containment are affectedby relative motion between the Containment Building and the internalstructure. Similar criteria are followed in these areas, especially at
elevations where relative movements between Containment wall andinternal structure are greater.
Piping is analyzed as an elastic system subject to thermal loadings andgiven displacements at anchor points.
Two analyses are made to determine the following:
1. Stresses imposed by thernal movenents between equipment andanchors and by slow movements between structures
i
i
8
3./8-60a MAY 7, 1981
;
i
-- -- -- . . - . - . _ _
.
CPSES/FSAR
2. Dynamic stresses imposed by seismic loading as a result ofrelative motion of buildings
Each piping system is idealized as a mathematical model consisting oflumped masses connected by elastic members. In order to adequately
represent the dynamic and elastic characteristics of the piping system,lumped masses are located at carefully selected points. Sufficient
mass points are located to ensure that all modes with frequencies lessthan 33 Hz are considered in the analysis. The number of degrees of
freedom is verified to be equal to or greater than twice the number of 20
modes with frequencies less than 33 Hz. In the modeling of the piping
system, valves, reducers, tee and branch connections attached to thepipe are included. The location, type and stiffness of supportsprovided are reviewed and included in the analysis.
| 46Anchors with all six degrees restrained have thermal movement included
in the analysis (i.e., anchors at equipment nozzles, containmentpenetrations, or embedded pipes).
There are three (3) categories of displacement for each direction ofearthquake. Two of these categories represent rigid body motion of thestructure, motions that are common to all points on the structure. Thethird category represents deformation of the structure, that isrelative displacements of points on the structure.
When all of the points of fixity are located on a single structure, therigid body motions of the structure, translation and rotation, do notresult in relative motion of the points of fixity. Since the third
category of displacement, deformation of the structure, represents asmall portion of the total displacement profile, the effects of thisdisplacement on the points of fixity are neglected.
3.78-61 AMENDMENT 46FEBRUARY 10, 1984
_ _ _ _
___
.
CPSES/FSAR
For piping passing between buildings or equipment mounted on individualstructures or foundations (such as big tanks), the relativedisplacement of support points located in different structures isconsidered in piping stress analysis.
Maximum relative displacements in two horizontal and the verticaldirection between piping supports and anchor points between buildingsare used as equivalent static displacement boundary conditions in orderto calculate the secondary stresses of the piping system. Relative
,
seismic displacements used are obtained from a dynamic analysis of the
structures, and are always considered to be out-of-phase betweendifferent buildings and the equipment if applicable to obtain the mostconservative piping responses.
20 3.7B.3.8.1.1 Simplified Design Method
Class 2 and 3 piping systems, whose nominal diameter is 4-inches or38 | less and whose temperature is less than 200F, may be analyzed by this '
Simplified Design Method.
This method considers all loading resulting from pressure, deadweight,seismic, thermal expansion and anchor movements for all piping withinthe scope of this procedure. Each loading or combination of loads isevaluated for the stress requirements specified for the plant operatingconditions as defined in the ASME Code Section III for Class 2 and 3piping systems and Table 3.98-1B.
The Simplified Design Method uses a conservative static seismicanalysis based on the stress criteria as outlined below in order toestablish the span between seismic support and to detemine seismicloads on piping supports, anchors, and equipment nozzles. It providesspacing between deadweight supports and the corresponding loads acting
on them.,
AMENDMENT 38 .
FEBRUARY 14, 1983 3.78-62
._ . . _ _ _ _ - . .-- .
_ _
'
CPSES/fSAR-
4
The Simplified Design Method presents also a method of evaluatingtherinal flexibility of the piping systems and determination of thermal ,
loads.
The basic steps included in the simplified design method are as 20
follows:
1. Seismic support spacing is calculated based on the stress. criteria. Th.e individual stress contributions in the eg. 9 of
,.
the ASME Code, Section III, Subsection NC are as follows: the
stress due to dead weight is equal to 0.1S , the stress due toh
' pressure is equal to 0.5S and the stress due to seismic loadingh
is equal to 0.6S * '
h,
In order to evaluate the seismic stress level in the piping, thevalue of seismic acceleration is obtained by the SRSS method from
three applicable response spectra, one vertical and twohorizontal. The response spectras of the building and/orstructure are selected for the highest elevation of the anlayzedpiping.
Reducing factors are used to obtain the seismic support span for
; piping with concentrated masses such as valves.and for pipingwith bends, reducers, tees, etc. The reduction of the seismic
.span assures compliance with allowable stress limits of the ASME
| Section III code.
2. Themal expansion of piping system and themal and seismic anchor.
movements are used in order to select the type of seismicsupports. The piping. system is sub-divided into simpleconfigurations such as a guided cantilever, expansion loop, etc.The themal expansion is evaluated for each piping configurationand the type of pipe support (rigid or snubber) is established inorder to meet the allowable secondary stress level S *
A
,,
AMENDMENT 203,78-62a MAY 7, 1981
.
.-m_, ._ .. . . , - - - _ - -.c,. -r- .y._.- ,- ---.-.---.,_,p. 7ym_ , . .
__ _ _ _ _________
CPSES/FSAR-
3. A simplified conservative method is used to obtain the thennaland seismic loads acting on pipe supports and anchors.
High Energy Fluid Piping Systems, as defined by NRC BTP APSCP. 3-1 are20
rot covered by this method unless break locations are postulated atevery fitting, valve and welded attachment.
Piping systems that are subject to the occasional loads such as waterhammer and the dynamic effects of LOCA are not covered by simplified
method.
Normal and Upset Operating Conditions
lhe effects of pressure, weight and other sustained mechanical loadsmust meet the following:
(8) S PD .751 ?1 SSL = o , A h=
4t An
where:
internal design pressure, psiP =
outside diameter of pipe, in.Do =
t nominal wall thickness, in.=nresultant moment loading on cross section due to weight and=
MAother sustained loads, in-lbs.
stress intensification factor (0.751?_1)i =
section modulus of pipe, in3,*Z =
basic material allowable stress at design temperature, psi=Sh
;
, AMENDMENT 20
| MAY 7, 1981 3.78-62b'
_ _
*- CPSES/FSAR
Occasional Loads
During the upset conditions the effects of pressure, deadweight, othersustained and occasional loads, as defined in the design specification
20for upset conditions must meet the following requirements:
(9) S P D 0.751(MA+MB 1 1.25 SOL = max. g .h
4t Zn
Terms same as (8) except:
'
Pmax = ' peak pressure, psi,
M resultant moment due to occasional loads, such as earthquake=B
(use half range only). Effects of anchor displacements due toearthquake are included in Equation (10).
Themal Expansion
The requirements of either equation (10) or-equation (11) of sectionNC-3652.2 aust be met.
(a) The effects of themal expansion must meet the re.auirements ofequation (10)
.
(10) S iM b= c 1 AE
Z
Tems the same as in equation (8) except:
range of resultant moments due to thermal expansion. AlsoMc =
inluded moment effects of anchor displacements due to
earthquake.
AMENDMENT 20 1
3.78-62c MAY 7, 1981
,
''
CPSES/FSAR
I
|
S allowable stress range for thennal expansion.=A
The effects of pressure, weight, other sustained loads and20 thennal expansion shall meet the requirements of equation (11).
(11) S PD 0.751 (M ) + i Mc (Sh*S)= g , A i ATE4t Z Z
n
Emergency Conditions
During emergency conditions the sum of the stresses due to internalpressure, deadweight, other sustained loads and occasional loads as
'
defined in Table 3.98-1B for emergency conditions must meet the
requirements of equation (9) with an allowable stress of 1.8 Sh-
(9) S Pmax.D 0.751 (MA+MIOL = o # B i 1.8 Sh4t Z
n
3.78.3.8.2 Basis for Computing Combined Responses
For the seismic design of piping, the horizontal and vertical loadingsare obtained from the instructure response spectra that have beengenerated for the appropriate structures and elevations as outlined inSubsection 3.78.2.1.2, and References [30], [31], and [36]. Theseloadings are combined on the basis of occurrence in the vertical andtwo horizontal directions at the same time.
Restraints are designed for loadings that are obtained from the piping0 analysis.
.
AMENDMENT 20 3.78-62dMAY 7, 1981
w
- .
CPSES/FSAR
3.78.3.8.3 Amplified Seismic Responses
For the seismic design of piping, input loading is obtained from thevertical and two horizontal modal response spectra curves for theappropriate damping of the building and/or structure.
20Where a piping system is subjected to more than one amplified responsespectrum, such as support points located in different structures ordifferent elevations of the same structure, the envelope of all the
amplified response spectra is applied to the system.
3.78.3.9 Multiple Supported Equipment Componentswith Distinct Inputs
The seismic analysis of multiply supported seismic Category Isubsystems and equipment subjected to differential support motion
,
within a building or between two buildings' is performed in three parts,,
using lumped mass mathematical models, is follows:.
1. Modal response spectrum analysis is performed for all threeprincipal orthogonal directions of support motion for eachdir2ction of ground excitation using appropriate instructureresponse spectra, constructed on the basis of superimposing the
*spectra for all support points and enveloping them as stated inSubsection 3.78.2.5. The vertical analysis is combined with bothhorizontals as described in Subsection 3.7B.2.1.2, Item 1.
2. The same multimass lumped parameter model is subjected to astatic analysis for the differential displacements of the supportpoints. The displacements used are consistent with the directions
AMENDMENT 203.7B-62e MAY 7, 1981
. - - _
.
CPSES/FSAR
of structural excitation considered in the spectrum analysis.This results in basic differential displacement loading
conditions.
3. The results obtained from the spectrum analysis and differential
displacement analysis are then combined directly. The effects ofthese loading conditions on the components and the supporting
structures are determined.
3.7B.3.10 Use of Constant Vertical Static Factors
Constant static factors are used in some cases for the design ofseismic Category I subsystems and equipment. The criteria for usingthis method.are presented in Subsection 3.78.3.5.
'
.
3.78.3.11 Torsional Effects of Eccentric Masses
The criteria used to account for the torsional effects of valves andother eccentric masses (e.g., valve operators) in the seismic pipinganalyses are as follows:
1. When valves and other eccentric masses are considered rigid, theentire mass simulating the eccentric component is lumped at itscenter of gravity, and all six degrees-of-freedom are taken into
account.
2. When valves and other eccentric masses are not considered rigid,
they are simulated by lumped masses and elastic properties indiscrete parts.
3.7B-63
|'
. . . . . . . - ,.
.- -. - - - .. . - . - - -
. ..
CPSES/FSAR ;
3.7B.3.12- Buried Seismic Category I Piping Systems;
and Tunnels,
,
4 For seismic Category I piping systems outside the Containmentstructure, including those placed in underground concrete conduits butexcluding those directly buried underground, the same design criteria
j and an .lytical procedures described in Subsection 3.78.3.8 are used toascertain that allowable piping and structural stresses are not
!
exceeded at Containment penetrations and at entry points into other;
structures.
iSome seismic Category I piping systems are comprised of segments whichare completely buried underground and which interface with the
,
Auxiliary Building or the Service Water Intake Structure, or with otherseismic Category I structures. Other seismic Category I pipingsegments are enclosed in concrete conduits which are buried undergroundand are connected to the conduit walls by appropriate restraints and*
supports. .
All seismic Category I buried piping and concrete conduits are encased! in a lean concrete fill or located in compacted backfill with a densityi
: sufficient to ensure that the backfill does not lose its integrity as a
result of liquefaction during an SSE. If required, the effects of,
small settlements of structures on adjacent piping are reduced by.'
providing flexible joints, split sleeves, and similar devices.''
Consolidation of the backfill is expected to be negligible under thepipe and conduit weights. Shearing distortions assumed for the design!
of the piping and conduits are based on consideration of the elasticproperties of the compacted backfill or concrete fill, as well as those
~ of the surrounding natural ground.
The following procedures are considered in the design of seismicCategory I buried piping and concrete conduits.
!:
3.78-64i
o
. - . _ , . . - _ _ - -, _ - _ . - , _ _ _ .---,m., . _ _ . , _ . . . . , _ - . _ _ _ . ~ , _ _ _ _ _ _ _ , . - _ _ , _ , . . . . . . . _ ,_. ._ _ ,_
. .
-. .
CPSES/FSAR
3.78.3.12.2 Stresses Caused by Differential Displacements
Between Soil and Structure
As a result of soil-structure interaction, differential displacements
during seismic disturbance are usually experienced between thestructure and the soil at the entry points of buried pipes. * Themaximum horizontal and vertical differential displacements are obtained
-by performing the seismic spectrum analysis of each seismic Category Istructure. These displacements are used in obtaining additional
stresses in buried pipes. For pipes extending from one structure toanother, an out-of-phase assumption is made to account for the possible
phase differences of the seismic ground waves. ,
.
1. Bending and shearing stresses caused by differential -
displacements perpendicular to the pipe axis are obtained fromthe studies concerning elastic pile theory involving coefficients
'of subgrade reaction [4], [5], [6],.[23]. When the soil
surrounding the pipe can be assumed to be a homogeneous isotropicmedium, solutions for beams on an elastic foundation such as theones presented in Reference [24] are used.
2. The maximum axial stresses resulting from differentialdisplacement along the pipe or conduit axis are computed from theconsideration of load transfer from the pipe or conduit to thesurrounding soil by friction to accommodate axial differential _
displacement at the location where the pipe is entering astructure, as well as from the elastic deformation of the soil at
the other end of the pipe or tonduit. However, a conservativeestimate of this maximum axial stress can be obtained as theproduct of the axial displacement, the coefficient of horizontalsubgrade reaction, and the ratio of the moduli of elasticity ofthe pipe or conduit material and the soil. The procedure is basedon the assumption that the strain in the pipe or conduit is thesame as that of the surrounding soil.
-
3.78-67
.
.-
- - - -
_ _ - . - . . .__ .
.. .
CPSES/FSAR,
If the computed combined stresses, which include stresses resulting;
from earthquake, internal pressure, thermal expansion, and otheri operating loads, exceed the allowable limits at the penetrations, one
or more of the following devices are used to relieve the stressescaused by the differential displacements:
1. The portions of the pipei at the entry points are protected from
i soil pressure by providing a concentric split sleeve.
2. The stresses resulting from differential displacements are -
reduced by replacing the compacted backfill soil or concrete filli
around the pipe near the penetrations by another softer soilmaterial. .
4
Ii
| 3.78.3.13 Interaction of Other Piping with Seismic
Category I Piping
'
i
20 3.78.3.13.1 Seismic Category I Piping with Connectiag Non-Category I4 Piping
Interaction of seismic Category I piping with non-Category I pipingconnected to it is considered in the following two respects:
,
|
|1. The loads transmitted under seismic excitation between the two
j systems locally at the point of their connection!
!
2. The effect of the non-Category I system on the dynamicI characteristics and the seismic response of the seismic Category
I system
*
Consideration of both effects is achieved by incorporating into theanalysis of the seismic Category I system a length of pipe thatrepresents the actual dynamic behavior of the complete run of the4
i non-Category I system. The length considered extends, but is not
AENOMENT 20MAY 7, 1981
3.78-68
- . -- ._ _ . _ ._-.. -~_-. - - - _ - - - _ . - . - . _ - -
. .
.. .
CPSES/FSAR
cC e yIt n Cate y hene e oss ble an anch r is
located at the intersection of the seismic Category I piping with thenon-Category I piping. In cases where location of the anchor orrestraint is not possible at the category change, it is placed on tne 2
non-Category pipe, and that portion of the line up to the anchor or Q130.14
restraint is analyzed according to seismic Category I criteria. In
either case, the non-Category I piping is always isolated from theCategory I piping by anchors or seismic restraints.
3.7B.3.13.2 Seismic Category I Piping with Adjacent Non-Category IPiping
.
Non-Category I piping systems whose failure is not acceptable, adjacentto seismic Category I piping, are analyzed by the nomograph method or 44other simplified structural integrity and prevent any unacceptablephysical interaction with adjacent seismic Category I piping andcomponents. The nomograph method provides seismic restraint spacingbased on the natural frequency of the supported piping.
This support spacing assures that the first natural frequency of thenon-Category I piping is beyond that value which is twice the resonant 20frequency.
3.7B.3.14 Seismic Analyses for Reactor Internals '
Seismic analyses for the reactor internals are presented inSection 3.7N.
AMENDMENT 443.78-69 OCTOBER *0, 1983
_ _ _ _ _ _ _ - - _
= f
. , |.
CPSES/FSAR
3.78.3.15 Analysis Procedure for Damping
Damping values expressed as percents of critical damping are determinedfor the type of material and fabrication of subsystems in accordancewith the recommendations of NRC Regulatory Guide 1.61. Typical damping
values are pr asented in Table 3.78-1. For the analysis ofmultidegree-of-freedom systems, equivalent modal dampings aredeterTnined according to the concept of weighted modal damping as
described in Subsection 3.78.2.15 and in Reference [13].
3.78.4 SEISMIC INSTRUENTATION
Seismic instrumentation is provided within the plant so that in c:se ofan earthquake, sufficient data is generated to permit verificadon ofthe dynamic analysis of the plant and evaluation of the safety ofcontinued operation.
3.78.4.1 Comparison with Regulatory Guide 1.12
The seismic instrumentation provided is specified in accordance withANSI N18.5-1974, Earthquake Instmmentation Criteria for Nuclear PowerPlants, as recommended by NRC Regulatory Guide 1.12, Revision 1,
Instrumentation for Earthquakes, and comprises the following
instruments:
1. A triaxial time history accelerograph, which consists of triaxial
acceleration sensors, a seismic trigger, a magnetic tape recorderand controls, and a magnetic playback unit. The function of thetriaxial time history accelerograph is to measure and permanentlyrecord absolut.e acceleration as a function of time during anearthquake.
3.78-70MAY 7, 1981
__. - . -
* . .
b. _. , , .a . .c -..a. e * * - * * = * - * ~ * * * -
,
..:... -- - - - - -
.
s.
*~ ] ! Qgg f( K12/11'
,
C.T.Corban' . _
t - ., . t
{... v ..
t.
.= *'
for Simplified Seismic Anal siis.
.
k'NomograpBased on Allowable Stress Limit.
.
*
j-3 .*, i
.
.
by|
k u ; G'., eisst, Senior Engineer Applied Mechanics,Gibbs & Hill Inc.,N.Y.C.T.Corbari, Chief Engineer Applied Mechanics,'Gibbs & Hil2. Inc.,N.Y..
Yr. .
*{r :.f.' '' '
'.Y
' -
'.
,t , .\'
-.
.. .
9-- .s .. .
_. ..- %
. _p. - ,, *1 .
__
.U, .t
n.
!.
- . .
.. . . ,*
(* - -
. .
|'
. .,
*,.. ,
,
* I.
j-.
'-
.- .
*
; ;.
.. _ -.
t.. -
... g..* ,
- ,
. . g
h.* ;.
'. - ;.
-* ;
i*
.,. ,
4
.. . ,.,
.
!
n4 . .
.
.t.-
.
!-
, ~ .| r . !. .
*i :,,
*?-~ \ i. .
..i.-
.
t
.
| 701A-85-59'
~
'..... .... ... ~ . .. - - *hh.. __.,
- -- - - - . - -
4.
* .
~*,
... .... a-.:. m a l --- a -. 9: , . -~
. .- - - ., .. . ... .. . . . x
.- - - - - - - - - ~~ ~-
' . - .' . . . . . . . .' . . . . . . _.
-' < E12/11 |*
C.I. Corban g ,(S .i
%
. I
e : ;*,
*, .
s.
i ' ~
's :i. t .
, ,-p
. .
,
e .'
. sI .., i
i'
*
-.
: ;*
\; - -a .,
'
., ,
* <l ..
I.
The Nomograph provided by this paper has the scope to establish the spaa be- 'tweentsaiLamis restraints for small' sise piping, with low pressure and M -
,.'
' '
'}ature duTring all mode of operations, in nuclear safety related systems, ASME J'code section III, Class 2 and,3. s
The equation used*to develop the sonograph gives the==wi== span between,
seismis supports: 4 '
*
(1)L = (0.4' Sh. 5/GW)b = (C/G)
,
i-
where L, spa length between seismic supports (ftle Ish, basic material allowable stress at design temperature, psi '
3 -
8, elastic section modulus of pipe (in )s t
jW, unit weight of the pipe (1bs/f t) 3 *
G, the effective seismic coefficient expressed'in gravities:for a straight pipe depends on the sise, schedule, material; The value of C These values are tabulated per.
of the pipe, weight of fluid and insulation. ;ar=i==1 size of pipe for* convenience.The eq. |1) for -the ==vi== span len'gth between seismic restraints was estab- h
,
lished for a straight run. For actual piping systems with multiple changes f*
-ia ' directions, branches, concentrated weights, the ==v4=<= al owed span be-l'
value, a re-,
tween restraints has to be reduced. To calculate the reduced Ch iducing factor K was determined for each case and an1tiplied with the C value
.
for a straight pipe. , '
For piping with a band or an elbow the K value 14 given in a chart,*dependiag[on the stress intensification factor, the angle between the two legs connec-**!
ted, and the ratio of the two legs. For concentrated weights, the factor K,
fThe seismic coeffb. ient G has the value of the SRSS of *is also tabulated.
values on each of the directions of a three orthogonal coordinate*
the Ggsystem. ,The,G values'are tabulated for a sennAard plant for convenience. ;
The Nonograph osa be used'also to evaluate the first mode frequency,gt the j!.Design guides are given on how to locate restraints on apiping system. A simplified !
piping system and how to calculate the'seianic reaction loads. t
seismic analysis was developed based on the Homographic method and is currentr--
t
ly used for design of Class 2 and 3 piping systems.'.
-
i
.
' i i,
,
6
..
.
-. -- . _ , , , - - - . , - , _ . _ _ _ - . , . _ - . _ _ , - _ - , . . . . . . _ - . . . _ _ - . . . . _ , . - _ . . _ . _ . _ - . . . - - , - - _ - - , _ _ -
- -_ - _ - .
..
.e .
f
; _s w . .- - ' - + - . ..: , . ~. ..L~.-.....-- . -. .w l. :---- --' - -
*.
-
- -'
-"*' - *_ ,, , .. .
. . . .-
E12/11,, ' e'-
..~3~ -
C.K. Corban____y, j _*
IntroductionThe Womograph provided by this paper has the scope to establish the span
1.d ten-
'between seissio restraints for espil size piping, with low pressure an5'' l t d systems,
..perature during all mode of operations, in nuclear safety re a e,
t) underethe rules of pME Code Section III, Class 2 and 3..- ,
The bquation to caisalate the ===4== spaa between soiania restraints|
based on the stress criteria was,first established by J.D. Stevenson (1) as-I '
4%
If we consider for a|'. } suming a maximum,seismia allowable stress of 0.6 Sh. |
oonti'amous piping over several intersediate supports, a conservative manimes.|)
bendiag mouset of M = 0.125 WI.2, the equation which gives the maC== spaa5
~
between seip restraints on a straight pipe, written also in a form easy toj
-
.
j,'~ ; ,,develop a nomograph, bosomse (1) |*
24,= ,(0.4 Sh 5/Gt)I = (C/0)I . 4, '-
l.._.'
Where A: spaa length between seismie. restraints (ft)'t, 'l
Sti, basis material allowebis stress at design temperature, pelt,
~
.
3 |' <
5, elastio section modulus of pipe, in s' " 'c.
,
|i W, amit weight of the pipe,1bs/ft , , ,
|| G, the effective seismie ocefficient expressed in gravities- .' " - . *'
fC is 0.4 Sh 5/W: **
IDeeree of conservatism ! j
~ 'Using a simplified seissio analysis instead of a riposons dynamic analy-2..l
'
j_, ,
sis, the time required to perform the analysis will decrease substantial y,
i i *
It is a matter of concera to make~
'
Jf and subsequently the cost will decrease.sure that the simplified seismic analysis provides an adequate degree of con-L- '
t
hThestatisticalresultsbfdifferentattemptstoestablishamultiplica-
,.
servatism.,
<
l give antion factor of the peak of the reponse spectra applied, which wil
,
F-~i j',
adequate conservatism, hinve shown that a large value yields very conservat ve,
E !-
results, and this will. increase the ausber of seismic restraints and by that! '
This paperwill increase the cost amp the time required to built the plant.
_
attempts to contribute to find a reasonable solution to that problem and to* ~
._ ~-
An evaluation study was performed j. assure.an adequate degree of ooneervatism. The fixed and/ multiple {
for several typteal beams and support arrsagements.Th6 lengths of the span were (' support beame_ selected are shown .ia Fig. No.1.For the beam showa"La Fig. 54, the com'puter amaa-I,
-t
The peak stress in f'
' ' calculated by equation (1).-
| yees performed and the results are preEeated l'a Table Z.The moment distribution in the~j
the statio analysis is at the support No. 13. *,
~ jDynamis Analyses is different, and the peak stress is at anchor point No.1.
'
The pea.k stresses in. both Dynamic Analysis are lower than the peak stress in.
>
. The first mode , frequency of the beam is almost at the-
'the Static Analysis._
peak frequency of the floor response spectra, in the resonance regida.For the beam shown in Fig..lb, the analyses and the results are presented,
, -'
I
|
The peak dynamic stress are lower than the peak statio stress.I
-
in Table II.The natural frequency of the beam is situated in the fissible region of the
| - spectra, as defined by R.E. Abdel Sayed (41. ..
['
( .
-
.
_
|1
.,
I
||
.
e
9e
-
e
r--,-m,. y,-.wne,m_,- , . , - - , , - -,~,----e --,e,-,,-- n., --_n,,., , , . - - - - , - - , -,e, - - - -,,m---n--,,--,,--_--,--w_-ca.-,-
-_ _ _ _ _ _ _ _ _ . _ _. . _ . __ _ ._ _. _ _
_'* ,.8 - - - - - - " - - - - -
. . _ . . . . , , . ._..- -
-- - - - -- -
. - . . ~ ,
- - - - -. . . . . . - - -
...
.. . . . . . . . . . . ..-
4 112/11*
-3-+ >
C.I. Corbem f, g ,rp, ,.
,
, ,
'
Fhr the beams shown in Fig. No. le and 1d three orthogonal earthquakei.
The span was establishedoomponents were considered acting simultaneously.f*by equation (1), taking for G, .the SRSS of thei peak acceleration spectra in
,
!'
,
the three directions I'(2),
*j . 3
G, = [G2+ G,
, , *-
f.
'The seismic.statis snafysis was performed three times for each G value sepa-'
'
rately la E, Y, 3, and the responses were aa=*iinaA by 3333,>
..
A rigorous dpanio ' analysis has performed with three direction response;5
m groupi'aq'anthod for 104 elosely spaced modes, asspectra , simultaneously.. ;
required by Regulatory Guide 1.92 ,was used in all dynamis analyses, and 4cutoff frequepmoy'of 34 Es. The results for the beam shown in Fig *.'1c are'
The peak air--ia stress is lower than the peak,
presented in Table IZZ.The first mode frequency of the beam is higher tham the peak,
statis stress.f.C7 si the, response spoetra but still in the resonease region. .Equaw* '
'
tion (1)0for,the maa$mus spea. length between seissio,,restraiata based onA similarstrees criteria is proven to be conservative for a straight run.
,
'The peak dynasio , ;
analysis.was perfarmed for the beam shown in Fig. No. Id.i
{stress is still lorser than the peak static stress, but the effect of 90'-**
|
|. The results given in Table IV, show a change in nommat, ,1
elbow is significant. For *distributica, in - ---' 0,7--ia stresses, a lower first made frequency. ~*
actual piping systems with changes la directions, concentrated weights,
(valves, flanges, forged fittings), tees, etc., the maaimus allowed span be-f
i-
tween restraints has to be reduced in. order to meet the stress criteria. f
* The equation which gives the reduced spaa beoense,,
(3)'
L = Y(C I7I8 Ib s y ;-/
! .where C , a tz) a (C ) [
, ,
E, spaa reducing factor i 1. ,,,
The values of E, for'various piping components and different piping con- r.Por any-piping system, if C.
figurations are being established in section 4.equation .(3) will be used, to' locate at' the =awimum allowed seismic span two
-
iautual peg z'taular restraints lateral to the pipe axis, using for G equaa.__. ,
(
, tion (2), and for **amaaheed pipe runs an asial seismic restraint, the re-sults will be ooneervative, being based on the maaisua allowable stress. [
Since there are no sodd requirements to anst a frequency or a deflectioncriteria, the stree's criteria required by onde is the unique criteria used'by
"*.-
Bowever, in order to evaluate the first mode frequency of a >|;
this method.,'piping system, will ocasider a simply supported beam with the l'ength of the* *
The expression e/ [I . manisms seismic spaa established by the stress criteria.,
!
which gives,the first. node faequemey 15), isI
, , .
..
Where fe, first mode frequency, spes3, andulus of elasticity, 1b/11:2g !
~ ,.
x, me.ent of inertia, in*, i4 :-
.
!. *
..
; '.
4!
.
.
'.
..
e
.*
. . . . . .-..? *i .1 . . . : .# . . . / ..,.y-.-w.
, . , . , _ _ . _ _ _ _ - _ _ _ _ _ _ _ . _ . _ _ . _ . _ _ _ _ _ _ . . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ . _ __ __
_ _ . ._ _ . _ - - - - - ____ _ _.
% O
.
1 U. .s. ' . , . s .a . .M:. r _ u .._ . _ . _ n ;_ ., g, m ._ ,, ,;.,,, ., _
,
11
_
-- - ..
. . . . . . . . - . . . . . - . . - . -- ---- r-- m .,
. .
-4- .. . K12./11 .,-# *,
C.I. Corbaa ..s.....r$ . . ,a .
*
'L, length of pips, ft;.
W, unit weight of the pipe, lbs/ftsII *and rearrange the tasms, equation (4).
beoomos
.' If we substitute p = 0.743 .(5)L= D t' '' ' .
I .
5* *
The Develooment'of'the Monograoh 'I '.' .-
I~ 3.* T$e values of C and D depend on the sise, schedule, material of the pipe,,
|.!
weight of fluid and Lasulation. '' These values can be tabulated for conve= Table Y'contains C and D values for nominal size of pipe up to 6'.
I !4
; niensIs.inch, 'and different schedules. For Sh, a value of 15000 psi was considered.'
For weight of insulation was considered unit weight of Calcius-Silicate Insu- j.The value for the aodulus of elasticity, E = 30 a 18 psi.|
i'
'i
lation at 260''F. y
Two set of C and D values were calculatodi for empty pipe plus , insulation and..
.
. g* ,, * [.-
*'-
for pi g water and insulation.The geismic coefficient,G has the value of the , SASS of the O ,velues on4 .i;' '*
' ,
g. k .'The Gg
each of the directions of a three orthogonal ocordinate system. cfor different buildings*
values are the peak floor response spectra fog GREg -'The G .
A damping factor of l' percent is considered. '
at.given elevation. Table VI contains.- values for s'given plant.can be tabulated for convenience.value, the peak frequency of .
*
.
For each GgG values for a PMR standard plaat. Based on equations (3) and| the oorresponding response spec.tra is also given.|- (5) was developed a Nomograph shown in' Fig. No.' 5. For a given sise of ;
'
To find the seismis span becomes outremely simple.pipe, schedule and fluid select C, fos' a building at a given elevation find G
,
With L i
and with these two values road from the nomograph the seismic span L..
~
and D, the first mode freguesey fo'can be also evaluated.. ['
Reduced Seismic Restraint scan the di.
'4.To calculate the reduced seismic restraint span as per formula (3)
^ Many charts-and tables were de- ,
value K has'to be determined La all cases., Bare are given E values for elbows and concentra- {''!~ ,
,, veloped,in this scope (41.'ted weights. 4-
~~ ,
,"
Eh~~ 4.1In fig. 6, the reducing factor E for elbows is.given as a functionZa fig. 7, the stress &a . |
,
of the ratio and the angle.between the two legs. * ***._ taasification factor is also considered. P
. -
' . '|.
C ~ entrated Weiehts ..j 4.23ased on stress criteria developed by Yeh [7] N, values for differert| .
> - { location of the ocamentrated weight and different ratio of the concentrated>
versus the weight of| . i
A stress intensification iweight', ,
the pipe between.supgorts are given in table VII. I'
factor for valves or flanges welded ta the pipe has to be also considered. !~~
' 5. Guide Lines for Apolication ,..
* ;.
5.1 Restraints Location _ *
close to valves orThe seismic restraints have to be located firsti
After that, twoother concentrated weights, elbows, reducers, teos, etc. {.
l* *
|--
.
,
!.t
'
i
.
d
.
'
|. .
|' ' '
u__ .
_ . - - . .- .- ._ _ _ .
% a
.. .
* . ; .i. , - , ,
.' ' - ,,
. . w, , a.- ... u.a. . . 1. .. . : .a . u. ..r ,_ _ _____ t.. _. x . .; . ; 3.. w .:
. -.
I~
.. . . . . . . . . - . . . . . . . .
. . . . . . ._, ,,
. . .. . ,
t' E12/41 j;.
- 5=' j,C.Z. Corban g .Qautual perpendicular restraints lateral to the pipe will be located at each
.
Axial seismic restraints f.
seismic ==wh span L de* =rminated by Nomograph. i
i
have to be located where required,. -*.
I anubbers ,
The mini g spaa required for thermal espansion and anhhor movement5.2 ,< '
r
ha.s to be checked and IIshere the criteria is'aot IInst, the rigids have to be1 ,
.,,
,
>-
-
changed in snubbers. ,'
[ Seisnio sanoort LoadsSeismio loads for supports and anchors can be eat d ated with simp 1&=5.3
I '
| fled dor'aulas and tabulated. assuming a beam on multiple. **
The reaction load on a support,-i-
- ,1 .
* -(6)supports: ..
,
; R = (1.5) NGL (1b) . . -* g.
Where ) e usit weight 1Vftt J
GE ' spectral acooleration in the direction of the support, ia*gravitiest,' -
r
L - the average total lengths of the two adjacent span of the support, _w*
.
tts .t '
The 50% increase is for conservatism.I
4''For'an anchor the, maximum bending moment, from Boark (s] ist
.
i' 5(7) j
*
N = 1/8 WL G (ftalb)-|. and the reaction force ' (s)| E = 5/s uLG (1b) L,
fThe uomographic procedure described in this paper for simplified seimnio'Conclusions ,
6.;
Analysis based on allowable stress limit, is an efficisat and conservativeCode, n.
method for small size piping nuclear safety related, Class 2 and 3 A&ME_
I'
|- Section III, with low pressure and temperature.,
The Nomographic method is currently used for design of Class 2 and 3' -;.
Several rigorous dynamic analysis were' performed for dif= f;forent piping systems, with the restraints located by the Nomographic method,piping systems.* *
|,~ . -
and the results in all cases were conservative.-
[.The Monographic method has been proven to be conservative and economic,f.
reducing considerably the time required for seismic design of piping systems, .I* ith a roamoaable number of restraints, in accordance with the degree of
..
.
y*=.w ,
-
conservatism.' * *
.'
:.
Acknowledescents,
7.The authors wishes to thank Andrgw Rutkowsky and Lou Montanaro of Gibbat &
,1
5
1 '
. Bill, Zac., for helpful contribution and efforts for implementation of the[t| Nomographic method in a staplified Seismic Analysis of piping systems. (
/ * . ep>
|
1
i-
i. :; i; *
.
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,
s
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-
-
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.
'-
e
. . , , . - - . - , , . - - , . , - , , , , - , - . , - - ~ , , - - . - - . - - , . . - - , , , , - - - _ . , , - . , . , - - - , - - - - , - - - , , ,----,__.,.,,__,.,,,n,,,-,,__,w,,,__, - . , , , , . , , w ,_. -- - , , - - , - , . , , . - ..
. .._ _. -.
% .,
I_ _ __ ._ . _ _ _ . - . . . --
...vi.t. . .u. i a e' U n i v i'. i il l i~ 16. i . Li . 10. -
,
~ ~
' ESE.~ E41RTHOUAKE PEAK LOCATION ESPONSE FlhS1 ggg y ,PERK HODE "
PERay"atis; A!JALYSIS STRESS OF PEAK DEFL.| CCHPONENTS ACCEL. (PS13 STRESS Ih!i I$!, -(161
-
c*-
t..
'j$'j! ,7507. EfjESs'n I' 0.484 --: -
,
,
'O
N00E 5.8 0.506 0.91fbR 1 SP AA 22/ 6735, -- ' 3 |C.2.26 ,
|r ; XODIFIEDNo E '
CDR( -1 $|[jNjE !!!02. 5.7 5.6 0.27 0.554 i'
f3,FIG NO.2 k'.
-,
.
TABLE.II. RESULTS FOR BEAM FIG. NO. 'IB. <.
(' *
g.j . .
RESPONSE FIRST Mgg, PEAgyginESS.- EARTHOURKE PEAK. LOCATION ,
ill ALYSIS~
STRESS OF PEAK $$, ||!o DEFL. pgg,3j,g3, [-)-
(IN) ST. L.s C0HPCNENTS ACCEL. (PSil STRESS gersi gersi'
,
$$R. ' l' 8s!!c 7366., Uf|E ,1.105 -- -,
1
!FLRT -
I:0DE 2.45 0.705 0 979 j-FDR 1 SPECTRA 7214. - 3I. 'G=1. ,
\--
.- .
N!c!Nk 4891.'
RODE 8.33 2.45 0.483 0.664CDR 1FIG N0.3 I
\i. TABLE III. RESULTS FOR BEAM.. FIG. NO.. IC. i;i
i'|-
SiaESSHAI FIRST ggy, PERgy ,
l ,$| EARTHOUAKE PEAK LOCATIONJALYSIS . STRESS OF* PEAK f!|ko [g h DEFL. '
PEu 5 aEss i*COMPCNENTS ACCEL. (PSil STRESS gepsi gepsi (IN) st,
S$d siss !$!!. c528- "??''
o 80' -- -'
.
|
|GDRRESPONSE * t.
I'0DE 5.08 6.70 0.03 0.171 {3 $?ECTRA 1000.'
FIG. NO.li 3'
. -
--
,
| T ABL E I'.' RESULTS FOR DERM FIG. NO. 1 0 .- i;
MRI FIRS 1 ggy, PEAgygiaISS ii EARTHOUAKE PEAK LOCA110N
fffk0 DEFL. Franshatss; AL STRESS OF PEAK, | YSIS R0 (INI sr, {Cor:PCr:ENTS ACCEL. (PSI) STRESS icpsi gcpsi
:E c .1.05 .-
x.
U0gEi SST.~
g[$$ g'* 0.5816678. - -- - -
? <
PISPONSE *
CODE 5.88 4.40 p.3036 0.273 !,
i *a 3 SFECTRR 1020.FIC. No.S 9- !
-- -
,
SSR = S!HPLIFIED SEISl'IC ni:.0LYS!$.~
'
. FDR = FLAT DYCR!!!C RNALYSIS.ROR = CI:PLIFIED DYHRit!C RURLYS!$. **ROR = 0100C00S DYunti!C ANRLYS!$.
!, .
. . . . . . . . ..-
.. . ~u
.. _. . _ _ . _ _ . _- .. _ _ _ _ .
': .
. _ . .m.. .. ..-_m... . . . _ . -_.I-
- - . . _ . .
u n . . . ; . u u ny v . .. n:m.
. . . . ~ . . . . . .. s' -. . . .,, . .
SCiiEDULE' Py NElGMT t10 HOG 3APH _
80 160 . p
.
i-
h C0aP0:lE:sf PARAHETER 40,
,-
i3C 2.38 242 ~233 {
-
Ipjpg ,-'
503; ~591 '501,
I:1SULAT10:1 0 f.--
-
., P1PE * . C. til 221 222'
' ' ' ~
3 / 11 J-
v" |I
D 552 556 567.NATEa *' -
9' INSULATION ___
332 333 $20 g_
_-
3 ,.; Cpgpg , . I''.)
'i
INSULATIO.'l D 777 779 762- -.
j.-
.
P1PE + ~C 287 301 302,
'
INSULATION D' 722 740 740 _'' ,
NATER * .*
,
__
550 553 535 -FC
,
P'lPE * -S... l!!SULAT10:1 D 1201 120'J 1100 -*
'^
PIPE * - C 440 473 483'
1. 5 ci-
-
INSULATION- D 1075 1112 1126 f~.
NATER *
C. 722 728 695, ,..
pjpg , b-
1:!SULAT10:1 0 1538 1544,' 1507.- :
P1PE * C 551 600 623 p.-e '
IllSULAT lott D 1343 1402 1428 [| HRTER *|
|pjpg , ' C 921 913 881 y|-
[ep} 1911 2003 - 1030INSULATION ~ .D <
v 2*5 ~ P1PE * C 709 755 775 i.r-
|? INSULATION' D 1677 1733 1751 [-
WRTER * ..
j '.,
C 1172 1162 !!00 [,P1PE , i
; [' INSULATION D 2380 2370 2302 0.
|.
*
L PIPE * C 860 930 '9633 !
. .
'| l|I WATER 4
'
INSULAT.10tl D 2039 2120 2158j'
C 1552 1543 1467 j
INSULAT10:1 D 3108 3096 3018 |P1PE ,
-
1.
1187 1253 -
Il -
PIPE + C 1075 - *
--
| . HATER *- .
i lilSULAT10:1 0 2505- 2718 2794
C 2419 2392 2254 |*
'
'PIPE ,
IllSULAT10:1 D 4702 4675 q 4530 -
6 C' 1518 1791 1888'
P1PE *11ATER *
I:lSULAT10:1 ' D 3725 ' 4045 415tl-
,
...,
. ,........,~..,,- -
..,,,,,. .
.__
" .
i.
. T Hi> L t. V1 !.:.'
'
.l .. ,
SPECTRAL ACCELERATIONS G AND PEAK RESP 0.NSE. .
[_ ;
FREQUENCIES FP., FOR STANDARD PHR PLA,NT- - - o
-
'
.. . . '
1_, 'E L E V . ($T.') GX FPX GY FP GZ Fez G3'
. ,
!-
CONTAINME.NT BLOG _
-
c ..
: y
'}- '!'- 805.50 1.12 6.66 2.07 6.06 1.27 5. 2.674 :- -
-
- ,
I 860.00 1 . 8 11 2.12 2.42 6.66 1. 8tl 2.12. 3.554te., ,,
;,g
905.75 2.88 ~2.08 3.06 6.89 2.88 2.08 5.092|.
'.. .
.
" - '
950.60 3.92 2.12 U.10 7 . 1 11 3.92 2.12 6.000 n-e.i. q''
_
- ,
. 1j i .j. _ ,.
l. INT. STRUCTURE CONT. BUILDING -
'
l.
f.
,11 76' 2.08' 5.71 1.21 4.76 2.629'
.]_ 808.00 1.06 4
| |
860.00 3.28 $.06 2.49 5.26 3.53 5.71 5. il24 -
'
'
|-905.75 5.27 5.98 3.0 5.98 5.95 5.0 0.406 >
c. - o
-.
t.
g-
;} SAFEGUARD BUILDING .
:.,
750.5.. 1.15 '5. 0 2.40 5.0 1.35 8.69 2.984 hi
t
] .
831.5 3.09 5.95 3.94 11. 3t1 3.06 8. 5.868 $i
f$
_
873.5 ti. 87 5.116 4.55 111.2 U.87 6.89 8.254''
'i,,
,
f'
._
'
AUXILIARY BUILDING.-
! 790.5 1.00 7.69 2.60 6.06 0.81 8.33 2.901 1-;1 .
- '
f,.
831.5 2.22 6,.06 3.07 6.06 2.34 6.67 4.453;)-
4 .
.|, 873.5 11.10 6.115 3.44 6. tl5 4.75 7.14 7.156,
;
;- ~<-. ., _
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;'
! I'.$ ELECTRICAL BUILDING [
--
' ' .
- .. .
'6.66 3.978':
830.00 2.07 q.,78 2.58 5.78 2.2{..
854.33 2.72 5.55 2.65 5.55 3.00 5.98 U.840 i,.
r.- -
873.33 3.25 5.55 2.65 5.88 3.6G 5.80. 5.566 [-
,''
,_
_
:-
8- *s., $,
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,,
pi P*'9st#+
-.
-
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' -\- --- -
-.. - . . . .. _ _ _ . _ .
.,_.... ..... , .~,v....
....
F0H CONCENTRATED WEIGHTS, . , .
!~-
J -
-
..
.- .
. 'g. '..
i0.1 0.25 0.5 - ,.- .. -
!. .
-
41 s...
_ - _ __
. . . . . . . .. . _ _ _
.,
r'> .
i
0.200 0.017 0.735 0.672 t-
R -c=- -
t--
, ; 1 I!. .,
0.30 0.073 0.'S35 0.553--| ;--
_ _ -y_ -.. -,
+.
}-
' - 0'.ti 0.832 0.527 ,0.458 gg
I i
*- ( (
- p
. . . . .
l'i
0.5 0.788 0.tiO9 0.382 '.*, .
si
'
-
.- j .--.
j _ i - .,
I ~. - 0. 6 - 0'.741 0.323 0.320 -
*r
;_ ~,
: !*
,
0.7 0.692 0.271 0.271 - -
'-*
-.
. .
.
;<''- O.8 0.640 0.231 i 0.231'
1-
0.9 0.585 0.103 0.198| '-, ; ;' j, '
:'
i H 1.0 0.524 _.0.171 0.171 .
'-
O.365' y .131 0.131 ,
1.2~ '' 0;i
-
; .
:-
- ',
0.193', O.102 0.102 -i
1.4.. '
I_ ;- .
1.6 0.115 0.002 0.082 ;'; -
']-
;- . .
;- 1.8 0.079 0.087 0.067 ,|:
t
i 11 .
'
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2.0 0.059 0.056 0.056 j*
I, '
,
'-
.,
| . -
- .i.
..
WC CONCENTRATED HEIGHT:- -
.
= ; HHERE HC|
Kg :HRX NL AX , PIPE HEIGHT BETHEEN SUPPORTS :H,
t.
t = A/L AX s' HHERE A. DISTANCE OF CONCENTRATED llEIGHT'
MTO OME SUPPORT IIHICH IS CLOSER.
.
_
.l.._..__...-
- ____
., m i., m . u ,, u i,,, u ,ru. ,,._...u.m.,.,.,......._.... .. . ._ _ , . . . _ _ _ _ . , _
.
.
- , _ _ _ , _ _ - _ . _ _ , . . . - - - - - - _ _ . _ . _ - _ - . _ _ _ _ . . . - . _ _ . . - - - _ _ _ . . - . . . . , _ - - - - , , . . . - - - , _ _ , . , _ _ _ . . _ - . . . _ ,_
_ _ ..
u .
. .~
__ ,,
- us. . .a.- ~ . .: . ..; a. -. .,. . _ _ _ _ . _ _ _
. . .. ...__ ,
-s " . . . _ - _ . .. |t . . r.. a ,; .Expu |'.
'
C.I. Corhan.. .; 9 .
,msfereases '-e
STEVENSON, J. D., "Seienis Design of haall Diameter Pipe and Tubing for L[1] ' Nuclear Power Plants," Paper 314, Proceedings of the 5th World Confer =,
ence on Earthquake Engineering, Rome, 1973, pp. 2454-2492.'
. .
'
STEVENSON, J. D., and IA PAY, W..A., ' Amplification Factors to be Usedin Simplified Seianic Dynamic Analysi's.of Piping Systems" Paper 74-ME-9,-(2) j-
Presented at thh ASME Pressure Vessels and Piping Conference, Miamie
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GNINN, J. Ng and GOLDSTEIN, N. A., "Equivalant Static Zoad from Ampli-.
[3] fled Response curves * Paper 74-ME-4, Presented at the ASME Pressure '
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ABDEL SAYED, R. E., " Piping Seismic Bestraint Spacing Criteria-Aa [,. .
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