ML20211N356

Rev 3 to Hardware Validation Program. Supporting Documentation Encl

ML20211N356
Person / Time
Site:	Comanche Peak
Issue date:	01/07/1987
From:	Feldman S, Gingera J, Mcsheffrey J STONE & WEBSTER ENGINEERING CORP.
To:
Shared Package
ML20211M821	List: ML20211M852 ML20211N327 ML20211N356 ML20211N373 TXX-6258, Forwards Wg Council 870211 & 18 Ltrs to Nh Williams Transmitting Info Requested by Cygna
References
PROC-870107, NUDOCS 8703020054
Download: ML20211N356 (85)

Text

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HARDWARE VALIDATION PROGRAM (HVP)

REY. 3 January 7, 1987 i

4

[ / 27 Preparer - J.J. Gingera Date Unit 1 Field Verification Supervisor hM / 'k h2 Reffewer - J.M. Mhedrey Date '

Technical Services Lead Engineer s -

k W / 7 f7 Approval - S. M. Feldman, '

Data SWEC (Site) Project Engineer 8703020054 870210 PDH ADOCK 05000445 h PDR

6- HYP REV. 3 J nuary 7. 1987

.. Page 1 of 20 TA8LE OF CONTENTS 1.0 Introduction 2.0 Purpose 3.0 Scope .

4.0 Definitions 5.0 Responsibilities 5.1 Construction 5.2 Quality Control i

5.3 TUGC0 Operations 5.4 Engineering 6.0 Training 7.0 Procedure l

l '

7.1 General 7.2 Operations interface 7.3 Package preparation 7.4 Field Inspection i 7.5 Documentation 8.0 Final Report 9.0 Nonconfomance Reports 10.0 Attachments Att. 1 Spring can/ constant support Hardware Attribute Checklist Att. 2 Suny strut Hardware Attribute Checklist Att. 3. Snubber Hardware Attribute Checklist ,,,

Att. 4 Rigid support Hardware Attribute Checklist ,

Att. 5 Inspection Instructions / Definitions s

\

HVP REV. 3

.- January 7, 1987 Page 2 of 20

1.0 INTRODUCTION

The report " Assessment of TUGC0 As-Built Documentation for Piping and Pipe Supports" dated July 2, 1986, recommended a hardware valida-tion program (HVP) be developed to resolve certain hardware m1ated concerns in Unit 1. The MVP described hemis represents a. Once through walkdown of safety related pipe supports to assure that certain attributes are in confomance with the component specifications and drawings.

1 2.0 PURPOSE The purpose of this program is to provide guidance for the inspec-tion, rework as necessary, acceptance and documentation of all components within scope of the HVP. Work under the HVP will be perfomed, inspected and documented in accordance with requirements defined herein.

Each of the components in the scope of this program will be evaluated one time only. Configuration control for these components during and after completion of the HVP is to be accomplished through site controlled procedures.

3.0 SCOPE This program is applicable to all Unit I and Common ASE Class 1, 2 and 3 pipe supports as well as class 5 and 6 pipe supports within the stress problem boundaries of the Stress Requalification Program. Hardware attributes within the scope of this program

' are included in the Hardware Attribute Checklists (HAC) in Section 10.

The implementation of the HVP does not require that the Hardware Attribute Checklists, as shown on attachments one thru four, be the instrument used to document the inspection process. Construction and Quality Control may use the HAC's as shown or develop suitable inspection reports or travelers, provided that the inspection attributes shown on the inspection reports or travelers, comply with those itemized on the HAC s as a minimum.

All Unit 2 supports will be inspected after the implementation of the Site Configuration Control Program, conseqntitly no separate HVP or HACs am warranted. -

4.0 DEFINITIONS

• Component - A pipe suppo' t that is subject to the activities of this program. .

Hardware Attributes ,- Component characteristics that are to be inspected, corrected if necessary, and documented on the HAC's.

- , . . . , . - . _ - -- . - _ ~ . _ - . . - --- -_- - -.-_.- ---

, HVP REY. 3 January 7, 1987 Page 3 of 20 l

4.0 Hardware Attribute Checklist (HAC) - Checklists identifying all attributes to be inspected for each type of component in the scope of the MVP.

HVP Package - All pipe support drawings. pipe support location drawings. piping isometrics, change docuents, manufacturer drawings and NAC's for a component and associated inspection documentation, i work orders or construction travelers.

ENGINEERING REQUIREENTS - Requirements as defined in the component specification or drawings.

5.0 RESPONSIBILITIES i

5.1 Construction is responsible for:

I a) Interfacing with TINICO Operations to identify piping systems to be worked, obtain authorization and the necessary TUGC0 work mmits or work order authorizations and identify the p" ant condition necessary to perfom the work (e.g.

system hot, cold. filled, unfilled).

• b) Developing the HVP package for each component consisting of:

I e Hardware attribute checklists e Applicable large bore or small bore pipe support detati drawings e Applicable pipe support location isometrics '

s Applicable manufacturers drawings

• Outstanding documentation against the above listed drawings l c) Inspecting and reworking as necessary, the hardware attributes identified in the applicable HAC's d) Signing and dating the appropriate documen'tInffon when work is completed e) Monitoring and tracking the status of the HVP. ,

\

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HVP REY. 3 January 7, 1987

, Page 4 of 20 5.2 quality Control is responsible for: 1 a) Verifying the completion and acceptance of HVP activities on

.- each component by signing and dating the appropriate documenta-tion.

l l' b) Preparing and issuing a final report to the CPRT and SWEC documenting completion of the HVP.

c) Generating NCR's if necessary.

i 5.3 TUGC0 Operations is responsible for:

' a) Coordinating the testing to assure the safety of personnel *

! and equipment.

b) Providing operations support to appropriate personnel ensuring work orders or pemits are processed in a timely manner.

1 5.4 Engineering is responsible for: ,

a) Identifying the total scope of the components in the HVP and t updating it as necessary to account for the changes that result from the stress requalification program.

l b) Providing engineering support by resolving problems and answering l questions encountered during the MVP.

6.0 TRAINING Training will be provided by QC and Construction to all HVP personnel f and wil' include:

a) the objective for the HVP  ;

b) the responsibilities of the validation teams c) a review of components and hardware attributes, , ,

d) a review of TUGC0 Operations procedures for obtaining area /

• system access, work orders, and pemits -

N )

e) the use of the HAC's s i

f) a review of engineer's requirements  ;

7.0 PROCEDORE ,

. HVP

.- REY. 3 January 7. 1987 7.1 General The HVP program will be perfomed by Construction and QC personnel  :

with assistance from engineering as necessary. They will replace  !

missing or incorrect hardware, adjust or align components and tighten

bolting hardware in accordance with the engineers' requirements 4

and will complete and sign the appropriate documentation.

, Additionally, an inspection will be performed to identify 1

circumferential piping butt welds br socket welded fittings that are adjacent to rigid supports and will identify any saal1 bore support on which flare bevel welds were substituted for fillet welds. At the completion of the HVP. a final report will be i submitted to SWEC and the CPRT.

! 7.2 Operations Interface 7.2.1 Ccnstruction will interface with TUGC0 Operations to ensure that all work is coordinated so as not to adversely affect system

testing. l

! 7.2.2 For each HVP package. Construction will interface with TUGC0

Operations to obtain the necessary work permits and work orders.

7.3 Package preparation Construction shall prepare a package containing all support drawings, pipe support location drawings. change documents and appropriate inspection documentation. (VP acitivities will not

' be perfomed on any component with an undispositioned change document outstanding.

a Engineering will resolve outstanding change documentation consistent with the sequence of HVP activ< ties.

7.4 Field inspection Construction and QC personnel will verify that all hardware attri-butes are in confomance with engineering requigements or they will adjust, replace, align or tighten any hardware as needed to bring the component into compliance with the acceptance criteria of Specification 2323-MS-100 for pipe supports. Struts, snubbers ' '.

and springs will be inspected and adjusted if nqcessary to be '

within

• 2* of the orientation shown on the drawing unless othemise noted. After adjusting and aligning strut, snubber or spring clamps, the support locations along the pipe will be ,

verified to be within the location tolerance as shoun en the pipe support location drawing. I,f the support cannot be aligned within the tolerance of the support detail drawing and the support location drawing an NCR will be generated.

n.

1. - ' HVP REV. 3 January 7,1987 Page 6 of 20 1

7.4 An inspection will be performed to detemine the axial location of circumferential butt welds or socket welded fittings adjacent to rigid supports. Welds found to be less than 3 inches from

a support will be identified and mcorded on the HAC. NCR's will

be generated for those cases where welds were found to be within

e 2 inches of rigid supports on Ifnes with operating temperatures of less than 200' F.

l e 3 inches of rigid supports on lines with operating l temperatures equal to or greater than 200* F.

I The line designation list shall be used to determine system temperature. Welds falling within the criteria listed above shall be dimensioned on the NCR.

I i

Small bore supports will be inspected to identify welded joints made using flare bevel welds which were not specifically authorized l

by a note in the tail of a fillet meld symbol. Engineering shall 4 be notified of all instances where substitutions were made.

These activities will be perfomed on a component by component basis and, upon completion of each component, the applicable documentation will be signed and dated by Construction and QC.

l For those cases where a non-confoming condition is identified for an attribute not on the HAC's, QC will initiate an NCR.

Construction will then validate the balance of the component.

, For those cases where a non-confoming condition is identified for an attribute on the HAC because it cannot be brought into compliance (e.g. inaccessibility), QC will initiate an NCR.

Construction will then validate the balance of the component.

7.5 Documentation QC shall obtain engineering approval of the implementation procedure prior to the start of work. The implementation. procedure shall include documentation which can be used by QC to prepam the final report.

8.0 FINAL REPORT Upon completion of the HVP, QC shall issue a final report to SWEC and the CPRT. This report shall, as a minimum, identify the following: ,

s

. _ _ _ _ _ . _ _ _ _ _ _ . . _ _ _ _ . _ _ . _ _ _ _ _ -_ . _ . - _ _ _ _ _ . _ . _ . . _ - . _ . . . . . ~ - , . . _ .

HYP

., REY. 3 January 7, 1987 Page 7 of 20 8.0 a) Quantitative Results Total number of unsatisfactory components by

' attribute. That is, for each attribute, the report will identify how many components were affected.

Total number of satisfactori and unsatisfactory components.

Quantitative data will be used to evaluate the '

preventive action plan.

l b) Generic Corrective Action / Inspection l

Corrective Action Reports which can be closed as a result of completion of the HVP.

9.0 NONCONFORNUICE REPORTS Nonconformance Reports are not required for those descrepancies/

nonconformances identified herein as a hardware attribute except as noted below. These hardware attributes are part of a program being performed in accordance with the correctlye action reporting system. However, the following cases still require nonconfomance 4 reports:

l 1) Cases where the nonconformance is not an attribute l on the hardware attribute list.

I 2) Cases where the nonconfomance can not or will not i

be corrected even though it is on the hardware attribute list.

3) In any case where damage is identified. Nonconformance Reports are required.

10.0 ATTAQ5 GITS

1. Spring Can/ Constant support Hardware Attribute Checklist

2. Sway Strut Hardware Attribute Checklist

3. Snubber Hardware Attribute Checklist

4. Afgid support Hardware Attribute Checklist .

5. Inspection Instructions / Definitions -

s s

e

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HVP REV. 3

~

Janu;ry 7, 1987

.. Page 8 of 20 ATTACHENT 1 Sht 1 of 1 SPRIM CAN/ CONSTANT SUPPORT HARDWARE ATTRIOUTE CHECKLIST PART I PIPE SUPPORT N0:

DRAWIM NO: REY.

LOCATION DRAWING: REV.

CHANGE DOCUENT(S):

PART II

1. ATTACHENT TO CONCRETE HILTI 80LTS -

a. wesher or plate installed and nut tight *

b. proper thread engagement RICHMOND INSERTS

a. locking device installed, tight or staked -

b. washerorplateinstall5d~

c. proper thread engagement

, THRU 80LT5

, a. locking device installed, tight i or staked .

b. wesher installed *'s

c. proper thread engagement '

d. bolt size -

s

2. BEAM ATTACl#ENT

a. Ioad pin / bolt size l b. locking device installed, tight or staked

c. proper thread engagement

HVP REY. 3 January 7, 1987

, Page 9 of 20 ATTACHMENT 1 I

Sht 2 of 3 SPRING CAN/ CONSTANT SUPPORT HARDWARE ATTRI8tfTE CHECKLIST

3. R005 j a. proper thread engagement

b. locking devices installed, tight or staked

c. angularity within

• 2* of drawing i

I unless otherwise noted

4. SPRING CAN

a. lubrite plate installed (for Type F only)

b. stanchion and spring can free l

from binding (for Type F only)

c. size

5. CLAW

a. clamp size l b. clamp spacer length

c. stud / bolt / pin size o

d. locking devices installed tight or staked

e. proper thread engagement

6. U-BOLT

a. U-bolt size

b. proper thread engagement ' '

c. locking devices installed, tight or staked '

M I

- -, . . . _ _ _ . - - . . - - _ , _ . . _ . _ . _ ~ _ . _ . . _ _ . . . _ . - _ _ . . _ _ _

• '~EVP REY. 3 Jan:Sry 7. 1987

, Page 10 of 20 ATTAC10ENT 1 Sht 3 of 3 SPRING CAN/ CONSTANT SUPPORT HARDWUtE ATTRIBUTE CHECKLIST

7. 8OLTING HARDMutE FOR RDWVA8LE SECTIONS -

a. bolt size

b. hardened washers installed

c. proper thread engagement

8. SMALL 80RE SUPPORTS

a. proper substitution of flars bevel weld for indicated fillet weld i

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9 s

s h

i N

9

. HVP

., REY. 3 January 7, 1987 i

Page 11 of 20 ATTACHENT 2 Sht 1 of 3 SWAY STRUT HARDWARE ATTRIBUTE CHECKLIST PART I PIPE SUPPORT N0:

4 DRAWIM NO: REV.

LOCATION DRAWIM: REV.

CHANGE DOCUENT(S):

PART II

1. ATTACHENT TO CONCRETE l

HILTI 80LTS

, a. washer or plate installed and nut tight

b. proper thread engagement RIC)#10NO INSERTS

a. locking device installed, tight or staked

! b. washer or plate installed

! c. proper thread engagement j TIMI BOLTS

a. locking device installed, tight or staked .,,

b. washer or plate installed -

c. proper thrwad engagement '

d. bolt size w

2. REAR BRACKET .

a. orientation s

b. load pin size I

c. locking device installed and tight

. HVP REY. 3  !

' Janrary 7. 1987

. Page 12 of 20 ATTACW G T 2 Sht 2 of 3 SWAY STRUTS

, HARDWARE ATTRIBUTE CHECKLIST

3. STRUT 800Y '

a. eye rod lock not tight and the strut barm1 is not free to rotate with

, respect to the eye rod

b. spherical bearing not dislodged

c. spherical bearing free to gimble

d. angularity within a2' of 1

drawing unless otherwise noted

e. rod ends free from binding

( f. proper eye rod thread engagement

g. strut size

h. swivel bearing spacer size

4. CLAN i

a. clamp size

b. clamp spacer length

c. stud / bolt / pin size l

d. locking devices installed, tight or staked

e. proper thread engagement

5. U-80LT

a. U-bolt size

b. proper thread engagement

c. locking devices installed, tight or staked 'e s

s e

b

. . . _ _ _ . _ _ _ _ , _ . . . - _ _ , _ _ _ _ _ _ ~ , . . , , _ _ _ _ _ _ _ _ _ _ , . . . .__ _ _ . _ _ _ _ _ _ _ . _ _ . _ __ _ _ _ _ _ _ . _ . _ _ _ .

HVP REY. 3 J nuary 7, 1987

, . Page 13 of 20 ATTACHENT 2 Sht 3 of 3 S E Y STRUTS HMtDWUtE ATTRIBUTE CHECKLIST

6. 00LTIM HMtDWUtE FOR REMVA8LE SECTIONS

a. bolt size

b. hardened washers installed -

c. proper thread engagement

7. SMLL BORE SUPPORTS

a. proper substitution of flam bevel weld for indicated fillet weld l

l t

o e

• t 4 g

I

HVP REV. 3 January 7. 1987

. Page 14 of 20 ATTACM ENT 3 Sht 1 of 3

$ NUB 8ER HARDWARE ATTRIBUTE CHECKLIST PART I PIPE SUPPORT NO: -

DRAWIM N0: REV.

LOCATION DRAWING: REV.

i CHANGE DOCUIENT(S):

l PART II

1. ATTA00ENT TO CONCRETE HILTI BOLT 5

a. washer'or plate installed and nut tight ,

c. thread engagement RICHpOND INSERTS

a. locking device installed, tight or staked

, b. washer or plate installed

c. proper thread engagement THRU BOLT 5 i

a. locking device installed, tight or staked i b. washer installed

c. proper thread engagement

d. bolt size s l

2. REAR BRACKET

a. orientation ,

l

b. Ioad pin size ,

c. locking device' installed, tight

, or staked

~e--,,a~--,,-

' HVP q.

REY. 3

~

4'

- J:nuary 7. 1967

, Page 15 of 20 ATTACHND(T 3

Sht 1 of 1

$W88ER -

HARDWARE ATTRIBUTE CHECKLIST l

i

3. SW88ER 800Y

a. lock ufre properly installed

b. sperical bearings not dislodged ,

c. spherical bearings free to gieble ,

d. angularity within

• 2* of i

, drawing unless otherwise noted *,

r

e. snubber ends free from binding

f. snubber size .

I, g. spherical bearing spacer size ,

),

! 4. CLAMP 1

, a. clamp size i l b. clamp spacer length

c. stud / bolt / pin size ,

d. lockin devices installed, tight ,

'. ~ I ' ' '.

or sta ~

' J

e. proper thread engagement -

! 5. U-BOLT 5 i

s. U-bolt size

b. proper thread engagement

c. lockt devices installed, tight j or sta -'e

!, s ,

i a

i t I e

,l

! b i

~ ~ ~ ~ ._. - .- - -

KVP REY. 3 i,/ ' January 7. 1987 l .

Page 16 of 20 i + ATTACHMENT 3

, +,

~ y,., Sht 3 of 3 j ,

SW88ER

'e , . .

^ jd- HMtDWutE ATTRIBUTE CHECKLIST

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<* ,d.

' BOLTING HARDWUtE FOR RD eVASLE -

/ SECT!0ll5

(( , ^].f i..

a. bolt size

. ", b. hardened washers installed

, c. proper thread engagement 4

. 7. SMALL 80ftE SUPPORT

a. proper substitution of flare bevel weld for indicated fillet weld er

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HVP REV. 3 n January 7. 1987 Page 17 of 20

, .ATTAC19 p i 4 ,

Sht 1 of 3 l

RIGID SUPPORT ,

HARDWARE ATTRIBUTE CHECKLIST (Supports other than springs, struts and snubbers that contain bolting hardwam and/or vendor supplied items i.e. clamps.4-bolts,etc.)

PART I PIPESdPPORTN0:

DRAWIM N0: REV.

LOCATION DRANIM REY.

CHANGEDOCUIST(S):

l PART II ~

1. ATTACitENT TO CONCRETE HILTI BOLTS

a. washer or plate installed and nut tight l

b. proper thread engagement l

! RICl#WND INSERTS l

a. locking device installed, tight or staked

b. washer or plate installed

c. proper thread engagement .,

THRU BOLTS '

a. locking device installed, tight i or staked l

b. washer installed -

c. proper thread engagement ,

d. bolt size l

'. HYP 1

REY. 3 January 7,1987 '

Page 18 of 20

- ATTA00ENT 4 Sht 2 of.3_

RIGIO SUPPORT HARDWARE ATTRIBUTE CHECKLIST 2.

CLA W

a. clamp size

b. clamp spacer length

c. stud / bolt / pin' size

d. locking devices installed tight or staked

e. proper thread engagement

3. U-80LT

a. U-bolt size

b. proper thread engagement

c. locking devices installed, tight or staked

d. Axial distance from circumferential piping butt welds or socket welded fittings

4. BOLTING HARDWUtE FOR REMVABLE SECTIONS OF SUPPORTS .

a. bolt size

b. hardened unshers installsd

c. proper thmad engagement

5. FRAfE5

a. Axial distance from circumferential ' ' '

piping butt welds or socket welded '

fittings -

\

\

. HYP REY. 3

. January 7, 1987

'. Page 19 of 20 ATTA00ENT 4 Sht _3 of 3 RIGID SUPPORT

,. HARDWUtE ATTRIBUTE CHECKLIST

6. SMALL BORE SUPPORT

a. proper substitution of flare bevel weld for indicated fillet weld

7. AXIAL LOCATION TO CIRCUWERENTIAL BUTT WELD AND SOCKET WELDED FITTINGS

a. within 3' of support YES NO N - no further action required Y - record location and orientation on sketch SETCH '

NCR - Yes NCR* f -

x

• Refer to paragraph 7.4 I

-.__...,_.m

1. HVP REY. 3

• Janusry 7. 1987

., Page 20 of 20 ATTAQ#ENT 6 Sheet 1 of 1 INSPECTION INSTRUCTIONS / DEFINITIONS

=

1. Washer or plate installed - assure that a washer or plate is installed; that it is beveled if required.

2. Nut tight - verify that the nut cannot be loosened by hand  !

t (f.e. without tools).

3. Locking device installed, tight or staked - assure cotter pin or snap ring as specified on inspection typicals or drawing is installed and hand secure. If nuts are used, assure they are hand tight.

If double nuts are not used ensure threads are staked.

i

4. Rear bracket orientation - assure rear bracket is such that the 5 degree binding direction and free swing direction are oriented as shown on the drawing.

5. Clamp size spacer - assure clamp and spacer sizes are in accordance with the inspection typical drawings.

6. Spherical bearing spacer - assure spherical bearing spacer and gap are in accordance with the inspection typical drawings and engineerirg requirements.

7. Distance to circumferential butt weld or socket welded fittings

- this represents the distance from the outer face of the restraint to the near toe of a circumferential piping butt weld or socket welded fitting. This distance is critical to assure, that the piping weld does not prevent axial movement thru the restraint. ,

8. Bolt size - assure that the bolt diameter is in sccordance with the inspection typical drawings or the pipe support detail drawing.

9. Proper substitution of flare bevel weld for indicated fillet weld

- assure that substitution was in accordance with CP-AA-01 Section 4.Sc.

l

I I e

. O O

. t. .

HARDidARE VALIDATION PROGRAM (HVP)

f WUF REY. 0 -

Page 1 of 16 i

TABLE OF CONTENTS 1.0 Introduction 2.0 Purpose 3.0 Scope 4.0 Definitions 5.0 Responsibilities 5.1 Construction 5.2 Quality Control 5.3 TUGC0 Operations 5.4 Engineering 6.0 Training -

7.0 Procedure 7.1 General 7.2 Operations interface 7.3 Package preparation 7.4 Field Inspection 7.5 Documentation 8.0 Final Report 9.0 Monconformance Reports 10.0 Attachments Att. 1 Spring can/ constant support Harduam Attribute Checklist Att. 2 Smay strut Hardware Attribute Checklist Att. 3. Snubber Hardware Attribute Checklist Att. 4 Rigid support Hardware Attribute Checklist l Att. 5 Whip restraint Hardware Attribute Checklist Att. 6 Inspection Instructions / Definitions

REY. 0 Pag 2 2 of 16

1.0 INTRODUCTION

I The report " Assessment of TUGC0 As-Built Documentation for Piping and Pipe Supports" dated July 2.1986, recosumended a hardware valida-tion program (HVP) be developed to resolve certain hardware related concerns in Unit 1. The HVP described herein represents a once through walkdown of safety related pipe supports and whip restraints to assure that certain attributes are in conforiaance with the com-ponent specifications and drawings.

2.0 PURPOSE i

l The purpose of this program is to provide guidance for the inspec-tion, rework as necessary, acceptance and documentation of all components within scope of the HVP. Work under the HVP will be perforised, inspected and documented in accordance with requirements defined herein.

Each of the components in the scope of this program will be evaluated one time only.

Configuration control for these components dur.ing and after completion of the MVP is to be accomplished through site '

configuration control procedures.

3.0 SCOPE This program is applicable to all Unit 1 and Casumon ASE Class

1. 2 and 3 pipe supports as mil as class 5 and 6 pipe supports within the stress problem boundaries of the Stmss Requalification Program. Also included are whip restraints which am not considered a part of the pipe stress analysis. Harduare attributes within i the scope of this program are included in the Hardware Attribute Checklists (HAC) in Section 10.

All Unit 2 supports will be inspected after the implementation of the Site Configuration Control Program, consequently no separate i

HVP or HACs are warranted.

4.0 DEFINITIONS Component - A pipe support or whip restraint that is subject to the activities of this program.

Hardware Attributes -

Component characteristics that are to be inspected. corrected if necessary, and documented on the HAC's.

Hardware Attribute Checklist (HAC) - Checklists identifying all attributes to be inspected for each type of component in the scope of the HVP.

l l

l

RE'V. O Paga 3 of 16 \

4.0 HVP Package - All pipe support and whip restraint drawings, change l Euments, manufacturer drawings and HAC's for a component and l associated inspection documentation, work orders or construction travelers.

ENGINEERING REQUIREMENTS - Requirements as defined in the component specification or drawings.

5.0 RESPONSI81LITIES 5.1 Construction is responsible for:

a) Interfacing with TUGC0 Operations to identify piping systems to be worked, obtain authorization and the necessary TUGC0 work permits or work order authorizations and identify the plant condition n&cessary to perfom the work (e.g.

system hot, cold, filled, unfilled).

b) Developing the HVP package for each component consisting of:

! e Hardware attribute checklists e Applicable large bore or small bore pipe support detail drawings e Applicable pipe support location isometrics

• Appitcable whip restraint detail drawings e Appifcable manufacturers drawings e Outstanding documentation against the above listed drawings c) Inspecting and reworking as necessary, the hardware attributes identified in the applicable NAC's d) Signing and dating the appropriate documentation when work is completed e) Monitoring and tracking the status of the HVP.

5.2 Quality Control is responsible for:

a) Verifying the completion and acceptance of HVP activities on each capt by signing and dating the appropriate documenta-tion.

b) Forwarding all completed documentation to TUGC0 Operations.

c) Preparing and issuing a final report to the CPRT and SWEC docu-menting cosipletion of the HVP.

d) Generating NCR's if necessary.

. REY. 0 Page 4 of 16 5.3 TUGC0 Operations is responsible for:

a) Coordinating the testing and HVP activities to assure the safety of personnel and equipment. ,

b) Providing operations support to appropriate personnel ensuring work orders or permits are processed in a timely manner.

5.4 Engineering is responsible for:

a) Training QC, Construction .and TUGC0 Operations personnel in the proper implementation of this program.

i b) Identifying the total scope of the components in the HVP and updating it as necessary to account for the changes that result from the stress requalification program.

c) Providing engineering support by resolving problems and answering questions encountered during the HVP.

6.0 TRAINING Training will be provided to all HVP personnel on the program and will include:

a) the objective for the MVP b) the responsibilities of the validation teams c) a review of cosponents and hardware attributes d) a review of TUGC0 Operations procedures for obtaining area /

system access. work orders, and permits I e) the use of the NAC's f) a mytow of engineer's requirements 7.0 PROCEDURE 7.1 General The MVP program will be performed by Construction and QC personnel with assistance from engineering as necessary. They will replace missing or incorrect hardware, adjust or align components and tighten bolting hardware in accordance with the engineers' requirements and will complete and sign the appmpriate documentation. At the completion of the HVP. a final report will be submitted to SWEC and the CPRT.

7.2 Operations Interface

_ _ _ - _ _ - _ _ _ _ _ _ _ - - - _ - - _ - - - - - - - - - - - - - - - ---- - -- - ' ' ~ - - - - * ~ ~ ~~

REY. O Paga 5 of 16 7.2.1 Construction will interface with TUGC0 Operations to ensure that all work is coordinated so as not to adversely affect system testing.

7.2.2 For each HVP package. Construction will interface with TUGC0 Operations to obtain the necessary work peruits and work orders.

7.3 Package preparation l

Construction shall prepare an HVP package containing all support and whip restraint drawings, change documents manufacturer draw-ings and HAC for each component. HVP acitivities will not be performed on any component with an undispositioned change document outstanding.

Engineering will resolve outstanding change docimientation consistent with the sequence of HVP activities.

7.4 Field inspection Construction and QC personnel will verify that all hardware attri-butes are in conformance with engineering requirements or they will adjust, replace, align or tighten any harthsare as needed to bring the component into compliance with the acceptance criteria of Specification 2323-MS-100 for pipe supports and 2323-MS-94 for pipe whip restraints. Struts. snubbers and springs will be inspected and adjusted if necessary to be within 2 2* of the i

orientation shown on the drawing. These activities' will be performed on a component by component basis and, upon completion of each component, the applicable documentation will be signed j

and dated by Construction and QC. Completed documentation will l be forwarded to TUGC0 Operations.

For those cases where a non-conforming condition is identified for an attribute not on the HAC's. QC will initiate an NCR.

Construction will then validate the balance of the component.

For those cases where a non-conforming condition is identified for an attribute on the HAC because it cannot be brought into compliance (e.g. inaccessibility). QC will initiate an NCR.

Construction will then validate the balance of the component.

7.5 Documentation QC shall obtain engineering approval of the implementation procedure prior to the start of work. The implementation procedure shall include documentation which can be added to the documentation package and which will enable QC to prepare the final report. i 1

t .

HVP l -

REY. 0 Page 6 of 16 '

l l 8.0 FINAL REPORT Upon completion of the HVP, QC shall issue a final report to SWEC

, and the CPRT. This report shall, as a minimum, identify the following:

I l

a) Quantitative Results l Total number of unsatisfactory components by attribute. That is, for each attribute, the report will identify how many components were affected.

Total number of satisfactory and unsatisfactory components.

Quantitative data will be used to evaluate the preventive action plan.

b) Generic Cormctive Action / Inspection <

Corrective Action Reports which can be closed as a result of completion of the HVP.

9.0 NONCONFORMANCE REPORTS Nonconforiaance Reports are not requimd for those descrepancies/

nonconfomances identified herein as a hardware attribute except as - noted below. These hardware attributes are part of a program being perfomed in accordance with the corrective action reporting

! system. However, the following cases still require nonconfomance reports:

1) Cases where the nonconfomance is not identified a

on the hardware attribute list.

2) Cases where the nonconfomance can not or will not l be corrected even though it is on the hardware attribute list.

3) In any case where damage is identified. Nonconforiaance Reports are required.

10.0 ATTACleENTS

1. Spring Can/ Constant support Hardware Attribute Checklist

2. Sway Strut Hardware Attribute Checklist

3. Snubber Hardware Attribute Checklist

4. Rigid support Hardware Attribute Checklist

5. Whip restraint Hardware Attribute Checklist

6. Inspection Instructions / Definitions

nvr REY. O Paga 7 of 16 ATTACHMENT 1 Sht 1 of 2 SPRING CAN/ CONSTANT SUPPORT HARDWARE ATTRIBUTE CHECKLIST PART I PIPE SUPPORT NO:

DRAWING N0: REY.

LOCATION DRAWING: REY.

CHANGE 00Cl#ENT(S):

PART II

1. ATTAQ9ENT TO CONCRETE HILTI 80LTS

a. washer or plate installed and not tight

b. proper thread engagement

, RIGOWND INSERTS 1

a. locking device installed, tight or staked

b. washer or plate installed

, c. proper thread engagement THRU BOLTS

a. locking device installed, tight

! or staked

b. washer installed

c. proper thread engagement

d. bolt size l

2. SEAM ATTAC M ENT

a. load pin / bolt size l

b. locking device installed, tight

or staked

c. proper thread engagement l

• HVP REY. O Pag:a 8 of 16

{

ATTACHNENT 1 Sht 2 of 2 l 1

SPRING CAN/ CONSTANT SUPPORT HARDWARE ATTRIBUTE CHECKLIST

3. ROOS

a. proper thread engagement

b. locking devices installed, tight or staked

c. angularity within 2' of drawing unless otherwise noted -

4. SPRING CAN

a. lubrite plate installed (for Type F only)

b. size

5. CL M

a. clamp size

b. clamp spacer length

c. stud / bolt / pin size

d. locking devices installed tight or staked l e. proper thread engagement I

6. U-BOLT

a. U-bolt size

b. proper thread engagement

c. locking devices installed tight or staked

d. hardened washers for cinched or washers for uncinchd

7. 80LTING HARDWutE FOR REMOVA8LE SECTIONS

a. bolt size

b. hardened washers installed

c. proper thread engagement

.. REY. O Pag 2 9 of 16 ATTACHNENT 2

.i Sht I of 2 SWAY STRUT HARDWARE ATTRIBUTE CHECKLIST PART I PIPE SUPPORT N0:

1 DRAWING NO: REY.

LOCATION ORAWING: REY.

i CHANGE Coct M NT(S):

PART II '

1. ATTADO U T TO CONCRETE HILTI B0LTS l a. washer or plate installed l and nut tight l b. proper thread engagement RICW W D INSERTS

a. locking device installed, tight or staked

b. washer or plate installed

c. proper thread engagement THRU 80LTS

a. locking device installed tight or staked

b. washer or plate installed

c. proper thread engagement

d. bolt size

2. REAR BRACET

a. orientation

b. load pin size

c. locking device installed and tight

REV. 0 1 Paga 10 of 16 l ATTACHMENT 2 Page 2 of 2 SidAY STRUTS HARDWARE ATTRIBUTE CHECKLIST i

3. STRUT 800Y

a. eye rod lock nut tight

b. swivel bearing not dislodged

c. swivel bearing fme to gimble

d. angularity within *2' of drawing unless otherwise noted

e. rod ends fme from binding

f. proper eye rod thread engagement

g. strut size

h. swivel bearing spacer size '

4. Cim

a. clamp size

b. clamp spacer length

c. stud / bolt / pin size i

d. locking devices installed, tight or staked

e. proper thread engagement l

, 5. U-80LT

a. U-bolt size

b. proper thread engagement

c. locking devices installed, tight or staked

d. hardened washers for cinched or washers for uncinched

6. 8OLTING WUtDWUtE FOR RDeVA8LE SECTIONS l a. bolt size l b. hardened washers installed

! c. proper thread engagement

REY. O Pag 2 11 of 16 ATTACHENT 3 Sht 1 of 2 SNU88ER HARDWARE ATTRIBUTE CHECKLIST PART I PIPE SUPPORT N0:

ORAWIM NO: REV.

LOCATION DRAWING: REY.

CHANGE DOCUENT(S):

PART II

1. ATTACleIENT TO CONCRETE 1

HILTI BOLTS

a. washer or plate installed and nut tight

c. thread engagement RICl9 000 INSERTS

a. locking device installed, tight or staked

b. washer or plate installed

c. proper thread engagement 9

THRU BOLTS

a. locking device installed, tight or staked -

b. washer installed i c. proper thread engagement

d. bolt size

2. REAR 8AACET

a. orientation

b. load pin size

c. locking device installed, tight or staked l

REY. O Page 12 of 16 o

ATTACHPENT 3 Sht 2 of 2 SNU88ER HARDWARE ATTRIBUTE CHECKLIST

3. SNU88ER 800Y

a. lock wire properly installed

b. swivel bearings not dislodged

c. swivel bearings free to gimble

d. angularity within

• 2* of drawing unless otherwise noted

e. snubber ends free from binding

f. snubber size

g. swivel bearing spacer size -

4. CLAfr

a. clamp size i b. clasp spacer length

c. stud / bolt / pin size

d. locking devices installed, tight or staked

e. proper thread engagement S. U-BOLTS

a. U-bolt size

b. proper thread engagement

c. ' locking devices installed, tight or staked

d. hardened washers for cinched or washers for uncinched l 6. BOLTING HARDWUtE FOR RD WVA8LE SECTIONS

a. bolt size

b. hardened washers installed

c. proper thread engagement 1

HVP REY. O Page 13 of 16 s

ATTACHIENT 4 Sht 1 of 2 RIGID SUPPORT HARDWARE ATTRIBUTE CHECKLIST (Supports other than springs, struts and snubbers that contain bolting hardware and/or vendor supplied items i.e. ciamps, u-bolts etc.)

PART I PIPE SUPPORT N0:

DRAWING NO: REY.

LOCATION DRAWING REV.

CHANGE DOCtNENT(S):

PART II

1. ATTAOSENT TO CONCRETE HILTI BOLTS

a. washer or plate installed and not tight

b. proper thread engagement RIQ9010 INSERTS

a. locking device installed, tight or staked

b. washer or plate installed l

c. proper thread engagement l

THRU 80LTS

a. locking device installed, tight i or staked

b. washer installed

c. proper thread engagement

d. bolt size l . - , _ _ .. -. -- .-_.. - ------. - .--- - - -.- - - - - - -

nue REY. 0 Page 14 of 16 ATTACHENT 4 Sht 2 of 2 RIGID SUPPORT HARDWARE ATTRIBUTE CHECKLIST

2. Cl m

a. clasy size

b. clamp spacer length

c. stud / bolt / pin size

d. locking devices installed, tight or staked

e. proper thread engagement

3. U-80LT '

a. U-bolt size

b. proper thread engagement

c. locking devices installed, tight or staked

d. hardened washers for cinched or washers for uncinched

4. BOLTING HMtDWUtE FOR RDWVA8LE l SECTIONS i

a. bolt size

b. hardened washers installed

c. proper thread engagement l

l

' ~

. HVP

- REY. 0 Pago 15 of 16 ATTACHENT 5 Sht 1 of 1 idHIP RESTRAINTS HARDidARE ATTRIBUTE CHECKLIST PART I l

MARK NO:

DETAIL DRAWIM NO: REY.

LOCATION DRAWIM NO: REY.

CHANGE DOCUENTS:

PART II

a. washers installed

b. proper thrwad engagement i

1

c. locking devices installed tight or staked

(

9 r

i

o REY. O Page 16 of 16 ATTAC}#IENT 6 Sheet 1 of 1 INSPECTION INSTRUCTIONS / DEFINITIONS

1. Washer or plate installed - assure that a washer or plate is installed; that it is beveled if required.

2. Nut tight - hand tight only

3. Locking device installed, tight or staked - assure cotter' pin or snap ring as specified on inspection typicals or drawing is installed and hand secure. If nuts are used, assure they are hand tight. If double nuts are not used ensure threads are staked. .

4. Rear brecket orientation - assure rear bracket is such that the 5 de-l gree binding direction and free swing direction are oriented as shown on the drawing.

i

5. Clamp size. spacer - assure clamp and spacer sizes are in accordance

{ with the inspection typical drawings.

i

6. Swivel bearing spacer - assure swivel bearing rpacer is in accordance l with the inspection typical drawings.

t l

l l

l l

fig YJ

~/

E ""'": e# 0

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10068 clo 1UELECTRIC

$$",S72a,,, February 18, 1987 CYGNA Energy Services t ' Attention: Ms. N. H. Williams, Project Manager Comanche Peak Project 101 California Street, Suite 1000 San Francisco, CA 94111

SUBJECT:

COMANCHE PEAK STEAM ELECTRIC STATION (CPSES)

RESOLUTION OF CYGNA CONCERNS DOCUMENT TRANSMITTAL

REFERENCES:

1. November 13-14, 1986 CYGNA/SWEC meeting in Cherry Hill, NJ

2. December 14-15, 1986 CYGNA/SWEC meeting in Glen Rose, TX

3. CYGNA Pipe Stress and Pipe Supports Review Issues List Revision 3, CYGNA Letter 84056.106 dated January 9, 1987

4. TV Electric Letter No. TXX-6133 dated December 4,1986

Dear Ms. Williams:

l In References 1 and 2, CYGNA requested information to facilitate its review of pipe stress and pipe support issues. The requests of Reference I were partially fulfilled by Reference 4. CYGNA, in Reference 3, updated its i

information request to reflect progress of the Reference 1 and 2 meetings and to acknowledge receipt of the documents transmitted via Reference 4.

Attached are 3 copies of outstanding documents requested in Reference 3.

Attachment A JUSTIFICATION FOR TERMINATING COMANCHE PEAK PIPING RESPONSE SPECTRUM ANALYSIS AT 50 HZ INSTEAD OF AT THE FREQUENCY CORRESPONDING TO THE ZER0 PERIOD ACCELERATION Attachment B RESPONSE TO CYGNA's CONCERNS ON THE METHODOLOGY FOR FLUID l TRANSIENT ANALYSIS Attachment C JUSTIFICATION FOR APPLYING PLASTIC BENDING M0 MENT AND PLASTIC TORSIONAL M0 MENT SEPARATELY IN THE DESIGN OF l SEISMIC /NONSEISMIC INTERFACE ANCHORS Attachment D SWEC 15454.05-N(C)-002 1986, INTERACTION RELATION FOR l

STRUCTURAL MEMBER OF CIRCULAR CROSS SECTION I

I 400 North Olhe Street LB. 81 I)allas, Texas 75201

~

I.e.

TXX-6280 February 18, 1987 v Page 2 of 3 Attachment E NPSI LETTER NPSI-12-2751 dated July 9, 1984 Attachment F ITT GRINNELL DESIGN REPORT

SUMMARY

DRS 40, 3, dated January 6, 1984 Attachment G JUSTIFICATION FOR THE USE OF NELSON STUD DATA FOR THE BASES OF REDUCED HILTI SHEAR CAPACITY These attachments represent partial fulfillment of CYGNA's outstanding request for information of Reference 3.

1. Pioe Stress Issue No. 1. MASS PARTICIPATION / MASS POINT SPACING CYGNA requested that SWEC justify terminating Comanche Peak piping response spectrum analysis at 50 HZ instead of at the frequency corresponding to the zero period acceleration.

Attachment A fulfills this request.

2. Pioe Stress Issue No. 20. ANSYS STEAM HAMMER (FLUID TRANSIENT) ANALYSIS CYGNA requested that SWEC address the following concerns with SWEC's Fluid Transient Analysis:

a. The adequacy of mass point spacing for fluid transient analysis.

b. Accuracy of including more than 50 percent of the extracted modes.

c. Determination of the dominant frequency of the input forcing function.

Attachment B fulfills this request.

3. Pipe Stress Issue 28. DESIGN of SEISMIC /NONSEISMIC INTERFACE ANCHORS CYGNA requested that SWEC respond to the CYGNA concern that piping can supply close to full plastic bending moment and close to full plastic torsional moment simultaneously.

Attachment C fulfills this request.

4. Pioe Supoort Issue 3. RICHMOND INSERT ALLOWABLES

a. CYGNA requested that SWEC demonstrate that the reinforcement in the Richmond Insert Test Slab is representative of field conditions.

l b. CYGNA requested SWEC provide Attachment C.

The response to request 4a will be submitted later.

l Attachment D fulfills the request of 4b.

l l

[*

TXX-6280

. February 18, 1987 Page 3 of 3 v

5. Pioe Suocort Issue 7. CINCHED U-BOLTS In Reference 4, SWEC was to forward the test report for the SA-36 relaxation tests. With the elimination of cinched U-Bolts, this request need not be fulfilled, since the issue is now closed.

6. Pioe Suonort Issue 16. DUAL STRUT / SNUBBER DESIGN CYGNA requested that SWEC provide the load capacity data sheets (LCD) and certified design reports (CDRs) for riser clamps to clarify that essential load cases are considered in the design of riser clamps.

The NPSI riser clamp load capacities, Attachment D, are based on the pipe load being carried equally on both arms. This is the typical spring hanger application for NPSI riser clamps. SWEC engineers compare the higher of the two loads against one-half the CDTRS value, in accordance with NPSI requirements of Attachment D, third paragraph for struts and snubbers, to assure that the NPSI riser clamps are qualified in the event that there is an uneven distribution of load between the two arms.

Grinnell riser clamp load ratings, Attachment E, are based on 100 percent of the load being carried on one arm. Therefore, Grinnell riser clamps are automatically qualified for the worst-case occurrence of uneven load distribution. For spring hanger applications, where each arm sees 50 percent of the load, the load rating may be doubled.

The above explanation and Attachments E and F fulfills this request.

7. Pioe Succort Issue 42. ALLOWABLES FOR HILTI ANCHORS HAVING EDGE DISTANCE LESS THAN SD CYGNA requested SWEC to justify the use of Nelson Stud Test Data as the basis of reduced shear capacities for Hilti bolts with edge distances less than SD.

Attachment G fulfills this request.

Very truly yours, W. G. Counsil By: ,

G. S. Keeley

1. M W /-

Manager, Nuclear Liceyng JDS/ef Attachments

s ig-4 ATTACHMENT A i

JUSTIFICATION FOR TERMINATING COMANCHE PEAK PIPING RESPONSE SPECTRUM ANALYSIS AT 50 Hz INSTEAD OF AT THE FREQUENCY CORRESPONDING TO THE ZERO PERIOD ACCELERATION I-s

.- --. . . . _ , . . _ , . . _ , . _ . . . , . . _ . . ~ . . _ . - _ _ . _ - , . _ _ . ,_ _ _ _ _ . _ _ _ . _ __ _ - - - . _ . . __ _- - - - . _ - , _ .-

e d

JUSTIFICATION FOR TERMINATING COMANCHE PEAK PIPING RESPONSE SPECTRUM ANALYSIS AT 50 Hz INSTEAD OF AT THE FREQUENCY CORRESPONDING TO THE ZERO PERIOD ACCELERATION

1. CYGNA CONCERN 3 CYGNA has raised a concern that terminating the piping modal analysis at 50 Hz (with the inclusion of missing mass correction for frequencies above 50 Hz) can lead to unconservative results when the ZPA frequency of the input spectra falls below the 50-Hz value.

i . .

2. BACKGROUND The methodology for seismic analysis of piping systems specified in

(?PP-7 conforms to the requirements specified by Sections 3.7.2 and 3.9.2 of the USNRC Standard Review Plan (NUREG-800) and Regulatory Guide 1.92.

Sections 3.7.2 and 3.9.2 of the Standard Review Plan (SRP) and Regulatory Guide 1.92 provide guidelines and requirements applicable to response spectrum analyses of piping systems subjected to seismic loads. Sec-tion 3.7.2 addresses seismic system analysis; Section 3.9.2 addresses dynamic analysis of piping.

Sections 3.7.2 and 3.9.2 of the SRP require that a sufficient number of modes be considered in a dynamic analysis (e.g. , response spectrum meth-od, time-history method, etc) to ensure that the inclusion of additional modes does .not result in more than a 10 percent increase in response.

l Acceptable combinations of modal responses are described in detail in 1 Regulatory Guide 1.92.

l l Section 3.7N of the FSAR for CPSES, which specifies the methodologies to l

be used for the seismic analysis of piping systems, is in compliance with the aforementioned SRP and Regulatory Guide.

3. CPPP-7 PROCEDURE FOR CPSES The frequency cutoff criteria used in the seismic analysis of CPSES pip-ing systems is to perform response spectrum modal analysis up to the mode

, corresponding to 50 Hz and account for the remaining high frequency modes l by the addition of the missing mass correction. Up to the cutoff value, modal response is combined according to the criteria of Regulatory Guide 1.92.

J l

l 4. DISCUSSION An obvious concern of using only modes up to a specified frequency value is that the contributions of the higher frequency modes are ignored. In order that this not lead to unconservative results, the SRP requires that enough modes be considered such that the modes above the cutoff frequency do not contribute to more than a 10 percent increase in response. The missing mass correction is one method that may be used to account for the contribution of modes above the cutoff frequency.

l 0538-1545405-HC4 1

.. -_ .. . . = _ _. - . -. - - - _ -. ~ _ _ - .

t The basis of the missing mass correction is that the driving force has frequencies that are much lower than those modes above the cutoff frequency. Therefore, the modes above the cutoff frequency will behave in a quasi-static fashion and will not exhibit any dynamic amplification.

It is a well-known result that the algebraic combination of the . static response of all modes, computed using the participation factors with their_ signs, is equal to the static response of the entire system comput-ed directly. This leads to the following methodology for including the missing modes: ,

a. Compute the static response of the entire system to the loading .'

corresponding to the ZPA. .

~

.a <

l b. Compute the static response to the loading corresponding to the ZPA using only those modes that are used in the dynamic analysis, i

c. Subtract the second result from the first. This is a good es-

! timate of the dynamic contribution from the missing modis.

I d. Combine this result with the other modal contributions by th'e

square root of the sum of their squares. .

i Because of the nature of the seismic input and the structural response characteristics of seismically designed piping systems, it is not expect- ,

j ed that lowering the cutoff frequency from 50 Hz to some lower value, say ' '

j' 30 Hz, and applying the missing mass correction will result in

significantly different results. In addition, if the modes between 30 -

and 50 Hz (when a 50-Hz cutoff is used) are closely spaced, they must be' ,

added absolutely before being combined by SRSS with the other modes. The '

addition of closely spaced modes by absolute sum provides additional con-l servatism into the calculation of the total response.

5. REVIEW OF CPSES RESPONSE SPECTRA USED FOR PIPING ANALYSIS Digitized building response spectra tables of acceleration versus peiiod e .'"

! were reviewed for all structures supporting Category I piping. Table 1 l lists these buildings and elevations for which the ZPA was determined to be less than 50 Hz. The two examples cited by CYGNA as having lower cut- t off frequencies, i.e., the containment building at el 950.58 f t and the ~

safeguards building at el 773.5 ft, are shown in Tables 2 and 3 as tabulations of period versus acceleration. Both show cutoff frequencies to be at 50 Hz (i.e., a period of 0.02 seconds).

Three sample problems with ZPA frequencies below 50 Hz were reanalyzed -

with the missing mass correction applied to the modes above the frequency corresponding to the actual ZPA. These results were then compared to the previous results, which had used 50 Hz as the cutoff frequency. Sample problems in the containment building were not run because it was deter- '

mined that all piping problems near el 783.58 ft were analyzed with enveloped spectra from higher elevations for which the ZPA frequency was-50 Hz.

t 0538-1545405-HC4 2 -

s '. ?

ql ? y ;-li. a~ ,fN n

. i

-* g

~

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. g 1 .

/e,.h ' ,. The results from ~ the sample problems shown in Table 4 demonstrate .that fri K

i peak piping sy.resses and maximum support loads for all three problems were sligh'cly; lower or had negligible changes.

t (

Table 5' pro; tides the change in loads for all supports for Problem 1-N027.

Most suppo+.r. loads did not change. The maximum increase in load was 15 percentNny the Y component and 6 percent in the Z component for Node 345. Howe.ve r , the-loads are small, and the increases are only 6 lb ff( ' and 2 l'o',* respectively. The support is sized for a load of 167 lb in the

Q/d Y component and 65 lb in the Z component. The load increase represents a J ,, change of less than 5 percent of the design loads for either direction.

Tableof,n.provides the change in load for all supports for Problem 1-186.

, Most loids decreased, with the exception of the Y and Z components for the support ' at Node 1. However, this change represents an increase of only 1 percent in the total design load.

d j- Table 7-provides the changes in load for all supports for Problem 1-151C.

P L5ad.c,han*ges were negligible.

6. CONCLUSIONS 4 .C Y - .-

? ~[ f Although some building elevations at CPSES have ARS with ZPA frequencies b below 50 Hz, sample problems reanalyzed at locations where this occurs '

I showed a general decrease in pipe stresses and inconsequential changes in i pipe support loads. These changes are well within the degree of accuracy

{ specified in U!iNRC Standard Review Plan. The current practice of using a

~

I culdffffrequehcy at 50 Hz with the application of the missing mass

> ,. corre@tionforhighermodesproducesacceptableresults.

i Q '

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b/ -

g y1,

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0538-1545405-HC4 3 l ,,.t l

t C.-. Y.-----,---_-.,----.__--.--,_---._..-_-.,_.--.-..---

TABLE 1 BUILDINGS AND ELEVATIONS FOR WHICH THE ZPA CUTOFF FREQUENCY FALLS BELOW 50 Hz Building Elevation ZPA Cutoff Frequency Containment Building 783.58 ft 40 Hz Containment Internal Structure 783.58 ft 40 Hz Refueling Water and Condensate Storage Tanks 859.10 ft 23 Hz Auxiliary Building 831.5 ft 40 Hz Fuel Building 918.0 ft 37 Hz Fuel Building 899.5 ft 29 Hz Fuel Building 860 ft 37 Hz Fuel Building 841 ft 37 Hz Fuel Building 825 ft 43 Hz Fuel Building 810.5 ft 43 Hz k

I 0538-1545405-HC4

TABLE 2 . ..

l'I-14*4 PSPECTM DATA GENEIA70R FOR HuPIPE se VERSIGH 01 LEVEL. 89 CCE.*.TE3 C3.041 15.29.CZ em 21 NOV 1904 PAGE 114 man SEI5 HIC CURVE OUTPUT mae OISH CURVE SET Ho. 5 HAXIttat VALUE EtWELOPE AIPLIFIED RESPONSE SPECTRA FORam CONTAltetENT BUILDING me FOR ELEVATI0H" 950.58'.

• ASitE CODE CASE H-411 ARS CtNIVES. m OBE e *-

DAIFIt4G VALUEze.0 PERIDOS X AXIS H-S DIRECTIDH 0.020 0.025 0.034 0.050 0.843 0.073 0.084 0.005 0.087 0.089 0.100 0.114 0.122 0.124 0.127 0.154 0.157 0.159 .

0.144 0.218 0.234 0.255 0.243 0.273 0.333 0.428 0.500 0.588 0.447 0.711 0.754 0.778 0.800 0.844 0.889 0.933 0.978 1.047 1.111 ACCELERATI0tts X AXIS H-S DIRECTION 0.308 0.329 0.351 0.444 0.515 0.455 0.432 0.432 0.440 0.458 0.434 0.434 0.744 0.852 0.853 0.853 0.840 0.840 0.888 0.888 0.991 1.040 1.348 1.500 1.500 1.407 1.407 0.824 0.533 0.373 0.343 0.347 0.328 0.288 0.249 0.204 0.199 0.149 0.152 PERIDOS Y AXIS VER DIRECTI0ti 0.020 0.025 0.034 0.050 0.044 0.075 0.084 0.085 0.100 0.102 0.109 0.118 0.122 0.149 0.154 0.141 0.200 0.201 0.244 0.288 0.500 0.400 0.447 0.704 0.733 0.929 0.978 1.111 ACCELERATIONS Y AXIS VER DIRECTIDH 0.395 0.430 0.448 0.840 1.018 0.948 1.358 1.397 1.302 1.302 1.337 1.459 1.597 1.597 1.595 1.434 1.434 1.424 0.759 0.489 0.489 0.253 0.174 0.140 0.140 0.095 0.095 0.080 PERIODS Z AXIS E-H DIRECTIDH 0.020 0.025 0.034 0.050 0.043 0.073 0.084 0.100 0.103 0.105 0.108 0.115 0.117 0.118 0.127 0.153 0.144 0.172 0.211 0.222 0.224 0.234 0.255 0.243 0.273 0.333 0.428 0.500 0.588 0.447 0.474 0.754 0.778 0.800 0.889 0.933 0.978 1.047 1.111 ACCELERATI0tts Z AXIS E-H DIRECTION 0.335 0.341 0.347 0.544 0.420 0.480 0.740 0.495 0.495 0.491 0.481 0.444 0.444 0.470 0.729 0.729 0.825 0.844 0.C64 0.808 0.808 0.994 1.841 1.375 1.502 1.502 1.404 1.404 0.827 0.535 0.411 0.344 0.348 0.329 0.250 0.204 0.201 0.149 0.152 I

Y I

P i

I --

l

. TABLE 2 CONT'D.

NE-143 PSPECHA DATA GENE T. TOR FOR NUPIPE em VERS 10H 01 LEVEL 09 CCEATED 83.041 15.29.C2 no 21 NOV 1984 PAGE 115 i uma SEISHIC CURVE OUTPUT man DISH CURVE SET NO. 4 IIAXIPA01 VALUE ENVELOPE AIPLIFIED RESPONSE SPECTWA FORam CONTAltetENT BUILDING mm l FOR ELEVATION: 950.58'.

A$ltE CODE CASE N-411 ARS CURVES. as SSE a d

DAIPIllG VALUE=0.0 PERIDOS X AXIS N-S DIRECTIDH j 0.020 0.025 0.034 0.050 0.043 0.073 0.077 0.089 0.100 0.111 0.124 0.127 0.140 0.144 0.145 0.157 0.144 0.225 4 0.234 0.255 0.243 0.273 0.333 0.434 0.500 0.575 0.433 0.732 0.754 0.778 0.800 0.844 0.889 0.933 0.978 1.047

] 1.111 ACCELERATIDHS X AXIS H-S DIRECTIDH 0.539 0.573 0.411 0.801 0.090 1.101 1.085 1.045 1.013 1.013 1.254 1.244 1.244 1.342 1.404 1.404 1.493 1.493 1.580 1.748 2.031 2.271 2.211 2.375 2.375 1.472 0.902 0.438 0.438 0.415 0.587 0.521 9.453 0.375 0.354 0.305 0.279 PERIDOS Y AXIS VER DIRECTIDH l 0.020 0.025 0.034 0.050 0.044 0.075 0.084 0.085 0.089 0.094 0.100 0.127 0.140 0.194 0.200 0.201 0.211 0.222 0.244 0.247 0.289 0.311 0.340 0.422 0.423 0.500 0.400 0.711 0.733 0.933 0.978 1.047 1.111 i

j ACCELERATIONS Y AXIS . VER DIRECTION O.627 0.481 0.141 1.407 1.704 1.447 2.042 2.082 2.098 2.109 2.130 2.497 2.510 2.510 2.500 2.483 2.251 1.942 ,

.' 1.427 1.048 0.831 0.800 0.748 0.748 0.747 0.747 0.447 0.242 0.240 0.182 0.181 0.143 0.154 '

i l PERIODS Z AXIS E-H DIRECTION 0.020 0.025 0.034 0.050 0.044 0.073 0.084 0.100 0.147 0.144 0.172 0.224 0.234 0.255 0.243 0.273 0.333 0.338 O.341 0.345 0.414 0.428 0.434 0.500 0.581 0.447 0.133 0.754 0.778 0.800 0.844 0.889 0.933 0.978 1.022 1.047 1.111 ,

i ACCELERATIONS Z AXIS E-H DIRECTIDH O.583 0.592 0.403 0.915 1.043 1.120 1.325 1.225 1.225 1.331 1.408 1.408 1.584 1.772 2.042 2.284 2.284 2.243 i 2.243 2.293 2.293 2.354 2.379 2.379 1.474 0.B42 0.440 0.440 0.417 0.588 0.520 0.453 0.374 0.357 0.331 0.305 0.277 i

s 1

m-6 I

I

TABLE 3 HE-14'4 PSPECTOS DATA GENEEATOR FOR M. PIPE es VERSICH et LEVEL 09 CREATED E3.041 15.29.C2 en 21 HOV 1984 'PAGE 184 mum SEISHIC CURVE OUTPUT mum DISH CURVE SET HO. 77 HAXIlluH VALUE ENVELOPE AIPLIFIED RESPONSE SPECTRA FORam SAFEGUARDS BUILDING m FOR ELEVATI0H 773.5*.

ASilE CODE CASE H-411 ARS CURVES. m 00E a DAllPING VALUEze.0 PERIOOS X AXIS H-S DIRECTION 0.020 0.025 0.042 0.045 0.D49 0.054 0.054 0.041 0.048 0.084 0.091 0.100 0.111 0.134 0.178 0.182 0.233 0.244 0.244 0.280 0.334 0.344 e.344 0.444 8.534 0.547 0.579 0.401 0.420 0.445 0.470 0.498 0.731 S.754 e.835 0.8C7 0.942 1.058 1.111 ACCELERATIDHS X AXIS H-S DIRECTIDH 0.895 0.104 0.180 0.184 0.232 0.234 S.225 0.238 0.240 0.301 0.297 0.285 0.285 0.247 0.247 0.244 0.244 0.241 0.224 0.223 0.223 0.228 9.232 0.232 0.193 0.184 0.184 0.180 0.144 0.144 8.158 0.151 0.151 0.150 0.139 0.125 0.125 0.114 0.107 PERIODS Y AXIS VER DIRECTIDH 0.C20 0.025 0.042 0.044 0.050 0.054 e.e58 8.041 0.048 0.049 0.084 0.091 0.095 0.099 0.100 0.122 0.128 0.131 0.178 0.194 0.222 0.233 4.244 0.244 0.334 0.378 0.399 0.422 0.447 0.484 0.512 0.554 0.401 0.421 0.445 0.490 0.731 0.754 0.777 0.835 0.889 1.001 1.058 1.111 ACCELERATIONS Y AXIS VER DIRECTIDH 0.210 0.223 0.295 0.295 0.379 0.414 0.490 0.514 0.550 0.552 0.154 0.793 0.820 0.847 0.845 0.845 0.759 0.111 0.711 0.585 0.585 0.545 4.500 0.345 0.241 0.209 0.182 0.182 0.144 0.151 0.151 0.134 0.124 0.117 0.114 0.108 0.108 0.104 0.098 0.094 0.088 0.082 0.019 8.014 PERIODS Z AXIS E-H DIRECTIDH 0.020 0.025 0.028 0.042 0.045 0.049 0.050 0.058 0.048 0.049 0.084 0.100 0.105 0.191 0.233 0.244 0.244 0.304 0.335 0.344 0.344 0.444 S.534 0.547 0.579 0.401 0.420 0.445 0.490 0.498 0.131 0.754 0.835 0.887 0.942 1.058 1.111 ACCELERATIDMS Z AXIS E-H DIRECTION 0.108 0.144 0.144 0.221 0.222 0.274 0.274 0.251 0.292 0.293 0.307 0.288 0.288 0.289 0.289 0.284 0.255 0.238 S.238 0.243 0.247 0.247 0.204 0.198 0.198 0.192 0.177 0.177 0.148 0.141 0.141 0.159 0.148 0.133 0.133 0.122 0.114 WW WW W

$b8LE' 5 CONT 9D. *

. s ILlet PSPECTIA DATA GENE!ATOR FOR HUPIPE on VECSIGH 01 LEVEL 09 CCEATES C3.041 15.29.42 ca 21 HOV lied PAGE 137 A

mem SEISHIC CURVE DUTPUT meu DISH CURVE SET HO. le HAXIHUH VALUE ENVELOPE AHPLIFIED RESPONSE SPEC 7RA FORam SAFEGUARDS BUILDING m TOR ELEVATIDH3 773.5*.

.dtE CODE CASE H-411 ARS CURVES. m SSE a DAlf3ING VALUEz0.0 4

PERIDOS X AXIS H-S DIRECTIDH 0.020 0.025 0.042 0.045 0.049 0.050 0.058 0.048 0.084 0.091 0.100 0.111 0.114 0.134 0.178 0.183 0.233 0.244 0.244 0.214 0.335 0.394 0.344 0.444 0.534 0.547 0.579 0.401 0.420 0.445 0.490 0.498 0.131 0.754 4.835 0.887

) 0.942 1.058 1.111 ACCELERATIONS X AXIS H-S DIRECTIDH 0.184 0.213 0.341 0.354 0.428 0.438 0.451 0.502 0.548 0.545 0.544 0.544 0.534 0.488 0.488 0.480 0.480 0.474

) 0.445 0.445 0.445 0.454 0.442 0.442 0.384 0.370 0.370 0.359 0.331 0.331 0.314 0.301 0.301 0.298 0.277 0.250 0.250 0.227 0.213 PERIDOS Y AXIS VER DIRECTIDH

) 0.020 0.025 0.042 0.044 0.050 0.054 0.058 0.041 0.049 0.084 0.095 0.099 0.100 0.122 0.178 0.222 0.233 0.244 0.244 0.289 0.355 0.378 0.399 4.422 0.447 0.405 0.512 0.534 0.554 0.401 0.421 0.445 0.490 0.731 0.754 0.177 0.835 0.889 1.001 1.058 1.111 ACCELERATIDHS Y AXIS VER DIRECTIDH 3

0.393 0.437 0.554 0.554 0.493 0.751 0.872 0.923 1.034 1.434 1.554 1.404 1.403 1.403 1.335 1.107 1.031 0.954 0.709 0.421 0.430 0.415 0.342 0.342 0.324 0.301 0.301 0.274 0.272 0.251 0.234 0.231 0.215 0.215 0.204 0.195 0.192 0.175 0.144 0.157 0.151

) E-H DIRECTIDH PERIODS 2 AXIS 0.020 0.025 0.028 0.042 0.045 0.049 0.050 0.058 0.048 0.049 0.084 0.100 0.105 0.191 0.233 0.244 0.244 0.309 0.335 0.344 0.344 0.444 0.534 4.547 0.519 0.401 0.420 0.445 0.490 0.498 0.731 0.754 0.835 0.887 0.942 1.058 p 1.111 ACCELERATIDHS Z AVIS E-H DIRECTIDH 0.200 0.210 0.270 0.414 0.418 0.499 0.503 0.475 0.557 0.558 0.574 0.538 0.538 0.543 0.543 0.555 0.504 0.471 h 0.471 0.401 0.490 0.490 0.408 0.392 0.392 0.380 0.351 0.351 0.333 0.319 0.319 0.314 0.294 0.245 0.245 0.241 8.224 9

mm M

A a

u.:. -

TABLE 4 COMPARISON OF RESULTS FOR SAMPLE PROBLEMS USING A 50 HZ CUTOFF FREQUENCY AND A ZPA CUTOFF FREQUthCY Problem ARS Peak OBE Inertia Max OBE Inertia No. Building (s) Elevations Stress Support Load  % Change 50Hz Lower ZPA 50Hz Lower ZPA Frequency Frequency Envelope of 1-N027 Cond. Stor Tk, 810.54' & 833.6' 9718 9713 597 lb 597 lb None j Aux Bldg & 790.5' & 810.5' psi psi SFGD Bldg 790.5' & 810.5' (ZPA CUTOFF AT 42 Hz)

Envelope of 1-186 Refuel Water / 810.5' & 833.6' 3463 3438 16,548 lb 16,538 lb <1%

Cond. Storage Psi Psi Tks i

(ZPA Cutoff at 24 Hz) 1-151C Fuel Bldg. 810.5' 10404 10345 3896 lb 3896 lb None ,

thru Psi Psi

! 860' (ZPA Cutoff at 37 Hz) ,

9658-15454-B4 1

4 Til0LE 5

!MW0lli L0f5 CD5%IIISDI f00 $ Dif0EiE STIESS Pill 00LDI: 1-N027 I I I I I Fx i Fy l Fr I I Sipp0lli l PJpolti l I i i i No. I ISIE No. I 50 Hz 42 Hz 2000E I 50 Hz 42 Hz 3CHf00E I 50 Hz 42 Hz 50lf00E I '

I I I l I, I I i l l I I i 11 10 1 392 392 8.01 81 81 8.0 1 92 92 0.0 I I 21 35 1 0 0 0.01 193 194 0.5 l 130 130 0.0 I I 31 77 1 0 0 0.01 192 193 0.5 1 172 172 0.01 I 41 120 1 0 0 0.01 112 til -0. 9 1 331 331 0.0 l 1 5l 155 1 269 269 0. 0 1 83 83 8.9 1 0 0 0.0 I I 61 160 1 53 53 0.0 l 5 5 0.0 1 0 0 0.01 I 71 165 1 62 62 8.0 1 81 81 0.0 1 0 0 0.01 1 8I 170 1 107 107 0.01 92 92 0.0 1 0 0 0.01 I 91 195 1 0 0 tot i M M 0.0 1 0 0 0.0 I I le 1 210 1 1M IM 8.01 40 41 2.51 0 0 8.0 I i 11 1 225 1 0 0 9.8 I 4 47 2.21 270 270 0.8 I i 12 1 250 1 0 0 0.0 1 82 83 1.21 33 33 0.0 I i 13 1 270 1 0 0 0.0 1 0 0 0.0 1 15 15 0.0 I i 14 1 205 1 0 0 0.01 32 32 0.0 1 0 0 0.0 I i 15 1 300 1 0 0 0.01 38 39 2.6 l 159 159 0.0 I i 16 1 305 1 0 0 0.01 33 35 6.1 1 34 34 0.0 l 1 17 1 310 1 0 0 0.01 32 34 6.3 1 32 32 0.0 I i 18 1 315 1 0 8 0. 0 1 4 47 2.2 l 28 28 8.0 I i 19 1 320 1 0 0 8.01 80 78 -2.5 1 53 52 -1.9 1 1 20 1 330 1 322 325 0.91 115 116 0.91 79 78 -1.3 I I 21 1 340 1 0 0 0.01 63 64 1.61 4  % 0.0 l I- 22 1 345 1 0 0 0.0 1 41 47 14.6 1 31 33 6.51 1 23 1 350 1 0 0 0.01 38 41 7.9 I 41 42 L4I I 24 1 355 1 0 0 0.01 45 43 -4.4 1 71 70 -1.4 I I 25 1 360 1 0 0 tot 1 55 55 0.0 1 9 0 0.0 I I 26 1 390 1 0 0 0.01 0 0 0.0 l 168 168 8.8 I i 27 1 405 1 0 0 0.01 55 55 0.0 1 0 0 8.0 l I 28 I 430 1 0 0 0.0 1 75 75 0.0 1 0 0 0.0 I I 29 I 440 1 0 0 0.0 1 61 62 1.6 I 94 94 0.01 I 30 1 445 1 0 0 0.0 1 59 60 1.7 I 69 68 -1.4 I I 31 1 495 1 74 74 8.81 0 0 0.0 1 0 0 0.8 I i 32 1 495 1 68 68 0.01 0 0 0.01 0 0 0.0 l I 33 1 505 1 0 0 0.0 1 73 73 8.01 73 73 0.0 I l 34 1 515 1 55 565 0. 0 1 85 85 0. 0 1 87 87 0.0 l l 35 1 530 1 0 0 8.0 1 92 92 0.0 1 89 89 0.0 I l 36 1 545 1 0 0 0.01 85 85 0.0 1 78 78 0.0 l 1 37 I 560 1 0 0 0.0 1 73 73 9. 0 1 70 79 0.0 I I 38 1 575 1 0 0 0.0 1 66 66 0.0 1 65 65 0.0 l I 39 I 590 1 0 0 0.0 1 74 74 0.0 1 57 57 0.01 I 40 1 610 1 0 0 0.0 1 51 51 0.0 1 42 42 0.0 l I 41 1 625 1 0 0 0.0 1 60 60 0.0 1 59 59 0.0 l I 42 1 645 1 8 0 0. 0 1 50 50 8. 0 I e 0 0.01 I I

4 TAILE 5 C!NPD.

8 I

I I I F 1 Fy i Fz 1 I SUPPORT I SUPPORT I I I I I No. I MIDE No. I 50 Hz 42 Hz 509EIE I 50 Hz 42 Hz 5090E I 56 Hz - 42 Hz 5CHANIE I I I I I I I I I I I I I l 43 1 660 1 139 139 0.0 1 91 92 1.1 1 0 0 0.0 l l 44 1 675 1 0 0 0.01 87 87 0.01 0 0 0.01 I 45 1 705 I 57 5 -1. 8 I 98 98 0. 0 1 148 149 0.7 I I E I 725 l 68 67 -1.5 1 0 0 0. 0 1 0 0 to t i I 47 1 745 1 0 0 0.01 41 42 2. 4 I lit 110 0.0 l l 48 1 775 1 65 65 0.01 51 53 3.91 197 197 0.0 l I 49 I 535 1 122 122 0.0 1 61 61 0.0 1 113 113 0.01 I 50 1 555 1 0 0 0.0 1 0 0 0. 0 1 20 17 -15.0 I I 51 1 1590 1 18 18 0.0 1 40 40 0.0 1 15 13 -13.3I l 52 1 455 1 0 0 to t i 177 176 -0. 6 1 239 239 0.01 I 53 1 1250 1 0 0 0.01 175 176 0.6 1 0 0 0.0 I i 54 1 920 1 76 76 0.0 1 37 - 38 2.71 242 241 -0.4 I I 55 I 940 1 0 0 0. 0 1 100  % -4. 0 1 0 0 0.0 I l 51 205 1 583 583 0.0 1 144 140 -2.8 1 597 597 0.01 I 57 l 1165 1 76 76 0.0 1  % 48- 4.31 31 16 -48.4 l l 58 l 125 l 154 154 0.0 1 '

63 62 -1.6 I 93 47 -49.5 I l 59 1 70 1 0 0 0.0 I 8 0 0.0 1 13 6 -53.8 I I HI 45 1 0 0 LO 1 0 0 LO I e O LIl I 61 1 1950 1 14 11 -21.4 1 42 36 -14.3 1 42 20 -52.4 1 1 62 1 1400 1 2 2 0.0 1 25 26 4. 0 1 0 0 0.0 l I 63 1 1490 1 5 4 -20.0 1 0 0 0.0 1 8 8 0.0 I I 64 1 1450 1 6 4 -33.3 1 0 0 0. 0 1 8 8 0.01 I 65 1 1320 1 25 25 0. 0 1 7 7 0.01 0 0 0.0 I I 66 1 1330 1 8 8 0.0 1 12 12 0. 0 1 0 0 0.0 I i I 67 l 1345 1 3 3 0.0 1 0 0 0.01 5 5 0.0 l I 68 1 1355 1 4 4 0.0 1 0 0 0.0 1 4 4 0.0 l I 69 l 1370 1 3 3 0.0 1 0 0 0. 0 1 23 23 0.0 l i I

s t

TROI.E 6 SUPPORT LORD CDIPARISON Ale $ DIANiiE STRESS P[R00LDI: 1-186 g i I I I Fx- 1 Fy i Fz 1 I SUPPORT I SUPPORT I i l I i No. I ISEE No, I 50 Hz 24 Hz WCHANIE I 50 Hz 24 Hz 5CHINiE I 50 Hz 24 Hz 5000E I I I I I I I I I I I l' I i 11 1 1 16540 16530 -0.1 1 1980 2219 11.6 1 2000 2042 1.7 I I 2I le 1 0 0 0.01 6543 6452 -1. 4 1 4023 3771 -6.3 I I 31 13 1 0 0 0.0 1 M13 9009 -0. 0 1 2439 1360 -44.2 I i 41 20 1 0 0 0.01 6543 6452 -1.41 4023 3771 -6.3 I i 51 23 1 0 0 0.01 9013 9009 -0. 0 1 2439 1360 -44.2 I I I

/

b.

t 9 TflILE 7 SJPPolli L0fl0 CGipfill!SGI IIe 1 OlfME STIESS P[Il00LEN.1-151C 1

I

.I I I Fx i Fy l Fr I iSUPP0lli i SUPPOlli i i l I l No, I IGE Ilo. I 50 Hz 37 Hz 50000E I 50 Hz 37 Hz 5090iE I 5 Hz 37 Hz 3CHfME I I I I i 1 I I I I I I I i 11 5 1 127 127 0.0 1 315 . 320 1.6 l 258 258 0.0 I I 21 25 1 115 115 0.0 1 53 53 0.0 1 0 0 0.01

, I 31 M i 24 R4 Le i M M Le 1 0 0 LSI I 41 32 1 0 0 0.0 1 327 327 0.01 152 12 0.01 1 51 40 1 0 0 0.01 359 359 0.0 1 95 -95 0.0 I I 6I 54 1 0 0 0. 0 1 470 470 0.0 1 126 126 0.0 I i I 71 55 1 0 0 0. 0 1 772 772 0.01 669 669 0.0 I I 8I 60 1 370 370 0.0 1 1153 1153 0.0 1 0 0 0.01 I 91 70 1 665 665 0. 0 1 1298 1298 0.01 0 0 0.0 I I le 1 75 1 1992 1892 0.0 1 3096 38 % 0.01 0 0 0.01 1 11 I le 1 0 0 0.0 1 0 0 0.01 1856 1856 0.01 1 12 1 3009 1 0 0 0.01 42 42 0.0 1 0 0 0.01

i 13 1 17 1 0 0 0.0 1 1235 1235 0.01 0 0 0.0 I i 14 1 3006 1 0 0 0.0 1 9 9 8.01 0 0 0.0 I i 15 1 3005 1 0 0 0. 0 1 0 0 0.01 1190 1189 -0.1 I

' 1 16 1 206 1 3119 3119 0.0 1 0 0 0. 0 1 0 0 0.0 I l 17 1 3003 1 0 0 3. 0 1 2250 2250 0.01 0 0 0.0 I i 18 1 3000 1 0 0 0.0 1 0 0 0.0 1 2105 2185 0.0 l i 19 I 28 1 0 0 0.0 .1 0 0 0. 0 1 1670 1670 0.0 l i 20 1 4001 1 0 0 0.0 1 1849 1849 0.0 1 0 0 0.0 I I 21 1 4100 1 581 581 0.0 1 0 0 0.0 1 0 0 0.01 I 22 1 305 1 737 742 0.7 I 615 617 0.31 668 669 0.1 I I 23 1 61 1 0 0 0.01 0 0 0.01 0 0 0.0 I I 24 1 3101 1 0 0 0.0 1 5 56 0.01 0 0 0.0 I I 25 1 1212 1 0 0 0.0 1 0 0 0.0 1 1869 1869 0.0 I I 26 1 3103 1 0 0 0.0 1 2177 2177 0.01 0 0 0.0 i

i 27 1 3102 1 0 0 0.0 1 20 20 0.01 0 0 0.01

, l 28 1 2 1 0 0 0.01 0 0 0.01 858 859 0.1 I l I 29 I 3104 1 0 0 0.0 I e 0 0.01 0 0 0.0 I I 30 1 3155 1 0 0 0.0 1 0 0 0.01 923 919 -0.4 I I 31 1 3106 1 0 0 0.0 1 25 25 0.0 1 0 0 0.01 I 32 1 3107 i 0 O 0.0 1 0 0 0.01 1325 1325 0.0 I i 1 33 1 3110 1 0 0 0.01 1944 1956 1.1 1 0 0 0.0 l l

1 34 1 3109 1 3G62 3662 0.0 1 0 0 0.01 0 0 0.0 I I 35 1 548 1 0 0 0.0 i 147 146 -4.1 1 2066 2066 0.0 l I 36 1 549 1 0 0 0.01 139 139 0.0 1 62 63 1.6 I I 37 1 550 1 0 0 0.01 575 575 0.0 1 59 59 0.9 I l 38 1 555 1 549 550 0.2 1 112 112 0. 0 1 0 0 0.0 l I 39 I 560 1 227 227 0.01 4 4 0. 0 1 0 0 0.0 l l l 40 1 575 I 576 579 0.51 330 329 -0.31 356 354 -0.6 i j l I l

l

.f-1 4

ATTACHMENT B i

1 RESPONSE TO CYGNA'S CONCERNS ON THE i

i +

l METHODOLOGY FOR FLUID TRANSIENT ANALYSIS.

j L

I l

~

d

- - - - , _.--.,,.,,.,_._,,___._,_,-,,-,mm_,,,_ _ , _ , , .., ,7 ,,,_ . _ _ , , , , _ _ . _ _ . , _ _ , . , . , , ., , , , _ _ _ , , , , ,. . _ _ , _ _ , ,

o METHODOLOGY FOR FLUID TRANSIENT ANALYSIS

1. .CYGNA Concern

CYGNA has raised the following two concerns regarding the methodo-logy for pipe rtress fluid transient analysis

I o The accuracy of the lumped mass model for fluid transient i

pipe stress analysis requires examination, since the control

.on mass point spacing is based on 50 Hz.

o The validity of the fluid transient pipe stress analysis needs to be established when' more than 507, of the modes

.are used.

I

2. Background The analysis of piping and supports for the effects of fluid transient loads is performed using a lumped mass dynamic model.

The continuous pipe is discretized into mass points such that the significant bending modes are accurately captured. The axial modes have frequencies much higher than the significant bending modes, therefore, the mass discretization for bending automatically ensures that the axial modes are included accurately up to relatively high frequencies. Furthermore, the axial modes have frequencies much higher than forcing function frequencies, and thus will respond as though the loads are quasi-static making the response insensitive to mode shapes and frequencies.

I A sensitivity study was performed to illustrate these two points.

The results are presented herein to demonstrate the adequacy of the fluid transient pipe stress analysis procedure used in CPSES.

g.

. 3. Discunnien rad Raculto The results of the study made to address the CYGNA concerns may-be summarized as follows:

o The lumped. mass model constructed by using CPPP-7, Attachment 3-7 method, is accurate beyond 100'Hz for bending response i and 300 Hz for axial response. These frequencies are well i

above the dominant frequencies of the fluid transient forcing functions. Therefore, the lumped mass model so constructed is appropriate for the fluid transient analysis.

o Results of the fluid transient pipe stress analyses are valid when more than . 50% of the modes are used provided the contributing' axial modes are included as specified in CPPP-7, Attachment 3-1.

Details of the study are presented in the next 3 sub-sections.

3.1 Accuracy of the Lumped Mass Model Although the mass point spacing criterion in CPPP-7, Attachment 3-7 1 was aimed at accurately modeling bending modes with a frequency of 50 Hz, the resulting mathematical model is accurate beyond 50 Hz.

To demonstrate this point, a lumped . mass model was constructed for a straight pipe span following the Attachment 3-7 criteria. The system frequencies were calculated and compared with the analytical solution in both the bending and the axial directions. To span the practical ranges of piping sizes, 3 different piping sizes (4 inches, 10 inches, and 24 inches) were used. Figure 1 shows the lumped mass model. Figures 2, 3, 4, 5, 6, and 7 show the comparison between lumped mass model results and analytical results for both bending and axial responses. As the results demonstrate, by allowing for less than 10% variation in frequency estimate, the bending prediction is accurate up to at least 100 Hz and the axial prediction is accurate to frequencies higher than 300 Hz.

i I

The investigation also shows another important result: While it is generally a true statement that 50% of the mode are accurate; this statement really applies to each type of modes separately:

In a lumped mass system, both the bending and the axial modes stagger together, as is shown in Figure 8. The first few axial. modes are still accurate even though they are beyond 50% of the total number of modes. As is shown in Appendix 1, the method in CPPP-7 does require engineers to ascertain that sufficient modes are used to capture those that contain significant axial modes.' Furthermore,. Section 3.2.2 demonstrates that the results are not sensitive to the accuracy of higher modes as long as they are included.' This is because all of these modes respond to the fluid transient forcing function in a quasi-static fashion.

3.2 Use of more than 50% of the modes in fluid transient pipe stress analysis To establish that the results of the fluid transient pipe stress analyses are valid when even more than 50% of the modes are used; a theoretical investigation and actual case studies were performed The theoretical investigation involved the examination of the frequency I

content of the forcing function and the characteristics of the structural response. Actual case studies were made for the feedwater and mainsteam systems.

l 3.2-1 Frequency Content of Fluid Transient Forces In order to identify the relevant information for the purpose of transient analysis, significant fluid transient forces were selected from the main steam system and the feedwater system A response l spectrum analysis was performed for each of these fluid transient forces to determine their frequency content. The results are shown in Figure 9. As the figure indicates, the predominant frequency content of the forcing function is typically below 50 Hz for water lines and typically below 10 Hz for steam lines. Therefore; a structural piping model constructed in accordance with the mass point i

. . , - - _ - - _ ~ . , _ . . - _ _ _ . _ _ _ _ _ _ . _ _ . . _ _ . _ _ _ _ _ _ _ . _ . _ - . _ , . _ . _ _ .

.. _ .- ~ - . _ - - . . - - - ..

sp;cing critorica in CPPP-7 whsro banding cud cxial modas cro cccurato l up to 100 Hz and 300 Hz respectively will provide accurate structural responses to the fluid transient loads. In addition, it should be noted that the structural modes with frequencies higher than 100 Hz will respond to the lower frequency fluid transient forces in a quasi-static fashion. This point will be discussed in the next section.

3.2-2 Structure Responses to External Forces.

I The response of a multi-degree of freedon lumped mass system can be investigated by examining the behavior of a simple harmonic oscillator. It is a well-known fact that a simple harmonic oscillator responds to external excitation, such as fluid transient forces, in a fashion as shown in Figure 10. There are two regions in the j response. At or near the frequency content of external force, the structural response is amplified and this region is known as the l ,

resonant range. But when the oscillator frequency is high relative to the exciting force, the response is not amplified but rather has j the same amplitude as the exciting force. This is known as the quasi-static region. The separation of these two regions can be identified by finding the lowest frequency at which the amplification factor i returns to approximately unity. For the fluid transient excitations,

'his t quasi-static region starts at about 100 Hz or lower as shown I

in Figure 9.

l The fact that oscillator response is not amplified and stays the j same as the external force in this quasi-static region is a significant I point for structural evaluation. What this means is that the oscillator response is insensitive to the exact value of its natural i

frequency as long as the frequency is high compared to the forcing function frequency. The oscillator respone can be predicted accurately as long as the analysis includes frequency up to this oscillator i

( frequency.

l i

o 3.2-3 Results from Feedwater and Main Steam Problems Two actual pipe stress problems were selected to demonstrate the ,

adequacy of the fluid transient analysis approach outlined in Attachment 3-1 of CPPP-7. The two problems consist of one from the feedwater system (FW-1-005) and one from the main steam (MS-1-003).

These two problems were selected because of the severity of the fluid transient loads they are subjected to.

For each of the two problems, two studies were performed. The first study was designed to assess the sensitivity of the analysis technique to changes in cutoff frequency. The frequency parameters included in this study were as follows:

Run 1 Run 2 Problem Cutoff Frequency Cutoff Frequency FW-1-005 521 1494 MS-1-003 438 700 l The change in analysis results is best demonstrated by reviewing

, pipe support loads. Figures 11 and 12 compare fluid t.ransient loads l

4 on representative supports for the feedwater and mainsteam problems.

l As indicated, there is essentially no change to support loads as l a result of changing the cutoff frequency.

i

The second study was designed to evaluate the sensitivity of the analysis to the spacing of mass points. Both problems were run with the number of mass points increased as follows

i' Run 1 Run 2

Problem No. of Mass Points No. of Mass Points FW-1-005 53 106 i

t MS-1-003 76 152

Figures 13 and 14 compare support loads due to fluid transient loads as a result of changing the number of mass points. As indicated, there is no significant change in support loads due to a change in mass point spacing.

. The pipe stress results depend primarily on the bending modes. Since the significant bending modes are accurately captured, the highest stresses are found to be within 1% of each other between the study runs.

Both of these studies indicate that the results are not sensitive 4

to mass points spacing and analysis cutoff frequency for problems originally analyzed following the guidance of CPPP-7.

4. Conclusion The accuracy of the lumped mass model as specified in CPPP-7 for fluid transient pipe stress analysis is demonstrated both analytically i and through actual sensitivity studies. Two samples from the run l

,of record files has been examined, one is the Feedwater system and

! the other is the Main Steam system. Both of these samples show that

) the pipe stress and the support loads are accurately calculated.

1 It is concluded that the mass point spacing criteria specified in CPPP-7, Attachment 3-7 is valid well beyond 50 Hz, in fact, the bending modes are generally accurate beyond 100 Hz and axial modes are accurate beyond 300 Hz. It is also established that fluid transient pipe stress analysis is valid following the guidance of Attachment 3-1 even when more than 50% of the modes are used in the analysis.

l

Appendix 1 Fluid Transient Pipe Stress Analysis Methodology The methodology for fluid transient analysis in the Comanche Peak ,

Project is illustrated using a simple example. This method assures accurate results because the following controls are stipulated within l

the methodology:

I.

o The mass point spacing for a lumped mass model is controlled 4

so that the model accurately represents the response to fluid transient force.

i o Enough modes are reqsired in the analysis to assure the j

contributing mode are within the cutoff frequency; The integration steps are small enough tc avoid distortion o

- in the numerical solution.

1. Fluid Transient Pipe Stress Analysis Methodology The Comanche Peak Project Procedure CPPP-7, Attachment 3-1 requires engineers to assure the modes that contribute to support load are included in the analysis. This . is achieved by performing a test on the model to detera.ine the pertinent cutoff frequency before j

executing the actual fluid transient analysis. The essence of this methodology is shown in Figure A-1.

i R

' Engineers are required to start the iteration process by selecting least 80% of the modes; This I

a cutof f frequency af ter reviewing at j

does not necessarily require 80% of the modes to be used in the final fluid transient analysis.

The final analysis may use less than 80%

of the modes provided it has been shown that the significant modes have been considered within the specified cutoff frequency; j

.l t

l

._ 2. Ex=plo of Applicctica of Methods 1cgy A simple lumped mass piping system consisting of two elbows and three Jstraight segments is used to illustrate the methodology. The

configuration is shown in Figure A-2.

The mass points are spaced within 5' of each other to satisfy the

, requirement for a 10 inch piping system. The resulting total number l of mass points is 6, consequently there are 18 modes of vibration 1

associated with this model. By following the steps in Figure A-1, it is determined that the cutoff frequency needs to be greater than 300 Hz in order to include the axial modes and go beyond the resonant region of fluid force. This is evident by the fact that a support load of 7.458 lb is recognized with constant input force of 4.787 lbs. (See Figure A-3) i i

Follow the above steps, an actual fluid transient analysis is performed by using the cutoff frequency at 300 Hz. The same integration step is used in the analysis because the increment ( AT = 0.00067 Sec) is smaller than the digitization interval of fluid force (0.002 se-conds) therefore there is no distortion to external force.

I f

i The duration of the actual fluid transient pipe stress analysis was 1

longer than the forcing function duration by 2 times the fundamental piping system period (2.5 seconds). The support load (5,341 lb)

I at node 50 as a result of this analysis is plotted at 250 Hs in Figure A-4. The curve in Figure A-4 is a plot of support force vs various cutoff frequencies due to the actual fluid transient analysis. As can be seen from this figure the difference between that following the CPPP-7 methodology and that using all the modes is less than 1%.

l Figure A-4 reveals an impor6 nt characteristic of support response to- fluid transient forces. The support loads are approaching a constant value after the cutoff frequency has included the modes that contribute to the support load.

i

.k' l

FIGURE 1 i.

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FIGURE A-2 CPPP-7 MODELING - 18 MODES

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Figura A-3 Support Force At Node 50 vs Cut-off Frequency For 18 Mode Restraint Model CPPP-7 Constant Force Test 8000 7441 LB 7458 LB 7456 LB 7440 LB (157 Hz) (250 Hz) (250 Hz) (874 Hz) S C 3 7051 LB (97 Hz) 6000 6062 (44 Hz) n i U 4000 5 p i i 1 2000

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ATTACHMENT C JUSTIFICATION FOR APPLYING PLASTIC BENDING MOMENT AND PLASTIC TORSIONAL MOMENT SEPARATELY IN THE DESIGN OF SEISMIC /NONSEISMIC INTERFACE ANCHOR f I l 1 l l

Page 1 of 2 JUSTIFICATION FOR APPLYING PLASTIC BENDING MOMENT AND PLASTIC TORSIONAL MOMENT SEPARATELY IN THE DESIGN OF SEISMIC /NONSEISMIC INTERFACE ANCHOR

 'I. CYGNA CONCERN CYGNA is concerned that piping can supply nearly full plastic bending moment and nearly full torsional moment simultaneously at a seismic /

nonseismic interface anchor. Therefore, the limit load combinations specified in CPPP-7 by applying the plastic torsional and bending moment separately may lead to inadequate design.

2. BACKGROUh3 In paragraph 1.a, Section 2.2.2, Attachment 4-10 of the CPPP-7, the de-sign loading of seismic /nonseismic interface anchor consists of three separate limit load combinations as follows:

M = SRSS (M, , Tp ) M = SRSS (M ,M) ' p Mg = SRSS (Msz' Hp ) where: M sx, M sy, M sz = Total moments on the seismic side around x, y, or z-axis, respectively T,M = Torsional or bending plastic hinge moment on the P P nonseismic side around x, y, or z-axis, respectively This design loading is Lased upon the conservative assumption that the location of postulated failure of nonseismic piping is at the interface anchor and the full limit load plastic hinge moment is transmitted to the interface anchor during a seismic event in any one of three orthogonal directions.

3. DISCUSSION The interaction equation of torsion and bending moments for postulated overstressed failures of piping is as follows:

(T/Tp)2 + (gjgp)2 = 1 l A pipe anchor designed to withstand the full limit values of torsion and of bending about two axes, all acting simultaneously, is unnecessarily conservative. Ideally, maximum stresses at all locations in an anchor can be found by assessing the applicable weighting factors of partial i plastic torsional and partial plastic bending moments for each location. 0657-1545405-HC4 l

I l Page 2 c! 2 This ideal process will require many combinations to cover all individual locations of different anchor configurations. CPPP-7 uses a practical engineering approach without the need to perform

   ,a large number of calculations.      Structural integrity of the anchor is maintained when subject to either the full plastic torsional or full plastic bending moment in any direction by assuming that either bending or torsion is the governing mode of failure.        While these three indi-vidual load cases may not totally envelop all theoretically possible combinations, the integrity of the design is still assured by the use of conservative acceptance criteria. The current criteria provide a safety factor of 2 or higher for the allowable stress / loading of Hilti bolts and Richmond inserts , and 0.9Sy for structural members and welds, but not to exceed 0.5 Su for welds. These low allowables provide adequate margins to account for the interaction of partial plastic torsion and bending from the nonseismic side of the anchor for this low probability event.

Furthermore, the assumption of full plastic moment of straight pipe imposed on the interface anchor due to postulated nonseismic piping failure is conservative. These nonseismic piping continuations normally consist of many turns which are made of elbows or bends. An elbow or a pipe bend has only 22 percent to 48 percent of the moment capacity of a straight pipe, which implies that only 0.48Tp can physically be trans-mitted to the anchor. Buckling of these weak links within the nonseismic piping would therefore limit the moments which can be applied to the interface anchor during a seismic event.

4. CONCLUSIONS Based on the conservative assumption that full plastic moment is trans-mitted to the interface anchor during a seismic event, and by incorporat-ing safety margins in the design allowables, the current criteria in CPPP-7 are adequate to ensure the structural integrity of the interface anchor.

1 0657-1545405-HC4 l}}