ML20246H735

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Forwards Response to Questions 11,12,14,15 & 16 of 890104 Request for Addl Info Re NUREG-0737,Item II.D.1.Answers to Remaining Questions Will Be Provided by 890801.W/four Oversize Drawings
ML20246H735
Person / Time
Site: Salem  
Issue date: 07/07/1989
From: Miltenberger S
Public Service Enterprise Group
To:
NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM)
Shared Package
ML20246H741 List:
References
RTR-NUREG-0737, RTR-NUREG-737, TASK-2.D.1, TASK-TM NLR-N89109, NUDOCS 8907170179
Download: ML20246H735 (62)
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{{#Wiki_filter:- - _ - - _ - .1 Public Service Electric and Gas Company ' Stecen E. Miltenberger Public Service Electric and Gas Company P.O. Box 236, Hancocks Bridge, NJ 08038 609-339-4199 Vice Preriident and Chmt 44uckfar Ofhcor ) JUL 7 1989 - j NLR-N89109 1 United States Nuclear Regulatory Commission l Document Control Desk I Washington, DC 20555 Gentlemen: REQUEST FOR ADDITIONAL INFORMATION NUREG 0737 ITEM II.D.1 SALEM GENERATING STATION UNIT NOS. 1 AND 2 DOCKET NOS. 50-272 AND 50-311 The purpose of this letter is to provide responses to questions 11, 12, 14, 15, and 16 of the NRC request for additional information letter dated January 4, 1989 regarding NUREG 0737, Item II.D.1. The answers to the remaining questions will be provided to you by August 1, 1989 in accordance with nur commitment made through PSE&G 1etter NLR-N89048 dated March 31, -1989. Should you have any questions, please feel free to contact us. Sincerely // ,[ 24 W 4V / Attachment C Mr. J. C. Stone - Licensing Project Manager Ms. K. Halvey Gibson - Senior Resident Inspector Mr. W. T. Russell, Administrator, Region I Mr. Kent Tosch, Chief NJDEP, Division of Environmental Quality Bureau of Nuclear Engineering CN 415 Trenton, NJ 08625 8907170179 890707 PDR ADOCK 05000272 P PDC Q& Y

I NRC QUESTIONS 11. REFORC AND FORCE Code Verification In_the thermal hydraulic analysis, the postprocessors, REFORC and FORCE, were used to calculate the fluid force time histories from RELAP5 analysis results for Salem, Unit 1 and Unit 2, respectively. Provide verification of these postprocessors by demonstrating that these computer codes produce accurate results for similar piping discharge problems by comparison to a benchmarked code or to actual test results.

RESPONSE

i REFORC - Attachment 1 is a copy of the verification that was performed by Impell of the REFORC Program that demonstrates j that this code produces accurate results, and compares it l with the results from hand calculations. Furthermore, Impell in response to a similar question, posed by NRC on Palisades Nuclear Station pressurizer _ safety and relief valve discharge piping, successfully compared the program REFORC results to EPRI/CE corresponding force - time history test results. FORCE - Gilbert Associates, Inc. performed a verification of the FORCE code in September, 1983 as discussed in Attachment 2. The verification was part of their own QA certification of this code. The calculations performed include comparison of the program simulation with EPRI'S/CE PWR SRV Test No. 917 (Hot Water Loop Seal). Gilberts verification indicates that RELAPS-FORCE Version VIA can provide good engineering estimates of piping loads associated with PWR safety / relief l valve discharge transients when such events are properly modeled with the code. l l l l l l L t

ATTACHMENT 1 r guestion 11 ~{ EDS NUCLEAR INC. VERIFICATION OF COMPUTER CALCULATIONS Program Name: REFORC 1 ersion Date: 01 / 05 / - 82., Purpose or Primary Use Force Calculation Post-Processor to RELAP5 Responsible Division: ESD Method of Verificadon: SEE VERIFICATION PLAN 4 i Hand calculations, test runs and other suppordng documents are located in program files. Procram Verification: Performed By: // Date Checked & : 'I Q2-- f N I Cate I Division Manager Date

m EDS NUCLEAR INC. Computer Program Verification TEST PLAN ~ Program REFORC Version !L The following test plan has been established to provide adequate verification for this prograrn version: The REFORd code will be verified by comparing its output with the attached standard Moody problem results and hand calculations. The following cases will be considered: I CASE FORCES TESTED TESTED AGAINST 1. Three straight pipe segments and two elbows discharging fluid from an infinite reservoir, no friction l' 1 a. Superheated steam only Total, wave & Moody & Hand Cal Blowdown b. Subcooled liquid only Hand Calc., la c. Saturated liquid with Hand Calc., la- ' flashing & lb d. Two-Phase flow (X =.O M Calc., la, g If lb & le 2. Exercise other options l a. Steam flow through a re ' Blowdown Hand Calc. ducer, no friction 1 b. Steam flow through a Hand Calc. p TEE, no friction 65 / 7 Z APPROVED p.,.,~,,., on.,, 7 e4 V ___ Pp n s 1_ f 2g n

g. , at. L ' Projects JREFORC-EPRI-Page Two c.- exercise major' options- ~ Wave forces only. Hand Calci Blowdown fodces only' . Hand Calc'. 1 Total forces Hand Calc. Global; force multiplier Hand Calc. SI Units Hand Calc. 1 i REFERENCE l.-

Moody, F.J.,

" Fluid Reaction & Impingement Loads", Nuclear Power Plants, pp. 219-260. REF:as .j i L j ( ~~ Page 2 of 2 .___ ___ ____ _____-___-___-_- _ Q

1 ,1 q \\ .EDS' NUCLEAR' INC. -( COMPUTER PROGRAM ABSTRACT Program Name: REFORC Version' Date: 42//5/ M Technical Responsible Person: Robert E. Fishman Division: ESD-Principal Use: Force Calculation Post-Processor to RELAPS Code Compliance: Program Language: X FORTRAN s O FOR GAN Extended . O Ccai O ALGOL 0 Other Program Is: O Standard OSpeciatPurpose O Foreign Program Has Been: N Verified 0 Certified Applicable User's Manual Instructions: Dated: January 1982 - R ev. : 0 DESCRIPTION OF PROGRAM: (Consult ANSI N413-1974, as applicable) METHOD OF SOLUTION: Solution method is the integral form of the momentum equation as described'in the user's manual RESTRICTIONS: REFORC input is restricted to program RELAP5 Mod 1. REFORC.can model up to /50 forcing functions, how - ever no system segment can consist of more than 50 PELAP volu,mes. Limitations on modeling methods are discussed in the user's manual. RUNNING TIME: Totally dependent on system modeled and transient duration. A rough approximation is: j CP(Seconds) =.005

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Date: f vision Manager / / Page 1 of 1 l L.

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h ' EDS NUCLEAR lNC. Y FILE: .\\ MEM.ORANDUM r Cm: i ( TO: Engineering Personnel FROM: B.F. Phipps DATE: January 19,1979

SUBJECT:

Project QA F11J ~ ' This brief memo will serve to introduce you to the Project QA File system at EDS. The Project QA File has been established to make it easier for Froject Engineers to set up a project, and to facilitate creation of the various instmetions, guidelines and logs that every project requires. How to Use the Project-QA File ( 1. ' Read procedure QAP 2.3, " Project Organization" in the QA Manual. 2. Write your project name on the spine insert, then use a mler to guide it under the plastic. l' 3. Refer to the instructions behind each tab. They will explain how to complete each section. 4. All forms should be included in the File binder when you pick it up. Extras are available from your QA CoorrHnatnr or Records Cer!.er. 5. The File should be kept in the Project Engineer's area. 6. At the end of the project, send the binder to the Records Center with the rest of the-files. The contents will be microfilmed and the binder and tabs recycled for subsequent use. r ~ (i ...... m.>. v.,... .c... .....,. m ...,..!, y.. ~,,..

o =~=n 2 ' ucc 4 Pages SSNIVEROUTY COMMLJTFNO COM9ANY 9' A Wysy Company ieso n. u ora. Osues. femme Ps207 September 7, 1983 i 1 Mr. Jim Scott. Public Service Electric and Gas Company Post Of fice Box 2 36 Hancocks Bridge, NJ 08038 Dear Jim UCC maintains.several versions of RELAP on our service bureau for use by the general public. In particular, we have a version called RELAPS-FORCC. This version is based on BELAF5' MOD 1 Cyc1c. It has been modified by Gilbert Associates in Reading, PA, 18. to calculate forces on the piping described in the RELAP5 nodel. The version you have been using, BELAPS-FORCE Version lA, was installed on September 5th, 1982. Although this was before the date of our formal software QA procedure implementation, I have attached a copy of the informal method used in installing the RELAPS-FORCE code. Gilbert Regarding the verification of changes made to RLEAPS, the changes did has run a _ set of test problems to verify that not af fect the RELAPS results and that the calculations done to compute the forces are bein, handled correctly. If you have any further questions, please don't hesitate tc call me at 214/655-8748. Sincerelv, t , ', f ,(, kl' pi RonSwanson[ Manager, Energy Services \\ $ h l)

  • RS/bj enclosure I

cc John Riley, UCC Ming Lee Gee, UCC NY 1, Juaq Cajigas, Gilbert Associates

O

o. _ _ - _ _ _ - _ _ _ _ _

ucc UNIVEM:ITY C:M9UTING CCM9ANY INTERCVNCE Mduo Ron Swanton SN EPI Application Installation OW-January 20, 1982 1. Make a back-up copy of the distribution tape received by UCC. 2. Install the program on the applications library, using the following naming convention: PGMNAMEDATE - as permanent file nace CATEGORY - as ID. 1. Run all the sample problems provided on the distribution tape. 4. Compare results with any sample results on the distribut.on tape and note the differences). 5. Make a tape containing all information to recreate the installation and write a microfiche of the installation

runs, Be**ond these procedures, the UCC service centers '. ave procedures for back-up and off-site storage of all files on the system.

I hope this will assist in your explanation of hos UCC i..sta11r its EPI software. b Rod 3wanson i hS/bj cc: Ross Rumore l l Bob Andrews l s 4 M

1..

O O l EPS8 CODE INS.TALLATION PROCECURE (CDC) l ) ...-Obtain an EPSC Code Distribution Pachtge. { = :. -1 1 2. Itastall the code in 1~run, saving the output on tace and microfiche, and saving a copy of the sourec, relocatables and absolute on tape. 3. Observc the following conventions du:ing installation: a. Place the following call as the first executable statement: CALL EPSCST.C(" PRODUCT",4He es) wherc PF.ODUCT=name of the program and eses = tracking number. b. Do the FORTRA.*4 ccmpile with PL*99999 as a parameter. Catalog-the' absolute with Jib 8PSB and TX=P'JBLIC. c. ~ NOTE: Put a dummy routine cal}cd EPSCSEC for distribution. 4. Write a memo to Norma Wade (who will not.Afy UCC's Royalty Coordinator containing the program name, program numbers, and the surcharge applicable to the licensed (non-member) v'.t r s i o n. S. Create an account security file for the program and notify EPSC. l l l

O O EPSB CODE I!:STI.* LATJON PROCEDURE (I B.M) 1. Obtain an EPSC Code Distribution Package. 2. Install the code in I run, saving the output of the run on tape and microfiche. 3. Observe the following naming convention for the d.ta sets created: a. The prefix'for the data set module should be EPSB. b. The member version should be named in 7 or cwer chcracters, c. The licensed version name (alias) should be tho same as the member name, preceded by the lettet "X". 3. Save a copy of the source and data set modules on tape f or back-up. 4. Write a memo to Norma Wade (who will notify JCC's P.oyalty Coordinator) containing the program name (a.d alias) and the surcharge applicable on the licensed ( r. )n-membe r ) version. ] E M m____

i 12. SUPERPIPE ANALYSIS Inouts In the piping discharge analysis using the direct integration option of the SUPERPIPE Code, explain how the calculation time step was chosen. Does the program automatically select its calculation time step based on the input forcing function or is the time step chosen by the user? In either case, identify the time step used in the analysis. Also provide information on the mass point spacing used in the analysis model for various pipe sizes. Give the rationale for the choice of the computation time step ar.d mass point spacing.

RESPONSE

For the direct integration option of the SUPERPIPE Code the integration ting step is chosen by the user. An integration time step of 5 x 10 seconds was chosen for the force time history analysis. A number of sensitivity runs were made in order to determine the integration time step. For each consecutive run the time step was made shorter. When there was relatively little difference in results from the previous run, the time step used in the previous run was considered adequate. Mass point spacing was computed automatically based on the following dynamic analysis finite element subdivision theory included in SUPERPIPE. The default frequency of 30 cps was used in the analysis. Based on this theory, typical mass point default spacings (i.e. between existing discontinuities) used in the dynamic analyses of the discharge piping were as follows. Pine Size Scacira 6" Schedule 40S 64.878 inches 6" Schedule 40S insulated 62.319 inches 3" Schedule 160 insulated 46.904 inches Finite Elements Subdivision: Dynamic Analysis For the determination of mode shapes and frequencies, a rt? ole lumped mass idealization is used. A mass point is placed al each discontinuity point (DCP) and miscellaneous node (MND), and if necessary additional mass points are placed automatically between DCPs, thus subdividing lengths of pipe between DCPs into l subelements. The number of subelements into which each element is subdivided is shown in the computer printout. Miscellaneous members are never subdivided. The criterion for introducing additional mass points is as follows. For a simple span beam of length L, stiffness EI, and weight w per unit length, the first mode frequency, f, ignoring shearing I deformations, is given by j - - _ ___ _ _____-_____ _ __________-____-_______________-_____________-____-________-_-_~

1 1 \\ ~ 0.5 f, 77 EIg 2L2 w If a long length of straight pipe is vibrating, each mode of vibration will contain a number of equally spaced nodes, and each length of pipe between nodes vibrates as a simple span beam. Hence, for a frequen..'y of vibration, fm, the node spacing (i.e. equivalent simple span beam length) will be Lm, where 7T 0.5 0.25 EIg L = 2fm w If a simple l' umped mass idealiz'ation is used, and if an accurate determination of the modo shape and frequency is required for a simple span beam of this length, then at least two lumped masses are required within the beam length, placed at the quarter points. That is, to obtain accurate results for a mode with a frequency fm, the mass spacing should be no larger than Sm, where Sm = 0.5L, For dynamic analysis of a piping system, it will typically be required that the mass points be sufficiently closely-spaced to insure that accurate mode shapes and frequencies are determined up to frequencies of 30 cps. The computer program includes provision for spacing the mass points to satisfy this criterion, either (a) fully automatically, where the required mass point spacing is calculated by the program according to the preceding theory for each piping component, or (b) semi-automatically, where the required spacing is specified by the program user for each component. In either case, once a permissible maximum mass point spacing has been calculated or specified for any component, any finite elements consisting of that component are automatically subdivided into subelements, so that the mass point spacing nowhere exceeds the permissible maximum. The permissible maximum spacings are computed or specified at the time the component dimensions are specified. If the spacing is computed by the program, it uses the preceding theory, with a frequency specified by the program user (default = 30 cps), and EI value assuming E = 25,000 ksi, and a w value based on the weight of the component plus insulation plus contents.

l l 9 14. Stress Results The stress reports for Salem, Units 1 and 2, (Attachment of - Reference 2)', stated that the safety valve and PORT piping were Code compliant and acceptable, but did not present stress results to substantiate the above statement. Provide a Jomparison of the worst case stresses for various load combinations with the applicable stress limits. Provide a sketch of the piping stress analysis model and identify the structural nodes at which the highest stresses occurred.

RESPONSE

Tables 1 and 2 provide a comparison of the worst case stresses for various load combinations with the applicable stress limits for piping above elevation 131 feet. are sketches-of the piping stress analysis model which identifies the nodes of highest stress.

i l i 9 TMEE 1 (Question 14) mX. PIPDG SIRESS SllemRY OF UNIT 1 EQUATION DISGMGE PIPDG INIET FIPDG OR NtXE O2GUIED AIZORBIE S'IRESS NOCE C3GUIED AII D &BLE SIRESS IIRD CASE PF STRESS SIRESS RATIO PF SIRESS SIRESS RATIO 8 27 4,313 16,460 .262 C12A 4,827 16,440 .294' 9 A3 11,370 21,636 .526 A7 4,833 19,728 .245 11 234 38,312 43,750 .876 A7 33,830 44,050 .768 IC2 230 26,811 31,500 .851 C17B 14,450 29,592 .488 1C3 230 26,811 31,500 .851 C17B 14,450 19,728 .733 IC4 230 26,811 42,000 .639 C17B 14,456 39,456 .366

L m 3 (' 4 4 TAB 2 2 (Question 14) l MAX. PIPING SIRESS StBMARY I . OF INIT 2 l I -l I EUATION DIS TARGE PIPING INIEF PIPING i CR NOCE CDGUTED AHOWAB[E SIRESS NOCE COGUTED AUDNABLE SIRESS IDAD CASE Pr SIRESS S1RESS RATIO Pr. SIRESS SIRESS RATIO 8 91 6,290 16,460 .382 430B. 5,670 16,440 .345 9 91 6,830 19,750 .346 235 7,980 19,730 . 404-10 206 24,900 27,500 .905 404 3,000 25,990 .115 1C2 202 28,140 31,500 .893 404 20,350 29,590 .688 .IC3 202 28,140 31,500 .893 404 20,350 -29,590 .688 'IC4 42 2,585 3,838 .674 404 20,360 39,460 .516 NOTE: M8 IEES + DWGT vs.1.0 SH M9 PRES + INGif + OBE vs.1.2 SH M 10 RANGE OF THER vs. SA M.11 PRES + DWGT + 1HER vs. SA+ H IC2 PRES + DWGP + RVA vs.1.2 for RV Piping 1.8 for SV Piping 2C3 PRES + DWGT + OBE + RVA vs. 1.8 for TG Piping 2.4 for SV Piping IC4 PRES + DWGT + SSE + RVA vs. 2.4 S f r RV & SV Piping H I l _ - _ __ _ O

l 1 2 '15..(Valve Bending Moments and Associated Piping Stresses ~ I lThe Impell stress' reports for Salem, Units 11and 2, (Reference 2)- present;the' envelope stresses in,the piping. adjacent to the safety-valves and PORVs and also.the maximum bending moments on lthe valves. Our questions on the above stress data are as follows.- 4 a. Table 7.2 of the Impell report presents the piping stresses- . adjacent'to the safety valves and PORVs for various load combinations. Some of these stresses for. Unit 1 piping are reproduced in the table on the next page..The table shows that:there'is'little or no difference among~the stress -i values in Columns 1, 2 and 3. Since Columns 2 and 3 are the stresses in Column 1 combined with OBE and SSE stresses, respectively, it indicates that the earthquake contribution-to the piping. stresses is~ extremely small compared with. piping discharge loads.. Note especially the stress j l combinations for the safety valven, the stress values are i ' identical 1whether the earthquake stresses are included or. I not. (We realize that the Salem plant.is located in a low ) earthquake zone. However, it seems unusual that the 1 earthquake stresses were so low that they failed to show up ] at all.)' Therefore, provide adequate data such as the earthquake response spectra used in its analysis and pipe i support conditions etc. to explain why the earthquake l l effects are negligible at the valve locations. SALEM, UNIT 1 -- PIPING STRESSES DUE To STEAM DISCHARGE" (ksi) Load Combination P + DW + RVA P + DW + RVA + OBE P + DW + RVA + SSE Valve (1) (2) (3) PORV 1-PRI 18.7 19.2 21.1 PORV 1-PR2 10.1 11.3 13.3 Safety Valve 1-PR3 9.9 9.9 9.9 Safety Valve 1-PR4 9.1 9.1 9.2 Safety Valve 1-PRS 10.4 10.4 10.4 Internal Pressure

NOTE:

P = Deadweight DW = Rapid Valve Actuation RVA = Operating Basis Earthquake OBE = Design Basis Earthquake SSE = a. Stresses in piping adjacent to safety valves and PORVs. i ~

L: 1 b. -The' piping stresses were calculated in accordance with ANSI 'B31.1, 1973 and the ASME. Code Section III, Subsection NC, 1974. The equation used is as follows: 'P D 'S + 0.75 i % + OL. @ a @ 19) 4tn Z ASME Code NC-3652.2 Table 7.3 in the Impell stress report presents the maximum L ' bending moments at the valve inlet and discharge ends covering all load combinations.. This table shows that the maximum bending moment on the safety valve, 1-PR3, of. Unit 1 is 294.1Jin.-kip. The safety valve pipe size is given.in Reference 14 (Question: 4) as 6 Ziscalculatedtobe19.68in.jn.Sch160andthevaluefor The term (M +M )/Z in the g B above equation can~be calculated as: A'+ B. 294.1 = 14.9 ksi Z 19.68- ) The term 0.75 i is greater,than 1.0.. Also the internal pressure, P is always positive.- It can be seen that the stress in tES*p,iping at the valve junction should be much greater than 14.9 ksi. However, Table 7.2 of theisame report shows that the maximum piping stress at piping adjacent'to safety valve interface for Unit 1 safety valve, 1-PR3, is 9.9 kai. The licensee should check its calculations and resolve the inconsistency in these stresses.

RESPONSE

15a It shall be noted that according to Ref.1 RVA (Rapid Valve Actuation) stresses are combined by the SRSS method. This. is also mentioned in Sec. 6.7 of Ref. 2. Shown below is the actual stress combination for valva 1-PR3. It can be seen that because of the small stress contribution of seismic and because of the combination by SRSS, the stress for the combination of P+DW+RVAS is 9.9 kai and the stress for the combination of P+DW+RVA+ Seismic is still 9.9 kai as shown in Table 7.2 of Reference 2. The assumed seismic spectra are provided in Attachment 4. i 1 _____-__________-___________a

l b I b VALVE 1-PR3 STRESS COMBINATION AT NODE C17A (REF. 3.4) LOAD CASE LC2S, psi LC3S, psi LC4S, psi (P+DW+RVA) (P+DW+RVA+0BE) (P+DW+RVA+SSE) (1) P + DW 3091 3091 3091 OBE 215 SSE 616 (2) RVAS 6832 6832 6832 (3) (OBE + RVAS )1/2 2 6835 (4) (SSE + RVAS )1/2 6859 (1) + (2) = 9923 psi (1) + (3) = 9926 psi (1) + (4) = 9950 psi The above three stress summations were reported in Table 7.2 of Ref. 2. I

REFERENCES:

(Question 15a) 1. Guidelines of load combinations and acceptance criteria for pressurizer relief and safety valve piping generated by an EPRI.subremvittee on piping, labeled " Appendix E." 2. Impell Report No. 02-0140-1325, Rev. O, April 1985. 3. Computer Run MIKEONA 3/23/84 4. Computer Run MIKEORG 3/15/84

RESPONSE

15b Table 7.3 in the Impell Stress Report provides the maximum bending moments at the two ends of valve 1-PR3 (NODE C17A and Node 18). These values were utilized to qualify the valve. It should be noted that the moment of 294.1 in-kips is the resultant bending moment at Node 18 which is located at the bottom of valve 1-PR3 and is physically the anchor point for the discharge piping (see Fig. 1). Therefore Node 18 represents the moments at the valve and at the anchor, not the moments on the piping that are provided at Node C-17A.

Node 18, that is the' anchor point of the discharge piping, is connected to the pressurizer via the anchor 1-PRA-154. For completeness of the analysis the pressurizer was modeled and connected to Node'18 by a beam element as shown on Impell Dwg. No. 0140-022-02, Sheet 1 fo 2, Detail'A (Attachment 3, Question 14). Thus Node 18 will have moments resulting from the discharge piping and moments resulting by the pressurizer beam model. Table 3 summarizes the bending moments calculated fo. Nodes C17A, and Node 18.

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bi 'I 1 i TABLE 3 (Question 15b)

SUMMARY

OF MAXIMUM CALCULATED BENDING MOMEMTS .j l l.. l NODE LOAD C17A. ft-lb 18 ft-lb p _ _ _ _ _ _ _ _1/ 2 2 2 2 2 Y Z (Y,3 ) y 3 (y,g )1/2 RVAS 2411 2631 3569 18245 12829 22,304 SSE 98 353 366 547 1261 1,375 ~ DW 8 150 150 298 831 883 l TOTAL 4085 24,562 l -=49.02 in kips =294.7 in-kips i l-l l-l l-l l l l. l l: i

C 9 S -- AWCMcE PiFiW4 PlPl% ~ l l ) Cl% 16 P R e w u R rz.e z. ///nWF Y\\h. QUESTION 15b. l

' 16. SUPPORT STRESSES The Impell Stress reports only presented a list of support drawings indicating the supports modiffed or removed and new supports installed. It did not provide information on the loads (or stresses) sustained by the supports and their acceptability. Provide a comparison of the worst case support stresses (or loads) with the applicable allowable stress limits (or'ellowable loads) and identify the load combinations associated with the worst stresses.

RESPONSE

During the original design effort performed by Impell, new support loadings for piping above elevation 131 feet were generated'at all new and existing supports and all the supports were qualified for these new loads. and 6 provides a listing of all calculations that were performedito qualify all the supports (new and existing) to the new loads derived from the latest piping analysis. A detailed review was performed of the lo highest loaded supports to determine their design margins under different loading combinations. The results of this investigation are provided in Table 4. Reviewing the results, it should be noted that all loads are within allowable limits. 1

y ~ ~ 9 u l l . TABLE 4 T-Question 16 ) l I DESIGN MARGIN (ACTUAL / ALLOWABLE) 1 1 l_ l MEMBER STRESS i. l WELD _l l l SUPPORT l l l l SNUBBER lACTUAL I REMARKS I I I.D. NO. ICOMB..AXIAll l l CAPACITYlSTRESS/l l l l & BENDING l BENDING l SHEAR l lALLOW. I l l' I (1, E, 4) I (1,2,4) l(1,2,4)I (3)(4) ISTRESS l l. I l I i I l(1,2,4)l l I. .I i i i i I 1 l l-PRA-146 'l 0.96 l l 0.99 l l 0.96 ltnvelop_l-PRA-l- l 'l I l l l 1140, 150, 154_ l l-I l i I l IAnchors i I I I l l l l 1 I l-PRSN-29 l l 0.46 1 0.67 1 0.33 1 0.84 ISnuocer. l 1 l l l l l l I i 1-PRSN-10 1 0.74 l l U.75 1 0.90 l l Snubber 1 I I i l l I I l I l-PRG-26 1 0.79 l l 0.70 1 l 0.90 lRigia 1. I I I l l l l l l l-PRG-6&l5 1 0.89 1 0.90 1 0.57 l l 0.92 lEnvelop 1-PRG 6&l l I l l l l 115 Rigid l' l - l I l i I l .l. 2-PRSN-25. O.97 0.63 0.79 0.99 Snubber l 2-PRSN-41 l l 0.88 1 0.76.l 0.74 l u.75 ISnubberl 'l l I I I I I I l' l 2-PRG-9 l 0.92 1 l l l 0.99 l Rigid l I I l l 1 1 I I l'2-PRG-30 1 0.62 l l 0.72 l l 0.95 l Rigid l l l l l l-1. 1 l l 2-PRG-146A l l 0.95 1 0.87 l l 0.93 l Anchor I l I i l l i l' l' (1) AISC 8th Edition. (2) ASME Code Section III Subsection NF 1974 ~ (3) Pacific Scientific catalog (4) Guidelines o' load combinations and acceptance criteria for pressurizer safety and relief valve piping generated by ana EPRI subcommittee on piping labeled " Appendix E" (attachea). S ll.

4 ATTACHMENT 5 Question 16 i IMPELL()

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4-i .f ATTACHMENT 6 Question 16 1 l l l IMPE.LL() i -~ l l ] 1 1

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