ML20116B601
| ML20116B601 | |
| Person / Time | |
|---|---|
| Site: | LaSalle  |
| Issue date: | 07/02/1996 |
| From: | Kaushansky L, Nagel D, Pressburger M SARGENT & LUNDY, INC. |
| To: | |
| Shared Package | |
| ML20116B576 | List: |
| References | |
| NUDOCS 9607300138 | |
| Download: ML20116B601 (27) | |
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SAFETY RELATED !
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&DDENDUM A TO j PIPING STRESS REPORT ,
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l COMMONWEALTH EDISON COMPANY LASALLE UNIT 1 PROJECT NO. 4266-00 SYSTEM: SERVICE WATER SUBSYSTEM: 1WS-20 REV. .QQ EMD- 023757 ISSUED ON: 03-24-80 e
i ADDENDUM: ,_A_.
<c ISSUED ON: 07-02-96 l
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' NUCLEAR PLANT DIVISION 9607300138 960722 PDR ADOCK 05000373 p PDR
SARSENTSLBNBy GES-320.10.4 o=== .
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?hCJECT NAME: 4A SA446 UNTT NO.: I CN Q PROJECT NO.: 9046 - 3/3 A DESIGN CONTROL stMMARY CLIENT 4 c ot1 E 0 y
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'Rev. 00 Addendum A Project No. 09066-;12 Page 3 ISSUE SUMIOLhY Addendum D.atg Demerintion A 07-02-96 Evaluation of piping for Seismic loads t
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Project No. 09066-313 Page 4 TABLE OF CORITENTS P.AEA Title Page . . . . .
.............. 1 Signature Page . . .
2 Issue Sununary Page .-
.............. 3 Table of Contents . .
.............. 4 1.0 Purpose / Objective .
............. . 5 2.0 Methodology and Acceptance criteria . . . . . . . 5 3.0 Assunptions . . . . . ....
.......... 6 ,
4.0 Design Input . . . .
.............. 6 j{
5.0 References . . . . .
.............. 6-7 '
6.0 Calculations . . . .
............. . 8-11 7.0 Summary and Conclusions . .
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............. 12 ;
8.0 Attachments . . . . . . ...... !
....... A,B,C ,
. A)' PhotographstoSupportII/IEvaIuation !
pages Al-A9 '
B) Anchor Evaluation Calculation i
....... B1-B6 !
C) Computer Output Microfiche (COM) cards .
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aanransT a LtHWT "o'EE" Acc. No. EMD-023757 Rev. 00 Addendum A Project No. 09066-313 Page 5 1.0 PURPOSE AND OBJECTIVE The purpose of this addendum is to qualify the piping in Subsystem lWS-20 due to its " upgrade" from a Non-Safety Related, Non-Seismic piping system to a procured Non-Safety Related, Seismic, D class piping system performing a Safety Related function. This evaluation also applies to Subsystems 1WS-15,16,17,18, and 19 as all six Subsystems are similar.
This addendum will therefore be treated as Safety Related.
2.0 METHODOLOGY AND ACCEPTANCE' CRITERIA l
2.1 Methodoloov The conversion of the previous Non-Seismic evaluation to a Seismic evaluation will be done in two parts. t!
Part One: The 1WS-20 piping Subsystem, which is representative for subsystems (1WS-15,16,17,18,19) will be computer evaluated for Pressure, Weight, and )
Seismic, loads. The evaluation will be by Sargent &
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Lundy piping analysis program PIPSYS (S&L Program No. I!
03.7,026-2.1) which uses ASME B&PV Code,Section III, l 1977 Edition including 1978 Winter Addenda (Ref. 5.4) {
for stress evaluation. This has been reconciled for the LaSalle !!
design Ref. code 5.3). of record (ASME 1974 for seismic !
t P ri' Two: The area surrounding the 1WS-20 piping I Subsystem and the other five (1WS-15, 16, 17, 18, 19) similar subsystems in the area will be walked down to determine if any non-safety components .in the area could fall and adversely affect any of the six WS Subsystems, t
2.2 Accentance criteria All piping stresses shall remain within Code allowable (Reference 5.3) values. !
l All Anchor loads will be evaluated by NPD for any '
increased loads.
The 36" gate valve will be evaluated for structural integrity for the loads and acceleration values determined by PIPSYS analysis.
, i All Non-Safety Related Components in the area are either supported such that they will not fall on the i
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samatur a tator k' ilEEP Acc. No. EMD-023757 ~,
'Rev. 00 Addendum A '
Project No. 09066-323 Page 6 WS piping systems or will not adversely affect the WS piping systems.
3.0 ASSDMPTIONS 3.1 The Center of Gravity of the gate valve is conservatively assumed to be.one pipe diameter above the centerline of the pipe. This C.G. location is conservative since the typical C.G. location for .
large gate valves is at the bonnet. From Reference 5.2 the bonnet is approximately 29 inefies above the pipe centerline.
3.2 Pressure was taken as 50 psi which is conservative for the suction piping which is listed as 7 psig operating and 25 psig Design on Reference 5.8.
4.0 DESIGN.. INPDT Design input used in this evaluation is obtained from References 5.1, 5.2, 5.5, 5.8, 5.9, 5.10, 5.11, 5.12, and 5.13.
4.1 I The insulation weight.used in the previous analysis (5.1) was maintained; this is conservative since the pipe was found to be uninsulated upon inspection.
l 4.2 'The portion of the piping shown in reference 5.1 between column rows B and C was not included in this (
seismic analysis since the pipe is completely encased :
in concrete per reference drawings 5.6 and 5.7.
4.3 Seismic Response Spectra, Nos. 501 and 502 from Reference 5.5 were used as input for the Seismic !!
evaluation. These two spectra are the 1% Damping i
~
curves for the Lake Screen House and cover Elevations 674'-0* and 683'-0", !
in three= directions:
North / South, East / West, and Vertical (Mall and Slab). ;
5.0 REFERENCES
5.1 Quadrex Piping Stress Report. Prepared for Sargent and Lundy for Subsystem lWS-20, EMD-023757,Rev. 00 5.2 Crane Co. Drawing K-9208,.36"-125 lb. Ferrosteel ,'
Wedge Gate Valve, for valve Tag Nos.0WS015A,B,C,D,E,F 5.3 ASME B&PV Code,Section III, 1974 Edition i
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. . . . _ . _ _ . _ _ _ _ . _ . . _ - . ~ _ . _ . . _ _ _ _ ___ _ _
Annamer & Laser l
YE .Acc. N3.'EMD-023757 Rev. 00 Addrndum A f' '
Project No. 09066-313 !
Page 7 '
t 5.4 ASME B&PV Code,Section III, 1977 Edition including I 1978 Winter Addenda 5.5 La Salle County Station, Seismic Response Spectra Report DC-SE-02-LS, Rev. 6 5.6 Sargent and Lundy Drawing S-146, Rev.-G, Lake Screen House Plan 5.7 I Sargent and Lundy Drawing S-147, Rev. N, Lake Screen House Section ,
5.8 Sargent and Lundy Drawing M-68, Rev.Y , P&ID Service Water LaSalle County Station Unit 1 & 2 5.9 Sargent and Lundy Drawing M-785, Rev. W, Lake Screen House Piping Plan El.683'-0" 5.10 Sargent and Lundy Drawing M-786, Rev. N, Lake Screen House Piping Plan El. 683'-0" & El. 698'-0" 5.11 Sargent and Lundy Drawing M-787, Rev. S, Lake Sc 'en House Piping Section "A-A" & "B-B" l 5.12 Sargent and Lundy Drawing M-788, Rev. N, Lake Screen House Piping Section "C-C" & "D-D" 5.13 Mechanical and Structural Work Specifications, T- l
'376,3, R3, including Piping Design Table PDT-002LS 5.14
- Sargent and Lundy Calculation L-000561. Rev.00, Evaluation of 36"- 125 lb. Crane Ferrosteel Wedge Gate Valve for Seismic Loads 5.15 Comed, LaSalle County Station, Project Instructions i PI-LSNS-20, Rev. 2, Appendix A, Rattle Space Criteria 5.16 Sargent and Lundy Drawing M-770, Rev. M Substructure '
Piping 1
5.17 Sargent and Lundy Report, EMD-064740, Rev. 00, Seismic Evaluation of Non-Seismic Components in Category I Buildings, (prepared for Comed Quad Cities Station), dated 08-31-89 5.18 Sargent and'Lundy Drawing S-144, Rev. L, Lake Screen House Plan 692'-8", North Area l L
5.19 Sargent and Lundy calculation L-000558, Rev. O, i Supplemental Calculation For Lake Screen House i
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I, 'Rev. 00 Addendum A Projec t No. 09066 "'
Page 6 i
6.0 CALCUIATIOMs l 6.1 PIPSYS Cmmuter Analysis The pipe routing of erence 5.1 was conputer analyzed under RUN ID lWS-20. The following loading conditions were evaluated: Basic Data, Weight Seismic DBE , Stress C, and SUMM S. The analysis was performed-on 6/27/96 and for record Microfiche was prepared on 6/28/96.. Seismic DBE spectra was used for both the OBE and DBE evaluation (Level 9b and 9d).
Since the first mode of response of the subsystem is 46 Hz the DBE spectra is equal to or greater than the OBE spectra.
6.2 Evaluation to Address Potential II OVER I Concerns !
The concern is that the surrounding non-seismic pipe i conponents, tube tracks,'etc. will adversely impact l the subject piping / pipe conponents or supports.
Walkdown of the OWS07AA, AB, AC, AD, AE , AF- 36" '
Lines and OWS015A, B, C, D, E, F valves, located at Elevation 677'-0" in the Lake Screen House indicated: -
- 1) All piping and the cable tray located above (see
. photographs, page Al in Attaciunent A) the 36" pipe, -
..in the dry tunnel area below elevation 683'-0", are pezpendicular to the six WS lines and are much smaller in size (WS lines are at least three times' ~~
l
- the size and inertia) and the distances between the '
WS lines and the items above it are small (less than 3*). Based on the above and Ref. 5.15.( which gives the factor of three logic), even if these items were ~
- 3 to fall on the WS lines, no damage would be imparted '
to the 36" lines. One line is supported off of the 36" WS piping by a tack welded stanchion. Since the ,;
welds ara only tack welds, they will not adversely sffect the 36" OD, 0.5" thick pipe should they fail. ,{ '
Note that if small instrument tubing lines break off the WS lines, the resulting leak area will be f l
negligible in relation to the flow path in-the 36* [
lines. I
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- 2) l The subject 6 valve operators pass through' tile i opening in the dry tunnel ceiling and protrude above !
[ the floor at Elevation 683'-0" (see photographs, page
<,_ A2 in Attachment A). -
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sammurr & LUmpr T.E Acc. No. EMD-023757 R;v. 00 Addendum A -
Project No. 0o366-313 Page 9 The following items that could impact the valve operators were identified:
a) Fire protection lines (sizes 4" and 12")
b) 10" circulating water ODM08B-10" line c) service Water Lines (size 6", 12", 24."
and 36")
l d) 108" circulating water lines e) Trolley beams The valve stems are deemed rugged to not be adversely affected by other smaller lines in the' area (see photograph,page A2 in Attachment A).
The five items mentioned above are addressed as follows:
a) Fire Protection (FP) Lines (see photographs, pages A3 and A4 in Attachment A)
These lines are found to be not of concern as:
i) They are not located directly above the valve stems.
ii) They are located below ground level and are subject to low level seismic response spectra.
'iii) They are well supported (from a span perspective) by " longer" rod hangers of like lengths that will sway in case of an earthquake. Only one rod is of shorter length as the pipe goes up a short riser, but is near a floor penetration.which would i limit lateral movement and protect the shorter rod from failure. The rod hangers could potentially !
swing into the adjacent ~ service water lines and could
' bend, but should not break (see paragraph f of this section).
iv) There are larger size pipes and trolley beams that are located below the FP lines and that could prevent the FP lines from hitting the valve stems (or at a minimum absorb energy), even if the FP lines were to fall down. (See multiple photographs) b) Circulating Water Line (see photographs, pages A5 and A6 in Attachment A)
[
I t The pipe runs horizontally from a wall penetration l
i across the elevation 698* floor and~ crosses above the t e
OWS015D valve stem before dropping down approximately i t
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Rev. 00 Addendum A Project No. 09066-313 Page 10 8 ' away from the valve stem -through an elevation 683 '
floor opening. This line is found to be acceptable as:
i)
It is located below ground level and is subject to low level seismic response spectra.
ii)
It is well supported (from a span perspective) i by " longer" rod hangers of like lengths that will sway in case of an:. earthquake. The rods could ,
potentially bend if they hit adjacent piping /conqponents, but should not break (see paragraph f of this section).
iii) Even if it were to fall, the horizontal section would fall towards the partial elevation 698' floor and the vertical run of pipe would fall further into the elevation 683' floor opening and this floor opening itself would restrict any lateral movement towards the valve stem. ,
c) Service Water Lines (see photographs, pages A4, A7 and A8 in Attachment A) !
These lines are found to be acceptable as: l
,i) They are not located directly above the valve i; stems.
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i ii) Thecy are located below ground level and are !
subject to low level seismic response spectra. !
i lii) They are well supported (from a span I perspective) by long rod hangers, lateral struts, ,
penetrations and pump nozzle anchors. Lateral !
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swaying would be minimal due to this supporting arrangement.
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Rod hangers will sway in case of an ' !
earthquake and could bend if they hit (or are hit by) adjacent pipes, but should not break (see paragraph f of this section).
~
iv) There are larger size pipes and trolley beams that are located below the lines and that could prevent them from hitting the valve stems (or at a minimum absorb energy), even if these lines were to fall down. (See multiple photographs) d)
108" Circulating Lines (see photographs, pages A2, A3, and A9 in Attachment A) ;
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sammert a smuur ,N r YE -Acc . No . EMD-023757 f Rev. 00 Addendum A Project No. 09066-313 Page 11 {(
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These lines are found to be acceptable as: '
f i) They are removed from the valve stems.
j ii) They are well supported (the piping span is a i
straight run of pipe approximately 30' long)
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iii) They are located below ground level and are i
l subject to low level seismic response spectra. -
i iv) Even if they were to fall, theywhuldfalldown
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i i to the elevation 683' floor away from the valve ;
stems. '
i' 'l Subsequent to the above, Calculation L-000558, Rev.
0, (Ref. 5.19) was performed substantiating the above I
conclusions for the 108" lines. ,_,
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e) Trolley beams (See photographs, page A9 in j Attachment A) .
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The tro'lley beams are designed for a rated lifted i
load of 5 tons, (Ref. 5.18) and also appropriate i impact loads during the lifting process. Therefore, i l
the beam has intrinsic margin to resist seismic
] induced loads. i 3 ._
f)
Note that II over I studies perfor'med throughout the industry support the conclusion that piping supported .
by B31.1 rules will not be subject to a catastrophic '{ '
failure due to a seismic event. For example the t4 Sargent and Lundy Report on Seismic Evaluation of Non-Seismic Components in Category I Buildings (report EMD-064740 prepared for the Comed Quad Cities Station, Reference 5.17) makes reference to three t
- other studies prepared by S&L, as well as other i studies performed in the industry, which conclude k that piping built to B31.1 rules will not fail catastrophically due to a seismic event. '
6.4 Stress Evaluation - ~
. 6 The results of stress analysis performed by the PIPSYS computer program shows that for Seismic DBE loading, using 1% damping which is conservative for large diameter pipe, the maximum Level 9d stress , <
level is less -tluus 15' per cent of the allowable stress value. Similarly, the maximum 9b stress level is less than 28 per cent of the allowable stress value.
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SUMMARY
AND CONCLUSIONS 7.1 Summarv 7.1.1 Stresses All piping stresses remain well within the code allowable levels of Reference 5.3 for all loading conditions. Note that the stress Equations used are from the ASME Boiler and Pressure Vessel Code Section III Code for stress evaluation.
7.1.2 Anchor Loads Al's anchor loads reinain within the acceptance criteria for dead weight and Seismic loads (See Calculation, Attachment B). !
7.1.3 Eauiement Nozzle Loads There is no equipment in subsystems 1WS-15,16,17,18,19, and 20. ,
7.1.4 Valve Acceleration Evaluation The valve acceleration in each direction is less than ;
s.7 g and has been evaluated and found acceptable (See .
Ref. 5.14). i 7.1.5 II over I Evaluation l
The II over I evaluation performed above demonstrates that the piping and other components in'the area surrounding the area of interest either will not be subject to a catastrophic failure due to a seismic
~
event or will not adversely affect the 36" pipe or -
valves in the WS-20 and similar Subsystens 1WS-15, 16,17,18,19.
j 7.2 Conclusion Per the above summary, the 1WS-15,16,17,18,19, and 20 -
subsystems meet code requirements for a seismic event and are found capable of performing their intended function after said seismic event.
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