ML20116M446
| ML20116M446 | |
| Person / Time | |
|---|---|
| Site: | Point Beach  |
| Issue date: | 06/23/1995 |
| From: | STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20116M418 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR C-005, C-005-R01, C-5, C-5-R1, NUDOCS 9608200160 | |
| Download: ML20116M446 (30) | |
Text
b V
Client:
Wisconsin Electric Power Company Calculation No.
Title:
Point Beach Cable Spreading Room Raceway LAR #3 and LAR #4 Fragility Analysis Project:
Point Beach IPEEE e
Method:
Engineering Hand Calculation and Spreadsheet Acceptance Criteria:
Median Fragility Analysis Remarks:
ON]
REVISIONS No.
Description By Date Chk.
Date App.
Date 0
Initial issue 7M ~T
>['J/W
- 4. I.
3/'//Y O If I
15% d&g TMf th/1r )). V-f/1/W 61/b blu/15 CALCULATION CONTRACT NO.
COVER O
s"EST 91C2696 FIGURE 1.3 stevenson a Associates 9608200160 960915 PDR ADOCK 05000266 P
JOB NO. 91C2696-C005 SHEET #2 SUBJECT Point Beach IPEEE OF 21 (A)
STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm introduction The raceway systems selected as LAR#3 and #4 in the A-46 program are outliers since they do not meet the requirements of Section 8.0 of the GIP [4]. See S&A's Cable Tray and Conduits Supports LAR Report [3].
The fragilities of the cable tray systems to be used in the seismic PRA are estimated in this calculation. From the LAR report, it is clear that these raceway systems are heavily loaded. The gravity load takes away major portion of the capacity. The raceway systems do not even pass the dead load check based on standard design basis or GIP procedures. To obtain a meaningful fragility estimate, the fragility analysis follows the median fragility approach rather than the CDFM or HCLPF approach.
Since the purpose of this calculation is to estimate the fragilities, only the critical components identified in the LAR report are evaluated.
References
- 1. WEPC, Facsimile Transmission, Tim Dykstra to Tsiming Tseng,1/16/1995, S&A91C2696-LRCO-l 18.
- 2. Unistrut General Engineering Catalog No. 10,1983.
A 3. S&A, USI A-46 Limited Analytical Review Cable Tray and Conduit Supports, for ' Point Beach Nuclear V
Power Plant, WEPC.
- 4. SQUG, Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment, Revision 2, February 14,1992.
- 5. S&A, " Point Beach SSI and IPEEE Floor Response Spectra", S&A Calculation 91C2696-C001, December, 1993.
- 6. Blevins, R. D., " Formulas for Natural Frequency and Mode Shape," Van Nostrand Reinhold,1979, p.138.
- 7. WEPC, Facsimile Transmission, Tim Dykstra,1/19/1995, S&A91C2696-LRCO-119.
- 8. WEPC, Facsimile Transmission, Tim Dykstra,2/16/1995, S&A91C2696-LRCO-123.
- 9. ASTM Standards, Vol 01.03, Designation A570-79,1983.
- 10. ASTM Standards, Vol 01.06, Designation A446-76 (Reapproved 1981),1983.
I 1. EPRI, " Methodology for Developing Seismic Fragilities," TR-103959, Final Report, June 1994.
Description of Systems The cable spreading room is densely populated with cable tray systems. According to the walkdown notes, the trays are relatively full. He trays are solid bottom or ladder type covered with sheet metal. Trays are covered with tray cover for the most part. Hanger spacing vary from 5 ft to 8 ft. The supports are mostly cantilever strut hangers with some trapeze strut hangers. Cable tray runs of 4,5,6, and 7 tiers are found throughout the room.
All vertical members are Unistrut P1001 double channel construction [2]. The vertical member is attached to P1000 runners which is then bolted to embedded struts. LAR#3 is selected to represent the worst case for the free cantilever case and LAR#4 is selected for the propped cantilever case.
The cable weight was assumed to be full during the A-46 LAR evaluation [3]. Since the results showed f
overstress occuring in the hanger members, a more realistic cable weight is extracted from the plant cable routing database. The results are shown in [1] and (7].
~
JOB NO. 91C2696-C005 SHEET #3 SUBJECT Point Beach IPEEE OF 21 STEVENSON WEP Point Beach Cable Spreading Rocm Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm The raceway span is confirmed from Ref. [8] to be 5 feet for both LAR#3 LAR#4.
Allowable Loads Since a median fragility analysis is performed in this calculation, the allowable loads are the unfactored manufacturer specified loads or the material strength' values.
P1000 and P1001 members The P1000 and P1001 are of gauge 12 construction and made of either ASTM A570 Gr33 or A446 GrA material
[2]. The strengths of the materials are [9,10]
Material Yield Point Tensile Strength A570 Gr33 33,000 psi 52,000 psi A446 GrA 33,000 psi 45,000 psi The median yield stress and the nominal yield stress for typical carbon steels A36 and A307 is reported in Table
(--
3-9 of[11] at 36 ksi and 44 ksi respectively. Applying the same ratio, the yield point for the P1000 members is 33,000
- 44 / 36 = 40,300 psi The plastic modulus of the sections will be determined in the following:
P1000, from [2]
0.375" 1
?
c 0.281" a
0.916" y2 X-0.709" T
l I
1.625" O
y2 = [(0.281 - 0.105) * (0.916 - (0.281 + 0.105)/ 2) + 0.375 * (0.916 - 0.105 / 2) +
b (0.916 - 0.105) * (0.916 -0.105) / 2] / (0.281 - 0.105 + 0.375 + 0.916 - 0.105)
= 0.573 in
JOB NO. 91C2696-C005 SHEET #4
{
SUBJECT Point Beach IPEEE OF 21 STEVENSON WEP Point Beach Cable Spreading Room Revision 1 i
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm yi = (1.625 * (0.709 - 0.105 / 2) + 2 * (0.709 - 0.105) * (0.709 - 0.105) / 2) / (l.625 + 2 * (0.709 - 0.105))
= 0.505 in
,i f
AI, = 40,300
- 0.555 * (0.573 + 0.505) / 2 = 12,100 lb-in j
I I
P1001 j
Af, = 40,300
- 1.11/ 2
- 0.709
- 2 = 31,700 lb-in i
P1000 Bracina for LAR#4 l
The capacity of the bracing will be determined by the minimum of the following factors
{
j Yielding of member i
Buckling of member Clip angle (assuming P2100) slippage l
The ultimate capacity for the tensile yielding for P1000 is I
j P = 52,000
- 0.555 = 28,900 lbs.
i The buckling capacity 2
2 2
P, = x (29E6)
- 0.186 / (48 + 24 ) = 18,500 lbs.
The slip load for the P2100 is P, = 3
- 1,500 = 4,500 lbs.
The ultimate capacity is governed by the slippage at the connection.
P1325 clio anote connetion The capacity of the P1325 connection will be governed by either the slipping of the side bolts or the pull out of the top bolts. According to the catalog capacity [2), the resistance to slip is 1,500 lbs. per bolt, and the pull out strength is 2,000 lbs. per bolt, both with a minimum safety factor of 3. The slip capacity governs, Capacity P1325 = 1,500
- 2
- 3 = 9,000 lbs.
O
JOB NO. 91C2696-C005 SHEET #5 SUBJECT Point Beach IPEEE OF 21 STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm Embedded Unistrut According to the walkdown sketch and (1), the embedded unistrut is likely to be a P3257,32" long. The capacity is 2,000 lbs. in each foot oflength with a minimum safety factor of 3. It is typical to allow for a foot oflength for the capacity of a concentrated load. The capacity for the nut pulling out from the unistrut is also 2,000 lb with a FS of 3. The median concentrated load capacity on either side is 2,000
- 3 = 6,000 lbs.
LAR #3 The LAR #3 has been evaluated in [3]. The system do not meet the A-46 GIP criteria. The geometry of the hanger support is shown in the following diagram.
,O V
1
)
l i
{
l l
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JOB NO. 91C2696-C005 SHEET #6 SUBJECT Point Beach IPEEE OF 21 od STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm l
Poirt Becen LAR f 3 PASS ID: SPREADINGRM BUILDING: CB ELEV : 26' (Below 44")
C h
yr ^
ri-located coove 2904 Bus
.4
} i l l a
Jr 3 F
Jr Cound trays are 4 -5* coep. (3-3/4' fit eeignt).
P1000 Gene f r ten is Contilever P1001 embedded 24' strut directly onto runners (stnngers), spanneg between 24" - 5' Oeep Caba Troy embedded strut. freys ottoceed to heruontal tremder (Typical, all tiers) by sonnq nuts.
Post suoports vertcol nser trays (R$5 and R57)
['
It03, 02 f'
4 on etrer sice. Treys are 24"af aeep,.:tn o 5' g
i t
nute wth. ud a tn in..gni ror
,,[
l both vertcal trays to this post 2f
{- y
.g tr ty, CE05, 04 I
- 126h, 6-g I
I C005, 04 f-
_m I
It t-CCOs. 04 4.
I I
t u<. ts e
g.
.7 i
l u
i t_gg y
-- :r E__
w on ooo,.. 8 - r C - is a tn 2' tributary *ecqtn (e 16' of r cWwit for load)
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e
d JOB NO. 91C2696-C005 SHEET #7 SUBJECT Point Beach IPEEE OF 21 o
(,/
STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm Tray Weight and Support Loads The actual raceway weight is transmitted from WEPC in (1). The weights are summarized in the table below.
The other support loads, including the conduits and the risers are extracted from the previous LAR report [3].
i The loads are shown in the following figure:
l 94 lbs.
Y 108 lbs.
Y 120 lbs. 4 149lbs.
110 lbs. 4 O
+
188 lbs. 4 142lbs. 4 80 lbs.
E 82lbs.4 N
114lbs.' 122lbs.
Tite total load and moment due to the gravity load on the support is summarized in the following table:
Tiers Raceway Weight (Ib/ft) span (ft)
Load (Ib)
Offset (in)
Moment (Ib-in) 1 YLO3 18.77 5
94 13 1,220 2
CEOS 23.94 5
120 13 1,556 3
CDOS 21.95 5
110 13 1,427 4
CC05 37.62 5
188 13 2,445 5
1AJ14 28.47 5
142 13 1,851 SB 82 13 1,066 Riser 1 R55 19.06 6
114 0
0 Riser 2 R57 20.32 6
122 0
0 Conduit 1 108
-3.5
-378 Conduit 2 149
-6
-894 O(_/
Conduit 3 80
-4.5
-360 TOTAL 1,309 7,933
JOB NO. 91C2696-C005 SHEET #8 SUBJECT Point Beach IPEEE OF 21 O
Steve" sos wee eeiet seec" cedie soreee'mo eem sev'e'ee,
n
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm Frequency Analysis Assuming a uniformly loaded cantilever P1001 beam,6 ft long, the uniform weight is w = 1,309 / 72 = 18.18 lb/in i
2 1.875 (29E6)0.93 f, 2n(72)2
= 2.583 Hz -
18.18/386 The additional potential flexibility due to the deformation in the connection and the runner is conservatively ignored. Since a median fragility is sought, no broadening nor shifting is required. The horizontal spectral acceleration obtained from the 15%, which is recommended in Ref. (11] as the median damping for cable tray systems, damped FRS at Elevation 44' of the 0.4g RLE is interpolated at 0.224g. The 15% damping RS values ir regenerated from the source time history [5] using the SPECTRA Program Version 2.0 of S&A.
Frequency (Hz)
RS (g) 2.500 0.212 2.583 0.224 (q
,/
2.600 0.226 Due to the large eccentricity of the weight, the vertical mode is well coupled with the horizontal mode, the fundamental mode of the system is still 2.58 Hz. The spectral acceleration is interpolated from the ground spectra at 0.168g.
Frequency (Hz)
RS (g) 2.500 0.161 2.583 0.168 2.600 0.169 The moment due to the 0.4g RLE is summarized in the table below:
Tiers Weight (Ib)
Offset (in)
Moment (Ib-in) 1 94 20.75 435 2
120 32.75 876 3
110 44.75 1,098 4
188 56.75 2,386 5
142 68.75 2,188 5B 82 80.75 1,480 Riser 1 114 48 1,227 Riser 2 122 48 1,308 Conduit 1 108 22.375 540 Conduit 2 149 37.375 1,245
'~j Conduit 3 80 76.625 1,370 TOTAL 1,309 14.156
JOB NO. 91C2696-C005 SHEET #9 SUBJECT Point Beach IPEEE OF 21 i
STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm VerticalMember(P1001) j The median fragility for the vertical P1001 member in bending is (31,700 - 7,933) /14,156
- 0.4 = 03Zg Vertical Member to Runner Connection (P1325) 1 The vertical load and moment due to the dead load translate to two forces acting on the two sides of the-connection (3.25" apart)
Pl = 1,309 / 2 + 7,933 / 3.25 = 3,095 lbs.
P2 = 1,309 / 2 - 7,933 / 3.25 = -1,786 lbs.
The seismic load further imposes lC P1 = 14,156 / 3.25 = 4,356 lbs.
i P2 = -P1 = -4,356 lbs.
The median fragility can be calculated by
]
(9,000 -3,095) / 4,356
- 0.4 = 034g Runner From the walkdown notes, the runner is bolted to the embedded unistruts close to the end of the runner.
However with the small overhang of the runner beyond the anchor point, the end will be able to resist some moment. The initial analysis will assume the ends are capable of resisting moment, the fragility of the runner will be estimated by limit state analysis.
9-e 2e 21-e 0
1 6
[P l
V 2
(s vp G) 1
JOB NO. 91C2696-C005 SHEET #10 S&A SUBJECT Point Beach IPEEE OF 21 STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm The application of the coupled loads can be further spread out to the center of the two bolts. The offset from the centerline of the vertical member is I
e = 1.625 + (3.5 - 0.8125 - 1.875 / 2) = 3.375 in.
The spectral acceleration due to the vertical earthquakelia~pproximately,0.168/0.224 or 0.75. Therefore, including the seismic contributions P = (1,309/ 2 + 7,933 / 6.75) * (1 + 0.75
- a) + 14,156
- a / 6.75 = 1,830 + 3,469 a i
P = (1,309/ 2 - 7,933 / 6.75) * (1 + 0.75
- a)'.14,156
- a / 6.75 = -521 -2,488 a 2
where a is the seismic load factor over the RLE level.
The internal work done by the yielding moment in P1000 is W,= M
+
+' ~ 2
' ~2 -
2 2
+
+
_9-e 9-e 2e 2e 21 - e 21 - e.
The external work is equal to FVs = P
- 6 + P
- S2 1
1 2
The goal is to find the a by varying S = S / S that would equate the internal and the external work. This is 2
i achieved by using the following spreadsheet in the following page.
O
JOB NO. 91C2696-C005 SHEET #11 SUBJECT Point Beach IPEEE OF 21 oV STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 l
consulting engineering firm Mp 12,100 e
3.375 SV 0.75 Clamped End Case 6
a 0
1.78
-100 1.78 9.35 1.00
-2 1.77 6.20 0.99
-1.9 1.77 6.14 0.99
-1.8 1.77 6.08 0.99
-1.7 1.77 6.01 0.99
-1.6 1.77 5.94 0.99
-1.5 1.77 5.87 0.99
-1.4 1.77 5.80 0.99
-1.3 1.76 5.72 0.99
-1.2 1.76 5.64 0.99
-1.1 1.76 5.55 0.99
-1 1.76 5.47 0.99
-0.9 1.76 5.37 0.99 (q
-0.8 1.76 5.28 0.99 j
-0.7 1.76 5.18 0.99
-0.6 1.76 5.07 0.99
-0.5 1.76 4.96 0.99
-0.4 1.75 4.84 0.99
-0.3 1.75 4.72 0.99
-0.2 1.75 4.59 0.99
-0.1 1.75 4.45 0.99 0
1.75 4.31 0.99 0.1 1.79 4.24 1.00 0.2 1.83 4.16 1.02 0.3 1.89 4.07 1.04 0.4 1.95 3.98 1.07 0.5 2.03 3.88 1.10 0.6 2.13 3.78 1.14 0.7 2.26 3.67 1.18 0.8 2.70 3.82 1.33 0.9 3.40 4.07 1.56 1
4.45 4.34 1.86 1.1 6.22 4.62 2.27 1.2 9.80 4.94 2.88 1.3 20.98 5.28 3.87 The value of 6 is varied in the first column. The a can be solved in two ways. The first method is illustrated in column 2, where a is solved directly by equating the energy. The second method is shown in columns 3 and 4 where the value of a is predefined as in the column heading and the ratio between the internal work and the
' JOB NO. 91C2696-C005 SHEET #12 SUBJECT Point Beach IPEEE OF 21 AV STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm i
external work is reported in the sheet. The a in column 4 is varied until the ratio of energy is exactly 1.00. The limiting a value is 1.75 occuring at 6 = -0.2. It is of interest to note that, with zero or small seismic load, the minimum a occurs at S = -0.2. But when the seismic load increases, the minimum a occurs when S is equal to large negative numbers, which implies that Point 2 moves upwards. This scenario cannot occur since the runner is in directly contact with the ceiling.
What is going to happen under large seismic load is that Point 2 will bear against the ceiling and therefore become a support. The limiting case is then reduced to the following problem:
9-8 2e 21-e t,
s.,
s s
A W
F S
P2 P
The internal work done by the yielding moment in P1000 is
~
S S
S S'
W=M
+
+-
+
i
- _9-e 9-e 2e 2e, The external work is equal to W = Pj
- 6 i
By equating the energy 12,100 * (2 / (9 - 3.375) + 1/ 6.75 + 1/ 6.75) = 1,830 + 3,469a Solve for a = 1.75. The median fragility is therfore 1.75
- 0.4g = 0.70g Embedded Unistruts From the above sections, the embedded unistrut will be checked not only for the vertical reaction load but also to guarantee the development of plastic hinge of the runner at the connection.
P = 1,830 + 3,469a = 7887 lbs i
O at a = 1.75. The reaction at the embedded unistrut is
JOB NO. 91C2696-C005 SHEET #13 g
SUBJECT Point Beach IPEEE OF 21 STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm P,
- 2e / (9 - e + 2e) = 4,302 lbs
\\
The runner has some overhang beyond the embedded unistrut to balance the moment at the end of the runner. To achieve the same fragility as the runner, the overhang must be at least 12,100 / (6,000 - 4,302) = 7.1 in j
which is not available. Assuming a reasonable overhang of 2.5 in., the runner can develop an end moment of only (6,000 - 4,302)
- 2.5 = 4,245 lb-in The runner fragility is adjusted by solving 4,245 / (9 - 3.375) + 12,100 * (l / (9 - 3.375) + 1/ 6.75 + 1/ 6.75) = 1,830 + 3,469a Solve for a = 1.34. The median fragilitv is therfore 1.34
- 0.4g = 014g.
Conclusion The fragility of LAR#3 is governed by the connection between the post and the runner and the embedded unistruts. The median fragility is 0.54g.
l LAR#4
)
The LAR #4 has been evaluated in (3). The system do not meet the A-46 GIP criteria. He geometry of the hanger support is shown in the diagram on the following page. The configuration of LAR#4 has been revised
[1]. The new configuration reflects better the representative systeru in the field.
.r-4 JOB NO. 91C2696-C005 SHEET #14 S&
SUBJECT Point Beach IPEEE OF 21 f3 t
i V
STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm Point Beach (AR y 4 PASS 10: SPREADINGRM BUILDING: CB ELEVATION: 26' w
K h7 21*
g n
I !
s'000 I
l d
1/f f
NT y
Con 6g t e Cant eer I I inAs f att red to on 2(
24* _ 5* Ceep Coke fray yga (fspics, sa tm) picon it has e P1000 lateral brace to prw.co Lterol support.
W XLOS d
~ q i.
41-1/4' nowts it o OL.06 4,
o I
t OK06 I
8' CJ06 2-I/t Condwts QO n 1-1/4* CandWt i
I i
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I r>\\ 4 g,
i I
t-Ox04 g,
I i
7 q
' g.
1-1/( coadsts N02 y
o i
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I JOB NO. 91C2696-C005 SHEET #15 SUBJECT Point Beach IPEEE OF 21
- o. U STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm Tray Weight and Support Loads The actual raceway weight is transmitted from WEPC in [1]. The weights are summarized in the table below.
The other support weights, including the conduits and lights, and their dead load contributions are calculated in the following spreadsheet:
weight ortset Dist from Moment Moment Tiers Raceway (Ib/ft)
Span (ft) Load (Ib)
(in)
Top (in)
(Ib-in)
A (Ib-in) 1 XLO5 15.1 5
76 13 20.75 952 0.042
-4,741 Conduit 1 4x1.25" 11.6 5
55
-4 30
-232
-0.010
-5,722 2
DLOS 24.6 5
123 13 32.75 1,599 0.065
-5,490 3
DK06 19.56 5
95 13 44.75 1,271 0.054
-7,059 Conduit 2 2x2.5" & 1.25" 21 5
104
-5 56.75
-510
-0.022 5,561 Riser 1 R11 13.04 6
75 0
60 0
0.000 6,379 Riser 2 R13 14.47 6
57 0
60 0
0.000 6,379 4
DJ06 25.04 5
125 13 56.75 1,625 0.070 6,379 5
2DA14 25 5
125 13 65.75 1;625 0.069 4,751 q
/
6 DXO3 15.97 5
50 13 50.75 1,035 0.044 3,126 Conduit 3 2x1.25" 5.5 5
29
-3 55
-87
-0.004 2,055 7
4M02 24.69 5
123 16 59.75 1,975 0.054 2,175 Lights 2x10lb 20 10 100 200 0.009 200 TOTAL 1125 9,451 0.405 Brace H 296 Brace Axial 663 Brace v 593 A in the above table indicate the lateral displacement of the support at the bracing point when the bracing is taken out. This column is included to calculate the load to the bracing.
The horizontal component of the bracing load due to dead weight can be calculated by PsL'I 3El = 0.405 P = 3 * (29E6)
- 0.93
- 0.405 / 48' = 296 lbs.
3 The bracing load is P = 296
- 8 = 663 lbs.
O The moment at the top of the vertical member can be calculated by
JOB NO. 91C2696-C005 SHEET #16 SUBJECT Point Beach IPEEE OF 21 v
STEVENSON WEP Point Beach Cable Spreading Room Revision 1
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 5/8/95 a structural-mechanical Chk. AK 5/8/95 consulting engineering firm Mr = 9,481 200
- 48 = -4,741 in-Ib.
t j
76lbs.$
58lbs.
~
4 123lbs.
1 103.5 lbs.
98lbs.E
,4 125 lbs.4 125 lbs.
79.85 lbs.
29lbs.
+
Y 123.40 los.4 4487lbs.
20 lbs. 4 78 lbs.
Frequency Analysis Since the raceway support is braced, the frequency for the system is determined by the propped cantilever case on Figure 8-5(d) of(6].
/
/
u A
- --y
/
'4 L
a = 48 in.
L = 93 in.
a /4 = 0.52 From [6), A = 3.2.
i
JOB NO. 91C2696-C005 SHEET #17 SUBJECT Point Beach IPEEE OF 21 STEVENSON WEP Point Beach Cable Spreading Room Revision 0
& ASSOCIATES Raceway LAR#3,and #4 Fragility Analysis By TMT 1/16/95 a structural mechanical Chk. AK 1/20/95 consulting engineering firm 4
ki El ~
fi anc m
2
'2n(93)2 ]V 1125 / 93 / 386 3.2 29E6(0.93)
= 5.6 Hz 4
The spectral acceleration for the 5% FRS at Control Building elevation 44' is approximately 1,lg from (5).
In the vertical direction, the system will be assumed to respond at the ZPA of the FRS, which is 0.527g.
The moment due to the 0.4g RLE is summarized in the table below:
Se:smic Load due to RLE 1.1 g Moment @
Moment @
Tiers Weight (Ib)
Dist from Top (in)
Moment (Ib-in)
A Top (Ib-in) brace (Ib-in) j (g
1 76 20.75 1,723 0.027
-6,690 Conduit 1 58 30 1,914 0.040
-8,413 2
123 32.75 4,431 0.100
-10,327 3
98 44.75 4.814 0.132
-14,758 Conduit 2 103.5 56.75 6,461 0.198 58,815 18,103 Riser 1 78 60 5,164 0.162 52,354 17,107 Riser 2 87 60 5,730 0.179 47,191 16.075 4
125 56.75 7,816 0.240 41,461 14,929 5
125 68.75 9,453 0.310 33,645 13,723 6
79.85 80.75 7,093 0.243 24,192 10.870 Conduit 3 29 85 2,712 0.094 17.099 7,994 7
123.45 89.75 12,188 0.428 14.388 6,813 Lights 20 100 2,200 0.079 2,200 1,144 TOTAL 1,125 71,698 2.232 Brace H 1633 Brace Axial 3652 Brace V 3266 VerticalMember(P1001)
From the above tables, the critical section of the vertical member is located at the point immediately below the bracing. The median fragility for the vertical P1001 member in bending is (31,700 - 5,861) /18,103
- 0.4 = Q nL)
i JOB NO. 91C2696-C005 SHEET #18 SUBJECT Point Beach IPEEE OF 21 od STEVENSON WEP Point Beach Cable Spreading Room Revision 0
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 1/16/95 a structural-mechanical Chk. AK 1/20/95 consulting engineering firm Bracing The ultimate capacity of the P1000 bracing is govemed by the end clip angles. The median fragility can be computed by 3
1 (4,500 - 663) / 3,652
- 0.4 = g Vertical Member to Runner Connection (P1325)
{
Since the hanger is braced, the moment at the top of the vertical member do not govern.
~
4 Runner Bending i
From the walkdown notes, the runner is bolted to the embedded unistruts close to the end of the runner.
However with the small overhang of the runner beyond the anchor point, the end will be able to resist some moment. The initial analysis will assume the ends are capable of resisting moment, the fragility of the runner will be estimated by limit state analysis.
i 9-e 2e 21-e l
j<
A 16 V
6 1
P yP2 The application of the coupled loads can be further spread out to the center of the two bolts. The offset from the l
centerline of the vertical member is e = 1.625 + (3.5 - 0.8125 - 1.875 / 2) = 3.375 in.
The spectral acceleration due to the vertical earthquake is approximately,0.527/1.1 or 0.48. Therfore, including the seismic contributions
= ((1,125 + 593) / 2 + 4,741/ 6.75) * (1 + 0.48
- a) + (1,633
- 2 / 2 + 6,690 / 6.75)
- a Pi
= 1561 * (1 + 0.48
- a) + 2,624 a
= 1,561 + 3,374 a P
= ((1,125 + 593) / 2 - 4,741/ 6.75) * (1 + 0.48
- a) + (1,633
- 2 / 2 - 6,690 / 6.75)
- a 2
= 157 * (1 + 0.48
- a) + 642 a
= 157 + 717 n g-)
V where a is the seismic load factor over the RLE level.
f 4
JOB NO. 91C2696-C005 SHEET #19 SUBJECT Point Beach IPEEE OF 21
. O IV STEVENSON WEP Point Beach Cable Spreading Room Revision 0
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 1/16/95 a structural-mechanical Chk. AK 1/20/95
)
consulting engineering firm I
The internal work done by the yielding moment in P1000 is 6 -6 6
6 f
+
+
2_
2 2
i
' +i 2
~
W, = M'
_ 9 - e 9-e 2e 2e 21 - e 21 - e,
The external work is equal to We = P
- 6 + P
- 62 1
1 2
i l
The goal is to find the a by varying 6 = S / S that would equate the internal and the external work. This is 2
i achieved by using the following spreadsheet in the following page.
I O
JOB NO. 91C2696-C005 SHEET #20 SUBJECT Point Beach IPEEE OF 21 O
STEVENSON WEP Point Beach Cable Spreading Room Revision 0-
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 1/16/95 a structural-mechanical Chk. AK 1/20/95 consulting engineering firm i 12.100 M p' 4,165 Mp e
3.375 e
3.375 Sv 0.48 Sv 0.48 Clamped End Case Umsted Moment Case 6
a 5
a
-100
-7.58 100 7.56 2
8.53 2
7.81
-1.9 7.98 1.9 7.27
-1.8 7.46
-1.8 6.78
-1.7 6.97 1.7 6.32
]
1.6 6.52 1.6 5.88 1.5 6.09 1.5 5.48 j
-1.4 5.69
-1.4 5.10 1.3 5.31
-1.3 4.74
-1.2 4.96
-1.2
- 4.40
-1.1 4.62
-1.1 4.06 1
4.31
-1 3.78
-0.9 4.01
-0.9 3.49
-0.8 3.72
-0.8 3.22 O
-0.7 3.45
-0.7 2.96
-0.6 3.19
-0.6 2.71
-0.5 2.95
-0.5 2.48
-0.4 2.71
-0.4 2.26
-0.3 2.49
-0.3 2.04
-0.2 2.27
-0.2 1.84
-0.1 2.07
-0.1 1.64 0
1.88 0
1.46 0.1 1.73 0.1 1.32 0.2 1.59 0.2 1.18 0.3 1.45 0.3 1.06 0.4 1.32 0.4 0.93 l
0.5 1.19 0.5 0.82
{
0.6 1.07 0.6 0.70 O.7 0.96 0.7 0.59 0.8 0.94 0.8 0.58
{
~
0.9 0.95 0.9 0.60 1
0.97 1
0.62 1.1 0.98 1.1 0.64 1.2 0.99 1.2 0.66 4
1.3 1.00 1.3 0.68 1.4 1.02 1.4 0.69 1.5 1.03 1.5 0.71 1.6 1.04 1.6 0.72 1.7 1.05 1.7 0.74 1.8 1.06 1.8 0.75
.p jt 1.9 1.07 1.9 0.77 i
2 1.08 2
0.78 i
2.1 1.09 2.1 0.80 7
2.2 1.09 2.2 0.81
.l 2.3 1.17 263 0.89
._ - _ =._ -
JOB NO. 91C2696-C005 SHEET #21 g
SUBJECT Point Beach IPEEE OF 21 STEVENSON WEP Point Beach Cable Spreading Room Revision 0
& ASSOCIATES Raceway LAR#3 and #4 Fragility Analysis By TMT 1/16/95 a structural-mechanical Chk. AK 1/20/95 consulting engineering firm i
j The value of 6 is varied in the first column. The a is solved directly by equating the energy. The minimum a =
0.94 occurs when 6 is equal to 0.80. The associated median fragility is estimated to be 0.94
- 0.4g = Oltg Embedded Unistruts At a = 0.94, P = 1,561 + 3,374 a = 4,733 lbs i
i P = 157 + 717 a = 831 lbs 2
The left reaction is 4,733 * (21 + e) / 30 + 831 * (21 - e) / 30 = 4,334 lbs With a 2.5" overhang, the connection would allow moment in the runner to only (6,000 - 4,334)
- 2.5 = 4,165 lb-in instead of the full capacity of 12,100 lb-in. Referring to the limited moment case in the above table, the minimum a = 0.58 which occurs at S = 0.8.
[
The median fragility = 0.58
- 0.4 = Q.2.lg 1
Conclusion ne fragility of LAR#4 is governed by the bending of the runner. Th, median fragility is 0.23g.
d O
.umm'-
!.O f
4 I
1 e
i l
1 1
O cable Trays outside cable spreading Room l
l O
i Wiscan2in Electric Ptw:r C:mp:ny - Pcint B:::ch Nucl:ar Plant CIP Rsv 2 Corr:cted 2/14/92 OUTLIER SEISMIC VERIFICATION SHEET (OSVS)
Sheet 1 of 2 ID : AUX 8FTAREA(Rev. 0) l Class : 22. Cable Tray and Conduit Raceways O
Desenption : ELECTRICAL RACEWAYS - AUXILIARY BLDG 8 FT Building : PAB l Floor El. : 8.00 l Room, Row / Col:
- 1. OUTLIER ISSUE DEFINITION - Cable and Conduit Raceways a.
Identify all the screening guidelines which are not met. (Check more than one if several guidelines could not be satisfied.)
Inclusion Rules Other Seismic Performance Concems Limited Analytical Review X
Other b.
Describe all the reasons for the outlier (i.e., if all the listed outlier issues were resolved, then the signatories would consider this item of equipment to be venfied for seismic adequacy).
According to S&A's LAR - Cable Tray and Conduit Supports Report,91C2696-C418, LAR 9 does not meet the requirements of section 8.0 of the GIP, therefore it is an outlier.
- 2. PROPOSED METHOD OF OUTLIER RESOLUTION (Octional) a.
Defined proposed method (s) for resolving outlier.
m b.
Provide inrormation needed to implement proposed method (s) for resolving outlier (e.g., estimate of fundamental frequency).
- 3. SElSMIC OPERABILITY EVALUATION:
Wl censin Electric P:wer Campany. Print Bxch Nuct:ar Plant GIP Rtv 2, Corr:cted 2/14/92 OUTLIER SEISMIC VERIFICATION SHEET (OSVS)
Sheet 2 of 2 ID : AUX 8FTAREA (Rev. 0) l Class : 22. Cable Tray and Conduit Raceways Description : ELECTRICAL RACEWAYS AUXILIARY BLDG 8 FT (g
Building : PAB l Floor El. : 8.00 l Room. Row / Col:
- 4. CERTIFICATION:
The information on this OSVS is, to the best of our knowledge and belief, correct and accurate, and resolution of the outlier issues listed on the previous page will satisfy the requirements for this item of equipment to be venfied for seismic adequacy:
Approved by:
Date:
2-kd 7
9
/
t t
O i
[v i
O
Wilcansin Electric Pcw:r Company - Paint t%ach Nuclear Plant GIP Rev 2, Cortzct d,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet 1 of 6 PLANT AREA
SUMMARY
SHEET
[N lD : AUX 8FTAREA(Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - AUXILIARY
\\
BLOG 8 FT Building : PAS Floor El. : 8.0000 l Room, Row / Col:
Check List Inclusion Rule Review Acceptance
- 1. Cable Tray Span Yes
- 2. Conduit Span Yes
- 3. Tie Downs Yes
- 4. Channel Nuts Yes
- 5. Rigid Boots N/A
- 6. Beam Clamps N/A
- 7. Cast iron Inserts N/A Other Seismic Performance Concem Review Acceptance
- 1. Anchorage Yes
- 2. Welded Connections Yes
- 3. Concrete Condition Yes
- 4. Corrosion Yes
- 5. Sagging Raceways Yes
- 6. Broken or Missing Components and Sharp Edges Yes
- 7. Restraint of Cables Yes
- 8. Cable Fill / Ties Yes
- 9. Aging of Plastic Ties Yes O
- 10. System Hardspots Yes
- 11. Short Rods N/A Seismic Interaction Review Acceptance
- 1. Proximata Features Yes
- 2. Falling Hazards Yes
- 3. Differential Displacement Yes
- 4. Isolated Outliers Yes Limited Analvtical Reviews LAR No.
Document Name 008 Two Hanger Support Systems on a Common Runner 009 Five Tier Cantilevered Hanger Support System COMMENTS The SRTs are T. C. Muehlfeld and W. Djordjevic - 10/22/93.
General: Trays have 4" side rail with 3.75" fill height. Trays are mostly ladc'er type. Splice plates appear riveted with 6 rivets (3 per end)in total. Trays are attached to cross-members by channel nut hardware. Hanger assembly is specified to be all Unistrut Corp. hardware.
Tnis area covers the south, central and north areas of the Auxiliary building for both units. The tray systems are largely cantilever strut, some trapeze strut and wall mounted cable tray systems up to 4 tiers in size. Tray sizes vary, but are predominantly 24" wide trays (none exceed 24"in width). Conduits are attached to hangers and are
,C separately wall and ceiling mounted throughout the area. Suspended hangers are welded to structural steel or
(
embedded plate, or bolted to embedded strut or anchored to the ceiling by CEA.
Whc:n:In Electric Psw:r Crmp:ny - Paint B:ach Nucl:ar Plant GIP Rev 2, Correct:d,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet 2 of 6 PLANT AREA
SUMMARY
SHEET i
lD : AUX 8FTAREA (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - AUXILIARY BLOG 8 FT Building : PAB Floor El. : 8.0000 l Room, Row / Col:
LAR 8 consists of a 4 tier hanger which is also anchored to the wall at the bottom and a 1 tier braced cantilever hanger. Both hanger support systems are attached to the same P1000 runner which is anchored to the concrete cieling by bolting to unistrut embed, welding to embedded plate and expansion anchcrs. The 4 tier hanger has J
hanger spacing of 6' and 50% fill. The single tier hanger has a 5' tnbutary and is 1/3 full. See attached sketch and figures 1 to 3..
1 LAR 9 is a 5 tier cantilever hanger which is bolted to a P1000 runner. The runner is anchored to the cieling by 3 expansion anchors. The hanger spacings is 5' and the fillis estimated at 50%, see attached sketch and figures 4 to 6.
LAR 9 is an OUTLIER because it does not meet the requirements of Section 8.0 of the GIP. See S&A's LAR -
Cable Tray and Conduit Supports Report,91C2696-C-018.
i Date:
Evaluated by:
/
1 l@
6/r a
/
(
Attachment:
Pictures
Attachment:
LAR 008 - Two Hanger Support Systems on a Common Runner
Attachment:
LAR 009 - Five Tier Cantilevered Hanger Support System a) L a.0
- k J
hl.
/
,,C"
- y
>< ra e
,g a
ps.
9 o'r LM - 3
/
~. - -
N y
y a d O
_ _. _ _. _ _ _. - _ ~ _
Wisconsin Elsctric Power Comptny - Point Bsach Nuctsar Plant GIP Rev 2, Corrected,2/14/92 l
CABLE AND CONDUlT RACEWAY REVIEW Sheet 3 of 6 l
PLANT AREA
SUMMARY
SHEET j
ID : AUX 8FTAREA (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS AUXILIARY BLOG 8 FT j
Building : PAB Floor El. : 8.0000 l Room, Row / Col:
l ElClllEfft i
l
~
.,2 l
- e. :'
. '.1 l
.=
3 l
i i
Fig. 2: LAR 008 i
Fig.1: LAR 008 h
I O a.,,.,
g l
'J g
1 4
Fig. 4: LAR 009 4
Fig. 3: LAR 008 j
4 i
!O i
J
i l
i Wisconsin Elsctric Powsr Company - Point Beach Nuclear Plant GIP Rev 2 Corrected,2/14/92 l
i CABLE AND CONDUli RACEWAY REVIEW Sheet 4 of 6 PLANT AREA
SUMMARY
SHEET 10 : AUX 8FTAREA (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - AUXILIARY O
BLDG 8 FT q
I Building : PAB Floor El. : 8.0000 l Room, Row / Col:
1 ~-
l X&
l W --
~ ~
u
- k
-- g _ _ _ -
g -.. -.
I
.. s-
~
A Fig. 5: LAR 009 Fig. 6: LAR 009 O
1 a
l O
s i
i
l Wisstn;in Electric P:w r Company. Print B:ath Nucl:.cr Plant GIP R v 2, Corrected,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet 5 of 6 PLANT AREA
SUMMARY
SHEET ID : AUX 8FTAREA(Rev. 0)
Equipment Description : ELECTRICAL RACEWAYS - AUXILIARY p}
BLDG 8 FT 3
Butiding : PAB Floor El. : 8.0000 l Room, Row / Col:
MR 008.Two Hanaer Suonort Systems on a Common Runner LAR 003 ig ;3 t k "I2 *~0' f!'2 ?
)
MSS ;0: AJ5FAPEA B'ADM PAa ELDCCt 8'
2(
' O' 18" l
l hl
' a '-
Y i
i
\\
Lt
.. (
p-4 f /4" x 2' :org ae'es on ocin s:de to em edded p ate.
\\
P1000 50% RI rr-1 I
U 1/3 Full, eitn a 50% RI
[._\\
3 5* Trttery Length.
f-
'a I I 8
I 1 Y
I' 11' g
=
507. Ri g.
e 507. Rt Ir Al tr ys 0:e 2( aide a 4* Caep.
Concrete W3!!
I A:I -emeets c e P'001 g,
et0e31 Cs BCICL H0.*ge' 5000#9 'S 6',
26*
cute 3t Os SCtei l
i II
_i.
2 - 1/2* CEAs 1/1 p.
d
Wiscrn in Electri; P w:r C mpany - Print Brach Nucl:ar Plant GIP R:,v 2, Corrcet;d,2/14/92 CABLE AND CONDulT RACEWAY REVIEW Sheet 6 of 6 PLANT AREA
SUMMARY
SHEET
(~}
ID : AUX 8FTAREA(Rev. 0)
Equipment Description : ELECTRICAL RACEWAYS - AUXILIARY
(/
BLDG 8 FT Building : PAB Floor El. : 8.0000 l Room, Row / Col:
LAR 009 - Five Tier Cantilevered Hanger Sunnort System LAR 009
/c PASS.0: ALxarrAREA r-3/3" CEA We ce:
3'J1D '.C:
A3 3j3 CEA
' E' A CW 5'
1/2" CEA P1000 i i e
i i
i
\\
f f
~CC*IS 4' b Trey.cs no D 12" use - 50% Fal.
2" Co-da:ts Trcys are 24" *ide 4 4" ceeo.
'd A:1 memters c e Pt001, 25-except as noted.
14" sE03,04 h.
2FA01 Hcnge Socc:rg is 5'.
~
)
1 o
\\.g2545 r$?W Q
.Jer.te Bocre n.
2F801 is connected here.
(IyP.)
/
12-Ver: nite Socrd
'}
Use e cercentrated
'ccd of 609 2FC01 12"
'Y 2F001 12" T
1" fo*dit
'h 4" Condits 1/1 1
7(
l J