ML20116M458
| ML20116M458 | |
| Person / Time | |
|---|---|
| Site: | Point Beach  |
| Issue date: | 03/13/1995 |
| From: | STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20116M418 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR C-015, C-015-R00, C-15, C-15-R, NUDOCS 9608200163 | |
| Download: ML20116M458 (16) | |
Text
i O(V Client Wisconsin Electric Power Company Calculation 91C2696-C015 No.
Title:
WEP Point Beach Raceway LAR#9 Fragility Analysis i
Project:
Point Beach A-46/IPEEE Method:
Conventional Engineering Hand Calculation Acceptance Criteria: _EPRI TR-103959, " Methodology for Developing Seismic Fragilities" Remarks:
REVISIONS No.
Description By Date Chk.
Date App.
Date TMT 3bh[ Af 3/#/f.F Nlb h9fff 0
Orig;nal lssue f)
CALCULATION CONTRACT NO.
L' COVER SHEET 91C2696 sw u.=sm.
FIGURE 1.3 9608200163 960815 PDR ADOCK 05000266 P
JOB NO. 91C2696-C015 SHEET #2 SUBJECT Point Beach IPEEE OF 7 o
V STEVENSON WEP Point Beach Raceway LAR#9 Fragility Revision 0
& ASSOCIATES Analysis By TMT 3/9/95 a structural-mechanical Chk. AK 3/10/95 4
consulting engineering firm Introduction The raceway systems selected as LAR#9 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.
4 References
- 1. WEPC, Facsimile Transmission, Tim Dykstra to W. Djordjevic,2/8/1995, S&A91C2696-LRCO-134.
- 2. Unistrut General Engineering Catalog No. 10,1983.
< O
- 3. S&A, USI A-46 Limited Analytical Review Cable Tray and Conduit Supports, for ' oint Beach Nuclear P
C Power Plant, WEPC.
- 4. SQUG, Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment, j
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 Reinholde 1979,p.138.
- 7. URS/ John A. Blume & Associates," Analytical Techniques, Models, and Seismic Evaluation of Electrical Raceway Systems," August 1983.
- 8. EPRI, " Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1), Volume 1: Development of Anchorage Guidelines," EPRI NP-5228-SL, Revision 1, Volume 1, Final Report, June 1991.
- 9. ASTM Standards, Vol 01.03, Designation A570-79,1983.
- 10. ASTM Standards, Vol 01.06, Designation A446-76 (Reapproved 198!),1983.
I1. EPRI, " Methodology for Developing Seismic Fragilities," TR-103959, Final Report, June 1994.
Description of System The LAR#9 is located in the Central Auxiliary Building Elevation 8'. The support consists of a single post cantilever P1001 with five trays on the one side and one tray on the opposite side. There is also conduits and marinite board attached to the support (see the field sketch in [1]). The Marinite board is estimated to weigh 60 lbs.
Typical support span equals 5 feet. LAR#9 is supported on the ceiling by two 3/8" and one 1/2" concrete expansion anchors.
O V Allowable Loads i
1 JOB NO. 91C2696-C015 SHEET #3 SUBJECT Point Beach IPEEE OF 7 O
STEVENSON WEP Point Beach Raceway LAR#9 Fragility Revision 0
& ASSOCIATES Analysis By TMT 3/9/95 a structural-mechanical Chk AK 3/10/95 consulting engineering firm 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:
b P1000, from (2]
0.375" 4--*
i
^
c 0.281" 4
a 0.916" y2 u
v 0.709" y
v T
s.
1.625" y2 = [(0.281 - 0.105) * (0.916 - (0.281 + 0.105)/ 2) + 0.375 * (0.916 - 0.105 / 2) +
(0.916 - 0.105) * (0.916 0.105) / 2] / (0.281 - 0.105 + 0.375 + 0.916 - 0.105)
= 0.573 in yf = (l.625 * (0.709 - 0.105 / 2) + 2 * (0.709 - 0.105) * (0.709 - 0.105) / 2) / (1.625 + 2 * (0.709 - 0.105))
= 0.505 in M, = 40,300
- 0.555 * (0.573 + 0.505)/ 2 = 12,100 lb-in
_r,
i JOB NO. 91C2696-C015 SHEET #4 SUBJECT Point Beach IPEEE OF 7 STEVENSON WEP Point Beach Raceway LAR#9 Fragility Revision 0
& ASSOCIATES Analysis By TMT 3/9/95 a structural-mechanical Chk. AK 3/10/95 consulting engineering firm P1001 M, = 40,300
- 1.11/ 2
- 0.709
- 2 = 31,700 lb-in Pl325 clio angle connection The capacity of the P1325 connection will be govemed 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 govems, Capacity P1325 = 1,500
- 2
- 3 = 9,000 lbs.
Concrete Exoansion Anchors From (4], the 1/2" expansion anchor has a nominal tension capacity of 2.29 kips. From [8], this capacity has a factor of safety of 3 against the mean capacity from testings. Even though the anchor type is unknown, no reduction of capacity is taken since a median fragility is sought. The median tension c,apacity for a 1/2" expansion anchor is, taking correction for the concrete strength P, = 2,290
- 3,000 / 4,000
- 3 = 5,150 lbs 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].
The loads are shown in the following figure:
j l
l i
l O
JOB NO. 91C2696-C015 SHEET #5 SUBJECT Point Beach IPEEE OF 7 o(
STEVENSON WEP Point Beach Raceway LAR#9 Fragility Revision 0 l
& ASSOCIATES Analysis By TMT 3/9/95 l
a structural-mechanical Chk. AK 3/10/95 i
consulting engineering firm l
t i
i e
l 125 lbs.
+
204lbs.
144lbs.
4 4
4 60 lbs. Marinite Board 4 204lbsl 204lbs.
204lbs.
O O UU 4
330 lbs.
O The 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 Unknown 25 5
125 13 1,625 2
2FA01 40.76 5
204 13 2,649 3
2FB01 40.76 5
204 13 2,649 4
2FC01 40.76 5
204 13 2,649 5
2FD01 40.76 5
204 13 2,649 6
JE03 28.88 5
144
-13
-1,877 Marinite Board 60 60 13 780 Conduit 1 4x4*
66 5
330 13 4,290 Conduit 2 1"
2.2 5
11
-2
-22 TOTAL 1.486 15,393 Frequency Analysis Assuming a uniformly loaded cantilever P1001 beam,62" long, the uniform weight is w = 1,486 / 62 = 24.0 lb/in i
2 2n(62)2 ]V 1.875 (29E6)0.93 = 3.0 Hz j.'
' []
24/386 V
JOB NO. 91C2696-C015 SHEET #6 S&
SUBJECT Point Beach IPEEE OF 7 STEVENSON WEP Point Beach Raceway LAR#9 Fragility Revision 0
& ASSOCIATES Analysis By TMT 3/3/95 a structural-mechanical Chk. AK 3/10/95 consulting engineering firm The P1325 connection between the post and the runner is of finite stiffnesss. The connection stiffness is estimated at about 300 kip-infrad from [7]. The frequency due tojoint flexibility is 1
300,000 x 386
/2 = 5 1486 x 31 2
Combined frequency
= 130 Hz f =1 2 + g,432 3.0 Since a median fragility is sought, no broadening nor shifting is required. The horizontal spectral acceleration obtained from the 5% damped FRS at Central Auxiliary Building Elevation 26' of the 0.4g RLE is 0.124g. Since the system frequency is low, the acceleration level of the raceway system is also anticiapted to be low, the damping is conservatively assumed to be 5%.
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 1.30 Hz. The spectral acceleration is interpolated from the ground spectra at 0.125g.
i Frequency (Hz)
RS (g) 1.000 0.094 1.300 0.125 2.500 0.255 The moment due to the 0.4g RLE is summarized in the table below:
Tiers Weight (Ib)
Offset (in)
Moment lib-in)
Unknown 125 12 186 2FA01 204 26 657 2FB01 204 38 960 2FC01 204 50 1,264
~ 2FD01 204 62 1,567 JE03 144 26 466 Marinite 60 32 238 Conduit 1 330 62 2,537 Conduit 2 11 62 85 TOTAL 1,486 7,959 VerticalMember(P1001)
The median fragility for the vertical P1001 member in bending is
JOB NO. 91C2696-C015 SHEET #7 SUBJECT Point Beach IPEEE OF 7 STEVENSON WEP Point Beach Raceway LAR#9 Fragility Revision 0
& ASSOCIATES Analysis By TMT 3/9/95 a structural-mechanical Chk. AK 3/10/95 consulting engineering firm (31,700 - 15,393 * (l + 0.125)) / 7,959
- 0.4 = Q The contribution from the axial load to the stress is small and is therefore neglected.
Vertical Member to Runner Connection (P1325)
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)
P = (1,486 / 2 + 15,393 / 3.25) * (l + 0.125) = 6,164 lbs.
f The seismic load further imposes i
P = 7,959 / 3.25 = 2,449 lbs.
i The median fragility can be calculated by (9,000 - 6,164) / 2,449
- 0.4 = @
Runner Since the runner is supported very close to the anchor point, the bending of the runner will not govern.
Celling Anchorage The tension demand on the center 1/2" expansion anchor is checked in the following.
93 + 4.25s (1 + 0325)= 2,414 lbs P=
1,486
+
o 93+425 7,959 p,
= 579 lbs 93+425 Median Fragility = (5,150 - 2,414) / 579
- 0.4 = 1.89g Conclusion The fragility of LAR#9 is governed by the connection between the post and the runner. The median fragility is 0.46g.
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CCW Heat Exchanhger 1
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Wl c nsin Electric Pcw:r Ccmpany - Paint B:ach Nuclear Plant GIP Rsv 2, Correctzd,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes Sheet 1 of 2
(
10 : 1HX 12A (Rev. 0) l Class : 21 - Tanks and Heat Exchangers i
Desenption : COMPONENT COOLING WATER HEAT EXCHANGER Building : PAB l Floor El. : 46.0000 l Room. Row / Col: AREA 5 Manufacturer, Model. Etc.
BASIS : External analysis
- 1. The buckling capacity of the shell of a large, flat-bottom, vertical tank is equal to or greater N/A than the demand.
- 2. The capacity of the anchor bolts and their embedments is equal to or greater than the Yes demand.
- 3. Tbs capacity of connections between the anchor bolts and the tank shellis equal to or Yes greater than the demand.
- 4. Attached piping has adequate flexibility to accommodate the motion of a large, flat-bottom, N/A vertical tank.
- 5. A ring-type foundation is not used to support a large, flat-bottom, vertical tank.
N/A IS EQUIPMENT SEISMICALLY ADEQUATE?
Yes COMMENTS The SRTs are M. A. Woznicki and J. D. Stevenson - 10/20/93.
REF: WEPCo. Calculation No.86-020 Rev. O "New Component Cooling Water Heat Exchanger Support Design" and S&A Calculation No. 91C2696-C-007 Rev. O "USl A-46 / IPEEE, Equipment Fragilities for 1HX-12A, HX-12B, HX-12C and 2HX-12D".
Anchorage:
Heat Exchangers 1HX-12A, HX 12B, HX-12C and 2HX 12D are identical and located in a row next to each other.
Each HX is supported on two saddles which are 18' apart. The fixed end saddle is anchored into the concrete floor by 2 - 1" grout-in-place bolts (embedment = 12"). The slotted end saddle is bolted onto a base plate by 2 - 1" bolts and the base plate is anchored into the concrete floor by 4 - 5/8" x 8.5" Hitti Kwik bolts (4.5" min.
'embedment).
The referenced S&A calculation perform an A-46 evaluation of the HX anchorage by scaling the HCLPF and concluded that the HX has an A-46 safety factor of at least 1.31, therefore the HX is adequately anchored.
Interaction:
This HX is in contact with a 2" pipe and 4" tube, but the HX is not expected to displace and cause failure of the parts and attached components. Therefore, the SRT judged that the interaction is not a credible hazard.
Evaluated by:
Date:
lb 20 kb nht?
o
Attachment:
Pictures s
I Wisconsin Electric Power Company - Point Beach Nuclear Plant GIP Rev 2, Corrected. 2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes Sheet 2 of 2 O
ID : 1HX 12A (Rev. 0) l Class : 21 - Tanks and Heat Exchangers Desenption : COMPONENT COOLING WATER HEAT EXCHANGER Building : PAB l Floor El. : 46.0000 l Room. Row / Col: AREA 5 Manufacturer, Model Etc.
PICTURES I!ld 8
Il
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Fig.1: 1HX-12A Fig.2: 1HX-12A -HX Anchorage i
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l' Fig.3: 1HX 12A - HX interaction w/ instrument post 4
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Wi;censin Electric Paw;r Ccmpany. Paint B:ach Nuct:ct Plant GIP Rev 2, Corrected,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes Sheet 1 of 2 p
10 : HX-128 (Rev. 0) l Class : 21 - Tanks and Heat Exchangers
\\
Desenption : COMPONENT COOLING WATER HEAT EXCHANGER Building : PAB l Floor El. : 46.0000 l Room. Reu/ Col: AREA 5 Manufacturer, Model. Etc.
BASIS : External analysis
- 1. The buckling capacity of the shell of a large, flat-bottom, vertical tank is equal to or greater N/A than the demand.
- 2. The capacity of the anchor bolts and their embedments is equal to or greater than the Yes demand.
- 3. The capacity of connections between the anchor bolts and the tank shell is equal to or Yes greater than the demand.
- 4. Attached piping has adequate flexibility to accommodate the motion of a large, flat-bottom, N/A vertical tank.
- 5. A nng-type foundation is not used to' support a large, flat-bottom. vertical tank.
N/A IS EQUIPMENT SEISMICALLY ADEQUATE?
Yan COMMENTS The SRTs are M. A. Woznicki and J. D. Stevenson - 10/20/93.
REF: WEPCo. Calculation No.86-020 Rev. O "New Component Cooling Water Heat Exchanger Support Design" and S&A Calculation No. 91C2696-C-007 Rev. O "USl A-46 / IPEEE, Equipment Fragilities for 1HX 12A, HX-128, HX-12C and 2HX-12D".
Anchorage:
Heat Exchangers 1HX-12A, HX-128, HX-12C and 2HX-12D are identical and located in a row next to each other.
Each HX is supported on two saddles which are 18' apart. The fixed end saddle is anchored into the concrete floor by 2 - 1" grout-in-place bolts (embedment = 12"). The slotted end saddle is bolted onto a base piate by 2 - 1" bolts and the base plate is anchored into the concrete floor by 4 - 5/8" x 8.5" Hitti Kwik bolts (4.5" min.
'embedment).
The referenced S&A calculation perform an A-46 evaluation of the HX anchorage by scaling the HCLPF and concluded that the HX has an A-46 safety factor of at least 1.31, therefore the HX is adequately anchored.
Evaluated by:
Date:
U \\9
^
/D[M/93
)
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Attachment:
Pictures
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l Wlacon:in Eltctric Powsr Company - Point Bsach Nuctrar Plant GIP Rev 2, Corrected,2/14/92 i
SCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes j
Sheet 2 of 2 l
lD : HX-128 (Rev. 0) l Class : 21 - Tanks and Heat Exchangers i
Desenption : COMPONENT COOLING WATER HEAT EXCHANGER j
Bu:Iding : PAB l Floor El. : 46.0000 l Room, Row / Col: AREA 5 l
Manufacturer, Model. Etc.
}
PICTURES j
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2HX-120 - CC Heat Exchangers & Saddles (Typical)
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Wi:ctnsin Electric Pcw r Ctmpany Print Brach Nuct:ar PI nt GIP RLv 2, Corrected,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes Sheet 1 of 2 p
ID : HX-12C (Rev. 0) l Class : 21 - Tanks and Heat Exchangers
(.
Desenption : COMPONENT COOLING WATER HEAT EXCHANGER Butiding : PAB l Floor El. : 46.0000 l Room, Row / Col: AREA 5 Manufacturer, Model. Etc.
BASIS : External analysis
- 1. The buckling capacity of the shell of a large, flat-bottom, vertical tank is equal to or greater N/A than the demand.
- 2. The capacity of the anchor botts and their embedments is equal to or greater than the Yes demand.
- 3. The capacity of connections between the anchor bolts and the tank shell is equal to or Yes greater than the demand.
)
- 4. Attached piping has adequate flexibility to accommodate the motion of a large, flat-bottom, N/A vertical tank.
- 5. A ring type foundation is not used to support a large, flat-bottom, vertical tank.
N/A IS EQUIPMENT SEISMICALLY ADEQUATE?
Yes COMMENTS The SRTs aro M. A. Woznicki and J. D. Stevenson - 10/20/93.
,O V
REF: WEPCo. Calculation No.86-020 Rev. O "New Component Cooling Water Heat Exchanger Support Design" and S&A Calculation No. 91C2696-C-007 Rev. O "USI A-46 / IPEEE, Equipment Fragilities for 1HX-12A, HX-128, HX-12C and 2HX-12D".
Anchorage:
Heat Exchangers 1HX-12A, HX-128, HX-12C and 2HX 12D are identical and located in a row next to each other.
Each HX is supported on two saddles which are 18' aped. The fixed end saddle is anchored into the concrete floor by 2 - 1" grout-in-place bolts (embedment = 12"). The slotted end saddle is bolted onto a base plate by 2 - 1"
, bolts and the base plate is anchored into the concrete floor by 4 - 5/8" x 8.5" Hilti Kwik bolts (4.5" min.
embedment).
The referenced S&A calculation perform an A-46 evaluation of the HX anchorage by scaling the HCLPF and concluded that the HX has an A-46 safety factor of at least 1.31, therefore the HX is adequately anchored.
Evaluated by:
Date:
I b /2.2)/9 3 r
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)
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Attachment:
Pictures O
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Wirconsin Eltetric Powsr Company - Point Brach Nuciaer Plant GIP Rev 2 Corrected,2/14/92 l
SCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes i
Sheet 2 of 2 l
10 : HX-12C (Rev. 0) l Class : 21 - Tanks and Heat Exchangers Desenption : COMPONENT COOLING WATER HEAT EXCHANGER l
Building : PAB l Floor El. : 46.0000 l Room, Row / Col: AREA 5 l
Manufacturer, Model. Etc.
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PICTURES l
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2PA-120 - CC Hu' Exchangers & Saddles (Typical) r l
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W'ircensin Electris Pcw r Comp:ny Print Beach Nuclxr Plant GlP R:;v 2, Corr:ct;d,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes Sheet 1 of 2 p
10 : 2HX-12D (Rev. 0) l Class : 21 - Tanks and Heat Exchangers 4
iV Description : COMPONENT COOLING WATER HEAT EXCHANGER Building : PAB l Floor El. : 46.0000 l Room, Row / Col: AREA 5 Manufacturer, Model, Etc.
i BASIS : External analysis f
4
- 1. The buckling capacity of the sheP of a large, flat-bottom, vertical tank is equal to or greater N/A than the demand.
- 2. The capacity of the anchor bolts and their embedments ;s equal to or greater than the Yes i
demand.
- 3. The capacity of connections between the anchor bolts and the tank shell is equal to or Yes grea5r than the demand.
- 4. Attached piping has adequate flexibility to accommodate the motion of a large, flat-bottom, N/A vertical tank.
- 5. A ring-type foundation is not used to support a large, flat-bottom, vertical tank.
N/A 4
IS EQUIPMENT SEISMICALLY ADEQUATE?
Yan COMMENTS The SRTs are M. A. Woznickt and J. D. Stevenson - 10/20/93.
V REF: WEPCo. Calculation No.86-020 Rev. O "New Component Cooling Water Heat Exchanger Support Design" and S&A Calculation No. 91C2696-C-007 Rev. O "USl A-46 / IPEEE, Equipment Fragilities for 1HX-12A, HX-128, HX-12C and 2HX-120".
Anchorage:
Heat Exchangers 1HX-12A, HX-12B, HX-12C and 2HX-12D are identical and located in a row next to each other.
Each HX is supported on two saddles which are 18' apart. The fixed end saddle is anchored into the concrete floor by 2 - 1" grout-in-place bolts (embedment = 12"). The slotted end saddle is bolted onto a base plate by 2 - 1" bolts and the base plate is anchored into the concrete floor by 4 - 5/8" x 8.5" Hilti Kwik bolts (4.5" min.
'embedment). The fixed end saddle sits on a 3" grout pad and the slotted end saddle is on a 2" pad, but the bolt have sufficient embeddment therefore it is not a concem.
The referenced S&A calculation perform an A-46 evaluation of the HX anchorage by scaling the HCLPF and cona ded 'J;at the HX has an A-46 safety factor of at least 1.31, therefore the HX is adequately anchored.
Evaluated by:
Date:
( 5 !2O!D 3
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Attachment:
Pictures
_ _ _ _ _ _. _ _. _ _ _ _. _ _. _. _. _ _.. _ _ _ _.. _ _. _ ~. _ _ _ _ _ _ _.
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Wi2consin ElIctric Powsr Company - Point Bsach Nucisar Plant GIP Rev 2, Corrected,2/14/92 oCREENING EVALUATION WORK SHEET (SEWS)
Status: Yes j
Sheet 2 of 2 I
ID : 2HX 12D (Rev. 0) l Class : 21 - Tanks and Heat Exchangers l
Description : COMPONENT COOLING WATER HEAT EXCHANGER j
Building : PAB l Floor El. : 46.0000 l Room. Row / Col: AREA 5 j
Manufacturer. Model. Etc.
I l
PICTURES 4
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j 2HX-12D - CC Heat Exchangers & Saddles (Typical) j i
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