ML20116M430
| ML20116M430 | |
| Person / Time | |
|---|---|
| Site: | Point Beach  |
| Issue date: | 03/14/1995 |
| From: | STEVENSON & ASSOCIATES |
| To: | |
| Shared Package | |
| ML20116M418 | List: |
| References | |
| REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR C-014, C-014-R00, C-14, C-14-R, NUDOCS 9608200153 | |
| Download: ML20116M430 (36) | |
Text
IV Client:
Wisconsin Electric Power Company Calculation No.
Title:
USl A-46 / IPEEE, Equipment Fragilities for T-24A and T-248 Project:
Point Beach Nuclear Plant i
Method:
Conventional Engineering Hand Calculations.
Acceptance Criteria:
"A Methodology for Assessment of Nuclear Power Plant Seismic Margin" EPRI NP-6041. Revision 1. August 1991 Remarks:
C\\
U-REVISIONS No.
Description By Date Chk.
Date App.
Qate
- k. W.
2/t1/15 TNT 3/9/4f
$flYif o
Initialissue CALCULATION CONTRACT NO.
COVER O
e"eer 9,c2sse FIGURE 1.3 stevenson & Associates 9608200153 960815 PDR ADOCK 05000266 P
DESCRIPTION OF ANALYSIS: USI A-46 / IPEEE. Eauipment Fragilities for T-24A and T-24B COMPUTER CODE:
VETSA1 VERSION:
1.0 RELEASE DATE:
10/93 AUTHORNENDOR:
S&A COMPUTER TYPE / SYSTEM:
IBM - PC PROGRAM STATUS:
2 Project Specific U General Use/QA Approved VERIFICATIONNALIDATION DOCUMENTATION:
U Attached 3 On File 706.12429W RUN NUMBER:
ORIGINATOR DATE CIECKER DATE "ifsTa" " "
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REMARKS:
COMPUTER S_ _,.
PROGRAM CONTRACT NO.
COVER SHEET 91C2696 FIGURE 2.8 (D
v
1 JOB NO. 91C2696 Calculition C-014 Sheet 1 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation h
Project Revision 0 j
STEVENSON & ASSOCIATES USl A-46 IIPEEE, Equipment By: A. Karavoussianis J
a structural mechanical Fragilities for T-24A and T-248 1
consulting engineering firm Check: T. M. Tseng Table of Contents Objective......
2 Analytical Approach.
2 References....
3 Summary.
4 Calculation..
S b
O
JOB NO. 91C2696 Criculati::n C-014 Sheet 2 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USI A-46/IPEEE Seismic Evaluation Rn sion 0 Project STEVENSON & ASSOCIATES USl A-46 IlPEEE, Equipment By: A. Karavoussianis a structural mechanical Fragilities for T-24A and T-248 consulting engineering firm Check: T M Tsen9 i
i i
Objective The Condensate Storage Tanks (T-24A and T-248) are cylindrical flat bot +om vertical tanks 4
which stand 24 ft. tall and are 10 ft. in diameter. They are anchored by 8 - 3/4' J-Bolts, which are equally spaced around the tank, into a 21" high circular concrete pad.
The A-46 evaluation (ref.15) indicates the tanks as outliers because the thickness of the chair stiffeners is less than 1/2 in. Also, when the analysic was run by modifying the stiffeners issue, the tank was declared an outlier because the demand moment exceeded the allowable.
This calculation will document the tanks fragilities and attempt to resolve the A-46 outlier issues.
. O Analytical Approach 4
This calculation follows the methodology and approach set forth in EPRI 6041 (ref. 7). To aid in part of the complicated and iterative analysis, the calculation uses the VETSA computer program (ref.13). By using VETSA in a iterative method, the analysis yields a seismic input i
scale factor, which is the same as a safety factor.
The safety factor is then multiplied by the IPEEE peak ground acceleration (PGA) to compute the HCLPF and the HCLPF is multiplied by 2.1 to get the fragility. Finally, VETSA is re-run using the SSE spectral accelerations and an A-46 safety factor is extracted.
J e
JOB NO. 91C2696 Criculitisn C-014 Shset 3 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragititles for T-24A and T-248 consulting engineering firm Check: T. M. Tseng 4
References
- 1. " Point Beach SSI and IPEEE Floor Response Spectra", S&A Calc. No. 91C2696-C-001, Rev. O, App. Date 12/17/93.
- 2. " Assembly and Details of 20*-0" 1.D. x 24'-0" High Over Str. Shell Condensate Storage Tank", Graver Tank & Mfg. Co. Dwg. No. L-23944-4
- 3. " Concrete, Turb. Building - Class i Structure, Plans at El. 26'-0" & El. 44'-0"",
Bechtel Job No. 6118 Dwg. No. C-181 Rev.10 4.
Point Beach Nuclear Plant Tank Level Book, Condensate Storage Tank (T-24 A/B),
TLB-34, MINOR, Revision 2, May 21 1992.
- 5. " Seismic Verification of Nuclear Plant Equipment Anchorage, (Revision 4),
Volume 4: Guidelines on Tanks and Heat Exchangers", EPRI NP-5228-SL, Revision 1, Volume 4, Project 2925-1, Final Report, June 1991.
I
- 6. " Low and Intermediate Tensile Strength Carbon Steel Plates, Shapes and Bars",
ASTM Designation: A283-81.
- 7. "A Methodology for Assessment of Nuclear Power Plant Seismic Margin (Rev.1)",
EPRI NP-6041-SL, Revision 1, Project 2722-23, Final Report, August 1991.
- 8. " Point Beach Response Spectra Summary", Point Beach Correspondence No.
NPM 93-0547 Dated Sept. 3/93, S&A Log No. 91C2696-DC-057.
- 9. " Manual of Steel Construction, Allowable Stress Design",9* Edition American Institute of Steel Construction Inc.,1989.
- 10. " Code Requirements for Nuclear Safety Related Concrete Structures", ACI 349-80.
- 11. "ACI Building Code", ACI-318-63
- 12. " Structural Design Criteria for the Point Beach Nuclear Plant", Bechtel Corp.,
Revised July 1967, S&A Log Number 92C2696-DC-049.
I JOB NO. 91C2696 Calculiti::n C-014 Shatt 4 of 21 l
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USI A-46/IPEEE Seismic Evaluation 4
Rev..ision 0 Project STEVENSON & ASSOCIATES USI A 46IIPEEE, Equipment By: A. Karavoussianis a structural mechanical Fragilities for T-24A and T-24B consulting engineering firm Check: T. M. Tseng l
- 13. " Verification of Utility Program VETSA for Seismic Analysis of Vertical Tanks", S&A j
Calculation No. 92C2746-C-011 October 1993.
- 14. " Point Beach RWST Seismic Analysis", letter from Mr. Robert P. Kennedy dated March 22,1994, S&A Log No. 91C2696-LRS4-005.
- 15. Wisconsin Electric Power Company - Point Beach Nuclear Plant, Screening Evaluation Work Sheet (SEWS), ids T-24A & T-248.
Summary The calculation that fol!nws yielded a HCLPF of 0.32 G and a fragility of 0.67 G. Also, the calculation resolves P: %46 ou6 issue and declares the tanks to have an A-46 safety factor of about 1.99.
O
JOB NO. 91C2696 Calculiti:n C-014 Shset 5 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-248 consulting engineering firm Check: T. M. Tseng Calculation Tank Data (EPRI - ref. 5t Tank; R = 10 ft, H' = 24 ft, tmin = t. = t = 0.25 in & he = 12 in (ref. 2) 8 a. = 30,000 psi (ASTM A283 Gr. C) & E. = 29 x 10 psi (ref. 2 & 6) y Fluid; yr = 62.4 pcf High Alarm at 50,000 gal = 6684 ft (ref. 4) 2 H = 6684 / (n x 10 ) = 21.25 ft h, = H' - H = 24 - 21.25 = 2.75 ft Bolts; N = 8, d = 0.75 in & ho = 18.75 in (ref. 3) 8 Ee = 29 x 10 psi H / R = 21.25 /10 = 2.13 t / R = 0.25 /10 /12 = 0.00208 Comoonent Weights & Heights of C.G. from the Tank Base:
(ref. 2,7 & 9)
Roof (est.):
D1; 2 x 9.5 x 3.19 = 61 lbs (Angles 2x2x0.25)
D2; 10 x 8.5 x 5.4 = 459 lbs (C4x5.4)
D3; 10 x 3.7 x 3.19 = 118 lbs (Angles 2x2x0.25) 2 Cover Plate; a x 10 x 3/16/12 x 490 = 2405 lbs V/s = 61 + 459 + 118 + 2405 = 3043 lbs = 3.0 kip Xs = 24 + 1/2 - 2/12 = 24.3 ft (C.G.)
Shell:
Ws = 2 x x x 10 x 24 x 1/4/12 x 490 = 15394 lbs = 15.4 kip Xs = 24 / 2 = 12.0 ft (C.G.)
2 Bottom:
We = n x 10 x 1/4/12 x 490 = 3207 lbs = 3.2 kip Xe = 0.0 ft (C.G. is negligible)
Water Ww = 6684 x 62.4 = 417082 lbs = 417.1 kip Xw = 21.25 / 2 = 10.6 ft (C.G.)
O
JOB NO. 91C2696 Criculiticn C-014 Sheet 6 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Selsrnic Evaluation Revision 0 A
Project U
STEVENSON & ASSOCIATES USl A-46 /IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-24B Check: T. M. Tseng consulting engineering firm Horizontal imouisive Mode Resoonse: (ref. 7)
Using EPRI - Table 2-2 and linear extrapolation; (ref. 5)
@ R = 10', t / R = 0.002 & H / R = 2.0:
Fr = 16.5 Hz
@ R = 10', t / R = 0.002 & H / R = 2.5:
F, = 12.5 Hz
'163 -12.5'
.. @ H / R = 2.13:
Fr = 16.5 + (2.13 - 2.0) x
=15.5 Hz s 2.0 -2.5 s The maximum horizontal spectral accelerations for the 5% IPEEE (reference PGA of 0.4G) floor response spectra of the Control building at elevation 26'-0"is:
Frequency range is from 0.8(15.5) = 12.4 Hz to 1.2(15.5) = 18.6 Hz.
Sass = 0.54 G @ 13.5 Hz Saws = 0.74 G @ 18.6 Hz Therefore; Sai = 0.74 G s
Impulsive mode base shear; V = Sai(Ws + Ws + W )
(ref. 7) i i
M = Sai (WsXa + WsXs + WpX )
Impulsive mode moment; i
i Where, W is the effective implusive weight of the contained fluid and X is its effective height i
i above the tank base.
For H / R = 2.13 2 1.5 W' = 1.0 - 0.436 xR'
- c. W = 1.0- 0.436 x,10 'x (417.1)= 331.5 kip Ww sHs; i
el25s s
X'- = 0.50 - 0.188 xR' 10 '
/. X = 0.50 - 0.188 x x (21.25)= 8.75 ft H
sHs; i
21.25s V = 0.74 (3.0 + 15.4 + 331.5) = 258.9 kip i
M = 0.74 (3 x 24.3 + 15.4 x 12.0 + 331.5 x 8.75) = 2337 kip-ft i
impulsive mode hydrodynamic pressures; The pressure varies linearly for liquid depths (from the top) of y = 0' to a maximum pressure at y 2 0.15 H = 0.15 x 21.25 = 3.2'.
W, X Sai _331.5 x 8.75 x 0.74 i
=MM"MP Y
' ~ 136 R H2 - 136 x 10 x 21.25 2
JOB NO. 91C2696 Cricul*.tlan C-014 Sheet 7 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A 46/IPEEE Selumic Evaluation Rev..ision 0 Project STEVENSON & ASSOCIATES USl A-46 IIPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-248 Check: T. M. Tseng consulting engineering firm l
Horizontal Convective (Sloshina) Mode Resoonse:
(ref. 7) f, = j
.50 ft / sec
'x tanh 1.835 x H
2
'l 1.50 x tanh (1.835 x 2.13) = 0387 Hz
=
R (Rs_
10 i
Since, the 0.5% damped floor response spectra does not exist, converted the 5% damped acceleration at 0.4 Hz to the 0.5% damped.
j l5%
5%
Sa, = Sa5+/. x Y 0.5%
~
0.5% "
4 Convective mode base shear; Ve = Sa We e
Convective mode moment; Me = Sa WeXe c
2 ((
Where, We is the effective convective mode weight of the contained fluid and Xc is its effective height above the tank base.
W* = 0.46 R' tach 1.835 H
~
W.
(Hs (Rs_
3
<g W= 0.46 x
. tanh(1.835 x 2.13) x 417.1 = 0216 x 417.1 = 90.1 kip e
(2.13s
< v cosh 1.835 g
- 1.0 X
sRs j=1.0--l.835 H' 1.835 H' ih (Rs_
s n (Rs_
~
cosh (1.835 x 2.13)- 1.0 x 2125 = 0.754 x 21.25 = 16.0 ft
..X*= 1.0-(1.835 x 2.13)x sm. h (1.835 x 2.13)_
Ve = 0.06 x 90.1 = 5.4 kip Me = 0.06 x 90.1 x 16.0 = 86.5 kip-ft O
JOB NO 91C2696 Calculiti:n C-014 Sheet 8 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A 46/IPEEE Seismic Evaluation O
Revision 0 Project STEVENSON & ASSOCIATES USI A-46IIPEEE, Equipment By: A. Karavoussianis ing e gInee n Fragilities for T-24A and T-24B frm Check: T. M. Tseng cons l
Hydrodynamic convective pressure; Consider the maximum pressure which is at a depth of y = 0' from the top of the fluid.
'H-y" cosh 1.835 0267 W. Sa, *
( R s.
P*
RH
'H' cosh 1.835 Rs.
(
/. P, = 0.267 x 417.1 x 0.060 x 1.0 = 0.0314 ksf = 0.22 psi 10 x 21.25 Fluid slosh height, h, = 0.837 R (Sa / g) = 0.837 x 10 x 0.06 = 0.50 ft < hr = 2.75 ft (page 5) c O
Vertical Fluid Mode Resoonsg (ref. 7)
The fundamental frequency of the vertical response mode is typically slightly greater than the horizontalimplusive mode frequency. Therefore, conservatively use 2/3 of the peak horizontal acceleration for frequencies greater than the lower bound (i.e.12.4 Hz) for the vertical mode response.
Sam = 0.76 G @ 20.0 Hz ; Say = 2/3 x Sam = (2/3) x 0.76 = 0.51 G Hydrodynamic vertical fluid response mode pressure; P, = 0.8 yr H Say = 0.8 x 62.4 x 21.25 x 0.51 = 541 psf = 3.76 psi Combined Resoonses:
Base shear and moment; Vn='
+Vc = J258.9 + 5.4 = 259 kip 2
2 2
s (ref. 7)
Msa = dMi + Mc = d2337 + 86.5 = 2339 kip-ft 2
2 2
2 O
JOB NO. 91C2696 Calculation C-014 Shut 9 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 /IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-24B consulting engineering firm Check: T. M. Tseng Horizontal seismic pressure; PsH = P + Pc = 2.43 + 0.22 = 2.65 psi i
Vertical response pressure; P, = 3.76 psi Max. hydrodynamic pressure; Psu = SRSS (PSH, P,) = SRSS (2.65,3.76) =4.60 psi Hydrostatic pressure; Psi = 21.25 x 62.4 /144 = 9.21 psi Maximum and minimum compression zone pressures at the time of maximum base moment; Pe. = Psi + PsH + 0.4 P, = 9.21 + 2.65 + 0.4 (3.76) = 13.4 psi Pe. = Psr + PSH - 0.4 P, = 9.21 + 2.65 - 0.4 (3.76) = 10.4 psi Minimum tension zone fluid pressure at the time of maximum base moment; P. = PsT - PsH - 0.4 P, = 9.21 - 2.65 - 0.4 (3 76) = 5.06 psi T
Minimum average fluid pressure on the base plate at the time of maximum base shear; P. = PsT - 0.4 P, = 9.21 - 0.4 (3.76) = 7.71 psi Minimum total effective weight of the tank shell acting on the base at the time of the maximum moment and base shear, Hor. PGA, Ay = 0.4 G (ref.1)
Wr. = ( W + Ws ) (1 - 0.4 (Av / g)) ;
H Vert. PGA, Av = (2/3) A = 0.27 G H
Wr. = ( 3.0 + 15.4 ) (1 - 0.4 x 0.27) = 16.4 kip Comoressive Bucklina Caoacity of the Tank Shell:
(ref. 7)
" Elephant-Foot" buckling axial stress capacity; (ref. 5, Fig. 2.8)
Given; t. / R = 0.00208 and Pressure = Pe. = 13.4 psi; op = o. = 21.5 ksi p
Cs = 0.9 o t. = 0.9 (21.5) (0.25) = 4.84 kip / in p
Axial bending induced buckling stress (" diamond buckling mode");
(ref. 5, Fig. 2.10)
Given; t. / R = 0.00208 and Pressure = Pe. = 10.4 psi; oca = og = 21.5 ksi Ce = acs t. = (21.5) (0.25) = 5.38 kip / in Therefore the " elephant-foot" buckling stress capacity will govem; Ce = 4.84 kip / in O
't JOB NO. 91C2696 Cricule*3cn C-014 Sheet 10 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46IIPEEE, Equipment By: A. Karavoussianis j
a structural mechanical Fragilities for T-24A and T-248 Check: T. M. Tseng consulting engineering firm Bolt Hold-Down Caoacitv:
(ref. 7)
- 1. Bolt tensile capacity; (Assume A307 bolts) 3/4" J-Bolts; Tnom = 1.7 x 20 x 0.4418 = 15.03 kip
- 2. Anchorage of bolt into concrete foundation; Embedment: L = 18' + 6" (hook) & Edge distance; E = 9.75*
(ref. 3)
Tensile capacity due to bond stress; 6.7h )/
- 6.743000 Psi
&et 11 & 12)
=
x D
2 0.75 Tes = x (0.75) (18+6) (0.245) = 13.9 kip Concrete Shear cone capacity; (ref.10)
(conservatively consider the 9.75' edge distance.)
2 2
Tcs = 4 $ [f[ x n E = 4 x 0.65 x J3000 x n x 9.75 = 42530 lbs = 42.5 kip The part of the bolt hold-down capacity calculation requires the dimensions of the bolt chairs.
The following dimension are shown in EPRI - Figure 2-14 (ref. 5);
a = 5" d = 1.125" g=4" k=4" b=4" e = 2*
h = 12" to = 0.25' (ref. 2) c = 0.5*
f = 1.44" j = 0.25'
- 3. Capacity of plate to transfer load to chair gussets; b ~ (0375g-0.22d)ss ~
1.44 x 0.5 (ref. 5)
(0375 x 4 -022 x 1.125)x 13900 60 psi 2
2 P
9 30000 Sp = 48360 psi > f - 30000 psi
- t. Tp = 13.9 x P
=
y 48360 Consider a yield line analysis of the plate to retrieve a more accurate Tp :
Tank b
e f
a e
d 1.125' Hole e
Free
i JOB NO. 91C2696 CElculitian C-014 Sheet 11 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A 46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-24B consulting engineering firm Check: T. M. Tseng Line Length;
- 1. = In = fc = 4" lo = 0.5 (4 - 1.125) = 1.44" I. = 1, = 2d - 0.5 x 1.125 = 2.27" Consider a deflection of 6 at the bolt hole.
Rotation about lines: p. = pn = pe = 6 / 2 = 0.5 6 po = 2 x 6 / 2 = 6 l
- p. = pr = 2 x 6 / (2 / sin 45' ) = 0.707 6 4
Energy Equilibrium; Work done by extemal forces equals to work done by intemal ones.
W. = Wi The unit Plastic moment capacities in (kip-in/in]; M = 0.9 Mu = 0.9 Z c. ;
y (7
Since all of the chair members and tank components are made of ASTM A283 Grade C V
steel, o. = 30 ksi y
t Tank Shell, Base and Chair Gussetsj (t = 0.25");
Ms = Me = Mo = 0.9 x [(0.25) / 4) x 30 = 0.422 kip-in/in Chair Plate; (t = 0.5"); Mp = 0.9 x ((0.5) / 4] x 30 = 1.688 kip-in/in 6 Tp = (l p + le pe ) Mo + (In pe ) (Ms + Ms ) + (la po + 1. p. + le p,) Mp Tp = (2 x 4 x 0.5) 0.422 + (4 x 0.5) (2 x 0.422) + (1.44 + 2 x 2.27 x 0.707) 1.688 l
Tp = 1.G9 + 1.69 + 7.85 = 11.23 kip Weld between plate and gussets: 1/4" fillet on both sides of gusset Mpw = 0.25 x 0.707 x 30.6 x 0.25 = 1.352 kip-in/in > Mo = 0.422 kip-in/in
]
- 4. Capacity of vertical gusset plates:
(ref. 5) k 4
95 95
-1735 (O.K.)
j 0.25 = 16 < f 30000 i-
-=
y 1000 1000 j = 0.25" > 0.04 ( h - c ) = 0.04 (12 - 0.5) = 0.46" and j = 0.25 > 0.5" (NO)
T I1230 P
Q
= 5615 psi < 21000 psi (O.K.)
=
\\s 2 kj 2 x 4 x 0.25
JOB NO. 91C2696 Calculati::n C-014 Shatt 12 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-248 Check: T. M. Tseng consulting engineering firm Although, the stiffener plate do not have the minimum required thickness, they are considered adequate, because they meet the *k /j" ratio and the compressive stress.
Also, the compressive stress is met by a large margin (i.e. approximate margin of 3.7).
- 5. Tank shell capacity:
(ref. 5)
Tp e 132 Z 0.031 Ss = t,2 2 )o333 + JR t, 2
1.43 a h R t,
= 0.961 Z = (0.177 in' )a t
_2
= (0.177 in~!)x 5 x 0.25
-0.25
-2 t,
b
+ 1.0 x
O JR t,
. t, J120 x 0.25
_0.25.
+ 1.0 G
132 x 0.961 0.031 Ss = I1230 x 2
+ 4120 x 0.25 x
2 2
0.25 1.43 x 5 x 12 2 so333
. 120 x 0.25 + (4 x 5 x 12 y Ss =359360 x (0.02615+ 0.00566)=11430 psi < f =30000 psi /.Shellis OK.
y Check the weld between the chair and the tank wall; 2
2
~
l W*=Tp
+
2
_a+2h.
.a h + 0.667 h _
2 2
= 11230d0.0345 + 0.0128 2
2 W* = 11230J
+
2 y _ S + 2 x 12
.5 x 12 + 0.667 x 12,
30600 t*
30600 x 0.25 = 5410 lbs / in /. Weld is adequate.
W, = 413 lbs / in s g
g
=
The bolt hold-down capacity, Tsc = 11.23 kip, is govemed by the plate. Hence, the anchorage can be considered ductile.
p(
JOB NO. 91C2693 CriculLti::n C-014 Shut 13 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A 46 /IPEEE, Equipment By: A. Karavoussianis l
a structural mechanical Fragilities for T-24A and T-24B Check: T. M. Tseng consulting engineering firm i
1 i
j The final part of this calculation is to calculate the fluid hold-down forces, overturning moment capacity and sliding capacity. The calculation of the fluid hold-down force is both complicated and iterative, hence, the VETSA computer program will be used. The VETSA computer program is a verified utility program (ref.13) for the seismic analysis of vertical tank in accordance with EPRI methodology (ref. 7).
~
This calculation contains all of the data required by the input file, except for the information which is highlighted below. The VETSA program is used iteratively until the allowable moment and shear are approximately equal to the demand and the "ScaleFactor" is changed in each iteration.
i The maximum uplift height, "deltae0", can be equal to one tenth of the distance between the bolt and the chair stiffener, as shown in reference 14.
The following is the IPEEE VETSA input file; Point Beach Nuclear Plant - Condensate Storage Tank, T-24A & T-24B 21.25 H = liquid height (feet) 10.0 R = tank radius (feet) 2.90E4 Es = tank modulus (ksi) 30.0 sigmaYs = tank shell yeild stress (ksi) 55.0 sigmaUs = tank shell ultimate stress (ksi) 30.0 sigmaYb = tank base yeild stress (ksi) 55.0 sigmaUb = tank base ultimate stress (ksi) 62.4 rhoL = weight density of liquid (lb/ft3) 490.
rhos = weight density of tank (lb/ft3) 0]79} QSedidEdAE @ @ $55 ( fd$E5rfonjapehjrAi{accjik( [ _ [
Lc=
.740 Sai = spectral accel value at impluse mode freq (g's)
.060 Sac = spectral accel value at convective mode freq (g's)
.510 Sav = spectral accel value at vert freq. (g's)
.280 Av = vertical ZPA (g's) 0.4 FacV = vertical response combo factor 8
num_ anchors = # of anchors
_1.23 Pu = ulimate tensile value of anchor (kips) 0.442 Area = Area of anchor (in2) 2.90E4 Eb = bolt modulus (ksi) 0.0 offset = angular location of ist anchor (see note) (degrees) s 12.0 he - height to top of chair
JOB NO. 91C2696 Calculiti:n C-014 Shut 14 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USI A 46/IPEEE Seismic Evaluation i
Revision 0 Prokct STEVENSON & ASSOCIATES USl A 46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-24B consulting engineering firm Check: T. M. Tseng 18.0 ha = depth to anchor restraint 0.kOI (cle1tiakOMma$1 sum.jhliMeigNE];(i$$hd$k _._._._.,
2<=3 0.90 Fp = Factor for E-foot buckling allowable (ksi/ksi) 1.00 Fcb = Factor for NASA buckling allowable (ksi/ksi) 1.00 Ff = factor for fluid hold down force ((kip /in)/(kip /in))
.25 tav = average thickness of tank (inches)
.25 troot = thickness of tank wall near bottom (inches)
.25 tbase = thickness of tank base (inches)
.25 tdome = thickness of tank dome (inches) 24.0 hs=
Shell height (feet) 10.11 Sd= 1/2 dome arc length (feet) 12.00 Xs=shell c.g.
24.75 Xd= dome c.g.
0.70 COF = coefficient of friction notes offset is (cw from line normal to NA, starting from compression side)
(3 V
The following is the IPEEE VETSA output file.
Point Beach Nuclear Plant - Condensate Storage Tank, T-24A & T-24B 21.250000 -
M = liquid height (feet) 10.000000 =
R = tank radius (feet)
Es = tank modulus (ksi) 2.900000E+004
=
30.000000 =
sigmaYs = tank shell yeild stress (ksi) 55.000000 =
sigmaUs = tank shell ultimate stress (ksi) 30.000000 =
sigmaYb = tank base yeild stress (ksi) 55.000000 =
sigmaUb = tank base ultimate stress (ksi) rhoL = weight density of liquid (lb/f t3) 62.400002
=
rhos = weight density of tank (lb/ft3) 490.000000
=
0.790000 =
ScaleFactor = scale factor on spectral accels 0.740000 =
Sai = spectral accel value at impluse mode freq (g's) 0.060000 =
Sac = spectral accel value at convective mode f req (g's) 0.510000 =
Sav = spectral accel value at vert freq. (g's)
Av = vertical ZPA (g's) 0.280000
=
0.400000 =
FacV = vertical response combo factor num_ anchors = # of anchors 8
=
Pu = ulimate tensile value of anchor (kips) 11.230000
=
0.442000 =
Area = Area of anchor (in2)
Eb = bolt modulus (ksi) 2.900000E+004
=
offset = angular location of ist anchor (see' note) (degrees) 0.000000
=
q
JOB NO. 91C2696 Ccicul;ti:n C-014 Sheet 15 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation n
T Revision 0 (J
Project STEVENSON & ASSOCIATES USI A-46 /IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-248 consulting engineering firm Check: T. M. Tsen9 12.000000 =
he - height to top of chair 18.000000 =
ha = depth to anchor restraint 0.200000 =
deltae0. maximum uplift height (inches) 0.900000 =
Fp = Factor for E-foot buckling allowable (ksi/ksi) 1.000000 =
Feb = Factor for NASA buckling allowable (ksi/ksi) 1.000000 =
Ff = factor for fluid hold down force ((kip /in)/(kip /in))
0.250000 =
tav = average thickness of tank (inches) 0.250000 =
troot = thickness of tank wall near bottom (inches) 0.250000 =
tbase = thickness of tank base (inches) 0.250000 =
tdome = thickness of tank dome (inches) 24.000000 =
hs=
Shell height (feet) 10.110000 =
Sd= 1/2 dome arc length (feet) 12.000000 =
Xs=shell c.g.
24.750000 =
Xd= dome c.g.
0.700000 =
CoF = coefficient of friction Implusive Wt.
(kip) :
331.103821 Implusive c.g.
(in):
104.940002 Convective Wt.
(kip) :
90.102333 Convective c.g.
(kip):
192.201416 Demand moment (ft-kip):
1849.395874 Demand shear (kip):
204.523438 Hydrostatic pressure (ksi) :
0.009208 Implusive response pressure (ksi) :
0.001914 Vertical response pressure (ksi) :
0.002968 Average pressure (ksi) :
0.008021 RUN 1.000000 Compression side pressure Pc (ksi) 0.009935 Tension side pressure Pt (ksi) 0.006107 E-foot stress (ksi) 19.243034 NASA buckling stress (ksi) 20.626286 Allowable compressive load (kip /in) 4.329683 Fluid hold down, no uplift. at tension side (kips /in) 0.023288
{
Fluid hold down, max uplift (kips /in) 0.064625 l
Max fluid hold at max uplift, (plastic hinge) (kips /in) 0.136217 Effective weight (kips) 17.019711 I
Comp force (kips) 152.104538 Comp moment (ft-kips) 1506.184204 Fluid force (kips) 45.451965 Fluid moment (ft-kips) 142.338303 1
JOB NO. 91C2696 Cilculiticn C-014 Shatt 16 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation Rev..ision 0 Project STEVENSON & ASSOCIATES USl A-46 /IPEEE, Equipment By: A. Karavoussianis a structural mechanical Fragilities for T-24A and T-248 consulting engineering firm Check: T. M. Tsen9 Anchor forces (kips) 66.834648 Anchor moments (ft-kips) 195.564346 Beta (degrees) 162.000107 Allowable moment (ft-kip):
1844.086914 Allowable shear (kip), valid if Mallow near Mdemand:
312.704987 RUN 2.000000 Compression side pressure Pc (ksi) 0.012310 Tension side pressure Pt (ksi) 0.008481 E-foot. stress (ksi) 18.976091 l
NASA buckling stress (ksi) 21.384270 Allowable compressive load (kip /in) 4.269620 I
Fluid hold down, no uplift, at tension side (kips /in) 0.032343 Fluid hold down, max uplift (kips /in) 0.082502 Max fluid hold at max uplift, (plastic hinge) (kips /in) 0.160528 Effective weight (kips) 17.019711 l
Comp force (kips) 152.104538 Comp moment (ft-kips) 1506.184204 l
Fluid force (kips) 54.950775 Fluid moment (ft-kips) 161.796158 Anchor forces (kips) 66.834648 i
Anchor moments (ft-kips) 195.564346 Beta (degrees) 162.000107 j
Allowable moment (ft-kip):
1863.544800 Allowable shear (kip), valid if Mallow near Mdemand:
312.704987 l
After numerous trails of various scale factors, the final run is shown above. This is the run whose allowable moments are the closest to the demand moments; i.e.
Demand Moment = 1849 ft-kip Run 1; Allowable Moment = 1844 ft-kip; 0.3% less than the demand.
Run 2; Allowable Moment = 1864 ft-kip; 0.8% greater than the demand.
As for shear the demand shear is 205 kips and the allowable shear for both runs is 313 kips, hence the allowable is 53% greater than the demand.
v
JOB NO. 91C2696 Cilcul:ti n C414 Shatt 17 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation
- p Revision 0 Project i
STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis Fragilfties for T-24A and T-248 Check: T. M. Tseng cons ing e g nee n fm Also, the following is a comparison between the VETSA output and the calculation taking into account the VETSA "ScaleFactor" (i.e. 0.79) where appropriate:
1 Description VETSA Calculation
% Diff.
Implusive Wt.
331.10 kip 331.5 kip (page 6) 0.1%
Implusive c.g.
104.94 in 8.75 ft = 105 in (page 6) 0.06 %
Convection Wt.
90.102 kip 90.1 kip (page 7) 0.002 %
Convection c.g.
192.20 in 16.0 ft = 192 in (page 7) 0.1 %
Demand moment 1849.4 ft-kip 2339 x 0.79 = 1847.8 ft-kip (page 8) 0.09%
Demand shear 204.52 kip 259 x 0.79 = 204.61 kip (page 8) 0.04 %
Hydrostatic pressure 9.208 psi 9.21 psi (page 9) 0.02%
implusive resp. pressure 1.914 psi 2.43 x 0.79 = 1.920 psi (page 6) 0.3%
Vertical resp. pressure 2.968 psi 3.76 x 0.79 = 2.970 psi (page 8) 0.07 %
Average pressure 8.021 psi 9.21 - 0.4 (2.970) = 8.022 psi (page 9) 0.01 %
RUN1 Comp. side pressure, Pc 9.935 psi 9.21 + 1.920 - 0.4(2.970) = 9.942 psi 0.07 %
Ten. side pressure, Pt 6.107 psi 9.21 - 1.920 - 0.4(2.970) = 6.102 psi 0.08%
E-foot stress 19.243 ksi (ref. 5 Fig. 2.8),21.5 psi 11.7 %
NASA buckling stress 20.626 ksi (ref. 5 Fig. 2.10),21.0 psi 1.8%
RUN 2 Comp. side pressure, Pc 12.31 psi 9.21 + 1.920 + 0.4(2.970) = 12.32 psi 0.08 %
Ten. side pressure, Pt 8.481 psi 9.21 - 1.920 + 0.4(2.970) = 8.478 psi 0.04 %
E foot stress 18.976 ksi (ref. 5 Fig. 2.8),21.0 psi 10.7%
NASA buckling stress 21.384 ksi (ref. 5 Fig. 2.10), 21.5 psi 0.4%
The above table shows that most of the VETSA and calculation computation are with-in a negligible deviation. The only two exemption are the elephant foot bucking stresses of the two runs (i.e.11.7% and 10.7%). These noticeable deviations are primarily due to the approximate table method used in the calculation, hence, they are judged acceptable.
Hence, HCLPF = 0.79 x 0.4 = 0.32 G and fragility = 0.32 x 2.1 = 0.67 G.
O
1 JOB NO.91C2696 Calculati:n C 014 Sheet 18 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A.46/IPEEE Seismic Evaluation ewsion 0
(
Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-24B Check: T. M. Tseng consulting engineering firm j
A-46 Outlier Resolution for T-24A and T-24B:
The A-46 outlier resolution requires that the VETSA program be re-run using the A-46 (DBE) seismic spectral acceleration values. The floor response spectra for the Control building at elevation 26'-0* will be used for spectral acceleration input.
Sai = 0.29 G (4% damped - Impulsive Mode - 12.4 Hz)
(page 6, ref. 8)
Sa = 0.10 G (0.5% damped - Convective Mode )
c The frequency of the convective mode = 0.387 Hz (page 7), hence, the period = 1/0.387 = 2.584 s. Since, the 0.5% damped OBE curve (ref. 8) has an upper limit at 2.0 s (0.5 Hz) and the accelerations are decreasing l
in magnitude, it is conservative to use the acceleration at 2.0 s (0.5 Hz) for the convection mode. Saoes = 2 x Saose = 2 x 0.05 = 0.10 G
('%.
Say = 2/3 (0.29) = 0.19 G (4% damped - Vertical Mode - 12.4 Hz)('page 8) j Av = 2/3 ( 0.26) = 0.17 G (4% damped - Vertical ZPA)
(ref. 8)
I The following is the A-46 VETSA input file; Point Beach Nuclear Plant - Condensate Storage Tank, T-24A & T-24B (A-46) 21.25 H = liquid height (feet) 10.0 R = tank radius (feet) 2.90E4 Es = tank modulus (ksi) 30.0 sigmaYs = tank shell yeild stress (ksi) 55.0 sigmaUs = tank shell ultimate stress (ksi) 30.0 sigmaYb = tank base yeild stress (ksi) 55.0 sigmaUb = tank base ultimate stress (ksi) 62.4 rhoL = weight density of liquid (1b/ft3) 490.
rhoS = weight density of tank (1b/f t3) 1.99 ScaleFactor = scale factor on spectral accels
.290 Sal = spectral accel value at impluse mode freq (g's)
.100 Sac = spectral accel value at convective mode freq (g's)
.190 Sav = spectral accel value at vert freq. (g's)
.170 Av = vertical ZPA (g's) 0.4 FacV = vertical response combo factor f
8 num_ anchors = # of anchors
JOB NO. 91C2696 C*lcullti::n C-014 Sheet 19 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation O
Project Revision 0 G
STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-248 consulting engineering firm Check: T. M. Tseng 11.23 Pu = ulimate tensile value of anchor (kips) 0.442 Area = Area of anchor (in2) 2.90E4 Eb = bolt modulus (ksi) 0.0 offset = angular location of ist anchor (see note) (degrees) 12.0 hc = height to top of chair 18.0 ha = depth to anchor restraint 0.20 deltae0= maximum uplift height (inches) 0.90 Fp = Factor for E-foot buckling allowable (ksi/ksi) 1.00 Feb = Factor for NASA buckling allowable (ksi/ksi) 1.00 Ff = factor for fluid hold down force ( (kip /in) / (kip /in) )
.25 tav = average thickness of tank (inches)
.25 troot = thickness of tank wall near bottom (inches)
.25 tbase = thickness of tank base (inches)
.25 tdome = thickness of tank dome (inches) 24.0 hs=
Shell height (feet) 10.11 Sd= 1/2 dome arc length (feet) p 12.00 Xs=shell c.g.
Q 24.75 Xd-dome c.g.
0.70 CoF = coefficient of friction note: offset is (cw from line normal to NA, starting'from compression side) i The following is the A-46 VETSA output file.
Point Beach Nuclear Plant - Condensate Storage Tank, T-24A & T-24B (A-46) 1 21.250000 =
H = liquid height (feet) 10.000000 =
R = tank radius (feet)
Es = tank modulus (ksi) 2.900000E+004
=
30.000000 =
sigmaYs = tank shell yeild stress (ksi) 55.000000 =
sigmaUs = tank shell ultimate stress (ksi) 30.000000 =
sigmaYb = tank base yeild stress (ksi) 55.000000 =
sigmaUb = tank base ultimate stress (ksi) rhoL = weight density of liquid (lb/ft3) 62.400002
=
490.000000 =
rhoS = weight density of tank (lb/ft3) 1.990000 =
ScaleFactor = scale factor on spectral accels 0.290000 =
Sai = spectral accel value at impluse mode freq (g's) 0.100000 =
Sac = spectral accel value at convective mode freq (g's) 0.190000 =
Sav = spectral accel value at vert freq. (g's) 0.170000 =
Av = vertical ZPA (g's) p/
FacV = vertical response combo factor
\\
0.400000 =
e
JOB NO. 91C2696 Cricultti n C-014 Shnt 20 of 21 I
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USl A-46/IPEEE Seismic Evaluation Revision 0 O
Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for T-24A and T-24B consulting engineering firm Check: T. M. Tseng num_ anchors = # of anchors 8
=
11.230000 =
Pu = ulimate tensile value of anchor (kips) 0.442000 =
Area - Area of anchor (in2)
Eb = bolt modulus (ksi) 2.900000E+004
=.
offset = angular location of 1st anchor (see note) (degrees) 0.000000
=
12.000000 =
hc = height to top of chair 18.000000 =
ha = depth to anchor restraint 0.200000 =
deltae0= maximum uplift height (inches) 0.900000 =
Fp = Factor for E-foot buckling allowable (ksi/ksi) 1.000000 -
Fcb = Factor for NASA buckling allowable (ksi/ksi) 1.000000 =
Ff = factor for fluid hold down force ((kip /in)/(kip /in))
0.250000 =
tav = average thickness of tank (inches) 0.250000 =
troot = thickness of tank wall near bottom (inches) 0.250000 =
tbase = thickness of tank base (inches) 0.250000 =
tdome = thickness of tank dome (inches) 24.000000 =
hs=
Shell height (feet) 10.110000 =
Sd= 1/2 dome arc length (feet) p 12.000000 =
Xs=shell c.g.
24.750000 =
Xd= dome c.g.
0.700000 =
COF = coefficient of friction Implusive Wt.
(kip) :
331.103821 Implusive c.g.
(in):
104.940002 Convective Wt. (kip):
90.102333 Convective c.g.
(kip):
192.201416 Demand moment (ft-kip):
1846.885254 Demand shear (kip):
202.650284 Hydrostatic pressure (ksi) :
0.009208 Implusive response pressure (ksi) :
0.001890 Vertical response pressure (ksi) :
0.002785 Average pressure (ksi) :
0.008094 RUN 1.000000 Compression side pressure Pc (ksi) 0.009984 Tension side pressure Pt (ksi) 0.006205 E-foot stress (ksi) 19.238150 NASA buckling stress (ksi) 20.642130 Allowable compressive load (kip /in) 4.328584 Fluid hold down, no uplift, at tension side (kips /in) 0.023661 Fluid hold down, max uplift (kips /in) 0.065390 Max fluid hold at max uplift, (plastic hinge) (kips /in) 0.137301
JOB NO. 91C2696 Cricul; tion C-014 Shett 21 of 21
SUBJECT:
Point Beach Nuclear Plant Date: 2/13/95 USI A-46/IPEEE Seismic Evaluation i
e sion 0 f)
Project V
STEVENSON & ASSOCIATES USl A-46 /IPEEE, Equipment By: A. Karavoussianis a structural mechanical Fragilities for T-24A and T-24B Check: T M. Tsen9 i
consulting engineering firm i
l 1
Effective weight (kips) 16.145124 Comp force (kips) 152.104538 i
Comp moment (ft-kips) 1506.184204 Fluid force (kips) 45.731049 Fluid moment (ft-kips) 142.505554 l
Anchor forces (kips) 66.834648 j
Anchor moments (ft-kips) 195.564346 Beta (degrees) 162.000107 Allowable moment (f t-kip) :
1844.254272 Allowable shear (kip), valid if Mallow near Mdemand:
314.406921 l
RUN 2.000000 i
Compression side pressure Pc (ksi) 0.012212 Tension side pressure Pt (ksi) 0.008433 E-foot stress (ksi) 18.988190 e
NASA buckling stress (ksi) 21.353748
(
Allowable compressive load (kip /in) 4.272343 Fluid hold down, no uplift, at tension side (kips /in) 0 032158 j
Fluid hold down, max uplift (kips /in) 0.082150 Max fluid hold at max uplift, (plastic hinge) (kips /in) 0.160068 Effective weight (kips) 16.145124 Comp force (kips) 152.104538 Comp moment (ft-kips) 1506.184204 l
Fluid force (kips) 54.645531 l
Fluid moment (ft-kips) 160.783691 j
Anchor forces (kips) 66.834648 Anchor moments (ft-kips) 195.564346 Beta (degrees) 162.000107 l
Allowable moment (f t-kip) :
1862.532227 Allowable shear (kip), valid if Mallow near Mdemand:
314.406921 The above A-46 VETSA run yields a scale factor of 1.99. Since, the scale factor is actually a seismic safety factor, the outlier issues for tanks T-24A and T-248 has been resolved and the tanks have a safety factor of about 1.99.
O l
i O
Cable Trays inside Cable Spreading Room O
Wisc:nsin Electric Paw r C mp:ny - Print torch Nuclear Plant GIP Rsv 2, Corr:cted 2/14/92 OUTLIER SEISMIC VERIFICATION SHEET (OSVS)
Sheet 1 of 2
~
10 : SPREADINGRM (Rev. 0) l Class : 22. Cable Tray and Conduit Raceways q
Desenption : ELECTRICAL RACEWAYS CABLE SPREADING ROOM Building : CB l Floor El. : 26.00 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 verified for seismic adequacy).
According to S&A's LAR - Cable Tray and Conduit Supports Report,91C2696-C-018, both LARs 3 & 4 do not meet the requirements of section 8.0 of the GIP, therefore they are outliers.
- 2. PROPOSED METHOD OF OUTLIER RESOLUTION (Ontional)
- a. Defined proposed method (s) for resolving outlier.
b.
Provide information needed to implement proposed method (s) for resolving outlier (e.g., estimate of fundamental frequency).
- 3. SEISMIC OPERABILITY EVALUATION:
Q
Wi cen in El:ctric Pcw;r Cgmp:ny - Print B:tch Nucl:ar Plant GIP Rsv 2, Correct d 2/14/92 OUTLIER SEISMIC VERIFICATION SHEET (OSVS)
Sheet 2 of 2 10 : SPREADINGRM (Rev. 0) l Class : 22. Cable Tray and Conduit Raceways Desenption : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM Building : CB l Floor El. : 26.00 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 verified for seismic adequacy:
i Approved by:
Date:
7 h
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/
1 8
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Wiscensin El:ctric P:w;r C:mp ny - Psira C ach Nucl:ar Plant GIP Rsv 2, Corr:ctid,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet i of 10 PLANT AREA
SUMMARY
SHEET ID : SPREADINGRM (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM 71utiding : CB Floor El. : 26.0000 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 Yes
- 10. System Hardspots
- 11. Short Rods N/A Seismic Interaction Review Acceptance
- 1. Proximate Features Yes
- 2. Fallini.; Hazards Yes
- 3. Differential Displacement Yes
- 4. Isolated Outliers Yes Limited Analvtical Reviews LAR No.
Document Name 003 Five Tier Unbraced Cantilever Hanger 004 Seven Tier Braced Cantilever Hanger 005 Three Tier Trapeze Hanger 010 Four Tier Cantilever Trapeze Hanger 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 solid bottom, but mostly ladder type with bottom covered with sheet metal. Trays are covered with tray cover for the most part. Tray risers (covered vertical tray) are found throughout. Hanger spacings vary from 5' to 8'. 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.
Q NJ
Wiscensin El:;ctric Pcw:r Ccmpany - Pcint Be:ch Nucl:ar Plant GIP Rav 2, Correct:d,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet 2 of 10 PLANT AREA
SUMMARY
SHEET ID : SPREADINGRM (Rev. 0)
Equipment Description : ELECTRICAL RACEWAYS - CABLE O
SPREADING ROOM Building : CB Floor El. : 26.0000 l Room, Row / Col:
This room is the most densely populated room in the plant with relatively full trays. Tray configurattion 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 members are P1001 (double channel) construction. Anchorages are directly to embedded strut, to runners (stringers) bolted to embedded strut, or to concrete expansion anchors (CEA).
Conduits are supported alongside trays, on posts, or mounted directly to the ceiling or wall.
LAR 3 is a 5 tier 24" wide tray run supported on an unbraced cantilever strut. The strut is anchored (bolted) to a 30" runner whose ends are bolted to embedded strut. It supports trays designated by 1 AJ14,15 and CC05,04 among others and is located above Bus 2B04. It is shown in the attached sketch and in the attached photo figures 1 to 4.
LAR 3 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.
LAR 4 is a 7 tier braced cantilever strut 24" wide tray hanger. It is similar in general configuration to LAR 3 except that it is longer, holds more tiers, and has a P1000 brace to provide lateral support. Hanger spacing is 5'.
It is shown in the attached sketch and in the attached photo figures 5 to 7.
LAR 4 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.
LAR S is adjacent to LAR 4 and is a 3 tier strut trapeze hanger with 1-3 trays (9" to 24" widths) per tier level.
O Hanger spacing are 3.75' and it is anchored to the concrete ceiling by botting to Unistrut emb is shown in the attached sketch and in the attached photo figures 8 to 11.
LAR 10 is west of LAR 3 & LAR 4 and is a 4 tier cantilevered trapeze type hanger. There are 4 tray tiers (1 tray per tier) cantilever off and braced to an 1 tier (with 1 tray) trapeze hanger. The hanger spacing is 6' and it is
)
anchor to the concrete ceiling by bolting to Unistrut embeds at two places. It is shown in the attached sketch and in the attached photo figures 12 to 14.
Evaluated by:
Date:
18
Attachment:
Pictures
Attachment:
LAR 003 - Five Tier Unbraced Cantilever Hanger
Attachment:
LAR 004 - Seven Tier Braced Cantilever Hanger
Attachment:
LAR 005 - Three Tier Trapeze Hanger i
Attachment:
LAR 010 - Four Tier Cantilever Trapeze Hanger I
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i l
Wisconsin Elsctric Powsr Company Point Beach Nuclear Plant GIP Rev 2, Corrected,2/14/92 l
CABLE AND CONDUIT RACEWAY REVIEW Sheet 3 of 10 PLANT AREA
SUMMARY
SHEET O
ID : SPREADINGRM (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM Building : CB Floor El. : 26.0000 l Room, Row / Col:
9 PICTURES 1L-
~ K,
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~ % J-
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Fig.1: LAR 003 f
Fig. 2: LAR 003 t
N y 1
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l
'N l
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. s
>q\\
(
'N 1 x
4,
^
1 1
'^4 4
9 l
I Fig. 3: LAR 003 Fig. 4: LAR 003 i
i
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j q
l
i j
Wisconsin Elsctric Powsr Company - Point Beach Nuclear Plant GIP Rev 2, Corrected,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet 4 of 10
{
PLANT AREA
SUMMARY
SHEET l
ID : SPREADINGRM (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM l
Building : CB Floor El. : 26.0000 l Room, Row / Col:
w
.i ~
w-
- ' 7-1_
- .
I t,--
l l
Fig. 5: LAR 004 Fig. 6: LAR 004 i
r r
'O l
i
.r Fig. 7: LAR 004 Fig. 8: LAR 005 l
l O
Wisconsin E.Nesric Powsr Company - Point Bsach Nucisar Plant GIP Rev 2, Corr..cted,2/14/92 i
CABLE AND CONDUlT RACEWAY REVIEW Sheet 5 of 10 PLANT AREA
SUMMARY
SHEET l
ID : SPREADINGRM (Rev. 0)
Equipment Description : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM Building : CB Floor El. : 26.0000 l Room, Row / Col:
l Y
i e
1l l
i
.a Fig.10: LAR 005 Fig. 9: LAR 005 I
l i*
h.
, (
l
[g.?;.
..,,,.g
_jJ*'
-[
[
', yl
~
Fig.11: LAR 005 Fig.12: LAR 010 l
i i
f 4!O 4
l 1
Wisconsin Electric Power Company - Point Beach Nuctsar Plant GIP Rev 2, Corrected,2/14/92 l
CABLE AND CONDUlT RACEWAY REVIEW Sheet 6 of 10 t
PLANT AREA
SUMMARY
SHEET l
10 : SPREADINGRM (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM Buildi.g : CB Floor El. : 26.0000 l Room, Row / Col :
~
r44 s.
s 3,
j '
s s.,
k I
Fig.13: LAR 010 Fig.14: LAR 010 0
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l i
l,O i
i
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t
i Wi:can:In Electric Pcwor Company. Paint Brch Nucirr Plant GIP Rrv 2, Correct:d,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet 7 of 10 PLANT AREA
SUMMARY
SHEET
("]
ID : SPREADINGRM (Rev, 0)
Equipment Desenption : ELECTRICAL RACEWAYS - CABLE V
SPREADING ROOM Building : CB Floor El. : 26.0000 l Room, Row / Col:
\\
LAR 003 - Five Tier Unbraced Cantilever Hanger j
l 99 003 P ASS 0-
$?REA0 NORNi "g-i d
32L0%C C3 d
]
T 21" i
ELEVAT;0rc 26' O
I n
4 I
hr 7
'I hr 24"x 5" Ceep Coo!e Troy (Typ; cat, c:t tiers) 01000 24" 26" Herger !occted coove 2904 Ous.
l b be:gnt is 3 75.
l YLO3,02 h-4-
Y' r di I
L Henger Specing is 5' - B'.
a I
i t' M Cererd Configuration is Centlever 12, T
D1001 totted onto ranners (strirgers),
(tyD-)
lr-2.5" 2S Troys attacned to %rizontal memcer socnning tetween emcected strat.
CE05.04 t
I l
6' by spnng nuts.
Y b
I Post supports verticci riser trays I
(R55 and R57) on eitner side. Trcys 7
h.
12" tengtn. Add full trhtyy weignt for are 24"x7" deep, *;tn a 6' trhte y t
C005,04 i
botn verticci trcys to tNs post.
t-l{.
CC05,04 I
t-
- h. t i
l 1 AJ14,15 9~
i
]f
{.-,0 0 v.
1 2 7 b-Supcort coprox. B - T Conduits nitn 2' tr% tag,engin (ie 16' of 2" con:;it for >occ) 1/1 t'~h
f Wi;2:n:In Electric P:wer Crmpany - Paint B:ach Nucl::r Pl;nt GIP Rtv 2 Corr:;ct;d,2/14/92 CABLE AND CONDUlf RACEWAY REVIEW Sheet 8 of 10 PLANT AREA
SUMMARY
SHEET
{^'
10 : SPREADINGRM (Rev. 0)
Equipment Desenption : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM i
x Floor El. ; 26.0000 l Room, Row / Col:
Building : CB LAR 004 - Seven Tier Braced Cantilever Hanger JR 004 4
[
,' 4 30' PASS ;0: SPREC NORv ht0AG. CB i
9-p.
i E.L AT.CN. 25' d
O l
O i
i a
i 1/2" l
1/2" / [
/
24*r y Ocep C: ele Tr:y l
(Typ c3t, 33 tic 1)
"3 f 000 m 24*
26*
4 - 12f 7
l (LOS Condit 4
i EMOO J
i l
t b.
I 12" y
i[
t.AR f 4 consists of 7 t:ers !tn 24"
~
(t,3 )
l L
e ce ticys and :s ioc:ted cetmeen OLC6 e.
2 c:sers Rtl & R13.
I I
I I
Ibe crecs gef'erot conhgur:t'on i
t-is contJever P1001.
i
/
\\
N* 06 h'
1 Runners (striegers) soon tetneen l
t i
(/
f and tie directly to emoedced strats.
l Treys att:esed to nonzentat memoer b,
by sanng nuts. It nes cP1000 Ictersi brace to provide Icteral support.
12f 2.52.5
- h. ;C C g All meecers are Pt001, l
0J06 l
1 ex0ept as noted.
l I
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j HCnger SDoc;ng is 5'.
23A14 lI.
t fuelded f
t'
/
l DXC3 k-1 2
i 3
+
+
p.
. ]
3.!,l of of Zv02 h.
h I,
U_ _
I E~ergency Pood C;nts ll Estim:te - TCf AV 1/1
/C l
Wl:can:In Electric P;wer C mp:ny - Print B:cch Nucl:ar PI:nt GlP Riv 2, Corr:ct d,2/14/92 l
CABLE AND CONDUlT RACEWAY REVIEW Sheet 9 of 10 PLANT AREA
SUMMARY
SHEET ID : SPREADINGRM (Rev. 0)
Equipment Description : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM Building : CB Floor El. : 26.0000 l Room, Row / Col:
LAR 005 - Three Tier Tracere Hanger
_:::::: :::.e < 3 : s'r e.
- 305 a
e-e s : e 3'00t, except :s re:es.
3 ASS 3: 53090 '.0 h+
l
.i; * :/.: f _e y s = 3 7y 3AJM: 03 M. AT O',
26' 4
d 3))70 Se es ec6zoate E :e:ces St as a
- o 4
d 1 r 1 r 1 r 1 r
~I
-)
l I
i ill l-
'li
- t i
,l 9:ser I ide R'ser 7 icq (Ver:!cd Tref)
- l!
Ni j
x,
j il j
i I l!
i
.I j
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i
- lI
!!!c
- 1%
i i
i ll
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l
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lt' l
24 2
I
\\v/
D" l
7 1
l7
.D
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i l
2(
2(
[_
24" l
l lt e i i
!i i 12" j
j T p.
I t
y 7
2I I
.l ll ll D,
o
-l l a!
l t<
l l
!+
10' 1/1 OV
Wl cInsin Electric Pcw;r Campiny - Print cccch Nucl:ar Plant GIP RLv 2, Correct d,2/14/92 CABLE AND CONDUlT RACEWAY REVIEW Sheet 10 of 10 PLANT AREA
SUMMARY
SHEET e
ID : SPREADINGRM (Rev. 0)
Equipment Description : ELECTRICAL RACEWAYS - CABLE SPREADING ROOM Building : CB Floor El. : 26.0000 l Room, Row / Col:
LAR 010 - Four Tier Cantilever Traneze Hanaer
SP B D3,0RV build-NO: 08 g
P3300 Emce: - []
ELEVADON: 26' a
f
<I I
i L
Yvo2,03 - 24' tray 30" r
jv 12"
~
1ETil,10 - 24' tray h.
(3 i
_i s-w/
f 6'
4' g.,
f 02DE02,03 - 24" trcy h.
.-l k' 4h
,7 DV03,04 - 24* tray
{.
y i
I I
v.
Horger 's '.ne rett nest
- 7j s.c?od to LARS 3 & 4 I
20A08,09 - 24" troy L 31000 l
A:i meters c e D1001, l
. cept cs roted.
l 6*{ '
t-Hcnger Spccing is 6'.
t t.
A bOOOi 3rcckets 1/1
.