ML20116M477
| ML20116M477 | |
| 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-007-01, C-007-R00, C-7-1, C-7-R, NUDOCS 9608200168 | |
| Download: ML20116M477 (40) | |
Text
Client:
Wisconsin Electric Power Company Calculation No.
Title:
USl A-46 / IPEEE, Equipment Fragilities for 1HX-12A, HX-128 HX-12C and 2HX-12D I
Project:
Point Beach Nuclear Plant Method:
Conventional Engineering Hand Calculations.
s Acceptance Criteria:
"A Methodology for Assessment of Nuclear Power Plant Seismic Margin" EPRI NP-6041, Revision 1 August 1991 Remarks:
Od REVISIONS No.
Dt.scription By Date Chk.
Date App.
Date 0
Initialissue A-[. ///9/9f 77I7" N/ff
[h
/!//ff[
i i
CALCULATION CONTRACT NO.
COVER O
SHEET 91C2696 v
FIGURE 1.3 su-a wm o
9608200168 960815 PDR ADOCK 05000266 P
PbR
JOB NO. 91C2696 Calculati:n C-007 Sheet 1 of 32 l
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation evision 0 Project i
STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragill' ties for 1HX-12A, HX-128, "9
consulting engineering firm HX-12C and 2HX-12D 1
i Table of Contents 1
O bje ctive.......................
2 l
Analytical Approach...........................
2 References...................
3 i
I Summary....
4 Calculation...........................
5 i
I J
4 i
i e
4 JOB NO.91C2696 Calcul:tinn C-007 Sheet 2 of 32
{
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Rev..ision 0 Project STEVENSON & ASSOCIATES USl A 46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragillt'les for 1HX-12A, HX-128, e
seng consulting engineering firm HX-12C and 2HX-120 1
Objective This calculation will cover the documentation of the Heat Exchangers (HX) fragilities and their adequacy with respect to an A-46 evaluation.
The A-46 evaluation could not be performed solely on the basis of the Generic implementation Procedure (GIP, ref. 8), because the anchorage details of the HXs varies between the fixed and i
slotted saddles. The fixed end saddles are anchored by either 2 - 7/8" or 2 - 1" grouted-in-place bolts and the slotted ends are anchored by either 4 - 1/2" grout-in-place bolts or 4 - 5/8" Hilti Kwik bolts.
Analytical Approach This calculation foi!ows the methodologies set forth in both the GIP (ref. 8) and EPRI (ref.17) reports. The analysis will start by co!!ecting all required input and calculating the bolt allowable at each saddle. The base plate and weld capacities are then checked against their respective bolt allowable. The base plate capacity is computed by using the yield line analysis approach.
Following the computation of the allowable, the HXs frequencies are calculated and their spectral acceleration are extracted. The spectral accelerations are due to a reference peak ground acceleration (PGA) of 0.4 G. Given these acceleration, the loads on the base plates are computed, the SRSS method is used to combine the seismic forces and HCLPFs are calculated.
Then, the contribution due to the nozzle loads is accounted for and new HCLPFs are generated. Also, the HCLPF for the supporting saddles is similarly calculated and the goveming HCLPF is then converted into a fragility (by multiplying the HCLPF by 2.1).
Finally, the HXs' A-46 evaluation is performed by comparing the IPEEE spectral accelerations with the DBE accelerations and computing a possible minimum safety factor.
O)
Q
JOB NO. 91C2696 Criculttien C-007 Shrt 3 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Revision 0
(
Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX 12A, HX-128, e
seng consulting engineering firm HX-12C and 2HX-12D 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. " Equipment Foundation Schedule", Bechtel Dwg. C-240 Rev. 5.
- 3. " Equipment Foundation Schedule", Bechtel Dwg. C-242 Rev. 6.
- 4. "New Component Cooling Water Heat Exchanger Support Design", Point Beach Calculat;on No.86-020 Rev.1.
- 5. " Report At-3 (Atlas Job No. 5887), Seismic Analysis of Supports, Component Cooling Water Heat Exchangers, Wisconsin Electric Power Co. HX-12A-D, Point C
Beach Nuclear Plant", Polytechnic Design Co. Inc., Dated 5/7/86.
(
- 6. " Component Cooling Water Heat Exchanger", Atlas Industrial Manufactur:ng Co.
Dwg. D-9643 Rev. 4.
- 7. " Manual of Steel Construction, Allowable Stress Design",9* Edition American Institute of Steel Construction Inc.,1989.
I
- 8. " Generic Implementation Procedure for Seismic Verification of Nuclear Plant Equipment", SQUG, Revision 2, 6/28/91.
- 9. "ACI Building Code", ACl-318-63
- 10.
- Structural Design Criteria for the Point Beach Nuclear Plant", Bechtel Corp.,
Revised July 1967, S&A Log Number 92C2696-DC-049.
- 11. ASME Boiler and Pressure Vessel Code, Section 111, Division 1, Appendices.
- 12. Piping System Qualification Report "3JB28-20, Service Water Discharge from Component Cooling Heat Exchangers HX-12A /B /C /D", Wisconsin Electric Accession No. WE-300005 Rev.1, Isometric PBA-3005.
- 13. Piping Analysis Strees Report "HB-19 Piping from Anchor A-110 to CCW/HX; to Containment Penetrations; to Anchors SW-1-S15, A-113 & WEPCO-471",
p/
Wisconsin Electric Accessica No. WE-300023 Rev. O, Isometric PBA-1000.
i JOB NO. 91C2696 Calculation C-007 Sh& t 4 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USI A 46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128, Check: T. M. Tseng consulting engineering firm HX-12C and 2HX-12D i
- 14. Piping Analysis Stress Report "3ACC28-10, Component Cooling Heat Exchangers, Auxiliary Cooling Supply Piping *, Wisconsin Electric Accession No.
WE-100012 Rev.1, Isometric PBA-1012.
- 15. Stress Report "3ACC2A-10, Component Cooling Heat Exchangers, Auxiliary Cooling Discharge Piping", Wisconsin Electric Accession No. WE-100010 Rev. 3, Isometric PBA-1010.
I
- 16. " Point Beach Response Spectra Summary", Point Beach Correspondence No.
NPM 93-0547 Dated Sept. 3/93, S&A Log No. 91C2696-DC-057.
- 17. " Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1),
Volume 4: Guldelines on Tanks and Heat Exchangers", EPRI NP-5228-SL, Revision 1, Volume 4, Project 2925-1, Final Report, June 1991.
j i
Summary The calculation that follows yielded a HCLPF of 0.55 G without considering the effect of the nozzio loads and a HCLPF of 0.36 G with the nozzle loads. The goveming HCLPF = 0.36 G is due to the anchorage of the fixed end saddle. Hence, the heat exchangers fagility = 0.36 x 2.1
= 0.76 G.
Also, the calculation concluded that an A 46 evaluation of the heat exchangers would yield a minimum factor of safety of at least 1.31, hence, the heat exchanger anchorage is adequate.
i
d JOB NO. 91C2696 CElculatlan C-007 Sh:4t 5 of 32
SUBJECT:
Point Beach Nuclear Plant USl A-46/IPEEE Seismic Evaluation Date: 1/17/95 Project Revision 0 d
STEVENSON & ASSOCIATES USl A-46 IIPEEE, Equipment By: A. Karavoussianis a structural. mechanical consulting engineering firm Fragilities for 1HX-12A, HX-128, HX-12C and 2HX-12D Check: T. M' Tseng 4
Calculation l
Inout Data: (GIP) j Tank:
D = 38" = 3.17 ft (ref 6)
]
L = 2991/8" = 24.93 ft We = 30.79 kips 30790 y*=
= 156.5 pcf n x (3.1 x 24.93 Heg = 25" = 2.08 ft
}
Saddles:
G = 11500 Ksi (ref.11, App.1)
E = 29000 Ksi i
f = 38 Ksi (SA-515/516-70) y
%.J Base Plate:
to = 1/2" (ref. 6) l t, = 5/16" Concrete:
fe' = 3000 psi (ref.10)
Saddle Data:
i 2
A = 28.25 in 3742 lo = 3742.0 in',
So = 3742 /17 = 220.1 in';
ro=
28.25 i
d 161.40 i
lyy = 161.40 in ;
Syy = 161.40 / 6.157 = 26.2 in ;
r 28.25 "
yy i
l ShearAreas: Ao = 3 x 0.5 x 8 = 12 in 2
Ayy = 0.5 x 34 = 17 in
)
v
JOB NO. 91C2696 Csiculition C-007 Shast 6 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Rev..ision 0 j
Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128, consulting engineering firm HX-12C and 2HX-12D e
seng a
l j
(ref. 5 & 6)
Iy 1
a I
i I
x x
l l
- v Saddie X-Section
\\/
l Bolt Allowable:
Fued End:
The HXs are anchored by either 2 - 7/8' Grouted - In - Place - Bolts or by 2 - 1" l
1 Grouted - In - Place - Bolts. Since, non-shrink grout was used, the Grouted - In -
l i
Place - Bolts will have the same strength as the Cast - In - Place - Bolts.
(ref. 2, 3 & 4) l l
j Consider a 7/8" Cast - In - Place - Bolt; Pu = 20.44 kip (ref. 8)
Vu = 10.22 kip i
i Bolt Embedment = 14 - 2(7/8) = 12.25 * > L.,n = 8.75' (7/8" bolt)
(ref. 3 & 8)
= 12" > Lmm = 10' (1" bolt)
(ref. 4)
No embedment reduction factor.
Bolt Spacing = 20' > 12.625' (1' bolt)
(ref. 6 & 8)
. No spacing reduction factor.
)
)
Edge Distance is not applicable, because the HX's are not mounted on a l
concrete pad, they are mounted directly on the concrete floor thru a grout pad.
I ar.=ar.=l3s00 3000 O
==
eet 'o 8) c "c<ete stremet":
i
JOB NO. 91C2696 Criculition C-007 Sheet 7 of 32 i
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragillfles for 1HX 12A, HX-128' eck T. M Tseng consulting engineering firm HX 12C and 2HX-12D 4
Hence; P. = 20.44 x 0.926 = 18.93 kip V n = 10.22 x 0.926 = 9.4S kip Slotted End: The HXs are anchored by either 4 - 1/2" Grouted - In - Place - Bolts or by 4 -
4 5/8" Hilti Kwik Bolts. Since, non-shrink grout was used, the Grouted - In - Place -
Bolts will have the same strength as the Cast - In - Place - Bolts. (ref. 2,3 & 4)
Consider a 1/2" Cast - In - Place - Bolt; Pu = 6.66 kip (ref. 8)
Vu = 3.33 kip i
i i
Bolt Embedment = 9 - 2(1/2) = 8.0* > L
= 5*
(ref. 3 & 8)
{
/. No embedment reduction factor.
Bolt Spacing = 12" > 6.25" (ref. 6 & 8)
(
/. No spacing reduction factor.
Edge Distance is not applicable, because the HX's are not mounted on a j
i concrete pad, they are mounted directly on the concrete floor thru a grout pad.
j 3000 Concrete Strength: RF = RF.
3500 "
p
)
Hence; P.m = 6.66 x 0.926 = 6.17 kip V a = 3.33 x 0.926 = 3.08 kip Consider a 5/8" Hitti Kwik Bolt; Pu = 3.17 kip (ref. 8)
Vu = 3.79 kip Bcit Embedment = 4-1/2" > L. = 2.75" (ref. 4 & 8)
/. No embedment reduction factor.
Bolt Spacing = 12" > 6.25' (ref. 6 & 8)
/. No spacing reduction factor.
O 4
4 JOB NO. 91C2696 Criculrtion C-007 Sheet 8 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Rev..ision 0 Project l
STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis
)
a structural-mechanical Fragilities for 1HX-12A, HX-128, e
seng
)
consulting engineering firm HX-12C and 2HX-12D i
i j
Edge Distance is not applicable, because the HX's are not mounted on a concrete pad, they are mounted directly on the concrete floor thru a grout l
pad.
l Concrete Strength:
RF, 3000 -
4000 4
3000 RF. = 10000 + 0.65 = 0.95 i
4 Hence; P a = 3.17 x 0.75 = 2.38 kip V n = 3.79 x 0.95 = 3.60 kip q
i f
l in both cases the saddle is anchored to the base, pete by 2.- 1* ASTM A-307 l
l bolts. The 1" A-307 bolt has P s = 15.7 x 1.7 r 26.61 kip and Vea = 7.9 x 1.7 =
l 13.4 kips. Since both allowables are greater than twi:e the concrete anchorage
{
bolt allowables, the 1' A-307 bolts will not govem.
{
. Conservatively use; P. = 2.38 kip f
V., = 3.08 kip l
l l
l Check Base Plate Usina Yield Line Analysis:
j Fixed End:
(ref. 6) ates M Yield Unes Q
b t
ii,.inesome 7
20 7
O I
JOB NO. 91C2696 Calcul:tien C-007 Sheet 9 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USI A-46/IPEEE Seismic Evaluation Revision 0 O
Project
(./
STEVENSON & ASSOCIATES USl A 46IIPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragliifies for 1HX-12A, HX-128,
- "9 consulting engineering firm HX-12C and 2HX-12D Yield Lines:
1.06* Dia.
7 a
4 D
d e
f 3.5 ei 02 n_
h h
k 6.5*
9.75*
Line lengths: 1, = 4 - 1.06 / 2 = 3.47" lo = lo = 4 + 3.5 = 7.5";
Ic = 6.5 + 9.75 = 16.25" i = J33 + 9.75 _l.06/ = 9.83' I, = J33 + 63 _l.06 ' = 6.85*;
2 2
2 2
/2 t
2 Angles between lines:
0 = tan (6.5 / 3.5) = 61.7*
3 j
Og = tan (9.75 / 3.5) = 70.3' Consider a displacement of S at the bolt hole.
S S
= 0256 S Rotation about the lines:
p, = 63 + 9.75 6
S S
pn = 63 = 0.154 6; pc = 33 = 0286 S; pa 0.102 6 9.75 6 x cos 61.7* ' S x sin 61.7*
p, =
+
= 0324 6 6.5 33 S x cos703' S x sin 703*
pr =
+
= 0304 6 9.75 33 Energy Equilibrium; Work done by extemal forces equals work done by intemal forces.
W. = Wi O
JOB NO. 91C2696 Cricul;ticn C-007 Sheet 10 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A 46 /IPEEE, Equipment By: A. Karavoussianis c structural-mechanical Fragill'tles for 1HX-12A, HX-12B, ec seng consulting engineering firm HX-12C and 2HX-12D The plastic moment capacity of the base plate in (kip
- in / in)is; Mu = Z
- f =
x f, =
x 38 = 2.375 kip,ing f
S Po = Mu
- E (l * @)
i S Pu = Mu. S. ((3.47)(0.256) + (7.5)(0.154) + (16.25)(0.286) + (7.5)(0.102) +
i (6.85)(0.324) + (9.83)(0.304)
Pu = (2.375)(0.888 + 1.155 + 4.648 + 0.765 + 2.219 + 2.988) = E 1 kip Since, 0.9. Pu = 27.1 kip > P s = 18.93 kip
/ No base plate reduction factor is required.
Check Punching Shear.
P = f,. x = (d. + t) e t (45' load spread) p (ref. 7)
- d. = 1.31' using a Hex nut for 7/8" bolts; F = 15/16' P = (0.4)(38)(n)(1.31 + 0.5)(0,5) = 43.2 kip > Pau = 18.93 kip p
. The base plate is OK for punching shear.
Check Base Plate at Slotted End:
At the slotted end the saddle base plate is bolted to a 3/4" plate by 2 - 1' A-307 bolts. The 3/4" plate is anchored into the concrete floor by 4 - 5/8" Hilti Kwik bolts. The Hilti's are located 6' away on either side of the A-307 bolts. Therefore, assume that the effective width of the 3/4" plate is 34/2 = 17' and that the plate acts as a fixed - fixed beam with a load at the center (load is the A-307 bolt).
Plate Section Modulas; S = (17)(3/4)2 / 6 = 1.594 in Allowable Bending Stress; fo = 0.9 (36) = 32.4 ksi (assuming A36 steel)
Maximum Allowable Moment; Mm., = (32.4) (1.594) = 51.65 kip -in Maximum Allowable Force; Pm., = (51.65) (4) / (6) = 34.4 kip Force per Hilti = 34.4 / 2 = 17.2 kip >> P. = 2.38 kip;
- c. The 3/4* plate will not govem.
Check Saddle Welds:
(ref. 8)
R * = d x t
- x e' x 30.6 _ (dXk6)(4)(30.6)
= 2.86 > 1.0 The weld is OK.
P, 18.93
JOB NO. 91C2696 Calculation C-007 Sheet 11 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation p
Revision 0
, g Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-12B, ec seng consulting engineering firm HX-12C and 2HX-12D 4
Tank Freauencv in the Transverse (W-El and Vertical Directions:
(ref.17) 4 8
2 E = 29x10e psi = 4.176x10 psf; g = 32.2 ft/s fr = 2n qxS 4
nD n(3.17)2 2
q=
yn =
(156.5)= 1235 lbs/ft 4
4 I = nD t n(3.17)3(0.5)/12 3
4
= 0.521 ft 8
8 fr = 5.6
!(4176x10')(0.521)(32.2) = 20.7 Hz; The 20% range is 16.6 Hz to 24.8 Hz 2n }
(1235)(18)4 Tank Frecuency in the Lonaitudinal (N-Si Direction:
(ref.17) f=
8; g = 32.2 k2 = 386.4 nf; h = 25 3% = 6 in i
t lbf 6
21.1x10 k,
=
3 3
+
+
6 6
12 x E x I A xG (12)(29x10 )(161.4) (12)(11.5x10 )
y o
f=
= 82 Hz; The 20% range 65.6 Hz to 98.4 Hz, /. RIGID t
The IPEEE (reference PGA of 0.4G) spectral acceleration values of the central Auxiliary building at elevation 46'-O' for 5% damping are:
(ref.1) am = 0.47 G (@ 25 Hz)
%s = 0.32 G Rigid a = (2/3) x 0.47 G = 0.31 G (@ 25 Hz) v
JOB NO. 91C2696 Crilcul: tion C-007 Sh:ct 12 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USI A-46/IPEEE Seismic Evaluation ewsion 0 Project STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragill'tles for 1HX-12A, HX-12B' Check: T. M. Tseng consulting engineering firm HX-12C and 2HX-12D ll Calculate the Loads at the Base Plate Level:
Consider the center of gravity of the heat exchanger to be located at the mid-point between the j
two saddles, i
Transverse (W-E) Direction: Fws = 0.47 (30.79) = 14.47 kip (seismic force)
F The force in this direction force will be shared equally by both j
saddles.
25*
['
F = 14.47 / 2 = 7.24 kip y
/am V Mx = 7.24 x 25 = 181 kip-in Mr Longitudinal (N-S) Direction: F s = 0.32 (30.79) = 9.85 kip (seismic force)
N Fixed End; Fx = 9.85 kip Fss N
F, = 9.85 x 6 / 216 = 0.274 kip 1
6*
Stotted End; F, = 9.85 x 6 / 216 = 0.274 kip F,
g ' 216*
p F,
Vertical Direction:
Fv = 0.31 (30.79) = 9.54 kip (seismic force)
The force in this direction force will be shared equally by both
" Fv /2 Saddles.
F, = 9.54 / 2 = 4.77 kip 1772 2 F,
Dead Load: (Similar to Vertical):
Fot = -30.79 kip F, = -30.79 / 2 = -15.4 kip O
._~
JOB NO. 91C2696 Calculati::n C-007 Sh%t 13 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation g
Revision 0 Q
Project 4
STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis j
a structural-mechanical Fragilities for 1HX-12A, HX-128,
- "9 consulting engineering firm HX-12C and 2HX-12D I
j The SRSS method will be used to combine the seismic forces and calculate the required fragilities.
Calculate the Anchorage HCLPF for the Fixed End Saddle:
32 e 32
'181
'0.274 4.77 J
+
+
712 kip / bolt Bolt Pull-Out due to Seismic: P.
2 s s2s (27s s
f Bolt Shear due to Seismic:
V. = 2 V7.24 +9.85 = 6.11 kip / bolt 2
2 Bolt Load due to Dead Load: Pot = 15.4 / 2 = 7.7 kip / bolt For the shear - tension interaction consider the bolt failure mechanism.
Since, V. / Van = 8.11/ 9.46 = 0.65 > 0.3, the interaction equation is; (ref. 8)
' CN P
1.43V V
+1.43 ; But s1.0 ; where: P = xP, - Pot & V = xV,
\\j
=-
Psi ysi ysi
+ + 1.43V' '
7.7 '
'7.12 1.43 x 61l'
' 'P Pot
+
= 1.4 x = 1.43 + Psi s sPsi V
= 1.43 + 18.93s (18.93 + 9.46 s
(
ei,
s V
9.46 But, x s "," = 6.11
= 1.55
/. Use, x = 1.41 V
Since, the reference seismic PGA = 0.4 G, the HCLPF = 0.4x = 0.4(1.41) = 0.56 G.
Calculate the Anchorage HCLPF for the Slotted End Saddle:
f' 181 '2 32 e 32 r0.274 4.77
+
= 3.56 kip / bolt Bolt Pull-Out due to Seismic: P. = b(2)27,+ s 4
( 4s s
Bolt Shear due to Seismic:
V. = 7.24 / 4 = 1.81 kip / bolt Bolt Load due to Dead Load: Pot = 15.4 / 4 = 3.85 kip / bolt For the shear - tension interaction consider the bilinear formulation.
Since, V. / Van = 1.81/ 3.08 = 0.59 > 0.3, the interaction equation is; (ref. 8)
O
i JOB NO. 91C2696 Criculstlen C-007 Sheet 14 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A 46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-12B,
- "9 consulting engineering firm HX-12C and 2HX-12D I
s P
V V
P O.7 Psi +V
= 1.0 ; But sl.0 & Psi s 1.0 ; where: P = xP, - Pot & V = xV, y
oi gi
'0.7P, + VV, '
= 1.0 + O.7(3.85)'
'0.7(3.56) 1.81'
~
P x= 1.0 + 0.7 ot
+
= 130 s Psi ai, s
238 s s 238
+ 3.08s
+
Psi s s
V 3.08 Psi + Pot = 2.3 8 + 3.85 oi
= 1.70 & x$
=1.75 But, x s
=
V, 1.81 P,
3.56 However, if "x" is recalculated using the allowable for the 4 - 1/2" cast-in-place bolts; i.e. Pan = 6.17 kip and V,a = 3.08 kip
/. x = 1.45 Also, if "x" is recalculated using the allowable for the 4 - 5/8* Hilti Kwik bolts; i.e. Pan = 2.38 kip and V.a = 3.60 kip
/. x = 1.38 Therefore, x = 1.38 can be used in calculating the HCLPF and, since, the reference seismic PGA = 0.4 G, the HCLPF = 0.4x = 0.4(1.38) = 0.55 G, t
Calculate the Saddle HCLPF:
For allowable stress, consider; 1.7 x AISC Allowables, except for Dead Loads Therefore; Allowable Shear Stress, fy = 1.7 x 0.4 x 38 = 25 8 ksi (ref. 7) l Allowable Bending Stress, fe = 1.7 x 0.6 x 38 = 38.8 ksi but fe s 0.9(38) = 34.2 ksi, /. use 34.2 ksi Only the fixed end saddle will be check, because it alone supports all of the longitudinal load, hence, it is the critical saddle.
Shear Stresses:
fvx = Fx / Axx = 9.85 /12 = 0.82 ksi (low) << 25.8 ksi /. O.K.
fyy = F / Ayy = 7.24 /17 = 0.43 ksi (low) << 25.8 ksi /. O.K.
y Axial Compression Stress:
F, = 15.4 + 4.77 + 0.274 = 20.4 kip KL/ryy = (2) (6) / 2.39 = 5; Consider the A-36 allowable of 21.4 ksi (ref. 7) fc = F, / A = 20.4 / 28.25 = 0.72 ksi (low) << 21.4 ksi /. O.K.
l Bending Stress: (conservative)
M, = 181 kip-in & M = Fx x Saddle Height = 9.85 x 6 = 59.1 kip-in y
fox = Mx / Sxx = 181/ 220.1 = 0.82 ksi & foy = M / Syy = 59.1/ 26.2 = 2.26 kst y
fex + fey + f 0.82 + 2.26 0.72 l
~
342
+ 21.4 "
=
JOB NO. 91C2696 Calculation C-007 Sheet 15 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A 46/IPEEE Seismic Evaluation O
ewsion 0 (O
Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural mechanical Fragillites for 1HX-12A, HX-12B, heck T. M. Tseng i
consulting engineering firm HX-12C and 2HX-12D Therefore, the saddles will not govem the HCLPF.
j The HCLPF = 0.55, is govemed by the anchorage of the slotted end saddle.
Account for the effect of the nozzle loads:
C B
Ya 51' y
U U
/
21'.
, 3*
3*
21' Z
Nozzle Load coordinate System The supplied piping nozzle loads are due to SSE, therefore, the piping seismic nozzle loads will be multiplied by the factor of aipagg / asse. This factor is an estimate on the seismic nozzle loads for a reference PGA of 0.4G.
sse = 0.22 G (acceleration due to DBE @ > 16.6 Hz, HX frequency)
(ref.16) a West-East (Z - direction);
factor = 0.47 / 0.22 = 2.14 North-South (X - direction); factor = 0.32 / 0.22 = 1.45 Vertical (Y - direction);
factor = 2.14 (same as west-east factor)
Piping systems are an intricate collection of elbows, T-sections and straight pipe. Hence, it is not possible to predict the direction of the input earthquake which produced the nozzle loads.
Therefore, conservatively use the factor of 2.14 on all the SSE nozzle loads to estimate the seismic nozzle loads for a 0.4G reference PGA.
O
l j
JOB NO. 91C2696 Calculttisn C-007 Sheet 16 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 l
i USI A-46/IPEEE Seismic Evaluation Revision 0 Project 4
STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128, Check: T' M. Tseng consulting engineering firm HX 12C and 2HX-120 l
4 i
(ref.13) j 1
Nozzie Loads at Point A:
Ngig Forces in [ios] & Moments in (lbs-ft) 1HX-12A, Nozzle NP C5; Fx Fy Fz Mx My Mz l
i DL 249 166
-283
-981
-34
-1782 I
SSE x+y 1510 494 374 1602 1416 7153 SSE z+y 703 423 452 1954 637 3279
)
SRSS SSE 1666 650 587 2527 1553 7869 SRSS 0.4G 3564 1392 1255 5407 3323 16839 5
HX-128, Nozzle NP C255; Fx Fy Fz Mx My Mz i
), p.
DL
-604
-2135 762 870 1396 739 i ()
SSE x+y 135 274 218 347 289 866 SSE z+y 78 119 112 279 188 382 i
SRSS SSE 156 299 245 445 345 947 SRSS 0.4G 334 639 524 953 738 2026 j
HX-12C, Nozzle NP C355; 4
Fx Fy Fz Mx My Mz j
DL 389
-2322
-442
-968 118
-3347 SSE x+y 1551 527 501 1759 874 8024
).
SSE z+y 700 506 598 2117 423 3500 SRSS SSE 1702 731 780 2752 971 8754 j
SRSS 0.4G 3642 1563 1669 5890 2078 18734 i
2HX-12D, Nozzle NP C370; Fx Fy Fz Mx My Mz DL
-145
-2438
-23
-190 515
-520 SSE x+y 490 608 471 1602 801 2772 SSE z+y 482 637 578 1977 542 2135 SRSS SSE 687 881 746 2545 967 3499 SRSS 0.4G 1471 1884 1596 5445 2070 7488 l
JOB NO. 91C2696 Criculiti:n C-007 Shect 17 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A 46 / IPEEE, Equipment By: A. Karavoussianis ing e gInee n 89" 88 X-128, b"D Check: T. M. Tseng fm cons
, 2C an H
(ref.12)
Nozzle Loads at Point B:
h Forcesin(Ibs) & Momentsin(1bs-ft) 1HX-12A, Nozzle NP 5; Fx Fy Fz Mx My Mz DL
-48
-1493
-379
-31
-69 1718 SSE 652 320 226 900 1865 1335 Est. 0.4G 1395 685 484 1926 3991 2857 HX-128, Nozzle NP 135; Fx Fy Fz Mx My Mz DL 114
-2135
-11
-17 101 971 SSE 359 220 405 625 1071 1269 Est. 0.4G 768 471 867 1338 2292 2716 HX-12C, Nozzle NP 160; Fx Fy Fz Mx My Mz DL
-111
-2808 123
-214 157 642 SSE 412 202 407 704 839 1568 Est. 0.4G 882 432 871 1507 1795 3356 2HX-12D, Nozzle NP 185; Fx Fy Fz Mx My Mz DL 59
-3070 434 136 195 918 SSE 814 534 404 1075 2348 2071 Est. 0.4G 1742 1143 865 2301 5025 4432 O
JOB NO. 91C2659 Calcul tlen C-007 Sheet 18 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USI A 46/IPEEE Seismic Evaluation Revision 0 Pro 5ct STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX 128, Check: T. M. Tseng consulting engineering firm HX-12C and 2HX-12D (ref.15)
Nozzle Loads at Point C:
Matt Forcesin(Ibs) & Momentsin[1bs-ft) 1HX-12A, Nozzle NP 205; Fx Fy Fz Mx My Mz DL 646 148
-39 1277 212 572 SSE 1737 1708 2175 6388 1273 5958 Est. 0.4G 3717 3655 4655 13670 2724 12750 HX-128, Nozzle NP 280; Mz Fx Fy Fz Mx My DL
-388
-313 16
-15 16 513 4
SSE 770 167 1287 1198 9328 485 Est. 0.4G 1648 357 2754 2564 19962 1038 HX-12C, Nozzle NP 440; Fx Fy Fz Mx My Mz DL 25
-377 5
287
-42 299 SSE 3025 1310 1605 1021 7865 695 Est. 0.4G 6474 2803 3435 2185 16874 1487 2HX-12D, Nozzle NP 5; Fx Fy Fz Mx My Mz DL 32
-51 10
-1120
-126 1517 SSE 2340 2618 1942 6517 6271 7489 Est. 0.4G 5008 5603 4156 13946 13420 16026 0
JOB NO. 91C2696 Calcul:ti::n C-007 Sheet 19 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128,
- "9 consulting engineering firm HX-12C and 2HX-12D (ref.14) j Mozzle Loads at Point D:
Mote; Forcesin Dbs) & Momentsin Obs-ft) 1HX-12A, Nor!e NP 435; Fx Fy Fz Mx My Mz DL 380
-5288
-550 2953 911 296 SSE 843 1227 749 1783 1261 2736 Est. 0.4G 1804 2626 1603 3816 2699 5855 HX-12B, Nozzle NP 385; Fx Fy Fz Mx My Mz DL
-483
-651 91
-351
-524
-878 SSE 702 115 487 353 3244 764 Est. 0.4G 1502 246 1042 755 6942 1835 y
HX-12C, Nozzle NP 350; Fx Fy Fz Mx My Mz DL 93
-367 23 133
-377
-246 SSE 888 289 722 274 3484 490 Est. 0.4G 1900 618 1545 586 7456 1049 2HX-12D, Nozzle NP 5; Fx Fy Fz Mx My Mz DL
-26 574
-63
-1842 13 1264 SSE 392 639 871 2186 918 922 Est. 0.4G 839 1367 1864 4678 1965 1973 Two cases will be checked for nozzles loads; the maximum shear case and the maximum tensile case. By SRSS the Fx's, Fy's and Fz's of the individual nozzles for each of the Heat Exchangers (HX), the maximum shear case appeared on HX-12C and the maximum tensile case appeared on 2HX-12D.
In the calculation that follow, the Nozzle loads, are in "Ibs" and "Ibs-ft", but the base plate loads are in "Ibs and "Ibs-in". Also, see pages 5 611 of this calc. for base plate coordinate system.
9 e
C
JOB NO. 91C2696 Calcul:ti:n C-007 Sheet 20 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A 46/IPEEE Seismic Evaluation O
Project Rev..ision 0 V
STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128, Check: T. M' Tsen9 consulting engineering firm HX-12C and 2HX-120 l
Shear Case - HX-12C:
Fixed End Saddle; Dead Loads:
Nozzle (Ibs, Ibs-ft) l Fixed End Baseplate (Ibs, Ibs-in)
Loc. l Dir. I Mag. l Fx l
Fy Fz Mx Fx 389l 389 92 Fy
-2322l
-2580 Fz
-442l
-491
-25047 A
Mx
-968l
-11616 My 118l 7
334 Mz
-3347l 186 Sub-Totat: l 389
-485
-2302
-36328 Fx
-111
-111
-26 Fy
-2808 312 Fz 123
-14
-697 8
Mx
-214 My 157 9
445 Mz 642
-36 Sub-Total:
-111
-5 250
-252 Fx 25 25 6
Fy
-377
-382 Fz 5
5 259 C
Mx 287 3444 My
-42
-2
-119
)
Mz 299
-17 Sub-Total: 1 25j 3
-393 3584 Fx V3 93 22 Fy
-367 5
Fz 23 0
-16 D
Mx 133 My
-377
-21
-1068 Mz
-246 14 Sub-Total: l 93
-211 41
-1084 j
Total: I 396
-508l
-2404
-34081 Ov
JOB NO. 91C2696 Calculation C-007 Sheet 21 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 c.
USI A 46/IPEEE Seismic Evaluation F
Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis ragHi les r
- 2A, HX-128, conr ing e g eenn fm Check: T. M. Tseng HX-12C and 2HX-12D Seismic Loads:
Nozzle (Ibs, Ibs-ft)
Fixed End Baseplate (Ibs, Ibs-in)
Loc. l Dir.
Mag.
Fx Fy Fz Mx Fx 3642 3642 860 1737 Fy 156-Fz
-166V
-1854
-94577 A
Mx
-5890
-70680 My
-2078
-115
-5888 Mz
-18734 1041 Sub-Total:
3642 :
-1970 3637
-171144 Fx 882 882 208 Fy
-432 48 p
Fz 871
-97
-4936 B
Mx 1507 My
-1795
-100
-5086 Mz
-3356 186 Sub-Total:
882
-197 443
-;0022 Fx 6474 6474 1529 Fy 2803 2842 Fz
-3435
-3483
-177618 C
Mx
-2185
-26220 My
-16874
-937
-47810 Mz
-1487 83 Sub-Total:
6474
-4420 4453l 251648 Fx 1900 1900 449!
Fy
-618 9
Fz 1545
-21
-1094 D
Mx 586 My
-7456
-414
-21125 Mz
-1049 58 Sub-Total:
1900
-436 515
-22220 SRSS:
I 7718
-4863 5790 l -305305 O
~
JOB NO. 91C2696 Calculation C-007 Sheet 22 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 g
USl A-46/IPEEE Seismic Evaluation Revision 0 yf Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128, e
seng consulting engineering firm HX-12C and 2HX-12D Calculate the Anchorage HCLPF for the Fixed End Saddle of HX-12C with maximum shear nozzle loads:
Bolt Pull-Out due to inertial Seismic loads; P s = 7.12 kip / bolt i
V s = 6.11 kip / bolt Bolt Shear due to inertial Seismic loads; i
P ot = 7.70 kip / bolt Bolt Load due to inertial Dead load; i
34.1 2.4 Bolt Pull-Out due to D.L. Nozzle loads; Puot=
- = 0.06 kip / bolt Vuot = 1.40 + 0.51 = 032 kip / bolt 40 2
2 Bolt Shear due to D.L. Nozzle loads:
2 32 e 32
'305 5.8 Ps=
+
- 11.7 kip / bolt Bolt Pull-Out due to Seismic Nozzle loads:
N
( 27 s (2s O
1 V s = -47.72 + 4.86 = 4.56 p / bolt 2
2 Q
Bolt Shear due to Seismic Nozzle loads:
N Therefore; Pot = 7.70 - 0.06 = 7.64 kip / bolt Vot = 0.32 kip / bolt Ps = SRSS(7.12,11.7) = 13.7 kip / bolt Vs = SRSS(6.11,4.56) = 7.62 kip / bolt For the shear - tension interaction consider the bolt failure mechanism.
Since, (V, + Vot )/ Vei = (7.62 + 0.32) / 9.46 = 0.84 > 0.3, the interaction equation is; (ref. 8)
P 1.43V V
+ 1.43 ; But s1.0 ; where: P = xP, - Pot & V = xV, + Vot
-=-
Poi V
V oi oi 1.43 + Pot - 1.43Vot'P 1.43V, '
+,+V x=
Psi V
(Psi gi,
ei s
(
7.64 1.43 x 032' ' 13.7 1.43 x 7.62'
= (1.79) + (1.87) = 0.96 x = 1.43 + l8.93 - 9.46 s
(18.93 +
9.46 s
+
(
9.46-0.32 Voi - Vot
= 1.19
- c. Use, x = 0.96 But, x s
=
V 7.62 s
Since, the reference seismic PGA = 0.4 G, the HCLPF = 0.4x = 0.4(0.96) = 0.38 G.
l i
JOB NO. 91C2696 Cricul'.ti::n C-037 Sheet 23 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USI A-46/IPEEE S smic Evaluation Revision 0 STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128'
"*"9 consulting engineering firm HX-12C and 2HX-12D Slotted End Saddle; Dead Loads:
Nonle (Ibs, Ibs-ft)
Slotted End Baseplate (lbs, lbs-in)
_Lg..
Dir. I Mag.
Fx Fy Fz Mx Fx 389
-92 Fy
-2322 258 Fz
-442 49 2505 A
Mx
-968 My 118
-7
-334 Mz
-3347
-186 Sub-Total:
0 43
-20 2170 Fx
-111 26 P
Fy
-2808
-3120
\\
Fz 123 137 6970 B
Mx
-214
-2568 My 157
-9
-445 Mz 642 36 Sub-Total:
0 128
-3058 3957 Fx 25
-6 Fy
-377 5
Fz 5
0 4
C Mx 287 My
-42 2
119 Mz 299 17 Sub-Total: l 0
2 16 115 Fx 93
-22 Fy
-367
-372 Fz 23 23 1189 D
Mx 133 1596 My
-377 21 1068 Mz
-246
-14 Sub-Totat: l 0 1 44
-408l 3853 Total: l 0
217
-3470l 10096 OV
JOB NO. 91C2696 Criculati:n C-007 Sh:tt 24 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 IIPEEE, Equipment By: A. Karavoussianis a structuraf-mechanical Fragilifies for 1HX-12A, HX-12B,
- "9 consulting engineering firm HX-12C and 2HX-12D Seismic Loads:
Nozzle (Ibs, Ibs-ft)
Slotted End Baseplate (lbs, lbs-in)
Loc.
Dir. I Mag.
Fx Fy Fz Mx Fx
-3642 860 Fy
-1563 174 i
Fz
-1669 185 9458 A
Mx
-5890 My
-2078 115 5888 Mz 18734 1041 Sub-Total: !
O 301 2074 15345 Fx
-882 208 Fy 432 480 Fz 871 968 49357 B
Mx 1507 18084
^
My
-1795 100 5086 Mz 3356 186 Sub-Total:
0 1068 875 72527 Fx
-6474 1529 Fy
-2803 39 Fz
-3435 48 2433 C
Mx
-2135 My
-16874 937 47810 Mz 1487 83 Sub-Total: l 0
985 1650 50243 Fx
-1900 449 Fy 618 627 Fz 1545 1566 79889 D
Mx 586 7032 My
-7456 414 21125 Mz 1049 58 Sub-Total:
0 1981 1133 108047 SRSS:
0 2475 3013 140335 0
JOB NO. 91C2696 Cciculati:n C-007 Sheet 25 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Revision 0 U}
Project STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis ing e gIneer n
'9 fm Check: T. M. Tseng cons 2C and H MD Calculate the Anchoraae HCLPF for the Slotted End Saddle of HX-12C with maximum shear nozzle loads:
Bolt Pull-Out due to inertial Seismic loads; P s = 3.56 kip / bolt i
Bolt Shear due to Inertial Seismic loads; V s = 1.81 kip / bolt i
Bolt Load due to Inertial Dead load; P ot = 3.85 kip / bolt i
10.1 3.47 = -0.68 kip / bolt Bolt Pull-Out due to D.L. Nozzle loads; Psot = 27 x 2 - 4 Bolt Shear due to D.L. Nozzle loads:
Vuot = 0.217 / 4 = 0.05 kip / bolt
' 140 '2 3.0'2 r
Bolt Pull-Out due to Seismic Nozzle loads: Pus =
+
- 2.70 kip / bolt s27 x 2s s4s V s = 2.48 / 4 = 0.62 kip / bolt Bolt Shear due to Seismic Nozzle loads:
N Therefore; Pot = 3.85 + 0.68 = 4.53 kip / bolt Vot = 0.05 kip / bolt
)
Ps = SRSS(3.56,2.70) = 4.47 kip / bolt Vs = SRSS(1.81,0.62) = 1.91 kip / bolt For the shear - tension interaction consider the bilinear formulation.
Since, (V + Vot )/ Van = (1.91 + 0.05) / 3.08 = 0.64 > 0.3, the interaction equation is; (ref. 8)
Consider,4 - 5/8" Hilti Kwik bolts; i.e. Pan = 2.38 kip and Van = 3.60 kip P
V V
P-s l.0 0.7 Psi +V
= 1.0 ;
- But, s l.0 & Psi V
oi gi P' V '0.7P'+ y
V where: P = xP, - Pot & V = xV, + Vot; /. x = 1.0 + 0.7
+
Psi V
s Pgi gi j gi j x = 1.0 + O.7(4.53) 0.05'
'0.7(4.47) + 1.91'
= (2.32) + (1.85) = 125
+
238 3.60s s 238 3.60s Vgi-Vot 3.60-0.05 Poi + Por' = 2.38 + 4.53
= 1.86 & xs
=1.55 Also, x s
=
p Also, "x" is recalculated using 4 - 1/2" cast-in-place bolts (i.e. Pau = 6.17k, Van = 3.08k), and the equations on page 21 of this calculation.
/. x = 1.33 Hence, use x = 1.25 and, since, the reference seismic PGA = 0.4 G, therefore the HCLPF = 0.4x = 0.4(1.25) = 0.50 G.
Q
JOB NO. 91C2696 Calculation C-007 Sheet 26 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation g
Revision 0 g
Project STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-128, e
. seng consulting engineering firm HX-12C and 2HX 12D i
Tensile Case - 2HX-12D:
Fixed End Saddle; Dead Loads:
Nozzle (Ibs, lbs-ft)
Fixed End Baseplate (Ibs, Ibs-in)
Loc. I Dir. l Mag.
Fx Fy Fz Mx Fx
-145
-145
-34 Fy
-2438
-2709 Fz
-23
-26
-1303 A
Mx
-190
-2280 My 515 29 1459 Mz
-520 29 Sub-Total:
-145 3
-2714
-2124 Fx 59 59 14 fm
! )
Fy
-3070 341 Fz 434
-48
-2459 B
Mx 136 My 195 11 553 Mz 918
-51 Sub-Total: l 59
-37 304
-1907 Fx 32 32 8
Fy
-51
-52 Fz 10 10 517 C
Mx
-1120
-13440 My
-126
-7
-357 Mz 1517
-84 Sub-Total: l 32 31
-1281
-13280 Fx
-26
-26
-6 Fy 574
-8 Fz
-63 1
45 D
Mx
-1842 My 13 1
37 Mz 1264
-70 Sub-Total: I
-26 i
2
-84 81 l
Total: l
-80l
-30
-2623l
-17229
JOB NO. 91C2696 Calculation C-007 Sheet 27 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A 46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis Fragilities for 1HX-12A, HX-12B, cons ing e g neenn fm Check: T. M. Tseng HX-12C and 2HX-12D Seismic Loads:
Nozzle (Ibs, Ibs-ft)
Fixed End Baseplate (Ibs, Ibs-in)
Loc. l Dir. I Mag.
Fx l
Fy Fz Mx Fx 1471 1471 347 Fy 1884 2093 Fz
-1596
-1773
-90440 A
Mx
-5445
-65340 My
-2070
-115
-5865 Mz
-7488 416 Sub-Total: 1 1471
-1888 2857
-161645 Fx 1742 1742 411 Fy
-1143 127 Fz 865
-96
' 4902 O'
B Mx 2301 My
-5025
-279
-14238 Mz
-4432 246 Sub-Total:
1742
-375 785
-19139 Fx 5008 5008 1182 Fy 5603 5681 Fz
-4156
-4214
-214900 C
Mx
-13946
-167352 My
-13420
-746
-38023 Mz
-16026 890 Sub-Total:
5008l
-4959 7754 l -420275 Fx 839 839 198 Fy
-1367 19 Fz 1864
-26
-1320 D
Mx 4678 My
-1965
-109
-5568 Mz
-1973 110 Sub-Total:
839 1
-135 327
-6888 l
SRSS: l 5566l
-5322 8307
-450748l O
JOB NO. 91C2696 Criculation C-007 Shut 28 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USI A-46/IPEEE Seismic Evaluation Rev..ision 0 Project i
STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis i
a structural. mechanical Fragilities for 1HX-12A, HX-128, I
consulting engineering firm HX-12C and 2HX-12D ec seng l
l Calculate the Anchorage HCLPF for the Fixed End Saddle of 2HX-12D with maximum tensile nozzle loads j
l Bolt Pull-Out due to inertial Seismic loads:
P s = 7.12 kip / bolt i
Bolt Shear due to inertial Seismic loads; V s = 6.11 kip / bolt i
P ot = 7.70 kip / bolt Bolt Load due to inertial Dead load; i
172 2.6 Bolt Pull-Out due to D.L. Nozzle loads; Puot=
- = -0.66 kip / bolt g
Bolt Shear due to D.L. Nozzle loads:
Vuot= 40.08 + 0.03 = 0.04 kip / bolt 2
2
'451'*
'831'2 Ps=
s27> +s 2 >
= 172 kip / bolt Bolt Pull-Out due to Seismic Nozzle loads:
N Vs= d5.57 + 532 = 3.85 kip / bolt 2
2 Bolt Shear due to Seismic Nozzle loads:
N Therefore; Pot = 7.70 + 0.66 = 8.36 kip / bolt Vot = 0.04 kip / bolt Ps = SRSS(7.12,17.2) = 18.6 kip / bolt Vs = SRSS(6.11,3.85) = 7.22 kip / bolt l
For the shear - tension interaction consider the bolt failure mechanism.
Since, (V. + Vot )/ Va = (7.22 + 0.04) / 9.46 = 0.77 > 0.3, the interaction equation is; (ref. 8)
P 1.43V V
+ 1.43 ; But
$ 1.0 ; where: P = xP, - Pot & V = xV, + Vot
-=-
Psi V
V gi gi 1.43V
'P 143V, '
1.43 + Pot - y (Psi ot
, + -
+
x=
yi, Psi si s s
s 836 1.43 x 0.04' ' I 8.6 1.43 x 7.22'
= (1.87)+(2.07) = 0.90 x = 1.43 + 18.93 -9.46 s
s18.93 +
9.46 s
+
s 9.46- 0.04 i
Voi - Vot
= 130
/. Use, x = 0.90 l
But, x s
=
V 7.22 s
Since, the reference seismic PGA = 0.4 G, the HCLPF = 0.4x = 0.4(0.90) = 0.36 G.
l ba
(.
JOB NO. 91C2696 Calcuintirn C-007 Sheet 29 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USl A-46/IPEEE Seismic Evaluation Rev..ision 0
[
Project STEVENSON & ASSOCIATES USI A-46 / IPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-12B, consulting engineering firm HX-12C and 2HX-12D
- 9 Slotted End Saddle; Dead Loads:
Nozzle (Ibs, Ibs-ft)
Slotted End Baseplate (Ibs, Ibs-in) j Loc.l Dir. l Mag.
Fx.
Fy l
Fz Mx Fx
-145 34 Fy
-2438 271 Fz
-23 3
130 A
Mx
-190 My 515
-29
-1459 Mz
-520
-29 Sub-Total: l 0
-26 276
-1329 Fx 59l
-14 Fy
-3070l
-3411 O
Fz 434l 482 24593 B
Mx 136l 1632 My 195l
-11
-553 Mz 918l 51 Sub-Total:
0 471
-3374 25673 Fx 32
-8 Fy
-51 1
Fz 10 0
-7 C
Mx
-1120 My
-126 7
357 Mz 1517 84 Sub-Total: l 0
7 77 350 Fx
-26 6
Fy 574 582 Fz
-63
-64
-3258 D
Mx
-1842
-22104 i
My 13
-1
-37 Mz 1264 70
~ Sub-Total:
0
-65 658
-25398 i
Total:
0 388l
-2362l
-705 0
JOB NO. 91C2696 Calculati:n C.007 Sheet 30 of 32
SUBJECT:
Point Beach Nuclear Piant Date: 1/17/95 USI A 46/IPEEE Seismic Evaluation Rev..ision 0
(
Project STEVENSON & ASSOCIATES USI A-46 IIPEEE, Equipment By: A. Karavoussianis a structural-mechanical Fragilities for 1HX-12A, HX-12B,
- "9 consulting engineering firm HX-12C and 2HX-12D i
Seismic Loads:
Nozzle (Ibs, Ibs-ft)
Slotted End Baseplate (Ibs, Ibs-in)
Loc. I Dir. I Mag.
Fx Fy Fz Mx Fx
-1471 347 Fy
-1884 209 Fz
-1596 177 9044 A
Mx
-5445 My
-2070 115 5865 Mz 7488 416 l
Sub-Total:
0 292 973 14909 Fx
-1742 411
]
Fy 1143 1270 49017 Fz 865 961 8
Mx 2301 27612 My
-5025 279 14238 l'4z 4432 246
~
Sub-Total: i 0
1240 1928 90866 Fx
-5008 1182 Fy
-5603 78 Fz
-4156 58 2944 l
C Mx
-13946 My
-13420 746 38023 Mz 16026 890 Sub-Total:
1 0
803 2151 40967 Fx
-839 198 Fy 1367 1386 Fz 1864 1890 96384 D
Mx 4678 56136 My
-1965 109 5568 Mz 1973 110 Sub-Total:
0 1999 1694 158088 SRSS:
0 2503 3486 187481 l
O
JOB NO. 91C2696 Calcul:tlan C-007 Sheet 31 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/17/95 USI A-46/IPEEE Seismic Evaluation Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis a structurat mechanical Fragilities for 1HX 12A, HX-12B, e
seng consulting engineering firm HX-12C and 2HX-12D ualculate the Anchorace HCLPF for the Slotted End Saddle of 2HX-12D with maximum shear nozzle loads:
Bolt Pull-Out due io inertial Seismic loads; P s = 3.56 kip / bolt i
V s = 1.81 kip / bolt Bolt Shear due to inertial Seismic loads; i
P ot = 3.85 kip / bolt Bolt Load due to Inertial Dead load; i
0.71 236
= -0.58 kip / bolt Bolt Pull-Out due to D.L. Nozzle loads; Psot = 27 x 2 - 4 Bolt Shear due to D.L. Nozzle loads; Vuot = 0.388 / 4 = 0.10 kip / bolt
' 187 3.49'2 32 r Ps=
+
= 3.57 kip / bolt Bolt Pull-Out due to Seismic Nozzle loads:
N (27 x 2s s4s V s = 2.50 / 4 = 0.63 kip / bolt Bolt Shear due to Seismic Nozzle loads:
N
(]
Therefore; Pot = 3.85 + 0.58 = 4.43 kip / bolt V
Vot = 0.10 kip / bolt Ps = SRSS(3.56,3.57) = 5.04 kip / bolt Vs = SRSS(1.81,0.63) = 1.92 kip / bolt For the shear - tension interaction consider the bilinear formulation.
Since, (V, + Vot )/ Van = (1.92 + 0.10) / 3.08 = 0.66 > 0.3, the interaction equation is; (ref. 8)
Consider,4 - 5/8" Hitti Kwik bolts; i.e. P,n = 2.38 kip and V,n = 3.60 kip P
V V
P 0.7 Psi +V
= 1.0 ;
- But,
$1.0 & Poi s 1.0 y
gi si
'0.7P' + VV' '
P' Vot where: P = xP, - Pot & V = xV, + Vot;..x= 1.0+0.7
+
q Psi oi j Psi Vgi j 1.92'
'0.7(5.04) + 3 60 x = 1.0 + O.7(4.43) 0.10'
= (2.28)+ (2.02) = 1.13
+
~
( 238
. s
(
238 3.60s 3.60-0.10 Poi + Pot = 2.38 + 4.43 Vgi - Vot
= 1.82 & x s Also, x s
=
p 5.04 Also, "x" is recalculated using 4 - 1/2" cast-in-place bolts (i.e. Pon = 6.17k, V,n = 3.08k), and the equations on page 21 of this calculation.
.. x = 1.23 Hence, use x = 1.13 and, since, the reference seismic PGA = 0.4 G, therefore the HCLPF =
0.4x = 0.4(1.13) = 0.45 G.
JOB NO. 91C2696 Calculati:n C-007 Sheet 32 of 32
SUBJECT:
Point Beach Nuclear Plant Date: 1/1'il95 USl A-46/IPEEE Seismic Evaluation
<~N Revision 0 Project STEVENSON & ASSOCIATES USl A-46 / IPEEE, Equipment By: A. Karavoussianis ag es rH A, HX-12B' cons ing e g neenn fm Check: T. M. Tseng HX-12C and 2HX-12D It is not necessary to check the saddle stress with the addition of the nozzle loads because the goveming saddle stress interaction ratio (without the nozzle loads) is 0.13 (i.e. << 1.0) and the i
addition of the nozzle loads reduced the anchorage HCLPF by only 35%. Hence, an estimated saddle stress interaction ratio would be about; 0.13 / (1-0.35) = 0.20 << 1.0, therefore the saddles are OK.
Due to the nozzle loads the HCLPF was reduced from 0.55 G (without nozzle loads) to 0.36 G.
The HCLPF is govemed by the anchorage of the fixed end saddle of Heat Exchanger 2HX-12D.
Hence, the fragility = 0.36 x 2.1 = 0.76 G A-46 Evaluation:
(ref. 8 & 17)
For an A-46 evaluation, the 4% damped DBE floor response spectral acceleration is used.
Hence, the 4% damped spectral acceleration for the Central Auxiliary building at El. 44.3 is:
so,, = 0.22 G (@ > 21 Hz, HX frequency)
(ref.16) a Therefore, the minimum factor of safety is at least:
EN O2 W
UNS.H'EEE
lgl F.S.
=
fcf. PGA 0.22 0.4 GHor.DBE The minimum factor of safety is at least 1.31 for the A-46 evaluation, because in computing the HCLPF a factor of 0.47 / 0.22 = 2.14 (page 15) was used on the seismic nozzle loads but a factor of 0.32 / 0.22 = 1.45 was used to calculate the F.S. Hence, the heat exchanger are adequately supported for the A-46 issue.
l0 1
I 1
1 i
l 4
J d
l l
.i I\\
RHR Pumn. Area Cooline Coil 4
4 1
I
Wl:ctnsin El:ctric Pow:r Ccrap:ny Point B:cch Nuctrar Plant GIP Rev 2, Corracted 2/14/92 OUTLIER SEISMIC VERIFICATION SHEET (OSVS)
Sheet 1 of 2 ID : HX-98 (Rev. 0) l Class : 10. Air Handlers Desenption : RESIDUAL HEAT REMOVAL PUMP AREA COOLING COIL 4
Building : PAB l Floor El. : -5.00')0 l Room. Row / Col: AREA 8
- 1. OUTLIER ISSUE DEFINITION - Mechanical and Electrical Eauloment a.
Identify all the screening guidelines which are not met. (Check more than one if several guidelines could not be satisfied.)
Capacity vs. Demand Caveats X
Anchorage X
Seismic Interaction 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).
S&A calculation 91C2696-C-013 concluded that the isolators, in there existing condition (one un-anchored), do not provided sufficient anchorage for seismic loads and anchoring the un-anchored isolator will not help, therefore the unit is an outlier.
f
- 2. PROPOSED METHOD OF OUTLIER RESOLUTION fOptional)
- a. Defined proposed method (s) for resolving outlier.
V i
b.
Provide information needed to implement proposed method (s) for resolving outlier (e.g., estimata of fundamental frequency).
l l
i
- 3. SEISMIC OPERABILITY EVALUATION:
HX-98 is the cooling coilin the W-67/HX-98 Air Handling Unit. It is an outlier because the rubber isolators used as part of the unit anchorage detail do not have sufficient capacity to resist the tension load and shear load imposed by the estimated seismic inertial forces. The calculation uses the peak spectral accelerations for the PAB 8' elevation because of the uncertainty of the air handling unit natural frequency. HX-98 is included on the SSEL as part of the Service Water system to maintain service water integrity, its air handling and air cooling furstion are not required for safe shutdown. Based on the function, a loss of integrity of the attached duct work is no'; a concem.
The service water piping is 21/2" diameter carbon steel attached to the HX with bolted flanges. The 21/2" branch line comes directly off of the main 14" west service water supply header. HX movement may cause a break in the attached service water piping. Per discussions with the cognizant engineer for the Service Water system flow modeling, a break of the service water piping would not affect the ability of the Service Water system to supply O
service water to essentialloads. The area where the HX is located has also been reviewed for flooding. The HX V
is not considered seismically operable, however, for safe shutdown after an SSE, it is not requiied to be.
r l
Wl:cen:in Electric P w:r C:mprny - Paint Brach Nucl:ar Pirnt GIP Rev 2, Corr;ctsd 2/14/92 OUTLIER SEISMIC VERIFICATION SHEET (OSVS)
Sheet 2 of 2 ID : HX-98 (Rev. 0) l Class : 10. Air Handlers f
O Desenption : RESIDUAL HEAT REMOVAL PUMP AREA COOLING COIL Building : PAB l Floor El.. -5.0000 l Room, Row / Col: AREA 8 1
- 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:
Date:
Approved by:
/
)
/'
~
t i
i i
e e
O
Wi:centin Electric Pcw:r Ccmp ny - Point B:ach NuclIar Plant GIP Rsv 2, Corracttd,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: No Sheet 1 of 4 m
ID : HX.98 ( Rev. 0 )
l Class : 10. Air Handlers Q
Desenption : RESIDUAL HEAT REMOVAL PUMP AREA COOLING COIL Building : PAB l Floor El. : -5.0000 l Room Row / Col: AREA 8 Manufacturer, Model Etc.
SEISMIC CAPACITY VS DEMAND 1.
Elevation where equipment receives seismic input
-5.00 2.
Elevation of seismic input below about 40' from grade (grade = 8.00)
N/A 3.
Equipment has fundamental frequency above about 8 Hz (est. frequency = )
N/A 4.
Capacity based on:
1.50
- Bounding Spectrum G.
Demand based on:
1.00
- Conservative Design Floor Response Spectra 2.000
/
C G
/
t l
LOG y...........
v
\\
- l l
il 0.100 /
i i
e i i i e i
i i
i i i ii 1.00 LOG Hz 100.00 Capacity
. Demand File Record Capacity H \\ GIP \\ GIP \\ spectra. des LabeilBounding Spectrum Demand 1 H.\\ GIP \\PROJ002D\\ spectra. des PLANTIPoint Beach lBulLDINGl Aux Central PartlELEVATIONl8l DIRECTION!Honzontal
~ Demand 2 H.\\ GIP \\PROJ002D\\ spectra des PLANT l Point Beach lBulLDINGl Aux Central PartlELEVATIONt8lDIRECTIONIHorizontal Does capacity exceed demand?
Yan
_. _ _ _ _ _ _ __~.
Wisc nsin El:ctric Paw r Comp ny - Paint Bxch Nucl:ar Plant GIP Rsv 2, Corr:ctad,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: No Sheet 2 of 4 ID : HX-98 ( Rev.- 0 )
l Class : 10. Air Handlers Desenption : RESIDUAL HEAT REMOVAL PUMP AREA COOLING COIL Building : PAB l Floor El. : -5.0000
- { Room, Row / Col: AREA 8 Manufacturer, Model. Etc.
CAVEATS - BOUNDING SPECTRUM AH/BS Caveat 1 - Earthquake Experience Equipment Class.
Yes AH/BS Caveat 2 - Anchorage of Internal Components Adequate.
Yes AH/BS Caveat 3 - Doors Secured.
Yes AH/BS Caveat 4 - No Possibility of Excessive Duct Distortion Causing Binding or Misalignment Yes of Internal Fan.
AH/BS Caveat 5 - Base Vibration isolation System Checked.
No*
AH/BS Caveat 6 - Sufficient Slack and Flexibility of Attached Lines.
Yes AH/BS Caveat 7 - Adequate Anchorage.
No*
AH/BS Caveat 8 - Potential Chatter of Essential Relays Evaluated.
N/A AH/BS Caveat 9 - No Other Concems.
Yes is the intent of all the caveats met for Bounding Spectrum?
No ANCHORAGE
[!'
- 1. The sizes and locations of anchors have been determined.
Yes :
- 2. Appropriate equipment charactenstics have been determined (mass, CG, natural freq.,
Yee damping, center of rotation).
j
- 3. The type of anchorage is covered by the GIP.
Yes
- 4. The adequacy of the anchorage installation has been evaluated (weld quality and length, Yes i
nuts and washers, expansion anchor tightness, etc.)
- 5. Factors affecting anchorage capacity or margin of safety have been considered: embedment Yes length, anchor spacing, free-edge distance, concrete strength / condition, and concrete cracking.
- 6. For bolted anchorages, any gaps under the base are less than 1/4.
Yes
- 7. Factors affecting essential relays have been considered: gaps under the base, capacity N/A reduction for expansion anchors.
- 8. The base has adequate stiffness and the effect of prying action on anchors has been Yes considered.
- 9. The strength of the equipment base and the load path to the CG is adequate.
No*
- 10. The adequacy of embedded steel, grout pads or large concrete pads have been evaluated.
Yes
- 11. The anchorage capacity exceeds the demand.
No*
Are anchorage requirements met?
d2 9
O
Wisc:;nsin Electric Paw;r Ccmpany - Pcint 8:ach Nuclear PI:nt GIP Rsv 2 Corrected,2/14/92 SCREENING EVALUATION WORK SHEET (SEWS)
Status: No Sheet 3 of 4 O
ID : HX-98 ( Rev. 0 )
l Class : 10. Air Handlers b
Desenption : RESIDUAL HEAT REMOVAL PUMP AREA COOLING COIL Building : PAB l Floor El. : -5.0000 l Room. Row / Col: AREA 8 Manufacturer, Model. Etc.
INTERACTION EFFECTS
- 1. Soft targets are free from impact by nearby equipment or structures.
Yes
- 2. If the equipment contains sensitive relays, it is free from all impact by nearby equipment or N/A structures.
- 3. Attached lines have adequate flexibihty.
Yes
- 4. Overhead equipment or distnbution systems are not likely to collapse.
Yes
- 5. No other adverse concems were found.
Yes is equipment free of interaction effects?
Y.e.s IS EQUIPMENT SEISMICALLY ADEQUATE 7 No COMMENTS
?
The SRTs are A. R. Bayer and W. Djordjevic - 10/19/93, REF: WEPCo. W.O. No. 9411729 " Verification of Expansion Anchor Installation Adequ.acy for SSE" and S&A fs1 Calculation No. 91C2696-C-013 "USI A-46 / IPEEE, Equipment Fragilities for HX-98 and HX-99" App. Date V
3/20/95.
Anchorage:
HX-98 is a cooling coil which serve the Emergency Cooling Fan W-67 and are both located inside the same housing unit. The cooling coil is bolted to two opposite walls of the housing by a number of 1/2" bolts and is judged to be adequately supported. The housing is mounted on two C4s, which span across its width. The C4s are bolted by 3/8" bolts to 4 rubber isolators (Korfund Type FB), which are in a 37.75" x 62.5" square pattem (ref.
S&A Calc.) The isolators are anchored into a 4" high concrete pad by 2 - 3/8" expansion anchors per isolator.
The torque tightness check (ref. - W.O. No. 9411729) concluded that one of the isolators is un-anchored and the other 3 are anchor by 3/8" Phillips which yield less than 1/4" tum when tested. Also, the referenced S&A calculation concluded that the isolators do not provided sufficient anchorage for seismic loads and anchoring the un-anchored isolator will not help, therefore the unit is an outlier.
Interaction:
The attached piping is adequately supported, so it won't fail at the cooling coil.
Evaluated by:
Date:
~/
bbb/W N
L
Attachment:
Pictures
i l
Wisconsin Elsctric Power Company - Point Bsach Nucisar Plant GlP Rev 2, Corrected,2/14/92 l
SCREENING EVALUATION WORK SHEET (SEWS)
Status: No j
Sheet 4 of 4 3
ID : HX-98 ( Rev. 0 )
l Class : 10. Air Handlers Description : RESIDUAL HEAT REMOVAL PUMP AREA COOLING COIL Building : PAB l Floor El. : -5.0000 l Room, Row / Col: AREA 8 j
Manufacturer, Model. Etc.
,1 PICTURES i
(
l
{
_I
/
^
l
/
Fig.1; HX Area Cooling Coif Fig.2: HX Anchor 03 tail, Vibration isolator,
i i
I iO l'
l l
4 l0 4
- - - -