ML20087H845

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Seismic Analysis of 4160-Volt Switchgear & 460-Volt Unit Substation Cabinets
ML20087H845
Person / Time
Site: Oyster Creek
Issue date: 11/30/1983
From:
MPR ASSOCIATES, INC.
To:
Shared Package
ML20087H840 List:
References
TASK-03-06, TASK-3-6, TASK-RR MPR-794, NUDOCS 8403220004
Download: ML20087H845 (96)
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Text

. _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -

L MPR ASSOCIATES. INC.

OYSTER CREEK NUCLEAR GENERATING STATION SEISMIC ANALYSIS OF 4160 VOLT SWITCHGEAR AND 460 VOLT UNIT SUBSTATION CABINETS MPR-794

)

Prepared for:

GPU Nuclear Parsippany, New Jersey November, 1983 8403220004 840313 PDR ADOCK 05000 1050 CONNECTICUT AVENUE. N.W. WASHINGTON. D.C. 20036 202 659-2320

M P R ASSOCIATES. INC.

TABLE OF CONTENTS

! 1. INTRODUCTION 1.1 PURPOSE 1.2 SCOPE

2.

SUMMARY

AND CONCLUSIONS 2.1

SUMMARY

2.2 CONCLUSION

S

)

3'. DESCRIPTION OF ANALYSES i 3 . J. ANCHORAGE EVALUATION 3.1.1 Seismic Loads I

3.1.2 Tensile Pullout Loads 3.1.3 Shear Loads 3.1.4 Acceptance criteria 3.1.5 Values of Pmax and Vmax 3.2 LOAD PATH EVALUATION i

3.2.1 Description of Load Paths i

3.2.2 Loads

[

4. REFERENCES I
5. APPENDICES A. EVALUATION OF CABINET' ANCHORAGE B. LOAD PATH ANALYSIS FOR 4160 VOLT SWITCHGEAR .

C. LOAD PATH ANALYSIS FOR 460 VOLT UNIT SUBSTATION t

M PR ASSOCIATES. lNC.

1. INTRODUCTION

\

1.1 PURPOSE This report presents the results of a seismic analysis of two types of safety-related electrical equipment at the Oyster Creek Nuclear Generating Station: 4160 Volt Switchgear and 460 Volt Unit Substation cabinets. The l seismic analysis of this equipment was' performed in response to Section 4.11(3) of NUREG-0822 (Integrated Plant Safety Assessment - Seismic Evaluation' Program - Oyster Creek l Nuclear Generating Station) which requested, in part, that '

the licensee (GPU Nuclear /JCP&L) perform seismic analysis of the 4160 volt Switchgear to demonstrate the adequacy of the anchorage. In addition, Section 4.11(3) of NUREG-0822

! requested that the licensee perform a seismic load path evaluation for at least two typical electrical cabinets to demonstrate the structurai integrity of internally mounted components.

In accordance with the requests of NUREG-0822, this report

[

presents results of anchor adequacy and internal load path evaluations for both the 4160 Volt Switchgear and the 460 f

Volt Unit Substation cabinets.

1.2 SCOPE The specific electrical equipment analyzed in this report includes four cabinet units of the 4160 Volt Switchgear (Units lA, 1B, 1C, and 1D) , located in the turbine building at elevation 23'-6", and two cabinet units of the 460 Volt Unit Substation (Units lA2 and 1B2) , located in the reactor l 1-1

building at elevation 23'-6". Each 4160 Volt Switchgear consists of 9 to 12 individual breaker cabinets mounted side by side and connected mechanically and electrically to form a unit of switchgear equipment. Each 460 Volt Substation consists of sevcn individual breaker cabinets which are mounted side by side and are connected mechanically and electrically similar to the 4160 Volt cabinets.

The anchor adequacy and load path evaluations described in this report considered the effects of earthquake and dead-weight loads. The seismic input used to evaluate the effects of earthquake loads was' based on floor response spectra generated by Lawrence Livermore National Laboratory (revised Appendix B of NUREG/CR-1981) , scaled to the zero period acceleratio'n of 0.165 g 's recommended by the NRC for use in SEP evaluations.

The anchor adequacy analysis was performed for each of the 4160 volt and 460 volt cabinets described above because of weight and anchor variations between the individual cabinets. The load path evaluations, however, were only performed for single individual 4160 volt and 460 volt cabinets selected based on field examination to be representative of the most limiting configurations.

l l-2

)

M P R ASSOCIATES, INC.

2.

SUMMARY

AND CONCLUSIONS 2.1

SUMMARY

Results of the anchor adequacy analyses for the 4160 Volt Switchgear and the 460 Volt Unit Substation cabinets are -

presented in Table 2-1. This table presents calculated pullout loads (P) and shear loads (V) on the anchors during the operating basis earthquake (OBE) and the safe shutdown earthquake (SSE). The seismic loading consists of the combined effects of two horizontal and one vertical earth-quake loads isgether with deadweight load. The adequacy of the anchors under combined pullout and shear loads was determined from the following linear interaction formula.

P V 1 n , ,

Pmax Y Factor of Safety max The objective of the analyses was to show that the minimum factor of safety for the combined pullout / shear loading exceed 4.0. The limiting pullout and shear values (Pmax and Vmax, respectively) were taken at the mean failure strengths of anchors based on tests performed by Teledyne Engineering Services (Reference a). The limiting pullout and shear values used in this analysis are given in Table 2-1. The limiting values used for anchors in the 460 volt cabinets were based on test data of actual anchors and embedment lengths used in the 460 volt cabinets (1/2" Hilti Kwick-Bolt with 2-1/4" embedment). The limiting values used for anchors in the 4160 volt cabinets wer'e based on the lower bound of the mean failure strengths for seven different 1/2-inch anchors with embedments greater than 2 inches. A

?

lower bound of the test data was used since the anchors in e

2-1 N

the 4160 volt cabinets are of unknown type and embedment.

(A discussion of embedment length assumptions and test data is presented in Section 3 of this report.)

As shown in Table 2-1, for OBE loads, the calculated pullout / shear load combinations for the 4160 volt and 460 volt cabinets result in minimum factors of safety on anchor failure of 11.15 and 7.35, respectively. For SSE loads, the calculated. pullout / shear load combinations for the 4160 volt and 460 volt cabinets result in minimum factors of safety of 4.39 and 3.45, respectively. Although the 460 volt cabinets do not explicitly meet the original objective of a factor of safety of 4.0, because of the conservatisms in the analytical approach used, a factor of 3.45 is considered' cufficient margin'to assure no anchorage failure during a safe shutdown earthquake. For' example, the analysis assumed that the horizontal earthquake acbeleration is the peak of the response spectra rather than the actual acceleration associated with each cabinets natural frequency.

Results of the load path evaluations for the 4160 Volt Switchgear and the 460 Volt Unit Substation cabinets are presented in Table 2-2. This table presents calculated stresses in the limiting structural and support members of the typical 4160 volt and 460 vol.t electrical cabinets. The

~

limiting members were determined from visual inspections of each cabinet type. As shown in Table 2-2, all calculated stresses are well within allowable values (less than 50% of the allowables).

s 8

2-2 L .

2.2 CONCLUSION

S Based on analyses presented in this report and summarized in Tables 2-1 and 2-2, the 4160 Volt Switchgear and 460 Volt Unit Substation cabinets are adequately anchored to withstand the effects of the OBE and SSE. In addition, the internal com-ponents of these cabinets are adequately mounted such 'that their structural integrity will be maintained. This satisfies the requirements of Section 4.ll(3) of NUREG-0822.

l E 2-3 1

~

N

Table 2-1 ANCHOR ADEQUACY RESULTS OBE LOADS Pullout Shear P/p max

+ V/ymax Factor of Equipment Ioad Load Safety

'P' 'V' (Note 1)

(1bs) (Ibs) 4160 volt Switchgear Units:

l 1A (Note 2) 515.5 0.090 11.15

> 1B (Note 2) 461.8 0.080 12,45 1C (Note 2) 368.7 0.064 15.59 ID (Note 2) 368.7 0.064 15.59 460 Volt Unit Substation

'inits:

f. .

1A2 314.2 431.5 0.136 7.35 IB2 333.7 384.6 0.135 7.39 SSE LOADS Pullout Shear P/p + V/ymax Tactor of Equipment Load Load max Safety

'P' 'V' (Note 1)

(lbs) (1bs) 4160 Volt Switchgear Units:

1A 272.9 895,7 0.228 4.39 IB 270.6 802.4 0.211 4.75

{, 1C 327.5 640.7 0.198 5.06 1D 275.4 640.7 0.184 5.44 460VoltbnitSubstation -

Unitr:

[ lA2 763.1 718.2 0.230 3.45 1B2 761.,6 640.1 0.279 3.58

_ NOTES: -

1. For anchors on the 4160 volt cabinets, Pmax = 3,804 lbs and Vmax = 5,748 lbs (lower bound values for seven different 1/2" anchors with embedment .

. greater than 2"). For anchors on the 460 volt cabinets, Pmax = 3,804 lbs and Vmax = 8,076 lbs (1/2" Hilti Kwick-Bolt with 2-1/4" embedmont).

2. For OBE, the scismic load was less than the deadweight load. Therefore, I

there is no net pullout (tensile) load on the anchor bolts.

e TABLE 2-2 ,

1 STRESS ANALYSIS RESULTS FOR I INTERNALLY MOUNTED COMPONENTS a

OBE LOADS Type of OBE Stress Allowable Equipment Component (Note 1)

Stress Load Ary Stress Stress

,1bs) (in ) (psi) (Note 2) 4160 Volt 1/8-Inch Welds on Switchgear Support Angles Shear 3,920 2.245 1,746 24,360 1/4 x 2/3-Inch Support Grooves Shear 1,562 0.330 4,733 19,150 1/2-Inch Support Rods Shear 1,562 0.393 3,975 19,150 Support Angles Bending 2,503 -- 4,378 31,600 460 Volt 1/2-Inch Breaker Unit Pins Shear 1,188 0.785 1,513 19,150 Substation i

1/8 x 3/8-Inch Keys Shear 586 0.094 6,245 19,150 I

1/4-Inch Rivets Shear 1,188 0.393 3,026 19,150 q SSE LOADS Type of SSE Stress Allowable Equipment Component Stress Ioad Stress Stress (Note 1) (lbs) Aref)

(in (psi) (Note 2)

I 4160 Volt 1/8-Inch Welds on Switchgear Support Angles Shear 4,729 2.245 2,107 24,360 1/4 x 2/3-Inch .

4 Support Grooves Shear 2,360 0.330 7,150 24,360 1/2-Inch Support Rods Shear 2,360 0.393 6,004 24,360

Support Angles Bending 2,656 -- 4,645 40,600 1 460 Volt 1/2-Inch Breaker ,

Unit Pins Shear 1,498 0.785 1,908 24,360 Substation 1/8 x 3/8-Inch Keys Shear 891 0.094 9,503 24,360 1/4-Inch Rivets Shear 1,498 0.393 3,815 24,360 1

Notes:

1. Incations of each companenc are shown on Figures 3-3 and 3-4.

j 2 Structural materials are assumed to have properties similar to ASTM A-36 1

steel. Allowable stress values are given in Section 3.2.2 of this report.

l l

l I'

M PR ASSOCIATES. INC.

(

3. DESCRIPTION OF ANALYSES This section of the report describes the analyses that were performed for the 4160 Volt Switchgear and the 460 Volt Unit Substation cabinets.

3.1 ANCHORAGE EVALUATION 3

A typical electrical cabinet and anchorage details are shown in Figure 3-1. The tensile pullout loads.and shear loads on the anchors were calculated by taking into account seismic and deadweight loads. Detailed calculations of the L anchorage loads are given in Appendix A.

3.1.1 Seismic Loads

, In accordance with the methodology described in USNRC Regulatory Guide 1.92, the tensile pullout loads and shear loads due to seismic events were obtained by taking the square root of the sum of the squares (SRSS) of the anchor bolt load directional responses due to three components of earthquake motion (two horizontal and one vertical). Each earthquake loading was considered to act independently of the others. The seismic loads evaluated consist of the operating basis earthquake (OBE) and the safe shutdown earthquake (SSE). Seismic loads are defined by horizontal and vertical. response spectra generated by Lawrence Livermore Laboratories (LLL) in the r.evised Appendix B of NUREG/CR-1981 (Reference b).

Peak horizontal accelerations and the zero period vertical accelerations were taken from the LLL spectra to calculate 3-1 5

S

anchor bolt loads. The zero period vertical acceleration values were choosen due to the high natural frequencies of the cabinets in the vertical direction resulting from the large vertical stiffnesses of the cabinets. Calculations of cabinet vertical natural frequencies are given in Appendix A.

Peak horizontal accelerations were used since the natural frequencies of the cabinets in the horizontal direction are expected to be in the 5-10 Hz range which includes the peak horizontal accelerations. No explicit horizontal natural frequency calculations were performed.

The accelerations were based on. damping values of 4% for OBE and 7% for SSE for bolted steel structures in accordance

,0.165g's for Oyster Creek versus the ZPA at ground of 0.229's used in NUREG/CR-1981. The acceleration values used in this analysis are summarized below.

OBE - 4% In:rping SSE - 7% Damping Equipment Incation Vertical Horizontal Vertical Horizontal (g 's) (g 's) (g 's) (g 's) 4160 Volt 'nirbine Switchgear Building 0.065 0.47 0.13 0.71 (Units-1A, El. 23'-6" 1B, 1C, 1D) 4160 Volt Reactor Unit Substation Building 0.095 0.69 0.19 1.05 (Units-lA2, 1B2) El. 23'-6"

{

3.1.2 Tensile Pullout Loads The net anchor bolt pullout loads (P) were calculated by subtracting the average effective deadweight anchor bolt 3-2 b

loads (compressive) from the SRSS seismic anchor bolt loads (tensile).

P= 9GPh(N-S)2 , ph(E-W)2 , py 2'_ pd P - Anchor bolt pullout load

- Anchor pullout load due to a horizontal Ph(N-S) earthquake acting in the north-south direction

- Anchor pullout load due to a horizontal Ph(E-W) earthquake acting in the east-west direction Py - Anchor pullout load due to a vertical t earthquake P

d Effective downward load on'the anchor due to deadweight As indicated above, a local horizontal orientation system was defined in this analysis to differentiate between the two horizontal earthquakes (north-south and east-west). The direction reference is shown in F.igure 3-1. -

Pullout loads due to vertical earthquake motion were cal-culated by taking the weight of the cabinet times the vertical acceleration divided by the total number of anchor bolts. Pullout loads due to horizontal earthquake motion were calculated based on the assumption that the force reacting the overturning moment in bolt row 'i' is pro-portional to the distance from the tipping axis and the number of bolts in the row. A derivation of the pullout loads due to horizontal earthquake motion is presented in Figure 3-2. The formulas used to calculate pullout loads from individual earthquake motions are derived in Appendix A and are summarized below.

I 3-3 h .

1

Py = W* gy Nt

'9 h H cg X

= i Ph(N-S)

Ni i

= W

  • gh *H cg *X i Ph(E-W) 2

"[X 1=1 i

Ni

, Where:

W = Cabinet weight (lb) gh = Peak horizontal acceleration (g 's) gy = ZPA vertical acceleration (g's)

H

  1. 9

= Distance from floor to cdbinet center of gravity (ft)

Xg

= Distance measured from the tipping edge to bolt row 'i' (ft)

Ni

= Number of bolts in row ' i '

Nt = Total number of anchor bolts in cabinet -

The ef'fective anchor deadweight load is P

D E

Nt L which is the total cabinet weight divided by the total f number of anchor bolts.

3.1.3 Shear Loads Shear loads on the anchor bolts are caused by two horizontal earthquake motions. It was assumed in this analysis that the total horizontal seismic load is reacted by: 1) shear across the f ace of the anchor bolts and 2) friction between

[ 3-4 6

the cabinets and the concrete floor. The formula used to calculate shear (V) on the anchors is derived in Appendix A and given below.

V=W I 2 y ygh2 + 9h -

[1(1 - 9vI Horizontal Seismic Horizontal Load Load due to two taken by friction components of between the horizontal earth- cabinet and the quake motion and the floor 4

I The coefficient of friction ([L) between the concrete floor and the cabinet was conservatively assumed to be 0.20.

The calculated pullout and shear values for the 4160 volt and 460 volt cabinets are presented in Table 2-1 in Section 2 of this report.

3.1.4 Acceptance Criteria A combination of the effects of pullout and' shear loads were used in the criteria to evaluate cabinet anchor adequacy.

The criteria were based on actual test data compiled by Teledyne Engineering Services for JCP&L and other utilities.

Teledyne tested the combined pullout (P) and shear (V) behavior of a large number of anchor bolts of many sizes and types. Based on the lower bound of this test data, a linear interaction model was developed as follows:

P V 1

+ =

P V #* f 0*

max max Where:

P -

mean failure pullout strengths max V - mean failure shear strengths max F. of S. -

Factor of Safety I -

5 3-5 r

I L

s The objective was that the anchorages meet a minimum factor pf safety of 4.0 for the SSE loading combination.

The use of the mean failure value for a test rather than the f minimum failure value of any one ' tit within a test in the interaction formula is concidered appropriate in evaluating j the anchor bolt strength of the 4160 volt and 460 volt cabinets since the cabinets are held down by a fairly large number of anchor bolts (i.e., a minimum of 39 for the 4160 volt cabinets and a minimum of 28 for the 460 volt cabinets).

Thus, the overall strength of the anchorage for the 4160 volt ,

cabinets and 460 volt cabinets would be governed by the mean failure strength of all the anchor bolts; not the minimum failure strength of any one anchor bolt.

1

5. Values of Pmax and Vmax The pullout and shear failure values, Pmax and Vmax, used in the analysis are summarized below.

Anchor P max Ymax i Equipment Description (lb) (lb) b 4160 Volt Size - 1/2-inch 3,804 5,748 Switchgear Type - ?

Embedment - ?

460 Volt Size - 1/2-inch 3,804 8,076 Unit Substation Type - Hilti Kwick-Bolt Embedment 1/4-inches The type of anchor used in the 460 volt cabinets, the anchor size, and the anchor embedment are the same as one of the anchor bolt conditions tested by Teledyne. The values of 3-6

Pmax and Vmax were therefore taken as the mean failure strengths reported by Teledyne in Reference a.

The type and embedment length of the 1/2-inch anchor bolts used in the 4160 volt cabinets are unknown. In order to select conservative mean failure strengths for these anchors, actual Teledyne test data were reviewed in an attempt to set limits at the lower bound of the mean f ailure strengths representing many anchor types for reasonable conditions of embedment. Review of the Teledyne data indicated that, especially for 1/2-inch anchors, embedment is the dominant factor influencing pullout strength. Anchors embedded greater than 2 inches showed considerably higher pullout resistance than anchors embedded 2 inches or less. Based on JCP&L/GPUN installation specifications and vendor literature, it was concluded that for the original plant construction, as

. well as for the newly installed 1/2 -inch anchors, the anchor embedment was probably greater than 2 inches. The values of P and Vmax were therefore based on the lower bound test max data for all the 1/2-inch anchors tested with embedments greater than 2 inches (Teledyne tested nine 1/2-inch anchor types, seven of which were embedded greater than 2 inches.)

Using the Pmax and Vmax values discussed above, the results of anchor adequacy analyses using the linear interaction model are calculated and presented in Table 2-1 in Section 2

( of this report.

3.2 LOAD PATH EVALUATION l

Typical breaker cabinets and the breaker internal support structures for the 4160 Volt Switchgear and the 460 Volt Unit Substation cabinets are shown on Figures 3-3 and 3-4, t

~

3-7 s

, - , . --- - - , - - ,-nmy .,, -- y n , , . - , . - .-y.-, . , ,.- - - , --

respectively. Visual inspections of the cabinets were made to determine the load paths and limiting components in each structure. Calculations of the stresses in the limiting components for the 4160 Volt Switchgear cabinets are presented in Appendix B. Calculations of the stresses in the limiting components for the 460 Volt Unit Substation cabinets are presented in Appendix C.

3.2.1 Description of Load Paths 4160 Volt Switchgear The 4160 Volt Switchgear consists of 9 to 12. individual cabinets which are mounted side by side and connected i mechanically and electrically to form a unit of switchgear equipment. As shown in Figure 3-3, the main component of each cabinet is a 1000 amp or 3000 amp breaker. The breaker is mounted in a steel frame on wheels to allow easy removal, maintenance, and replacement. During installation, the b.reaker is rolled into a cabinet until the support angles on both s' ides of the breaker frame are aligned with the support boxes in the cabinet. The support boxes are mounted on mechanically driven power screws. Once the breaker is properly aligned, the power screws are used to raise the breaker by means of the support boxes until the receptacles on the top of the breaker engage with the cabinet. The breaker is held horizontally.by means of two 0.25x2.83-inch lugs on the support angles which are fixed in grooves provided in the support boxes'.

Vertical seismic and deadweight loads are transmitted from the breaker to the cabinet wall panels through a) 0.125-inch fillet welds between the breaker frame and support an'gle, b) 3-8 r

4 L

support angles, and c) support boxes. Horizontal seismic loads are transimtted from the breaker to the cabinet wall panels through a) 0.125-inch fillet welds between the breaker frame and support angle, b) support ang'le lugs, c) support box grooves, d) support boxes, and e) support rods.

Stresses were evaluated in the following limiting components:

  • Shear on the 0.125-inch welds connecting the support angles to the breaker frame.
  • Bending of the support angles.
  • Shear across the 0.25 x 0.66-inch tip of the support box groovas.
  • Shear on the 0.500-inch diameter support rods.

Since the support structures for the 1000 amp and 3000 amp breakers are identical, the stress analysis for the limiting components was performed for the heavier 3000 amp breaker.

460 Volt Unit Substation The 460 Volt Unit substation cabinets, consist of seven cabinets mounted side by side and connected mechanically and electrically to form a single unit of equipment, similar to

[

the 4160 Volt Switchgear. Each cabinet contains three breakers mounted individually one atop the other. As shown

{

in Figure 3-4, each breaker has four 0.500-inch pins mounted two on each side. The support mechanism inside the cabinet consists of two sliding rails, one on each side of the cabinet, with slots provided for the 0.500-inch breaker pins. The sliding rails move on fixed rails which are mounted to the sides of the cabinet by eight rivets (four on each side).

3-9

1 During installation of the breaker, the sliding rails are extended out of the cabin,et. The breaker is placed in the slots provided in the sliding rails and slid into the cabinet until the receptacles in the back of the breaker engage with the back of the cabinet. Once the breaker is engaged, two keys, attached to the sliding rails, insert j into the fixed rails to lock the breaker in the cabinet.

Vertical seismic and deadweight loads are transmitted from the breaker to the cabinet wall panels through a) breaker pins, b) sliding rails, c) fixed rails, and d) rivets.

Horizontal seismic loads are transmitted from the breaker to I the cabinet wall panels through a) breaker pins, b) sliding j rails, c) keys, d) fixed rails, and e) rivets.

I Stresses were evaluated in the following limiting components:

(

  • Shear on the four 0.500-inch breaker pins.
  • Shear on the two 0.125 x 0.375--1;eh keyc.
  • Shear on the eight 0.250-inch rivets.

I h

3.2.2 Loads The loads used in the evaluation of the internally mounted components of the electrical cabinets consisted of seismic f and deadweight loads. The seismic loads consist of the operating basis earthquake (OBE) and the safe shutdown earthquake (SSE). The OBE and SSE accelerations used for

, each cabinet were discussed in Section 3.1. The deadweight loads of the individual breakers are listed below.

t 3-10

Equipment Weight (lb)

Breaker for 4160 Volt Switchgear (3000 AMP) 2350 Breaker for 460 Volt Unit Substation 600 The seismic accelerations given in Se'ction 3.1 were used with the breaker weights to develop loads on the internal ,

components of the cabinets. The various load combinations that are transmitted through the limiting components of the cabinets are described below.

Load Combination Description Resulting Loads L Vertical Loads Vertical Seismic W (g y + 1)

+ Deadweight

} Horizontal Loads Horizontal Seismic -

) (Two Components of W gh +9h Horizontal Earth-quake)

Horizontal + Horizontal Seismic I .

I l

L Vertical Loads + Vertical Seicmic W ])gh+9h+9v +1

+ Deadweight

( j The limiting load components for each cabinet, the type of

  • load transmitted, and the resulting loads are summarized on Table 3-1.

The calculated stresses and allowable values are presented in Table 2-2 in Section 2 of this report. The structural material in each cabinet was assumed to have properties 3-11 F

similar to ASTM A-36 carbon steel. The minimum yield and ultimate tensile values of A-36 and the allowable stresses in shear and bending are summarized below.

Minimum Minimum Material Yield Ultimate f

'Sy' 'Su' A-36 36,000 psi 58,000 psi Carbon Steel l

l l

Service Allowable Loads Levels Stress Limit Value (Psi) 1.33 (0.4 Sy)

Shear or 19,150 0.42 Su OBE Level B Bending 1.33 (0.66 Sy) 31,600 4 l

) (Note 1)

Weld 1.33 (21,000)

}

Shear or 24,360

.42 Su 2.0 (0.4 Sy)

Shear or 24,360 0.42 Su 2.0 (0.66 Sy)

SSE Level D Bending or 40,600 (Note 1) 0.7 Su Weld 2.0 (21,000)

Shear or 24,360

.42 Su OTES:

L 1. The allowable stress value is taken as the lesser of the two stress limits.

3-12 c

Allowable values of stress are taken from the ASME Boiler and Pressure Vessel Code,Section III, Subsection NF, " Component Supports," 1983 Edition. Allowable values of stress for component supports are takan from NF-3320. Allowable values of stress in welds are taken from NF-3324.5.

3-13

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TABLE 3-1 LIMITING LOAD COMPONENTS AND TYPE OF LOAD TRANSMITTED THROUGH EACH Resulting ' Loads Type of Load Equipment Component Transmitted OBE SSE (lbs) (lbs) 4160 Volt Shear on Horizontal 3920 4729 Switchgear 0.125-Inch Welds + Vertical Shear on Horizontal 1562 2360 0.25 x 0.67-Inch Support Grooves Shear on Horizontal 1562 2360 0.500-Inch Support Rods Bending on Vertical 2503 2656 Support Angles 460 Volt Shear on Horizontal 1188 1498 Unit Substation 0.500-Inch + Vertical Breaker Pins Shear on Horizontal 586 891 0.125 x 0.375-Inch '

Keys Shear on Horizontal 1188 1498 0.250-Inch Rivets + Vertical

[

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)

L L

I

, l l

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TYPICAL 4160 VOLT .

SWITCHGEAR CABif4ET 2'2" l /

q") j 9

q r

e I

/ V  % I f /

7'6 (TYP) $

d x- -

/

6'7 1/2" (TYP) ',g,,

SEE DETAll B

~*.., -

    • < w .

_ ; ** h ,.

1/2" ANCHOR STUD ,*

TYPICAL ANCHOR ARRANGEMENT e'~

PATTERN FOR 4160 VOLT DETAll B I"

TYPICAL ANCHOR DETAll REAR o c

oo no c oq l

e ca oc t.o un o c.

{

LEFT SIDE PIGHT SIDE to m c o e a no NORTH ' 0' oo = 0~ 6 8 FRONT

> PLAN VIEW OF FLOOR LOCAL HORIZONTAL

[ ORIENTATION H TYPICAL L ELECTRICAL CABINET LAYOUT AND ANCHOR DETAILS

- FIGURE 3-1

, . - . ----ww

M,= OVERTURNING MOMENT:

W . sh . H Wag h M" r

^

  • n l Z F g.Xg H

g BY ASSUMING THE FORCE IN ROW 'i' IS

,, PROPORTIONAL TO THE DISTANCE FROM THE TIPPING AXIS AND THE NUMBER OF E BOLTS IN THE ROW (Ng ):

y,/

1 ._

. ri - xi "i Fg d.

I g

xi Pg= K.Xg.Ng (1)

l ,

WHERE'K'IS SOME CONSTANT:

9 0 0 9 I '

1  : n l

l i th ROW TOTAL OF l M=K.[Xg.Ng r

, g,g

' n ' ROWS I l l SETTING:

i I I

e g

i I Mr"Me 6 E o 6 W . g.eyH =x.$x 1 2. N (2)

O O O o i=1 I

l 8

i l FROM EQUATION (1) ABOVE:

I e I i

i l l l ,

l l K = (Fg / Ng ) ( 1/X g)

I

, l 3 l F/Ng g = INDIVIDUAL ANCHOR I I PULLOUT LOAD 'P' h o E 6 K=Pe (1/X g)

O O O O I

e I ' I I

1 SUBTITUTING IN TO EQUATION (2)

, l 3 GIVES l

l

'.i l i

i W 93 .ncy . x1 P=

I I I I n l l l l E . xi'. N g i i i I , i=1 o o o c DERIVATION OF PULLOUT LOAD ' P '

L DUE TO HORIZONTAL EARTHQUAKE MOTION r

FIGURE 3-2

p RECEPTACLES

' s

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/

a j e1, l h L

SUPPORT ANGLE '

w , ,fh 0.25x2.83-INCH LUGS \ f & ,

}

W ~

l DETAIL A l

' TYPICAL 4 i GO VOt.T

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f -

,h

[ e,-g Sc^r" SUPPORT BOX -

( .h J SUPPORT ROD b 3

([

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SUPPORT BOX

(/

GROOVE

- p j -y 3

p ~\ / >_

l

( SIDE VIEW

/ 0.25x0.66-INCII TIP INTERNAL COMPONENTS OF CABINET

[ j OF SUPPORT GROOVE DETAll OF SUPPORT BOX

[

4l 60 VOLT SWITCHGEAR CABINET FIGURE 3-3 i

J n

D

//'

v,cc B R PINS g DETAIL OF BREAKER PINS ,

TYPICAL 460 VOLT SUBST ATION CABINET RECEPTACLES IN RIVETS ATTACHING SLIDE REAR OF CABINET MECHANISM TO CABINET g FIXED RAIL -

KEY SLOT \

tSLIDING RAIL 'N ,/

f KEY FOR LOCKING SLIDING RAIL 4

53 TO FIXED RAIL Dg3 ..3

  • 4 SLOTS FOR BREAKER PINS L N

(

DETAll OF SLIDE MECHANISM

( /

I SIDE VIEW INTERNAL COMPONENTS OF CABINET H 460 VOLT UNIT SUBSTATION' CABINET FIGURE 3-4

M PR ASSOCIATES. INC.

4. REFERENCES.
a. Teledyne Summary Report, TR-3501-2, " Generic Response to USNRC I&E Bulletin Mumber 79-02 Bose Plate / Concrete Expansion Anchor Bolts," August 30, 1979.
b. NUREG/CR-1981, UCRL-53018, " Seismic Review of the Oyster Creek Nuclear Power Plant as Part of the Systematic Evaluation Program," April 1981. (Revised Appendix B.

Received June 25, 1981, from LLL letter to MPR (W. Schmid t) dated June 23, 1981, Letter # SM-81-159.)

e e

421

M P R ASSOCIATES. INC.

5. APPENDICES l

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[ .

m am

. - . . . . . . . - _ i . .

M PR ASSOCIATES, INC.

')

i APPENDIX A EVALUATION OF CABINET ANCHORAGE

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l l

b .

A ppe noi s A MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington DC 20036

Title:

F '/ 01 ' AT W O " #$ ' Ocr Calculated by: P i U-~J Da t e:. 'l 'l- U A ,', c ,w p WS '" V ' ' - ' ) .

Checked by: Date: 910l,

Reviewed by: A'Y uS Date: *'O /3 Project: 0 "- EeP S I -"

Page__ i of 24 . _ _ _

PuRPosG Tl+ E Follow N4 c. A t c u tATio N is Usco To VERI F y Tt4 E A Od Q u A cy oF THE A N C H O R. A q s of TH S ,

4 f fe O VOLT ANO Li (, o VOLT F LECT RI CA L CAciNern 3 AT THE OYSTcR CRecN S TA Tio N .

R t* 5 t_t L T 5 R e su.t.Ts oF AN Al Y 565 , PRE SENTCO JN TA6LE 3, l

IN Oic AT E THAT THE E Qus PMENT O CL C. R1 C E O A R oV E' l ARE hi TA GLV ANCHORCO To W ITM tTA M O A OPE R. AT it4 4 t? /* L l 3 EA RTf4 4 tA A k.6 (OGE) U lTF A Puct. ouT /tikAR. SAFETV F A CT O R. st LT u) E e N 7.35 ANO l5.59. THE PULL ouT [ S l4C A n. 5AFc.TY FAc.To% FoA A EArG T H uTCO W rJ E A RTl4 QuA KE (55c)

SANC,c5 F ton \ S.45 To 6.44 .

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036 5

Title:

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1050 Connecticut Ave., NW - Washington, DC 20036 -

Title:

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Reviewed by: M Date: 92'# 3

Project: $1-03 Page 3 of --

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1050 Connecticut Ave., NW - Washington. DC 20036

Title:

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1050 Connecticut Ave., NW - Washington. DC 20036 l l

Title:

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Title:

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

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1050 Connecticut Ave., NW - Washington, DC 20036

Title:

Evn Lu t. Till ) c :- C a s w e' Calculated by: 89 Date:3 'f - 9 3 A n c u - M G': Checked by: ett Date: 4/' t!", .,

Reviewed by: JJ Date: 9 "' # ~ ' '

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MPR ASSOCIATES, INC.

l 1050 Connecticut Ave., NW - Washington, DC 20036

Title:

Ehw i cm MJ C T- / c e. it> c v Caiculated by: a~ Date:. 9 'f-9 2 Arnc9 a ;c Checked by: W- Date: 9/'317 5 ,

Reviewed by: T" Date: 9'#-f3 Project: " -03 Page 2 0 of N I

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

'Eva t t i rTi-t) c5 Gre t>d7 Calculated by: 6 -' Da t e :. 9 R 3 l 4 W %N% c Checked by: 't+ 0 V Date: olitI %

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l 1050 Connecticut Ave., NW - Washington. DC 20036

Title:

V v at'. eTi' ? 4 eC (' c RmrT Calculated by: F" Da t e: ct 9 3 i A n t W * '-/# Checked by: 5"* - Da t e:a / r s I9' t

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, MPR ASSOCIATES, INC.

) 105O Connecticut Ave., NW - Washington, DC 20036

Title:

': / A 5 ' 8 7 '

  • h <-r Cno r r scr Calculated by: d '- Date:.ci et -0 3 4+r m M 6 Checked by: *'# Date: i/ /7 3 Reviewed by: 8 Date: 94.d Project- 93- %

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/ R@FERFedCES 1

l

1. NutLeAR RecutA70RY CoMWs 5 5 ON , R M u L ATo d-Y f 4 tti c E l.92. ," C oM $lNI N ( MO OA L REL PON 5 C5 ANO S PATS A L co M P O N eNT 5 IN S E IS NHC R d3 PO N S E A N A L'I S I S " , R e-vi s ton i , Ac G eu. A rty. 19 ;4

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1. RsV t S E O A F FE N Cit 6 of M k RE Q [C P, - 19 B l (RdVI5sc APPe tJoif 6 W At RettiE l vc o 6 - AT - B l, F eora LL L L e TTer R To MPR ( 6. Sc e+ Micr ) OATEQ 6 - 2.3 - % l j Le lT e R
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Auc,cr so, n,a .

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877:~%;6)T //

MPR ASSOCIATES, INC.

1050 Conneticut Ave., NW - Washington, DC 20036

Title:

V:= m e 4 L N Arn e A L Fogo..emcv Calculated by: R % 'r /- - I Da t e:. 9 +9 3 Checked by:  % #V't w L Date: 9h> /r 3 Reviewed by: 77dAt h6 Date: *-h'* /5 Project: OC hP 93-03 Page A t of 3

/t n ACH tM N T 4 -

N A T M IL A L. F 2eo u e n cy cat.cui.Avicq Tac v e rLT CAL N A7u RAL F REQuEN CY lS A L 5 u ro G O To 82? LIMI Tro BY T46 sT F FN E55 oF Tit tF

/t N C liO C COLT 5 .

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[ A= TOTAL %TRC55 A (L C A ( l'n ')

E* FA o o tat tA S OF E LASTIC TTY (pM\

k K- :5 78 F Fri c55 OF /.tJ C H o R. Co LT S

[h : N A7u (; A L Vcros c A t. Fero Lt cNcy L W C A 61 N t.T Vjt:;lGtyT

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036 Titte: '[E O- :AL l'%' "

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Calculated by: ($ ~- D a t e :. T 'f -9 3 Checked by: *4V Date: OlI5/ M Reviewed by: M - Date: 9M' 6 Project: 9 l' O '>

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+ t, m ir ia q c 4 e.,s w I; 1A As Limit nq c4etNtY 15 14 2.

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

'/ & c' No uost M=-nN Calculated by: F -4 D a t e :. 9 '1 -Q 3 Checked by: & lf Da te: alt al# %

Reviewed by: "T Date: )*A/>'

Project: S3-03 Page A 3 of 3 C ON C.t us io N L3 A t E O oN tog ASSuMPT#0N THAT S T s F FN tT:S I5 i

LI fA I T ED BY Tli G ANC. hor 80LTS , Tits Va r2.TicA L N ATu(L A L F R6 0 4 e AI C. l ES ARG W E LL. A GOVC  % 5 HE, T it E rt. E Fo e. 6 ,

ASE OF EPA VAtue I5 7R 57: P ie o IN C-A ar Nc T (4 L C DeWM g yA c c.t ArtoN .

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

4 xc2 g; c f,,c u t4 r m N s

. Calculated by: r> % ; /. - - l Da te:. 9 4 -4 7 Checked by: *lir W4- Date: '* !" ! < t Reviewed by: M#" A% Date: #-#- B Project: O' 5"A 8 '? -O

Page 3 I of b ATT A t.HM ENT 6 -

f. X N ; CA L C.c4 L ATL oN S 8-1140 Vo LT - u N ir IA ove R.Tu R tt n ed oN F (Lo M T 6 04 E
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945.7 &c' o v e R T ti tt.NI M Q oN _cfT 3:06 2

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+

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=

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

5- X ; k' ( An->'_ W '3S Calculated by: " Da t e:.9 -413 Checked by: AM Date: ?ha lo Reviewed by: M Date: ?-#-25 Project: #2-03 Page 3 2. of 6 41Go VOLT - 0 As n- if5 oven (4gnNg on p, ton 7 cogg *

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  • N c = g (2.7 SP + 14 (. 2 L oP t so(41.2d*t tc ( 16.7 5)*

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  • 11 'l18.9 L

MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036  !

Title:

nY- _

M' C E[ i t - WTi- ' v; Calculated by: 5" Date: ef -W 3 Checked by: "-Il /C Date: _9f r 214 Reviewed by: -T' Date: ?-'U'll j Project: O -0 3 Page D 3 of C-4IGo YoLT - u Nir i c.

Ovif M u etN s tJ q ON P tLo NT CO gdi .

I sn* n c - uc ( a., sf + e (2 z .W + c ( s2.oV+ 1 (,o., si

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I 1050 Connecticut Ave., NW - Washington, DC 20036

Title:

M v: 1 ~

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= 9.40 4 y io" in'

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1050 Connecticut Ave., NW - Washington, DC 20036

Title:

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036 DI

~

Title:

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Project: 92-03 Page E 6 of b t-I L O VOLT - UNIT  ! 6 2.

OVER.~itARMIMQ ON PPoMT E'O c. E '.

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= 9 71.s c. '

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APPENDIX B LOAD PATH ANALYSIS FOR 4160 VOLT SWITCHGEAR f

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Date: "l 'a lv 7 Reviewed by: ~ 7' M , e 6 Date: /5-d-?S Project: C- S** 91-O'3' Page / of 't Pu R s o r e" Tl46 FoLL ow s Ng C A ccu.L AT L=5 THe STResss s iti T et E t INl: TIN q LdA O CARRY 8NC, CO M r*oisi d NT 3 OF THE 41 f. O \/o LT C L ECT ft s c A L. ~ CA C sN eT5 ,

u t4 t T5 I A , - 16, ICj k iO , AT T it6 OVLT6 A C.R66c %TATION .

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1050 Connecticut Ave., NW - Washington, DC 20036

Title:

L o 849 Pom A**- ' -4 =~e e Calculated by: 8"- Date: 9-iP BS f 4ino V%T % Tens:#AR Checked by: MTL Date: / f17 3 Reviewed by: M Date: d-d'#3 f Project: # 3 -o 'b Page 1 of (%

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1050 Connecticut Ave., NW - Washington, DC 20036

Title:

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Project: $ 1 -o %

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1050 Connecticut Ave., NW - Washington, DC 20036

Title:

L%b PPTH Af 9 L W ' o '6

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Project: M -0 3 Page 4 of O l

TWO SUPPORT 60XES, ONE ON 64Ct4 SiOE o f: A CAasNET , ARE (A s s o To AAlse ANO Lowe R Ttt 6 .

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., N}V - Washington, DC 20036

Title:

Leo PATH A.esusss' Hw Calculated by: e Date:. 9-f 3-B3 tu co o ve t.t S m ? M (-t? Checked by: 4 #f - Date: H'fl'/ 3 Reviewed by: M _ Date:/MO /?

Project: PMM Page 5 of 13 i

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1050 Connecticut Ave., NW - Washington. DC 20036

Title:

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H i t-o VmtT dow r " MF-R Checked by: MT Date:"f r 9 / f r Reviewed by: M Date: A -A-d Project: 83-0%

Page te of 83 Loros

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1050 Connecticut Ave., NW - Washington, DC 20036

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Title:

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1050 Connecticut Ave., NW - Washington, DC 20036

Title:

LcAD Pr+T " AtM t vc %- Calculated by: 4 -1 Da t e:. 'f w ?-9 7, 416 0 Ve vT S n,rcu G9 AP Checked by: Mll - Date: O/id/B Reviewed by: @ Date: /N'8 F'roje c t: 8W Page 8 of '3

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1050 Connecticut Ave., NW - Washington, DC 20036 j

Title:

L*C Wu /Wu 'IMc "A Calculated by: 41 Date:.9-IP63 416 6 W7 S u; t t +-SM R Checked by: *df- Date: 9/> 0h r, Reviewed by: Y Date: /N#~6

( Project: 93'01 Page "A__ o f Il 8

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1050 Connecticut Ave., f4W - Washington DC 20036

Title:

L- c. , P:.% AW i v - pQ Calculated by: 84 D a t e :.9-83-A%

f (f i r- n W7 , Sus irc H6 ctM Checked by: '7'il V - Date: 9//'/fi Reviewed by: T Da t e: lb-N-4 Project: 8W Page to of II

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1050 Connecticut Ave., NW - Washington, DC 20036

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Title:

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> Project: OS C Page U of '3 t

A LLOW ABLE STRESS

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington DC 20036

Title:

L o i. o Ar'- A "4' vit5 co n- Calculated by:  ?, Date:. 9-83 -63 i ti t e, o vouT sco. c e,e E Art Checked by: ^Of Date: 91.9/17.-

Reviewed by: # Date:25-// #3

> Project: 93-b3 Page 12 of iT l

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( MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

L- -t- 'e b iH" ' ": - Calculated by: 01 Date:. 4-83-6 3 a t c- n uy r So m- u,'. D -

Checked by: W- - Da te 9/ r 'l/82 Reviewed by: T' D a t e : h-8"'O Project: 91-o%

Page il of 13

_ Ref cR.e P 8 C E*b 1 Ravis ec 4 P PE Noix 6 CF N u k % [ C A - l'1 9 I (flavl 560 AffeNoix 6 WAS IP-tica cy tEc G-2T 'sI, Ftzo M LLL LeTrcp To MFA (W. S c ts tW C7 \ PATED (. - U - 8 l, LcTice et SM 15 9.) ^

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M PR ASSOCIATES. INC.

APPENDIX C LOAD PATH ANALYSIS FOR 460 VOLT UNIT SUBSTATION I

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

Luc Pea 4*nturit coe Calculated by: A SZ/~ J D a t e:.9-9-9 %

ubo stoi T u n i r & ?.s T- m " O Checked by: ,w 4 r r'., .8 ,!., Date: %'l53 Reviewed by: 275 + ' N} Date: 'd-l/-#F Project: OC SEP B3- 6 Page i of 16 Pu a po s t=

THE Fo LLo w iN ; C.ALCat. ATEs T tt E ST stES S O IN Tl4E LIMITS N 4 LO40 C. A R R Y IN C g l

l C.oM P O N E N TS OF Tit E 440 VOLT E L CC T RI C A L.

CA61 net" , Eu SLTATI ON S l A 2. 1, 16 ~2. , AT Tif G OYSTER CAGEK. OTATf0N.

O A PPR oACH ANO O ci c 4 t P T M N A v s w. A L 6 Y AMIN ATloN of THE y (,0 volt CAcuKTC us A s MAos To O e 7 c eJA v e 74,s LI M ITIN Q s

LOAQ P A Trt s , A- 7 V AI C A L. 440 VOLT, G rt c A K c vd, ANO S u P f o rLT P/.tTL A rt G :519 W N OM Fikwnct 1 j 2 I

MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

L-eh f+' -- A: A 'sts ' C c- Calculated by: A1 Da te:. 9 8 3 Nco Vn5 thnT S f,5"AT7?t3 Checked by: Mf' Date: 9/< 3 /f z 7

Reviewed by: # Date: /o ~//~# 3 i

Project: M-OS l

Page  ?- of to f

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

t - e-3 t% m D 9 LN 9 5 "? Calculated by: 6-1 Date:. 9 9-3 3 uea V tT i i r . ,1 cr="t :0 Checked by: ML Date: *lr = 1 "

Reviewed by: M D a t e: M '#' f8 Project: " -0 3 Page 4 oflo

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

. um 5 * / tr . . " 5$ c i- Calculated by: ^~ Da t e:. 89-S'5

' lea Vm - irn ci 6vebT7tn573 Checked by: 4"I *' Date: Ole '. f v3 Reviewed by: C Date: A #~'N Project: 85' 3 Page 5 of to -

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MPR ASSOCIATES, INC.

1050 Connecticut Ave., NW - Washington, DC 20036

Title:

L- "o Rwr A ni r e - "" Calculated by: _ S* Date:. 9-9-3 3 W-3 Wvr s na iT Se m --Tui) Checked by: ef E- Date: Mir3/r4

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