ML20210Q597

Rev 0 to Design Assessment of Dresden Units 2 & 3 Control Room Panel Mounting

ML20210Q597
Person / Time
Site:	Dresden
Issue date:	04/28/1986
From:	SARGENT & LUNDY, INC.
To:
Shared Package
ML20210Q562	List: ML20210Q557 ML20210Q597
References
NUDOCS 8605140146
Download: ML20210Q597 (20)

Text

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UARGENT O LUNDY

. -# ENGINEERS .% j

, CHICAGO i NUCLEAR SAFETY RELATED DESIGN ASSESSMENT OF DRESDEN UNITS 2&3 CONTROL ROOM PANEL MOUNTING i

l PREPARED FOR COMMONWEALTH EDISON COMPANY

! PROJECT NO. 7611-00 REVISION O APRIL 28, 1986 l

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J BY SARGENT & LUNDY CHICAGO, ILLINOIS lr i

8605140146 960506 PDR ADOCK 05000237 -

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SARGENT & LUNDY PROJECT NO. 7611-00

- ENGlNEERs REVISION: 0

- C"'C^C DATE: APRIL 28, 1986 PAGE 1 TABLE OF CONTENTS PAGE I. INTRODUCTION 3 II. DESIGN CRITERIA 4 III. ANALYSES AND RESULTS 6 IV. ANALYSIS OF UNIT 3 PANEL FOR CONTROL OF 9 SWING (2/3) DIESEL V. CONCLUSIONS 11 VI. REFERENCES 12 EXHIBITS 13

. SARGENT 0 LUNDY PROJECT NO. 7611-00

- ENGINEERS REVISION: 0

' ""'" DATE: APRIL 28, 1986 PAGE 2 LIST OF EXHIBITS

1. Plan View of the Unit 2 Control Room

2. Detail of the Floor Supports

3. Control Room Panel Floor Mounting Detail

4. Seismic Design Response Spectra - OBE North-South

5. Seismic Design Response Spectra - OBE East-West

6. Seismic Design Response Spectra - SSE North-South

7. Seismic Design Response Spectra - SSE East-West

PROJECT NO. 7611-00 SARGENT Q LUNDY -

ENGINEERS REVISION: O C **'*^*

DATE: APRIL 28, 1986 PAGE 3 SECTION I INTRODUCTION

1.1 Background

The plan view of the Unit 2 control room is shown in Exhibit 1.

The layout of the Unit 3 control room is a mirror image of Unit 2.

The original mounting details of the control panels called'for bolting the panel base angles with 5/8" diameter bolts at l'-0" on center to the floor mounted channel sections _(Exhibit 2) .

The floor channel sections were anchored to the concrete floor with 3/4" diameter shell anchors at 2'-0" on center (Exhibit 3).

Commonwealth Edison Company (CECO) personnel found that the base of the control panels were not bolted to the floor channels.

The Unit 2 reactor was shutdown to correct the condition. The Unit 3 reactor has been on a scheduled refueling outage since late 1985 and the observed condition will be corrected before fuel load.

The corrective action consisted of bolting the panel base to the floor channels with 1/2" diameter A449 bolts at 2'-0" on center (O.C.) + 6" or, as an alternate, 1/4" fillet welds 21s" long at 2'-0"~O.C.

This report describes the calculations and analyses performed

! to support the bases for the corrective action.

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SARGENT O LUNDY PROJECT NO. 7611-00 ENGINEERS REVISION: 0

""'*^"

DATE: APRIL 28, 1986 PAGE 4 1

SECTION II DESIGN CRITERIA 2.1 General This section presents the design criteria for the anchor bolts connecting the control panel to the floor support.

2.2 Design Loads 2.2.1 Dead Load The dead load of the panels will be estimated conservatively from a field inspection or from a reference plant with similarly constructed panels-2.2.2 Seismic Load The seismic loading in horizontal direction is specified in terms of OBE and SSE response spectra at control room elevation 534 feet. These spectra are shown in Exhibits 4, 5, 6, and 7. Damping values of 2% and 4% are used for OBE and SSE respectively.

The vertical seismic design accelerations are 0.067g for OBE and 0.134g for SSE as specified in FSAR (Reference 1).

2.3 Msign Load Combinations

! The anchorage system of the control panels is seismically qualified per the requirements of FSAR. The applicable load combinations are:

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1) D+ lE 7l + l Egg l

2) D+lEyl + lE EW 1

, 3) D+E'y+E'NSl

4) D+ E'y +lE'EWl where D = Dead Load a

Ey = Vertical Earthquake Load, OBE l

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SARGENT O LUNDY PROJECT NO. 7611-00 ENGlNEERS REVISION: 0

• "'*^7 DATE: APRIL 28, 1986

,,.g.. PAGE 5

= Vertical Earthquake Load, SSE lE '

= orizontal Earthquake Load, OBE l ENS l Li-S Excitation NS

= Horizontal Earthquake Load, SSE N-S Excitation

= Horizontal Earthquake Load, OBE lEygg E-W Excitation 4

= Hor zontal Earthquake Load, SSE E'EW E-W Excitation 2.4 Acceptance Criteri_a_

The acceptance criteria are the same as those used in the original design.

The allowable loads for bolts connecting the control panels to the floor channels are based on the AISC specifications (Reference 2).

The allowable stresses for the angle and the floor channels are based on those stated in the FSAR Section 12.1.

l The allowable loads for the expansion anchors embedded in the concrete floor was obtained by applying appropriate factor of safety to the ultimate capacity determined by l tests.

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SARGENT & LUNDY PROJECT NO. 7611-00 ENGINEERS REVISION: 0 DATE: APRIL 28, 1986 PAGE 6 SECTION III ANALYSES AND RESULTS 3.1 Geraral This section presents the procedures and results of the assessment performed for the anchorage of the vertical panels, the benchboards, the Standby Gas Treatment panel, the common services panel, and the CAD / CAM panel.

3.2 Analysis Procedures 3.2.1 Vertical Panels The vertical panels are 90" high and 30" deep with varying length of 2 feet to 12.5 feet. Most of the panels are made up of 10 gage sheet metal (.1345" thick) and some of the panels are made up of 3/16" sheet metal. To determine the weight and dynamic characteristics, these panels are compared with the similarly constructed panels in the LaSalle plant.

The LaSalle station panels are 90" high and 36" deep. They are made up of 3/16" sheet metal and are more heavily loaded with devices than the Dresden panels. Other than these differences, the general construction of the panels is very similar. As part of the LaSalle plant design, representative panels were seismically tested and were also subjected to in-situ impedance tests. The predominant structural frequencies of these panels were found to be above 19 Hz.

(Reference 3). Since the horizontal frequency is most sensitive to the frame height and the lumped weight and the vertical panels of the two plants have the same height, but the LaSalle panels being heavier, the frequencies of the Dresden panels would therefore be higher than 19 Hz.

A wider frequency range of 10 Hz. and higher is nevertheless assumed for the Dresden panels. Weights for calculating the forces in the Dresden panels were conservatively taken to be the same as LaSalle vertical panels even though the Dresden panels woulo be lighter because of the thinner sheet metal used. The foundation loads due to earthquake were calculated conservatively by multiplying these panel weights with the peak acceleration of the Dresden nlant specific response spectra above 10 Hz. and then inc ',ased by a factor of 1.5.

SARGENT & LUNDY PROJECT NO. 7611-00 ENGINEERC REVISION: 0 DATE: APRIL 28, 1986 PAGE 7 3.2.2 Benchboards The benchboards are 90" high and 63 " deep. The panels are made up of 1/4" thick sheet metal. To determine the dynamic characteristics, these panels are compared with the similarly constructed benchboards in the LaSalle plant.

Three of the LaSalle benchboards were provided by GE.

They are 90" high and 64" deep and are also made up of 1/4" sheet metal. Drawings for the benchboards in both stations show that the construction details are very similar with the LaSalle panels more heavily loaded. LaSalle panels were seismically analyzed and were also subjected to in-situ impedance tests. The results show that the natural frequencies of these benchboards are above 15 Hz. (Reference 3).

A wider frequency range of 10 Hz. and higher is assumed for Dresden panels. Again, this is considered to be conservative because the benchboards of both plants have similar geometry but LaSalle panels are more heavily loaded, therefore, the actual frequency of the Dresden panels will be higher than 15 Hz. Even though the average weight of LaSalle benchboards comes to 290 lbs. per foot, a weight of 385 lbs. per foot was conservatively assumed for Dresden.

The foundation loads due to earthquake were calculated '

conservati"ely by multiplying these panel weights with the peak accelerativn of the Dresden plant specific response spectra above 10 Hz. and then increased by a factor of 1.5.

3.2.3 Standby Gas Treatment Panel, Common Services Panel, and CAD / CAM Panel These panels are 90" high and 30" deep with lengths varying from 2 feet to 8 feet and are made up of gage 10 sheet metal Since these panels are of the same configuration as the  !

vertical panels, a frequency of above 10 Hz. is also assumed. '

This is conservative because lateral braces were added to the top of these control panels to eliminate the overturn-ing moments applied at the base. The weights of these panels were calculated based on the devices mounted on panels and the sheet metal. These weights were increased to account far miscellaneous hardware and the cables. The resulting final weights used ranges from 250 lbs. per ft to 400 lbs ner ft. j The foundation loads due to earthquake were obtained by utilizing the peak acceleration value from the response spectra above 10 Hz. and increasing it by a factor of 1.5.

. SARGENT Q LUNDY PROJECT NO.- 7611-00 ENGINEERS REVISION: 0 DATE: APRIL 28, 1986 PAGE 8 i

3.3 Assessment Results 3.3.1 All the panel foundation loads obtained from the analyses performed in the above are well within the capacity of the 3/4" diameter shell anchors at 2'-0" on center. The allowable loads for these originally installed anchors are calculated using a factor of safety of 5.0.

3.3.2 The combined shear and tension forces in all the newly installed 1/2" diameter A449 bolts spaced at 2'-0" O.C.

and the alternate detail of 1/4" fillet weld 2 " long at~+ 6" 2'-0" O.C. connecting the control panels and the floor channel are within the allowable values. Stresses due to local bending of the connecting angle and channel were also evaluated. The stresses meet the acceptance criteria stated in Section II.

3.3.3 New lateral braces are added to the top of the miscellaneous 4 control panels.to eliminate the overturning moments applied at the base. These braces consist of 2x2x angles running horizontally between the top of the control panel and the reinforced concrete wall nearby. The angles are welded to plates which are anchored to the wall with two 1/2" or 3/8" diameter wedge type expansion anchors each. For the connection to the top of the control panel, the angle is welded to a plate which is bolted to the top of the control panel with two 3/8" diameter bolts.

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, SARGENT & LUNDY PROJECT NO. 7611-00 ENGINEERS REVISION: 0

'"^"

DATE: APRIL 28, 1986 PAGE 9 SECTION IV ANALYSIS OF UNIT 3 PANEL FOR CONTROL OF SWING (2/3) DIESEL 4.1 Introduction In order to return Dresden Unit 2 to service as soon as possible, it was decided to anchor only the Unit 2 Main Control Board (MCB). The Unit 3 MCB will be anchored before the Unit 3 is returned to service in the summer of 1986. During the period in which the Unit 3 MCB is not anchored, a seismic event could affect cable connections to the Unit 3 MCB. The Swing Diesel Generator (DG 2/3) is the only system that is required for Unit 2 operation which is also connected to the Unit 3 MCB. An analysis of the DG 2/3 cable connection was performed as described in the follcwing assessment.

4.2 Assessment Some of the cables for DG 2/3 are connected to both the Unit 2 and Unit 3 MCB's. To determine the effect on those specific connections, an analysis of the cable connections to the Unit 3 MCB was performed. All of the DG 2/3 cables necessary for operation were identified through a review of the schematic and wiring diagrams. Nonessential subsystems, such as the alarm, were not considered in the analysis.

The DG 2/3 controls that interlock with other circuits were also reviewed. For each circuit that has either a direct or associated tinterlock) cable connection to the Unit 3 MCB, preventive actions were developed.

Our findings conclude that the following actions must be taken to negate the effects of the DG 2/3 cable that connect to the Unit 3 MCB:

1) 4kV Switchgear 23-1, Breaker 152-2333 is to have its key locking switch in the "on" position. (Reference drawing 12E-2345.)

2) 4kV Switchgear 33-1, Breaker 152-3333 should be tripped and test switches TS33-14A and TS33-14-B are to be open (Reference drawing 12E-3345). In lieu of this con-figuration, the breaker could be racked-out and its auxiliary contacts 152-3333, Nos. 1 and 1T, could be jumpered. The jumper could be installed in 4kV Switch-gear 33-1, Cubicle 14, between terminal blocks ZD-1 and ZD-2.

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., '. SARGENT O LUNDY PROJECT NOo 7611-00 ENGINEERS REVISION: 0 C"'C^

DATE: APRIL 28, 1986 PAGE 10 i

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3) The auto-start relay ASR 2/3-3 for Unit 3 should be i removed from service. This can be accomplished by removing the fuses for those circuits that are found in 4kV Switchgear 33-1, Compartment 14 (Reference drawing 12E-2351B).

4) The voltage metering circuit as shown on drawing 12E-2334

, for DG 2/3 has cable connections to the Unit 3 MCB. These l cables are downstream of two fuses that are located at Switchgear 23-1. The low side fuses have coordination with the high side potential transformer (PT) fuses. With i this fuse arrangement, a failure at the Unit 3 MCB will only disable the MCB metering. The DG 2/3 voltage regulator input from the PT circuit will remain operational Therefore, no action need be taken with this circuit.

However, the Station should be aware that a failure in the Unit 3 MCB could blow the low side fuses. This would result in the loss of the MCR DG 2/3 voltmeter.

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SARGENTC LUNDY PROJECT NO. 7611-00 EN GIN EE RS REVISION: 0 i

DATE: APRIL 28, 1986 PAGE 11 i-SECTION V CONCLUSIONS 1

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! Based on the evaluation performed using conservative methodology and available margins it is concluded that the control room panol anchorage is adequate and the panel will perform the intending functions during Safe Shutdown Earthquake.

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. SARGENT Q LUNDY PROJECT NO. 7611-00 ENGINEERS REVISION: 0 DATE: APRIL 28, 1986 PAGE 12 SECTION VI REFERENCES

1. Dresden Station Units 2 and 3 Final Safety Analysis Report (FSAR).

2. AISC Manual of Steel Construction, 6th Edition.

3. LaSalle In-Situ Test Report No. EMD-030469, June 1, 1981.

1

PROJECT NO. 7611-00 REVISION: 0 DATE: APRIL 28, 1986 PAGE 13 l

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l EXIIIBIT 1 PLAN VIEW OF TIIE UNIT 2 CONTROL ROOM

PROJECT NO. 7611-00 REVISION: 0 DATE: APRIL 28, 1986 PAGE 14 Se,e Exhibit 3

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• EXHIBIT 2 DETAIL OF THE FLOOR SUPPORTS 1

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PROJECT NO. 7611-00 REVISION: 0 DATE: APRIL 28, 1986 PAGE 15 S L3x2xl/4" (base of cabinet, continuous)

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[Y_ ,, .C s y !5/8" Bolt @ l'-0" O.C.(Original Design) 1/2" Q Bolt @ 2'-0" O.C.-+ 6" (New)

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Floor El. 534'-0" '

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EXHIBIT 3 CONTROL ROOM PANEL FLOOR MOUNTING DETAIL l l

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~ I PROJECT NO. 7611-00 i

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• PROJECT NO. 7611-00 REVISION: 0 SARGENT & LUNDY DATE: APRIL 28, 1986 i ENGINEERS -

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SEISMIC SPECTRA - SSE ELEVAT!ON 534'-0" i I O!RECTION E-H RNOLE LOCATION CONTROL ROOM l EXHIBIT ?

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