ML20217N660

Rev 0 to Calculation 42107.07-C-009, TMI IPEEE:480V Load Ctr (Switchgear & Transformer) Svc Fragility

ML20217N660
Person / Time
Site:	Crane
Issue date:	08/05/1994
From:	EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING
To:
Shared Package
ML20217N635	List: ML20217N631 ML20217N660 ML20217N712 ML20217N719
References
42107.07-C-009, 42107.07-C-009-R00, 42107.07-C-9, 42107.07-C-9-R, NUDOCS 9805050395
Download: ML20217N660 (31)

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JOB NO. 42107.07 JOB gy TM1 IPEEE EVALUATION T.R. Kipp 8II9/94 DATE CALC. NO, C-009 SUBJECT 480V Load Center Seismic Fragility CHK'O SL DATE b/z2AS PANEL STRUCTURAL LOAD PATH Introduction During the course of the IPEEE walkdown of the important TM1 safe shutdown equipment, access to electrical panels was limited since all panels had been made available for visual evaluation during the A-46 walkdown time frame. However, access was granted for one of the 480V Imad Centers located in the Screen House. Both anchorage and panel load path were reviewed for the potentially beyond design basis seismic excitations associated with the seismic PRA. It was noted that the only connection between the structural risers and the base channels located at the rear of the 480V Switchgear panels is through a thin (1/16") gusset plate which appeared to be attached to each member by small tack welds. The strength.of the tack welds could limit the ability to carry vertical upward forces in the connection and thus limit the front-to-back overturning capacity.

It should be noted that the limited connection capacity is not a concern for the A-46 evaluation since it was shown that the deadweight restoring force exceeds the overturning resulting from the A-46 review excitations.

A sketch of the connection at one of the rear corners of the switchgear panel is shown in Figure 1. To ensure a better understanding of the uniformity of the connection detail, a further walkdown of the 480V lead Centers was undertaken and sketches of the welds connecting the 1/16" gusset to the outer leg of the 3/32" base chann>.ection were made. One bay of the IS-480V-ES load center located at Control Building elevation 322',

one bay of the IT-480V-SHES load center located at Screen House elevation 312', and two bays of the IR-480V-SHES load center also at Screen House elevation 312', where the connection detail wa's first observed, were accessed. The sketches are included as Attachment Al It can be seen that the weld connection for the load center located in the Control Building is much more substantial than for those located in the Screen House. Since the in-structure response spectra for the Control Building elevation is lower than the free-field spectra used to characterize the response at the Screen House elevation for the same excitation level, the load centers located in the Screen House constitute the critical case. Based on the connection details provided in Attachment A, the fragility is estimated for the IR-480V-SHES Spare bay detail (see sheet A4).

Freauency and Soectral Acceleration The front-to-back, side-to-side, and vertical frequencies fsr typical 480V switchgear are in the range of 6 to 10 HZ,5 to 8 Hz, and 15 to 30 Hz, respect;vely. Since the peak spectral accelerations of the free field ground motion spectra are within these ranges, the peak accelerations are used in the evaluation. The load centers i

consist of a string of electrical panels including five low voltage switchgear, a 4160/480V transformer cabinet and a series of motor control centers all of which are bolted together (mini-mod issued to assure all important

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jog No, 42107.07 jog TMI IPEEE EVALUATION T.R. Kipp III9I94 BY DATE CALC. NO. C-009 SUBJECT 480V Load Center Seismic Fragility CHK'D SL DATE 6/z2/94 plant electrical panels are bolted to adjacent panels). As a result, the side-to-side overturning is carried by shear flow in the bolted connections. Thus, the base framing and anchorage only carry shear in the transverse direction. The peak free field spectral accelerations in all three plant directions are 0.70g for the 0.25g PGA IPEEE excitation which exceed the corresponding responses at Control Building elevation 322'. The framing at the front of the switchgear panel carries all front-to-back shear forces, while the rear framing carries the tributary portion of the forces associated with vertical uplift, front-to-back overturning, and side-to-side shear.

Forces and Moments at the Switcheear Base Using the coordinate system shown in Figure 1, the forces in the rear framing members are computed as follows:

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where Fe = Capacity Factor, Fa = Equipment Response Factor, and Psa = Structural Response Factor Since the weld loads have been computed based upon a median-centered response evaluation, Fm and Psa are unity and the median acceleration capacity is equal to the Capacity Factor times the reference acceleration.

Canacity Factor The Capacity Factor is estimated as the product of a Strength Factor (Fs) and an Inelastic Energy Absorption Factor (F,) which is a measure of the system ductility. However, since weld failure is considered to be a brittle failure mode, no credit is taken for inelas;ic energy absorption and F, is equal to unity. Noting t

the vertical riser is in contact with the base channel, only uplift forces are considered damaging to the weld.

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