Existing Structural Studies

DOE-HDBK-3010-94

Appendix B; Production Support Lab

Clean Areas

0.1" WG

Secondary Air Locks

0.15" WG

Regulated Analytical Areas

0.2" WG

Primary Air Locks

0.25" WG

Analytical Rooms

0.3" WG

Gloveboxes

0.9" WG

Differential pressure readout and low-level alarms are available in the facility utility room.

Local indications of differential pressure are available at each glovebox as well. An

automatic mechanical sequencer controls restart of fans following loss of ventilation to

prevent overpressurizing the facility. This unit will also trip supply fans if an exhaust fan

fails and the standby unit does not come on.

3.1.4 E xistin g S tru ctu ral S tu d ies

The H-7 building was not built in accordance with any one set of identifiable contractor

standards. The site study "Building H-7 Design Criteria" identifies what criteria the building

construction is believed to correlate with and notes modifications made in accordance with the

changed mission to support H-Plant operations.

An independent study of the facility was performed by Brown and Associates in 1987. This

study relied on extensive facility walk-throughs and review of available documentation. The

study concluded that the H-7 facility is structurally sound and would withstand the design

basis equivalent tornado of 119 mph from UCRL-15910 without significant damage. The

seismic resistance of the facility, however, is substantially weaker than that of H-Plant.

Site-specific response spectra used in the evaluation were defined in an independent study

conducted by Lawrence Livermore National Laboratory. These response spectra provided

surface accelerations at an average soil depth. For return periods of one in 1000 years and

one in 10,000 years, acceleration levels are 0.13g and 0.25g. The 1987 structural assessment

reached the following conclusions about expected seismic damage:

g-Level

Probable Damage

0.1

Threshold of serious effects. Exterior walls are overstressed and

experience minor cracking. Interior gypsum board walls begin

to fail. Interior unreinforced concrete block walls intact but

show signs of distress. Connection points between girders and

support columns experience some weldment failure.

Generically supported piping fails due to differential displacement.

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