Model Building Groups

DOE-STD-1020-2002

Model Building Groups

The model building types listed in Table 2-4 are defined in FEMA 178, (Ref. 2-22) NEHRP

Handbook for the Seismic Evaluation of Existing Buildings.

Extremely Poor:

Concrete Moment Frame, Precast/Tilt-up Concrete Walls with

Lightweight Flexible Diaphragms, Precast Concrete Frames with Concrete

Shear Walls, Unreinforced Masonry Buildings.

Very Poor:

Steel Braced Frame, Steel Frame with Infill Shear Walls, Concrete Shear

Walls, Concrete Frame with infill Shear Walls, Reinforced Masonry

Bearing Walls with Precast Concrete Diaphragms. Other type Unknown

type.

Poor:

Wood, Light Frame, Wood, Commercial and Industrial, Steel Moment

Frame, Steel Light Frame, Steel Frame with Concrete Shear Walls,

Reinforced Masonry Bearing Walls with Wood or Metal Deck

Diaphragms.

Essential Buildings: Buildings that, in the judgement of the owning agency require a level of

seismic resistance higher than life safety in order to support earthquake

response, critical functions, hazardous materials or extremely valuable

contents.

2.4.3 Basic Intention of Dynamic Analysis Based Deterministic

Seismic Evaluation and Acceptance Criteria

The basic intention of the deterministic seismic evaluation and acceptance criteria

defined in Section 2.3 is to achieve less than a 10% probability of unacceptable performance for

a structure, system, or component (SSC) subjected to a Scaled Design/Evaluation Basis

Earthquake (SDBE) defined by:

SDBE = (1.5SF)(DBE)

(2-7)

where SF is the appropriate seismic scale factor from Equation 2-1.

The seismic evaluation and acceptance criteria presented in this section has intentional

and controlled conservatism such that the target performance goals are achieved. The amount of

intentional conservatism has been evaluated in Reference 2-1 such that there should be less than

10% probability of unacceptable performance at input ground motion defined by 1.5SF times the

DBE. Equation 2-7 is useful for developing alternative evaluation and acceptance criteria which

are also based on the target performance goals such as inelastic seismic response analyses. To

evaluate items for which specific acceptance criteria are not yet developed, such as overturning

or sliding of foundations, or some systems and components; this basic intention must be met. If

a nonlinear inelastic response analysis which explicitly incorporates the hysteretic energy

dissipation is performed, damping values that are no higher than Response Level 2 should be

used to avoid the double counting of this hysteretic energy dissipation which would result from

the use of Response Level 3 damping values.

2-24