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Model 1: Rigid zone factor = 0, No panel zone

Figure 1 - Model 1

Maximum deflection: ∆_x = 0.133in

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Model 2: Rigid zone factor = 1.0, No panel zone

Figure 2 - Model 2

Maximum deflection: ∆_x = 0.104in

Model 2 implements fully rigid offsets at beam and columns. This technique is not recommended because the smallest and least conservative deflections result. Further, moment values are the highest and most conservative.

Model 3: Rigid zone factor = 0, Panel zone from column

Figure 3 - Model 3

Maximum deflection: ∆_x = 0.152in

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Model 4: Rigid zone factor 1.0, Panel zone from column

Figure 4 - Model 4

Maximum deflection: ∆_x = 0.128in

Model 4 utilizes both features by modeling fully rigid offsets and panel zones at beam & columns while explicit panel zone assignments are based on column properties. Here, flexibility at joint locations is correct and accurate. We recommend using this approach because it is the most realistic, as indicated by response, in which deflection and moment are within the extreme bounds.

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• If the user-defined rigid-offset lengths option for Model 1 were set to (0,0), rather than default settings based on connectivity, results would be identical except that moment values would be reported at the end of members, and not at the face of columns and beams.

• Steel Concrete frames should never use a fully rigid zone. A value of 0.5 is recommended for concrete frames, where 50% of the actual offset is considered rigid.

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