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Bu tip için deprem yönetmeliğini ilgilendiren herhangi özel bir kontrol mevcut değildir. Analizden elde edilen değerler doğrudan tasarımda kullanılır. Birleşimler için çalışılması gerekecektir sadece. |
Basis of Design
OMF are expected to provide minimal inelastic deformation capacity in their members and connections.
Member Requirements
1- Width-to-thickness ratios of members for OMF are no limitations. Also, stability
2- Stability bracing of beams or joints in OMF is no requirenements. Structural steel beams in OMF are permitted to be composite with a reinforced concrete slab to resist gravity loadsrequirement.
According to AISC 341-16, the program does not control width-to-thickness ratios and stability bracing of beams or joints do not controlled by programme.
Connections
There are two type of beam-to-column connections as fully restrained (FR) and partially restrained (PR) moment connections.
FR. Moment Connections
FR moment connections should provide at least one of the followings:
(a) FR moment connections are designed for a required flexural strength that determines 1.1RyMp, and divided by αs, where αs = LRFD-ASD force level adjustment factor = 1.0 for LRFD and 1.5 for ASD.
The required shear strength of the connection, Vu or Va, is determined using the equation E1-1. The capacity-limited horizontal seismic load effect, Ecl,
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(b) FR moment connections are designed for a required flexural strength and a required shear strength. They’re equal to the maximum moment and corresponding shear that can be transferred to the connection by the system, including the effects of Ry.
The bending moment used to control for continuity plates is 1.1RyMn/αs or the maximum moment that can be transferred to the connection by the system.
PR. Moment Connections
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