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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. |
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Basis of Design
OMF designed in accordance with these provisions are expected to provide minimal inelastic deformation capacity in their members and connections.
Member Requirements
Width-to-thickness ratios of members for OMF are no limitations. Also, 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 loads. According to AISC 341-16, 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 following requirements:
(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, as applicable, is determined using the equation E1-1. The capacity-limited horizontal seismic load effect, Ecl,
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(1) All welds at the beam-to-column connection should provide the requirements of Chapter 3 of ANSI/AISC 358 -16.
(2) Beam flanges are connected to column flanges using complete-joint penetration groove welds.
(3) Weld access holes should be appropriate with clause 6.11.1.2 of AWS D1.8/D1.8M.
(4) Continuity plates provides Section E3.6f.
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
PR moment connections should provide the following requirements:
(a) Connections are designed for the maximum moment and shear from the applicable load combinations
(c) The nominal flexural strength of the connection, Mn,PR, is no less than 50% of Mp of the connected beam.(d) Vu or Va, as applicable, are determined per Section E1.6b(a) with Mp in Equation E1-1 taken as Mn,PR.
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