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OMF designed in accordance with these provisions are expected to provide minimal inelastic deformation capacity in their members and connections.
Member Requirements
There are no limitations on widthWidth-to-thickness ratios of members for OMF beyond those in the Specification. There are no requirements for limitations. Also, stability bracing of beams or joints in OMF , beyond those in the Specificationis 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 that are part of the seismic force-resisting system (SFRS) shall satisfy should provide at least one of the following requirements:
(a) FR moment connections shall be are designed for a required flexural strength that is equal to the expected beam flexural strength, RyMp, multiplied by 1.1 determines 1.1RyMp, and divided by αsαs, where αs αs = LRFD-ASD force level adjustment factor = 1.0 for LRFD and 1.5 for ASD.
The required shear strength of the connection, Vu Vu or VaVa, as applicable, shall be is determined using the capacity-limited seismic load effectequation E1-1. The capacity-limited horizontal seismic load effect, Ecl, shall be determined as follows:Ecl,
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(b) FR moment connections shall be 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 material overstrength and strain hardeningRy.
(c) FR moment connections between wide-flange beams and the flange of wideflange wide flange columns shall either satisfy the requirements of Section E2.6 or E3.6, or shall meet the following requirements:
(1) All welds at the beam-to-column connection shall satisfy should provide the requirements of Chapter 3 of ANSI/AISC 358 -16.
(2) Beam flanges shall be are connected to column flanges using complete-jointpenetration joint penetration groove welds.
(3) The shape of weld Weld access holes shall should be in accordance appropriate with clause 6.11.1.2 of AWS D1.8/D1.8M. Weld access hole quality requirements shall be in accordance with clause 6.11.2 of AWS D1.8/D1.8M.
(4) Continuity plates shall satisfy the requirements of provides Section E3.6f.
(5)
The beam web shall be connected to the column flange using either a CJP groove weld extending between weld access holes, or using a bolted single plate shear connection designed for the required shear strength given in Section E1.6b(a).
For options (a) and (b) in Section E1.6b, continuity plates shall be provided as required by Specification Sections J10.1, J10.2 and J10.3. The bending moment used to check control for continuity plates shall be the same bending moment used to design the beam-to-column connection; in other words, is 1.1RyMn/αs or the maximum moment that can be transferred to the connection by the system.
PR. Moment Connections
PR moment connections shall satisfy should provide the following requirements:
(a) Connections shall be are designed for the maximum moment and shear from the applicable load combinations as described in Sections B2 and B3.
(b) The stiffness, strength and deformation capacity of PR moment connections shall be considered in the design, including the effect on overall frame stability.
(c) The nominal flexural strength of the connection, Mn,PR, shall be is no less than 50% of Mp of the connected beam.
Exception: For one-story structures, Mn,PR shall be no less than 50% of Mp of the connected column.(d) Vu or Va, as applicable, shall be are determined per Section E1.6b(a) with Mp Mp in Equation E1-1 taken as Mn,PR.
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