Behavior and Design of Bolted Splice Connections for C-PSW/CF Walls

Abstract

Abstract This paper briefly summarizes the results from experimental and numerical investigations conducted on full-scale planar concrete-filled composite plate shear walls (C-PSW/CF) with bolted splice connections. These experimental results and numerical models are used to develop and verify design methods for estimating the moment capacity ( <mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" alttext="upper M Subscript n" display="inline" overflow="scroll"> <mml:msub> <mml:mi>M</mml:mi> <mml:mi>n</mml:mi> </mml:msub> </mml:math> ) and ultimate rotation ( <mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" alttext="theta Subscript u" display="inline" overflow="scroll"> <mml:msub> <mml:mi>θ</mml:mi> <mml:mi>u</mml:mi> </mml:msub> </mml:math> ) of bolted splice connections using the instantaneous center of rotation method (ICM) and a less accurate but simpler method (SM). The shear force–deformation relationship for fasteners (blind bolts and threaded rods in sleeves) and the beneficial effect of concrete are incorporated into the design methods. These shear force–deformation relationships and component-based models for fasteners (blind bolts in particular) are developed and validated using corresponding fastener test results and numerical models. The experimental and numerical results from the planar C-PSW/CF walls are used to extract and validate the fundamental moment–rotation ( <mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" alttext="upper M hyphen theta" display="inline" overflow="scroll"> <mml:mi>M</mml:mi> <mml:mtext>-</mml:mtext> <mml:mi>θ</mml:mi> </mml:math> ) relationships for bolted splice connections. These relationships are then used to develop and validate an empirical model for the <mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" alttext="upper M hyphen theta" display="inline" overflow="scroll"> <mml:mi>M</mml:mi> <mml:mtext>-</mml:mtext> <mml:mi>θ</mml:mi> </mml:math> relationship of bolted splice connections. These models utilize the moment capacity ( <mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" alttext="upper M Subscript n" display="inline" overflow="scroll"> <mml:msub> <mml:mi>M</mml:mi> <mml:mi>n</mml:mi> </mml:msub> </mml:math> ) and ultimate rotation ( <mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" alttext="theta Subscript u l t" display="inline" overflow="scroll"> <mml:msub> <mml:mi>θ</mml:mi> <mml:mi>u</mml:mi> </mml:msub> </mml:math> ) calculated using the design methods (ICM or SM) or numerical models of the connections. The effects of connection flexibility (i.e., <mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" alttext="upper M hyphen theta" display="inline" overflow="scroll"> <mml:mi>M</mml:mi> <mml:mtext>-</mml:mtext> <mml:mi>θ</mml:mi> </mml:math> relationship) on the lateral stiffness of the overall C-PSW/CF wall system are evaluated, and design recommendations for limiting the reduction in lateral stiffness of the system are proposed.