Page 167 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

152 Chapter Two

Figure 2.55 Extended Single Plate Connection.

Example––Extended Single Plate Tab Connection (See Fig. 2.55)
Inelastic bolt design. (From AISC 13th Edition Manual Table 7-7)
C 4.34
R C r
n n
4.34 35.3
153 150 kips, ok

Bearing / Tearout On Controlling Element
Bearing / Tearout Does Not Control
Maximum Plate Thickness—due to the uncertainty related to the dis-
tribution of moments through the connection the plate and bolt group
are sized such that yielding in the plate will preclude fracture of the bolts
by redistributing the moments. It should be noted that this check uses
the nominal bolt capacity without a factor of safety and discounts the
20% reduction in bolt shear strength assumed in the Specification to
account for uneven force distribution in end-loaded connections. Since
this is essentially a ductility check and not a strength limit state, this
should not be considered a violation of the Specification.

Downloaded from Digital Engineering Library @ McGraw-Hill (www.accessengineeringlibrary.com)
Copyright © 2009 The McGraw-Hill Companies. All rights reserved.
Any use is subject to the Terms of Use as given at the website.