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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 732 Design of connections Table 26.3 Design checks for double angle cleat connections Check Description Design rule no. 1 Essential detailing requirements See Fig. 26.5 2 Shear capacity of bolt group connecting The shear capacity of a single bolt (Ps) must be greater than half the resultant force on the outermost bolt due to cleats to beam web direct shear and moment (Fs/2). 3 Shear and bearing For shear For bearing capacity of cleat The shear capacity of the The bearing capacity of the connected to supported beam leg of the angle cleat (Pv) must be greater than half the reaction at the end leg of the angle cleat per bolt (Pbs) must be greater than half the resultant force of the beam on the outermost bolt 4 Shear and bearing For shear For bearing capacity of The shear capacity of the The bearing capacity of the supporting beam beam (Pv) must be greater than the reaction at the end beam web per bolt (Pbs) must be greater than the of the beam (Fv) resultant force on the outermost bolt (Fs) 5 Shear capacity of bolt The shear capacity of the bolt group connecting the group connecting cleats to column cleats to the column (SPs) must be greater than the reaction at the end of the beam (Fv) 6 Shear and bearing For shear For bearing capacity of cleats The shear capacity of the The total bearing capacity connected to column leg of the angle cleat (Pv) must be greater than half the reaction at the end of the leg of a single angle cleat (SPbs) must be greater than half the reaction at the of the beam end of the beam 7 Local shear and For shear For bearing bearing capacity of The local shear capacity of The bearing capacity of the column web the column web (Pv) must be greater than half the column web must be greater than half the sum of sum of the beam end the beam end reactions reactions either side of the either side of the column column web Ê Fv1ˆ Fv2 Ë n ¯ 1 n2 web 2 8 Structural integrity – The tying capacity of double angle web cleats must be tension capacity of pair of web angle cleats greater than the tie force 9 Structural integrity – For tension For bearing tension and bearing The net tension capacity of The bearing capacity of the capacity of beam web the beam web must be beam web must be greater greater than the tie force. than the tie force 10 Structural integrity – The tension capacity of the bolt group must be greater tension capacity of bolts than the tie force + Ê Fv ( 2 ) ( Fv1 + Fv2) . 2 ˆ Ë ¯ . . Fv ( 2 ) . Fs ( 2 ) . Fv ( 2 ) . Note: The design check numbers may not match the check numbers given in Ref 1.
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) Length of cleat, I > 0.6D D Face of column ZtLine of action of shear force Cleat thickness, t. = 8mm for UBs up to 457 x 191 t = 12mm for UBs 533 x 210 and over End projection ti approx. 10mm Supporting column C I U Supported beam '. Simple connections 733 g Hole diameter, Dh Dh = d + 2mm ford 24mm Dh = d + 3mm ford >24mm Gauge, g 125mm 203mm g >90mmforB< 203mm (B = column flange width) 00 00 Bolt diameter, d Fig. 26.5 Essential detailing requirements for double angle cleat connections Fig. 26.6 Typical major axis flexible end-plate connections
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