Page 149 - Structural Steel Designers Handbook AISC, AASHTO, AISI, ASTM, and ASCE-07 Design Standards

Brockenbrough_Ch03.qxd 9/29/05 5:05 PM Page 3.81

CONNECTIONS

CONNECTIONS 3.81

FIGURE 3.46 Equilibrium of doubler plate with weak-axis shear load.
(Source: A. R. Tamboli, Handbook of Structural Steel Connection Design and
Details, McGraw-Hill, 1999, with permission.)

of carrying V or R alone, they are capable of carrying their difference. The same argument applies to
the top and bottom edges of the doubler. Also, the same argument holds if the moment and/or weak-
axis shear reverse(s).

Associated Shear Connections: Beam 1. The specified shear for the web connection is R =
163 kips, which is the shear capacity of the W21 × 62 (A36) beam. The connection is a shear plate
with two erection holes for erection bolts. The shear plate is shop welded to the column flange and
field welded to the beam web. The limit states are shear yielding on the plate gross section, weld
strength, and beam web strength.
Plate Gross Shear. Try a plate / 2 × 5 × 18 in.
1
φR gv = 0.5 × 18 × 0.9 × 0.6 × 36 = 175 kips > 163 kips OK

Plate net shear need not be checked here, because it is not a valid limit state.
1
Weld to Column Flange. This weld sees shear only. Thus, weld size in / 16ths is

D = 163 = 325.
2 ×18 ×1 392.

1
Use a / 4-in fillet weld.
Weld to Beam Web. This weld sees the shear plus a small couple. Using AISC Manual Table 8-9,
l = 18, kl = 4.25, k = 0.24, x = 0.04, xl = 0.72, al = 4.28, a = 0.24, c = 2.70, and

D = 163 = 447.
075 × 270.
.
5
Use a / 16-in fillet weld.
5
Beam Web. To support a / 16-in fillet weld on both sides of a plate, AISC Manual Table 10.2
5
shows that a 0.476-in web is required. For a / 16-in fillet on one side, a 0.238-in web is required. Since
the W21 × 62 web is 0.400 in thick, it is OK.

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