Page 124 - Structural Steel Designers Handbook AISC, AASHTO, AISI, ASTM, and ASCE-07 Design Standards

Brockenbrough_Ch03.qxd 9/29/05 5:05 PM Page 3.56

CONNECTIONS

3.56 CHAPTER THREE

1
10–"
2 3"

W16 × 45
R = 51 kips

3 @ 3" 1'

7/16
7/16
5/8" PL (Gr 50)
FIGURE 3.35 Extended single-plate shear connection.

not require the coping needed for more traditional beam-to-beam connections. Beam-to-column
web connections are also made easier. Since the beam can be connected beyond the column
flanges, erection is greatly eased. Unlike double-angle, end-plate, and sometimes single-angle
connections, there will be no bolts at the support common to more than one member, so safety is
also improved.
A new procedure for the design of extended single-plate shear connections was introduced in the
2005 AISC Manual. This procedure, illustrated in the following example, addresses many of the past
concerns for these connections, including plate buckling, ductility at both the welds and the bolts,
and support rotation.
5
Consider a / 8-in-thick single shear plate of Grade 50 steel, which connects to the web of a
W16 × 45 A992 beam (Fig. 3.35). Bolts are 1-in-diameter A325X. The factored shear force is
51 kips. To check the eccentric bolt group for bolt shear, bearing, and tear-out, refer to Table 7-9
of the AISC Manual. With s = 3 in (bolt spacing), n = 4 (number of bolts in a vertical row), and
e x = 12 in (eccentricity, support to c.g. bolts), the coefficient for eccentrically loaded bolt group
is C = 2.06.

Design strength for bolt shear:
φR n = CφF n A b = 2.06 × (0.75 × 60 × 0.785) = 2.06 × 35.3 = 72.8 kips > 51 kips OK

Design strength for bolt bearing and tear-out: Since the direction of the force on each bolt is not
known, it is conservative to determine the capacity of a single bolt tearing through the smallest
edge distance and prorate the connection capacity accordingly.

 1 0625 
.
×
×
φR = 075 ×12 . × 15 . − 2  × 0 345 65 0 75 2 4 1 0 345 65
≤ .
× × .
× .
.
.

n
= 19 6 . < 40 4 kips bolt. /
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