Handbook of Civil Engineering Calculations

3. Determine the welded section flexural strength
   Determining flexural strengths, we obtain

tfff_p^_ 361^x0691^ =4107kip.ft(5569kNm)

Mn-FJ,-

36ki

P^

230i

»

3

-3690IdP-U(SWkNm)

The value of Mn can be obtained by linear interpolation using Fig. 40 or AISC Eq.
(A-Fl-J): Mn, = 3946 kip-ft (5351 kNm).
The design flexural strength <M4t = 0.90 x 3946 kip-ft = 3551 kip-ft (4815 kNm).
Shear strength for an unstiffened web is governed by one of the equations below, de-
pending on h/tw.

For

f-^= rn = o.6FyAw (i]

*w V ^y

418 h 523 418/VK

^VF/T^VF,

F

«

=0

6F

^^r

[2]

„ h 523 „. 132,000

^T^VF;

K

"

=

^l^

[3]

where Vn = nominal shear strength, kips (IeN)
Aw = area of the web, in
2
= dtw
d = overall depth, in (cm)
tw = thickness of web, in (cm)
h = the following web dimensions, in: clear distance between fillets, for rolled
shapes; clear distance between flanges for welded sections

Here, hltw = 56 in/0.44 in = 128.0.

^ 0 523 523

128>

V^

=

V36

Equation (3) governs:

132,000 _ (58 in x Q.44 in) x 132,000

n

" (h/tw)

2

(128.O)

2

= 204.4 kips (909.2 kN)

The design shear strength $vVn = 0.90 x 204.4 kips = 184.0 kips (818.4 kN)

Related Calculations. This procedure is the work of Abraham J. Rokach,
MSCE, Associate Director of Education, American Institute of Steel Construction. SI val-
ues were prepared by the handbook editor.