Page 327 - Handbook of Structural Steel Connection Design and Details

Partially Restrained Connections

312 Chapter Four

b. For a mixed failure mode, with a plastic mechanism followed by fracture
of the bolts is

d r nt a d pF y t ft 2
T 2 5 1 $ T reqd
a 1 b 4sa 1 b d
s1.00ds104.3ds2.50d s1.00ds4.00ds50ds1.73d 2
5 1
s2.50 1 1.29d s4ds2.50 1 1.29d
5 68.8 1 39.5 5 108.3 kip/bolt

c. For the limit state of bolt fracture without yielding of the tension flange,
the design resistance per tension bolt is calculated as
T 3 5 d r nt 5 s1.00ds104.3 kip/boltd 5 104.3 kip/bolt

Compute the net capacity of the tension flange is

R n 5 n tb T 5 n tb T 3 5 s8 boltsds104.3 kip/boltd 5 834.4 kips . F pr
5 765.8 kips ok
17. In addition to the checks above for the connection itself, the column must be
checked for following limit states: (1) panel zone shear, (2) need for continuity
plates, (3) local web yielding, (4) web crippling, (5) compression buckling of the
web, and (6) local flange bending.

The cyclic performance of a well-designed T-stub connection is
shown in Fig. 4.19. The figure shows excellent energy dissipation and
stiffness to a rotation of 0.04 rad, with a decline shortly afterward
due to local buckling of the beam (see Fig. 4.1).

10000
1000
8000
800
6000
600
4000
400
2000
200
Moment (k-in) 0 0 –200 Moment (kN-m)

–2000
–400
–4000
–600
–6000
–800
–8000
–1000
–10000
–0.07–0.06–0.05–0.04–0.03–0.02–0.010.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07
Total rotation (rad)
Figure 4.19 Cyclic performance of T stub.

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