CEMP-E
TI 809-07
30 November 1998
Ek v
h
≤0.96
For
tc
Fcy
VC = φv 0.60Fcyhc ns t c
(Eq C-46)
Where:
h = the depth of the flat portion of the web, which equals the stud flange width for the built-up
columns.
kv = the shear buckling coefficient, which equals 5.34 for both built-up and structural tubing
columns.
φ = 1.0
v
hc = the depth of the column, which is the column width in the in-plane direction of the panel.
ns = the number of faces of a shear panel with diagonal straps (i.e., 1 or 2).
C15. CONNECTION SHEAR AND PULL-OVER. The design shear (AISI E4.3.1) and pull-over per
screw (AISI E4.4.2), Ps shall be calculated as follows:
Ps = φs min(Pns andPnov )
(Eq C-47)
Where, the nominal shear strength per screw, Pns, shall be determined as follows:
For t2/t1 ≤ 1.0, Pns shall be taken as the smallest of:
Pns = 4.2 t 3 dFu2
tilting mode of failure
(Eq C-48)
2
Pns = 2.7t1dFu1
bearing mode of failure
(Eq C-49)
Pns = 2.7t 2 dFu2
bearing mode of failure
(Eq C-50)
For t2/t1 ≥ 2.5, Pns shall be taken as the smaller of:
Pns = 2.7t1dFu1
bearing mode of failure
(Eq C-51)
Pns = 2.7t 2 dFu2
bearing mode of failure
(Eq C-52)
Where:
φ = the screw resistance factor for shear, equal to 0.5.
s
d = the nominal screw diameter.
t1 = the thickness of the member in contact with the screw head.
t2 = the thickness of the member not in contact with the screw head.
Fu1 = the ultimate tensile strength of the member in contact with the screw head.
Fu2 = the ultimate tensile strength of the member not in contact with the screw head.
The nominal shear strength per screw, Pns may also be determined by AISI Tables IV-7a and IV-7b for
connections to various sheet thicknesses for sheets with ultimate strengths of 310 MPa (45 ksi) and 448
MPa (65 ksi) (ASTM A653, Grade 33 and 50 respectively). These tables may only be used if ultimate
strengths of the materials being connected are the same.
C-12
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