Home / Tools / AISC 341 SMF Panel Zone 🇺🇸 US · D

AISC 341-22 Special Moment Frame — Panel Zone Shear

§E3.6e: required shear from the beams' probable moments at the column face, R_u = ΣM_f/(d_b − t_fb) − V_c; strength by AISC 360-22 Eq. J10-11/J10-12 (inelastic panel-zone deformation considered) with φ_v = 1.0; required doubler plate in closed form; individual-thickness limit (d_z + w_z)/90.

Column

Grade

d_c in

t_w in

b_cf in

t_cf in

A_g in²

P_r kip

V_c (column shear) kip

Beams

Grade

Z_e in³

d_b in

t_fb in

L (centerline span) ft

S_h in

w_u kip/ft

Beams

Results

M_pr · V_pr · M_f per beam—

R_u kip—

φR_n (φ = 1.0) J10-11/12—

Required total t · doubler in—

(d_z + w_z)/90 §E3.6e(2)—

§E3.6eR_u = ΣM_f/(d_b − t_fb) − V_c, M_f = M_pr + V_prS_h (AISC 358); φ_v = 1.0

J10.6R_n = 0.60F_yd_ct_w[1 + 3b_cft_cf²/(d_bd_ct_w)], × (1.9 − 1.2P_r/P_c) when P_r > 0.75P_c; P_c = P_y. Unchanged in AISC 360-22 (AISC comparison document: only the definition of A_g was edited).

DoublerThe bracket expands to 0.6F_yd_ct + 1.8F_yb_cft_cf²/d_b; the second term does not depend on t, so the required total thickness follows in closed form.

VerifyHand calculation (regression test): W14×257 column, two W24×76 beams → M_f = 13,787 kip-in, R_u = 1,137.5 kip, φR_n = 795.8 kip → total t = 1.875 in, doubler 0.695 in; substituting t back gives φR_n = R_u.

ScopeDoubler welding and detailing (§E3.6e(3)) and continuity plates (§E3.6f) are not checked.

Preliminary calculation tool. Final design requires the full text of the referenced standard (see the sources on this page) and review by a licensed PE.