Column Web Panel-Zone Shear (AISC 360 J10.6)

The AISC 360-16 J10.6 panel-zone shear strength of a moment-connection column web, both branches.

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Example

You enter

Column yield Fy (ksi) 50
Column depth dc (in) 14
Column web tw (in) 0.5
Column flange width bcf (in) 14.5
Column flange thickness tcf (in) 0.75
Beam depth db (in) 24
Beam flange tf (in) 1
Sum of beam flange moments (kip-in) 5500
Column shear Vcol (kip) 40
Panel-zone deformation in the frame analysis? no

You get

Basic strength Rn (J10-9) 210 kip
Design phiRn (used branch) 189 kip (basic)
Panel-zone demand / doubler 199 kip - DOUBLER PLATE needed

Details, formula, and sources

Basic Rn = 0.60 Fy dc tw (J10-9) and the flange-stiffened bonus (J10-11, allowed only when panel-zone deformation is in the analysis), against the joint demand, with a doubler-plate flag. The moment-frame joint often fails here first.

Rn_basic = 0.60 Fy dc tw (J10-9); Rn_pz = Rn_basic [1 + 3 bcf tcf^2/(db dc tw)] (J10-11); phiRn = 0.90 Rn; demand = sum(Mf)/(db - tf) - Vcol.

The AISC 360-16 Section J10.6 panel-zone (web) shear strength, Eq. J10-9 and J10-11, by name.

AISC 360 is available through AISC; the J10.6 panel-zone provisions are published design equations.

Estimate. AHJ and licensed professional govern.

Field names used by the API: fy_ksi, col_depth_dc_in, col_web_tw_in, col_flange_bcf_in, col_flange_tcf_in, beam_depth_db_in, beam_flange_tf_in, demand_moment_kin, col_shear_kip, pz_in_analysis, rn_basic_kip, phi_rn_kip, demand_kip

Two-branch strength basic J10-9 unless panel-zone deformation is in the analysis, then the J10-11 flange bonus appliesAISC 360-16 J10.6
Low-axial case Pr <= 0.4 Pc; a higher axial load applies a further reduction not included hereAISC 360-16 J10.6