Block Shear Capacity Calculator

Inputs

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Specified minimum tensile strength of the connected (failing) material. A36 ≈ 400 MPa (58 ksi); A992/A572-50 ≈ 450 MPa (65 ksi).
MPa
Specified minimum yield strength of the connected material. A36 ≈ 250 MPa (36 ksi); A992/A572-50 ≈ 345 MPa (50 ksi).
MPa
Gross area on the shear plane(s): shear-plane length × thickness, summed over all shear planes in the tear-out block. No hole deduction.
mm²
Net area on the shear plane(s): gross shear area minus the bolt-hole material crossed by the shear plane(s). Hole diameter is bolt + 2 mm (1/16 in) clearance plus 2 mm (1/16 in) for damage per AISC.
mm²
Net area on the tension plane: tension-plane length × thickness minus the hole material crossed by the tension plane. Enter 0 for a pure-shear tear-out.
mm²
Ubs reduces the tension term when the tension stress is nonuniform. Use 1.0 for most bolted connections (single line of bolts, angles, gusset plates); 0.5 for nonuniform cases such as coped beams with two bolt lines.

Results

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Nominal block shear strength(Rₙ)
504,000N

504 kN · 113,300 lbf

Shear rupture (0.6·Fu·Anv) governs the shear term — the usual case.

Rₙ = min(0.6·Fu·Anv, 0.6·Fy·Agv) + Ubs·Fu·Ant — the shear term is capped by gross-section yield.

Also computed

LRFD design strength(φRₙ)378,000N

378 kN · 84,980 lbf

φRₙ with φ = 0.75 — must be ≥ the required strength from LRFD (factored) load combinations.

ASD allowable strength(Rₙ/Ω)252,000N

252 kN · 56,650 lbf

Rₙ/Ω with Ω = 2.00 — must be ≥ the required strength from ASD (service) load combinations.

Method notes 4 notes
  • AISC 360 Section J4.3 block shear rupture, Eq. J4-5: Rₙ = 0.6·Fu·Anv + Ubs·Fu·Ant, not to exceed 0.6·Fy·Agv + Ubs·Fu·Ant. The tension term Ubs·Fu·Ant is common to both; the shear term is the lesser of net-section rupture (0.6·Fu·Anv) and gross-section yield (0.6·Fy·Agv).
  • Areas are yours to compute from the connection geometry. Gross areas use the full plane length; net areas deduct the standard hole = bolt diameter + 2 mm (1/16 in) clearance + 2 mm (1/16 in) for hole damage per AISC. Ubs = 1.0 for uniform tension stress (most connections); 0.5 only where the tension stress is nonuniform (e.g. coped beams with two bolt rows).
  • This is one connection limit state. Also check bolt shear, bolt bearing/tearout, the member net-section rupture and gross-section yield, and the weld or plate as applicable — the connection capacity is the smallest of all of them.
  • Resistance factors φ = 0.75 (LRFD) and Ω = 2.00 (ASD) are AISC J4.3 values, stable across the 360-10/16/22 editions. Verify Fu, Fy and the hole/edge geometry against your governing AISC Specification edition and the steel mill certs.

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