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Section

Member steel grade

Bolted shear connection

No. of bolts (column)

Pitch (mm)

End distance e1 (mm)

Edge distance e2 (mm)

Plate/angle thickness (mm)

Bolts / weld material

Bolt grade

Bolt size

Threads excluded from shear plane

Plate/angle steel grade

Applied loads

Applied shear VEd (kN)

Connection Design

Bolted shear · EN 1993-1-8 · IPE300 · S355

Governing checkBolt bearing57.0%ALL CHECKS PASS

Checks

Check	Demand	Capacity	Util.	Status
Bolt shear	150.0 kN	564.5 kN	26.6%	PASS
Bolt bearingGOVERNS	150.0 kN	263.3 kN	57.0%	PASS
Block shear	75.0 kN/angle	248.3 kN/angle	30.2%	PASS
Plate/angle capacity	75.0 kN/angle	349.3 kN/angle	21.5%	PASS

Covers exactly three connection types — bolted shear, bolted moment, welded — not a hybrid bolted-and-welded configuration.
Applied loads (shear, moment, eccentric load) are inputs from your own analysis or load combination — this tool doesn’t derive them from a larger structural model.
Bolted moment checks model the governing (outermost) tension bolt row in full detail — other rows only feed the elastic distribution used to compute that row’s demand.
Welded connections use the basic (direction-independent) weld-strength method, not the directional-strength-increase method.
The prying-action / T-stub check is a simplified lever-arm geometric model, not a full finite-element plate analysis of the end plate.
This tool does not replace engineering judgement — always verify with a licensed engineer.

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Connection Design v1.0Validated against 10 benchmark cases →Learn: How bolted vs welded connections actually transfer force differently →Learn: Moment frames vs braced frames vs shear walls: how lateral systems actually differ →Learn: Characteristic values vs design values: what "characteristic strength" actually means statistically →

Bolt shear▼

EN1993-1-8 Table 3.4Bolt shear resistance per shear plane

Fv,Rd = αv·fub·A/γM2

αv=0.60, fub=800 MPa, A=245 mm² (As, threaded)

Fv,Rd = 94.1 kN/plane

Bolt-group shear capacity

ΣVRd = n·nplanes·Fv,Rd

n=3, nplanes=2 (double shear)

ΣVRd = 564.5 kN vs VEd = 150.0 kN

Bolt bearing▼

EN1993-1-8 Table 3.4Bolt bearing resistance (governing bolt)

Fb,Rd = k1·αb·fu·d·t/γM2

k1=2.50, αb=0.61, fu=510 MPa, d=20 mm, t=7.1 mm

Fb,Rd = 87.8 kN

Governing ply

Plate/angle t=10.0 mm → 104.2 kN; member web tw=7.1 mm → 87.8 kN

Governs: member web

Bolt-group bearing capacity

ΣFb,Rd = n·Fb,Rd(governing ply)

n=3

ΣFb,Rd = 263.3 kN vs VEd = 150.0 kN

Block shear (per angle)▼

EN1993-1-8 §3.10.2 Eq. 3.9Block shear (unsymmetric — one tension face, one shear face)

Veff,2,Rd = 0.5·fu·Ant/γM2 + fy·Anv/(√3·γM0)

Ant=290 mm², Anv=1250 mm², fu=430 MPa, fy=275 MPa

Veff,2,Rd = 248.3 kN

Two angles share the applied shear equally

Vperelement = VEd/2

150.0/2

Vperelement = 75.0 kN vs Veff,Rd = 248.3 kN

Plate/angle capacity (per angle)▼

Bolt-line depth

Lp = e1(top) + (n−1)·p + e1(bottom)

Lp = 40 + 2×70 + 40

Lp = 220 mm

EC3 §6.2.6(2)Plate/angle gross shear yielding

Vpl,Rd = Av·(fy/√3)/γM0

Av=2200 mm², fy=275 MPa

Vpl,Rd = 349.3 kN

Step values are shown in SI (mm, kN, kN·m, MPa) regardless of the display-unit toggle. Utilization of 100% means fully stressed.

Connection Design Calculator

Connection Design