Splice Connection Design

A splice connection design is a moment-transmitting connection formed by bolted or welded connecting plates of beam caps and bodies. It can be used as a beam attachment or column attachment. Bolt control, welding control, and plate control are made automatically according to the placement of the connection elements.

The splice connection design in ideCAD Structuralis automatically made according to the Design, Calculation, and Construction Principles of Steel Structures AISC 360-16 regulations and the connection report is created.

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In the calculation of the splice connection, the distance between the header and the body bolts, the horizontal and vertical edge distance, and the welding control are made under the geometry control. In strength control, heading and body bolts slip, cap and body bolt hole crushing, beam cap and body bolt hole crushing, header plate tensile yield and tensile failure, head plate block slip, beam head block slip, head plate pressure leak, body plate block slip and weld control.

Geometry Checks

Bolt Spacing at Flange

 s min ≥ 3d ÇYTHYEDY 13.3.6 s 72 mm d 24 mm s =79.5 mm > smin = 3*24=72 mm √

Horizontal Edge Distance at Flange

 L eh ≥ L e- min ÇYTHYEDY 13.3.7 L eh 75 mm L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application √ L e- min 32 mm Minimum distance check according to Table 13.9 √

Vertical Edge Distance at Flange

 L ev ≥ L e- min ÇYTHYEDY 13.3.7 L ev 35 mm L e- min 32 mm Minimum distance check according to Table 13.9 √

Bolt Spacing at Web

 s min ≥ 3d ÇYTHYEDY 13.3.6 s 112.5 mm d 32 mm s =112.5 mm > smin = 3*24=72 mm √

Horizontal Edge Distance at Web

 L eh ≥ L e- min ÇYTHYEDY 13.3.7 L eh 55 mm L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application √ L e- min 32 mm Minimum distance check according to Table 13.9 √

Vertical Edge Distance at Web

 L ev ≥ L e- min ÇYTHYEDY 13.3.7 L ev 50 mm L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application √ L e- min 32 mm Minimum distance check according to Table 13.9 √

Checks

Bolt Shear at Flange

 A b Fn Rn ΦRn

Required

Available

Ratio

Control

315,683 kN

732.87 kN

0.431

Bolt Bearing on Flange Plate

 d h 24+2=26 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

315,683 kN

1371.558 kN

0.230

Bolt Bearing on Beam Flange

 d h 24+2=26 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

315,683 kN

1234,402 kN

0.256

Flange Plate Shear Yield

 A g F y 235.359 N/mm2 Rn ÇYTHYEDY 13.15 ΦRn

Required

Available

Ratio

Control

281.974 kN

571.92 kN

0.493

Flange Plate Tensile Rupture

 An A e F u 362.846 N/mm2 U 1.00 Rn ÇYTHYEDY 13.16 ΦRn

Required

Available

Ratio

Control

281.974 kN

506.17 kN

0.557

FlangFlange Plate Block Shear

 A g A nv A e.g. F y 235.359 N/mm2 F u 362.846 N/mm2 Ubs one Rn ÇYTHYEDY 13.19 ΦRn

Required

Available

Ratio

Control

281.974 kN

867,285 kN

0.325

Flange Plate Block Shear

 A g A nv A e.g. F y 235.359 N/mm2 F u 362.846 N/mm2 Ubs one Rn ÇYTHYEDY 13.19 ΦRn

Required

Available

Ratio

Control

281.974 kN

780.55 kN

0.361

Beam Flange Block Shear

 TO 0.65 L 150 mm r 4.33 mm KL / r 22.52 F y 235.359 N/mm2 A g Rn ÇYTHYEDY 13.19 ΦRn

Required

Available

Ratio

Control

315,683 kN

571.92 kN

0.552

Bolt Shear at Web

 A b Fn Rn ΦRn

Required

Available

Ratio

Control

0.458 kN

244.29 kN

0.002

Bolt Bearing on Web Plate

 d h 24+2=26 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Rn ΦRn

Required

Available

Ratio

Control

0.458 kN

241.656 kN

0.002

Bolt Bearing on Beam Web

 d h 24+2=26 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Rn ΦRn

Required

Available

Ratio

Control

0.458 kN

117.954 kN

0.004

Web Plate Shear Yield

 A g F y 235.359 N/mm2 Rn ÇYTHYEDY 13.17 ΦRn

Required

Available

Ratio

Control

1,108 kN

917.9 kN

0.001

Web Plate Shear Rupture

 A nv A e F u 362.846 N/mm2 Rn ÇYTHYEDY 13.17 ΦRn

Required

Available

Ratio

Control

1,108 kN

787,013 kN

0.001

Beam Shear Rupture

 A nv A e F u 362.846 N/mm2 Rn ÇYTHYEDY 13.17 ΦRn

Required

Available

Ratio

Control

1,108 kN

443,732 kN

0.002

Web Plate Block Shear

 A g A nv A e.g. F y 235.359 N/mm2 F u 362.846 N/mm2 Ubs one Rn ÇYTHYEDY 13.19 ΦRn

Required

Available

Ratio

Control

1,108 kN

805,664 kN

0.001