Joining Plates Connection

The joining plates connection is a moment transmitting connection formed by connecting the end plates welded to two beams with bolts. Bolt control, welding control, plate control are made automatically according to the placement of the elements of the connection. The connection design of the joining plates connection is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and the connection report is created.

In the calculation of the joining plates connection, the distance between the bolts, the horizontal and vertical edge distance of the bolts and the weld thickness are checked under geometry control. In the strength control, tension in the support bolts, thickness of the end plate, shear yield of the end plate, shear failure of the end plate, slip on the support bolts, crushing of the bolt hole in the end plate and weld strength are checked.

Geometry Checks

Horizontal Edge Distance

 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

 L ev ≥ L e- min ÇYTHYEDY 13.3.7 L ev 51.515 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 √

Weld Size 1

 a ≥ a min ÇYTHYEDY 13.3.7 a 6 mm √ a min 3.5 mm Table 13.4 √

Strength Checks

Bolt Tension at Support

 Ft 750000 kN/m2 Ab AISC DG-4-2 nd3.7 Pt h0 x1 314.368 mm dm 393.235 mm Mreq 40.179 kNm Nreq 16,552 kN Rreq Rn ΦRn

Required

Available

Ratio

Control

93.899 kN

1017.876 kN

0.092

End Plate Thickness

 A b P t M n AISC 358-16 (6.8-5) F yp 235346 kN/m2 Y p 2510.75 mm t p

Required

Available

Ratio

Control

28.903 mm

30 mm

0.963

End Plate Shear Yield

 F yp 235359 kN/m2 A g ÇYTHYEDY 13.17 dm 393.235 mm M req 40.179 kNm N req 16.552 kN R req Rn ΦRn

Required

Available

Ratio

Control

93.899 kN

1779.31 kN

0.053

End Plate Shear Rupture

 F u 362846 kN/m2 To u ÇYTHYEDY 13.18 dm 393.235 mm M req 40.179 kNm N req 16.552 kN R req Rn ΦRn

Required

Available

Ratio

Control

93.899 kN

1508.714 kN

0.062

Bolt Shear at Support

 A b Fnv Rn ÇYTHYEDY 13.10b ΦRn

Required

Available

Ratio

Control

1,058 kN

610,725 kN

0.002

Bolt Bearing on End 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

1,058 kN

1695.14 kN

0.001

Weld Size 1

 F yp 235359 kN/m2 AISC DG-4-2 nd2.1.7 tbw 9 mm F e 480000 kN/m2 in

Required

Available

Ratio

Control

3.976 mm

8.487 mm

0.469

Weld Strength 1

 in 8.487 mm F E 480 N/mm2 the e 189.75 mm Rn AISC DG-4-2 nd2.1.8 R n / Ω

Required

Available

Ratio

Control

1,058 kN

491.8 kN

0.002

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