4 Bolts Stiffened End Plate Connection Design

The 4 Bolts Stiffened End Plate Connection is a type of moment-transmitting connection (rigid connection) which is bolted to the columns and welded to the beam and is a stiffening plate. Bolt control, weld control, plate control and connection application limits control are performed automatically according to the placement of the elements of the connection. The 4 Bolts Stiffened End Plate Connection Design 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. Connection detail application limits are checked according to TBDY Table 9B.1.

In the calculation of the 4 Bolts Stiffened End Plate Connection, the horizontal and vertical bolt distances, end plate weld thickness, continuity plate weld thickness and application limits are checked under geometry control. In strength checks, bolt diameter, end plate thickness, end plate shear yield, end plate shear failure, reinforcement plate weld thickness, slip on support bolts, bolt hole crush on end plate, bolt hole crush on column head, butt plate weld thickness, column head thickness, column panel zone slip and slip zone thickness control.

Geometry Checks

Horizontal Edge Distance

 Leh ≥ Le- min ÇYTHYEDY 13.3.7 Leh 72 mm L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application √ Le- min 48 mm Minimum distance check according to Table 13.9 √

Vertical Edge Distance

 Lev ≥ Le- min ÇYTHYEDY 13.3.7 Lev 72 mm L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application √ Le- min 48 mm Minimum distance check according to Table 13.9 √

Beam Web to End Plate Weld Size

 a ≥ amin a 5 mm √ amin 3.5 mm Table 13.4 √

Stiffener to Beam Flange Weld Size

 a ≥ amin a 5 mm √ amin 3.5 mm Table 13.4 √

Stiffener to End Plate Weld Size

 a ≥ amin a 5 mm √ amin 3.5 mm Table 13.4 √

Continuity Plate to Column Flange Weld Size

 a ≥ amin a 8 mm √ amin 4 mm Table 13.4 √

Continuity Plate to Column Web Weld Size

 a ≥ amin a 8 mm √ amin 4 mm Table 13.4 √

Connection Detail Prequalification Limits (TBDY Table 9B.1)

 Beam span / Beam cross-section height 9144 mm /450 mm=20.32 ≥7.0 End plate thickness, tp 30 mm 12≤t p ≤40 Flange plate width, bp 298 mm 160≤ b p ≤ 300 Horizontal distance between bolts, g 154 mm 100≤g≤155 pfi 72 mm 45≤p fi ≤140 pfo 72 mm 45 p fo ≤145 Beam cross-section height, db 450 mm 270≤ d b ≤ 610 Beam flange thickness, tbf 15 mm 10≤t bf ≤25 Column cross-section height 650 ≤ 920 mm Bolt class 10.9 8.8 - 10.9 Min yield stress of the End plate material 275 MPa 235 /275/355 MPa Flange plate weld CJP CJP

Strength Checks

Bolt diameter

 Muc 803.836 kNm AISC 358-16 (6.8-3) Ft 750000 kN/m2 ho h1 db

Required

Available

Ratio

Control

29.52 mm

36 mm

0.820

End Plate Thickness

 Muc 803.836 kNm AISC 358-16 (6.8-5) Fyp 275000 kN/m2 s Yp Yp tp

Required

Available

Ratio

Control

27.027 mm

30 mm

0.901

End Plate Stiffener Thickness

 tbw 9 mm AISC 358-16 (6.8-9) Fyb 275000 kN/m2 Fys 275000 kN/m2 ts 12 mm

Required

Available

Ratio

Control

9 mm

12 mm

0.750

End Plate Stiffener Local Buckling

 hs 144 mm AISC 358-16 (6.8-10) ts 12 mm E 205939650 kN/m2 Fys 275000 kN/m2

Required

Available

Rate

Control

12

15.325

0.783

Stiffener to Beam Flange Weld Size

 Fys 275000 kN/m2 AISC DG 4-2 nd3.2.10 ts 12 mm Fe 490000 kN/m2 w

Required

Available

Ratio

Control

6.35

7.072

0.898

Stiffener to End Plate Weld Size

 Fys 275000 kN/m2 AISC DG 4-2 nd3.2.10 ts 12 mm Fe 490000 kN/m2 w

Required

Available

Ratio

Control

6.35

7.072

0.898

Bolt Shear at Support

 Ab Fn Rn ΦRn

Required

Available

Ratio

Control

214.84 kN

1648.959 kN

0.130

Bolt Bearing on End Plate

 dh 36+3=39 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

214.84 kN

3307.716 kN

0.065

Bolt Bearing on Column Flange

 db 36 mm Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

214.84 kN

3953.318 kN

0.054

Beam Web to End Plate Weld Size

 Fyp 275000 kN/m2 AISC 358-16(6.7.6) 3 tbw 9 mm Fe 490000 kN/m2 w

Required

Available

Ratio

Control

4.763 mm

7.072 mm

0.673

Column Flange Thickness

 Muc 803.836 kNm AISC 358-16 (6.8-13) Fyp 275000 kN/m2 s c Yc Yc tcf

Required

Available

Ratio

Control

25.336 mm

31 mm

0.817

Column Panel Zone Shear

 P r 429,124 kN ÇYTHYEDY 13.29a Py F y 275000 kN/m2 A g 28634.759 mm2 d c 650 mm tw 16 mm Rn ΦRn

Required

Available

Ratio

Control

1636.918 kN

1716 kN

0.954

Panel Zone Thickness

 tmin ≥u / 180 TBDY 2018 9.3.4.2b tmin = t w 16 mm tw 16 mm u 2016 mm

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700

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