8 Bolts Stiffened End Plate Connection Design

The 8 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 8 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 8 Bolts Stiffened End Plate Connection, 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

Bolt Spacing

 smin ≥ 3d ÇYTHYEDY 13.3.6 s 90 mm d 30 mm s =90 mm > smin = 3*30=90 mm √

Horizontal Edge Distance

 Leh ≥ Le- min ÇYTHYEDY 13.3.7 Leh 60 mm L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application √ Le- min 40 mm Minimum distance check according to Table 13.9 √

Vertical Edge Distance

 Lev ≥ Le- min ÇYTHYEDY 13.3.7 Lev 60 mm L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application √ Le- min 40 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 6 mm √ amin 4 mm Table 13.4 √

Stiffener to End Plate Weld Size

 a ≥ amin a 6 mm √ amin 4 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 18≤t p ≤65 Flange plate width, bp 298 mm 215≤ b p ≤ 400 Horizontal distance between bolts, g 154 mm 125≤g≤155 pfi 72 mm 40≤p fi ≤50 pfo 72 mm 40≤p fi ≤50 Beam cross section height, db 450 mm 450≤ d b ≤ 950 Beam head thickness, tbf 15 mm 14≤t bf ≤35 Column cross section height 650 ≤ 920 mm Bolt class 10.9 8.8 - 10.9 Min yield stress of the frontal plate material 275 MPa 235 /275/355 MPa Flange plate weld CJP CJP

Strength Checks

Bolt Diameter

 Muc 833.213 kNm AISC 358-16 (6.8-4) Ft 750000 kN/m2 h1 h2 h3 h4 db

Required

Available

Rate

Control

22.252 mm

30 mm

0.708

End Plate Thickness

 Muc 833.213 kNm AISC 358-16 (6.8-5) Fyp 275000 kN/m2 s Yp Yp tp

Required

Available

Ratio

Control

23.01 mm

30 mm

0.767

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

15 mm

0.600

End Plate Stiffener Local Buckling

 hs 210 mm AISC 358-16 (6.8-10) ts 15 mm E 205939650 kN/m2 Fys 275000 kN/m2

Required

Available

Rate

Control

14 mm

15.325 mm

0.914

Stiffener to Beam Flange Weld Size

 Fys 275000 kN/m2 AISC DG 4-2nd3.2.10 ts 15 mm Fe 490000 kN/m2 w

Required

Available

Ratio

Control

7.938 mm

8.487 mm

0.935

Stiffener to End Plate Weld Size

 Fys 275000 kN/m2 AISC DG 4-2nd3.2.10 ts 15 mm Fe 490000 kN/m2 w

Required

Available

Ratio

Control

7.938 mm

8.487 mm

0.935

Bolt Shear at Support

 Ab Fn Rn ΦRn

Required

Available

Ratio

Control

211.464 kN

2290.22 kN

0.092

Bolt Bearing on End Plate

 dh 30+3=33 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing1 Rn-spacing1 Lc,spacing2 Rn-spacing2 Rn ΦRn

Required

Available

Ratio

Control

211.464 kN

6044.22 kN

0.035

Bolt Bearing on Column Flange

 dh 30+3=33 mm Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing1 Rn-spacing1 Lc,spacing2 Rn-spacing2 Rn ΦRn

Required

Available

Ratio

Control

211.464 kN

6424.142

0.033

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

21.772mm

31 mm

0.702

Column Panel Zone Shear

 Pr 429,124 kN ÇYTHYEDY 13.29a Py Fy 275000 kN/m2 Ag 28634.759 mm2 dc 650 mm tw 16 mm Rn ΦRn

Required

Available

Ratio

Control

1696.742 kN

1716 kN

0.989

Panel Zone Thickness

 t min ≥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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