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S12
Beam - Column Connection - Ver W3.0.06 - 06 Dec 2016

Title : Default Connection

Code of Practice : AISC - 1999 LRFD
Created : 05-Sep-19 5:35:06 AM

Notes and Assumptions

1 All references are formated "EC3 Part : Section" eg: 8 : 3.6.2(3)a.
for Eurocode 1993-1-8 Section 3.6.2(3)a.
2 All bolt holes are assumed to be normal clearance holes.
3 All bolts are assumed to have threads in their shear planes.
4 It is assumed that the connection is deep enough for the flanges
to resist the compressive and tensile forces in them.
5 It is assumed that compressive forces in flanges and stiffeners
are conveyed through welds and not through bearing.
6 Axial force in the column is not considered in the design.

Summary

Summary of Forces and Capacities for Design to AISC - 1999 LRFD

Check Member Type LC Applied Capacity Units % of Cap. ?

1 Weld Flange 1.2D+1L-1.6 3.1 329.9 kN 0.9 O.K.

2 Weld Web 1.2D+1L-1.6 1.8 626.8 kN 0.3 O.K.

3 Column Web Tension Yielding 1.2D+1L-1.6 3 897.9 kN 0.3 O.K.

4 Column Web Compression Crippling 1.2D+1L-1.6 3.1 510.3 kN 0.6 O.K.

5 Column Web Compression Buckling 1.2D+1L-1.6 3.1 542.9 kN 0.6 O.K.

6 Column Web Shear 1.2D+1L-1.6 3.1 425.2 kN 0.7 O.K.

7 Bolts & Flange Tension & Bending 1.2D+1L-1.6 3.2 94.2 kN 3.4 O.K.

8 Column Flange Bearing 1.2D+1L-1.6 0.3 166.3 kN 0.2 O.K.

9 Bolts & End Plate Tension & Bending 1.2D+1L-1.6 3.2 56.7 kN 5.7 O.K.

10 End Plate Bearing 1.2D+1L-1.6 0.3 62.5 kN 0.5 O.K.

11 Bolts Shear 1.2D+1L-1.6 0.3 24.1 kN 1.2 O.K.

12 Bolts Shear & Tension 1.2D+1L-1.6 1.6 45.2 kN 3.6 O.K.

13 Bolts Slip N/A N/A N/A kN N/A N/A

Input
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General Settings
Bolt Tension Analysis Plastic
Bolt Type Bearing
Bolt Grade 4.8
Member Ultimate Strength 480
Member Yield Strength 350
Weld Ultimate Strength 480

Connection Type Extended End Plate : Bottom

Column 250x250 H1
Beam 400x200 I1
Column Extent Above(mm) 25
Beam Angle 0
Haunch Depth (mm) 0
Haunch Length (mm) 0

Ultimate Limit State Loads in Beam SLS Factor

(Divide to
Shear Axial Moment
Load Case get Loads)
(kN) (kN) (kNm)
1.2D+1L-1.6 1.77 0.062 1.189

Width (mm) 212

End Plate Extent Above Beam Flange (mm) N/A
Extent Below Beam Flange (mm) 41.3
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Thickness (mm) 6
Stiffeners Bottom
Width (mm) None
Top Stiffener Thickness (mm) None
Column Stiffeners Bottom Stiffener Thickness (mm) None
Shear Stiffener Thickness (mm) None
Shear Stiffener Orientation None
Layout None
Web Plates
Thickness (mm) 6
Top Backing Plate Thickness (mm) None
Bottom Backing Plate Thickness (mm) None

Bolts Diameter (mm) 16

Above Top Flange N/A
Below Top Flange 1
Rows of Bolts Above Bottom Flange 1
Below Bottom Flange 1
Row Spacing (mm) N/A
Web (mm) 49
Bolt Offsets Flange (mm) 22
Above Haunch (mm) N/A
Beam Flanges 6
Beam Web (mm) 6
Welds Top Stiffener (mm) N/A
Bottom Stiffener (mm) N/A
Shear Stiffener (mm) N/A

Check 1 : Capacity of the Beam Flange Welds

The worst load is encountered for Load Case : 1.2D+1L-1.6W
Fw = 3.103 kN

Table J2.5

 . Fw . A w
Rw =
1000
0.75 ×288 ×1 527.351
=
1000
= 329.908 kN

Beam Flange Weld is safe

Check 2 : Capacity of the Beam Web Welds

The worst load is encountered for Load Case : 1.2D+1L-1.6W
Fw = 1.77 kN

Table J2.5
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 . Fw . A w
Rw =
1000
0.75 ×288 ×2 901.966
=
1000
= 626.825 kN

Beam Web Weld is safe

Check 3 : Capacity of the Column web in tension

Opposite Top flange of the beam :

The worst load is encountered for Load Case : 1.2D+1L-1.6W

when Fn =3.041 kN

The Capacity of the web is :

K1-3
tw. leff . f y
Rn =
1000
9 ×285.05 ×350
=
1000
= 897.908 kN

No tensile forces in the beam bottom flange

Column web is safe in tension

Check 4 : Crippling Capacity of the Column web in Compression

No compressive forces in the beam top flange

Opposite Bottom flange of the beam :

The worst load is encountered for Load Case : 1.2D+1L-1.6W

when Fn =3.103 kN

The Capacity of the web is :

K1-3
tw. leff . f y
Rn =
1000
9 ×162 ×350
=
1000
= 510.300 kN

Column web is safe in compression for crippling

Check 5 : Buckling Capacity of the Column web in Compression

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No compressive forces in the top beam flange

Opposite Bottom flange of the beam :

The worst load is encountered for Load Case : 1.2D+1L-1.6W

when Fn =3.103 kN

K1-4

3 . N. tw 1.5 . f y. tf
 . 354.5 . tw2 . 1 +
d tf tw
Rn =
1000
3 ×13 9 1.5 350 ×14
0.75 ×354.5 ×9 2 × 1 + × ×
250 14 9
=
1000
= 542.909 kN

Column web is safe in compression for buckling

Check 6 : Shear Capacity of the Column Web

The worst load is encountered for Load Case : 1.2D+1L-1.6W
when Pv =3.103 kN

K1-7
0.9 . 0.6 . f y. tw. dc
Rv =
1000
0.9 ×0.6 ×350 ×9 ×250
=
1000
= 425.250 kN

Column web shear is safe

Check 7 : Bolt tension and Column Flange Bending

The worst load is encountered for Load Case : 1.2D+1L-1.6W

Fmax = 3.227 kN
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The resistance is the smaller of the 3 possible failure modes :

Mode 1 : Complete yielding of the flange

4 . Mpl + 2 . Mbp.
R1 = 1000
m
4 ×4.39975 + 2 ×0
= ×1000
54.7
= 321.737 kN

Mode 2 : Bolt Failure with yielding of the flange

2 . Mpl . 1000 + n . 2 . Bt
R2 =
m+n
2 ×4.39975 ×1000 + 53 ×2 ×47.1
=
54.7 + 53
= 128.060 kN

Mode 3 : Bolt Failure only

R3 = 2 . Bt
= 2 ×47.1
= 94.200 kN

Therefore R = R3 = 94.2

Bolt tension and Column Flange bending is safe

Check 8 : Bearing on the Column Flange

There are two checks : Check 1 :
The worst load is encountered for Load Case : 1.2D+1L-1.6W
Fn = 0.295 kN

The Bearing Capacity of the flange at any Bolt is :

J3.10
 . 1.5 . Fu. Lc. t
Rn =
1000
0.75 ×1.5 ×480 ×22 ×14
=
1000
= 166.320 kN

Check 2 :
The Bearing Capacity of the Plate at any Bolt is :
J3.10
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 . 3.0 . Fu. d . t
Rn =
1000
0.75 ×3.0 ×480 ×16 ×14
=
1000
= 241.920 kN

Column flange bearing is safe

Check 9 : Bolt tension and End Plate Bending

The worst load is encountered for Load Case : 1.2D+1L-1.6W

Fmax = 3.227 kN
The resistance is the smaller of the 3 possible failure modes :

Mode 1 : Complete yielding of the End Plate

4 . Mpl .
R1 = 1000
m
4 ×0.62654
= ×1000
44.2
= 56.700 kN

Mode 2 : Bolt Failure with yielding of the End Plate

2 . Mpl . 1000 + n . 2 . Bt
R2 =
m+n
2 ×0.62654 ×1000 + 53 ×2 ×47.1
=
44.2 + 53
= 64.256 kN

Mode 3 : Bolt Failure only

R3 = 2 . Bt
= 2 ×47.1
= 94.200 kN

Therefore R = R1 = 56.7

Bolt tension and End Plate bending is safe

Check 10 : Bearing on the End Plate

There are two checks : Check 1 :
The worst load is encountered for Load Case : 1.2D+1L-1.6W
Fn = 0.295 kN

The Bearing Capacity of the Plate at any Bolt is :

J3.10
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 . 1.5 . Fu. Lc. t

Rn =
1000
0.75 ×1.5 ×480 ×19.3 ×6
=
1000
= 62.532 kN

Check 2 :
The Bearing Capacity of the Plate at any Bolt is :
J3.10
 . 3.0 . Fu. d . t
Rn =
1000
0.75 ×3.0 ×480 ×16 ×6
=
1000
= 103.680 kN

End plate bearing is safe

Check 11 : Shear Capacity of the Bolts

The worst load is encountered for Load Case : 1.2D+1L-1.6W
when Fn =0.295 kN

J3.6
C-J3-4
Fn = 0.4 . Fu
= 0.4 ×400
= 160.000 MPa

The resistance of any bolt is :

n .  . F n. A b
Rshear =
1000
1 ×0.75 ×160.000 ×201.062
=
1000
= 24.127 kN

Bolt shear is safe

Check 12 : Shear and Tension Capacity of the Bolts

The worst load is encountered for Load Case : 1.2D+1L-1.6W
when Fn =1.613 kN

C-J3.7
J3.7
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The resistance of any bolt is :

 . Ft . Ab
Rn =
1000
0.75 ×299.987 ×201.062
=
1000
= 45.237 kN

Bolt shear and tension is safe

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Bolt Forces

Bolt Forces for Load Case : 1.2D+1L-1.6W

1.61 kN

0 kN
0 kN

Shear force per bolt : 0.29 kN