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Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

S12

Beam - Column Connection - Ver W2.5.04 - 20 Jul 2010

Title : Web Plate Example

Code of Practice : SABS 0162 - 1993

Created : 15-Feb-11 5:37:48 PM

Notes and Assumptions

1 All bolt holes are assumed to be normal clearance holes.2 All bolts are assumed to have threads in their shear planes.

3 It is assumed that the connection is deep enough for the flanges to resist the compressive and tensile forces in them.

4 It is assumed that compressive forces in flanges and stiffeners

are conveyed through welds and not through bearing.5 Axial force in the column is not considered in the design.

Summary

Summary of Forces and Capacities for Design to SABS 0162 - 1993

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

1 Weld Flange d+l 162 115.5 kN 140.3 Fail

2 Weld Web d+l 42.9 291.1 kN 14.7 O.K.

3 Column Web Tension Yielding d+l 136.2 260.9 kN 52.2 O.K.

4 Column Web Compression Crippling d+l 162 130.4 kN 124.2 Fail

5 Column Web Compression Buckling d+l 162 442.1 kN 36.6 O.K.

6 Column Web Shear d+l 162 165.1 kN 98.1 O.K.

7 Bolts & Flange Tension & Bending d+l 58.5 25.6 kN 228.6 Fail

8 Column Flange Bearing d+l 4.3 49.2 kN 8.7 O.K.

9 Bolts & End Plate Tension & Bending d+l 58.5 33.9 kN 172.6 Fail

10 End Plate Bearing d+l 4.3 77.2 kN 5.6 O.K.

11 Bolts Shear d+l 4.3 10.2 kN 42.2 O.K.

12 Bolts Shear & Tension d+l 2.1 1.4 kN 153.5 Fail

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

Input

SheetJob Number

Job Title

Client





General Settings

Bolt Tension Analysis

Bolt Type

Bolt Grade

Member Ultimate Strength

Member Yield Strength

Weld Ultimate Strength

Plastic

Bearing

3.6

200

150

200

Connection Type

Column

Beam

Column Extent Above (mm)

Beam Angle

Haunch Depth (mm)

Haunch Length (mm)

Flush End Plate

305x165x40 I1

305x102x33 I1

10

5

200

1500

SheetJob Number

Job Title

Client





Ultimate Limit State Loads in Beam

SLS FactorLoad Case Shear Axial Moment

d+l 45 22 75 1.4

d+l+w 31 18 58 1.4

d+w -24 -21 -41 1.4

End Plate

Width (mm)

Extent Above Beam Flange (mm)

Extent Below Haunch (mm)

Thickness (mm)

Stiffeners

Column Stiffeners

Width (mm)

Top Stiffener Thickness (mm)

Bottom Stiffener Thickness (mm)

Shear Stiffener Thickness (mm)

Shear Stiffener Orientation

Web PlatesLayout

Thickness (mm)

Top Backing Plate Thickness (mm)

Bottom Backing Plate Thickness (mm) Bolts Diameter (mm)

Rows of Bolts

Above Top Flange

Below Top Flange

Above Haunch

Below Haunch

Row Spacing (mm)

Bolt Offsets

Web (mm)

Flange (mm)

Above Haunch (mm)

Welds

Beam & Haunch Flanges

Beam Web (mm)

Top Stiffener (mm)

Bottom Stiffener (mm)

Shear Stiffener (mm)

130

N/A

N/A

16

N/A

100

8

8

None

None

None

None

None

None

12

N/A

3

2

N/A

70

35

35

30

10

5

0

0

N/A

Capacity of the Stiffeners

SheetJob Number

Job Title

Client





The capacity of the applicable stiffener is the lesser of the capacity of the plate and the capacity of the stiffener welds.

Top Stiffener : Weld

The Capacity of the weld is the lesser of : 13.13.1

=Vr0.67 φw Aw fuw

1000

. . .

=0.67 0.67 0 200

1000

× × ×

= 0.0000×100

kN

Table 3 (a)

=Vr0.67 φ Am fy

1000

. . .

=0.67 0.9 0 150

1000

× × ×

= 0.0000×100

kN

Table 3 (b)

Top Stiffener : Tension

=Ts0.9 2 t b fy

1000

. . . .

=0.9 2 8 100 150

1000

× × × ×

= 216.000 kN

Top Stiffener : Compression

=Cs0.9 2 t b fy

1000

. . . .

=0.9 2 8 100 150

1000

× × × ×

= 216.000 kN

Bottom Stiffener : Weld


Table 3 (a)

SheetJob Number

Job Title

Client





=Vr0.67 φw Aw fuw

1000

. . .

=0.67 0.67 0 200

1000

× × ×

= 0.0000×100

kN

=Vr0.67 φ Am fy

1000

. . .

=0.67 0.9 0 150

1000

× × ×

= 0.0000×100

kN

Table 3 (b)

Bottom Stiffener : Tension

=Ts0.9 2 t b fy

1000

. . . .

=0.9 2 8 100 150

1000

× × × ×

= 216.000 kN

Bottom Stiffener : Compression

=Cs0.9 2 t b fy

1000

. . . .

=0.9 2 8 100 150

1000

× × × ×

= 216.000 kN

Check 1 : Capacity of the Beam Flange Welds

The worst load is encountered for Load Case : d+l

when Fmax =162.009 kN


=Vr0.67 φw Aw fuw

1000

. . .

=0.67 0.67 1 286.05 200

1000

× × ×

= 115.462 kN

Table 3 (a)

Table 3 (b)

SheetJob Number

Job Title

Client





=Vr0.67 φ Am fy

1000

. . .

=0.67 0.9 1830 150

1000

× × ×

= 165.524 kN

Beam Flange Weld failure

Check 2 : Capacity of the Beam Web Welds

The worst load is encountered for Load Case : d+l when Fmax =42.911 kN


=Vr0.67 φw Aw fuw

1000

. . .

=0.67 0.67 3 241.969 200

1000

× × ×

= 291.064 kN

Table 3 (a)

=Vr0.67 φ Am fy

1000

. . .

=0.67 0.9 4 584.836 150

1000

× × ×

= 414.698 kN

Table 3 (b)

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 : d+l when Tmax =136.17 kN

The Capacity of the web is :21.3

SheetJob Number

Job Title

Client





=Tr0.9 tw leff fy

1000

. . .

=0.9 6.1 316.847 150

1000

× × ×

= 260.924 kN

But due to the stiffeners the resistance is :

=Teff Tr Ts +

= 260.924 0 +

= 260.924 kN

Opposite Bottom flange of the beam :

The worst load is encountered for Load Case : d+w when Tmax =93.008 kN

The Capacity of the web is :

=Tr0.9 tw leff fy

1000

. . .

=0.9 6.1 246.847 150

1000

× × ×

= 203.279 kN


=Teff Tr Ts +

= 203.279 0 +

= 203.279 kN

21.3

Column web is safe in tension

Check 4 : Crippling Capacity of the Column web in Compression


The worst load is encountered for Load Case : d+w when Cmax =69.996 kN


SheetJob Number

Job Title

Client





=Cr0.9 tw leff fy

1000

. . .

=0.9 6.1 94.591 150

1000

× × ×

= 77.896 kN


=Ceff Cr Cs +

= 77.896 0 +

= 77.896 kN


The worst load is encountered for Load Case : d+l when Cmax =162.009 kN


=Cr0.9 tw leff fy

1000

. . .

=0.9 6.1 158.341 150

1000

× × ×

= 130.394 kN


=Ceff Cr Cs +

= 130.394 0 +

= 130.394 kN

21.3

Column web compression crippling failure

Check 5 : Buckling Capacity of the Column web in Compression


The worst load is encountered for Load Case : d+w when Bmax =69.996 kN


SheetJob Number

Job Title

Client





=Br0.9 640000 twc leff

hwc

twc

2

1000.

. . .

=0.9 640000 6.1 84.591

266

6.1

2

1000×

× × ×

= 156.305 kN


=Beff Br0.9 2 t b fy

1000

. . . . +

= 156.3050.9 2 8 100 150

1000

× × × × +

= 372.305 kN


The worst load is encountered for Load Case : d+l when Bmax =162.009 kN


=Br0.9 640000 twc leff

hwc

twc

2

1000.

. . .

=0.9 640000 6.1 122.341

266

6.1

2

1000×

× × ×

= 226.058 kN


=Beff Br0.9 2 t b fy

1000

. . . . +

= 226.0580.9 2 8 100 150

1000

× × × × +

= 442.058 kN

21.3

Column web is safe in compression for buckling

Check 6 : Shear Capacity of the Column Web

The worst load is encountered for Load Case : d+l when Vmax =162.009 kN

13.4.1.1

SheetJob Number

Job Title

Client





=Vr0.9 0.66 fy tw h

1000

. . . .

=0.9 0.66 150 6.1 303.8

1000

× × × ×

= 165.118 kN

Column web shear is safe

Check 7 : Bolt tension and Column Flange Bending


The resistance is the smaller of the 3 possible failure modes :

Mode 1 : Complete yielding of the flange

=R14 Mpl 2 Mbp

m1000

. . + .

=4 0.24579 2 0

27.881000

× × +×

= 35.264 kN

Mode 2 : Bolt Failure with yielding of the flange

=R22 Mpl 1000 n 2 Bt

m n

. . . . +

+

=2 0.24579 1000 26.7 2 16.944

27.88 26.7

× × × × +

+

= 25.584 kN

Mode 3 : Bolt Failure only

=R3 2 Bt.

= 2 16.944×

= 33.888 kN

Therefore R = R2 = 25.585

Fmax = 58.499 kN

Bolt tension or Column flange bending failure

Check 8 : Bearing on the Column Flange

The Bearing Capacity of the flange at any Bolt is the lesser of :


13.10.1c

SheetJob Number

Job Title

Client





=Br3 φ t d fu

1000

. . . .

=3 0.67 10.2 12 200

1000

× × × ×

= 49.205 kN

Column flange bearing is safe

Check 9 : Bolt tension and End Plate Bending


The resistance is the smaller of the 3 possible failure modes :

Mode 1 : Complete yielding of the End Plate

=R14 Mpl

m1000

..

=4 1.3392

311000

××

= 172.800 kN

Mode 2 : Bolt Failure with yielding of the End Plate

=R22 Mpl 1000 n 2 Bt

m n

. . . . +

+

=2 1.3392 1000 26.7 2 16.944

31 26.7

× × × × +

+

= 62.101 kN

Mode 3 : Bolt Failure only

=R3 2 Bt.

= 2 16.944×

= 33.888 kN

Therefore R = R3 = 33.889

Fmax = 58.499 kN

Bolt tension or End Plate bending failure

Check 10 : Bearing on the End Plate

The Bearing Capacity of the Plate at any Bolt is :


13.10.1c

SheetJob Number

Job Title

Client





=Br3 φ t d fu

1000

. . . .

=3 0.67 16 12 200

1000

× × × ×

= 77.184 kN

End plate bearing is safe

Check 11 : Shear Capacity of the Bolts

The worst load is encountered for Load Case : d+l when Vmax =4.291 kN

The resistance of any bolt is :

=Vr0.60 φb m Ab fu

1000

. . . .

=0.60 0.67 1 84.3 300

1000

× × × ×

= 10.167 kN

13.11.2

Bolt shear is safe

Check 12 : Shear and Tension Capacity of the Bolts


=FactorVu

Vr

Tu

Tr +

=4.291

10.167

29.25

16.944 +

= 2.148

The factor must be less than or equal to 1.4 : 13.11.4

Bolt shear and tension failure

SheetJob Number

Job Title

Client





Bolt Forces

29.25 kN

29.25 kN

29.25 kN

0 kN

0 kN

Shear force per bolt : 4.29 kN

Bolt Forces for Load Case : d+l

22.57 kN

22.57 kN

22.57 kN

0 kN

0 kN


Bolt Forces for Load Case : d+l+w

SheetJob Number

Job Title

Client





1.92 kN

1.92 kN

1.92 kN

26.28 kN

26.28 kN


Bolt Forces for Load Case : d+w

1.55 kN

1.55 kN

1.55 kN

24.56 kN

24.56 kN


Bolt Forces for Load Case : D+W

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