Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Sheet
NUS L3
NUS
WBB
Client
Calcs by
Checked by
Date
SC
S13
Apex Connection - Ver W3.0.03 - 06 Apr 2016
Title : Default Connection
Code of Practice : Eurocode 3 - 2005
Created : 5/10/2016 6:23:18 PM
Notes and Assumptions
1
2
3
All bolt holes are assumed to be normal clearance holes.
All bolts are assumed to have threads in their shear planes.
It is assumed that the connection is deep enough for the flanges
to resist the compressive and tensile forces in them.
Summary
Summary of Forces and Capacities for Design to Eurocode 3 - 2005
Check
Member
Type
LC
Applied
Capacity
Units
% of Cap.
Weld
Flange
489.9
508.6 kN
96.3
O.K.
Weld
Web
90
1182.1 kN
7.6
O.K.
Bolts
Shear
78.4 kN
11.5
O.K.
3b
Bolts
Slip
N/A
N/A
N/A kN
N/A
N/A
Bolts
Combined
0.6
1 kN
63.1
O.K.
Bolts & Plate
Tension & Bending
203.9
282.2 kN
72.2
O.K.
Plate
Bearing
800 kN
1.1
O.K.
Input
General Settings
Bolt Tension Analysis
Bolt Type
Bolt Grade
Member Ultimate Strength
Member Yield Strength
Weld Ultimate Strength
Plastic
Bearing
8.8
60000
40000
70000
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
NUS L3
NUS
WBB
Connection Type
Flush End Plate
Beam
457x191x67
Beam Angle
Haunch Depth
(mm) 0
Haunch Length
(mm) 0
Load Case
1
90
Axial
(kN)
0
Moment
(kNm)
-216
Width
End Plate
Bolts
Rows of Bolts
Weld Sizes
Date
Divide Factor
(to obtain
SLS Loads)
1.4
(mm) 190
Extent Above Beam Flange (mm) N/A
Extent Below Beam Flange
(mm) N/A
Thickness
(mm) 25
Diameter
(mm) 20
Above Top Flange
N/A
Below Top Flange
Above Bottom Flange
Below Bottom Flange
Bolt Offsets
SC
I1
Ultimate Limit State Loads in Beam
Shear
(kN)
Checked by
N/A
Row Spacing
(mm) 57.8
Web
(mm) 45.5
Flange
(mm) 29.9
Above Haunch
(mm) N/A
Beam Flanges
(mm) 3
Beam Web
(mm) 3
Check 1 : Capacity of the Beam Flange Welds
The worst load is encountered for Load Case : 1
Fw.Sd = 489.907 kN
6.6.5.3
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
f vw.d =
=
Client
Calcs by
NUS L3
NUS
WBB
Sheet
Checked by
SC
Date
fu
3 . w. Mw
60000
3 40.56 1.25
= 683.255 MPa
Fw.Rd =
=
a . f vw.d
1000
744.371 683.255
1000
= 508.595 kN
Beam Flange Weld is safe
Check 2 : Capacity of the Beam Web Welds
The worst load is encountered for Load Case : 1
Fw.Sd = 90 kN
6.6.5.3
f vw.d =
=
fu
.
3 w. Mw
60000
3 40.56 1.25
= 683.255 MPa
Fw.Rd =
=
a . f vw.d
1000
865.074 683.255
1000
= 591.066 kN
Beam Web Weld is safe
Check 3 : Shear Capacity of the Bolts
The worst load is encountered for Load Case : 1
when Fv.Sd =9 kN
6.5.5
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
NUS L3
NUS
WBB
Sheet
Checked by
SC
Date
The resistance of any bolt is :
Fv.Rd =
=
0.6 . f ub. As
1000 . Mb
0.6 800 245
1000 1.25
= 94.080 kN
Bolt shear is safe
Check 4 : Shear and Tension Capacity of the Bolts
The worst load is encountered for Load Case : 1
The factor must be less than or equal to 1.0 :
Fv.Sd
Ft.Sd
Factor =
+
Fv.Rd 1.4 . Ft.Rd
9
101.925
+
78.4 1.4 141.12
= 0.6307
Bolt shear and tension is safe
Check 5 : Bolt tension and End Plate Bending
The worst load is encountered for Load Case : 1
Fmax = 203.851 kN
6.5.5
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
NUS L3
NUS
WBB
Sheet
Checked by
SC
Date
The resistance is the smaller of the 3 possible failure modes :
Mode 1 : Complete yielding of the End Plate
R1 =
=
4 . Mpl .
1000
m
4 1 224.43182
1000
43.1
= 113.6103 kN
Mode 2 : Bolt Failure with yielding of the End Plate
R2 =
=
2 . Mpl . 1000 + n . 2 . Bt
m+n
2 1 224.43182 1000 + 45.25 2 141.12
43.1 + 45.25
= 27.86103 kN
Mode 3 : Bolt Failure only
R3 = 2 . Bt
= 2 141.12
= 282.240 kN
Therefore R = R3 = 282.24
Bolt tension and end plate bending is safe
Check 6 : Bearing of the End Plate
The worst load is encountered for Load Case : 1
with Fv.Sd = 9 kN
The Bearing Capacity of the Plate at any Bolt is :
2.5 . a . f u. d . t
Fb.Rd =
1000 . Mb
=
2.5 0.013 60000 20 25
1000 1.25
= 780.000 kN
End plate bearing is safe
Table 6.5.3
Job Number
Job Title
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
Client
Calcs by
Sheet
NUS L3
NUS
WBB
Checked by
Date
SC
Bolt Forces (Forces are given per bolt and not per row)
Bolt Forces for Load Case : 1
0 kN
0 kN
101.93 kN
101.93 kN
101.93 kN
Shear force per bolt : 9 kN
