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Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Splices - Worked Example 5 Title
No tension splice Example 5 - SplicesJob - CHS Joints in Steel Construction - Simple Connections Title
CALCULATION SHEET
BCSA
Sheet Sheet
1 of 5
Example 5 - Splices - CHS tension splice
Client SCI/BCSA Connections Group Date May 2002
Checked by
Calcs by RS
AW
DESIGN EXAMPLE 5 – TENSION SPLICE Check the following connection for the design forces shown:
750kN
273 x 6.3 CHS Grade S275
53.5 50 e1 e2 25 25
Created on 07 February 2013 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Steelbiz Licence Agreement
273 x 6.3 CHS Grade S275
750kN
Total number of bolts N = 8
480 diameter
Design Information: End Plates: Bolts: Material: Weld:
25mm thick M24 8.8 S275 steel 12mm fillet
259
Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Splices - Worked Example 5 Title
Sheet 2 of 5
Example 5 - Splices - CHS tension splice
SUMMARY 0F FULL DESIGN CHECKS FOR EXAMPLE 5
Sheet Nos 3
3
4
Created on 07 February 2013 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Steelbiz Licence Agreement
4
5
5
Capacity kN
Applied kN
Not Applicable
Not Applicable
CHECK 2 Complete end plate yielding
1610
750
CHECK 3 Bolt failure with end plate yielding
1036
750
CHECK 4 Bolt failure
1584
750
- Tension Capacity
1585
750
CHECK 6 Member - Tension capacity
1452
750
CHECK
CHECK 1 Recommended detailing practice
Comments
All recommendations adopted
CRITICAL CHECK
CHECK 5 Weld Full strength welds
CONNECTION DESIGN USING CAPACITY TABLES FROM YELLOW PAGES
Yellow pages
273 X 6.3 CHS Grade S275 Standard connection Total number of bolts N
=
8
End plate thickness
=
20mm
Tying capacity
=
946 kN
Applied force
=
750 kN
<
946kN
750kN Note:
260
The capacity from Table H.36 is conservatively based on the thickest section in the range.
Table H.36
See Table H.34 note (2)
∴ O.K.
Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Splices - Worked Example 5 Title
Sheet
Example 5 - Splices - CHS tension splice
3 of 5
CHECK 1: Recommended detailing practice End Plates
tp
=
25mm
Bolts
d
=
24mm dia
Holes
Dh
=
26mm
p
= =
380 x π /8 149mm
=
50mm
Spacing (≥ 2.5d = 60) (< 10d =240)
Edge distance ( ≥ 1.4Dh = 36) e2
CHECK 2: Complete end plate yielding
750kN
750kN
t w = 6.3
Created on 07 February 2013 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Steelbiz Licence Agreement
e 1 = 53.5 D = 273 t p = 25
Basic requirement:
∴
Ft
≤
tp2 py plate π f3 ––––––––––––– 2
f3
=
1 0.5 –– ( k3 + (k32 – 4 k1) ) 2k1
k1
=
ln (r2 /r3)
r2
=
D –– + e1 2
273 = –––– + 53.5 2
=
190
r3
=
D–t –––––w 2
273 – 6.3 = ––––––––– 2
=
133.4
k1
=
ln –––––
= ln1.42
=
0.354
k3
=
k1 + 2
=
2.354
f3
=
190
133.4
∴
Plate capacity
( 2.354 + (2.3542 – 4 x 0.354)0.5)
6.19 252 x 265 x π x 6.19 ––––––––––––––––– 2 x 103
= Ft
= 0.354 + 2
1 –––––––– 2 x 0.354
=
[ln = natural loge]
=
750kN
= 1610kN
≤
1610 kN
∴ O.K.
261
Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Splices - Worked Example 5 Title
Sheet 4 of 5
Example 5 - Splices - CHS tension splice
CHECK 3: Bolt failure with end plate yielding
p = 139
750kN
750kN
e 1 = 53.5 e2 = 50
t w = 6.3
Basic requirement:
Created on 07 February 2013 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Steelbiz Licence Agreement
Ft
∴
≤
NP
t ––––––––––––––––––––––––––––
1 –
1 1 –––– + ––––––––– f3 ln(r1/r2) f3
Pt
=
Exact bolt capacity
f3
=
6.19
eeff
=
minimum of e2 and 1.25e1
r1
=
r2
ln(r1/r2) Bolt group capacity
Ft
[ln = natural loge] =
198kN
CHECK 2 =
50 mm
D –– + e1+ eeff = 2
273 ––––– + 53.5 + 50 = 2
240mm
=
D ––– + e1 2
=
273 ––––– + 53.5 2
=
190mm
=
ln –––––
=
ln 1.263
=
0.234
=
1036kN
=
=
240
190
8 x 198
–––––––––––––––––––––––––––––
1 –
Pt from Yellow pages Table H.49
1 1 –––– + ––––––––––– 6.19 6.19 x 0.234
750kN
<
1036 kN
∴ O.K.
CHECK 4: Bolt failure Basic requirement for bolt tensile capacity: Ft
≤
N Pt
N Pt
=
8 x 198
=
1584 kN
=
750kN
Ft
262
Pt from Yellow pages Table H.49
≤
1584kN
∴ O.K
Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Splices - Worked Example 5 Title
Sheet 5 of 5
Example 5 - Splices - CHS tension splice
CHECK 5: Welds continuous weld
750kN
750kN
D = 273mm
e 1 = 53.5
t w = 6.3
Basic requirement for weld tensile capacity: (i)
tw
≤
a
Ft
≤
π D a pw
pw
=
design strength of weld
=
220N/mm2
=
8.4mm
(continuous full strenghth weld )
or
Created on 07 February 2013 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Steelbiz Licence Agreement
