Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Spli ces ces - Wo rk ed Exa Exa mp le 5
Titl Title e
Job Jo-bCHS No t ension spli ce Exam ple 5 - Spli Spli ces Joint s in Steel Steel Const Const ructi on - Simp le Connections Titl Title e
CALCULATION SHEET
BCSA
Sheet Sheet
1 of 5
Exam ple 5 - Spli Spli ces - CHS t ension spli ce
Client SCI/ BCSA CSA Connect ion s Group
Date
Checked by
Calcs by RS
AW
May 2002
DE D ESIGN EXAM PLE 5 –TENSION SPLICE Check Check th e followin g connection for t he design design f orces show n:
750kN
27 3 x 6 .3 CHS Grade S27 S27 5 53.5 50 e e 1
2
25 25
27 3 x 6 .3 CHS Grade S27 S27 5 t n e m e e r g A e c n e c i L z i b l e e t S e h t f o s n o i t i d n o c d n a s m r e t e h t o t t c e j b u s s i t n e m u c o d s i h t f o e s U . d e v r e s e r s t h g i r l 3 l 1 a 0 2 t h y r i g a r u r y b p e o F c s i 7 l 0 a i n r o e t d a e t m a s i e r h C T
750kN
Total Total number of of bolts N = 8
480 diameter diameter
Des Design Informat ion: En d Pl a t es es: Bo lt s: M at at er ia l: W el d :
2 5 m m t hi hick M 2 4 8 .8 S2 7 5 st st eel 1 2 m m f i llet
2 5 9
Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Spli ces - Wo rk ed Exa mp le 5
Title
Sheet
Exam ple 5 - Spli ces - CHS tension spli ce
2 of 5
SUM M ARY 0F FULL DESIGN CHECKS FOR EXAM PLE 5
Sheet
Cap acit y
CHECK
Nos
3
kN
kN
N ot
N ot
Applicable
Applicable
Comments
CHECK 1 Recommended det ailing practice
All recommendat ions adopted
CHECK 2
3
Complet e end plat e yielding
4
1610
750
1036
750
1584
750
1585
750
1452
750
CHECK 3 Bolt fa ilure with end plate yielding
4
CRITICAL CHECK
CHECK 4 Bolt failure
t n e m e e r g A e c n e c i L z i b l e e t S e h t f o s n o i t i d n o c d n a s m r e t e h t o t t c e j b u s s i t n e m u c o d s i h t f o e s U . d e v r e s e r s t h g i r l 3 l 1 a 0 2 t h y r i g a r u r y b p e o F c s i 7 l 0 a i n r o e t d a e t m a s i e r h C T
Applied
5
CHECK 5 Weld - Tension Capacity
5
Full strengt h welds
CHECK 6 M ember - Tension capacit y
CON NECTIO N DESIGN USIN G CAPACITY TABLES FROM YELLOW PAGES
Yellow p ages
273
X
6.3 CHS Grade S275 St andard connect ion Tot al number of bolts N
=
8
End plate thickness
=
20mm
Tying capacity
=
946 kN
Applied force
=
750 kN
<
946kN
Note:
260
750kN
The capacity from Table H.36 is conservatively based on the thickest section in t he 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 Spli ces - Wo rk ed Exa mp le 5
Title
Sheet
Exam ple 5 - Spli ces - CHS tension spli ce
3 of 5
CHECK 1: Recomm end ed d et ai lin g p ra ctice End Plates
t p
=
25mm
Bolt s
d
=
24mm dia
Holes
D h =
26mm
p
=
380
=
149 mm
=
50mm
Spacing
( ≥ 2 .5d = 60) (< 10 d = 240 )
Edge dista nce ( ≥ 1.4D = 36) e2 h
x π / 8
CHECK 2: Comp lete end pl at e yieldi ng
750kN
750kN
t w = 6.3
e1 = 53.5 t n e m e e r g A e c n e c i L z i b l e e t S e h t f o s n o i t i d n o c d n a s m r e t e h t o t t c e j b u s s i t n e m u c o d s i h t f o e s U . d e v r e s e r s t h g i r l 3 l 1 a 0 2 t h y r i g a r u r y b p e o F c s i 7 l 0 a i n r o e t d a e t m a s i e r h C T
D = 273 t p = 25
Basic requir ement :
∴
F t
≤
t p 2 p f 3 y plate π ––––––––––––– 2
f 3
=
1 0. 5 2 –– ( k ) 3 + (k 3 – 4 k 1 ) 2 k 1
k 1
=
l ( 2 ) / r n r 3
r 2
=
D –– + e1 2
2 73 = –––– + 5 3 .5 2
=
190
r 3
=
D – t w ––––– 2
27 3 – 6. 3 = ––––––––– 2
=
1 33 .4
k 1
=
l ––––– n
= l 1 .42 n
=
0 .35 4
k 3
=
k 1 + 2
=
2 .3 54
f 3
=
19 0
F t
133.4
= 0 .3 5 4 + 2
1 0. 5 2 –––––––– ( 2.354 + (2.354 – 4 x 0.354) ) 2 x 0.354
=
∴ Plat e capacit y
[l ] n = nat ural log e
6.19
=
=
2 2 5 2 6 5 x π x 6.19 x ––––––––––––––––– 3 2 x 1 0
750kN
≤
= 1610kN
1610 kN
∴ O.K.
261
Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Spli ces - Wo rk ed Exa mp le 5
Title
Sheet 4 of 5
Exam ple 5 - Spli ces - CHS tension spli ce
CHECK 3: Bolt fail ure wit h end p lat e yieldi ng
p = 139 750kN
750kN
e1 = 53.5
t w = 6.3
e2 =50
Basic requir ement : ≤
F t
NP t –––––––––––––––––––––––––––– 1 1 1 – –––– + ––––––––– f f ) / 3 3 l n (r 1 r
[l ] n = n atural log e
2
P t from Yellow p ages
t n e m e e r g A e c n e c i L z i b l e e t S e h t f o s n o i t i d n o c d n a s m r e t e h t o t t c e j b u s s i t n e m u c o d s i h t f o e s U . d e v r e s e r s t h g i r l 3 l 1 a 0 2 t h y r i g a r u r y b p e o F c s i 7 l 0 a i n r o e t d a e t m a s i e r h C T
CHECK 4: Bol t fai lur e Basic requir ement for bol t tensile capa city: F t
≤
N P t
P t from Yellow pa ges
N P t
F t
262
=
8 x 1 98
=
1 5 84 kN
=
7 5 0kN
Table H.49
≤
1584kN
∴ O. K
Joints in Steel Construction: Simple Connections - Example 5 - column splices - CHS tension splice Discuss me ...
CHS Tension Spli ces - Wo rk ed Exa mp le 5
Title
Sheet 5 of 5
Exam ple 5 - Spli ces - CHS tension spli ce
CHECK 5: Weld s continuous weld
750kN
750kN
D =273mm
e1 = 53.5
t w = 6 . 3
Basic requirement for w eld t ensile capacit y: (i)
(con ti nuo us ful l st ren gh th w el d )
t w
≤
a
F t
≤
π D
p w
=
design st rengt h of weld
=
2 2 0N / mm 2
=
8 .4 mm
or
(ii) t n e m e e r g A e c n e c i L z i b l e e t S e h t f o s n o i t i d n o c d n a s m r e t e h t o t t c e j b u s s i t n e m u c o d s i h t f o e s U . d e v r e s e r s t h g i r l 3 l 1 a 0 2 t h y r i g a r u r y b p e o F c s i 7 l 0 a i n r o e t d a e t m a s i e r h C T
