SENDAI
Sheet
PROJECT
Job No
P1845
Date
MONORAIL CRANE SUPPORT CONNECTION
SUBJECT
of
Designed by
Checked by
Oct 20, 2005
CONNECTION OF BEAM AB12 WITH SHS AGSD2
Reference
BEAM TO BEAM - SEATED BEAM CONNECTION
Connection identificati AB12 - AGSD2
Supporting memb UB 203X133X30D1 = ### mm
B1 = ### mm
###
A1 = 38.2 cm2
tw1
tf1
n
Supported membeUB 254X102x28
D1 = ### mm
B1 = ### mm
A1 = 39.7 cm2
tw1
tf1
n
=
=
=
6.4 mm
9.6 mm
1.0
r1 =
7.6 mm
D'1 = ### mm
=
=
=
6.0 mm
8.6 mm
1.0
r1 =
7.6 mm
D'1 = ### mm
Member End Actions
Compressive force
Tensile force
Shear force
Bending moment
C
T
V
M
=
=
=
=
Unfactored
0.0
0.0
75.0
68.0
=
=
8.8
S 275
=
=
=
=
=
=
=
=
=
=
=
=
=
=
16.0
18.0
201.1
156.8
2
2
4
200
220
8
40.0
90.0
240.0
1
KN
KN
KN
KN.m
Factored
0.0 KN
0.0 KN
### KN
### KN.m
Web connection
Connection details
Grade of bolt
Grade of material
Diameter of bolt
Dia of bolt hole
Gross area of one bolt
Effective area of one bolt
Nr of bolt column
Nr of bolt rows
Nr of bolts
Width of end plate
Depth of end plate
Thickness of end plate
edge distance
Spacing of bolt rows (gauge)
Spacing of bolt coumns (pitch)
Nr of shear planes
db
wbh
Abg
Abn
nc
nr
n
bp
dp
tp
e'
g
p
Ns
mm
mm
mm2
mm2
mm
mm
(minimum)
(minimum)
Force in web
Due to compressive force C
Cw
Due to tensile force T
Tw
Vertical shear
Maximum axial force in web
Vertical shear per bolt due to V
=
=
=
=
=
Fw,max
FVl
=
=
C
0.0 KN
T
0.0 KN
72.0 KN
0.0 KN
V/n
Page 1
18.00
AGB3-AT3d
SENDAI
Sheet
PROJECT
Job No
P1845
Date
MONORAIL CRANE SUPPORT CONNECTION
SUBJECT
of
Designed by
Checked by
Oct 20, 2005
CONNECTION OF BEAM AB12 WITH SHS AGSD2
Horizontal shear per bolt due to Fv,max
FHl
Reference
=
=
Fw,max/n
0.00 KN
Total vertical shear
Total horizontal shear
FV
FH
=
=
72.00 KN
0.00 KN
Resultant shear in bolt
Fb
72.00 KN
=
=
Force in flange
Axial force in flange
MAX(Tw:Cw) * (Af/A)
0.00 KN
Check for bolts
Tensile strength of bolt
ps
pbb
pt
=
=
=
Shear capacity of one bolt
Ps
Shear strength of bolt
Bearing strength of bolt
Bearing capacity of one bolt
Pbb
Capacity of one bolt
Pb
=
=
=
=
=
pu
py
pbs
=
=
=
375.0 M Pa
1000.0 M Pa
560.0 M Pa
Ns*ps*Ab
58.8 KN
db*t*pbb
137.6 KN
58.81 KN
> Fb. Safe.
( 0.0 )
Check for connected parts
Ultimate strength of material
Yield strength of material
Bearing strength of material
Compression capacity of flange
Compression capacity of flange
Tension capacity of flange
Tension capacity of flange
Compression capacity of plate
Compression capacity of plate
Tension capacity of plate
=
=
=
Effective area Aeff
410.0 M Pa
265.0 M Pa
460.0 M Pa
py * Ag
353.5 KN
> Cw.
Safe.
( 0.0 )
py * Aeff
343.6 KN
> Tw.
Safe.
( 0.0 )
py * Ag
12100.0 KN
> Cw.
Safe.
( 0.0 )
py * Aeff
(bp -(nr*dbh)*tp)
Page 2
1312.0 mm2
AGB3-AT3d
SENDAI
Sheet
PROJECT
Job No
P1845
Date
MONORAIL CRANE SUPPORT CONNECTION
SUBJECT
of
Designed by
Checked by
Oct 20, 2005
CONNECTION OF BEAM AB12 WITH SHS AGSD2
Tension capacity of plate
Reference
Page 3
360.8 KN
> Tw.
Safe.
( 72.0 )
AGB3-AT3d
SENDAI
Sheet
PROJECT
Job No
P1845
Date
MONORAIL CRANE SUPPORT CONNECTION
SUBJECT
of
Designed by
Checked by
Oct 20, 2005
CONNECTION OF BEAM AB12 WITH SHS AGSD2
Bearing capacity of the plate/bolt
Reference
=
=
db*tp*pbs
58.9 KN
(b1+nk)*t*pyw
> Fb. Safe.
( 0.0 )
Beam web in compression
Pbw
Buckling capacity of beam web
n =
2 + 0.6 be/k
4.6
k =
tf1+r1
16.2
b1 =
=
mm
1+1.6r+2tf1
35.0 mm
192.5 KN
> V.
Safe.
( ### )
Beam flange bending
Tension capacity of beam flange
Ptc
Bef*tp*py
Effective flange width
Beff
tw1+2*r1+7*tf1
Tension capacity of beam flange
Ptc
76.4 mm
201.70 KN
> Tw.
( 0.0 )
Safe.
Check on weld
0.707 * Sw
tw
Weld length
Lw
827.2 mm
Weld strength
Fw
220.0 M Pa
Weld size required
Sw
Weld thick
Sw
Weld size provided
P / (Lw * Fw)
0.00 mm
8.00 mm
Check on Stiffner Capacity
Depth of stiffner
Width of stiffner
Thickness of stiffner
=
=
=
427 mm
70 mm
12 mm
Area of stiffner
29890 mm2
w x t3
12
### mm4
Moment of Inertia
=
Radius of Gyration
ry
Page 4
AGB3-AT3d
SENDAI
Sheet
PROJECT
Job No
P1845
Date
MONORAIL CRANE SUPPORT CONNECTION
SUBJECT
of
Designed by
Checked by
Oct 20, 2005
CONNECTION OF BEAM AB12 WITH SHS AGSD2
A
0.581
=
Slenderness Ratio
kl
ry
515
pc
15
Allowable stiffener capacity
448.35
Compressive strength
Reference
N/mm2
KN
>
Page 5
From BS 5950-1:2000 using Table 24
for flat bar section
112.50
KN
Safe
AGB3-AT3d
