Cap Plate Trial Calculation 94z4v
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- Words: 1,044
- Pages: 18
Designed By:
TJ
Job No: Contract No: Rev: Code:
LOADS
Axial Force on Rafter, N =
120
kN
Shear Force on Rafter, V =
20
kN
Angle of Rafter to horizontal, θ =
18
Degrees
Design Shear Force, VEd = N*Cos(θ)+V*COS(90-θ) =
120.31
kN
Design Tensile force, NEd =N*Sin(θ)+V*Sin(90-θ) =
56.1
kN
Eccentricity of the working point, e1 =
105
mm
Moments due to eccentricity, MEd = VEd * e1 =
12.63
kN-m
Sections Properties Rafter Section: =
ISMB 200
Column Section: =
BUP 400
Depth of Section =
200
mm
Depth of Section =
400
mm
Width of Section =
100
mm
Width of Section =
200
mm
Flange Thickness =
10.8
mm
Flange Thickness =
25
mm
Web Thickness =
5.7
mm
Web Thickness =
12
mm
Grade of beam =
E250
Grade of Column =
E250
Beam Fy =
250
N/mm2
Column Fy =
250
N/mm2
Beam Fu =
410
N/mm2
Column Fu =
410
N/mm2
Designed By:
TJ
Job No: Contract No: Rev: Code:
Designed By:
TJ
Job No: Contract No: Rev: Code:
Rafter Base Plate properties Rafter Base Plate Thickness, Tr =
16
mm
Width of Base plate, Wr =
220
mm
Depth of Base plate, Dr =
440
mm
a=
100
mm
b=
150
mm
c=
125
mm
e2 =
50
mm
G=
120
mm
Pitch =
190
mm
Diameter of bolts, D =
20
mm
Bolt Hole Dia, Dh =
22
mm
Bolt Grade =
8.8
Bolt Ultimate Stress, Fub =
800
En
b
G c
Bolt properties
Number of Bolts =
4
N/mm2 Nos.
1.0 Bolt Shear Capacity Check (Cl.10.3.2 , IS 800-2007) Single Shear Capacity of 20 Dia Bolt =
94.1
kN
Shear Capacity of Bolt Group, VRd =
376.4
kN
Design Shear Force, VEd =
120.31
kN
OK
kN
OK
2.0 Bearing Capacity of Bolt on Base plate (Cl. 10.3.4, IS 800-2007) Edge Distance, e = c =
125
Pitch, p =
190
kb = Bearing Strength = 2.5 kb d t fu / γmb =
1 262.4
e2
Designed By:
TJ
Job No: Contract No: Rev: Code:
3.0 Connection of Rafter to Plate(Cover Plate)
Tension or Compression on the cover plate
=
56.1
kN
120.31
kN
Eccentricity of the rafter to the Plate =
70
mm
Moment Induced In the Plate(Mep1) =
8.4217
Shear on the Plate =
kN-m
Plate thickness =
16
mm
Plate Length L1 =
200
mm
8533.33
mm3
Section Modulus of the Plate Zx1 = Plate Fy =
250
N/mm2
= Check for thickness of the Plate based on Moment yeilding: t=sqrt(Mep1*1.1/fy*L1)
=
13.61 MM
OK
Weld Calculation for the Plate:(end Plate connecting to Base Plate) .
=
410
N/mm2
Length of weld on one side
=
200
mm
Total length of the weld
=
360
mm
Size of Weld
=
8
mm
Ixx
=
483840
mm4
Iyy
=
4211200
mm4
Izz
=
4695040 mm4
Area of Weld
=
2016
mm2
Stress due to Shear Force
=
59.7
N/mm2
Stress due to bending
=
Total stress
=
Permissable Stress in weld
=
(200+160)
(Cl.10.5.9 , IS 800-2007)
29.621125 N/mm2 66.6
N/mm2
189.37 N/mm2 OK
Rafter Weld connection(Connecting to End plate And base Plate):
(Cl.10.5.7.1.1 , IS 800-2007)
Designed By:
TJ
Job No: Contract No: Rev: Code:
Tension or Compression of the End Plate
=
Shear on the Plate =
56.1
kN
120.31
kN
Weld lenghts: Weld size on Flange
=
8
mm
Weld Size on Web
=
4
mm
Weld length on Flange Lf1
=
360
mm
Weld length of Web
=
300
mm
Area of the weld =
2856
mm2
Stress due to axial Load =
19.64
N/mm2
(Cl.10.5.9 , IS 800-2007)
Stress due to Shear =
42.13
N/mm2
(Cl.10.5.9 , IS 800-2007)
Resultant Stress on weld =
75.56
N/mm2
Permissable Stress in weld =
189.37
N/mm2
4.0 Cap plate design: Moment on the Plate
=
8.42
kN-m
Pitch
=
190
mm
Forces on the Bolts due to Moments = F=M/Pitch)
=
44.32
kN
(Upper two Bolts are in Tension and Bottom bolts in compression) Force on one Bolt due to moment Ft1
=
22.1623684 Kn
(200+80+80)
OK
(Cl.10.5.7.1.1 , IS 800-
Designed By:
TJ
Job No: Contract No: Rev: Code:
Block Shear capacity of the cap Plate (Cl.6.4.1 , IS 800-2007): Thickness of plate t=
16 mm
Number of bolt rows nr=
2
Number of bolt columns nc=
2
Bolt Pitch p=
190 mm
Bolt Gauge G=
120 mm
End Distance along the force direction e1=c
125 mm
Edge Distance along the force perpendicular direction e2=
50 mm
Length along shear direction
Lv= e1+p (nr-1)=
Length along Tension direction
Lt= G =
315 mm 120 mm
Gross shear area along the shear direction Avg=Lv*t =
5040 mm^2
Net Shear area along the shear direction Avn=Avg-(nr-0.5)*tp*Dh =
4512 mm^2
Gross Tension area along the Tension direction Atg=Lt*t =
1920 mm^2
Net Tension area along the Tension direction Atn=Atg-(nc-0.5)*tp*Dh) =
1392 mm^2
Tdb1=[0.525*Avg*fy + 0.72*Atn*fu] = 1072.4184 kN Tdb2=[0.416*Avn*fu + 0.909Atg*fy] = 1205.88672 kN Block Shear Capacity
1072.4184 kN
OK
Designed By:
TJ
Job No: Contract No: Rev: Code:
5.0 Local Web check Web Check for Shear(ISMB200) Web check for Shear(Weld Length*Tw*fy/1.1*sqrt3)
=
133.13
Kn
Applied Shear =
120.31
KN
Web Check for Shear(BUP400) Web capacity =
551.11 Kn
Applied Shear =
120.31 Kn
OK
OK
Designed By:
TJ
Job No: Contract No: Rev: Code:
6.0 Thickness of cap plate as per Prying action Check (IS800-2007 Cl 10.4.7)
β= f0 = 0.7*Fub =
2 560
N/mm2
le = min(e, 1.1 tf sqrt(β f0 /fy)) =
37.25
mm
lv =
51.45
mm
m = lv =
51.45 mm
be = leff =
165.40 mm
Te = Ne/4+Ft1 =
36.19 kN
Q = lv/2le*(Te-β*η*fo*be*t4/(27*le*lv^2)) =
24.94 kN
Total load on bolt= Q + Tb =
61.13 kN
tmin = Sqrt(4.4*TLv/2*fy*be) =
12.94 mm
7.0 Combined shear & tensile check(IS800-2007 Cl 10.4.6): Tensile resistance in One bolt =Tdb =
141.15 kN
Actual tensile force on bolt = Ned /4 + Tb =
75.15 kN
Single Shear Capacity of 20 Dia Bolt = Vdb =
94.10 kN
Actualshear force on bolt, Vsb=
30.08 kN
OK
Designed By:
TJ
Job No: Contract No: Rev: Code:
(Vsb/Vdb)^2+(Tb/Tdb)^2 =
0.39 OK
Endplate
a Rafter web Rafter Flange Stiffener
00-2007)
1 , IS 800-2007)
P398
TJ
Job No: Contract No: Rev: Code:
LOADS
Axial Force on Rafter, N =
120
kN
Shear Force on Rafter, V =
20
kN
Angle of Rafter to horizontal, θ =
18
Degrees
Design Shear Force, VEd = N*Cos(θ)+V*COS(90-θ) =
120.31
kN
Design Tensile force, NEd =N*Sin(θ)+V*Sin(90-θ) =
56.1
kN
Eccentricity of the working point, e1 =
105
mm
Moments due to eccentricity, MEd = VEd * e1 =
12.63
kN-m
Sections Properties Rafter Section: =
ISMB 200
Column Section: =
BUP 400
Depth of Section =
200
mm
Depth of Section =
400
mm
Width of Section =
100
mm
Width of Section =
200
mm
Flange Thickness =
10.8
mm
Flange Thickness =
25
mm
Web Thickness =
5.7
mm
Web Thickness =
12
mm
Grade of beam =
E250
Grade of Column =
E250
Beam Fy =
250
N/mm2
Column Fy =
250
N/mm2
Beam Fu =
410
N/mm2
Column Fu =
410
N/mm2
Designed By:
TJ
Job No: Contract No: Rev: Code:
Designed By:
TJ
Job No: Contract No: Rev: Code:
Rafter Base Plate properties Rafter Base Plate Thickness, Tr =
16
mm
Width of Base plate, Wr =
220
mm
Depth of Base plate, Dr =
440
mm
a=
100
mm
b=
150
mm
c=
125
mm
e2 =
50
mm
G=
120
mm
Pitch =
190
mm
Diameter of bolts, D =
20
mm
Bolt Hole Dia, Dh =
22
mm
Bolt Grade =
8.8
Bolt Ultimate Stress, Fub =
800
En
b
G c
Bolt properties
Number of Bolts =
4
N/mm2 Nos.
1.0 Bolt Shear Capacity Check (Cl.10.3.2 , IS 800-2007) Single Shear Capacity of 20 Dia Bolt =
94.1
kN
Shear Capacity of Bolt Group, VRd =
376.4
kN
Design Shear Force, VEd =
120.31
kN
OK
kN
OK
2.0 Bearing Capacity of Bolt on Base plate (Cl. 10.3.4, IS 800-2007) Edge Distance, e = c =
125
Pitch, p =
190
kb = Bearing Strength = 2.5 kb d t fu / γmb =
1 262.4
e2
Designed By:
TJ
Job No: Contract No: Rev: Code:
3.0 Connection of Rafter to Plate(Cover Plate)
Tension or Compression on the cover plate
=
56.1
kN
120.31
kN
Eccentricity of the rafter to the Plate =
70
mm
Moment Induced In the Plate(Mep1) =
8.4217
Shear on the Plate =
kN-m
Plate thickness =
16
mm
Plate Length L1 =
200
mm
8533.33
mm3
Section Modulus of the Plate Zx1 = Plate Fy =
250
N/mm2
= Check for thickness of the Plate based on Moment yeilding: t=sqrt(Mep1*1.1/fy*L1)
=
13.61 MM
OK
Weld Calculation for the Plate:(end Plate connecting to Base Plate) .
=
410
N/mm2
Length of weld on one side
=
200
mm
Total length of the weld
=
360
mm
Size of Weld
=
8
mm
Ixx
=
483840
mm4
Iyy
=
4211200
mm4
Izz
=
4695040 mm4
Area of Weld
=
2016
mm2
Stress due to Shear Force
=
59.7
N/mm2
Stress due to bending
=
Total stress
=
Permissable Stress in weld
=
(200+160)
(Cl.10.5.9 , IS 800-2007)
29.621125 N/mm2 66.6
N/mm2
189.37 N/mm2 OK
Rafter Weld connection(Connecting to End plate And base Plate):
(Cl.10.5.7.1.1 , IS 800-2007)
Designed By:
TJ
Job No: Contract No: Rev: Code:
Tension or Compression of the End Plate
=
Shear on the Plate =
56.1
kN
120.31
kN
Weld lenghts: Weld size on Flange
=
8
mm
Weld Size on Web
=
4
mm
Weld length on Flange Lf1
=
360
mm
Weld length of Web
=
300
mm
Area of the weld =
2856
mm2
Stress due to axial Load =
19.64
N/mm2
(Cl.10.5.9 , IS 800-2007)
Stress due to Shear =
42.13
N/mm2
(Cl.10.5.9 , IS 800-2007)
Resultant Stress on weld =
75.56
N/mm2
Permissable Stress in weld =
189.37
N/mm2
4.0 Cap plate design: Moment on the Plate
=
8.42
kN-m
Pitch
=
190
mm
Forces on the Bolts due to Moments = F=M/Pitch)
=
44.32
kN
(Upper two Bolts are in Tension and Bottom bolts in compression) Force on one Bolt due to moment Ft1
=
22.1623684 Kn
(200+80+80)
OK
(Cl.10.5.7.1.1 , IS 800-
Designed By:
TJ
Job No: Contract No: Rev: Code:
Block Shear capacity of the cap Plate (Cl.6.4.1 , IS 800-2007): Thickness of plate t=
16 mm
Number of bolt rows nr=
2
Number of bolt columns nc=
2
Bolt Pitch p=
190 mm
Bolt Gauge G=
120 mm
End Distance along the force direction e1=c
125 mm
Edge Distance along the force perpendicular direction e2=
50 mm
Length along shear direction
Lv= e1+p (nr-1)=
Length along Tension direction
Lt= G =
315 mm 120 mm
Gross shear area along the shear direction Avg=Lv*t =
5040 mm^2
Net Shear area along the shear direction Avn=Avg-(nr-0.5)*tp*Dh =
4512 mm^2
Gross Tension area along the Tension direction Atg=Lt*t =
1920 mm^2
Net Tension area along the Tension direction Atn=Atg-(nc-0.5)*tp*Dh) =
1392 mm^2
Tdb1=[0.525*Avg*fy + 0.72*Atn*fu] = 1072.4184 kN Tdb2=[0.416*Avn*fu + 0.909Atg*fy] = 1205.88672 kN Block Shear Capacity
1072.4184 kN
OK
Designed By:
TJ
Job No: Contract No: Rev: Code:
5.0 Local Web check Web Check for Shear(ISMB200) Web check for Shear(Weld Length*Tw*fy/1.1*sqrt3)
=
133.13
Kn
Applied Shear =
120.31
KN
Web Check for Shear(BUP400) Web capacity =
551.11 Kn
Applied Shear =
120.31 Kn
OK
OK
Designed By:
TJ
Job No: Contract No: Rev: Code:
6.0 Thickness of cap plate as per Prying action Check (IS800-2007 Cl 10.4.7)
β= f0 = 0.7*Fub =
2 560
N/mm2
le = min(e, 1.1 tf sqrt(β f0 /fy)) =
37.25
mm
lv =
51.45
mm
m = lv =
51.45 mm
be = leff =
165.40 mm
Te = Ne/4+Ft1 =
36.19 kN
Q = lv/2le*(Te-β*η*fo*be*t4/(27*le*lv^2)) =
24.94 kN
Total load on bolt= Q + Tb =
61.13 kN
tmin = Sqrt(4.4*TLv/2*fy*be) =
12.94 mm
7.0 Combined shear & tensile check(IS800-2007 Cl 10.4.6): Tensile resistance in One bolt =Tdb =
141.15 kN
Actual tensile force on bolt = Ned /4 + Tb =
75.15 kN
Single Shear Capacity of 20 Dia Bolt = Vdb =
94.10 kN
Actualshear force on bolt, Vsb=
30.08 kN
OK
Designed By:
TJ
Job No: Contract No: Rev: Code:
(Vsb/Vdb)^2+(Tb/Tdb)^2 =
0.39 OK
Endplate
a Rafter web Rafter Flange Stiffener
00-2007)
1 , IS 800-2007)
P398
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