End Plate Connection 275g
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278060334.xls 07/31/2015 04:36:34 1/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
End Plate Connection - Moment Connection Design -4 Bolts c. Design Nominal Reactions Compression
Fx
=
0.00 KN
Tension
Fx
=
23.00 KN
Shear Force
Fy
=
20.00 KN
Shear Force
Fz
=
2.00 KN
Bending moment
Mz
=
20.00 K-m
Bending moment
My
=
3.00 K-m
ing Member : Beam Properties Beam Section :
=
UC 203X203 203.2
Depth of column or plate
D
=
Width of column flange or plate
Bp
=
203.60 mm
mm
Web thickness of column or stiffener
tc
=
7.20 mm
Flange thickness of column or plate
tf
=
11.00 mm
Root radius of column or weld to plate
r
=
10.20
=
UC 203X203 203.2
mm
and stiffener
ed Member Column Section Depth of column or plate
D
=
mm
Width of column flange or plate
Bp
=
203.60 mm
Web thickness of column or stiffener
tc
=
7.20 mm
Flange thickness of column or plate
tf
=
11.00 mm
Root radius of column or weld to plate
r
=
10.20
and stiffener Dimensions of the End Plate :
Length of the End Plate
=
300.00 mm
Width of the End Plate
=
204.00 mm²
Thickness Provided, tp
=
20.00
Connection Details Assumed bolt configuration Grade of Bolts (8.8 / HSFG) =
HSFG
Part - 1Bolts
No. of bolt rows
nr
=
2.00
No. of bolt columns
nc
=
2.00
Total no. of bolts
n
=
Diameter of Bolt d
d
=
Diameter of Bolt hole Dh
Dh
=
26.00 mm
Gross Area of Bolt , Ag
Ag
=
452.16 mm2
Tensile Stress area of Bolt As
As
=
352.91 mm2
Pitch ( Spacing between rows )
P
=
80 mm
Guage ( Spacing between columns )
g
=
90 mm
Edge Distance ( Top )
etop
=
4.00 24.00 mm
40.00 mm
mm
mm
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STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
End Distance ( Bottom )
e2bottom
=
40 mm
End Distance ( Side )
e'
=
40.00 mm
Slip factor for untreated
µ
=
0.50
For clearance holes
Ks
=
1.00
Least thick of plate
t
=
T1
11.00 mm a 1 = 136.10
Forces in Bolts Tension per bolt due to Moment Mz For Row 1
T2
T1 =
Mz*a1/(nc(a1²+a2²)
T1 = For Row 2
62.80 KN
a2= 56.10
Mz*a2/(nc(a1²+a2²)
T2 =
25.89 KN
T2 =
Assumed Rotation Point
Tension per bolt due to Moment My For Column 1
T1 =
My/(nr*g)
T1=
16.67 KN g = 90.00
Tension per bolt due to Axial
= Fx/n
tension Fx
5.75 KN
Assumed Rotation Point
Maximum forces Transfer to Each Bolt Maximum Tension in bolt row 1
=
85.22 KN
Maximum Tension in bolt row 2
=
48.30 KN
Check for Bolts : Yield strength of bolt
Yf =
882.00 N/mm2
Ult. Tensile strength of bolt
Uf =
981.00 N/mm2
Shear stress of bolt
Ps =
400.00 N/mm2
Tension stress of bolt
Pt =
700.00 N/mm2
Pbb =
1,300.00 N/mm2
P0 =
776.00 N/mm2
P0 =
232.70 KN
Bearing stress of bolt Minimum proof stress of bolt Minimum shank tension in HSFG bolts
Capacity of one bolt
Shear capacity of bolt
Ps =
141.16
Bearing capacity of bolt
Pb =
346.67
Tension capacity of bolt
Pt' =
209.43
Slip resistance of one bolt
KN KN KN
PsL = 0.9 * Ks * µ * P0 =
104.72 KN
0.9*P0
278060334.xls 07/31/2015 04:36:34 3/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
Design strength of steel
py =
345.00 N/mm2
Bearing strength of steel
pb =
825.00 N/mm2
Design strength of weld
pw =
220.00
N/mm2
Connection Geometry Column Side
m2 =
m1 = g/2 - tc/2 - 0.8rc
(dc-P)/2
40.40 mm
33.24 mm
= e = B/2-g/2
56.80 mm
= For n smallest of n = e for the column flange =
41.55 mm 56.80 mm
e for the end plate =
56.80
1.25 m for column flange=
41.55 mm
mm
Beam
m = g/2 - tc/2 - 0.8rc
Leg length of fillet weld to beam web, Sw
36.60 mm
= e = B/2-g/2
56.80 mm
=
mm
For n smallest of n =
45.75
e for the column flange =
56.80 mm
e for the end plate =
56.80
1.25 m for column flange=
45.75 mm
mm
Potential Resistance of Bolts in Tension Zone Bolt Row 1 & 3 Bolt Row 1 & 3 alone Column Flange Bending Calculate effective length of T-stub as per Table2.2 of SCI For bolt row below the flange of a flush end plate Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.2 of moment connection by BCSA Leff for i = 2 πm
208.75 mm
Leff for ii = 4m+1.25e Leff iii = ἂm1
where ἂ from Fig 2.16
203.96 mm
ƛ1 = ƛ2 = ἂ=
m1/(m1+e) m2/(m1+e) 6.00
Leff iii =
199.44 mm
Ledd = min of ( max(i,iii),ii)
203.96 mm
Plastic moment capacity of the
Mp = Leff x tf² x py/4
equivalent T-stub
=
2.13 KN.m
ƛ1 = ƛ2 =
278060334.xls 07/31/2015 04:36:34 4/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
Potential resistance is the minimum of the following Mode 1 Complete flange yielding
Pr = 4 Mp / m
256.15 KN
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
yielding
=
Mode 3 Bolt failure
Pr = ∑Pt'
289.62 KN
418.86 KN
256.15
Potential resistance for column flange bending Pr =
KN
Column Web Tension As row 1 & 3 is near the flange, web tension can be discounted
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI
For bolt row below the flange of a flush end plate Leff = Min of [ Max{ii,iii}, i ]
Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 π m
229.85 mm
Leff for ii = 4 m + 1.25 e
Leff iii = ἂm1
where ἂ from Fig 2.16
217.40 mm
m1/(m1+e) m2/(m1+e)
ƛ1 = ƛ2 = ἂ=
Leff iii =
ƛ1 = ƛ2 =
6.00 219.60 mm
Plastic moment capacity of the
Mp = Leff x tf² x py/4
equivalent T-stub
=
7.58 KN.m
Potential resistance is the minimum of the following
Mode 1 Complete flange yielding
Pr = 4 Mp / m
828.00 KN
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
278060334.xls 07/31/2015 04:36:34 5/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by : SAMALSADI
yielding
=
416.70 KN
Mode 3 Bolt failure
Pr = ∑Pt' 418.86 KN
416.70
Potential resistance for column flange bending Pr =
KN
Beam Web Tension As row 1 & 3 is near the flange, web tension can be discounted Bolt Row 2 Row 2 and 1 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff = { Max of [ ii/2,(iii-ii/2)] }x2 + p
283.96 mm
Plastic moment capacity of the
Mp = Leff x tf² x py/4
equivalent T-stub
=
2.96 KN.m
Potential resistance is the minimum of the following Mode 1 Complete flange yielding
Pr = 4 Mp / m
356.62 KN
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
yielding
=
Mode 3 Bolt failure
Pr = ∑Pt'
544.65 KN
837.72 KN
356.62
Potential resistance for column flange bending Pr =
KN
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = { Max of [ ii/2,(iii-ii/2)] }x2 + p
301.80 mm
Plastic moment capacity of the
Mp = Leff x tp² x py/4
equivalent T-stub
=
10.41 KN.m
Potential resistance is the minimum of the following Mode 1 Complete flange yielding
Pr = 4 Mp / m
1,137.93 KN
Revision No.
278060334.xls 07/31/2015 04:36:34 6/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by : SAMALSADI
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
yielding
=
Mode 3 Bolt failure
Pr = ∑Pt'
718.27 KN
837.72 KN
718.27
Potential resistance for column flange bending Pr =
KN
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange Potential Resistance of Bolts in Tension Zone WORK SHEET: TENSION ZONE Step 1
Column Side
Row
Flange Bending
1.00
Resistance of Row 1 256.15
2.00
Beam Side Web Tension
Flange Bending
Web Tension
256.15 N.A
416.70
N.A
Resistance of Row 2 only 256.15
100.47 N.A
416.70
N.A
N.A
718.27
N.A
Resistance of Row 2+1 as group 356.62 100.47 Pr1 = Capacity of row 1 alone Pr2 = Min. of { Capacity of row 2 alone, ( Capacity of row 2+1 ) - Pr1 }
Potential Resistance
301.57
Revision No.
278060334.xls 07/31/2015 04:36:34 7/12
STRUCTURAL CALCULATIONS
Filename :
; Check Staad Output ; Check Staad Output ; Check Staad Output ; Check Staad Output ; Check Staad Output ; Check Staad Output
278060334.xls 07/31/2015 04:36:34 8/12
STRUCTURAL CALCULATIONS
Filename :
Assumed Rotation Point
278060334.xls 07/31/2015 04:36:34 9/12
STRUCTURAL CALCULATIONS
Filename :
Leg length of fillet weld to beam web, Sww = 6.00
0.39 0.45
mm
278060334.xls 07/31/2015 04:36:34 10/12
STRUCTURAL CALCULATIONS
Filename :
0.39 0.43
278060334.xls 07/31/2015 04:36:34 11/12
STRUCTURAL CALCULATIONS
Filename :
278060334.xls 07/31/2015 04:36:34 12/12
STRUCTURAL CALCULATIONS
Filename :
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
End Plate Connection - Moment Connection Design -4 Bolts c. Design Nominal Reactions Compression
Fx
=
0.00 KN
Tension
Fx
=
23.00 KN
Shear Force
Fy
=
20.00 KN
Shear Force
Fz
=
2.00 KN
Bending moment
Mz
=
20.00 K-m
Bending moment
My
=
3.00 K-m
ing Member : Beam Properties Beam Section :
=
UC 203X203 203.2
Depth of column or plate
D
=
Width of column flange or plate
Bp
=
203.60 mm
mm
Web thickness of column or stiffener
tc
=
7.20 mm
Flange thickness of column or plate
tf
=
11.00 mm
Root radius of column or weld to plate
r
=
10.20
=
UC 203X203 203.2
mm
and stiffener
ed Member Column Section Depth of column or plate
D
=
mm
Width of column flange or plate
Bp
=
203.60 mm
Web thickness of column or stiffener
tc
=
7.20 mm
Flange thickness of column or plate
tf
=
11.00 mm
Root radius of column or weld to plate
r
=
10.20
and stiffener Dimensions of the End Plate :
Length of the End Plate
=
300.00 mm
Width of the End Plate
=
204.00 mm²
Thickness Provided, tp
=
20.00
Connection Details Assumed bolt configuration Grade of Bolts (8.8 / HSFG) =
HSFG
Part - 1Bolts
No. of bolt rows
nr
=
2.00
No. of bolt columns
nc
=
2.00
Total no. of bolts
n
=
Diameter of Bolt d
d
=
Diameter of Bolt hole Dh
Dh
=
26.00 mm
Gross Area of Bolt , Ag
Ag
=
452.16 mm2
Tensile Stress area of Bolt As
As
=
352.91 mm2
Pitch ( Spacing between rows )
P
=
80 mm
Guage ( Spacing between columns )
g
=
90 mm
Edge Distance ( Top )
etop
=
4.00 24.00 mm
40.00 mm
mm
mm
278060334.xls 07/31/2015 04:36:34 2/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
End Distance ( Bottom )
e2bottom
=
40 mm
End Distance ( Side )
e'
=
40.00 mm
Slip factor for untreated
µ
=
0.50
For clearance holes
Ks
=
1.00
Least thick of plate
t
=
T1
11.00 mm a 1 = 136.10
Forces in Bolts Tension per bolt due to Moment Mz For Row 1
T2
T1 =
Mz*a1/(nc(a1²+a2²)
T1 = For Row 2
62.80 KN
a2= 56.10
Mz*a2/(nc(a1²+a2²)
T2 =
25.89 KN
T2 =
Assumed Rotation Point
Tension per bolt due to Moment My For Column 1
T1 =
My/(nr*g)
T1=
16.67 KN g = 90.00
Tension per bolt due to Axial
= Fx/n
tension Fx
5.75 KN
Assumed Rotation Point
Maximum forces Transfer to Each Bolt Maximum Tension in bolt row 1
=
85.22 KN
Maximum Tension in bolt row 2
=
48.30 KN
Check for Bolts : Yield strength of bolt
Yf =
882.00 N/mm2
Ult. Tensile strength of bolt
Uf =
981.00 N/mm2
Shear stress of bolt
Ps =
400.00 N/mm2
Tension stress of bolt
Pt =
700.00 N/mm2
Pbb =
1,300.00 N/mm2
P0 =
776.00 N/mm2
P0 =
232.70 KN
Bearing stress of bolt Minimum proof stress of bolt Minimum shank tension in HSFG bolts
Capacity of one bolt
Shear capacity of bolt
Ps =
141.16
Bearing capacity of bolt
Pb =
346.67
Tension capacity of bolt
Pt' =
209.43
Slip resistance of one bolt
KN KN KN
PsL = 0.9 * Ks * µ * P0 =
104.72 KN
0.9*P0
278060334.xls 07/31/2015 04:36:34 3/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
Design strength of steel
py =
345.00 N/mm2
Bearing strength of steel
pb =
825.00 N/mm2
Design strength of weld
pw =
220.00
N/mm2
Connection Geometry Column Side
m2 =
m1 = g/2 - tc/2 - 0.8rc
(dc-P)/2
40.40 mm
33.24 mm
= e = B/2-g/2
56.80 mm
= For n smallest of n = e for the column flange =
41.55 mm 56.80 mm
e for the end plate =
56.80
1.25 m for column flange=
41.55 mm
mm
Beam
m = g/2 - tc/2 - 0.8rc
Leg length of fillet weld to beam web, Sw
36.60 mm
= e = B/2-g/2
56.80 mm
=
mm
For n smallest of n =
45.75
e for the column flange =
56.80 mm
e for the end plate =
56.80
1.25 m for column flange=
45.75 mm
mm
Potential Resistance of Bolts in Tension Zone Bolt Row 1 & 3 Bolt Row 1 & 3 alone Column Flange Bending Calculate effective length of T-stub as per Table2.2 of SCI For bolt row below the flange of a flush end plate Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.2 of moment connection by BCSA Leff for i = 2 πm
208.75 mm
Leff for ii = 4m+1.25e Leff iii = ἂm1
where ἂ from Fig 2.16
203.96 mm
ƛ1 = ƛ2 = ἂ=
m1/(m1+e) m2/(m1+e) 6.00
Leff iii =
199.44 mm
Ledd = min of ( max(i,iii),ii)
203.96 mm
Plastic moment capacity of the
Mp = Leff x tf² x py/4
equivalent T-stub
=
2.13 KN.m
ƛ1 = ƛ2 =
278060334.xls 07/31/2015 04:36:34 4/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by :
Revision No.
SAMALSADI
Potential resistance is the minimum of the following Mode 1 Complete flange yielding
Pr = 4 Mp / m
256.15 KN
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
yielding
=
Mode 3 Bolt failure
Pr = ∑Pt'
289.62 KN
418.86 KN
256.15
Potential resistance for column flange bending Pr =
KN
Column Web Tension As row 1 & 3 is near the flange, web tension can be discounted
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI
For bolt row below the flange of a flush end plate Leff = Min of [ Max{ii,iii}, i ]
Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 π m
229.85 mm
Leff for ii = 4 m + 1.25 e
Leff iii = ἂm1
where ἂ from Fig 2.16
217.40 mm
m1/(m1+e) m2/(m1+e)
ƛ1 = ƛ2 = ἂ=
Leff iii =
ƛ1 = ƛ2 =
6.00 219.60 mm
Plastic moment capacity of the
Mp = Leff x tf² x py/4
equivalent T-stub
=
7.58 KN.m
Potential resistance is the minimum of the following
Mode 1 Complete flange yielding
Pr = 4 Mp / m
828.00 KN
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
278060334.xls 07/31/2015 04:36:34 5/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by : SAMALSADI
yielding
=
416.70 KN
Mode 3 Bolt failure
Pr = ∑Pt' 418.86 KN
416.70
Potential resistance for column flange bending Pr =
KN
Beam Web Tension As row 1 & 3 is near the flange, web tension can be discounted Bolt Row 2 Row 2 and 1 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff = { Max of [ ii/2,(iii-ii/2)] }x2 + p
283.96 mm
Plastic moment capacity of the
Mp = Leff x tf² x py/4
equivalent T-stub
=
2.96 KN.m
Potential resistance is the minimum of the following Mode 1 Complete flange yielding
Pr = 4 Mp / m
356.62 KN
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
yielding
=
Mode 3 Bolt failure
Pr = ∑Pt'
544.65 KN
837.72 KN
356.62
Potential resistance for column flange bending Pr =
KN
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = { Max of [ ii/2,(iii-ii/2)] }x2 + p
301.80 mm
Plastic moment capacity of the
Mp = Leff x tp² x py/4
equivalent T-stub
=
10.41 KN.m
Potential resistance is the minimum of the following Mode 1 Complete flange yielding
Pr = 4 Mp / m
1,137.93 KN
Revision No.
278060334.xls 07/31/2015 04:36:34 6/12
STRUCTURAL CALCULATIONS END PLATE CONNECTION DESIGN
Job Name :
Calcs by : SAMALSADI
Mode 2 Bolt failure with flange
Pr = (2 Mp + n( ∑Pt'))/(m+n)
yielding
=
Mode 3 Bolt failure
Pr = ∑Pt'
718.27 KN
837.72 KN
718.27
Potential resistance for column flange bending Pr =
KN
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange Potential Resistance of Bolts in Tension Zone WORK SHEET: TENSION ZONE Step 1
Column Side
Row
Flange Bending
1.00
Resistance of Row 1 256.15
2.00
Beam Side Web Tension
Flange Bending
Web Tension
256.15 N.A
416.70
N.A
Resistance of Row 2 only 256.15
100.47 N.A
416.70
N.A
N.A
718.27
N.A
Resistance of Row 2+1 as group 356.62 100.47 Pr1 = Capacity of row 1 alone Pr2 = Min. of { Capacity of row 2 alone, ( Capacity of row 2+1 ) - Pr1 }
Potential Resistance
301.57
Revision No.
278060334.xls 07/31/2015 04:36:34 7/12
STRUCTURAL CALCULATIONS
Filename :
; Check Staad Output ; Check Staad Output ; Check Staad Output ; Check Staad Output ; Check Staad Output ; Check Staad Output
278060334.xls 07/31/2015 04:36:34 8/12
STRUCTURAL CALCULATIONS
Filename :
Assumed Rotation Point
278060334.xls 07/31/2015 04:36:34 9/12
STRUCTURAL CALCULATIONS
Filename :
Leg length of fillet weld to beam web, Sww = 6.00
0.39 0.45
mm
278060334.xls 07/31/2015 04:36:34 10/12
STRUCTURAL CALCULATIONS
Filename :
0.39 0.43
278060334.xls 07/31/2015 04:36:34 11/12
STRUCTURAL CALCULATIONS
Filename :
278060334.xls 07/31/2015 04:36:34 12/12
STRUCTURAL CALCULATIONS
Filename :
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