Connection Design Moment
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BUILD-01 (TELCON) CONNECTION DESIGN FOR FRAME-1 Design momoment resisting Connection ( Ref :- Four Tension Bolt End Plate Design Proceedure of AISC (ASD) - (9th Edition)) ( Ref :- Page no 4-118 of AISC ) Input Data Connection Location :-
V NODE-135
Condition :-
DL+WLN1 H
Moment ( M ) =
-55 KNm
End Shear ( V ) =
-41 KN
Axial Tension ( H ) =
0
No(n) of Bolts / flange =
4
M
D
Bolt Details :Fy(Bolt) = Diameter (db) of Bolt = Gross Area (Ag) of Bolt = Net Area (An) of Bolt =
640 mpa
( Grade : 8.8 Class bolts)
20 mm 314.16 mm2 241.9032 mm2
Beam Details:Depth (D) =
250 mm
Width (bfb) of Flange =
150 mm
Thickness (tf) of Flange =
5 mm
Thickness (tw ) of web =
4 mm
End Plate Details :Max Thickness = Fy =
20 mm 345 mpa
UPTO 20mm THIKNESS 345 Mpa
Analysis :End Plate Width = bp = bf + 20 mm =
150 + 20 =
Flange Force (Ff) = M / (D-tf) =
-55 x 1000 / ( 250 - 5 ) =
Tensile Force ( T ) per bolt = Ff /n + H/(2n) = Shear Force per bolt = V/(2n) =
170 mm -225.41 KN
-225.41 / 4 + 0 / ( 2 x 4 ) = -41 /( 2 x 4 ) =
-5.125 KN
-56.35 KN
Checking Bolt Capacity as per IS : 800 Refer :- Clause no 8.9.4 of IS : 800 Actual Tensile Stress ( sft.cal ) in bolt =
-232.955 mpa
< 286 x 1.33 (O.K.)
Actual Shear Stress ( tvf.cal) in bolt =
-16.3133 mpa
< 191 x 1.33 (O.K.)
-0.89994
< 1.4 x 1.33 (O.K.)
Combined Shear & Tension Interaction Check ( Ref :- Clause no :- 8.9.4.5) Interaction Check = (sft.cal/sft + tvf.cal/tvf)) =
End Plate Thickness :Pe = Effective bolt distance to be used to compute bending moment in end plate Pe = Pf - (db/4)-0.707w Where Pf = Distance of bolt to nearer surface of tension flange = w = weld size = Pe =
50 mm
8 mm
50 - ( 20 / 4 ) - 0.707 x 8 =
39.344 mm
Me = Moment to be resisted by end plate Me =a m x Ff x Pe /4 Where am = Ca x Cb x (Af / Aw) 1/3 ( Pe / db )1/4 Ca =
1.11
Cb = ( bfb/bp) 0.5 =
for fy = 345 mpa 0.939336
Af ( Tension Flange Area) = bfb x tf =
750 mm2
Aw ( Area of Beam Web ) = ( D- 2 x tf )x tw =
960 mm2
Therefore am = Me =
1.137379396 -2521719.286 Nmm
Required Plate Thickness tp = ( 6 x Me / ( Fb x bp )) 0.5 Fb = Allowable Bending Stress = 0.75 x Fy x 1.33 = tp = Use
16.08175845 mm 16 mm Thk End Plate
HENCE USE 16 mm THICK PLATE & 20 mm DIA. BOLTS
344.1375 mpa
BUILD-01 (TELCON) CONNECTION DESIGN FOR FRAME-1 Design momoment resisting Connection ( Ref :- Four Tension Bolt End Plate Design Proceedure of AISC (ASD) - (9th Edition)) ( Ref :- Page no 4-118 of AISC ) Input Data
V
Connection Location :-
NODE-135
Condition :-
1.3DL+CL+EQX H
Moment ( M ) =
M
D
50.83 KNm
End Shear ( V ) =
-42.27 KN
Axial Tension ( H ) =
-0.81
No(n) of Bolts / flange =
4
Bolt Details :Fy(Bolt) =
640 mpa
Diameter (db) of Bolt = Gross Area (Ag) of Bolt = Net Area (An) of Bolt =
( Grade : 8.8 Class bolts)
20 mm 314.16 mm2 251.328 mm2
Beam Details:Depth (D) =
400 mm
Width (bfb) of Flange =
250 mm
Thickness (tf) of Flange =
8 mm
Thickness (tw ) of web =
4 mm
End Plate Details :Max Thickness = Fy =
20 mm 345 mpa
UPTO 20mm THIKNESS 345 Mpa
Analysis :End Plate Width = bp = bf + 20 mm =
250 + 20 =
Flange Force (Ff) = M / (D-tf) =
50.83 x 1000 / ( 400 - 8 ) =
Tensile Force ( T ) per bolt = Ff /n + H/(2n) = Shear Force per bolt = V/(2n) =
270 mm 129.01 KN
129.01 / 4 + -0.81 / ( 2 x 4 ) = -42.27 /( 2 x 4 ) =
-5.28375 KN
32.15 KN
Checking Bolt Capacity as per IS : 800 Refer :- Clause no 8.9.4 of IS : 800 Actual Tensile Stress ( sft.cal ) in bolt =
127.9256 mpa
< 286 (O.K.)
Actual Shear Stress ( tvf.cal) in bolt =
-16.8187 mpa
< 191 (O.K.)
0.359237
< 1.4 (O.K.)
Combined Shear & Tension Interaction Check ( Ref :- Clause no :- 8.9.4.5) Interaction Check = (sft.cal/sft + tvf.cal/tvf)) =
End Plate Thickness :Pe = Effective bolt distance to be used to compute bending moment in end plate Pe = Pf - (db/4)-0.707w Where Pf = Distance of bolt to nearer surface of tension flange = w = weld size = Pe =
50 mm
8 mm
50 - ( 20 / 4 ) - 0.707 x 8 =
39.344 mm
Me = Moment to be resisted by end plate Me =a m x Ff x Pe /4 Where am = Ca x Cb x (Af / Aw) 1/3 ( Pe / db )1/4 Ca =
1.11
Cb = ( bfb/bp) 0.5 =
for fy = 345 mpa 0.96225
Af ( Tension Flange Area) = bfb x tf =
2000 mm2
Aw ( Area of Beam Web ) = ( D- 2 x tf )x tw =
1536 mm2
Therefore am =
1.381172567
Me =
1752630.445 Nmm
Required Plate Thickness tp = ( 6 x Me / ( Fb x bp )) 0.5 Fb = Allowable Bending Stress = 0.75 x Fy = tp = Use
258.75 mpa
12.26870544 mm 16 mm Thk End Plate
HENCE USE 16 mm THICK PLATE & 20 mm DIA. BOLTS
V NODE-135
Condition :-
DL+WLN1 H
Moment ( M ) =
-55 KNm
End Shear ( V ) =
-41 KN
Axial Tension ( H ) =
0
No(n) of Bolts / flange =
4
M
D
Bolt Details :Fy(Bolt) = Diameter (db) of Bolt = Gross Area (Ag) of Bolt = Net Area (An) of Bolt =
640 mpa
( Grade : 8.8 Class bolts)
20 mm 314.16 mm2 241.9032 mm2
Beam Details:Depth (D) =
250 mm
Width (bfb) of Flange =
150 mm
Thickness (tf) of Flange =
5 mm
Thickness (tw ) of web =
4 mm
End Plate Details :Max Thickness = Fy =
20 mm 345 mpa
UPTO 20mm THIKNESS 345 Mpa
Analysis :End Plate Width = bp = bf + 20 mm =
150 + 20 =
Flange Force (Ff) = M / (D-tf) =
-55 x 1000 / ( 250 - 5 ) =
Tensile Force ( T ) per bolt = Ff /n + H/(2n) = Shear Force per bolt = V/(2n) =
170 mm -225.41 KN
-225.41 / 4 + 0 / ( 2 x 4 ) = -41 /( 2 x 4 ) =
-5.125 KN
-56.35 KN
Checking Bolt Capacity as per IS : 800 Refer :- Clause no 8.9.4 of IS : 800 Actual Tensile Stress ( sft.cal ) in bolt =
-232.955 mpa
< 286 x 1.33 (O.K.)
Actual Shear Stress ( tvf.cal) in bolt =
-16.3133 mpa
< 191 x 1.33 (O.K.)
-0.89994
< 1.4 x 1.33 (O.K.)
Combined Shear & Tension Interaction Check ( Ref :- Clause no :- 8.9.4.5) Interaction Check = (sft.cal/sft + tvf.cal/tvf)) =
End Plate Thickness :Pe = Effective bolt distance to be used to compute bending moment in end plate Pe = Pf - (db/4)-0.707w Where Pf = Distance of bolt to nearer surface of tension flange = w = weld size = Pe =
50 mm
8 mm
50 - ( 20 / 4 ) - 0.707 x 8 =
39.344 mm
Me = Moment to be resisted by end plate Me =a m x Ff x Pe /4 Where am = Ca x Cb x (Af / Aw) 1/3 ( Pe / db )1/4 Ca =
1.11
Cb = ( bfb/bp) 0.5 =
for fy = 345 mpa 0.939336
Af ( Tension Flange Area) = bfb x tf =
750 mm2
Aw ( Area of Beam Web ) = ( D- 2 x tf )x tw =
960 mm2
Therefore am = Me =
1.137379396 -2521719.286 Nmm
Required Plate Thickness tp = ( 6 x Me / ( Fb x bp )) 0.5 Fb = Allowable Bending Stress = 0.75 x Fy x 1.33 = tp = Use
16.08175845 mm 16 mm Thk End Plate
HENCE USE 16 mm THICK PLATE & 20 mm DIA. BOLTS
344.1375 mpa
BUILD-01 (TELCON) CONNECTION DESIGN FOR FRAME-1 Design momoment resisting Connection ( Ref :- Four Tension Bolt End Plate Design Proceedure of AISC (ASD) - (9th Edition)) ( Ref :- Page no 4-118 of AISC ) Input Data
V
Connection Location :-
NODE-135
Condition :-
1.3DL+CL+EQX H
Moment ( M ) =
M
D
50.83 KNm
End Shear ( V ) =
-42.27 KN
Axial Tension ( H ) =
-0.81
No(n) of Bolts / flange =
4
Bolt Details :Fy(Bolt) =
640 mpa
Diameter (db) of Bolt = Gross Area (Ag) of Bolt = Net Area (An) of Bolt =
( Grade : 8.8 Class bolts)
20 mm 314.16 mm2 251.328 mm2
Beam Details:Depth (D) =
400 mm
Width (bfb) of Flange =
250 mm
Thickness (tf) of Flange =
8 mm
Thickness (tw ) of web =
4 mm
End Plate Details :Max Thickness = Fy =
20 mm 345 mpa
UPTO 20mm THIKNESS 345 Mpa
Analysis :End Plate Width = bp = bf + 20 mm =
250 + 20 =
Flange Force (Ff) = M / (D-tf) =
50.83 x 1000 / ( 400 - 8 ) =
Tensile Force ( T ) per bolt = Ff /n + H/(2n) = Shear Force per bolt = V/(2n) =
270 mm 129.01 KN
129.01 / 4 + -0.81 / ( 2 x 4 ) = -42.27 /( 2 x 4 ) =
-5.28375 KN
32.15 KN
Checking Bolt Capacity as per IS : 800 Refer :- Clause no 8.9.4 of IS : 800 Actual Tensile Stress ( sft.cal ) in bolt =
127.9256 mpa
< 286 (O.K.)
Actual Shear Stress ( tvf.cal) in bolt =
-16.8187 mpa
< 191 (O.K.)
0.359237
< 1.4 (O.K.)
Combined Shear & Tension Interaction Check ( Ref :- Clause no :- 8.9.4.5) Interaction Check = (sft.cal/sft + tvf.cal/tvf)) =
End Plate Thickness :Pe = Effective bolt distance to be used to compute bending moment in end plate Pe = Pf - (db/4)-0.707w Where Pf = Distance of bolt to nearer surface of tension flange = w = weld size = Pe =
50 mm
8 mm
50 - ( 20 / 4 ) - 0.707 x 8 =
39.344 mm
Me = Moment to be resisted by end plate Me =a m x Ff x Pe /4 Where am = Ca x Cb x (Af / Aw) 1/3 ( Pe / db )1/4 Ca =
1.11
Cb = ( bfb/bp) 0.5 =
for fy = 345 mpa 0.96225
Af ( Tension Flange Area) = bfb x tf =
2000 mm2
Aw ( Area of Beam Web ) = ( D- 2 x tf )x tw =
1536 mm2
Therefore am =
1.381172567
Me =
1752630.445 Nmm
Required Plate Thickness tp = ( 6 x Me / ( Fb x bp )) 0.5 Fb = Allowable Bending Stress = 0.75 x Fy = tp = Use
258.75 mpa
12.26870544 mm 16 mm Thk End Plate
HENCE USE 16 mm THICK PLATE & 20 mm DIA. BOLTS
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