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 V Connection Location :- NODE-135 Condition :- DL+WLN1 H M D Moment ( M ) = -55 KNm End Shear ( V ) = -41 KN Axial Tension ( H ) = 0 No(n) of Bolts / flange = 4 Bolt Details :- Fy(Bolt) = 640 mpa ( Grade : 8.8 Class bolts) Diameter (db) of Bolt = 20 mm Gross Area (Ag) of Bolt = 314.16 mm2 Net Area (An) of Bolt = 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 = 20 mm Fy = 345 mpa UPTO 20mm THIKNESS 345 Mpa Analysis :- End Plate Width = bp = bf + 20 mm = 150 + 20 = 170 mm Flange Force (Ff) = M / (D-tf) = -55 x 1000 / ( 250 - 5 ) = -225.41 KN Tensile Force ( T ) per bolt = Ff /n + H/(2n) = -225.41 / 4 + 0 / ( 2 x 4 ) -56.35 KN Shear Force per bolt = V/(2n) = -41 /( 2 x 4 ) = -5.125 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.) Combined Shear & Tension Interaction Check
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Transcript of Connection Design Moment
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 :- DL+WLN1H M D
Moment ( M ) = -55 KNm
End Shear ( V ) = -41 KN
Axial Tension ( H ) = 0
No(n) of Bolts / flange = 4
Bolt Details :-
Fy(Bolt) = 640 mpa ( Grade : 8.8 Class bolts)
Diameter (db) of Bolt = 20 mm
Gross Area (Ag) of Bolt = 314.16 mm2
Net Area (An) of Bolt = 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 = 20 mm
Fy = 345 mpa UPTO 20mm THIKNESS 345 Mpa
Analysis :-
End Plate Width = bp = bf + 20 mm = 150 + 20 = 170 mm
Flange Force (Ff) = M / (D-tf) = -55 x 1000 / ( 250 - 5 ) = -225.41 KN
Tensile Force ( T ) per bolt = Ff /n + H/(2n) = -225.41 / 4 + 0 / ( 2 x 4 ) = -56.35 KN
Shear Force per bolt = V/(2n) = -41 /( 2 x 4 ) = -5.125 KN
Checking Bolt Capacity as per IS : 800 Refer :- Clause no 8.9.4 of IS : 800
Actual Tensile Stress ( sft.cal ) in bolt = -232.9546 mpa < 286 x 1.33 (O.K.)
Actual Shear Stress ( tvf.cal) in bolt = -16.31334 mpa < 191 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)) = -0.899937 < 1.4 x 1.33 (O.K.)
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 = 50 mm
w = weld size = 8 mm
Pe = 50 - ( 20 / 4 ) - 0.707 x 8 = 39.344 mm
Me = Moment to be resisted by end plate
Where
Ca = 1.11 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
1.1373793961691
Me = -2521719.2858178 Nmm
Fb = Allowable Bending Stress = 0.75 x Fy x 1.33 = 344.1375 mpa
tp = 16.081758452153 mm
Use 16 mm Thk End Plate
HENCE USE 16 mm THICK PLATE & 20 mm DIA. BOLTS
Me =a m x Ff x Pe /4
am = Ca x Cb x (Af / Aw) 1/3 ( Pe / db )1/4
Cb = ( bfb/bp) 0.5 =
am =
Required Plate Thickness tp = ( 6 x Me / ( Fb x bp )) 0.5
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+EQXH M D
Moment ( M ) = 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 ( Grade : 8.8 Class bolts)
Diameter (db) of Bolt = 20 mm
Gross Area (Ag) of Bolt = 314.16 mm2
Net Area (An) of Bolt = 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 = 20 mm
Fy = 345 mpa UPTO 20mm THIKNESS 345 Mpa
Analysis :-
End Plate Width = bp = bf + 20 mm = 250 + 20 = 270 mm
Flange Force (Ff) = M / (D-tf) = 50.83 x 1000 / ( 400 - 8 ) = 129.01 KN
Tensile Force ( T ) per bolt = Ff /n + H/(2n) = 129.01 / 4 + -0.81 / ( 2 x 4 ) = 32.15 KN
Shear Force per bolt = V/(2n) = -42.27 /( 2 x 4 ) = -5.28375 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 = -16.81866 mpa < 191 (O.K.)
Combined Shear & Tension Interaction Check( Ref :- Clause no :- 8.9.4.5)
Interaction Check = (sft.cal/sft + tvf.cal/tvf)) = 0.359237 < 1.4 (O.K.)
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 = 50 mm
w = weld size = 8 mm
Pe = 50 - ( 20 / 4 ) - 0.707 x 8 = 39.344 mm
Me = Moment to be resisted by end plate
Where
Ca = 1.11 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
1.3811725668
Me = 1752630.4453 Nmm
Fb = Allowable Bending Stress = 0.75 x Fy = 258.75 mpa
tp = 12.268705443 mm
Use 16 mm Thk End Plate
HENCE USE 16 mm THICK PLATE & 20 mm DIA. BOLTS
Me =a m x Ff x Pe /4
am = Ca x Cb x (Af / Aw) 1/3 ( Pe / db )1/4
Cb = ( bfb/bp) 0.5 =
am =
Required Plate Thickness tp = ( 6 x Me / ( Fb x bp )) 0.5
