Connection Design Moment

BUILD-01 (TELCON) CONNECTION DESIGN FOR FRAME-1 Design momoment resisting Connection ( Ref :- Four Tension Bolt End Plate Design Design Proceedure of AISC (ASD) - (9th Edition)) ( Ref :- Page no 4-118 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 ) =

No(n) of Bolts / flange =

M

D

0

4

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 W idth = 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

50 mm

Pf = Distance of bolt to nearer surface of tension flange =

8 mm

w = weld size = Pe =

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)

( Pe / db )

1/4

1.11

Ca = Cb = ( bfb/bp)

1/3

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

M

D

50.83 KNm

Moment ( M ) =

-42.27 KN

End Shear ( V ) =

-0.81

 Axial Tension ( H ) =

4

No(n) of Bolts / flange =

Bolt Details :640 mpa

Fy(Bolt) =

20 mm

Diameter (db) of Bolt = Gross Area (Ag) of Bolt = Net Area (An) of Bolt =

( Grade : 8.8 Class bolts)

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

50 mm

Pf = Distance of bolt to nearer surface of tension flange =

8 mm

w = weld size = Pe =

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

1.11

Ca = 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

=

Me =

1.381172567 1752630.445 Nmm

Required Plate Thickness tp = ( 6 x Me / ( Fb x bp )) Fb = Allowable Bending Stress = 0.75 x Fy = tp = Use

0.5

258.75 mpa

12.26870544 mm

16 mm Thk End Plate

HENCE USE 16 mm THICK PLATE & 20 mm DIA. BOLTS