Beam Splice
34
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 02/13/2022 CALCULATION SHEET Vendor Name :- VNC Sheet No: Calculation By RAM Checked by Project Name.: Bina coal shed Project No. Drawing No. :- Date : Drawing Title: ware house Connection No: REV-1 DESIGN OF SPLICE FOR COLUMN : built up section Reference Sket Properties : Grade of Steel S250JR = 250 Overall Depth, h = 1650 mm Flange Width, b = 500 mm = 12 mm = 20 mm Area, Ag = 39320 1.78E+10 100.00 Cl.6.4.2 of IS:800 165.00 Cl.4.1.1of IS:800 187.50 150.00 250 16 mm Thickness of cover plate for web(Two side 10 mm Design Forces : Design Moment, ### KNm Distance between C/C of flange, L.A. 1630.00 mm ### KN Yield Stength, fy N/mm 2 Web Thickness, tw Flange Thickness, tf cm 2 Section Modulus, Zxx cm 3 Allowable shear Stress, tva N/mm 2 Allowable bending stress, sbt N/mm 2 Allowable bearing stress, sbr N/mm 2 Allowable tensile stress, sat N/mm 2 Yield Stength of plates, fyp N/mm 2 Thickness of the flange splice plate, tfp Md Md = (σbt x (h - tf/2 - tf Tensile force in flange due to moment,Ft
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DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
DESIGN OF SPLICE FOR COLUMN : built up section Reference Sketch :
Properties :
Grade of Steel S250JR
= 250
Overall Depth, h = 1650 mm
Flange Width, b = 500 mm
= 12 mm
= 20 mm
Area, Ag = 39320
1.8E+10
100.00 Cl.6.4.2 of IS:800-1984
165.00 Cl.4.1.1of IS:800-1984
187.50
150.00
250
16 mm
Thickness of cover plate for web(Two sides) 10 mm
Design Forces :
Design Moment, ### KNm
Distance between C/C of flange, L.A. 1630.00 mm
### KN
Yield Stength, fy N/mm2
Web Thickness, tw
Flange Thickness, tf
cm2
Section Modulus, Zxx cm3
Allowable shear Stress, tva N/mm2
Allowable bending stress, sbt N/mm2
Allowable bearing stress, sbr N/mm2
Allowable tensile stress, sat N/mm2
Yield Stength of plates, fyp N/mm2
Thickness of the flange splice plate, tfp
Md Md = (σbt x zxx)
(h - tf/2 - tf/2)
Tensile force in flange due to moment,Ft
2 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
Shear Capacity :
19800.00 Aw = h x tw
Design Shear Force 1980.00 KN
Design check for Flange Splice :
Bolt properties :
Grade of Bolt 8.8XOX
Diameter of Bolt, d 30.00 mm
32.00 mm
116.00 KN Table2 of IS:4000-1992
Bolt Distances :
Provide Guage Distance 180 mm
Minimum edge distance required 57 mm Table 8.2 of IS:800-1984
Provided Edge distance of hole, e 60 mm
Required Pitch of the hole, p 75 mm Cl. 8.10.1.a of IS:800-1984
Provided pitch 75 mm
Bolt Capacity :
Flange plate provided on one side/both sides 2
232.00 KNCl. 5.3.4 of IS:4000-1992
Permissible Bearing force between 144.00 kNbolt and ply, Fb
Cl. 5.3.4 of IS:4000-1992
171.43 kN
144.00 KN
Shear Area of Web, Aw mm2
F = tva x Aw
Diameter of Hole, do
Max. Permissible shear in Bolt, Vob
Capacity of Bolt in Shear, Vb
Fb = 1.2 x fy x d x t
Permissible Force acting on edge of Ply, Pt Pt = e x fy x t /1.4
Bolt Capacity, Fcb Min. of Vb, Fb and Fe
3 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
No. of Bolts, n ### No.s No. of Bolts = Ft/Fcb
4 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
No. of Bolts Provided 8 Nos.
No. of Bolt Columns, Nc 2 No.
Tension in Flange Splice :
Out Side Plate :
Width of splice plate 500.00 mm
Effective width 436.00 mm
Effective area of splice 6976 mm2
Tension Capacity of plate 1046.40 kN
Inside Plate :
Width of splice plate 340.00 mm
Effective width 276.00 mm
Effective area of splice 4416.00 mm2
Tension Capacity of plate 662.40 kN
Total Tension Capacity of plate 1708.80 kN Increase Pl.THK.
Design Check for Web Connection :
1980.00 KN
Bolt properties :
Grade of Bolt 8.8XOX
Diameter of Bolt, d 20.00 mm
22.00 mm
50.80 KN Table2 of IS:4000-1992
Design Shear Force, Fv
Diameter of Hole, do
Max. Permissible shear in Bolt, Vob
5 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1Bolt Distances :
Minimum edge distance required 32 Table 8.2 of IS:800-1984
Provided Edge distance of hole, e 40 mm
Required Pitch of the hole, p 50 mm Cl. 8.10.1.a of IS:800-1984
Provided pitch 60 mm
Bolt Capacity :Capacity of Bolt in Double Shear, Vb 101.6 kN Table2 of IS:4000-1992
Cl. 5.3.4 of IS:4000-1992
Permissible Bearing force between 60.00 kNbolt and ply, Fb
Cl. 5.3.4 of IS:4000-1992
71.43 kN
60.00 KN
No. of Bolts 33 Nos.
No. of Bolts Provided 6 Nos.
No. of Bolt Columns, Nc 2 No.
Shear capacity in each web plate :Shear force on each plate 990.00 KN
Width of Splice plate 200 mm
Effective Width of Splice Plate 156.00 mm
Effective Shearing area of Splice Plate 1560.00 mm2
Shear capacity of Splice Plate 156.00 kN Not Safe
Check for bearing of bolt and plate :
990.00 KN
Bearing force transferred thourgh 165.00 KN
Fb = 1.2 x fy x d x t
Permissible Force acting on edge of ply, Pt Pt = e x fy x t /1.4
Bolt Capacity, Fcb Min. of Vb, Fb and Fe
no. = Fv / Fcb
Shear force on each plate, Fp
6 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1each bolt on plate
Bearing capacity of plate for each bolt 37.5 KN Not safe
7 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
DESIGN OF SPLICE FOR COLUMN : built up section Reference Sketch :
Properties :
Grade of Steel S250JR
= 250
Overall Depth, h = 1650 mm
Flange Width, b = 500 mm
= 12 mm
= 20 mm
Area, Ag = 39320
1.8E+10
100.00 Cl.6.4.2 of IS:800-1984
165.00 Cl.4.1.1of IS:800-1984
187.50
150.00
250
16 mm
Thickness of cover plate for web(Two sides) 10 mm
Design Forces :
Design Moment, ### KNm
Distance between C/C of flange, L.A. 1630.00 mm
### KN
Yield Stength, fy N/mm2
Web Thickness, tw
Flange Thickness, tf
cm2
Section Modulus, Zxx cm3
Allowable shear Stress, tva N/mm2
Allowable bending stress, sbt N/mm2
Allowable bearing stress, sbr N/mm2
Allowable tensile stress, sat N/mm2
Yield Stength of plates, fyp N/mm2
Thickness of the flange splice plate, tfp
Md Md = (σbt x zxx)
(h - tf/2 - tf/2)
Tensile force in flange due to moment,Ft
8 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
Shear Capacity :
19800.00 Aw = h x tw
Design Shear Force 1980.00 KN
Design check for Flange Splice :
Bolt properties :
Grade of Bolt 8.8XOX
Diameter of Bolt, d 30.00 mm
32.00 mm
116.00 KN Table2 of IS:4000-1992
Bolt Distances :
Provide Guage Distance 180 mm
Minimum edge distance required 57 mm Table 8.2 of IS:800-1984
Provided Edge distance of hole, e 60 mm
Required Pitch of the hole, p 75 mm Cl. 8.10.1.a of IS:800-1984
Provided pitch 75 mm
Bolt Capacity :
Flange plate provided on one side/both sides 2
232.00 KNCl. 5.3.4 of IS:4000-1992
Permissible Bearing force between 144.00 kNbolt and ply, Fb
Cl. 5.3.4 of IS:4000-1992
171.43 kN
144.00 KN
Shear Area of Web, Aw mm2
F = tva x Aw
Diameter of Hole, do
Max. Permissible shear in Bolt, Vob
Capacity of Bolt in Shear, Vb
Fb = 1.2 x fy x d x t
Permissible Force acting on edge of Ply, Pt Pt = e x fy x t /1.4
Bolt Capacity, Fcb Min. of Vb, Fb and Fe
9 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
No. of Bolts, n ### No.s No. of Bolts = Ft/Fcb
10 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1
No. of Bolts Provided 8 Nos.
No. of Bolt Columns, Nc 2 No.
Tension in Flange Splice :
Out Side Plate :
Width of splice plate 500.00 mm
Effective width 436.00 mm
Effective area of splice 6976 mm2
Tension Capacity of plate 1046.40 kN
Inside Plate :
Width of splice plate 340.00 mm
Effective width 276.00 mm
Effective area of splice 4416.00 mm2
Tension Capacity of plate 662.40 kN
Total Tension Capacity of plate 1708.80 kN Increase Pl.THK.
Design Check for Web Connection :
1980.00 KN
Bolt properties :
Grade of Bolt 8.8XOX
Diameter of Bolt, d 20.00 mm
22.00 mm
50.80 KN Table2 of IS:4000-1992
Design Shear Force, Fv
Diameter of Hole, do
Max. Permissible shear in Bolt, Vob
11 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1Bolt Distances :
Minimum edge distance required 32 Table 8.2 of IS:800-1984
Provided Edge distance of hole, e 40 mm
Required Pitch of the hole, p 50 mm Cl. 8.10.1.a of IS:800-1984
Provided pitch 60 mm
Bolt Capacity :Capacity of Bolt in Double Shear, Vb 101.6 kN Table2 of IS:4000-1992
Cl. 5.3.4 of IS:4000-1992
Permissible Bearing force between 60.00 kNbolt and ply, Fb
Cl. 5.3.4 of IS:4000-1992
71.43 kN
60.00 KN
No. of Bolts 33 Nos.
No. of Bolts Provided 6 Nos.
No. of Bolt Columns, Nc 2 No.
Shear capacity in each web plate :Shear force on each plate 990.00 KN
Width of Splice plate 200 mm
Effective Width of Splice Plate 156.00 mm
Effective Shearing area of Splice Plate 1560.00 mm2
Shear capacity of Splice Plate 156.00 kN Not Safe
Check for bearing of bolt and plate :
990.00 KN
Bearing force transferred thourgh 165.00 KN
Fb = 1.2 x fy x d x t
Permissible Force acting on edge of ply, Pt Pt = e x fy x t /1.4
Bolt Capacity, Fcb Min. of Vb, Fb and Fe
no. = Fv / Fcb
Shear force on each plate, Fp
12 of 22
DOC No. :- Reliance_Str.Detailing / 002 Rev. No:- 00 Date:- 04/07/2023
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date : 30.01.12
Drawing Title:- ware house Connection No: cs1
REV-1each bolt on plate
Bearing capacity of plate for each bolt 37.5 KN Not safe
CALCULATION SHEET
Vendor Name :- VNC Sheet No:
Calculation By:- RAM Checked by :
Project Name.:- Bina coal shed Project No.:
Drawing No. :- Date :
Drawing Title:- ware house Connection No:
REV-1
DESIGN OF SPLICE FOR COLUMN : built up section Reference Sketch :
Properties :
Grade of Steel S250JR
= 250
Overall Depth, h = 1650 mm
Flange Width, b = 500 mm
= 12 mm
= 20 mm
Area, Ag = 39320
17776625000
21547424.24
100.00 Cl.6.4.2 of IS:800-1984
165.00 Cl.4.1.1of IS:800-1984
187.50
150.00
250
Yield Stength, fy N/mm2
Web Thickness, tw
Flange Thickness, tf
cm2
Moment inersia , Ixx mm4
Section Modulus, Zxx mm3
Allowable shear Stress, tva N/mm2
Allowable bending stress, sbt N/mm2
Allowable bearing stress, sbr N/mm2
Allowable tensile stress, sat N/mm2
Yield Stength of plates, fyp N/mm2
20 mm
Thickness of cover plate for web(10 mm
Design Forces :
Design Moment, 3555.33 KNm
Distance between C/C of flange, L1630.00 mm
2181.18 KN
Shear Capacity :
19320.00 Aw = h x tw
Design Shear Force 1932.00 KN
Design check for Flange Splice :
Bolt properties :
Grade of Bolt 8.8XOX
Diameter of Bolt, d 25.00 mm
27.00 mm
143.00 KN Table2 of IS:4000-1992
Bolt Distances :
Provide Guage Distance 130 mm
Minimum edge distance required 57 mm Table 8.2 of IS:800-1984
Provided Edge distance of hole, e60 mm
Required Pitch of the hole, p 62.5 mm Cl. 8.10.1.a of IS:800-1984
Provided pitch 75 mm
Bolt Capacity :
Thickness of the flange splice plate, tfp
Md Md = (σbt x zxx)
(h - tf/2 - tf/2)
Tensile force in flange due to moment,Ft
Shear Area of Web, Aw mm2
F = tva x Aw
Diameter of Hole, do
Max. Permissible shear in Bolt, Vob
Flange plate provided on one side 2
286.00 KN
Cl. 5.3.4 of IS:4000-1992
Permissible Bearing force betwee517.50 kNbolt and ply, Fb
Cl. 5.3.4 of IS:4000-1992
214.29 kN
214.29 KN
No. of Bolts, n 11.00 No.s
No. of Bolts Provided 12 Nos.
No. of Bolt Columns, Nc 2 No.
Tension in Flange Splice :
Out Side Plate :
Width of splice plate 500.00 mm
Effective width 446.00 mm
Effective area of splice 8920 mm2
Tension Capacity of plate 1338.00 kN
Inside Plate :
Width of splice plate 438.00 mm
Effective width 384.00 mm
Effective area of splice 7680.00 mm2
Tension Capacity of plate 1152.00 kN
Total Tension Capacity of plate 2490.00 kN Hence Safe
Design Check for Web Connection :
1932.00 KN
Capacity of Bolt in Shear, Vb
Fb = 1.2 x fy x d x t
Permissible Force acting on edge of Ply, Pt Pt = e x fy x t /1.4
Bolt Capacity, Fcb Min. of Vb, Fb and Fe
No. of Bolts = Ft/Fcb
Design Shear Force, Fv
Bolt properties :
Grade of Bolt 8.8XOX
Diameter of Bolt, d 18.00 mm
20.00 mm
116.00 KN Table2 of IS:4000-1992
Bolt Distances :
Minimum edge distance required 57 Table 8.2 of IS:800-1984
Provided Edge distance of hole, e60 mm
Required Pitch of the hole, p 45 mm Cl. 8.10.1.a of IS:800-1984
Provided pitch 140 mm
Bolt Capacity :Capacity of Bolt in Double Shear, 232 kN Table2 of IS:4000-1992
Cl. 5.3.4 of IS:4000-1992
Permissible Bearing force betwee186.30 kNbolt and ply, Fb
Cl. 5.3.4 of IS:4000-1992
192.86 kN
186.30 KN
No. of Bolts 10 Nos.
No. of Bolts Provided 16 Nos.
No. of Bolt Columns, Nc 2 No.
Shear capacity in each web plate :Shear force on each plate 966.00 KN
Width of Splice plate 1100 mm
Effective Width of Splice Plate 1060.00 mm
Effective Shearing area of Splice 10600.00 mm2
Diameter of Hole, do
Max. Permissible shear in Bolt, Vob
Fb = 1.2 x fy x d x t
Permissible Force acting on edge of ply, Pt Pt = e x fy x t /1.4
Bolt Capacity, Fcb Min. of Vb, Fb and Fe
no. = Fv / Fcb
Shear capacity of Splice Plate 1060.00 kN Hence Safe
Check for bearing of bolt and plate :
966.00 KN
Bearing force transferred thourgh60.38 KNeach bolt on plate
Bearing capacity of plate for each186.3 KN Hence Safe
Shear force on each plate, Fp
CALCULATION SHEET
Checked by :
Project No.:
30.01.12
cs1
REV-1
Reference Sketch :
Cl.6.4.2 of IS:800-1984
Cl.4.1.1of IS:800-1984
(75% of capacity)
Aw = h x tw
7264.4
Table2 of IS:4000-1992
Table 8.2 of IS:800-1984
Cl. 8.10.1.a of IS:800-1984
Md = (σbt x zxx)
(h - tf/2 - tf/2)
F = tva x Aw
Cl. 5.3.4 of IS:4000-1992
Cl. 5.3.4 of IS:4000-1992
132.341
143.5992
438
219
Hence Safe
shear stress = 375 N/Sq mm
Fb = 1.2 x fy x d x t
Pt = e x fy x t /1.4
Min. of Vb, Fb and Fe
No. of Bolts = Ft/Fcb
Bearing stress = 1035 N/Sq mm
Tension stress = 450 N/Sq mm
Table2 of IS:4000-1992
Table 8.2 of IS:800-1984
Cl. 8.10.1.a of IS:800-1984
Table2 of IS:4000-1992
Cl. 5.3.4 of IS:4000-1992
Cl. 5.3.4 of IS:4000-1992
Fb = 1.2 x fy x d x t
Pt = e x fy x t /1.4
Min. of Vb, Fb and Fe
no. = Fv / Fcb
Hence Safe
Hence Safe
