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19/02/2022
BOLTED COVER PLATE SPLICE CONNECTION TO BS5950-1:2000
TEDDS calculation version 1.0.08
520
50
3 x 60
60
3 x 60
50
120
60
30
2 x 50
25
150
25
30
30
60
30
120
BOLTED COVER PLATE SPLICE CONNECTION TO BS5950-1:2000
TEDDS calculation version 1.0.08
Connection loads
Design moment;
M = 50 kNm;
Axial force in member;
N = -40 kN
Shear force in member;
V = 40 kN
UB 203x133x30;
Steel section grade;
S275
Steel plate grade;
S275;
Bolt slip factor;
µ = 0.50
Bolt classification;
M16 (Torqued General Grade HSFG)
Steel beam details
Beam classification;
General connection details
Flange plate details – plates bolted to one side of each flange
Thickness of plates;
tfp = 10 mm;
Width of plates;
bfp = 120 mm
Length of plates;
lfp = 520 mm
Bolts per row;
nfb_p = 2
Flange bolting details - each side of joint
Rows of bolts;
nfb_r = 4;
Longitudinal flange bolt spacing
Lateral flange bolt spacing
Between rows of bolts;
Sf = 60 mm
Between rows at joint;
Sfc = 60 mm;
Between bolts at joint;
Sflc = 60 mm
At end of plates;
Sfe = 50 mm;
At edge of plates;
Sfle = 30 mm
Thickness of plates;
twp = 10 mm;
Length of plates;
lwp = 150 mm
Width of plates;
bwp = 120 mm
Web plate details
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19/02/2022
Web bolting details - each side of joint
Rows of bolts;
nwb_r = 3;
Bolts per row;
nwb_p = 1
Longitudinal web bolt spacing
Lateral web bolt spacing
Between rows of bolts;
Sw = 50 mm;
Between bolts at joint;
Swlc = 60 mm
At end of plates;
Swe = 25 mm;
At edge of plates;
Swle = 30 mm
Step 1 - Distribution of forces in member flanges
Force in the flange;
Ff = 274 kN
Step 2 - Calculate distribution of forces in member flanges
Check area of flange
Minimum flange area;
Ff / pys = 995 mm2;
Effective flange area;
Aef = 1128 mm2
PASS - Effective flange area is adequate
Ff / pyp = 995 mm2;
Effective plate area;
Aep = 1008 mm2
PASS - Effective flange plate area is adequate
Check area of flange plates
Minimum plate area;
Step 3 - Design of flange bolts
No. of bolts required;
nfb_req = 5.4;
No. of bolts used;
nfb = 8
PASS - Flange plate bolting is adequate
Step 4 - Design of web plates and bolts
Check web plate in shear
Shear force in plates;
V = 40 kN;
Shear capacity of plates;pv = 444 kN
PASS - Effective web plate area is adequate in shear
Mwp = 1.2 kNm ;
Moment capacity;
Mcap = 13.9 kNm
PASS - Effective web plate area is adequate in bending
Fr = 17.9 kN;
Bolt capacity;
Check web plate in bending
Moment in web plate;
Check web plate bolts
Resultant bolt load;
Ps = 70.7 kN
PASS - Web plate bolting is adequate
Connection summary
Beam classification;
UB 203x133x30
Bolt classification;
M16 (Torqued General Grade HSFG)
Flange plates;
520 mm x 120 mm x 10 mm to the outside of each flange
Flange bolting;
16 No. total per flange - 4 No. rows of 2 No. bolts on each side of the joint
Web plates;
150 mm x 120 mm x 10 mm on each side of the web
Web bolting;
6 No. total - 3 No. rows of 1 No. bolts on each side of the joint