s.o references
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S.o REFERENCES
1 . BS 5400 Part 1 1988, "Steel, concrete and composite bridges"
} BS 5400 Part2, "Steel, Concrete and Composite Bridges, Specifications for
loads".
3. BS 5400 Part3, "Code of practice for design of steel bridges".
-L BS 5400 Part4 1990, '"Steel, concrete and composite briqges"
5. Ming-Hui Hung (2006) and Prof. David Thambiratnam, "Dynamic
characteristics of slender suspension foot bridges"
6. V E Chipuru (2001), '·Design and construction of suspension footbridges",
ISIST-ILO, September 2001
7. M. Studnickova (2004). ·'The Effect of Pedestrian Traffic on the dynamic
Behavior of Footbridges"
8. M.-H. Huang, D.P.Thambiratnam and N. J. Perera, "Resonance vibration of
shallow suspension foot bridges" ICE report 14249-2005
9. The Steel Construction Institute, "Design Guide for" Composite Highway
Bridges: Worked Examples", SCI Publication 290
10. Roger L. Brockenbrough Editor and Frederick S. Merritt Editor, 'Steel
Designer's Hand Book'-Third edition.
ll. Frankland F.H ( 1934 ), "Suspension Bridges of Shorter Span", American
institute of Steel Construction. New York.
12. Gimsing N.J., "Cable supported bridges concept and design", Wiley
Interscience. USA.
13. Pugsley.A (1967), "Theory of suspension bridges", Edward Arnold, London
Page 53
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14. Tamhankar M.G. (1976), "Design of cables and their anchorages in cable
stayed girder bridges", Indian Road Congress.
Page 54
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ANNEX-01 Span 45 m
Model 1 --Reference Calculations
1.0 Main Cable design
ULS Force on the cable (1001-401)
Strength of steel
Required area (0.67fy is used)
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
2.0 Hanging Cable design
ULS Force on the cable (220-420)
Strength of steel
Required area
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
3.0 Main member design
Only compression need to be checked
ULS compressive force
Strength of steel
P .. ssumed section
Min of rxx or ryy
Area
Length of the member Lef
L!r
Section is plastic
T-24 BS 5950 Pc 1-2000
Pc=A*pc
4.0 Bracing member design
Only compression need to be checked
1 of 2
= 587 kN
= 1500 N/mm~
= 584.08 mm2
= 27.26 mm
= 1
= 27.26 mm
= 30 mm "
= 11 kN
= 1500 N/mm:
= 8.43 mm2
= 3.28 mm
= 1
= 3.28 mm
= 10 mm
= 512 kN
= 275 N/mm ..
= 160x65 C
= 20.3 mm
= 2300.0 mm2
= 1125 mm
= 844 mm
= 41.56 mm
= 258.0 N/mm ..
= 593.4 kN
Output
..
OK
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,--!Span 145m ANNEX-01
~---
jModel 11 Reference Calculations
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
Llr
Section is plastic
T-/-l BS 5950 Pc '-2000
Pc = A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir y-dir z-dir
Deflection for comb-3 x-dir y-dir z-dir
2 of 2
= 60 kN
= 275 N/mm,
= 70x70x6 L
= 13.7 mm
= 813.0 mm2
= 2121 mm
= 1591 mm
= 116.11 mm
= 114.0 N/mm
= 92.682 kN
= 17 mm
= 137 mm
= 0 mm
= 24 mm
= 160 mm
= 398 mm
= 36 mm
= 205 mm
= 398 mm
Output
OK
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r---
ANNEX-02 Span 45m
~- Model 2
Reference Calculations Output 1.0 Main Cable design
ULS Force on the cable (1001-401) = 517 kN Strength of steel = 1500 N/mm.
Required area (0.67fy is used) = 514.43 mm2 Diameter required (if 1 cable) = 25.59 mm No of cables = 1 Diameter of the cable = 25.59 mm Selected diameter = 30 mm
-
2.0 Hanging Cable design
ULS Force on the cable (220-420) = 9 kN Strength of steel = 1500 N/mm~
Required area = 6.90 mm2 Diameter required (if 1 cable) = 2.96 mm No of cables = 1 Diameter of the cable = 2.96 mm Selected diameter = 10 mm
3.0 Main member design
Only compression need to be checked
ULS compressive force = 558 kN Strength of steel = 275 N/mm~
Assumed section = 160x65 C Min of rxx or ryy = 20.3 mm Area = 2300.0 mm2
Length of the member = 1125 mm Lef = 844 mm L/r = 41.56 mm Section is plastic
T-24 BS 5950 Pc = 258.0 N/mm~ 1-2000
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Pc = A*pc = 593.4 kN OK
4.0 Bracing member design
Only compression need to be checked
1 of 2
ANNEX-02 !Span
I Model
Reference Calculations ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member lef
Llr
Section is plastic T-24 BS 5950 Pc
1-2000
Pc = A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir y-dir z-dir
Deflection for comb-3 x-dir y-dir z-dir
2 of 2
145m 12
= 60 kN
= 275 N/mm'
= 70x70x6 L
= 13.7 mm
= 813.0 mm2
= 2121 mm
= 1591 mm
= 116.11 mm
= 114.0 N/mm,
= 92.682 kN
= 19 mm
= 198 mm
= 0 mm
= 14 mm
= 95 mm
= 81 mm
= 21 mm
= 222 mm
= 106 mm
Output
OK
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/
ANNEX-03 Span 45m
Model 3 -Reference Calculations
1.0 Main Cable design
U LS Force on the cable ( 1 001-401 ) = Strength of steel =
Required area (0.67fy is used) = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
2.0 Hanging Cable design
ULS Force on the cable (220-420) = Strength of steel =
Required area = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
3.0 Main member design
Only compression need to be checked
ULS compressive force = Strength of steel =
Assumed section = Min of rxx or ryy = Area =
Length of the member = Lef = Llr = Section is plastic
T-24 BS 5950 Pc = 1-2000
Pc = A*pc =
4.0 Bracing member design
Only compression need to be checked
1 of 2
...
471 kN
1500 N/mm
468.66 mm2
24.42 mm
1
24.42 mm
30 mm "
7 kN
1500 N/mm
5.36 mm2
2.61 mm
1
2.61 mm
10 mm
715 kN
275 N/mm'
200x75 C
23.2 mm
3090.0 mm2
1125 mm 844 mm
36.37 mm
260.0 N/mm,
803.4 kN
Output
OK
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ANNEX-03 Span
Model ~--
Reference Calculations
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
Llr
Section is plastic T-2-l BS 5950 Pc
1 -2000
Pc=A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir y-dir z-dir
Deflection for comb-3 x-dir y-dir z-dir
2 of2
45m
3
= 80 kN
= 275 N/mm.
= 70x70x6 L
= 13.7 mm
= 813.0 mm2
= 2121 mm
= 1591 mm
= 116.11 mm "
= 114.0 N/mm
= 92.682 kN
= 12 mm
= 119 mm
= 0 mm
= 7 mm
= 81 mm
= 147 mm
= 15 mm
= 162 mm
= 148 mm
Output
OK
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ANNEX-04 Span 45 m
Model 4 r--
Reference Calculations 1.0 Main Cable design
U LS Force on the cable ( 1 001-401 )
Strength of steel
Required area (0.67fy is used)
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
2.0 Hanging Cable design
ULS Force on the cable (220-420)
Strength of steel
Required area
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
3.0 Main member design
Only compression need to be checked
ULS compressive force
Strength of steel
~L\ssumed section
Min of rxx or ryy
Area
Length of the member Lef
L!r
Section is plastic T-24 BS 5950 Pc
1-2000
Pc = A*pc
4.0 Bracing member design
Only compression need to be checked
1 of 2
...
= 477 kN
= 1500 N/mm
= 474.63 mm2
= 24.58 mm
= 1
= 24.58 mm
= 30 mm "
= 7 kN
= 1500 N/mm~
= 5.36 mm2
= 2.61 mm
= 1
= 2.61 mm
= 10 mm
= 675 kN
= 275 N/mm
= 180x70 C
= 21.8 mm
= 2680.0 mm2
= 1125 mm = 844 mm
= 38.70 mm
= 260.0 N/mm'
= 696.8 kN
I
Output
OK
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ANNEX-04 I span
[Model ·-
~terence Calculations ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
Llr
Section is plastic T-. . BS 5950 Pc
'-2000
Pc = A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir y-dir z-dir
Deflection for comb-3 x-dir y-dir z-dir
2 of2
145m 14
= =
= = =
= = =
=
=
= = =
= = =
= = =
74 kN
275 N/mm,
70x70x6 L
13.7 mm
813.0 mm2
2121 mm 1591 mm
116.11 mm . 114.0 N/mm~
92.682 kN
12 mm
121 mm
0 mm
8 mm 129 mm 132 mm
15 mm 210 mm 132 mm
Output
i
OK
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ANNEX-05 I span 145m I Model 15
k eference Calculations 1.0 Main Cable design
ULS Force on the cable (1001-401) = Strength of steel =
Required area (0.67fy is used) = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
2.0 Hanging Cable design
ULS Force on the cable (220-420) = Strength of steel =
Required area = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
3.0 Main member design
Only compression need to be checked
ULS compressive force = Strength of steel =
Assumed section = Min of rxx or ryy = Area =
Length of the member = Lef = L!r = Section is plastic
T-2 4 BS 5950 Pc = 1-2000
Pc = A*pc =
4.0 Bracing member design
Only compression need to be checked
1 of 2
..
506 kN
1500 N/mm
503.48 mm2
25.31 mm
1
25.31 mm
30 mm
10 kN
1500 N/mm:;
7.66 mm2
3.12 mm
1
3.12 mm
10 mm
636 kN
275 N/mmL
160x65 C
21.8 mm
2680.0 mm2
1125 mm 844 mm
38.70 mm
260.0 N/mmL
696.8 kN
Output
OK
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ANNEX-05 Span 45m
Model 5 ~
keterence Calculations
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member
Lef
Llr
Section is plastic
T-24 BS 5950 Pc 1-2000
Pc=A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir
y-dir
z-dir
Deflection for comb-3 x-dir
y-dir
z-dir
i I
2 of 2
= 90 kN
= 275 N/mm
= 70x70x6 L
= 13.7 mm
= 813.0 mm2
= 2121 mm
= 1591 mm
= 116.11 mm "
= 114.0 N/mm
= 92.682 kN
= 12 mm
= 127 mm
= 0 mm
= 6 mm
= 88 mm
= 53 mm
= 13 mm
= 163 mm
= 53 mm
Output
I
OK
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-!span
ANNEX-06 16om I Model h
\eference Calculations
1.0 Main Cable design
ULS Force on the cable (1001-401) = Strength of steel =
Required area (0.67fy is used) = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
2.0 Hanging Cable design
ULS Force on the cable (220-420) = Strength of steel =
Required area = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
3.0 Main member design
Only compression need to be checked
ULS compressive force = Strength of steel =
Assumed section = Min of rxx or ryy = Area =
Length of the member = Lef = Llr = Section is plastic
T ·24 BS 5950 Pc = 1-2000
Pc=A*pc =
4.0 Bracing member design
Only compression need to be checked
1 of 2
1001 kN
1500 N/mm~
996.02 mm2
35.60 mm
1
35.60 mm
40 mm
16 kN
1500 N/mm~
12.26 mm2
3.95 mm
1
3.95 mm
10 mm
758 kN
275 N/mmL
200x75 C
23.2 mm
3090.0 mm2
1125 mm 844 mm
36.37 mm
260.0 N/mmL
803.4 kN
Output
OK
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II
\eference
l , 4 BS 5950 1 -2000
4.0
ANNEX-06
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
Llr
Section is plastic
Pc
Pc=A*pc
Deflection
Deflection for comb-1
Deflection for comb-2
Deflection for comb-3
Span 60 m
Model 11
Calculations
=
=
=
x-dir = y-dir
z-dir =
x-dir y-dir -
z-dir =
x-dir = y-dir = z-dir =
2 of2
80 kN
275 N/mm
70x70x6 L 13.7 mm
813.0 mm2
2121 mm 1591 mm
116.11 mm
114.0 N/mm~
92.682 kN
8 mm
73 mm
0 mm
11 mm 109 mm
1020 mm
13 mm 147 mm
1020 mm
Output
OK
~ ~ . ~~ ~~'
' ·'/ /
ANNEX-07 !Span 16om I
\Model \2 ~~eference Calculations Output
1.0 Main Cable design
U LS Force on the cable ( 1001-401) = 881 kN
Strength of steel = 1500 N/mm.
Required area (0.67fy is used) = 876.62 mm2
Diameter required (if 1 cable) = 33.40 mm
No of cables = 1
Diameter of the cable = 33.40 mm
Selected diameter = 40 mm
2.0 Hanging Cable design
ULS Force on the cable (220-420) = 13 kN
Strength of steel = 1500 N/mm
Required area = 9.96 mm2
Diameter required (if 1 cable) = 3.56 mm
No of cables = 1
Diameter of the cable = 3.56 mm
Selected diameter = 10 mm
3.0 Main member design
Only compression need to be checked
ULS compressive force = 688 kN
Strength of steel = 275 N/mm~
;\ssumed section = 180x70 C
Min of rxx or ryy = 21.8 mm
Area = 3090.0 mm2
Length of the member = 1125 mm
Lef = 844 mm
Llr = 38.70 mm
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Section is plastic
-24 BS 5950 Pc = 260.0 N/mm
1-2000
Pc=A*pc = 803.4 kN OK
4.0 Bracing member design
Only compression need to be checked
1 of 2
..ollllllll
ANNEX-O? I span 60 m
I Model 2
~eference Calculations Output ULS compressive force - 80 kN
Strength of steel = 275 N/mm
Assumed section = 70x70x6 L Min of rxx or ryy = 13.7 mm
Area = 813.0 mm2
Length of the member = 2121 mm Lef = 1591 mm
Llr = 116.11 mm
Section is plastic 1- 24 BS 5950 Pc = 114.0 N/mm.c
1-2000
Pc=A*pc = 92.682 kN OK
4.0 Deflection
Deflection for comb-1 x-dir = 13 mm
y-dir = 132 mm
z-dir = 0 mm
Deflection for comb-2 x-dir - 5 mm y-dir = 53 mm z-dir = 89 mm
Deflection for comb-3 x-dir = 13 mm y-dir = 135 mm z-dir = 89 mm
~-~~ . ~~.
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j 2 of 2
ANNEX-08 Span 60m
Model 3 I i Reference Calculations
' 1.0 Main Cable design
ULS Force on the cable (1001-401) = Strength of steel =
Required area (0.67fy is used) = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
2.0 Hanging Cable design
ULS Force on the cable (220-420) = Strength of steel =
Required area = Diameter required (if 1 cable) = No of cables = Diameter of the cable = Selected diameter =
3.0 Main member design
Only compression need to be checked
ULS compressive force = Strength of steel =
ll\\ssumed section = Min of rxx or ryy = Area =
Length of the member = Lef = L!r = Section is plastic
T-24 BS 5950 Pc = 1-2000
Pc = A*pc =
4.0 Bracing member design
Only compression need to be checked
1 of 2
.....
650 kN
1500 N/mm.
646.77 mm2
28.69 mm
1
28.69 mm
35 mm 0
13 kN
1500 N/mm'
9.96 mm2
3.56 mm
1
3.56 mm
10 mm
939 kN
275 N/mm~
220x80 C
24.8 mm
3610.0 mm2
1125 mm 844 mm
34.02 mm
264.0 N/mm~
953.04 kN
Output
"
OK
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ANNEX-08
Reference Calculations ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
L/r
Section is plastic
T-24 BS 5950 Pc 1-2000
Pc=A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir y-dir z-dir
Deflection for comb-3 x-dir y-dir z-dir
2 of 2
....
60 m
3
= 105 kN
= 275 N/mm
= 70x70x6 L
= 26.6 mm
= 813.0 mm2
= 2121 mm
= 1591 mm
= 59.80 mm
= 239.0 N/mm
= 194.307 kN
= 18 mm
= 209 mm
= 0 mm
= 12 mm
= 163 mm
= 382 mm
= 24 mm
= 304 mm
= 382 mm
Output
OK
~· .. ~ . ~~.
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.....
ANNEX-09 I span 60 m
I Model 4
~eference Calculations
1.0 Main Cable design
ULS Force on the cable (1001-401)
Strength of steel
Required area (0.67fy is used)
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
2.0 Hanging Cable design
ULS Force on the cable (220-420)
Strength of steel
Required area Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
3.0 Main member design
Only compression need to be checked
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
Llr
Section is plastic
T-24 BS 5950 T- Pc 1-2000
Pc=A*pc
4.0 Bracing member design
Only compression need to be checked
1 of 2
.......
= =
= = = = =
-
= =
= = = = =
= =
= = =
= = =
=
=
747 kN
1500 N/mm,
743.28 mm2
30.76 mm
1
30.76 mm
35 mm
9 kN
1500 N/mm
6.90 mm2
2.96 mm
1
2.96 mm
10 mm
918 kN
275 N/mm~
220x80 C 24.8 mm
3610.0 mm2
1125 mm 844 mm
34.02 mm
264.0 N/mm~
953.04 kN
Output
I
OK
~. ~~'
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ANNEX-09 Span 60 m
Model 4 ~
f.. Reference Calculations Output
ULS compressive force = 118 kN
Strength of steel = 275 N/mm
Assumed section = 70x70x6 L
Min of rxx or ryy = 26.6 mm
Area = 813.0 mm2
Length of the member = 2121 mm Lef = 1591 mm
L!r = 59.80 mm . Section is plastic
r ·24 BS 5950 Pc = 239.0 N/mm' 1-2000
Pc = A*pc = 194.307 kN OK
4.0 Deflection
Deflection for comb-1 x-dir = 21 mm
y-dir = 215 mm
z-dir = 0 mm
Deflection for comb-2 x-dir = 18 mm y-dir = 347 mm z-dir = 491 mm
Deflection for comb-3 x-dir = 31 mm y-dir = 487 mm z-dir = 491 mm
I
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2 of 2
~
I -~ .. Reference
.......
T-24 BS 5950 1-2000
1.0
2.0
ANNEX-10 Span 60 m
Model 15
Calculations
Main Cable design
U LS Force on the cable ( 1 001-401)
Strength of st~el
Required area (0.67fy is used)
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
Hanging Cable design
ULS Force on the cable {220-420)
Strength of steel
Required area
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
3.0 Main member design
Only compression need to be checked
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
Llr Section is plastic
Pc
Pc=A*pc
4.0 Bracing member design
Only compression need to be checked
1 of 2
-
= =
= =
= = = = =
=
-
685 kN
1500 N/mm
681.59 mm2
29.45 mm
1
29.45 mm
35 mm
8 kN
1500 N/mm
6.13 mm2
2.79 mm
1
2.79 mm
10 mm
528 kN
275 N/mm
160x65 C
20.3 mm
2300.0 mm2
1125 mm 844 mm
41.56 mm
258.0 N/mm
593.4 kN
Output
~-~~. t:~ ~-~i .., ...,-
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:/
OK
! !span 16om ANNEX-10
!Model 15 Reference Calculations Output
ULS compressive force = 186 kN
Strength of steel = 275 N/mmL
Assumed section = 70x70x6 L
Min of rxx or ryy = 26.6 mm
Area = 813.0 mm2
Length of the member = 2121 mm Lef = 1591 mm
L/r = 59.80 mm
Section is plastic
T-24 BS 5950 Pc = 239.0 N/mm~ 1-2000
Pc = A*pc = 194.307 kN OK
4.0 Deflection
Deflection for comb-1 x-dir = 23 mm
y-dir = 227 mm
z-dir = 0 mm
Deflection for comb-2 x-dir = 11 mm y-dir = 159 mm z-dir = 158 mm
Deflection for comb-3 x-dir = 25 mm y-dir = 296 mm z-dir = 159 mm
I
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2 of 2
r
ANNEX-11 I span 175m I Model 11
!-Reference Calculations Output
1.0 Main Cable design
ULS Force on the cable (1001-401) = 636 kN
Strength of steel = 1500 N/mm~
Required area (0.67fy is used) = 632.84 mm2
Diameter required (if 1 cable) = 28.38 mm
No of cables = 1
Diameter of the cable = 28.38 mm
Selected diameter = 35 mm
2.0 Hanging Cable design
ULS Force on the cable (220-420) = 15 kN
Strength of steel = 1500 N/mm
Required area = 11.49 mm2
Diameter required (if 1 cable) = 3.82 mm
No of cables = 1
Diameter of the cable = 3.82 mm
Selected diameter = 10 mm
3.0 Main member design
Only compression need to be checked
ULS compressive force = 676 kN
Strength of steel = 275 N/mm
Assumed section = 160x65 C
Min of rxx or ryy = 20.3 mm
Area = 2300.0 mm2
Length of the member = 1125 mm Lei = 844 mm
Llr = 41.56mm
~. ~\
~\~ ~:. >,
Section is plastic T-24 BS 5950 Pc = 258.0 N/mm :/
1-2000
Pc=A*pc = 593.4 kN OK
4.0 Bracing member design
Only compression need to be checked
1 of 2
_.....
ANNEX-11 !span
I Model
~eference Calculations ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Let
Llr
Section is plastic
T- 24 BS 5950 Pc 1-2000
Pc=A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir y-dir z-dir
Deflection for comb-3 x-dir y-dir z-dir
2 of2
.....l
175m
h
= 186 kN
= 275 N/mm~
= 70x70x6 L
= 26.6 mm
= 813.0 mm2
= 2121 mm
= 1591 mm
= 59.80 mm
= 239.0 N/mm~
= 194.307 kN
= 47 mm
= 290 mm
= 0 mm
= 47 mm
= 240 mm
= 1301 mm
= 69 mm
= 347 mm
= 1301 mm
Output
OK
~ •G~.
~)~ t:. :· ~-.. ~ .. '
.~ '; ,..
"/ /
ANNEX-12 \span \75m
I Model 12 >-
Reference Calculations Output f--
1.0 Main Cable design
ULS Force on the cable (1001-401) = 620 kN
Strength of steel = 1500 N/mm~
Required area (0.67fy is used) = 616.92 mm2
Diameter required (if 1 cable) = 28.02 mm
No of cables = 1
Diameter of the cable = 28.02 mm
Selected diameter = 40 mm
I 2.0 Hanging Cable design I I
ULS Force on the cable (220-420) = 35 kN
Strength of steel = 1500 N/mm,
Required area = 26.82 mm2
Diameter required (if 1 cable) = 5.84 mm
No of cables = 1
Diameter of the cable = 5.84 mm
Selected diameter = 10 mm
3.0 Main member design
Only compression need to be checked
ULS compressive force = 539 kN
Strength of steel = 275 N/mm
;\ssumed section = 160x65 C Min of rxx or ryy = 20.3 mm
Area = 2300.0 mm2
Length of the member = 1125 mm Lef = 844 mm
Llr = 41.56 mm
~-~~
~-\~ !":'
Section is plastic
T-24 BS 5950 Pc = 258.0 N/mm, '/ . /
1-2000
Pc = A*pc = 593.4 kN OK
4.0 Bracing member design
Only compression need to be checked
1 of 2
1111111&
ANNEX-12 Span !Ism Model 12
<eference Calculations Output ULS compressive force = 180 kN Strength of steel = 275 N/mm:
Assumed section = 70x70x6 L Min of rxx or ryy = 26.6 mm
Area = 813.0 mm2
Length of the member = 2121 mm Lef = 1591 mm
Llr = 59.80 mm Section is plastic -
l 4 BS 5950 Pc = 239.0 N/mm, 1 -2000
Pc=A*pc = 194.307 kN OK
4.0 Deflection
Deflection for comb-1 x-dir = 7 mm y-dir = 97 mm z-dir = 625 mm
Deflection for comb-2 x-dir = 5 mm y-dir = 54 mm z-dir = 155 mm
Deflection for comb-3 x-dir = 7 mm y-dir = 103 mm z-dir = 572 mm
~. ~~
~-~~ ~:,.
/ . ,
2 of2
...&.
,-ANNEX-13
lspan 175m
Model h <eference Calculations
1.0 Main Cable design
ULS Force on the cable (1001-401)
Strength of steel
Required area (0.67fy is used)
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
2.0 Hanging Cable design
ULS Force on the cable (220-420)
Strength of steel
Required area
Diameter required (if 1 cable)
No of cables
Diameter of the cable
Selected diameter
3.0 Main member design
Only compression need to be checked
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
Llr
Section is plastic
T-24 BS 5950 Pc 1-2000
Pc = A*pc
4.0 Bracing member design
Only compression need to be checked
1 of 2
.....
Output
= FAIL
=
= = = = =
FAIL
= =
= = = = =
FAIL
= =
= = =
= = =
=
= OK
FAIL
~. ~~
' ~:~ ~"' -~· ·''
- -; ' /
ANNEX-13 lspan
!Model
Reference Calculations > ~ •
ULS compressive force
Strength of steel
Assumed section
Min of rxx or ryy
Area
Length of the member Lef
L/r
Section is plastic
,~4 BS 5950 Pc 1-2000
Pc=A*pc
4.0 Deflection
Deflection for comb-1 x-dir
y-dir
z-dir
Deflection for comb-2 x-dir y-dir z-dir
Deflection for comb-3 x-dir
y-dir z-dir
2 of 2
~
175m
h
= =
= = =
= = = -=
=
= = =
= = =
= = =
Output
OK
45 mm
829 mm
5957 mm
18 mm 446 mm
2607 mm
49 mm
990 mm 6642 mm
I
I
~--e.:~
. ~. ~'I' ... -
I
ANNEX-15 Span 75 m
Model 5
Reference Calculations Output 1.0 Main Cable design
ULS Force on the cable (1001-401) = 952 kN
Strength of steel = 1500 N/mm~
Required area (0.67fy is used) = 947.26 mm2
Diameter required (if 1 cable) = 34.72 mm
No of cables = 1
Diameter of the cable = 34.72 mm
Selected diameter = 40 mm -
2.0 Hang\ng Cab\e des\gn I
ULS Force on the cable (220-420) = 48 kN
Strength of steel = 1500 N/mm~
Required area = 36.78 mm2
Diameter required (if 1 cable) = 6.84 mm
No of cables = 1
Diameter of the cable = 6.84 mm
Selected diameter = 10 mm
3.0 Main member design
Only compression need to be checked
ULS compressive force = 559 kN
Strength of steel = 275 N/mm:;
Assumed section = 160x65 C
Min of rxx or ryy = 20.3 mm
Area = 2300.0 mm2
Length of the member = 1125 mm Lef = 844 mm
~~ ~~\
~-L!r = 41.56 mm ,.: ·.
Section is plastic . 24 BS 5950 Pc = 258.0 N/mm:;
1-2000
Pc=A*pc = 593.4 kN OK
4.0 Bracing member design
Only compression need to be checked
1 of 2
ANNEX-15 Span 175m Model 15
Reference Calculations Output ULS compressive force = 195 kN
Strength of steel = 275 N/mm~ I
'
Assumed section = 70x70x6 L
Min of rxx or ryy = 26.6 mm
Area = 813.0 mm2
Length of the member = 2121 mm Lef = 1591 mm
Llr = 59.80 mm .
Section is plastic
T-24 BS 5950 Pc = 239.0 N/mm. 1-2000
Pc = A*pc = 194.307 kN OK
4.0 Deflection
Deflection for comb-1 x-dir = 5 mm
y-dir = 48 mm
z-dir = 0 mm
Deflection for comb-2 x-dir = 10 mm y-dir = 93 mm z-dir = 191 mm
,,
Deflection for comb-3 x-dir = 10 mm y-dir = 113 mm z-dir = 191 mm
~ "'~·\ ~~.·
-::.~.
2 of2
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