S.o REFERENCES

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

i} ~ ~'

I ·~' .::·; .. , ~:/ /

14. Tamhankar M.G. (1976), "Design of cables and their anchorages in cable

stayed girder bridges", Indian Road Congress.

Page 54

~. ;,) ~. C..•

.. 'f); I

~-

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


Strength of steel

Required area


No of cables


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


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

~ e,.;~ ,.~1 ·~ \,'

!\. .,

/

,--!Span 145m ANNEX-01

~---

jModel 11 Reference Calculations


Strength of steel

Assumed section

Min of rxx or ryy

Area


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


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

~ ~~ -._-r

</ /

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

-


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



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

~ ~~~ ,~~ .,._1,'

~ .1~

/

Pc = A*pc = 593.4 kN OK



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


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

~ ~ ~::~ .,..·: • ..

}

/

ANNEX-03 Span 45m

Model 3 -Reference Calculations


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 =


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 =



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 =



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

~ ;.'~,

t.:< ~-

., I

/

--··

ANNEX-03 Span

Model ~--

Reference Calculations


Strength of steel

Assumed section

Min of rxx or ryy

Area


Llr

Section is plastic T-2-l BS 5950 Pc

1 -2000

Pc=A*pc

4.0 Deflection


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

~ ~' ~~· .~: t.';'

;/

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



No of cables


Selected diameter



Strength of steel

Required area


No of cables


Selected diameter




Strength of steel

~L\ssumed section

Min of rxx or ryy

Area


L!r

Section is plastic T-24 BS 5950 Pc

1-2000

Pc = A*pc



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

~ ~ ~~· ·~! ,..~ :.'

j ~I ~

ANNEX-04 I span

[Model ·-

~terence Calculations ULS compressive force

Strength of steel

Assumed section

Min of rxx or ryy

Area


Llr

Section is plastic T-. . BS 5950 Pc

'-2000

Pc = A*pc

4.0 Deflection


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

~ ~ t.:"~: ·~: ,.,..:, ' "j y

ANNEX-05 I span 145m I Model 15

k eference Calculations 1.0 Main Cable design










Length of the member = Lef = L!r = Section is plastic

T-2 4 BS 5950 Pc = 1-2000

Pc = A*pc =



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

~ ~ ~~ .. -• . . ,

. ' "') /

r--

ANNEX-05 Span 45m

Model 5 ~

keterence Calculations


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


y-dir

z-dir


y-dir

z-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

~~), ~~ . ... -_..,..,, • ..

;/

-!span

ANNEX-06 16om I Model h

\eference Calculations











Length of the member = Lef = Llr = Section is plastic

T ·24 BS 5950 Pc = 1-2000

Pc=A*pc =



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

~ ~' . ~·. ,, ·~ ~: •.

;/

II

\eference

l , 4 BS 5950 1 -2000

4.0

ANNEX-06


Strength of steel

Assumed section

Min of rxx or ryy

Area


Llr

Section is plastic

Pc

Pc=A*pc

Deflection

Deflection for comb-1



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


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


ULS Force on the cable (220-420) = 13 kN

Strength of steel = 1500 N/mm

Required area = 9.96 mm2


No of cables = 1





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

~~ 'e-:t,

" ~~. ~\1 '~

j / T

Section is plastic

-24 BS 5950 Pc = 260.0 N/mm

1-2000

Pc=A*pc = 803.4 kN OK



1 of 2

..ollllllll

ANNEX-O? I span 60 m

I Model 2

~eference Calculations Output ULS compressive force - 80 kN


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


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

~-~~ . ~~.

;' ~"': >,

;/

j 2 of 2

ANNEX-08 Span 60m

Model 3 I i Reference Calculations

' 1.0 Main Cable design









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 =



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

~--e-).. . ~~.

"' a."' ,· >,

/

ANNEX-08

Reference Calculations ULS compressive force

Strength of steel

Assumed section

Min of rxx or ryy

Area


L/r

Section is plastic

T-24 BS 5950 Pc 1-2000

Pc=A*pc

4.0 Deflection


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

~· .. ~ . ~~.

?' ~~' ,_,.. /

I

"j /

.....

ANNEX-09 I span 60 m

I Model 4

~eference Calculations



Strength of steel



No of cables


Selected diameter



Strength of steel

Required area Diameter required (if 1 cable)

No of cables


Selected diameter




Strength of steel

Assumed section

Min of rxx or ryy

Area


Llr

Section is plastic

T-24 BS 5950 T- Pc 1-2000

Pc=A*pc



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

~. ~~'

'. ~~.

;\' ~~:

•.

/ . /

ANNEX-09 Span 60 m

Model 4 ~

f.. Reference Calculations Output



Assumed section = 70x70x6 L


Area = 813.0 mm2


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


y-dir = 215 mm

z-dir = 0 mm



I

~; roe.~,

~-' ~:; . .! ....

>.

: ;/

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



No of cables


Selected diameter

Hanging Cable design

ULS Force on the cable {220-420)

Strength of steel

Required area


No of cables


Selected diameter




Strength of steel

Assumed section

Min of rxx or ryy

Area


Llr Section is plastic

Pc

Pc=A*pc



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 .., ...,-

'·

:/

OK

! !span 16om ANNEX-10

!Model 15 Reference Calculations Output


Strength of steel = 275 N/mmL



Area = 813.0 mm2


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


y-dir = 227 mm

z-dir = 0 mm



I

~-~}.

' t:C~ ~··

'/ /

2 of 2

r

ANNEX-11 I span 175m I Model 11

!-Reference Calculations Output






No of cables = 1








No of cables = 1







Assumed section = 160x65 C


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




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


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--






No of cables = 1



I 2.0 Hanging Cable design I I


Strength of steel = 1500 N/mm,



No of cables = 1







;\ssumed section = 160x65 C Min of rxx or ryy = 20.3 mm

Area = 2300.0 mm2


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



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


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




~. ~~

~-~~ ~:,.

/ . ,

2 of2

...&.

,-ANNEX-13

lspan 175m

Model h <eference Calculations



Strength of steel



No of cables


Selected diameter



Strength of steel

Required area


No of cables


Selected diameter




Strength of steel

Assumed section

Min of rxx or ryy

Area


Llr

Section is plastic

T-24 BS 5950 Pc 1-2000

Pc = A*pc



1 of 2

.....

Output

= FAIL

=

= = = = =

FAIL

= =

= = = = =

FAIL

= =

= = =

= = =

=

= OK

FAIL

~. ~~

' ~:~ ~"' -~· ·''

- -; ' /

ANNEX-13 lspan

!Model

Reference Calculations > ~ •


Strength of steel

Assumed section

Min of rxx or ryy

Area


L/r

Section is plastic

,~4 BS 5950 Pc 1-2000

Pc=A*pc

4.0 Deflection


y-dir

z-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





No of cables = 1


Selected diameter = 40 mm -

2.0 Hang\ng Cab\e des\gn I





No of cables = 1






Strength of steel = 275 N/mm:;

Assumed section = 160x65 C


Area = 2300.0 mm2


~~ ~~\

~-L!r = 41.56 mm ,.: ·.

Section is plastic . 24 BS 5950 Pc = 258.0 N/mm:;

1-2000




1 of 2

ANNEX-15 Span 175m Model 15

Reference Calculations Output ULS compressive force = 195 kN

Strength of steel = 275 N/mm~ I

'



Area = 813.0 mm2


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


y-dir = 48 mm

z-dir = 0 mm


,,


~ "'~·\ ~~.·

-::.~.

2 of2

S.o REFERENCES

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