Details of the Pedestrian Design Bridge

BRIDGE DESIGN ASSIGNME NT

BY – ABHISHEK CHIB (150008990)

DETAILS OF THE PEDESTRIAN DESIGN BRIDGE: 

 The factor of the safety against failure= 2

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 The deection of the beam is limited to L/500.

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 The bridge will be subjected to a 922.2!"# $%a li&e load from tra'c ( by the use of ))*+T, design standard -

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 The width of the bridge is .2 meters.

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Length of the bridge is .2 meters long.

Ma!"#a$

S'/!" P#! DNS* %!$!& %"&"a$

E$a%#& M'$%* E +GPa, .0

 Y#!$ S"!./*  Y * +MPa, 2.029

S!& 3!#./* 4 +.667,

R!$a#! C'% !" N

0.000!599 0.

D'.$a% F#" La"&/* S!$!& S"&"a$

N'6#a$ %#;!

H* 66

.0

9.99

<=>

<=?

"".9

9.

".

".

0.000!055" 0.!

<=8 "!.5 ".

< = 10 2!.95 ".

B* 66



1y the hel% of ))*+T, design standard to account for the li&e load due to tra'c is 922.2!"#

DETAILS OF THE LI@E LOAD BY SING STANDARD: 

#ominal load = 90 %sf 

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Load factor = .5

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i&en load = .55 34a

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orce due to li&e load = .55 6 beam cross 7 sectional area = .55 6 0.0" 6 .2 = 922.2!" #

TOTAL LOAD ACTING IN ONE SINGLE BEAM: -

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li&e load due to tra'c/2 8 weight of dec$/2 8 weight of beam

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weight of dec$ = mass 6 acceleration due to gra&ity

= .925"" 6 9." = ".2! # 

Li&e load due to tra'c = 922.2!"#

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eight of the beam = mass 6 acceleration due to gra&ity = !.5002 6 9." = !!.!#

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 Total load of 2:! beam = li&e load due to tra'c/2 8 weight of dec$/2 8 weight of beam = (922.!2"/2 8 ".2!/2 8 !!.!- # = 5!.92 #

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 Total load of 2: beam = li&e load due to tra'c/2 8 weight of dec$/2 8 weight of the beam = (922.!2"/2 8 9.2!/2 8 !!.!- # = 5!0.2! #

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;
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;)? = 5!.92/.2 = 0."!! #

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;)? = 5!0.2!/.2 = "."2 #

MAIMM DEFLECTION OF THE BEAM:  = 5 6 load 6 L/"! 6 youngAs modulus 6 moment of inertia

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<



i&enB

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> = .0 4a

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L = .2 m

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ind second moment of inertia by using (C- = bd/ 2

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*econd moment of inertia for 2 6 ! beam = (C- = bd /2 = 0.0"60.0""9 /2 = 0.00000220! m ! = or 2.20 6 0 D m!

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*ection modulus for 2 6 ! beam = C/E = 0.00000220!/ (0.0""9F2= 0.00000220!/ 0.0!!!5

ma@

= 0.000050"5 or 50."5! 6 0 D m! 

eGuired section modulus for beam = ?

 / )LL,)1L> *T>**

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*T>** )LL,)1L> = IC>L< *T>** / .,.* = 2.029 / 2 = 0.5!5 ?4a

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eGuired section modulus for beam = 205.!! / 0.5!5

?)H

= 9.529 m  = 5 6 load 6 L/"! 6 youngAs modulus 6 moment of inertia



<




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i&enB



?)H

 The deection of the beam is limited to L/500 dma@ = L/500 = .2/500 = 0.00! or .! 6 0 D m

TO FIND LIMITED LOAD* SING MAIMM DEFLECTION FORMLA :

Load (w- = "! 6 > 6 C / 5 6 L2 6 500 = "! 6 500 6 0.00000220! / 5 6 .2 2 6 5 = 0.00 , .60 D #

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)s we are gi&en diJerent ty%es of beam which are 2 6 !B 2 6 B 2 6 "B 2 60

•

1y calculating the DL &aluesB we found that ;
•

•

,n com%aring of the both rectangular section B we get to $now that southern %ine is better than douglas Kr lach as it is ha&ing less cost and best Guality.  The suitable beam is the beam which is ha&ing high ;
BENDING MOMENT AND SHEAR FORCE GRAPH SHO3N BELO3:- ( <? BEAM)

  SMMARY:  

*outhern %ine has more $nots and diJerent colors ranging from brown to amber to white in com%arison to
 

*outhern %ine is more durable and ha&ing sustainability rather than
REFRENCES :/%:!a&/!.#!!"#.'".$!%%'%#!& "#$!%%'0> /:!&!$aJ&$!%%'C7&$a%%C/a05 -A