Civli Project

8/10/2019 Civli Project

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Design of Overhead Railway Bridge

APROJECT REPORT

ON

SUBMITED

BY

Mr. PRAVIN PATIL

Mr. AMOL CHAVAN

Mr. SHRIKANT UBARE B.E. (Civil)

UNDER GUIDANCE

OF

Pro. P.S. P!"il

H.O.D Civil Engg. Dept.

RAJARAMBAPU INSTITUTE OF TECHNOLOGY.

RAJARAMNAGAR# (S!$%!r!l&)

Di'" S!*li Pi +,-+,+

//0 1 //2

R.I.T. Rajaramnagar 0


2/84


KESs

Rajarambapu Institute of Technology,

Rajaramnagar.

Department of Civil Engineering

This is to certify that the following students of B.E. Civil Engineeringhave successfully completed their project report entitled

In the partial fulfillment of

Bachelors Degree in Civil

Engineering,

of Shivaji niversity,Kolhapur! during academic year

"##$%"##&.

By

'r. (ravin (atil

'r. )mol *havan

'r. Shri+ant bare

Eternal H.O.D. 3 G4i5& Pri6i7!l

R.I.T. Rajaramnagar !


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Pro. P. S. P!"il Dr.Mr'. S. S. K4l$!ri

Acknowledgement

We would like to express our deep sense

of gratitude towards our guide Prof. P. S.

Patil(Head of Department) for his kind and

able guidance constantly available to us from

time to time in completing in this project

work with whose aectionate cooperation

completion of our project would have beenan unful!lled dreams

"ur sincere thanks our

#rincipal Dr. S. S. Kulkarnifor giving us the

opportunity to present this #roject report$ We

express gratitude towards the %ivil

Department$

&ast but not least our special

thanks to all those who have helped us

R.I.T. Rajaramnagar "


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directly or indirectly in the completion of this

work

INDE8

!. I#TROD$CTIO# %

". &D'T&(E) O* +RE)TRE))ED CO#CRETE ,

-. DE)I(# O* DEC )/&B ""

. DE)I(# O* +RE)TRE))ED (IRDER --

%. DE)I(# O* CO/$1# 23

2. DE)I(# O* *OOTI#( 4-

4. RET&I#I#( )TR$CT$RE 43

,. CO#C/$)IO# ,!

3. RE*ERE#CE) ,-

R.I.T. Rajaramnagar -


5/84


SYNOPSIS

It is proposed to 5onstr65t as two lane overhead 7ridge on road joining Ta8ari

and 6ndal the road from Ta8ari to 6ndal has 5ross railway tra58 near T6pari. The

said railway tra58 has 5onsidera7le railway traffi5 from +oona9 arad to Tasgaon.

(ood n6m7er of passenger and goods trains ply everyday on the said tra58. Be5a6se

of whi5h9 at level 5rossing the road traffi5 has to 7e stopped :6ite often9 for

s6ffi5iently long period to allow trains to pass. This res6lts in h6man ho6rs and also

f6el whi5h 7rings ahead the idea of 5onstr65ting on overhead railway 7ridge a5ross

said level 5rossing. The overhead 7ridge design has 7een done after 5onsidering the

pro7a7le and possi7le epansion programme of railways. /i8e ele5trifi5ation of

tra58s9 providing se5ond 7road ga6ge line9 et5. The possi7le developments along the

roadside have also 7een 5onsidered. The str65t6ral design of vario6s 5omponents li8e

(irder a76tments9 de58 sla79 pavement9 et5. 5onstit6te the major part of o6r proje5t.

The net 5hapter has design for pavement 7y (. I. method. &fter that str65t6ral

design of vario6s 5omponents of 7ridge have 7een done9 li8e prestressed girder9

a76tment9 footing et5. and the design for de58 sla7.

R.I.T. Rajaramnagar


6/84


R.I.T. Rajaramnagar %


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INTRODUCTION

The proje5t is entitled ;over head 7ridge


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+oona9 arad to Tasgaon road 5arrying heavy traffi5 to the t6ne of ""."-4

metri5 tone per day as per the 5ens6s 5arried at in 1ay !333. This traffi5 intrepid d6e

to rail 5rossing proves a need of road over 7ridge.

The proposed 7ridge length is !! m. straight. Total length of approa5h is -

m. Total width of 7ridge is !!.m in5l6ding foothpath on 7oth side !." m )67str65t6re

is of reinfor5ed 5ement 5on5rete and s6perstr65t6re is of reinfor5ed 5ement 5on5rete.

&ll the fo6ndation for pier are of isolated footing in5l6ding a76tment.

The eisting road have single line railway 5rossing near T6pari >hi5h

interr6pt heavy traffi5 intensity of the road 5rossing dire5t delay in time9 speed and

indire5t adverse affe5ts on ind6strial growth day to day tread transa5tion et5. Hen5e it

is ne5essary to 5onstr65t R.O.B. on this road to over5ome a7ove said all types of

dire5t and indire5t effe5ts.

However (overnment proposed to 5onstr65t this R.O.B. 6nder ;+rivati?ation

)5heme< on the B.O.T. proje5t. The 7ridge proposed for two lane R.O.B. This R.O.B.

is to 7e designed as per Indian Railway )pe5ifi5ation of design.



9/84


R.I.T. Rajaramnagar ,


10/84


A5v!"!*&' o 7r&'"r&''&5 6o6r&"& :

The development of prestressed 5on5rete has opened new vistas in the

5onstr65tion of highway 7ridges. +restressed 5on5rete 7ridges have many advantages

over the reinfor5ed 5on5rete ones and therefore9 majority of long span 5on5rete

highway 7ridges are now@a@days 7eing 5onstr65ted of prestressed 5on5rete. These

7ridges need less :6antity of steel9 5on5rete and form wor8. /ess 5on5rete in girders

red65es the dead load moments and shears. 1oreover9 prestressed girders 7eing

lighter9 la6n5hing of girders 7e5omes possi7le in flowing streams where staging is not

possi7le or 5ost of staging will 7e tremendo6sly high. In addition9 d6e to the red65ed

weight of the prestressed girders and sla79 it is possi7le to red65e the 5ost of

s67str65t6re and fo6ndation 5a6sing there7y overall e5onomy of the 7ridge.

+restressed 5on5rete se5tions have f6rther advantage that the f6ll se5tion remain in

5ompression eliminating there7y any possi7ility of tension 5ra58s and that the

in5lined prestressed tendons red65e the shear for5e at the ends th6s res6lting in saving

of shear reinfor5ement.

S;'"&


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re5oiling tenden5y of the wires for5es down the male 5one and lo58 the wires 7y

wedge a5tion. #o f6rther re5oiling of the wires is possi7le and these are permanently

an5hored to the 5on5rete mem7ers. In addition9 5ement gro6t is inje5ted into the

spa5e 7etween the 5a7le and the sheath for f6rther safety against slippage of the

5a7les. The 5ement gro6t also prote5ts the 5a7le against 5orrosion.

Both the male and the female 5ones are made of high grade 5on5rete with

5losely spa5ed spiral reinfor5ement. The male 5one is slightly tapered in the form of

wedge. The tensioning or stressing of the 5a7les is made with the help of *reyssinet

ja58s spe5ially made for the p6rpose. D6ring 5on5reting9 the 5a7les are prote5ted with

the help of metal sheath so that no 7ond is developed 7etween the 5on5rete and the

prestressing steel otherwise tensioning of the prestresing steel will not 7e possi7le.

)pe5ial 5are sho6ld 7e ta8en to ma8e the sheath lea8 proof.

M!*&l:Bl!"o S;'"&


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The an5horage grip is a steel 5ylinder having a tapered hole@inside thro6gh

whi5h split9 tapered steed wedge in inserted. The wire to 7e an5hored is passed

thro6gh the steel wedge pressed 7etween the two halves. In this system9 ea5h wire is

an5hored with independent grip and therefore9 any n6m7er of wires may 7e arranged

in ea5h 6nit. The 5ylindri5al grip 7ears against steel 7earing plate thro6gh whi5h a

n6m7er of holes are drilled to fa5ilitate passage of wires to 7e an5hored. The 7earing

plate again 7ears against a thr6st ring whi5h 6ltimately transmits the prestressing for5e

to the 5on5rete mem7er.

L&&:M6C!ll S;'"&


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T!=l& No. ,.

Ta7le 1od6l6s of Elasti5ity of )teel Tendons AIRC

Sr.No. T;7& o '"&&l Mo54l4' o El!'"i6i";

(M7!)

! +lain hard drawn wires A5onforming to I)

!4,% and I) 200-

".! !0%

" High tensile steel 7ars rolled or heat@treated

A5onforming to I) "030

".0 !0%

- )tands Conforming to I) 2002 !.3% !0%

1od6l6s of Elasti5ity of 5on5rete AEC

$nless otherwise determined 7y rests9 the mod6l6s of elasti5ity of 5on5rete shall have

the following val6es

E5 %400 f58 1+a.

The mod6l6s of elasti5ity of 5on5rete at j days shall 7e ta8en as

E5j %400 fej 1+a

E:6ivalent *lange width

E:6ivalent flange width effe5tive flange width E5As

E5Ap

>here E5As 1od6l6s of Elasti5ity of sla7.

E5Ao 1od6l6s of Elasti5ity of pre5ast girder.

Lo'' o 7r&'"r&''

>hen loss of prestress in the mem7ers o556rs on a55o6nt of many fa5tors

some of whi5h are to 7e a55o6nted for in designing the mem7ers and some at the time

of stressing. These may 7e 7riefly stated as 6nder

/oss d6e to Creep in Con5rete.

>hen 5on5rete se5tion remain 6nder stress9 permanent strain or 5reep o556rs

in 5on5rete whi5h red65es the stress in the prestressing tendons. The amo6nt of 5reep

depends on the magnit6de of stress in the se5tion and the age of 5on5rete at the time

of appli5ation of the prestress. The 5reep strain of 5on5rete shall 7e ta8en as shown in

Ta7le.

T!=l& No.

Ta7le 5reep strain of 5on5rete AIRC

R.I.T. Rajaramnagar !"


14/84


Sr. No. M!"4ri"; o 6o6r&"& !" "%& "i


15/84


" 4 -.% !0@

- !0 -.0 !0@

! ".% !0@

% "! ".0 !0@

2 ", !.3 !0@

4 30 !.% !0@

#ote

'al6es for intermediate fig6res may 7e linearly interpolated.

Lo'' 54& "o r&l!?!"io o '"&&l.

>hen high tensile steel is 8ept 6nder stress9 permanent strain or relaation in

steel9 as in normally 5alled9 ta8es pla5e d6e to whi5h the prestress for5e in the tendon

diminishes and loss in prestress o556rs. The relaation loss depends on the stress in

steel as given in ta7le.

>hen man6fa5t6rers 5ertified val6es are not availa7le9 these val6es may 7e

ass6med in the design.

T!=l& No. +.

Ta7le Relaation loss of +restressing steel AIRC

)r.#o. Initial prestress A$T) of steel Relaation loss A1+a

! 0.% 0

" 0.2 -%

- 0.4 40

0., 30

#ote

*or intermediate val6es9 linear interpolation may 7e done.

Lo'' 54& "o '&!"i* or Sli7 A6%or!*&'.&fter the transfer of prestress to the an5horages9 slip of wires or draw@in of

male 5one or strain in the an5horages o556rs 7efore the wire are firmly gripped.

These effe5ts9 therefore9 res6lt in loss of prestress the val6e of whi5h shall 7e as per

test res6lts or man6fa5t6res re5ommendations. &s a ro6gh g6ide9 the slip or draw@in

may 7e ta8en as - to % mm.

Lo'' 54& "o El!'"i6 '%or"&i*.



16/84


&ll the 5a7les or wires of a prestressed mem7er are not stressed at a time 76t

stressing is done one after another depending on the ne5essity to satisfy different

loading 5onditions. The elasti5 strain prod65ed 7y the prestressing for5e applied on

the 5on5rete mem7er 5a6ses some relaation in the prestressing tendons whi5h have

7een stressed earlier. It is evident9 therefore9 that d6e to this phenomenon9 the tendon

whi5h has 7een stressed at the first instan5e will s6ffer maim6m loss and the last one

will s6ffer no loss. The loss d6e to elasti5 shortening shall 7e 5omp6ted on the 7asis

of the se:6en5e of tensioning. However9 for the p6rpose of design9 the res6ltant loss

of prestress of all the wires d6e to elasti5 shortening may 7e ta8en as e:6al to the

prod65t of the mod6lar ratio and half the stress in 5on5rete adja5ent to the tendons

averaged along the length. &lternatively9 the loss of prestress may 7e 5al56lated

ea5tly 7ased on se:6en5e of stressing.

Lo'' 54& "o ri6"io.

*ri5tion loss in prestressing for5e o556rs in the prestressed mem7er and varies

from se5tion to se5tion. This loss depends on the 5o@effi5ient of fri5tion 7etween the

prestressing tendon and the d65t. the fri5tion loss is divided into two parts.

!/ength effe5t F fri5tion 7etween the tendon and the d65t A7oth straight

"C6rvat6re effe5t Fd6e to the 56rvat6re of the tendon and the d65t9 fri5tion is

developed when the tendon is stressed and loss of prestress o556rs.

The magnit6de of the presenting for5e +9 at any distan5e from the ja58ing end after

a55o6nting for the fri5tion losses d6e to 7oth lenghth and 56rvat6re effe5t may 7e

given 7y the following e:6ation.

+ +o.e.FA@0

>here +o prestress for5e at the ja58ing end.

+ +restress for5e at some intermediate point at a distan5e .

/ength or wo77le 5o@effi5ient per metre legth of steel.

C6rvat6re 5o@effi5ient.

Total ang6lar 5hange in radians from the ja58 and to the point 6nder

5onsideration.

G /ength of the straight portion of the tendon from the ja58ing and in

metres.

R.I.T. Rajaramnagar !%


17/84


E Base of #aperian /ogarithm A".4!,

The val6es of and very for different nat6re of steel and d65ts or sheathing

material as indi5ated in ta7le and these val6es may 7e 6sed for the5omp6tation of fri5tion losses.

Ta7le 'al6es of A>o77le Co@Effi5ient and AC6rvant6re 5o@effi5ient AIRC

'al6es

re5ommended

for

Types of high

tensile steel

Type of d65t or sheath per metre

Bright metal 0.003! 0."%

(alvanised 0.002 0."0

>ires Ca7les /ead 5oated 0002 0.!,

$nlined d65t in

5on5rete

0.002 0.%

Ta7le 'al6es of A>o77le Co@effi5ient and AC6rvat6re Co@Effi5ient AIRC.

'al6e

re5ommended for

Type of high tensile

steel.

Type of d65t or

sheath

per metre

Bright metal 0.002 0."%

6n5oated stress

relieved stands

(alvanised 0.00-0 0."0

/ead 5oated 0.00-0 0.!,

$nlined d65t in

5on5rete

0.002 0.%0

R.I.T. Rajaramnagar !2


18/84


#ote

The 'al6es of and ass6med in the design shall 7e indi5ated on the

drawings for g6idan5e in sele5ting the materials and methods that will prod65e res6lts

approa5hing the design val6e.The vario6s 8inds of losses to the a55o6nted for in the design of the se5tions

and d6ring stressing operation are dis56ssed. It has 7een o7served that the losses d6e

to 5reep and shrin8age of 5on5rete and relaation of steel generally lie 7etween !% to

"0 per5ent for post tensioned str65t6res. The loss that o556r d6e to slip in an5horage

6nit is the per5entage of slip with respe5t to the total etension of the tendon a5hieved

7y stressing it. The magnit6de of the slip in the an5horage 6nit depends on the type of

wedge and the stress in the wires and it9 therefore9 transpired that the loss of prestress

on this a55o6nt is more for short mem7ers that for long mem7ers sin5e the amo6nt of

slip in 7oth 5ases will 7e that same if stress in the tendon the wedge 5ondition remain

the same in 7oth the mem7ers.

The fri5tion loss for long mem7ers spe5ially for 5ontin6o6s one in whi5h the

56vat6re of the tendons 5hanges dire5tion is more. &n average val6e of !" to !%

per5ent may 7e ta8en as a very ro6gh g6ide.

Mii


19/84


The minim6m reinfor5ement for solid sla7 de58s or top sla7 of 7o girders

shall 7e not less than 0.- per5ent for 1.). 7ars and 0.!, 7ars. The same for soffit sla7

of 7o girders shall not 7e less than 0.- per5ent for 1.). 7ars or 0.!, per5ent for

H)D 7ars in the longit6dinal dire5tion and 0.% per5ent for 1.). 7ars or 0.- per5ent

for H)D 7ars in the transverse dire5tion. )65h per5entage of reinfor5ement shall 7e

determined on the 7asis of 5ross@se5tional area in ea5h dire5tion and the reinfor5ement

7e pla5ed e:6ally at top and 7ottom.

1inim6m reinfor5ement for 5entilever sla7 shall 7e 2 #os of !2 mm dia 1.).

7ars or nos. !2 mm. Dia H)D 7ars and 7e pla5ed e:6ally at top and 7ottom

parallel to the s6pport at the tip of the sla7 with minim6m spa5ing.

Cov&r !5 S7!6i* o 7r&'"r&''i* '"&&l.

IRC !,@!3,% spe5ified that 5lear 5over to 6ntensioned reinfor5ement

in5l6ding lin8s and stirr6ps shall 7e as indi5ated in ta7le IRC)+@--9 however9

re5ommends that for important 7ridges9 the minim6m 5lear 5over shall 7e %0 mm9 76t

the same shall 7e in5reased to ,% mm wherever the prestressing 5a7le is nearest to the

5on5rete s6rfa5e.

Ta7le 5lear 5over to 6ntensioned reinfor5ement AIRC

(rade of 5on5rete Conditions of epos6re #ominal 5over in mm.

/ess than 10 1oderate -0

)evere 0

1 0 and more 1oderate "%

severe -0

&s spe5ified in IRC !,@!3,%9 5lear 5over meas6red from the o6tside of the

sheathing9 spa5ing and gro6ping of 5a7als shall 7e as indi5ated in *ig. However9 for

important 7ridges9 the re5ommendation of IRC)+@-- is that 5lear spa5ing of !00mm

shall 7e provided for 5a7les or gro6p of 5a7les to the gro6ted later. )+@-- also

re5ommends that for segmental 5onstr65tion where m6lti stage prestressing is adopted

5lear spa5ing shall not 7e less than !%0mm 7etween the first and s67se:6ent gro6ps of

5a7les.

R.I.T. Rajaramnagar !,


20/84


P!v&


21/84


(.I. (ro6p Inde #6m7er.

a The portion of per5entage passion #o. "00 sieve greater than -% and

not e5eeding 4% Aepressed as a positive whole n6m7er ! to 0

7 That portion of per5entage passing #o. "00 sieve greater than !% and

not e5eeding %% Aepressed as positive whole n6m7er ! to 0

5 That portion of the n6meri5al li:6id limit greater than 0 and not

e5eeding 20 Aepressed as a positive whole n6m7er ! to "0

d That portion of n6meri5al plasti5ity inde greater than !0 and not

e5eeding -0 Aepressed as a positive whole n6m7er ! to "0 passing #o. "00 &)T1

sieve i.e. passing thro6gh 4% I.). sieve.

In o6r Case @

i. K passing thro6gh #o. "00 sieve %." K

>hi5h is less than -% K

a 0

ii L also less than !% K

7 0

iii The n6meri5al li:6id limit -0.% K 5 0

iv The n6meri5al plasti5ity inde 3.2,

>hi5h is less than 0 K

d 0

&s a 7 5 d 0

The (.I. 0

*ollowing fig6re gives the method of determination of thi58ness of flei7le

pavement 7y the (ro6p Inde 1ethod.

#ote

i The s6rfa5e and 7ase thi58ness depend on the vol6me of traffi5. Aminim6m

of !05m 7ase thi58ness is provided.

R.I.T. Rajaramnagar "0


22/84


ii The thi58ness of the s67@7ase depends on the (.I. 5lassifi5ation.

The greater the (.I. n6m7er of the s67@grade soil the greater is the s67@7ase thi58ness.

In fig. The ordinate a7ove && gives the 5om7ined thi58ness of 7ase and s6rfa5ing

whereas the thi58ness of s67@Base is give 7y the ordinate 7elow &&. & per6sal of the

graph shown in fig. )hows that whereas the thi58ness of the 7ase and the s6rfa5ing

5o6rses is dire5tly a f6n5tion of the traffi5 intensity9 the thi58ness of the s67@7ase is

given 7y the ordinate 7elow &&.& per6sal of the graph show in fig. shows that

whereas the thi58ness of the 7ase and the s6rfa5ing 5o6rses in dire5tly a f6n5tion of

the traffi5 intensity9 the thi58ness of the s67@7ase in dependent only 6pon the

5hara5teristi5s meas6red in terms of (ro6p Inde #6m7er.

In O6r 5ase @

The (ro6p Inde #6m7er 0

*rom *ig. It 5an 7e 5on5l6ded that the material 5on5ern is e5ellent for the s67@7ase

and the thi58ness of the s67@7ase will 7e !0 5m. The daily vol6me of traffi5 vehi5les

from the traffi5 s6rvey is 5omes o6t to 7e in medi6m range. Therefore from fig6re

total thi58ness of pavement will 7e "% 5m.

of D

R.I.T. Rajaramnagar "!


23/84


R.I.T. Rajaramnagar ""


24/84


DESIGN DATA

+)C girder shall 7e designed two lanes of 5lass a loading.

Design of +)C girder span shall 5onfirm to provision of IRC !,@"000 and IRC "!@

"000.

CC distan5e of ga6ges.

!. Broad ga6ge F !.242 m.

R.I.T. Rajaramnagar "-

!.242

".!- .4"% ".!-

0.,-, 0.,-,

R&I/)


25/84


!. Total /ength !0.4m

". Overall width of de58 !!.0 m

-. Carriage way width 4.% m

. /ength of girder !!. m

%. #o. of girders -

2. )pa5ing 7etween CC of girder ".4 m

4. (rade of 5on5rete &s per IRC "!"000 Ta7le %9

+age #o. !0

,. De58 sla7 and diaphragm 1@-0

3. per5entage post tensioned girder 1 ".%0

R&ior6&


26/84


0 !0."0 0.--

!-.2 gCm"

. Temporary tensile stress in the etreme fi7re of 5on5rete.

!!0 !2-."0

!2.-" g5m"

%. Tensile stress in 5on5rete d6ring #il.

servi5e.

R.I.T. Rajaramnagar "%


27/84


DESIGN OF DECK SLAB.

Design an reinfor5ed 5on5rete T 7eam girder 7ride to s6it the following data

5lear width of road way 4.% m.

)pan A55 of 7earings !!. mm

/ive load F IRC 5lass && tra58ed vehi5le.

&verage thi58ness of wearing 5oat ,0 mm.

1aterials 1 "0 grade 5on5rete.

*e !% grade H..).D. 7ars.

$sing 5o6r7ons method.

!. Data.Effe5tive span of T 7eams !!. m

>idth of Carriage way 4.% m.

Thi58ness of wearing 5oat ,0 mm

1aterial 1 "0 grade 5on5rete.

*e !% grade H)D 7ars.

". +ermissi7le stresses.

57 4#mm"

st !30 #mm"

1 !-

0.,3

!.00,

-. Cross@se5tion of de58.- 1ain girders are provided at -.4% m CC.

Thi58ness of de58 sla7 "00 mm

>earing 5oat ,0 mm

>idth of main girder 300 mm

er7 200 mm wide -00 mm deep are provided.

Cross girders are provided at every -., interals.

Breadth of 5ross girder -00 mm



28/84


Depth of main girder ,"" mm.

. Design of interior sla7 panels.

a Bending moments.

Dead weight of )la7 ! ! 0." "

.,0 #m"

Dead weight of wearing 0.0, ""

Coat !.42 #m"

Total dead /oad 2.%2 #m"

/ive load in 5lass && tra58ed vehi5le one wheel is pla5ed at the 5entre of the panel.

+osition of wheel load for maim6m 7ending moment.

/ -., m

$ A0.,% J " 0.0, !.0! m.

' A-.20 J " 0.0, -.42 m.

A6B A!.0!-.4% 0."4

A'/ A-.42-., 0.3,3%.

B/ -.4%-., 0.3,2,

Referring to pigea6d 56rves.

1! 0.03

1" 0.0"!

1B > A1!J0.!%1"

-%0 A0.03 J 0.!% 0.0

-%.20 #.1.

&s the sla7 in 5ontin6o6s.

Design B1. 0., 1B

Design B1 in5l6ding impa5t and 5ontin6ity fa5tor is given 7y

1B Ashort span A!."% 0., -".20

-".20 #@.m.

)imilarly9

1/ >A1"J0.!%1!

-%0 A0.0"! J 0.!% 0.03

!".04% #@m.



29/84


30/84


)hear for5e with impa5t.

A!."% %".2, 2%.,% #.

A5 Dead load 7ending moment and shear for5e.

Dead load 2.%2 #m"

Total load on panel.

A-., -.4% 2.%2

3-., #.

$B !

'/ !

&s panel is loaded with 6niformly distri76ted load.

AB/ A-.4%-.,

0.3,

! !.0!

*orm pigea6d 56rve fig. A!0.3

1! 0.03

1" 0.0-%

1B 3., A0.03 J 0.!% 0.0-%

%.04 #.1.

Ta8ing 5ontin6ity into effe5t.

1/ 0., -.3% -.!2 #.1

Dead load shear for5e.

A2.%2 ".,%"

3.-% #.

d Design moment and shear.

Total 1B -".20 J .0%

-2.2% #.1.

Total 1/ !".04% J -.!2

!%."% #.1.

Total ).*. 2%.,% J 3.-%

4%."0 1.



31/84


d Design of )e5tion.

Effe5tive depth -2.2% !02

0.3! !000

!,0 mm.

&dopt overall depth.

"00 mm

Effe5tive depth.

!,0 mm

)horter span.

&st -2.2% !02

"-0 0.3! !,0

!04" mm".

$)E !" 11 7ar.

S7!6i*.

2 2 !000

!04"

!0% mm 55.

Effe5tive depth for long span 6sing !" mm dia.

!0,0 F 2 F 2 !2, mm.

&st for long span.

!%." !02

"-0 0.3! !2,.

-- mm".

)pa5ing

2 2 !000

--

"%0 mm 55.

f Che58 for shear stress.

#ominal shear.

R.I.T. Rajaramnagar -0


32/84


)tress v

4%."0 !0-

!000 !,0

0.", # mm"

.5 )trength of shear whi5h is depend on per5entage of steel.

!00 !04"

!000 !,0

0.20

*rom I)@2 Ta7le #o. "-. +age #o.

0.%0 @ 0.-00.4% @ 0.-%

0.% @ 0.0%

0.!0 @ 0.0"

5 0.-" #mm".

Compare v and 5

v and 5 so shear stress are within permissi7le limits.

D&'i* o C!"il&v&r Sl!=

The live load moment and shear for5e in 5antilever sla7 are determined as

follows.

D./1 Distan5e of C.(.

from edge of

5antilever.

1oment

#.1.

+arapet

*ootpath

0.%

0."! !. " 4.0%

!.

0.24%

0.40

.42

>earing 5oarse 0.! 0.0, " 0.!42 0.0% 0.0,%

)la7 re5tangle 0.!" !.2 " .20, 0.4"% -.-

sla7 Triangle 0.% !.2 0.! "

!.3"

0.-- 0.,-!

Total !-.3" #m 3.4!%

R.I.T. Rajaramnagar -!


33/84


/ive load 7ending moment.

/ive /oad #1" on the footpath.

)o maim6m 7ending moment wo6ld 7e

!."" -.3" #.1

)o 7eing moment 3.4"3 J -.3"

!-.2 #.1

Design ).*. !-.3" !.

!3.%0 #

Design of 5antilever sla7.

1@"0 st "-0 #mm".

B.1. 1.R.

!-.2 !02 !000 d" !.00,

d !!2 mm

$sing !" mm 7ar

D !!2 J "0 !-2mm.

)ay !0 mm

)teel 5al56lation.

&st !-.2 !02 24"mm"

"-0 0.30 !"0

spa5ing.

2" !000 !20 mm. FCC

24"

Distri76tion )teel.

*rom I)@%2

Distri76tion )teel 0.- K of !000 !0

!"0 mm"

)pa5ing -" !000 "-0 mm 55

!"0

R.I.T. Rajaramnagar -"


34/84


R.I.T. Rajaramnagar --


35/84


DESIGN OF P.S.C. GIRDER

Design of three 7eam 7ridge de58 pre@stress girder.

Data availa7le. @

!. Effe5tive span !!. m

". Carriage way 4.%m

-. *ootpath !.%m on either side.

. /oading " lanes IR Class & Asignal lane of IRC 40R

%. Thi58ness of de58 sla7. "00 mmA&s per IRC "!@"000 se5tion

5lass@I

2. (rade of 5on5rete ".% #mm"

4. /ive load distri76tion 5oeffi5ient !.!0 7oth for two lanes of 5lass

a and single lane of 5lass 40 R

/oading.



36/84


S"&7 , :

+reliminary 5al56lation of the girder.

.

Btf 0.% to 0.4 D

B7f 0.% Btf.

Bw "00 J diameter of d65t hole.

D - 7eam de58 /!2

D for - 7eam de58 /!2

>here / !!. m

0.4!

!.% Asay

Btf 0.2D 0.2 !% 0.3m

Bhf 0.% Btf 0.% 0.3 0.% 1 0.% 1

Asay

R.I.T. Rajaramnagar -%

B> D

BT*

)lope h!

>EB

BB*

h!v


37/84


Bw "00 J diameter of d65t hole

"00 J -0 "-0 mm &s per IRC !,"000.

Cal56lation of area C( of se5tion t and 7.

>here t C.(. of girder from top.

7 C.(. of girder from 7ottom.


0.3m

0.!%m

0.0%m

"".%0P"".%0

0."-1

0."!P0."0

0.%1

!

"

-

2

4

%

24.,C1

,".!2C1


38/84


Ta7le !.

I"&< o

*ir5&r

A 1 Ar&! (6


39/84


""!,4,!

30 !%-

!"

"%-!"

!".%0 @,!.40

20.,

3302 %0!%4442

% " !! %- 42.-3

-2

!--.-- F ,!.40

%!.2-

!22!! !22,4

2 " "".% "".%0-

-2

!"-,.00

!"".%0@,!.40

.,0

,"-04 ,%2%%

4 " "".% %-

!"

2,.00

!-".%0@,!.40

%0.,0

%,02 %,!!!"

I 2!.2! !02

)e5tion of 1od6lii from top.

Qt I 2!.2! !02 30"0%- 5m-

t 2,.-0

Q7 2!.2! !02 4%!0- 5m-

,!.40

S"&7 1

&rea of 5ross se5tion of the girder from ta7le A!

&rea 0.24! m"

&ss6me Density of 5on5rete "% 8 #m-

>t per meter 0.240 !.0 ".%

!2.!, #m

Fi*.>

R.I.T. Rajaramnagar -,".,% ".,% ".,%".,%

!0.0 # !0.0 # !0.0 #


40/84


&ss6me intermediate stiffner - #os.

>t of intermediate stiffner "000 mm thi58 !0.0 #

/oad on girder self wt J wt. of stiffness.

S"&7 :>

B.1. D6e to self wt. of girder.

R.&. !" A!!.0 !2.!, J - !0.0

!04.,- #

1D moment at mind span

!04.,- %.4 F !2.!, %.4 %.4 F !0.0 ".,%

"

-"".!% #@m

)tress d6e to self wt. of girder at top and 7ottom.

>e 8now9

tg 1D -"".!% !0

Qt 0.30"0%-

-%4.!- 8#m"



41/84


0.-%4 #mm".

7g 1D -"".!%

Q7 0.4%!0-

"4."0 #m"

. A@ 0."4 #mm"

S"&7 : + Pr&'"r&''.

$sing high tensile 5a7les 5onsisting of !" #o9 4mm wires9 #os9 re:6ired as per

th6m7 r6le.

Total #o. of 5a7les !.2 tol.4 span

!.4!!.

!3.-,

say "!

&dopt 4 5a7les per girder as first trial.

S"&7 : 0

)tages of prestressing.


4

% 2

" "

-

!

-32.2

%2.2

232.2

,"!.20

"00

!00 !00!%0!%0

-00


42/84


The prestressing is proposed to 7e done in - stages as 7elow

!st stage @ 4 5a7les vi?. ! 9 " and - will 7e stressed after !0 days of 5asting of

girder when the 5on5rete strength a7ove 4% K.

"nd stage @ 4 5a7les vi?. #os. and 2 will 7e stressed after ", days of 5asting of

girder therefore the girder will 7e l6n5hed in position 5ross girders and de58 sla7 5ast.

&fter ", days of de58 sla7 5asting9 road 8er79 footway sla7 railing et5. will 7e done.

-rd stage @ 4 5a7les #o. % and 4 will 7e stressed after 30 days of 5asting of girders

and then wearing 5o6rse will 7e laid.

S"&7 : 2. S"r&''&' i 6!=l&'.

! $ltimate tensile strength of 5a7les !%,#mm".

" )tress of midspan for ! at and "nd stage 5a7le P %2 K of $T)@ ,,% #mm".

- )tress at midspan for -r stage Alength 7eing less9 fri5tion is less



43/84


20K of $T)

3., #mm".

+restressing for5e for ea5h !st and "nd stage 5a7le.

,,% !" A4.0". 0.,4!0#

% +restressing for5e for ea5h -rd stage 5a7les.

3., !" A4.0" -.4, !0#

Ta7le@-

+restressing for5e and e55entri5ity for first and se5ond stage 5a7les.

)tage Ca7le #o. E55entri5ity Amm *or5e per 5a7le

A#

Total for5e

+A#

Ist !9"9- *or - 5a7les @

232.2

0.,4G!09 !"".2! !0.

"nd 92 *or " 5a7les @ %2.2 0.,4 !09 ,!.4 !0

S"&7 :

1oment d6e to prestressed

i D6e to first stage 5a7le.

- 0.,4 !0 232.2

,%.! l02 #@mm

ii D6e to se5ond stage 5a7le

" 0.,4 !0 %2.2

2.,0 !02 #@mm

S"&7 :

)tress d6e to prestressed.

! *irst stage prestressed.

Arefer ta7le ! and -

R.I.T. Rajaramnagar "


44/84


)tresses at top of girder9

tg p @ 1p

& Qt

!"".2" !0. @ ,%.! !0224!.0 30".0% !02.

0.34 say AJ 0.3% #mm"

)tress of 7ottom of girder 7g + J 1p

& Q7

!"".2! !0 @ ,%.! !02

24!.00 4%.!0- !02

AJ -.0" #mm"" "nd stage prestress Aref. Ta7le ! and -

tg + @ 1p

& Qt

,!.4 !0 @ 2.,0 !02

24!00 -0".0% !02

AJ 0.44 #mm".

7g + @ 1p & Q7

,!.4 !0 @ 2.,0 !02

24!00 4%.!0- !02

AJ !.,2 #mm".

)tresses at top and 7ottom of girder d6e to self weight of girder and !st stage

prestress. A step - J step 3Aa9

tg 0.-%4 J 0.3% !.-! #mm

"

.tg 0."4 J -.0" -.% #mm".

S"&7:,,.

+artial loss of prestress of !st stage 5a7le at the time of "nd stage prestressing.

"nd stage prestressing is done at ", days after 5asting of girder and at !, days after

!st stage of prestress.

i /oss d6e to 5reep



45/84


*rom ta7le #o. 5reep strain at 4% K mat6rity of 5on5rete at !0 days is %.2 !0@

and that at !00K mat6rity at ", days is 0 !0@ per !0 1pa stress.

Therefore different 5reep strain at !, days is A%.2 @ 0 !0@ per !0 1pa stress.

Con5rete stress at the 7ottom fi7er after !st stage prestress.

-.% #mm"9

ARefer step !0

)tress at the C.( of !st stage 5a7les -.% A,"!.2@!"% ,"!.2

".3- #mm".

Hen5e net differen5e 5reep strain @ A%[email protected] !0@ ".34 !0

.23!0@%.

*rom ta7le #o.%

E) ".! l0%1pa

/oss of stress E) strain

".! !0% .23 !0@%

3., #mm

+er5entage of loss prestress 3., !00 ,,%

!.!! 1pa

A" loss d6e to shrin8age of 5on5rete. Ref Ta7le #o92.

Resid6al shrinage strain at !0 days -.0 !0@.

Resid6al shrin8age strain at ", days ! .30!0@

)hrin8age strain d6ring this period of !, days A-90@!.30 !0@.

!.!0!0@

A" /oss of stress d6e to shrin8age

Es shrin8age strain

".!0 !0% !.!0 !0@

"-.!0 !0%#mm".

per5entage loss "-.!0 !00

,,%

".2! K

A- /oss d6e to relaation of steel9

Relaation loss for initial prestress of 0.%2 $T) for !st stage 5a7le Aref.)tep@4.

R.I.T. Rajaramnagar


46/84


*rom ta7le A4

*or val6e of $T) @ 0.%2 find the relaation loss

0.%0 00.20 -%

0.!0 -%

0.02 "! 1pa.

*or 0.%2 $T).

Relaation loss "! 1pa9

. +er5entage loss

"! !00 @ ".-4 K

,,%

Total loss !.!0 J ".2!J".-4 2.0, K

S"&7 :,

)tresses at top and 7ottom of grider d6e to self wt of girder and !st stage

prestress after loss of 2., K 7efore IInd stage prestress.

tg AJ 0.-%4 J 0.3% [email protected],

0.-%4 J 0.3% A0.3-3"

!."% #mm".

7g @ "4 J -.0" A0.3-3"

".! #mm".

!."% #mm".

7g @0."4 J -.0" A0.3-3"

".!

S"&7 ,>.

)tresses in girder d6e to self wr. Of girder and Ist stage prestress with loss and

IInd stage prestress at ", days.

A)tep !" and 3Aii



47/84


tg !."% J 0.44 ".0" #mm".

7g ".! J !.,2 ."4 #mm".

ARef %."!9 ".!0 from 7oo8.

Che58 for permissi7le temporary stresses.

*or 5ompression 0.% *58 S "0 1pa.

0.% ".%0

!3.!" 1pa.

Hen5e O..

*or tension.

0.!0 !3.!" !.3! #

mm

".Hen5e therefore after the transfer of "ndstage of prestressing the stresses in the girder

are within permissi7le limits.

S"&7 ,+.

)tresses d6e to 5asting of de58 sla7 and 5ross girder. >t. of de58 sla7.

!!.0 !.0 !.0 0."0 "

%".,0 #m>t. of 5ross girder.

" !.,0 !."0 0." "

"0.4 #m

R.I.T. Rajaramnagar 2".,- ".,- ".,-".,-

"0.48n "0.48n

%".,0nm

"0.48n


48/84


R& A%".,0 !!.0 - "0.4

--".04 #

1oment at mid span. --".

--".04 %.4 F %".,0 %.4 %.4 " @ "0.4 A".,%

34%.3% #.1

)ay 342 #.1

1oment per girder.

&ss6ming e:6al shearing.

1s 34%.3%

-

-"%.- #.1.

tg 1s

Qt

-"%.- !02

30".0% !02

AJ 0.-2 #mm".

7g 1s

Q7

-"%.- !02

4%.! !02

A@ 0.- #mm".

S"&7 ,-

)tresses in girder with self wt of girder9 weight of de58 sla7 and 5ross girder

pl6s !ststage prestressed with partial loss pl6s "ndstage prestress.



49/84


Astep !- J step !

7g ".0" J 0.-2

".-, #mm".

7g ."4 F 0.-

-., #mm"."00 mm

D&"!il' o 6o


50/84


)e5tional properties of the 5omposite se5tion.

&5t6al effe5tive flange width as per 5la6se 20.! or IRC ""@!3,2 A)e5tional

'I@Composite 5onstr65tion and 5la6se -0%.!"." of IRC "!@ !3,4

Ase5tion III@5ement 5on5rete is minim6m of following @

! U of effe5tive span.

U !!. ",%0 mm

" Distan5e 7etween 5enter of ri7s.

",%0 mm

- The 7readth of ri7 J !" time the thi58ness of sla7.

"-0 J!" -%0 Asla7 thi58ness "00J !%0

-0 mm

Hen5e9 ",%0 mm is the least val6e. The e:6ivalent flange width as per arti5le !2..-

is given 7y.

E:6ivalent flange width.

Effe5tive flange width. G E5 As

E5 Ap

E5 As 1od6l6s of elasti5ity of sla7.

E5 Ap 1od6l6s of elasti5ity of pre5ast girder.

"-3 mm "00 mm.

T!=l&

Ar&! o 6ro'' '&6"io.

Y" !5 Y= o 6o


51/84


Item &reaA5m" GC( of

girder sla7

from 7ottom

A5m

& A5m- 7 Cg of

Composite

se5tion from

7ottom A5m

+re5ast girder

Aref. ta7le !

24! ,"..!2 %-!2%4 &

7 &

!"332%4

!!"4!

!!%

In sit6 sla7 "0 "0

,00

!20 42,000 5 !0@!!%

%%

& !!"4! &

!"332%4

T!=l& No. Mo


52/84


-%

"." !025m-.

Q7g A7ottom of girder 4,.2 !02 2,"."2 !0-5m-

!!%

S"&7 1 ,2

1oment d6e to foot way sla79 8er79 pre5ast footway sla79 railing et5.

The sla7 is design at fa5e to girders top flange.

A! 1oment at fa5e of girder9 top flange F .

0." ". " ". !" 0.0

"

G ". " ".

R.I.T. Rajaramnagar %!

0.%0.!%

0.""%

".0m

".,%m

0.3m


53/84


-

!.4 #1

A" Railing 8er7 A0.- 0.""% " ".",4%

-.4 #15

A- R.C.C. railing ass6me ht 0.2 m.

A0.2 0.!% " ".-"%

%.0"" #1

A R.C.C. road 8er7.

A0.- 0.""% " 0.%2

0.3!! #1

A% )ervi5e load ass6me ! #

! ".",4%

".",4% #1

A2 >earing 5oat

A0.4% 0.% 0.%"

"

0.0- #1

Total load "2.40 #1

1oment at mid span "2.40 !!.".

,

--.4% #1

1oment per girder Aass6med e:6al shearing

--.4

-

!.%, #@1.

S"&7 :,

R.I.T. Rajaramnagar %"


54/84


)tresses d6e to footway sla7 56r7 et5.

ts !.%, !02 0.!0! #mm"

!." !03

tg !.%, !02 0.02 #mm"

"." !03

tg !.%, !02 0."! #mm"

2,"."2 !02

S"&7 ,

)tress in 5omposite se5tion d6e to self wt of girder pl6s !st

stage prestress with partial

loss pl6s "ndstage prestress pl6s wt of de58 sla79 5ross girder footway sla79 8er7 et5.

Astep !% J step !,

ts 0 J 0.!0!

0.!0! #mm".

tg ".-, J 0.02

". #mm".

7g -., F 0."!

-.2- #mm".

S"&7 :/

+artial losses of !stand "ndstage prestresses at 30 days after 5asting of girder

7efore -rdstage prestress from ta7le #o. %.

Aa +artial loss for !ststage 5a7le.

i D6e to 5reep.

Creep strain per !0 1pa at !00 K mat6rity .0 !0@.

Creep strain per !0 1pa at!!0 K mat6rity at -.2 !0@.

30 days

Differen5e 0. !0@

)tress at 7ottom of girder 7efore 5asting footway sla7 et5.

-., #mm".

R.I.T. Rajaramnagar %-


55/84


)tresses at C.(. of 5a7le.

-., A,"!.2@!"% -."2 #mm".

,"!.2

Differential 5reep strain.

0.! !0@ -."2 0.!- !0@

!0

/oss of stress Es strain.

".! !0% 0.!- !0@

".4 #mm".

+er5entage loss of prestress.

".4 !00

,,%

0.-! K

ii /oss d6e to shrin8age Afrom ta7le #o. 2

Resid6al shrin8age at ", days when "ndstage prestressing !.3 !0@

Is done.

Resid6al shrin8age at 30 days when -rdstage prestressing !.% !0 @.

Is done.

Differen5e 0. !0@.


".! !0% 0. !0@.

,. #mm".

0.3 K

iii /oss d6e to relaation of steel.



56/84


&lready 5onsidered previo6sly and no f6rther loss in ! ststage prestress on this

a55o6nt will o556r.

Total loss for Ai to Aiii 0.-! J 0.3

!."% K

7 +artial /oss for "ndstage 5a7le.

/oss d6e to 5reep and shrin8age same as !st5a7le that ps 0.-! J 0.3 !."%K

/oss d6e to relaation of steel.

Relaation loss with prestress of

0.%2 $T) @"! 1pa from step #o.!!

per5entage loss of

+restress "!. !00

,,%.

".-4

Total partial loss !."% J".-4

-.2" K

S"&7 ,.

)tress in 5omposite se5tion with se5ond partial loss of !ststage 5a7le and firs

partial loss of "ndstage 5a7le.

The partial losses will o556r when the 5omposite de58 is in a5tion and

therefore the loss of prestress may 7e 5onsidered as a tensile for5e that is opposite to

the prestressing for5e a5ting at the respe5tive C.(. of the 5a7le on the 5ompositese5tion. These tensile for5es will 5a6se a dire5t tension and 7ending stress d6e to

sagging moment

*rom ta7le % total prestressing for5e for !ststage !"". %! !0#

Ca7les.

&nd "ndstage 5a7les. ,!4 !0#

Tensile for5e for ! stage 5a7les. !"".2! !0.

+er5entage loss.

R.I.T. Rajaramnagar %%


57/84


!"".2! !0 !."%

!00

!%-"2."% #

!%.-"2 !0-#

&5ting at !"% mm from 7ottom.

1oment d6e to the tensile for5e on the !%.-- !0 - A!!%0@!"% 5omposite

se5tion.

!%.4! !02#.11

Tensile for5e for "ndstage 5a7le ,!.4 !0 -.2"

!00

"3%,3.,, #

"3%3 !0-#

&5ting ate "4% mm from the 7ottom.

1oment d6e to this for5e "3.%3 !0-A!!%0@"4%

"%.,3 !02#.11

Total tensile for5e for !stand "ndstage 5a7le !%.4! !0- "3.%3 !0-.

.-! !0-#

Total moment !%.4! !02 J"%.,3 !02

!.20 !02#.11

ts A@ + AJ 1+

& Q!

A@ .3! !0- J !.20 !02

!!"4! !0" !." !03

*rom step #o. ,.

@0.0!0%

)ay @0.0!! #mm".

tg @.3! !0- !.2! !02

!!"4! !0" "." !03

@ 0.0"! #mm".

7g .3! !0- J !.20 !02

!!"4! !0" 2,"."2 !03

R.I.T. Rajaramnagar %2


58/84


@0.0"! #mm".

7g .3! !0- J ! .20 !02

!!"4! !0" "." !03

@0.0"! #mm"

.7g .3! !0- J !.20 !02

!!"4! !0" 2,"."2 !02

@ 0.0"! #mm".

)tep "".

)tresses in 5omposite se5tion with prestress and loading as in steps !3 and "!

that is with partial loss of !

st

and "

nd

stage prestress 7efore -

rd

stage prestress.ts 0.!0! @ 0.0!0%

0.030% #mm".

tg ". F 0.0"!

"."- #mm".

7g -.2- J 0.0"!

-.2%! #mm".

S"&7 >.

-rdstage prestress ARef. *ig #o. and fig. 2 and ta7le #o. , and 3.

#os. of 5a7les in -rdstage " Aref. step 2.

&nd stress in -rdstage 5a7le is -.4 !0#

+restress for5e " -.40 !0.

,4. !0

#C.(. of " 5a7les from C.(. of 5omposite se5tion @A!."4% J ! "%

Afig #o. and 2 "

,00 mm.

1oment d6e to prestress.

D6e to -rdstage 5a7le 1p " -.4 ,00

233." !02#.11



59/84


)tress d6e to -rdstage prestress are

,4. !0 @ 2.33" !02

!!"4! !0" !." !03

J 0"3 #mm".

tg ,4. !0 @ 233." !02

!!"4! !0" "." !03

J 0.2- #mm".

tg ,4. !0 @ 233." !02

!!"4! !0" 2,"."2 !02

!.,0 #mm

"

.

S"&7 +.

)tress in the 5omposite se5tion after ts 0.030% J 0."3

-rdstage Astep "" and step "-

0.-,! #mm".

tg "."- J 0.2-

".,3 #mm".

7g -.2%! J!.,0

%.% #mm".

+ermissi7le temporary stress in 5on5rete are AJ !3.!" #mm " 5ompression

and !.3% #mm" tension for 1 ".%0 5on5rete Athat is pre5ast girder for de58

5on5rete of 1-0 grade these val6es may 7e ta8en as J !-.%0 #mm"5omp. &nd A@

!.-% #mm"

Atension. Hen5e the stresses are within permissi7le limits.

S"&7 -.

Resid6al losses of !st9 "ndand - rd stages of prestressing.

a /oss d6e to 5reep.

R.I.T. Rajaramnagar %,


60/84


Balan5e 5reep strain -.2 !0@per !0 1pa from step ".

Con5rete stress at 7ottom girder %.% #mm".

stress at C.(. at !st5a7le %.% A!!%0@!"%

!!%0 J .,2 #mm".

Creep strain -.2 !0@ .,2

!0

!.4 !0@


".! !0% !.4 !0@

-2.4" 1pa.

-2.4" #mm".

+er5entage loss. -2.4" !00

,,%

.!% K

ii "ndstage 5a7les.

Balan5e 5reep -.2 !0@per !0 1pa.

)tresses at C.(.of "ndstage 5a7les.

%.% A!!%0@"4%

!!%0

.! #mm".

The effe5tive stress after loss may 7e ta8en same as in !st stage 5a7le. Hen5e

per5entage of loss for "ndstage 5a7les is the same as per !ststage 5a7les that is .!%.

iii -rdstage 5a7les.

Balan5e 5reep after 30 days of 5asting of girder when - rdstage 5a7le are stressed is

also -.2 !0@per !0 1pa stress at C.(. of - rd.

)tage 5a7le !., ,00 @ from step "-.

!!%0

!."% #mm".



61/84


Creep strain. -.2 !0@ !."%

!0

0.% !0@

/oss of stress E) strain.

".! !0% 0.% !0@

3.2 #mm".

+er5entage loss 3.2 !00

3,

K of loss very low say -.% #mm".

7 /oss d6e to shrin8age strain.

Balan5e shrin8age strain for !stand "ndstage 5a7les and shrin8age strain for - rd

5a7les after 30 days is the same vi?. !.% !0 @from ta7le 2.

Hen5e loss of stress E) strain.

".! !0% !.% !0@

-!.% 1pa.

+er5entage loss for !stand "nd -!.% !00 -.%2

)tage 5al7e. ,,%

+er5entage loss for -rdstage 5a7le -!.% !00

3,

-.-"

5 /oss d6e relaation of steel.

This loss of !stand "ndstage 5a7le has already o556rred and hen5e no f6rther

5onsideration in this regard is ne5essary. Relaation loss for - rdstage 5a7le for initial

prestress of 0.2 $T) +s -% 1pa ARef ta7le #o. 4

per5entage loss -% !00

.,2 3,

)6mmary of final losses.

!ststage 5a7les .!% J -.2 J 0 4.4%

"ndstage 5a7les .!% J -.2 J !0 4.4%

-rdstage 5a7les. -.% J -.-" 0.42 4.%,



62/84


S"&7 0#

)tresses in 5omposite se5tion d6e to resid6al losses of prestress of ail stage.

These stresses will 7e determined as in step "!.Tensile for5e for !ststage 5a7les !"".2!!0 4.%,

!00

3.%0!0#

a5ting at !"%mm from 7ottom.

34-3.,-!0#.mm.

Tensile for5e for "nd stage 5a7e ,!.4!0 4.%,

)ame as per !ststage 5a7le that is !00

34-3.,- !0#.mm.

a5ting at distan5e "4% mm from 7ottom.

1oment d6e to this for5e. 2- - !0- A!!%0@"4%

%%." !02#mm.

Tensile for5e for -rd)tage 5a7le. ,4. !0 4.%,

!00

22."% !0-#

a5ting at ,00 mm.

1oment d6e to this

22."% !0- ,00

%- !02#.mm.

Total tensile for5e.

3.%0 !0J 2-.- !0-J 22."% !0-.

"".%3 !0-#

Total moment 34-3.,- !0J %%." !02 %- !02#mm.

"0%.," !02#.mm.

Hen5e the stresses in the 5omposite se5tion d6e to resid6al losses of the 5a7le of all

stages are

R.I.T. Rajaramnagar 2!


63/84


ts @"".%3 !0- J "0%.," !02

!!"4! !0" !." !03

@0.0% #mm".

tg "".% !0- J "0%.," !02

!!"4! !0" "." !03

@ 0.!04 #mm".

7g @"".% !0- @ "0%.," !02

!!"4! !0" 2,"."2 !02

@ -.%! #mm".

S"&7 2

)tresses in 5omposite se5tion with prestress and loading as in step " with

resid6al losses for 5a7le of all stages as in step "%.

ts 0.-,! @ 0.0%

0.-"4 #mm".

tg ".,3 F 0.!04

".4,- #mm".

7g %.% @-.%!

!.3 #mm".

S"&7

)tresses in 5omposite se5tion d6e wearing 5o6rse on 7ridge de58.

>eight of wearing 5oarse Aaverage thi58ness ,% mm

+er m of de58 4.% 0.0,% ! "

!%.- #

1oment per girders ",.%

-

,"., #@m

hen5e stresses are

ts ,". !02

R.I.T. Rajaramnagar 2"


64/84


!." !03

0.0%, mm".

tg ,"., !02

"." !03

0.0-4 #mm".

tg ,"., !02

2,"."2 !02

0.!" #mm".

S"&7 .

)tresses in the se5tion at servi5e witho6t live loads Astep "4 J step",

ts 0.0%, J0.-"4 0.-,% #mm".

tg 0.0-4J ".4,- ".," #mm".

7g 0.!" J !.3 ".02 #mm".

)tep -0

a 1oment d6e to live loads.

V " lanes of 5lass & loading Afig. #o. ,

/ive load moment at mid span for " lanes loading.

" ".,% M"4 A-J.!0N J !! A".3 J!."

%.4

2%3.!0 #1

Impa5t fa5tor .% .%

2 J " 2 J !!.

0."2

/ive load moment with impa5t !.! 2%3.!0

4"% #1

Distri76tion fa5tor for 5entral !.!0

(irder as given.

/ive load moment of 5entral girder 4"% !.!0

-

"2%., #.1

R.I.T. Rajaramnagar 2-


65/84


7 )ingle lane of 5lass 40R wheeled vehi5le Afig. #o. 3

/ive load moment at midspan.

".,% M!"0 -.!!%N J A!"0 .2-% J A!40 2.42% J A!40 ,.!-%N

%.4

!4-.2% #.1.

/ive load moment with Impa5t !.! !4-.2% !3!, #.1.

Distri76tion fa5tor !.!0

for 5entral girder as given live !3!, !.! 40-."%4 #.1

/oad moment on 5entral girder -

step -!.

1oment d6e to footway loading.

The efe5tive span of over 4.%m 76t not e5eeding -0 m the load intensity shall 7e

5al56lated a55ording to the following e:6ation.

+ + @M0/ @ -00N

3

>here9

p 00 gm"or %00 gm"as the may 7e.

#m".

+ footway load in gm".

/ effe5tive span of the main girder in meters.

> >idth of footway in meter.

+ 00 F MW0 !!.@-00N3

-3,".24 #m".

-.3, #1".

Total footway loading for two footpath of !.3% " !.3% -.3,

!%.!". #1.

moment d6et to footway loading !%.%" !!."

,

2.%% #.1.

moment per girder. 2.%% ".!, #.1.

-



66/84


S"&7 >.

Design live load moment and stresses d6e to live load moment in the

5omposite se5tion.

)ingle lane of 5lass 40R loading prod65es more moment two lanes of 5lass &loading Aref. )tep -0 and the maim6m live load moment 40 #.1.

Design moment moment d6e to live load J moment d6e to footpath loading.

40 J ".!, 402.!, #1.

ts 402.!, !0% 0.% #mm".

"." !03

7g 402.!, !02

2,"."2 !02

!.0- #mm".

S"&7 >>.

)tresses in the 5omposite se5tion at servi5e with live load Astep "3J-"

ts 0.-,% J0.% 0.,,% #mm".

tg ".," J 0.-" -.! #mm".

7g ".02 J !.0- -.03 #mm".

S"&7 >+

$ltimate strength of 5omposite se5tion.

The girder sho6ld also 7e 5he58ed for their 6ltimate strength. The girder are to

7e 5he58ed for the following 6ltimate load.

a $ltimate load !."% ( J ".0 )( J ".% . 6nder normal epos6re

5ondition.

>here.

( is permanent load.

)( s6perimposed dead load.

. /ive /oad.

moment d6e to (.

a self wt of +)C girder -"".!% #.1.

7 >t of sla7 and 5ross girder -"%.- #.1.

R.I.T. Rajaramnagar 2%


67/84


5 >t of footway sla7 et5. !.%, n.1.

Total 43" .0- #.1.

1oment d6et to ).*.

D6e to wearing 5oarse ,"., #.1.

moment d6e to 402.!, #.1.

6ltimate moment !."% ( J ")( J ".%

!."% 43".0- J " ,"., J ".% 402.!,

"3"" #.1.

6ltimate moment of resistan5e of 5on5rete for a T se5tion

16 of 5on5rete.

0.!42 7d"f58J"- 0., ABf@7Ad@t"t.f58.

for a T se5tion

where.

7 we7 of T 7eam

d effe5tive depth of 7eam C( of steel.

*58 5hara5teristi5 strength of 5on5rete.

Bf >idth of flange of T 7eam.

T Thi58ness of flange of T 7eam

&s the area of high tensile steel.

In the a7ove epression the first term is for we7 portion and " nd term is for flange

se5tion.

16 for we7 0.!42 0."-0 A!",.%0" ".%0

",0.42 #.1.

16 of flange.

"- 0., M300@"-0N M!.",% @ !40N !.4 ".%

"

-.03, #.1.

16 for effe5tive width of de58 sla7.

"- 0., M"400 @ "-0N M"00@!00N "00 -0

!,!43 #.1.

Total 16 for 5on5rete.

",0.42 J -03, J !,!43



68/84


"!!, #.1.

This is m65h more than 6ltimate moment of "3"" #.1.

hen5e satisfa5tory.

16 for steel.

0.3 d &s fp.

>here *p The 6ltimate tensile strength of steel witho6t definite yield point.

16 0.3 "00 A4 !" 4" !%,.0

!!0-".%% #.1.

This is higher than 6ltimate moment "3"" #.1. 76t less than the 16 of 5on5rete.

Hen5e O..

The se5tion shall 7e so proportion that 16 for steel is less than for 5on5rete so that

fail6re may o556r 7y yield of steel rather than 5r6shing of 5on5rete.

S"&7 >-.

#ominal non tensioned reinfor5ement.

1inim6m reinfor5ement in the verti5al dire5tion shall not 7e less than 0.-

per5ent for mild steel or 0.!, per5ent for H..).D. 7ars of the se5tional area in plan.

&s in we7 per 1 !00 "- 0.!,

!00

.! 5m".

! mm"H)D 7 ars.

&s in we7 in ea5h fa5e ! "04 mm".

$se , "00 Aminim6m spa5ing shall not 7e less than !0 mm for 1.). 7ar or

,mm for H)D 7ars. The spa5ing 7ars shall not 7e more than "00 mm whi5h gives

as "%0 mm".

&s in 7ottom 76l7 per m !00 %0 0.!,

!00

3 5m".

300 mm".

&s in ea5h fa5e %0 mm".



69/84


H) !0 mm V "00 mm in 7etween

, mm V giving.

&s 20 mm".

1inim6m longit6dinal reinfor5ement shall 7e not less than 0.", per5ent for

mild steel 7ars or 0.!% per5ent for H)D 7ars of the 5ross se5tional area in elevation

for grade of 5on5rete less than 1%.

&s per meter height !00 "- 0.!%

!00

-.% 5m".

-% mm

"

.&s in ea5h fa5e !4- mm"6se , mm 7ar at "00 Aminim6m spa5ing

&s "%0 mm".. The nominal reinfor5ement detail are shown in

fig6re.

R.I.T. Rajaramnagar 2,


70/84




71/84


DESIGN OF COLUMN

/oad ""%0 #9 length of 5ol6mn 2.% m9 6se 5on5rete 1 "%9 and *e %00 steel

5ondition effe5tively held in position at 7oth ends 76t not restrained against

rotation.

755 2#mm".

Bs5 !30 #mm".

2.% m

eff !5 2.% 2.%m

eff 2%00mm

+ 255 &5 2)5 &s5

&ss6me " K steel.

&s5 0.0" &g.

&5 &g F &s5

&g F 0.0" &g

0.3, &g.

+ ""%0 #

+ ""%0 !0- #

+ 255 &5t 2 s5 &s5.

""%0 !0- 2 A0.3,&g J A!30 J 0.0" &g

""%0 !0- %.,, &g J -., &g

""%0 !0- 3.2, &g

&g "-"-,.! mm".

&g "-". !0-mm".

&ss6me D !.-m.

&g AD"@d"

"-".- !0- A!-00" F d"

"-".- !0- 0.4,% A!230000 F d"



72/84


"-".- !0- !-"4-"".,[email protected],%d"

@!03,3".,3 @0.4,%d".

d" !-342,.0!-

d !!,! mm

say d ,00 mm

Che58 where the 5ol6mn is long.

/eff 2%00 .2! X!"

B !-00

Hen5e the 5ol6mn is short

)teel ass6me " K of &g.

&s5 -"-. !0- 0.0" 2,.mm".

$se "00 7ar

&rea of one 7ar D" "0" -!.!% mm".

#o. of 7ar 2,., !.40 #os. 7ars.

-!.!%

)ay !2 #o. of "0 mm re:6ired.

255 2#mm

"

.2s5 !30 #mm".

&s5 !2 "0" %0"2.%% mm" %0"4 mm"say

&g A!-00"F ,00" ,"22,.04 mm".

&5 &g &s5

&5 ,"22,.04 F %0"4&5 ,!32!.04!2

+ 255&55J&s5&s5

+ 20.,!32!.04!2 J !30 %0"4

+ %,4"342.-# %.,4"3 !02#

+ %,4"3 !0-# S ""%0 # O

/et 6s find whether following 5ondition is satisfied.

R.I.T. Rajaramnagar 4!


73/84


&7 X 0.-2 A&g @! *58

&8 &5 fy

To find &7 Avol6me of heli5al reinfor5ement

5ore diameter !-00 F A" !00 J " ,

5over

!0,

-0%. mm

pit5h is "% mm.

/ength of heli5al steel for one mm length of 5ol6mn.

!0, -0%., !-2mm pit5h "%

'ol6me of heli5al reinfor5ement per mm height of 5o6mn.

&7 !-2 ," 2,4.! mm".

To find &8.

&8 A!0,"@%0"4

3!4,%3.," mm-.

>here

&g ,"22,.04

&5 A!0,"

3"",,2.,"

0.-2 A&g @! *58

&5 fy

0.-2 A,"22,.04 @ ! "%

3"",,2.," %00

0.-2 A@0.!02 0.0%

4.% !0@-X @ !.3!%2 !0@-O

safe load %.,4"3 !02 !.0%

safe load 2!22%% #.

R.I.T. Rajaramnagar 4"


74/84


Design of *ooting.

R.I.T. Rajaramnagar 4-


75/84


DESIGN OF FOOTING.

(rade of Con5rete 1@"%9 steel *e %00.

575 ,.% #mm".

st "4% #mm".

1 ",0

- 575

",0

- ,.%

!0.3,

*ind design 5onstants.

A! m 575 n

st d@n

",0 n

- "4% d@n

0."% d F 0."% n n

n 0."0 d.

A" /ever arm ? d@n"

d@0"d"

0.3- d

1r. 7n 575 Ad@n-

"

70."0d ,.% d@0."0d

" -

0.43 7d".

Design 5onstant

n 0."0 d9 Q 0.3-d9 1r. 0.43 7d"

&/oad on 5ol6mn ""%0 #

7 )elf wt of 5ol6mn "%0 # A!0K of total load

5 self wt of footing !"% #



76/84


Total load "2"% # say "2%0 #

&ss6me ).B.C. "%0 #m".

&rea of footing Total load ).B.C.

"2%0"%0 !0.2 m".

" &ss6me s:6are design.

)i?e of footing !0.20

-."%m

si?e -.% -.% m9

$pward soil press6e Anegle5t self wt of 5ol6mn and footing

"2%0

-.% -.%

!, #m".

% Depth of *ooting Afor shear

v s 5

>here s 0.% J !-00

!-00

!.% S !

s !

5 0.!2 "% ,00 #m".

v 5

let d 7e the depth of the footing in 1

6!'& (,) Foo"i* !6"i* !' i5& =&!

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