kupdf.net_prestressed-concrete-bridges-by-n-krishnaraju.pdf

PRESTRESSED CONCRETEPRESTRESSED CONCRETEPRESTRESSED CONCRETE

1. te lange pane he

ser of 3010 70m. Presses concret is ideally
pan continous bridges ia which esas ox pees of varie depth

spans encoding SO m. Preresed concrete has Den widely sed
pi soe apego
herd ope dp e span range 020050

ASS

ce ods
vise dues, reseed

2. Protea Comat Big ES

5. Ros emsiomod pares conos finds extends agas in Im

6 Invent eu, ply pretest son (pe ctr) has se pre
Sd fridge conto ifr considerado

pass ven rom 7 6m Sanda and Tm ae widely enployalinhgh
vay edge teams in USA Revel in UK, Y amo, ve been developed

ibe Mec which wes inodaced in 1960, The dien and deine

the Y beans, wich re perio Mas, rly sate for median pn of

The gpl een Y tar deslopal y te seach
groupin UK. "samen in FL. sad weion proper the hea ae

Sone in Tbk 21.1. Te sen anes o compost Wigs des wi pes

ver smd he
rinsed wie In US. alce sande arc
TRUK. the press roe Lan inverd bon

3. as fi Pres Conte

1 oop ya
Bi ook vr
Ej q set vs
a = tooo va
E i swag va
$ as ao v2
El = — mob
+ j
3 fr

Fig 213. Grass sation of Sand Y Boss UK)

ATA

FERN

4. BI as

Fig.212 Tios Cmassecton of Pretosined Prastnesed Conroe spe

ADAN SNS
CONRAD OMDOE ECR

5. Fg. 219 Does Oosesecion of Pot Tomas Presses Con

For stplemeatary reinforcer adopt Fe 415 ge HYSD bars
The desig old conform othe ommend fhe ces

7. ss ER Prend Conc

12 Non 033,

Depth of slab and effective span Assuning the ichnes of he
Slats mam per mete of spn for iv Bdge deco, de over ticos of be
‘Wie of bain = 400 mm

ete span = 104

The os sion fe deck abs shown in Fig. 215

Fig.215 Crearon of nck sus

4. Dead load bending moments Desi weigh of sab =(05%24)= 12
wine
Dead weight of WC, = (0822) = 1.76
Dead ond bending moment (,) = (14> 104°Y8 1902 m
5. Live load bending moments Gest e bending momen dueto
ne od wil be mai or IRC cis AA tacked vie pact co fo e
ls AA worked wile percent forth man. which dene ies 10
econo mp

"pue acter» 10 per cent fora pen of 104
The ck vehicle placed meca on he pn,
ete ent of lad = [36% 2(05 +008) = 4 76m
fective width ofthe sb pepe othe pan expressed as,

P II

Fig. 21. Poste Losa or Maxum Boning amant

9. co Preto one

19.38 x 4.760. x52} - (09.58 24.70) 05 x0.25 x 4.761
6. Shear due to class AA tracked vehicle. Forma aha one
ih spot sion te IRC css AA eked vehicles ranged as shown in

Fig. 2.8 Panton of Las lor Km Se

Eire wid

eins

2212.10 (2) = 091 de vueotk=237

237%238{1-238) +101] 530m
A!
[sos + 20502 [269] 7357 mm
E ?
A =] 10709, ET
Shearforcs.V, POD _ an agen
Ra een A
7. Check for minimum section modulus

10. The permise resin conte ara, is obtained ro IRC- 18
f= 150 Name 120 Nat fa = 0

Las rain, =08
[ua ma,

[rot

“omsox
2187510 nm 41.66 108 ap
ence, he seco eet i alone oi the servi lm thou enc

8. Minimum prestressing Force The minimum prestesng fre e
‘eds compa ig the rta

| Miu fa
where fon (hi A 6
= O ETS
1000 SO» #66 IO La 4.59 |
EAT |
16873 x 10 N
LHSTSN

Using reine cable containing 12 ins 07 mun meter which are stato

Fore ae cle SS ss
Spacing abies = (22002554) 2 28 am

9. Eccentriclty of cables Th eseaiciy of

11. on Preset Con

ler Taza)
| cusorciorarzieaso 1
| 06x so0xa1.66x10'136:-1131)
“Te cables ar aranga na publie pie wth a maximum een 0195
tow athe cet of oan wich ees fo eto Cones) at por

10. Check for stresses at service loads
PIS AN = 19 mm
2,222 Ze 8166 10 mm
MON Mes TAN

(1687510195) mn

Mg) (206 | mn
I a)“
Ss) «(EE tion

Apr lad = 375-789 + 456 =0045 Nex
Attn ef sab 2 (375 739 456) = 6.705 mar
Sesser at working ods

11. Check for ultimate strength (IRC: 18-2000)
Coming 1m ii fhe sb,

LL 846 % 10° Nm = 846 kN

12. Prenrened Canrete Brees en

DENT fg
To HP me 96 ENn
Thai ihe es or) and ia GO

285 + 4675 = 152 5EN m

the required mate moment (752.5 KN)
12. Check for ultimate shear strength
= $728) +25 x87.72) = 328.5 KN

According to IRC: 18-200,
‘osacked in encre gens

0610 JOA Pin

Ta = 2 VI = 151 Ninn?

Te cables re concen athe gpa ection.

7 100500 TERA «MA OMS

te het an 5 per ont o e lt as tance Y
13. Supplementary relnforcement
Sumenetay Renforement

Ep of go ae
Provide 10 mun diameter, Fe-415 HYSD bers at 200 man centres, both a the top and
Pom faces ogi and ave ects
14. Design of end block reinforcement A be seppot sion
concent les cenying aforo al SEAN ar sped neva of 525 The

13. ss Pre

he preset design problem, Ñ
ES

Te longitudinal and cos ascos ol de deck lab shown in Figs 219 and
210.

14. Fig 2140. ong

DE E

Docs Sb

15. cas 8
Modes fea

3. Cross-section of deck

4. Design of the Interior siab panel

17. sem ono Peat ee

001 0153008

18. ancre gen BE as

22

4
À

Fig. 21.14 Peon of oo Lande or Ha She

i

Fig. 2135 Moment Coote or Se Compita Loaded with Um Ds
dnd Load, Conan em, o an mor Ve

esd hear ce = (05 1.76% 23) = 8924 KN
Toul MULAS 10 DAS a.
de) Design of lab section ná reinforcement

"is
Aloptetetive depth d= 230mm.

EI «26m

Ecce PR CR II wa

938 mu
(CES

19. so ia

3. Design of longitudinal girders
(8) Reaction factors

cion ft fome

HR las A onda ange formaximar een

20. Pree Comte ges 6 wr

(©) Dead toad from slab per grder

i) Fooipa and ko = (0.3% 1.5 ‘on
Tea de oo th deck = (2% 20) + 6276275 = 982 NA Is

21. (6) Dead load of the main girder
parole ger = 30m
Onell deth 2 (6030) = 1800 men
Te baton Manges selected so oso aber ar ey accommodate
ange The econ ode lider seid is shows nig 21.8

\ we
\

Fig. 2118 Cros Section of Presas Concrato Gi

55210%m
(a) Dead load moments and shears In the main girder

Resco rom deck lab on oc per = 2455 Nm

‘Wap of the cross ie = E

Satvegh tema der = 1032 Nm

Tot ea lod on the girder = (24.38 + 10.32) = 3487 Kn

Te mama dent ning morena oc comp sins

Dead weight ofthe a= (1.150226)
Dead weight ofthe Dtm Mange = (05x04 24)

22. ES

ea ond car a apport.
PEU (OS x 3487 x 3) + 50:79) = 5611

(e) Live toad bending moments in the girder

Past factor (ss AM)

Thien plac ently che pen a shown in ig

ah cente span

#0566475)

NOPD cé ZI, 2

a, Y

9.21.20 rene Ln So Benang Moment in ir

ce forthe ote iki

D indie th impact and son a
nel M. (935% 11 DA
Forme ide BM. = (4925 x LA
(D Live lad shear forces In geders
Fer cating mi ve oad bari eines, be IRC as AA odo
paced shown inte Fig. 221

Fig. 2121 Potion of IRC Clase AA Loc fo Mas Shar

23. earforces Ted

girder section Th

Fo 2122 cote Se

24. ) Cheek for núms section modulus

We fg)= (85x 18 -0)= ISN

(6) Prestresin force

wes uct RS (Append

25. coo Pr

are inch sale = 72028 260.7

utero cables = (253) -
lis

‘Arex of strands in ve cables A, = (5 x 980) = 4900 mu

Thales we aang

ig 21.28. Arangerent of Cai at Cate ot Span Secon

() Permisibletenden zone
Att apport e

IIA 278x104

26. ne Bridger iw

an)“

CT
“he five abs ranged low a pars pol, with rein or
tion o cables tthe support section is shown I Fig 21.24, °

yde y
Is hh

Fig. 2128 Arangomon of Cables a Support Satan

6. Check for stresses
eet cone an son, We have
7238910 ma

27. (045829 + 18.0) 1532-746)» 001 Noa

7. Check for ultimate Nexural strength

28. (a) Failure by yielding of sect,

(0) Future by crashing of ooerete

2045 x50 120-200 259)

29. so Presmened Concrete

8. Check for ultimate shear strength

= 0.3% %61) + (5x 427)
According to IRC: 18-200, theultimate her eae ofthe supra eco
sacked in exes given.

GER + nPsine

venden ger 10 mm
Y Mani picpl ol ws the comia ass

ee Er

+ (085 6083 100.089)
PIO N= 1309 KN

Shearesiaance routed = 199 EN
Sosa copar of he ection = 1209 EN
Balance Shea, an
Using 1 mm ame twotegged map of Fe-1SHYSD bars the spacing Sis
[OSTA ) (087 81532579 170
zu 0x10

9. Supplementary reinforcements Longin retorne otros
Teeth porel ps room rs roo be provider

[01sxozaxi0%

m.
sun diameter bars ae povided nd distin be ompacsion fange shown
ie 2128,

30. sa

Fig 2125 Raicement Derio at Can of Sn Secon

10. Design of end block Soliden
neta engi fm Typieal uvas ps on whieh e anchrge foes ae
dede cle a 26 The bunting ess computed
hing du gen Table 21.3 we Fig. 104, nthe hoot ple, we ave te

«aer However surnom are provide in te forma mesa
ihe bo al veri sion son Fg 2

11. Cross girders T
Sango 2 mn

31. oo E Prime Gre

Fig. 21.26. Foul Promo and Anchorage Zone Rarement

TDS
CONCRETE CONTINUODE OS
SS

Design po tensioned presented cone conos bem and ab bride desk
oran highway cos using e onda dan
1. Data

Se of on
in sin dock lab adopt M 20 grade

entice ek cn ype ra ifm cole RC: 6

32. Pressed Cone Bigs Bi

2. Permissible stresses
Qeare
once gi

3. Cross section of deck
O

‘Wearing cout = 0 mes

evs 0 mam wide y 300 dep: are proved at exch end

The overall dept of the main girders is assumed at SO am per metre of yp

Fhe section properties ofthe main gider areas follows:
Figs procs od te dock ab ati in. The cross fhe
(ridge deck athe ds shown in Figs 1.27 and 21.28 respectively

DK Yom

ig 2127 Cross Seton o io Deck

33. cu D Pressed Conce

Fg. 21.28. Gross Section of Main Order

4. Design of interior stab panel ‘The is pane, 25 by Sis sup
pared onal be for sides

The dig similar ht pct in Example 21.6.

5. Design of continuous longitudinal girders

(a) Reaction factors The spacing o o ide Bing he same as in Example
216 the reaction at or tae gres A = 0.82 W

(©) Londs acting on the main girder

FWC MD) = 1.76

gt f ross ir sued to st aim hit ad = SAN
Toul dea load on te main pine = Ik
€) Dead-load moment and shear forces
eat oad enmendar seco,

34. Lan x 7 x0") = sum
Dato sear maximum ear he support Sean and comp

AE 40) = 1664
Refeing oe inne infor bending momen he du sion D sown
Ing 21.2, he mania ve ad moment a em pan comptes

dal / ri

Fi.2120 Intuone Line fr Bang Moment a Gen D

Silay rom Fg. 2 30, singh nc i for beading moment at tbe mid
pon, vcd bending moment at spp computa

MOND 2082 AN m
‘The tvs bending moment isang de ren ator and imps faces
(e) Live end shear frees in girder The macmum ve shear dveops ia

the ini irs when he IR clase AA lds ar plc car the mdp as

Reston of Ws on grd = EL) „ru

Reaction of Von gers = ON 257

35. Ñ N
LS

Fig. 21.90. renos Ln for Bento Moment at a Support

Fig 2131. Posi fC Clos AA Load for Maximum Steer
(© Design bending moments and shear forces Th design ending moments

nd seat Fes ong leeds ad athe il sat coll a ped in

(@ Check for minimum section modulus
ME ON m

36. ay

Gras

f= fy fe à (0820-0) = 16 Ni

Su

CEE

2037 Nom?

J tide" + a-08B10x10]
E cage

ace be eco provid que

(0) Prestressing Force For the wo continus pa AB and BC a concordant
‘bl profile als sul ha th secondary moments are zer. The ale pie
‘Sleds shova Fig 2122. The maximum pose ei a he pr
‘ection Biden by ring sible cover thous te cher. Ang

Fig. 2132 Concoran Gabi Pro

37. ss RS Prete Conn

IE)

= 10854000 = 104344
the Fropsint system, anchorage T9K-1S (19 sande of 152 um
Fore im ech cable = (19 082607) = DEREN
P= (334000) [20001
Total an the the cables =A, = X 2660) = 7980 m
The cables ar rod in aati consonart pis tht cess
un escenico 70 tos th tp fe the mi appr ston ad an
cent 37 mm ova the ai at mip ston D Te eto of
decae cent at tie end supports A ard. Toe leid abe profile a

Fig. 2130 Cate Loy Out Man Gir

38. 6. Check for stresses
(a) Centre-at-pan section

os Mi
[E
(Us). a
arlie)-tee.(%)
Ma!
Te (ee) (el
+2)

(©) Mid-support section
= RON n=080
Sonn Af, = 94001 m
rm ET

39. Be) IDO ann?
(Me). a) _ 202mm?

7" warsı
[AA

athe stage of ester
"= (1369 «2013-21
Page

“= 081369 +2013)

ASUS 20.13) 6210242471 .

The estes in ona re vii the main pee mi of 20 kam?
7. Check for ultimate Nexural strength

(a) Centre-ofspan section

48D 60 Nin?
3, =200mm M, (que = 13680 KN m

congo IRC 18-2001

10.196 200% LPS 260) +087 «08800 ~ 200)
1137 0. x 40000 6

40. 9) Mid-support section

(i ata y cn fem

178» À KOR bid US DDO

(0.178% 200 1750 60) + 0.67 x LUDO - 20
Ur -05 ax

16253 KN m > 16865 KN m
Je ue ar arg of Be it tn pts and
8. Check for ultimate shear strength

Design sea fre, = 2834

Acond to IRC: 14-200, he unite tr restan ofthe suport seco
workin er given by

200 an à
2000 an

0831200010")
CET

+103 % 12000 x 10° x 407)
500210 N= 100 < 834 RN

‘ning 1m amet Teod sis,

Sra, (nm

Apt 12 um diame. legged ops a a pacing of 16 um ens e the
‘oppo mii gradual rs to 20 mon towards te sete sa

41. 2. Supplementary reinforcements Longs. sofa

Reprise segura

rove tthe supp snd en pan section a shown in Fig. 2 38.

Fig. 21.34 Reinet Dat td Span and Support Sectons

10. Design of end Blocks Soli ed ick, 80 mim by 2000 mm, are

Ang om rmac of mo cal che ie Thee

rove comida be lio we hon m

SHYSD bar, à

42. BB oss

Fg. 2125 Arenonge Zone Reinrcomentn End Bick
ne vert plane, de aio) being lso, marital bring vn
sions less Howcve same inmensa rviddin o vesical plat ae

11. Cross girders. Cros gen of wi 2001 nd ep 1600 mm are
ing 12 mun diameter spaced wo a he op and boton and two each at isa

700 mn fom de ep und Dtm of he pdr repo Nomi ru
8 of 12 mumbersol 7 mum high ewe wie, ar ponidoned tide point,

43. 10 Ba, SC Cat, Beane, Design Pretest Cone, are Unies Ps
2, RC" 6 20, Sunn er an Cad Pref Rd Bs, Sc

srg decks

sett pc pretense nd os

où of constucting prestressed concrete

xpath varios scp ivoredia the design f shor pan pre on:
si docks fr anal highwaysto ppt Loa
21.5 Sic ype creacion of tee um an si rg Sok comping

21-7 plie method of dsiaing ab deck
fro pressing Pig's med op
21.8 Online 3 mao of demining the disibaion a ive loads between he
nodal in fc am a la ridge dc spring ind
21.9 Atypical tes bean aod la bride deck 7.5 m wid and panaing 16m has à
mineral. Determine the rscton factors for th Iongiucial ede using

44. Prend Corre Br BRE oss

Cours mean vt e maxis ive fad beding moment ans
‘bea force he main ad cos pren when an LRC Cl AA ech
le moves verte bg Sok

21.10 Sie ica login al ros secos fob anda ridge

fcc showing the potion of cable a cee of pan and spp, Alo
ech the deta of einforcemess pro ed ine anchorage 200 of
‘hema girder

SESS SS]

‘is povided fra road ae of effective span 8 m. The lived analysis ind

‘Ste an girl ie on of 40 Nm The force raser ic e

16m“ design the lb as la type member and determine the spacing of
{Ans Spacing of cables = 125 mon Eccentricity of cab

A box ide ota pestes conte bilge of pa 40m has overall dim
is 200 mm. The veo assis indie mani velond momo ot
loss ratio 8. Cables consisting of 12 big ese vies of 8 um diameter
inal seed 100 Nate aval er un. Design te box ios
‘hs! pe sucre nd determi be nunbe of ables ele athe ee

THO AN, Number fable = 1,
ree = 80 mn]
Kerbs 600 mm wide on ihe sido of ood Spacin ofthe main and ros grd
Sere and igh tenio ran cooing to: 606 and spoken
IRC 81885 qos EOS.
As Thies fab 200 mm totor ange = 300 nun wide

I 400 mn desp over dep of pide 1400 nm, nan ol

Tana Prestige =7

A posticasoned press sees sab Jock has ob dig for ane
tina high moy ctosing, Designs desk slab usa te fllowing daa
(lee with of ed way 15m

45. so i Prete Concrete