design and calculation of cable stayed bridge

8/11/2019 Design and Calculation of Cable Stayed Bridge

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Design and CalculationDesign and Calculationof Cableof Cable--Stayed BridgeStayed Bridge

Diploma ThesisDiploma Thesis

Ana SpasojeviAna Spasojevi

UNIVERSITY OF NI

Faculty of Civil Engineering and Architecture


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2

TaskTask

Design aDesign a pedestrian concrete bridgepedestrian concrete bridge over the riverover the river

NiNi

avaava

inin

NiNi

, according to the conditions defined by:, according to the conditions defined by:

cross section of the regulated river channel (waterways)cross section of the regulated river channel (waterways) site plan (location plan)site plan (location plan) technical solution for the bridge substructuretechnical solution for the bridge substructure

Technical data:Technical data: span of the bridge:span of the bridge: 70.0 m70.0 m available deck width:available deck width: 4.0 m4.0 m free height above the flood flow:free height above the flood flow: 0.70 m0.70 m

installations on the bridge: electrical installations for bridgeinstallations on the bridge: electrical installations for bridgeilluminationillumination material of the deck:material of the deck: reinforced concrete, prestressedreinforced concrete, prestressed


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Content of the presentationContent of the presentation

TaskTask General data of the bridgeGeneral data of the bridge

Description of bridge structuresDescription of bridge structures superstructure:superstructure:

girdergirder pylonpylon stay cablesstay cables

substructuresubstructure

Analysis of bridge structuresAnalysis of bridge structures static analysisstatic analysis dynamic analysisdynamic analysis

Some detailsSome details reinforcement plansreinforcement plans assemblage of main girderassemblage of main girder


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General data of the bridgeGeneral data of the bridge

According to the given conditions and the accepted concept ofAccording to the given conditions and the accepted concept of precastprecastsuperstructures the bridge is designed as asuperstructures the bridge is designed as a cablecable--stayed beamstayed beam, with, withtwo spans 14.0+56.0=70.0 mtwo spans 14.0+56.0=70.0 m

The superstructure of the bridge consist of: prestressed concretThe superstructure of the bridge consist of: prestressed concrete decke deck

with 3+2with 3+2xx3 stay cables and one pylon placed on the left river flood plan.3 stay cables and one pylon placed on the left river flood plan. Finished road level is set low in the bridge zone; to respect thFinished road level is set low in the bridge zone; to respect the conditionse conditions

of free opening above the flood flow, the designed solution hasof free opening above the flood flow, the designed solution has smallsmallconstant height of the deck: 77.0 cm between the finished road lconstant height of the deck: 77.0 cm between the finished road level toevel tothe bottom surface of the structure.the bottom surface of the structure.

The bridge is of constant height along the whole spanThe bridge is of constant height along the whole span

Leva obala

195.600

196.300

193.200 193.125

M.V. 190.525190.025

193.125

197.450

195.60

Desna obala


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General data of the bridgeGeneral data of the bridgeview of the bridge: upstream sideview of the bridge: upstream side

Beside the functionality, strict vibrationBeside the functionality, strict vibrations and stability conditions, thes and stability conditions, theaesthetic appeal of the bridge was important design constraint.aesthetic appeal of the bridge was important design constraint.

Finished road level is straight and inclined longitudinally towaFinished road level is straight and inclined longitudinally towards therds theleft river bank (i=1.37%)left river bank (i=1.37%)

Leva obala

195.600

196.300

193.200 193.125

M.V. 190.525190.025

193.125

197.450

195.60

Desna obala


6/39

6

330

7660

420

197.319

2%

330

196.30

1400

350

175

1400

196.396

1.375%

35025

1400175

25

520

25

420

25

196.868

1400

197.116

2%

140025

10

10

25

TOK

197.359

197.45

General data of the bridgeGeneral data of the bridgeplan of the bridgeplan of the bridge

The center line of the bridge is straight, while the center lineThe center line of the bridge is straight, while the center line of theof the

river flow in the bridge zone has curvature of 400.0 m in radiusriver flow in the bridge zone has curvature of 400.0 m in radius, and, andintersects the center line of the bridge almost perpendicularly.intersects the center line of the bridge almost perpendicularly. The deck width is 4.2 m, with both side lateral inclination of 2The deck width is 4.2 m, with both side lateral inclination of 2.0 %.0 %

from the center linefrom the center line Free profile is 2x2.0/2.5 m along the whole spanFree profile is 2x2.0/2.5 m along the whole span -- passing beside thepassing beside the

pylon or stay cables.pylon or stay cables.


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: girdergirder

Spanning structure:Spanning structure: prestressed concrete girder (C 45), boxed cross section.prestressed concrete girder (C 45), boxed cross section. formed offormed of precasteprecaste segments, 14.0 m of length.segments, 14.0 m of length.

the height of the girder is constant along the span, with 73.0 cthe height of the girder is constant along the span, with 73.0 cm inm inthe center line, and 68.5 cm form the bottom edge of corona to tthe center line, and 68.5 cm form the bottom edge of corona to thehebottom surface of girder (intrados)bottom surface of girder (intrados)

Zaglinjeni pesak

1400

7000

195.619

1400

Leva obala

Nasuto tlo

196.396

330

195.600

193.125193.200

190.500

186.700

NPV

195.000195.626

215.119

V.

Laporovita glina

Peskoviti {ljunak

14001400

/

l= 22.0 m

2 x HW O120

192.219

190.419

192.525

195.819

196.589

190.525M.V.

196.868

196.098

1400

190.025

196.346

197.116

195.00V.

192.525

196.549

197.319

2 x HW O100

l= 10.0 m

330

193.200193.125

192.313

197.359

196.589

Nasuto tlo

/

195.60

Desna obala


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: girdergirder

Cross sections of the girder :Cross sections of the girder :

section in the spansection in the span

2% 2%

2% 2%

2% 2%

Section in the pylon zoneSection in the pylon zone

Section in the support zoneSection in the support zone


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Description of structuresDescription of structuressuperstructure:superstructure: girdergirder

Transversal girders:Transversal girders: main stiffener plates in the load bearing zones are 240 cm widthmain stiffener plates in the load bearing zones are 240 cm width.. secondary stiffeners, in the main span, are 16 cm widthsecondary stiffeners, in the main span, are 16 cm width

Bearing pads:Bearing pads: Fixed end bearings are placed on the left shore pier, designed aFixed end bearings are placed on the left shore pier, designed as prestresseds prestressed

linear hinges (pin joints)linear hinges (pin joints) Free end bearings (in direction of bridgeFree end bearings (in direction of bridges center line) are placeds center line) are placed

on the foundation pier of the pylonon the foundation pier of the pylon -- elastomerelastomer, type, type NALNALbb 200/250/41200/250/41 on the right shore pieron the right shore pier -- elastomerelastomer, type, type NALNALbb 200/250/107200/250/107

195.619

Leva obala

Nasuto t lo

196.396

195.600

193.125193.200

190.500

186.700

NPV

195.000195.626

215.119

V.

Laporovita glina

Peskoviti {ljunak

/

l=220m

2 x HW O120

192.219

190.419

192.525

195.819

196.589

190.525M.V.

196.868

196.098

190.025

196.346

197.116

195.00V.

192.525

196.549

197.319

2 x HW O100

l=100m

193.200193.125

192.313

197.359

196.589

Nasuto tlo

/

195.60

Desna obala


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: girder prestressinggirder prestressing

2% 2%

2%2% 2%

2%

2% 2%

2% 2%

After assemblage of the parts of main girder, the girder is madeAfter assemblage of the parts of main girder, the girder is made longitudinallylongitudinallycontinual by means of longitudinal prestressing of cables:continual by means of longitudinal prestressing of cables:


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2% 2%

2% 2%

Cross section ofthe main girderin IV i V field


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2% 2% 2% 2%

2% 2%

AnchorageAnchoragezone at leftzone at leftshore piershore pier

AnchorageAnchoragezone at rightzone at rightshore piershore pier


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: pylonpylon

Central concrete pier, (concrete grade 30), is placed 14 m on thCentral concrete pier, (concrete grade 30), is placed 14 m on the left from the lefte left from the leftabutmentabutment

The pylon height (measured from footing to the top) is 19.5 mThe pylon height (measured from footing to the top) is 19.5 m The pylon relies on the foundation pier, dimensions b/d/h = 140/The pylon relies on the foundation pier, dimensions b/d/h = 140/ 400 /340 cm which400 /340 cm which

relies on pile helmet (cushion head); piles arerelies on pile helmet (cushion head); piles are 1200 mm in diameter, l=22.0 m1200 mm in diameter, l=22.0 m(2HW drilled(2HW drilled--in pilesin piles))

Zaglinj eni pesak

1400

7000

195.619

1400

Leva obala

Nasuto tlo

196.396

330

195.600

193.125193.200

190.500

186.700

NPV

195.000195.626

215.119

V.

Laporovitaglina

Peskoviti {ljunak

14001400

/

l= 22.0m

2 x HW O120

192.219

190.419

192.525

195.819

196.589

190.525M.V.

196.868

196.098

1400

190.025

196.346

197.116

195.00V.

192.525

196.549

197.319

2 x HW O100

l= 10.0 m

330

193.200193.125

192.313

197.359

196.589

Nasuto tlo

/

195.60

Desna obala


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: pylonpylon

First 1.5 m of pylon height the crossFirst 1.5 m of pylon height the crosssection of square shape, solidsection of square shape, solidconcrete,concrete,

following 10.5 m the cross section isfollowing 10.5 m the cross section isvoided and mould, 120 x 120 cm,voided and mould, 120 x 120 cm, next 1.5 mnext 1.5 m the transition to thethe transition to the

pylon head (solid mould crosspylon head (solid mould crosssection)section)

head of pylonhead of pylon -- solid mould crosssolid mould crosssection 160.0 x 160.0 cmsection 160.0 x 160.0 cm

77

1200

340100

6060

220

560

100

190.419

15

192.219

195.619

195.819

192.525

215.119

MB 30200

165

130

60

MB 30

6060

70

220

165

600

200

130

196.589

60

MB

30

70

80 80

600

180

15

150

20

520

1950


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: stay cablesstay cables

Three pairs of cables are placed between the left shore pier andThree pairs of cables are placed between the left shore pier and thethepylon, and they are bonded to the girder in the zone of bearingpylon, and they are bonded to the girder in the zone of bearing

Between the pylon and the right shore pier three cables are placBetween the pylon and the right shore pier three cables are placed, in theed, in thecenter line of the bridge. They are bonded to the girder at thecenter line of the bridge. They are bonded to the girder at the main crossmain cross

girdersgirders

Stay cables are designed for theStay cables are designed for the FreyssinetFreyssinet prestressing systemprestressing system

Leva obala

195.600

196.300

193.200 193.125

M.V. 190.525190.025

193.125

197.450

195.60

Desna obala


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17

Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: stay cablesstay cables, type, type FreyssinetFreyssinet


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: stay cablesstay cables

TIP PODESAVAJUCE KOTVE 19 HDE 15 R

DETALJ ANKEROVA NJA KABLA K2

80

120

170

= 28.9692

2

4

38

19

31.5

73

41.5

16

10

20

24

.5

14

TIP KABLA 19 H

120

11515

5

50

24

30

35

TIP PODESAVA JUCE KOTV E 19 HDE 15 R

TIP KABLA 19 HDETALJ ANKEROVANJA KABLA K3

= 21.8123

3

130145

50

12080

170

10

4

38

19

31.5

73

41.5

16

20

1

4

10

2530

5

24

35

24

.5

Details of adjustable anchorage


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: stay cables designstay cables design

The criteria considered for structural design of stay cables: ULS: load bearing capacity (maximal tensile force) SLS: deformation of spanning structure SLS and ULS: deformation and stability of pylon building and assemblage ability of structural segments possibility of replacing one cable

the verification of the fatigue strength is not necessary done forpedestrian bridges, according to EUROCODE-2, appendix 107-cable-stayed bridges

Ultimate limit state is defined following EUROCODE-2, with safety factor s=1.50for nominal tensioning stress for prestressing steel

Serviceability limit state is defined following EUROCODE-2, for frequentconstellations of loads, so that the tensile stress in cables does not overcome0.45 fpk


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Description of bridge structuresDescription of bridge structuressuperstructure:superstructure: stay cables designstay cables design

Prestressing forces inserted into structure by the stay cables,Prestressing forces inserted into structure by the stay cables, are designedare designedaccording to the following constraints :according to the following constraints :

the pylon is kept vertical under action of dead loadthe pylon is kept vertical under action of dead load admissible stress and strain range in structural elements (mainladmissible stress and strain range in structural elements (mainly fory for

main spanning structure mostly)main spanning structure mostly)

The prestressing of stay cables is performed following the speciThe prestressing of stay cables is performed following the specific prestressingfic prestressingprogramprogram


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Description of bridge structuresDescription of bridge structuressubstructuresubstructure

Substructure of the bridge consists of two shore piersSubstructure of the bridge consists of two shore piers(abutments), and the foundation of the pylon.(abutments), and the foundation of the pylon.

195.600

Levog obalnog stuba

185

400

320

88

320

320

700

600

280

Presek A-A

MB15

100

F

29

0

MB30

195.626

450

450

186.700100

Presek F-F

100

NV V

NPV

50

190.500

192.70050

193.200

195.000

50

50

196.396 F

PLAN OPLATE

330

400

50

A

18550

430

A


23/39


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Analysis of bridge structuresAnalysis of bridge structuresstatic analysisstatic analysis

Three calculation models have been created to serve static analyThree calculation models have been created to serve static analysis of thesis of thebridge, with element properties according to the building phasebridge, with element properties according to the building phase

calculationcalculation model 1model 1 -- space frame,space frame, (with decomposition of the main girder in three girders)(with decomposition of the main girder in three girders)


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calculationcalculation model 2model 2-- space frame, withspace frame, withcomposed main girdercomposed main girder

calculationcalculation model 3model 3

-- plane frameplane frame

model 3 is used for calculationmodel 3 is used for calculationaccording to the Secondaccording to the Second odredodredtheorytheory


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calculationcalculation model 1model 1-- geometry of the systemgeometry of the system


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CalculationCalculation model 1model 1-- deformation of thedeformation of thesystem in the phasesystem in the phase

of assembling (F02),of assembling (F02),before longitudinalbefore longitudinalcontinuity is donecontinuity is done


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CalculationCalculation model 1model 1-- deformation of thedeformation of theformed system underformed system underdead load action, indead load action, in

time t=ttime t=t00


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CalculationCalculation model 1model 1-- deformation of thedeformation of theformed system underformed system underdead load and servicedead load and service

load, in time t=tload, in time t=t00

fA l i f b id


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Analysis of bridge structuresAnalysis of bridge structuresdynamic analysisdynamic analysis

Three calculation models have been designed to serve dynamicThree calculation models have been designed to serve dynamicanalysis. Continual masses have been represented by system ofanalysis. Continual masses have been represented by system ofdiscrete masses:discrete masses:

calculationcalculation model D1model D1 -- space frame, with 11 + 6 oscillating massesspace frame, with 11 + 6 oscillating masses

A l i f b idA l i f b id t t


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calculationcalculation model D2model D2-- space frame, composedspace frame, composedmain girder with 11 + 6main girder with 11 + 6oscillating massesoscillating masses

calculationcalculation model D3model D3

-- plane frame, 11 + 6plane frame, 11 + 6vibrating massesvibrating masses

A l i f b id t tA l i f b id t t


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calculationcalculation model D3model D3:: modes of vibrations of the structure, vertical directionmodes of vibrations of the structure, vertical direction Natural frequency of principal modeNatural frequency of principal mode

f=1.026 Hz (Q=G) f=0.868 Hz (Q=G+p)f=1.026 Hz (Q=G) f=0.868 Hz (Q=G+p)

I vibration modeI vibration mode

IV vibration modeIV vibration mode

III vibration modeIII vibration mode

II vibration modeII vibration mode


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Some details...Some details...

reinforcement plans

assemblage of structures


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Reinforcement plansReinforcement plans

Reinforcement of the pylonReinforcement of the pylon

6R25

9R25

R16

UR10/30UR10/30

2

1

UR10/153


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Reinforcement of the main girderReinforcement of the main girder


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Reinforcement of the main girderReinforcement of the main girder


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Assembling of main girderAssembling of main girder

For the accepted concept ofFor the accepted concept ofprecastprecast building, during thebuilding, during thephase of assemblage thephase of assemblage thegirder relies on the temporarygirder relies on the temporarybearingsbearings -- yokesyokes

h=promenljivo

(1500)

h=promenljivo

(5900)

Cev O400

Dubina zabijanja {ipa

2500

190.025

min. 5.0m

/

2900

/Cev O193

1500

[ EMATSKI PRIKAZ JARMA

Hidrauli~kapresa

Radna platforma

Popre~ni presek


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Assembling of main girderAssembling of main girder

2000

190.025

presaHidrauli~ka

Radna platforma

h=promenljivo

(1500)

h=promenljivo

(5900)

Dubina zabijanja {ipamin. 5.0m

Cev O400/

Cev O193/

2900

1500

Podu`ni presek

[ EMATSKI PRIKAZ JARMA

Faza betoni ranja spoja montaznih nosaca

h=promenljivo

(1500)

h=promenljivo

(5900)

190.025

2000

min. 5.0mDubina zabijanja {ipa

Cev O400/

Cev O193/

2900

1500

Radna platforma

Hidrauli~kapresa

Faza utezanja kosih kablova-zategaPodu`ni presek

Faza utezanja poduznih kablova i[ EMATSKI PRIKAZ JARMA


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Pedestrian bridge over the riverPedestrian bridge over the river NiNiavaava inin NiNi

Leva obala

195.600

196.300

193.200 193.125

M.V. 190.525190.025

193.125

197.450

195.60

Desna obala

330

7660

420

197.319

2%

330

196.30

1400

350

175

1400

196.396

1.375%

35025

1400175

25

520

25

420

25

196.868

1400

197.116

2%

140025

10

10

25

TOK

197.359

197.45

design and calculation of cable stayed bridge

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