Design and Calculation Design and Calculation of Cableof Cable--Stayed BridgeStayed Bridge

Diploma ThesisDiploma Thesis

Ana SpasojeviAna Spasojevićć

UNIVERSITY OF NIŠ

Faculty of Civil Engineering and Architecture

2

TaskTask

Design a Design a pedestrian concrete bridgepedestrian concrete bridge over the river over the river NiNiššavaava in in NiNišš, 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 bridge

illuminationillumination–– material of the deck:material of the deck: reinforced concrete, prestressedreinforced concrete, prestressed

3

Content of the presentationContent of the presentation

TaskTaskGeneral data of the bridgeGeneral data of the bridgeDescription of bridge structuresDescription of bridge structures–– superstructure: superstructure:

girdergirderpylonpylonstay 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 girder assemblage of main girder

4

General data of the bridgeGeneral data of the bridgeAccording to the given conditions and the accepted concept of According to the given conditions and the accepted concept of precastprecastsuperstructures the bridge is designed as a superstructures the bridge is designed as a cablecable--stayed beamstayed beam, with , with two spans 14.0+56.0=70.0 mtwo spans 14.0+56.0=70.0 mThe superstructure of the bridge consist of: prestressed concretThe superstructure of the bridge consist of: prestressed concrete deck e 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 conditions e conditions of free opening above the flood flow, the designed solution has of free opening above the flood flow, the designed solution has small small constant height of the deck: 77.0 cm between the finished road lconstant height of the deck: 77.0 cm between the finished road level to evel to the 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 obala195.600196.300

193.200 193.125

M.V. 190.525190.025

193.125

197.450

195.60

Desna obala

5

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 vibration’’s and stability conditions, the s and stability conditions, the aesthetic 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 the rds the left river bank (i=1.37%)left river bank (i=1.37%)

Leva obala195.600196.300

193.200 193.125

M.V. 190.525190.025

193.125

197.450

195.60

Desna obala

6

330

7660

420 197.319

2 %

330

196.30

1400

350175

1400

196.396

1.375 %

350

25

1400175

25

520

25

420

25

196.868

1400

197.116

2 %

140025

1010

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 the of 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 , and intersects 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 lineFree profile is 2x2.0/2.5 m along the whole span Free profile is 2x2.0/2.5 m along the whole span -- passing beside the passing beside the pylon or stay cables.pylon or stay cables.

7

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 of formed 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 in m in

the 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 the he bottom 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

8

Description of bridge structures Description of bridge structures superstructure: superstructure: girdergirder

2525

25

1485montazni nosac N5

7000

3501400

1320

3501400

11560

026

0

12065

3501400

6555230

350140070

35070 350

120

350

100100

40

7575

60

10 30120 23023055

350350

120

350

120120

350

80230

pokretna lezista

130b. in situ

nepokretna lezista

60260

115

40

985montazni nosac N1beton in situ

420 1225montazni nosac N2 b. in situ

80

292

3501400

23012010 30120

350350 350

120120

350

230 80 2001503010

350350

120

350 350

230 80

16

16

montazni nosac N41320

16

b. in situ80

montazni nosac N3

16

1616

b. in situ80

200

460

7070

200

pokretna lezista

–– The part of the girder at the left pier, 0.7+3.5 m long, is castThe part of the girder at the left pier, 0.7+3.5 m long, is cast--inin--situ solid deck. situ solid deck.

–– The cross section of the girder is of shape of trapezium, consisThe cross section of the girder is of shape of trapezium, consisting ting of two chambers, bordered by the upper deck, two side ribs and of two chambers, bordered by the upper deck, two side ribs and one middle rib (in the center line of the bridge). one middle rib (in the center line of the bridge).

9

Description of bridge structures Description of bridge structures superstructure: 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

10

Description of structures Description of structures superstructure: 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 prestressed s prestressed linear hinges (pin joints)linear hinges (pin joints)Free end bearings (in direction of bridgeFree end bearings (in direction of bridge’’s center line) are placed s center line) are placed

–– on the foundation pier of the pylon on the foundation pier of the pylon -- elastomerelastomer, type , type NALNALbb 200/250/41 200/250/41 –– on the right shore pier on the right shore pier -- elastomerelastomer, type , type NALNALbb 200/250/107 200/250/107

195.619

Leva obala

Nasuto tlo

196.396

195.600

193.125193.200

190.500

186.700

NPV

195.000195.626

215.119

V.

Laporovita glina

Peskoviti {ljunak

/

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

190.025

196.346

197.116

195.00V.

192.525

196.549

197.319

2 x HW O100

l= 10 0 m

193.200193.125

192.313

197.359

196.589

Nasuto tlo

/

195.60

Desna obala

11

Description of bridge structures Description of bridge structures superstructure: 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 longitudinally longitudinally continual by means of longitudinal prestressing of cables:continual by means of longitudinal prestressing of cables:

12

Description of bridge structures Description of bridge structures superstructure: superstructure: girder prestressinggirder prestressing

2% 2%

2% 2%

Cross section of the main girder in IV i V field

13

Description of bridge structures Description of bridge structures superstructure: superstructure: girder prestressinggirder prestressing

2%2% 2%

2%

2% 2%

Anchorage Anchorage zone at left zone at left shore piershore pier

Anchorage Anchorage zone at right zone at right shore piershore pier

14

Description of bridge structures Description of bridge structures superstructure: 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 left e left from the left abutmentabutmentThe pylon height (measured from footing to the top) is 19.5 mThe pylon height (measured from footing to the top) is 19.5 mThe 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 which 400 /340 cm which relies on pile helmet (cushion head); piles are relies on pile helmet (cushion head); piles are φφ1200 mm in diameter, l=22.0 m1200 mm in diameter, l=22.0 m(2HW drilled(2HW drilled--in pilesin piles))

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

15

Description of bridge structures Description of bridge structures superstructure: superstructure: pylonpylon

First 1.5 m of pylon height the cross First 1.5 m of pylon height the cross section of square shape, solid section of square shape, solid concrete,concrete,following 10.5 m the cross section is following 10.5 m the cross section is voided and mould, 120 x 120 cm,voided and mould, 120 x 120 cm,next 1.5 m next 1.5 m –– the transition to the the transition to the pylon head (solid mould cross pylon head (solid mould cross section)section)head of pylon head of pylon -- solid mould cross solid mould cross section 160.0 x 160.0 cmsection 160.0 x 160.0 cm

77

1200

340

100

6060

220560

100

190.419

15

192.219

195.619

195.819

192.525

215.119

MB 30200

165

130

60

MB 30

6060

70

220

165600

200

130

196.589

60

MB

30

70

80 80

600

180

15

150

20

520

1950

16

Description of bridge structures Description of bridge structures superstructure:superstructure: stay cables stay cables

Three pairs of cables are placed between the left shore pier andThree pairs of cables are placed between the left shore pier and the the pylon, and they are bonded to the girder in the zone of bearingpylon, and they are bonded to the girder in the zone of bearingBetween the pylon and the right shore pier three cables are placBetween the pylon and the right shore pier three cables are placed, in the ed, in the center line of the bridge. They are bonded to the girder at the center line of the bridge. They are bonded to the girder at the main cross main cross girdersgirders

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

Leva obala195.600196.300

193.200 193.125

M.V. 190.525190.025

193.125

197.450

195.60

Desna obala

17

Description of bridge structures Description of bridge structures superstructure: superstructure: stay cablesstay cables, type , type FreyssinetFreyssinet

18

Description of bridge structures Description of bridge structures superstructure: superstructure: stay cablesstay cables

Anchorage types :Anchorage types :–– the cables are anchored in the the cables are anchored in the

girder at the zone of main girder at the zone of main transversal girders, transferring transversal girders, transferring force by adjustable anchorage force by adjustable anchorage

–– anchorages at the pylon are anchorages at the pylon are fixed.fixed.

α =45.392

α =28.969

α =21.812

α =50.4851

α =51.463

α =51.0172

1

2

3

3

TIP PODESAVAJUCIH KOTVI 12 HDE 15 RDETALJ ANKEROVANJA KABLOVA TIPA 12 H

12.5

7030

40

K

20

150

5

50

10065

'

'

'

= 51.463

= 51.017

= 50.485

3

2

11

7065 355

METALNA MASKA

' 'K3 2

'

30

3

22

20

10

1006535

3040

'K1

'2

2030402070

'11

DETALJ ANKEROVANJA KABLA K1

TIP PODESAVAJUCE KOTVE 19 HDE 15 R

METALNA MASKA

120

= 45.392

1

11

TIP KABLA 19 H

170

12030

7331

.541

.54

1938

16

24.5

14

20

8010

24

35 50

5

805

19

Description of bridge structures Description of bridge structures superstructure: superstructure: stay cablesstay cables

TIP PODESAVAJUCE KOTVE 19 HDE 15 R

DETALJ ANKEROVANJA KABLA K2

80120

170

= 28.9692

2

438

1931

.573

41.5

16

10

20

24.5

14

TIP KABLA 19 H

12011515

550

24

30

35

TIP PODESAVAJUCE KOTVE 19 HDE 15 RTIP KABLA 19 HDETALJ ANKEROVANJA KABLA K3

= 21.8123

3

130145

50

12080

170

10

438

1931

.573

41.5

16

20

14

10

2530

5

24

35

24.5

Details of adjustable anchorage

20

Description of bridge structures Description of bridge structures superstructure: 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 structureSLS and ULS: deformation and stability of pylon building and assemblage ability of structural segments possibility of replacing one cablethe verification of the fatigue strength is not necessary done for pedestrian bridges, according to EUROCODE-2, appendix 107-cable-stayed bridges

Ultimate limit state is defined following EUROCODE-2, with safety factor γs=1.50 for nominal tensioning stress for prestressing steelServiceability limit state is defined following EUROCODE-2, for frequent constellations of loads, so that the tensile stress in cables does not overcome 0.45 fpk

21

Description of bridge structures Description of bridge structures superstructure: 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 designed are designed according to the following constraints :according to the following constraints :

the pylon is kept vertical under action of dead load the 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 for y 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 prestressing fic prestressing program program

22

Description of bridge structures Description of bridge structures substructuresubstructure

Substructure of the bridge consists of two shore piers Substructure 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

185400

320

88

320

320700

600

280

Presek A-A

MB

15

100

F

290

MB

30

195.626

450

450

186.700100

Presek F-F

100

NVV

NPV50

190.500

192.70050

193.200

195.000

5050

196.396 F

PLAN OPLATE

330400

50A

18550

430

A

23

Description of bridge structures Description of bridge structures substructuresubstructure

230430

370430

430

380 28

020

80

380

100

7030

8020

100

2060

30

Presek D-D

30

30

70

Presek C-C

408

420

370

430

430165

23010050

25

3020

50100

165

A

192.313

193.200

2030

25

6825

196.389

1001557550

Pogled B-B

PLAN OPLATE DESNOG

OBALNOG STUBA

200

430

200

470

370

2525

2525

HW [ ip O100l= 10.0m

Presek A-A

100

380

360280

380

300

2025

2013

6

108

20

100

D

211

89

160

5010

55

80 20

50

197.359

C

B

7720

155570

195.60

/

430

24

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 the sis of the bridge, with element properties according to the building phasebridge, with element properties according to the building phase

calculation calculation 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)

25

Analysis of bridge structuresAnalysis of bridge structuresstatic analysisstatic analysis

calculation calculation model 2model 2-- space frame, with space frame, with composed main girder composed main girder

calculation calculation model 3 model 3 -- plane frameplane frame

model 3 is used for calculation model 3 is used for calculation according to the Second according to the Second odredodredtheory theory

26

Analysis of bridge structuresAnalysis of bridge structuresstatic analysisstatic analysis

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

27

Analysis of bridge structuresAnalysis of bridge structuresstatic analysisstatic analysis

Calculation Calculation model 1model 1-- deformation of thedeformation of thesystem in the phase system in the phase of assembling (F02), of assembling (F02), before longitudinal before longitudinal continuity is done continuity is done

28

Analysis of bridge structuresAnalysis of bridge structuresstatic analysisstatic analysis

Calculation Calculation model 1model 1-- deformation of the deformation of the formed system under formed system under dead load action, in dead load action, in time t=ttime t=t00

29

Analysis of bridge structuresAnalysis of bridge structuresstatic analysisstatic analysis

Calculation Calculation model 1model 1-- deformation of the deformation of the formed system under formed system under dead load and service dead load and service load, in time t=tload, in time t=t00

30

Analysis of bridge structuresAnalysis of bridge structuresdynamic analysisdynamic analysis

Three calculation models have been designed to serve dynamic Three calculation models have been designed to serve dynamic analysis. Continual masses have been represented by system of analysis. Continual masses have been represented by system of discrete masses:discrete masses:

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

31

Analysis of bridge structuresAnalysis of bridge structuresdynamic analysisdynamic analysis

calculation calculation model D2model D2-- space frame, composed space frame, composed main girder with 11 + 6 main girder with 11 + 6 oscillating massesoscillating masses

calculation calculation model D3model D3-- plane frame, 11 + 6 plane frame, 11 + 6 vibrating massesvibrating masses

32

Analysis of bridge structuresAnalysis of bridge structuresdynamic analysisdynamic analysis

calculation calculation model D3model D3: : modes of vibrations of the structure, vertical directionmodes of vibrations of the structure, vertical directionNatural frequency of principal mode Natural 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

33

Some details...Some details...

• reinforcement plans

• assemblage of structures

34

Reinforcement plansReinforcement plans

Reinforcement of the pylonReinforcement of the pylon

6Rφ25

9Rφ25

Rφ16

URφ10/30URφ10/30

21

URφ10/153

35

Reinforcement plansReinforcement plans

Reinforcement of the main girderReinforcement of the main girder

36

Reinforcement plansReinforcement plans

Reinforcement of the main girderReinforcement of the main girder

37

Assembling of main girderAssembling of main girder

For the accepted concept of For the accepted concept of precastprecast building, during the building, during the phase of assemblage the phase of assemblage the girder relies on the temporary girder relies on the temporary bearings bearings -- yokes yokes

h=pr

omen

ljivo

(15

00)

h=pr

omen

ljivo

(59

00)

Cev O400Dubina zabijanja {ipa

2500

190.025

min. 5.0m

/

2900

/Cev O193

1500

[ EMATSKI PRIKAZ JARMA

Hidrauli~kapresa

Radna platforma

Popre~ni presek

38

Assembling of main girderAssembling of main girder

2000

190.025

presaHidrauli~ka

Radna platforma

h=pr

omen

ljivo

(15

00)

h=pr

omen

ljivo

(59

00)

Dubina zabijanja {ipamin. 5.0m

Cev O400/

Cev O193/

2900

1500

Podu`ni presek

[ EMATSKI PRIKAZ JARMAFaza betoniranja spoja montaznih nosaca

h=pr

omen

ljivo

(15

00)

h=pr

omen

ljivo

(59

00)

190.025

2000

min. 5.0mDubina zabijanja {ipaCev O400/

Cev O193/

2900

1500

Radna platforma

Hidrauli~kapresa

Faza utezanja kosih kablova-zategaPodu`ni presek

Faza utezanja poduznih kablova i[ EMATSKI PRIKAZ JARMA

39

Pedestrian bridge over the river Pedestrian bridge over the river NiNiššavaava in in NiNišš

Leva obala195.600196.300

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

350175

1400

196.396

1.375 %

350

25

1400175

25

520

25

420

25

196.868

1400

197.116

2 %

140025

1010

25

TOK

197.359

197.45