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