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Monitoração de Estruturas e Ensaios Dinâmicos
Stressing with Real Time Load to Installation the Stay Cable in the
Brasilia Bridge
Pedro Afonso de Oliveira AlmeidaFernando Rebouças Stucchi
Professor of Department of Structure and Geotechnical Engineering, EscolaPolitecnica, Sao Paulo University - USP, Brazil
Alex Barros de SáMinoru Onishi
Protende – Tensacciai Director, Protende – Tensacciai, Brazil
J K Brasilia bridge, panoramic view Sumary
• Geometrical characteristic• The stressing the stay cable during the
installation and instrumentation plan• Results and analysis• Conclusions
The Brazilian Bridge – J K
720 m
r = 3,150 m
1200 m
240 m
B 5
B 6
B 7B 8
layout the bridge J K Brasilia Bridge schematic view of the arch
Monitoração de Estruturas e Ensaios Dinâmicos
Cross section of the metallic deck, between the hanger Cross section of the metallic deck on the hanger anchorage concrete pillars for support of the steel deck – block B7
Block B7 – 1.5 m below the surface of the lake
inclined pillars 45 degree
Clubes arch support – Block 8
surface of the block B8 – 1.5 m below the surface of the lake
hollow box made of concrete for support of the metallic arch
tag for survey
hollow box made of concrete for support the steel arch Metallic structures over the deck for the construction of the arches
temporary steel tower for support the deck and the arch
Monitoração de Estruturas e Ensaios Dinâmicos
Release the temporary metallic support after the arch closed
62 m
panoramic view of the arches construction Sumary
• Geometrical characteristic• The stressing the stay cable during the
installation and instrumentation plan• Results and analysis• Conclusions
Layout the instrumentation plan of three arches of the Brasilia BridgeLayout of the instrumentation plan the Brasilia Bridge
main span - central arch panoramic view of the arch before the installation hanger
Monitoração de Estruturas e Ensaios Dinâmicos
load cells for strand – setup phase Phase a – 4 hangers in the central arch Load cell on the anchorage
Phase b – more 4 hangers
Monitoração de Estruturas e Ensaios Dinâmicos
Sumary
• Geometrical characteristic• The stressing the stay cable during the
installation and instrumentation plan• Results and analysis• Conclusions
Stay tensile during 24 hours SHIS – phase a – 1a
CLUBES – phase a
FORÇAS NOS ESTAIS - ARCO CLUBES - fase a
0
100
200
300
400
500
600
700
800
900
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
ESTAI
FOR
ÇA
, em
kN
F Estai kN
F (EGT) kN
SHIS – phase b: 5-12 CLUBES – phase b
FORÇAS NOS ESTAIS - ARCO CLUBES - fase b
0
100
200
300
400
500
600
700
800
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
ESTAIS
FOR
ÇA
, em
kN
F Estai kN
F (EGT) kN
Monitoração de Estruturas e Ensaios Dinâmicos
SHIS – phase c : 1-8; 9-16 SHIS – phase d : 6-11 SHIS – phase e : 2-4; 13-15
central arch
FORÇAS NOS ESTAIS - ARCO CENTRAL - 20 kN - 1a. ETAPA
0
200
400
600
800
1000
1200
1400
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
ESTAI
FOR
ÇA
, em
kN
Força (kN) Força EGT (kN)
ARCO SHIS
FORÇAS NOS ESTAIS - ARCO SHIS - 20 kN - 1a. ETAPA
0
200
400
600
800
1000
1200
1400
1600
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
ESTAI
FOR
ÇA
, em
kN
Força (kN) Força EGT (kN)
clubes arch – 20%
Arco Clubes - etapa 20% tensionamento
0
200
400
600
800
1000
1200
1400
1600
1800
2000
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
estai
Forç
a (k
N)
valores medidos valores PTEGTvalores PROJCONSULT
Monitoração de Estruturas e Ensaios Dinâmicos
shis arch
FORÇAS NOS ESTAIS - ARCO SHIS - 80% - 3a. ETAPA
0
500
1000
1500
2000
2500
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
ESTAI
FOR
ÇA
, em
kN
Força (kN) Força EGT (kN)
clubes arch – 80%
Arco Clubes - etapa 80% tensionamento
0
500
1000
1500
2000
2500
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
estai
Forç
a (k
N)
valores medidos valores PTEGTvalores PROJCONSULT
clubes arch – Nd 100%
Arco Clubes - etapa 100% tensionamento
0
500
1000
1500
2000
2500
3000
3500
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
estai
Forç
a (k
N)
valores medidos valores PTEGTvalores PROJCONSULT
strain gages instrumentation on the arch strain gages instrumentation details of the straing gages instrumentations
Monitoração de Estruturas e Ensaios Dinâmicos
strains of the metallic arch - construtictions phases
Deformações - ARCO CENTRAL (7A)
-750,0
-550,0
-350,0
-150,0
50,0
250,0
450,0
13/06/02 03/07/02 23/07/02 12/08/02 01/09/02 21/09/02 11/10/02 31/10/02
Data
defo
rmaç
ão e
spec
ífica
(um
/m
E1E2E3E4E5E6E7
Survey – target Numerical model – JK Bridge
Numerical model – JK Bridge Brasilia Bridge – physical model Panoramic view of the model
Monitoração de Estruturas e Ensaios Dinâmicos
static testing on model Máquina para ensaio de fadiga FTT 30MN
survey station anemomometer Ensaios dinâmicos
Monitoração de Estruturas e Ensaios Dinâmicos
results of the dynamics testing Reanálises – ensaios quase-estáticos
E13CE
136
137
138
139
140
141
142
143
144
145
0 200 400 600 800 1000 1200 1400 1600 1800 2000
tempo ( s )
F ( t
f )
results of the static testing
E15CE ida pelo lado Alvorada
-1
0
1
2
3
4
5
6
300 320 340 360 380 400 420 440
dist ( m )
forç
a ( t
f )
numerical model Sumary
• Geometrical characteristic• The stressing the stay cable during the
installation and instrumentation plan• Results and analysis• Conclusions
Conclusions
• The JK Brasilia Bridge exhibits light aesthetic qualities and represents an important architectural advanced in bridge construction, included new technological advanced in installation stayed cable;
• In the installation on the Brasilia Bridge to be used the length method together the force method, monitoring the load on real time. In this case, to be used 60 load cells into stay cable between the arc-deck and the bearing system, all connected to the data logger system. With this instrumentation all the effects induced by environment actions and the setup operation (stressing operation) were measured and considered on the final assessment of the bridge, with equalized all the elements within a range of 2.5 %, as like PTI Recommendation;
• Concomitant to the load measurement were monitoring the strain, temperature and wind velocity. The strains were measured on 3 cross sections on the metallic arc and the values were used to compare and the setup of the stay cable;
• After end execution of the Brasilia Bridge, all the instrumentation like load cell, temperature, strain gage, anemometers will be completed with accelerometer to do the performance testing called the “Dynamic Signature”. The Dynamic Signature are use to evaluated the performance of the bridge and to maintenance works, today.
Monitoração de Estruturas e Ensaios Dinâmicos
J K – Brasilia Bridge• Owner: Companhia Urbanizadora da Nova Capitaldo Brasil- NOVACAP• Designer: PROJECONSULT - USIMINAS• Contractor: Consórcio Via-Dragados• Contractor for Monitoring: Consórcio PROTENDE-EGT• Completion: december, 2002
• ACKNOWLEDGEMENTS• We would like to thank Mr. Elmar, NovaCap President and Dr. Jose F.
S. Rodrigues, LSE Manager, for their unlimited help in take measures during the constructions fazes.
The End New Pedestrian Bridge in Acre State - Brazil
Passarela Estaiada com 200 mRio Acre – Rio Branco, AC – em montagem
Passarela Estaiada com 200 mRio Acre – Rio Branco, AC – fase final Monitoração na fase de montagem