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EXTRADOSED VIADUCT AT POVAŽSKÁ BYSTRICA
LOADING TEST OF BRIDGE SEGMENT Milan Chandoga – Ján Sedlák– Andrej Prítula– Ján KucharíkMilan Chandoga – Ján Sedlák– Andrej Prítula– Ján Kucharík
MONITORING OF STAY CABLES
Milan Chandoga - Andrej JaroševičPetr Plotĕný - Marián Repák
EXTRADOSED VIADUCT AT POVAŽSKÁ BYSTRICA
OVERALL LENGTH 941m - TYPICAL SPAN LENGTH 121.8m – PY LON 14.10m –SINGLE BOX GIRDER depth 6.0/4.7m width 30.64m
8 CABLE STAYS RUNNING THROUGH THE SADLE AT PYLON
EXTRADOSED VIADUCT AT POVAŽSKÁ BYSTRICA
CROSS SECTION OVER THE PIER BUILT IN TWO PHASES
1. bottom slab + webs2. upper slab
SUPERSTRUCTURE CROSS SECTION CAST IN ONE POUR
EXTRADOSED VIADUCT AT POVAŽSKÁ BYSTRICA
PROJECT OF BRIDGE MONITORINGREASONS FOR :
- TESTING SEGMENTMASSIVE CROSS SECTION - BUILT NONSTOPMASSIVE CROSS SECTION - BUILT NONSTOP
Verify: erection and concreting method, hydration heat, loading capacity in transverse direction
- MONITORING OF BRIDGE DURING CONSTRUCTIONTHE FIRST EXTRADOSED VIADUCT BUILT IN SLOVAK IA
in some parameters – unique bridgeVerify: design values of stresses in concrete and cable stays
PREPARING OF FORMWORK
CASTING
STRAIN GAUGESTEMPERATURE
SENSORS
ELASTOMAGNETIC SENSORS PSS20
ON DEAD ANCHORAGES
MONITORING OF HYDRATION HEAT OF CONCRETE
T1 T2 T3
T4 T5 T6
T8 T7
T9
1st stage of casting
2nd stage of casting
3rd stage of casting
Maximum temperaturein concrete
after 24 hours70°Cafter 48 hours 60°C
0,0
10,0
20,0
30,0
40,0
50,0
60,0
70,0
80,0
0:00:00 12:00:00 24:00:00 36:00:00 48:00:00
Tep
lota
v s
t.C
Čas
T1 T2 T3 T4 T5 T6 T8 T9
7.9. 14.00 8.9. 02.00 8.9. 14.00 9.9. 02.00 9.9. 14.00Time
climatic temperatureT9
Temperature in °C
DEVELOPMENT OF CREEP AND SHRINKAGE
0.00E+00
1.00E-04
2.00E-04
3.00E-04
4.00E-04
5.00E-04
6.00E-04
7.00E-04
8.00E-04
Specimens C45/55
EC2, C45/55, RH55%, CEM52.5R, 20deg
Free creep strain - development in timeε[-]
Elastic
short.
0.00E+00
5.00E-05
1.00E-04
1.50E-04
2.00E-04
2.50E-04
3.00E-04
3.50E-04
4.00E-04
4.50E-04
5.00E-04
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Specimens C45/55
C45/55, RH55%, CEM52.5R, 20deg
Free shrinkage strain - development in timeε[-]
t [day]
0.00E+00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
t [day]
DEVELOPMENT OF STRENGTH AND MODULUS OF ELASTICITY
50
60
70
80
90
100 100
90
80
70
60
50
Ecm[GPa] fcm[MPa]
0
10
20
30
40
50
0 10 20 30 40 50 60
Ecm,stat[GPa] fcm,cube[MPa]
Log. (Ecm,stat[GPa]) Log. (fcm,cube[MPa])
50
40
30
20
10
0
t[day]
Prestressing operation Control of camber
LOADING TEST OF SEGMENTMEASURING INSTRUMENTS
MEASURING OF STRAINS- strain gauges
MEASURING OF DEFLECTIONS
- precision surveying method - electric gauges
RESULTS OF LOADING OF SECTION -1(CANTILEVER)
State of stress in upper fibres of concrete:• pre - compression stress due to transverse prestressing-3.2MPa• max load LC6 (12 barriers) – compression stress -1.0MPa
Decompression was not reached.
-16
-14
-12
-10
-8
-6
-4
-2
0
0 2 4 6 8 10
LC1 LC2 LC3
LC4 LC5 LC6
LC6-TEOR.
[m]
[mm]
Deflections
RESULTS OF LOADING OF SECTION -1
OT6 OT4 OT2 OT8
-5.00
-4.00
-3.00
-2.00
-1.00
0.00
1.00
LC
1
LC
2
LC
3
LC
4
LC
5
LC
6
σ[MPa]
-5.00
-4.00
-3.00
-2.00
-1.00
0.00
LC
1
LC
2
LC
3
LC
4
LC
5
LC
6
σ[MPa]
Stresses in upper slab
-6.00OT3-EXPER. OT3-THEOR
OT4-EXPER. OT4-THEOR.
-6.00OT1-EXPER. OT1-THEOR
OT2-EXPER. OT2-THEOR.
OT7 OT5 OT3 OT1
-2.50
-2.00
-1.50
-1.00
-0.50
0.00
LC
1
LC
2
LC
3
LC
4
LC
5
LC
6
OT7-EXPER. OT7-THEOR
OT8-EXPER. OT8-THEOR.
σ[MPa]
-2.00
-1.50
-1.00
-0.50
0.00
0.50
LC
1
LC
2
LC
3
LC
4
LC
5
LC
6
OT5-EXPER. OT5-THEOR
OT6-EXPER. OT6-THEOR.
σ[MPa]
RESULTS OF LOADING OF SECTION -2 State of stress in bottom fibers:• expected decompression force in jacks 190kN, real state of stresses = compression -1.5MPa• real decompression force wasequal to 302kN (1.5 - times of expected value)
• tension strength was reached with force of600kN
•expected ultimate limit state was at the level of 840kN, it was not reached with force of 1000kN (limited by capacity of hydraulic jacks)
-40
-30
-20
-10
0
10
20
0 2 4 6 8 10
LC12 LC20 LC25
LC29 LC30 LC30-TEOR
[m]
[mm]
Deflections
RESULTS OF LOADING OF SECTION -2
-5.00
-4.00
-3.00
-2.00
-1.00
0.00
1.00
2.00
LC1
LC
12
LC
20
LC
25
LC
29
LC
30
OT7-EXPER. OT7-THEOR
OT8-EXPER. OT8-THEOR.
σ[MPa]
-25.00
-20.00
-15.00
-10.00
-5.00
0.00
5.00
LC
1
LC
12
LC
20
LC
25
LC
29
LC
30
OT5-EXPER. OT5-THEOR
OT6-EXPER. OT6-THEOR.
σ[MPa]
OT6 OT4
OT7 OT5 OT3
OT8
-25.00
-20.00
-15.00
-10.00
-5.00
0.00
5.00
LC
1
LC
12
LC
20
LC
25
LC
29
LC
30
OT3-EXPER. OT3-THEOR
OT4-EXPER. OT4-THEOR.
σ[MPa]
Stresses in upperslab
RESULTS OF LOADING OF SECTION -2
ST8 ST7 OT9 OT10
1.00
σ[MPa]
0.00
σ[MPa]
-6.00
-5.00
-4.00
-3.00
-2.00
-1.00
0.00
LC
1
LC
12
LC
20
LC
25
LC
29
LC
30
OT9-EXPER. OT9-THEOR
OT10-EXPER. OT10-THEOR.
-14.00
-12.00
-10.00
-8.00
-6.00
-4.00
-2.00 LC
1
LC
12
LC
20
LC
25
LC
29
LC
30
ST7-EXPER. ST7-THEOR
ST8-EXPER. ST8-THEOR.
Stresses in monolithic and prefabricated diaphragm
CONCLUSIONSMonitoring of segment construction has proved:- reliability of fabrication and high quality of work - material properties of concrete in expected values
The loading test of both cross-sections has also proved:- high bearing capacity under imposed load
- most of the monitored parameters during loading tests were matching the theoretical non-linear FEM model
MONITORING OF FORCES IN CABLE STAYS
Milan Chandoga - Andrej JaroševičProjstar – PK, spol. s r.o.
Petr Plotĕný - Marián Repák
EXTRADOSED VIADUCT AT POVAŽSKÁ BYSTRICA
Petr Plotĕný - Marián RepákDoprastav, a.s.
Detailed results are published in the National Report ofSlovakia
.
LIMITATION OF STRAND STRESS
Grouted and externaltendons
.
Cable stayed bridges
Extradosed bridgesσmax,∆σ?????
Extradosed bridgeslack of results
Steel recess pipe with anchor groove
Steel saddle pipe with anchor pin
Grout
Exit pipeExit pipe
CONSTRUCTION OF CABLE STAYSADDLE
Strands
HDPE sleeve
HDPE pipe
HDPE sleeve
HDPE pipe
CONSTRUCTION OF ELASTOMAGNETIC FORCE SENSORS37PSS20 AND 14PSS20
37PSS20 = 37 monitored strandswith elastomagnetic sensors PSS20 - Projstar Smart Sensor with DN 20mm
PSS20
CONSTRUCTION OF SENSOR 37PSS20
SENSOR IN ANCHOR BLOCK
POSITION OF EM SENSORS
AIM OF MONITORING OF EXTRADOSED STRAND CABLE STAYSBetter understanding of stress state
- during construction- under traffic conditions
STAYS no. 2 - 3STAYS no. 5 - 6
FIRST ERECTED PYLON N °11, STAYS 2 and 3 Sensors 37PSS20
4 pieces in total
PYLONS N°5 – 10, STAYS 5 and 6Sensors 14PSS2024 pieces in total
MONITORING OF CABLE STAY FORCE
ASSEMBLYstrands were pushed into HDPE pipe in specific order, located in their position in saddle
then stressed with initial force of 25kN
THE FIRST AND THE SECOND STRESSINGstrands were stressed with CON-TEN method one by one to designed value of
100 kN and 130kN
THE THI RD STRESSINGTHE THI RD STRESSINGbefore attaching girder cantilevers
FINAL STRESSINGbefore loading test
LOADING TEST OF BRIDGETRAFFIC LOAD
ASSEMBLY - PUSHING STRANDS INTO HDPE PIPE
SPECIAL JACK PAUL TENSA 240kN
Initial stressing to about 25 kN per strand
1st and 2nd ConTen stressingstressing to about 100 kN per strandstressing to about 130 kN per strand
Working jack
CON-TEN method developed in DSI
Pilot jack
CONTINUOUS MEASURINGON BOTH SIDES OF PYLON
DURING STRESSING OPERATIONS
MEASURING on B-SIDE
MEASURING on A- SIDE
FORCES IN STRANDS DURING STRESSING OF CABLE X8 - 5Z
80
90
100
110
120
130
140
150S
ila /
kN
L36
L5
L11
L12
L32Integration of
cantileverskN
0
10
20
30
40
50
60
70
75 100 125 150 175 200 225 250 275 300 325 350
Sila
/ kN
Číslo merania
L37
L35
L10
L34
L13
L9
L8
L2
L33
cantilevers
No. of measurement
For
ce /
kN
FORCES IN CABLE X6-5Z DURING PRESTRESSINGOF CABLES X6-4Z AND X6-6Z
Stressing of neighboursAFFECT ON MONITORED STAY X6-5Z IS NEGLIGIBLE
AVERAGE, MAXIMUM AND MINIMUM VALUE OF FORCE IN
STRANDS AFTER SECOND STRESSING
100
120
140
160S
ila /
kN
136.
3
128.
9
128.
0
124.
3
133.
2
132.
1
126.
3
125.
7
129.
9
132.
7
126.
7
125.
0
133.
2
128.
1
125.
5
124.
2
130.
1
126.
8
128.
0
120.
7
133.
2
128.
2
125.
8
122.
6
0
20
40
60
80
X5
-5T
X5
-5Z
X5
-6T
X5
-6Z
X6
-5T
X6
-5Z
X6
-6T
X6
-6Z
X7
-5T
X7
-5Z
X7
-6T
X7
-6Z
X8
-5T
X8
-5Z
X8
-6T
X8
-6Z
X9
-5T
X9
-5Z
X9
-6T
X9
-6Z
X1
0-5
T
X1
0-5
Z
X1
0-6
T
X1
0-6
Z
Sila
/ kN
Priemer
Max
Min
For
ce /
kN Average value
60
80
100Model: Gauss xc 0.087±0.035w 2.518±0.078
et lá
n
DISTRIBUTION OF FORCESIN THE STRANDS
CONCLUSIONS
Using ConTen stressing methodMore than 96% (300 of 311) of strands belongs to interval ±2.1kN.
-8 -6 -4 -2 0 2 4 6 80
20
40
Poč
et lá
n
(F - Fpriem
) / kN
3 4 5 6 7 8 9 100
5
10
15
20
25
30
35
40
Model: Gauss xc 5.58±0.029w 1.42±0.072
Poč
et lá
n
Strata pri zakotvení / kN
DECREASE OF FORCEAFTER WEDGE SETTING Loss after anchorage / kN
No.
of s
tran
ds
No.
of s
tran
ds
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