extradosed viaduct at povaŽskÁ bystrica · extradosed viaduct at povaŽskÁ bystrica project of...

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


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


PIER MIDDLE SPAN


CROSS SECTION OVER THE PIER BUILT IN TWO PHASES

1. bottom slab + webs2. upper slab

SUPERSTRUCTURE CROSS SECTION CAST IN ONE POUR


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

I. TESTING SEGMENT

-MECHANICAL AND RHEOLOGICAL PROPERTIES OF CONCRETE

- LOADING TEST OF SEGMENT

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

LOADING OF SECTION -1(cantilever)

RESULTING WEIGHT

420kN = 42ton

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


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


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



σ[MPa]

LOADING OF SECTION -2(SLAB MID-SECTION)

LOADING THROUGH TWO HYDRAULIC JACKS AND

PRESTRESSING BARS

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


-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



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



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



σ[MPa]

Stresses in upperslab


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



-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

RESULTS OF LOADING OF SECTION -2 (SLAB MID-SECTION)

Crack width, max 0.3mm

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


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

CONSTRUCTION OF CABLE STAYANCHORAGE

DYNA Grip® Anchorage

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 CABLEX10 - 5Z

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

DEEPER UNDERSTANDING OF EXTRADOSED BRIDGES

WHICH IS ACHIEVED BY MEANS OF

IN SITU MONITORING

CAN LEAD TO

DEVELOPMENT OF NEW STAY SYSTEMS AND DESIGN RECOMMENDATIONS

Thank you for your attention

extradosed viaduct at povaŽskÁ bystrica · extradosed viaduct at povaŽskÁ bystrica project of...

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