Outline 1. Bridge damage to earthquake 2. Seismic analysis and - - PDF document

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Outline 1. Bridge damage to earthquake 2. Seismic analysis and - - PDF document

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6/22/2015 Outline 1. Bridge damage to earthquake 2. Seismic analysis and evaluation of existing bridges 3. Bridge strengthening methods 4. Cyclic load test of bridge using FRP strengthening technique 5. Strengthening of columns using FRP 6.

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Outline

  • 1. Bridge damage to earthquake
  • 2. Seismic analysis and evaluation of existing

bridges

  • 3. Bridge strengthening methods
  • 4. Cyclic load test of bridge using FRP

strengthening technique

  • 5. Strengthening of columns using FRP
  • 6. Application of FRC in ductility

improvement of bridge structures

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  • 1. Bridge damage due to earthquake

Potential Earthquake Sources

Indo-Australian plate Eurasian plate

  • Megathrust Sunda subduction zone,

where Indo-Australian plate moves toward Eurasian plate at a rate of 45-70 mm/year

Tectonic Plate Boundary

  • Largest recorded quake is Mw = 9.1

Sumatra-Andaman Earthquake in 2004, a cause of destructive tsunami.

Bangkok

  • Generates frequent and large earthquakes.

500-800 km

  • Nearest distance from this fault to

Bangkok is 500-800 km.

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6/22/2015 3 Potential Earthquake Sources

Crustal Faults

  • There are 13 known active faults in

Thailand.

Earthquake Sources

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During 1912 to 2007, ~15,000 earthquakes with Mw ≥ 3.0, including foreshocks & aftershocks were recorded near Thailand.

Ye a r Sourc e L

  • c a tion

Ma g nitude Da ma g e 1935 Na a n 6.5 F e lt in BKK 1975 T a a k 5.6 1983 Ka nc ha na buri (Sri Sa wa t fa ult) 5.3,5.9,5.2 1995/ 96 Chia ng Ra i 5.1/ 5.5 Da ma g e to building s 1995 Phra e 5.2

Earthquakes IN Thailand (Mw ≥ 5) : Pan Hospital in 1995

Mae Lao Earthquake 5 May 2014

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Masonry infill wall failure

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6/22/2015 9 Bridge pier collapse

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6/22/2015 10 Bridge pier collapse Unseating

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6/22/2015 11 Unseating Unseating

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6/22/2015 12 Bridge pier collapse- Flexure failure Bridge pier collapse- Flexure failure

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6/22/2015 13 Bridge pier collapse- Bar buckling Bridge pier collapse- Shear failure

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6/22/2015 14 Bridge pier collapse- Shear failure Joint failure

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6/22/2015 15 Joint failure Beam failure

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6/22/2015 16 Abutment failure

: Compare structural capacity and demand from earthquake 4 major methods

  • 1. LSP – Linear static procedure
  • 2. LDP – Linear dynamic procedure
  • 3. NLSP – Non‐linear static procedure
  • 4. NLDP – Non‐linear dynamic procedure
  • 2. Seismic analysis and evaluation of existing

bridges

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6/22/2015 17 Non‐linear static procedure using CPM

  • ตัวอย่างของ Capacity Spectrum Method

Demand vs Capacity

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  • Bridge evaluation procedure using

Capacity Spectrum Method (CPM)

  • Analysis for seismic demand from earthquake using

Linear Elastic Time History Analysis and convert it into response spectrum result or “Demand Spectra”

  • Calculate structural capacity using pushover analysis

method to obtain force-lateral displacement of the bridge

  • Compare capacity and demand in the same chart. The

seismic resistance capacity of structures could be directly

  • btained form the chart
  • Reinforced concrete jacketing
  • Steel plate jacketing
  • FRP jacketing
  • Carbon fiber reinforced polymer (CFRP)
  • Glass fiber reinforced polymer (GFRP)
  • Aramid fiber reinforce polymer (AFRP)
  • 3. Bridge strengthening methods
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  • RC Jacketing
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6/22/2015 20 การเปรียบเทียบการวิบัติของเสาที่มีการต่อทาบและไม่ต่อทาบ VDO\video total Zoom Crack column S1 and S1splice (WMV HD 720 ) NEW.wmv การวิบัติเนื่องจากแรงดัดVDO\S1L WMV HD 720 30p.avi การวิบัติเนื่องจากแรงเฉือนVDO\S3S WMV HD 720 30p.avi

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  • Steel plate jacketing
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  • FRP jacketing

What is FRP ?

There are three types of fiber

  • 1. Carbon fiber reinforced polymer (CFRP)
  • 2. Glass fiber reinforced polymer (GFRP)
  • 3. Aramid fiber reinforced polymer (AFRP)
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“Stress‐strain relationship of different fiber type”

Advantages:

  • 1. Light weight
  • 2. Easy to install
  • 3. Environmental Durability

Type of CFRP

Disadvantages: 1. Expensive 2. Fire vulnerability 3. Require installation expert ROD PLATE SHEET

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6/22/2015 26 Strain Stress 35000 ksc 4000 ksc Design Stress Limit for CFRP(strain = 0.004)

FRP design for columns

Transverse direction for:

  • increase compressive strength due to

confinement effect

  • increase shear strength by truss action

The strength and ductility of concrete will increase when wrapped transversely by CFRP Longitudinal direction for enhancing moment resisting capacity It is more effective to increase the confinement when used in circular column compare to rectangular column

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Collapse Behavior of a cylinder wrapped by FRP

Concrete cylinder with compressive strength of 24 MPa Concrete cylinder wrapped by 1 layer CFRP. Compressive strength 40 MPa

TYPE OF BRIDGE

Pile Bent with 4 columns with 1-layer bracing

  • 4. Cyclic load test of bridge using FRP

strengthening technique

Pile Bent with 4 columns with 2-layer bracing

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6/22/2015 28 CLASSIFICATION OF PILE BENT BRIDGE TYPE

3-span bridge 5-span bridge

EXPERIMENTAL PROGRAM

  • Test 4 half-scale model ทดสอบเสา 4 ต้นแบบลดขนาด (half-scale model)
  • Strengthening Method
  • GFRP- commercially available in Thailand
  • Use different type of strengthening location
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6/22/2015 29 DETAILING OF BRIDGE SPECIMEN FOUNDATION OF TEST BRIDGE

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specimen Strengthening Material Strengthening Approach Test time C1r_GFRP GFRPP Strengthening after test 1 Month C2_GFRP GFRP Strengthening before test 1 Month C3r_GFRP GFRP Strengthening after test 1 Month C4_GFRP GFRP Strengthening before test 1 Month

TEST BRIDGES PREVIOUS BRIDGE COLUMN DAMAGE

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6/22/2015 31 STRENGTHENING BY GFRP TYPE1 STRENGTHENING BY GFRP TYPE2

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6/22/2015 32 CONSTRUCTION STAGE Setup Strain Gauge Longitudinal = 34 Ea. Strain Gauge Transverse = 12 Ea. Total Strain Gauge = 46 Ea. STRAIN GAGE LOCATIONS

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6/22/2015 33 LVDT LOCATION Setup LVDT = 20 Ea.

CYCLIC LOAD TEST SETUP

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  • 3.00
  • 2.00
  • 1.00

0.00 1.00 2.00 3.00 5 10 15 20 25 30 35 40 45 Drift (%) Number of Steps

DISPLACEMENT HISTORY

C1r_GFRP

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6/22/2015 35 Actuator installation Transverse displacement prevention

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  • Sensors

Load cell Displacement sensor Stain Gage

Reference name of strain gages

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การติดตั้งLVDT

Measurement of curvature and shear deformation

การติดตั้งLVDTเพื่อวัดการเสียรูปเนื่องจากแรงเฉือน ในคาน

Lateral Drift +0.50% Cycle 1 Compressive strength 220‐270 ksc

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6/22/2015 38 Lateral drift +0.75% cycle 1 Lateral drift +1.5% cycle 1

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6/22/2015 39 Lateral force – displacement relationship

STRENGTHENING PROCEDURE FOR CFRP AND GFRP

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  • 1. Grind 4 corner of the columns and beam.
  • 2. Use clean cloth to clean the concrete surface
  • 3. Mix Epoxy Resin using the proper mix ratio according to

manufacturing recommendation

  • 3. Use a brush to paint epoxy resin on the target surface
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  • 4. Wrap the fiber and use the roller to roll on the fiber surface to make

sure that the fiber perfectly attach to the concrete surface. Paint the fiber with epoxy before wrapping another layer. Lateral drift +0.50% round 1

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6/22/2015 42 Lateral drift +0.75% round 1 Lateral drift +1.50% round 1

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6/22/2015 43 Lateral drift +3.50% round 1 Lateral force – displacement relationship

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6/22/2015 44 Comparison of Lateral force – displacement relationship

C2_GFRP

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6/22/2015 45 VDO\Pile bent 2 WMV HD 720 30p.wmv

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C3r_GFRP

170 ksc 270 ksc 170 ksc

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6/22/2015 47 VDO\Pile bent 3 Before.mpg

After Strengthening

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6/22/2015 48 VDO\After Repair (Pile Bent3).mpg

C4_GFRP

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6/22/2015 49 150 ksc 150 ksc 150 ksc VDO\Pile bent 4.mpg

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Durability Proof of GFRP ……………. undergoing research

Durability test of GFRP

Mixtures Cement Extract Mixtures Sodium Hydroxide (NaOH)

  • Weight Loss
  • Tensile Strength

Loss

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Fiber + epoxy Steel plate 5 cm “ Weight Loss Test” “Tensile Strength Loss Test” “Tensile Strength Loss Test” Parameters to be studied

  • PH of solution
  • Temperature
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Col. bxh (mm) Shear Span (mm) Aspect Ratio Splice Detailing Axial Load Ratio Mode of Failure Remarks S1CFRP 250x350 2050 5.85 No splice 0.2 Flexure GFRP wrap S1S CFRP 250x350 2050 5.85 25db 0.2 Flexure GFRP wrap S2CFRP 250x350 1570 4.5 No splice 0.2 Flexure‐shear GFRP wrap S2S CFRP 250x350 1570 4.5 25db 0.2 Flexure‐shear GFRP wrap S3CFRP 250x350 1100 3.15 No splice 0.2 Flexure‐Shear GFRP wrap S3S CFRP 250x350 1100 3.15 25 db 0.2 Flexure‐Shear GFRP wrap

Gravity Load (P)

M

M V Contraflexure Point

 

P V

h h

H=2.05m F P

  • 5. Strengthening of columns using FRP
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106

  • 6. Application of FRC in ductility improvement of

bridge structures

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107

Objective

To improve the ductility of non-ductile RC columns using steel reinforced concrete (SFRC)

Test Programs C1 – without SFRC S1 – with SFRC 1% by volume

“60mm hook- ended steel fiber”

108

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Loading scheme

Test under Displacement Control Condition

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At 0.5% Drift

C1 S1

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At 1% Drift

C1 S1

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At 3% Drift

C1 S1

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At 3.5% Drift

C1 S1

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At 8% Drift

S1

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115

‐100.00 ‐80.00 ‐60.00 ‐40.00 ‐20.00 0.00 20.00 40.00 60.00 80.00 100.00 ‐9.00 ‐8.00 ‐7.00 ‐6.00 ‐5.00 ‐4.00 ‐3.00 ‐2.00 ‐1.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00

Lateral Load (kN) DRIFT (%)

Column 0.5% FRC Column S1 Column 1.00% FRC

Hysteresis loop comparison

116

Test Results

Column C1 S1

max load, (kN)

58.09 84.30

deflection at yield(mm)

28.79 38.00

load at yield1(kN)

43.57 63.23

deflection at yield(mm)

10.00 12.00

load at failure(kN)

46.47 67.44

deflection at failure (mm)

36.70 72.30

displacement ductility, 

3.67 6.03

Mode of failure

Flexure Flexure

m

P

m

P

m

u y Py Py u f Pf Pf ucol P

col

P

col

u

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6/22/2015 60 เสาที่ไม่มีการเสริม BRR เสาที่มีการเสริม BRR

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