The Use Of Fiber Bragg Grating In Structural Health Monitoring Applications

H. Marzouk Faculty of Engineering, Architecture and Science Ryerson University, Toronto, Ontario, Canada

Introduction to structural health monitoring (SHM).

Optical Fiber Bragg Grating (FBG) sensors.

Monitoring of existing structural members.

Experimental Creep Investigation.

NS, HS, UHPC.

Summary and Conclusions.

Presentation Outline

Structural Health Monitoring

Definition of SHM

Structural health monitoring (SHM) is defined as the process ofimplementing a damage detection strategy for aerospace, civil, andmechanical engineering infrastructure. It consists of permanentcontinuous, periodic or periodically continuous recording of representativeparameters, over short or long terms.

Advantages/Benefits of SHM

1. Improved understanding of in-situ structural behaviour2. Early damage detection3. Assurances of a structure’s strength and serviceability4. Reduction in down time5. Improved maintenance and management strategies for better

allocation of resources6. Enables and encourages use of innovative materials

Doctor / Patient SHM Engineer / Structure

Damage Detection

Damage Detection

In the most general terms, damage can be defined as changes introduced into a system that adversely affects its current or future performance.

Damage levels:

1. Identification that are detection of the damage, 2. Localization of the damage, 3. Quantification of damage, and 4. Decision-making.

Different types of damage

One-way shear cracksPunching shear cracksLongitudinal Flexure cracks

Structural Health Monitoring Using Fiber Optics

SYSTEM COMPONENTS

1. Selection of Sensors

2. Sensor Installation and

Placement

3. Transfer to Data Acquisition

System

4. Data Sampling and

Collection

5. Intelligent processing and

management of DATA

6. Storage of processed DATA

7. Diagnostics

Sensors

(various types)

Monitored Structure

DA system

(on-site)

Communication System

(e.g. telephone lines)

Data processing

(automatically by computer)

Diagnostics

Data retrieval

(and decision making)

Data Storage

(hard discs or

CD archives)

OPTICAL FIBER SENSORS

FIBRE OPTIC SENSORS

Advantages of Fibre Optic Sensors

1. Non-conductive

2. Stable

3. Convenience

4. Flexibility

Types of Fibre Optic Sensors

1. Fibre Bragg Grating (FBG)

2. Long Gauge Sensors

3. Fabry-Perot

4. Brillouin Scattering

Embeddable

Bondable

Weldable

FBG Array

Operating Principle

Operating Principle

Transmission and reflection spectra of a fiber Bragg grating FBG

2o n

Bragg wavelength

>8mm >8mm >25 to 40mm

Outer jacket Aramid reinforcing fibres Inner jacket Fibre buffer Optical fibre

Schematic showing the typical components of a bondable

fibre optic sensorΛ: modal index or

grating pitch

Advantages of Optical Fiber Sensing

• High Sensitivity;

• Electrical Passiveness;

• Wide Dynamic Range;

• Multiplexing Capability.

Physical phenomenon to be measured

Wavelength Shift for Fiber Bragg Grating

Types of Optical Fiber Sensors

1) Temperature sensor

2) Strain Sensor

3) Pressure sensor

4) Chemical sensor

5) Biomedical sensor (oxygen sensor)

6) Fiber-optic gyroscope

7) Electrical and magnetic sensors

8) Displacement and position sensors

Reflection spectrum of a fiber Bragg Grating

-60

-55

-50

-45

-40

-35

-30

-25

-20

-15

-10

-5

0

1542 1544 1546 1548 1550 1552

Calibration of FBG DATA ANALYSIS – STATIC LOAD TEST

Electric Strain Gauge (ESG) Versus Fiber Bragg Grating (FBG)

0

2

4

6

8

10

12

14

16

0 5 10 15 20 25 30 35

Strain, microstrain

Load

, k

ips

Average Steel Stain (ESG)

Average Steel Strain (FBG)

Fig. 3 Comparison for average steel strain Using ESG and FBG

Fiber Bragg grating wavelength sensing system

FBG 1 FBG 2 FBG 3

USB

Source of light

Wavelength detection

PC

Optic electronic

demodulation unit

Digital interface

PCMCIA card

FBG-SLI

Optical Fiber

Placing of FBG In Concrete Slab

Structural Health Monitoring Using Fiber Optics

Experimental Program

1

2

6 3

7

4

8

5

FBG Demodulatio

n

unit

Health Monitoring of Flexural Cracks

FBG and ESG sensors to monitor Flexural cracks

1900

1900

FBG1Fiber

ESG1 ESG2

ESG3 ESG4

Wires

ESG

Long

FBGFBG and ESG sensors glued

to tensile rebars

Stub column

Supporting beam

boundaries

1900

1900

Fiber

FBG

250

300

Long FBG sensor embedded in

the concrete slab (300 mm)

Long-gauge sensors allow the measurement of deformations over measurement bases that can reach tens of metres with resolutions in the micrometre range.

Health Monitoring of New Structures

SHM for a reinforced concrete beam

Test setup and instrumentation

A

A

1500 600 1500

200 3600 200

375

650

300

2 # 15M

2 # 25M

30

40

Section A-A

A

A

1500 600 1500

200 3600 200

375

650

300

2 # 15M

2 # 25M

30

40

Section A-A

Dimensions and reinforcement of test beam

LVDTLVDT

LVDT

670 kN MTS

Front View

Top View

Concrete strain gauges

Steel strain gauges

4000

880254

32°

Long FBG sensor

Expected diagonal

shear crack path

900900 900 900

650

300

300

Long FBG sensor

Test Results

Crack pattern for test beam

4000

900900 900 900

650

Long FBG sensor

Test Procedure

Cyclic Load Test (ACI 437R-03)The loading process involved a serviceability limit state cycle test and a failure Cycle test. In the serviceability test, a relatively small force was imposed on the slab of approximately 0.5 Pu and then it was released after finishing the test.When using the cyclic load test method (ACI 437R-03), load is typically applied by hydraulic actuators in a stepped loading pattern that is made up of :1. At least three (3) load-sets.2. Each load-set is made up of two (2) or more identical load cycles.

Load-Time

0

50

100

150

200

250

0:00:00 0:14:24 0:28:48 0:43:12 0:57:36 1:12:00

Time (h:mm:ss)

Lo

ad

(kN

)

Loading profile for service loading test

Load Control (Slab) Displacement Control (Beam)

Displacement-Time

0

5

10

15

20

25

30

0:00:00 0:14:24 0:28:48 0:43:12 0:57:36 1:12:00 1:26:24 1:40:48 1:55:12 2:09:36 2:24:00

Time (hh:mm:ss)

Dis

pla

ce

me

nt (m

m)

Test Results

Concrete tensile strain-time

Concrete strain-Time

0

200

400

600

800

1000

1200

1400

1600

0:00:00 0:14:24 0:28:48 0:43:12 0:57:36 1:12:00

Time (h:mm:ss)

Co

ncre

te s

tra

in (

με)

FBG Concrete strain (300 mm)

First Crack

Second Crack

The long FBG sensor was able to capture the initiation of the first and secondtransverse cracks; this is indicated by a sudden increase (shift) in the concrete tensile strain value. The first crack width could be calculated by multiplying the difference in the concrete tensile strain (340 µε) by the gauge length value (300 mm), and it is equal to 0.102 mm.

Concrete tensile strains

Flexural Cracks Detection (Slab)

Stub column

Supporting beam

boundaries

1900

1900

Fiber

FBG

250

300

Embedded Long FBG

Steel strains

Strain response of cracked slab

under cyclic loading

Based on a calibration test, the wavelength-strain coefficient for the FBG sensor was estimated to be approximately 0.95 pm/με.

Load-Steel strain

0

50

100

150

200

250

0 200 400 600 800 1000 1200

Steel strain (με)

Lo

ad

(kN

)

Load-Steel Strain

0

50

100

150

200

250

0 200 400 600 800 1000 1200 1400

Steel strain (με)

Lo

ad

(kN

)

FBG Steel Strain Gauge (20 mm)

Electrical Strain Gauge

Test ResultsFlexural Cracks Detection (Slab)

Typical behaviour

Load-steel strain

Shear strains

Test ResultsBeam Shear Sensor

Shear strain-Time

Long FBG sensor was able to measure the shear strain and to capture the initiation of two Flexural cracks. The first shear crack occurred at a shear strain of 214 micro strain and a load 145 kN. The max. recorded shear strain Of 1186 micro strain at a failure load of 226 kN.

Shear strain-Time

0

50

100

150

200

250

300

350

400

450

0:00:00 0:28:48 0:57:36 1:26:24 1:55:12 2:24:00

Time (hh:mm:ss)

Sh

ea

r str

ain

(µ

ε)

Shear strain

Flexural crack

Flexural crack

Load - Shear strain

Load-Shear strain

0

50

100

150

200

250

300

350

400

450

0 50 100 150 200 250 300 350 400 450

Shearl strain (µε)

Lo

ad

(kN

) Long FBG sensor

Dispacement - Time

0

1

2

3

4

5

6

7

8

0:00:00 0:14:24 0:28:48 0:43:12 0:57:36 1:12:00 1:26:24 1:40:48 1:55:12

Time (hh:mm:ss)

Dis

pla

ce

me

nt (m

m)

Loading Profile

Test ResultsOne-Way Shear (Beam)

Displacement - Time

The test was carried out using a closed-loop (MTS) testing machine with a maximum capacity of 670 kN. The load was applied by means of a hydraulic actuator in displacement control mode.

Displacement-Time

0

5

10

15

20

25

30

35

40

45

0:00:00 0:14:24 0:28:48 0:43:12 0:57:36 1:12:00 1:26:24

Time (hh:mm:ss)

Dis

pla

ce

me

nt (m

m)

Service test Failure test

Load-Time

0

50

100

150

200

250

300

350

400

450

500

0:00:00 0:14:24 0:28:48 0:43:12 0:57:36 1:12:00 1:26:24

Time (hh:mm:ss)

Lo

ad

(kN

)

Load - Time

Service test Failure test

Load - Time

0

50

100

150

200

250

0:00:00 0:14:24 0:28:48 0:43:12 0:57:36 1:12:00 1:26:24 1:40:48 1:55:12

Time (hh:mm:ss)

Lo

ad

(kN

)

Flexural cracksFlexural cracks

Concrete CrushingFlexural + Shear cracks

Steel strains

Test ResultsOne-Way Shear (Beam)

Steel strain-Time

Steel strain-Time

0

200

400

600

800

1000

1200

1400

0:00:00 0:28:48 0:57:36 1:26:24 1:55:12 2:24:00

Time (hh:mm:ss)

Ste

el str

ain

(µ

ε)

Steel strain

Flexural crack

Flexural crack

Electrical strain gauges (ESG) sensors were able to capture the initiation of two Flexural cracks as well as m.

Load-Steel strain

0

50

100

150

200

250

300

350

400

450

0 200 400 600 800 1000 1200 1400 1600 1800

Steel strain (µε)

Lo

ad

(kN

)

Steel gauge 1

Load - Steel strain

(FBG) sensors are the most common types of fiber optic sensors used for structural applications

FBG system includes:• Optical fiber with prewritten grating sensors

• A broadband source

(light emission device)

• Coupler

• Optical spectrum

analyzers (OSA)

Fiber Bragg Grating sensors (FBG)

FBG 1 FBG 2 FBG 3

USB

Source of light

Wavelength detection

PC

Optic electronic

demodulation unit

Digital interface

PCMCIA card

FBG-SLI

Optical Fiber

Fiber Bragg GratingASSMEBLEING

Fiber Bragg Grating Packaging

I-MON 512-USB2 Evaluation software

FBG installation for Beam

CIVIL ENGINEERING DEPARTMENT

DR. H. Marzouk

E-MAIL: hmarzouk@ryerson.ca

Definition of SHMStructural health monitoring (SHM) is defined as the process of implementing

a damage detection strategy for aerospace, civil, and mechanical engineering

infrastructure. It consists of permanent continuous, periodic or periodically

continuous recording of representative parameters, over short or long terms.

Advantages/Benefits of SHM1. Improved understanding of in-situ structural

behaviour

2. Early damage detection

3. Assurances of a structure’s serviceability

4. Reduction in down time

5. Improved maintenance and management

strategies for better allocation of resources

6. Enables and encourages use of innovative

materials and Extended bridge service life

Advantages of Fibre Optic Sensors1. Non-conductive, Stable, Convenience and Flexibility.

2. High Sensitivity and Electrical Passiveness

3. Wide Dynamic Range and Multiplexing Capability.

Physical phenomenon to be measured

Wavelength Shift for Fiber Bragg Grating

Types of Fiber Optic Sensors1. Fibre Bragg Grating (FBG)

2. Long Gauge Sensors

3. Fabry-Perot

4. Brillouin Scattering

Analytical Model For Crack Spacing

RESEARCH OUTCOME R

RESEARCH OUTCOME

The presented work describes a structural health monitoring technique to detect,

localize and quantify damage for in existing and new structural members.

Long FBG sensor embedded in concrete slab was successfully used to detect the

width and location of first crack.

CIVIL ENGINEERING DEPARTMENT

DR. H. Marzouk

E-MAIL: hmarzouk @ryerson.ca

Doctor / Patient SHM Engineer / Structure

PROBLEMS AND CHALLENGES

The maximum effective strain, εmax, for HSC is reported to be around 16 times εp, strain at ultimate load

(Marzouk & Chen, 1995). However, when using UHPFRC it is observed that εmax is 4-6 times greater

than εp. The fracture energy can then be claculated using the load-deformation response using Eq1

(Japan Concrete Institute Standard, 2003). Table 2 summarizes the mechanical properties of the test

specimens.

GF= (0.75W0+W1)/Alig

Where,

GF = fracture energy (N/mm)

W1= 0.75(Sm1/L +2m2)*g*CMODc

W0 = area below CMOD curve up to rupture of specimen (N.mm)

W1 = work done by deadweight of specimen and loading jig (N.mm)

Alig = area of broken ligament (b*(h-a0) (mm2)

m1 = mass of specimen (kg)

S = loading span (mm)

L = total length of specimen (mm)

m2 = mass of jig not attached to testing machine but placed on specimen until rupture (kg)

g = gravitational acceleration (9.807 m/s2)

CMODc = crack mouth opening displacement at the time of rupture (mm)

RESEARCH FINDINGS

UHPFRC, exhibits superior qualities compared

to normal and high strength concrete. The

introduction of fiber reinforcement proves to

increase, significantly, the ductility of the mix;

resulting in a concrete material that behaves

rather different than conventional concrete.

High strength concrete has a more brittle

behavior to that of normal strength concrete,

demonstrated by the sharp descends in the

stress-strain curve. UHPFRC exhibits a far

more ductile behavior when compared to

normal and high strength concrete. This ductile

behavior and the increased strength ultimately

result in concrete with significantly higher

fracture energy, consequently a higher

characteristic length.

• Beam (200x300x1000 mm)

• Two point load

• 150mm gage length of FBG

• Normal strength concrete:35 Mpa

• specimens were loaded at a displacement rate

0.003 mm/s

0.002 mm/s

0.0002 mm/s

TEST SET UP FOR CONCRETE BEAMS

Mix Properties Normal-Strength High-Strength* Ultra-High Strength

fcm28, MPa 30 70 140

Water Content 0.40-0.45 0.27-0.3 0.17-0.20

Cement Content kg/m3

(silica fume)

350 440

SF(5% of cement content)

883

SF(24% of cement

content)

Coarse aggregate kg/m3 1200 1100 -

Air entrainment agent(ml/m3) 300 325 -

Water reducing agent (ml/m3) 1400 825 4% of cement content

Superplasticizers(ml/m3) 1500 7500 Na

Relative Humidity,% 95 95 95

Type of Cement ASTM (I) ASTM (I) ASTM (I)

t 0 (time of curing, days) 28 28 28

t (time of loading, days) 28 28 28

Type of curing Moist Moist Moist

Mix Properties of three graded concrete

SPECIMENS PREPARATION FOR CREEP AND SHRINKAGE MEASUREMNT

Creep testing

Experimental set up for creep test

• Civil Lab, Ryerson university

Testing procedure

Creep testing

cylinders under constant load with

a) FBG embedded b) ESG on surface

Compressive Strength

0

20

40

60

80

100

120

140

160

180

0 0.002 0.004 0.006 0.008 0.01 0.012 0.014

0

5

10

15

20

25

Axi

al C

om

pre

ssiv

e St

ress

(M

Pa)

Axial Strain (mm/mm [in./in.])

Axi

al C

om

pre

ssiv

e St

ress

(ks

i)HSC HPFC1

HPFC2 UHP-FRC

Modulus of Elasticity test with embedded FBG sensor

Creep and shrinkage strain from FBG sensors

0

50

100

150

200

250

300

350

400

450

500

0 5 10 15 20 25 30

Cre

ep

an

d s

hri

nka

ge S

trai

n (

µε)

Days of loading

UHPC

HPC

NC

Shrinkage from FBG sensors

0

10

20

30

40

50

60

70

28 33 38 43 48 53 58

shri

nka

ge s

trai

n (

µε)

Days after casting

UHPC HPC NC

Long –Term creep prediction base on experimental result

y = 1.5642ln(x) + 1.1233

y = 3.783ln(x) + 2.5453

y = 19.172ln(x) + 5.2603

0

10

20

30

40

50

60

70

80

0 5 10 15 20 25 30

Cre

ep S

trai

n (

µε/

MPa

)

DAYS

UHPC

HPC

Normal

Log. (UHPC)

Log. (HPC)

Log. (Normal)

SHM Methodology

55

Structure Health Monitoring

Data Collection

System Integration

F.E Model

Visual Inspection

Inspection Reports

Feild Mesurments

Fiber Optic Sensors

Data Acquisition

Database Station

RD Signature

Lifecycle Mangement

and Assessment

Decision Making

Risk and Reliablitiy Assesment

Reliability Index

Lifecycle Algorithm

Detoriation Model

Management Strategy

• Assessment Results

Assumption of a generic degradation model.

Stiffness, crack width, settlement, deflection.

Visual inspection, damage detection methodologies.

Dynamic monitoring methodologies.

• Life cycle analysis, durability, the real degradation process and residual lifetime considerations

Estimation of the design life of the existing structure.

Assessment criteria in order to take corrective measure;o Dynamic bridge monitoring

o Visual inspections

o Material tests.

Maintenance instructions to preserve the original design life.

SHM Performance IndicatorSHM Performance Indicator

Random Decrement

Integrity

Mode Shapes

Operability

Half cell Potiential

Corrosion

MultiChannel Random

Decrement

Damage Locatization

Trend (Time)

Life-Cycle-Curve

Crack Width (piezo-ceramic

sensors)

Stiffness Mapping

Design life using probability density functions

Bridge Condition Index (BCI)

BCI Range Condition Recommended Action

70 – 100 Good Maintenance work is usually not

required within the next five years.

60 – 70 Fair

Maintenance work is usually

scheduled within the next five year.

This is the ideal time to schedule

major bridge repairs from an

economic perspective.

Less than

60

Poor Maintenance work is usually

scheduled within one year from

inspection date.

BCI Ratings Used by MTO

Bridge Condition Index (BCI)

Performance

Measure

Weight Factor Deterioration Type Weight Factor

Accuracy 0.25 Delamination 0.42

Precision 0.30 Corrosion 0.35

Speed 0.25 Cracking 0.10

Ease of Use 0.10 Concrete

Degradation

0.13

Cost 0.10

Deterioration Type Delamination Corrosion Cracking Concrete

Deterioration

Overall

Value

Impact Echo 4.7 1.0 2.5 3.1 3.0

Ultrasonic Pulse Echo 3.6 1.0 2.6 3.4 2.6

Half-Cell Potential 1.0 4.9 0.0 1.0 2.3

Impulse Response 3.6 1.0 0.0 2.6 2.2

Ultrasonic Surface Waves 2.5 1.0 3.0 3.4 2.2

Ground Penetrating Radar 3.0 1.0 1.0 3.1 2.1

Chain Drag/ Hammer

Sounding

3.7 1.0 0.0 1.0 2.1

Electrical Resistivity 1.0 3.9 0.0 1.0 1.9

Infrared Thermography 3.2 1.0 0.0 1.0 1.8

Galvanostatic Pulse

Measurement

1.0 3.0 0.0 1.0 1.6

Table 5.4.3.1 – Performance Measure and Deterioration Type Vs. Weight Factor (Gucunski et al, 2010)

Equipment:

• Impact hammer (type Kistler 9728A)

• 10g accelerometer (type Kistler 8704B500)

• Data acquisition system (NI cDAQ-9184 (NI) compact DAQ)

Experimental investigation

61

Accelerometer

The initiation of the flexural crack was achieved where the

beam was loaded using concentrated three point load setup.

Experimental investigation

62

Accelerometer 1

Load cell

Crack gauge

Accelerometer 2

Theoretical investigation

63

𝑋𝑅𝑖 𝜏 =1

𝑁 𝑖=1

𝑁 𝑥𝑖 (𝑡𝑖 + 𝜏)

𝑋𝑅𝑖 𝜏 is the estimate of the RD interpreted in terms of correlation function

𝑡𝑖 is the time past the triggering

N is the number of triggering points

𝜏 is time lag

Brincker, R. 2005

Theoretical investigation

64

Locating damage using differences of the normalized mode shape

𝑥𝑖(𝑡) = 𝐴𝑖 𝑒−2 𝜀 𝜔𝑡 cos 𝜔𝑖 𝑡 − 𝜑𝑖 , 𝑖 = 1,2,3… . , 𝑁

λ𝑖 = 𝐴1 , 𝐴2 , … . , 𝐴𝑚𝑇

λ𝑖∗ = 𝐴1

∗, 𝐴2∗, … . , 𝐴𝑚

∗ 𝑇

∆λ𝑖 = 𝐴1𝑛−𝐴1

∗𝑛, 𝐴2𝑛−𝐴2

∗𝑛, … . , 𝐴𝑚𝑛−𝐴𝑚

∗𝑛 𝑇

𝑥𝑖(𝑡) is the random decrement for certain channel 𝜀 is the

damping coefficient

𝜔𝑖 is the natural frequency and 𝜑𝑖 is the phase angle λ𝑖 is the mode shape

𝐴𝑖 is the displacement amplitude

n is superscript indicates the normalized value ∆λ𝑖 is the modal

vector difference

Data analysis

• Logarithmic Decrement

65

ni

i

A

Aln

n

1

22

2

4

Tfr

1

Methodology

Theoretical investigation

• It reduces the response to equivalent free decay of the structure.

𝜇1 + 2𝜉𝜔𝑜 𝜇1 + 𝜔02𝜇1 = 0

• It is an approach to identify the dynamic parameters using logarithmic

decrement from the free decay curve.

66

ω𝑜 is the natural frequency

𝜉 is the damping ratio

Theoretical investigation

𝑀 𝑥(𝑡) + 𝐶 𝑥(𝑡) + 𝐾 𝑥(𝑡) = 𝑓(𝑡)

𝑥(𝑡) + 2𝜔𝑜𝜉 𝑥(𝑡) + 𝜔𝑜2 𝑥(𝑡) = 𝑓(𝑡)

Let 𝑦1 = 𝑥 and 𝑦2 = 𝑥

𝑦1 = 𝑦2

𝑦2 = −2𝜔𝑜𝜉𝑦2 − 𝜔𝑜 𝑦1 + 𝑓(𝑡)

𝜕𝑃

𝜕𝑡=

𝜕

𝜕𝑦1𝑦2𝑃 +

𝜕

𝜕𝑦2−2𝜔𝑜𝜉𝑦2 − 𝜔𝑜

2 𝑦1 𝑃 +𝜓𝑜

2

𝜕2

𝜕𝑦22

𝑃 𝑌, 𝑡 + 𝑑𝑡 𝑌𝑜 − 𝑃 𝑌, 𝑡 𝑌𝑜

=𝜕

𝜕𝑦1𝑦2𝑃 +

𝜕

𝜕𝑦2−2𝜔𝑜𝜉𝑦2 − 𝜔𝑜

2 𝑦1 𝑃 +𝜓𝑜

2

𝜕2

𝜕𝑦22

67

Theoretical investigation

−∞

∞

𝑦2(𝜕

𝜕𝑦22𝜔𝑜𝜉𝑦2 − 𝜔𝑜

2 𝑦1 𝑃) 𝑑𝑦1𝑑𝑦2 = −(2𝜔𝑜𝜉𝑦2 + 𝜔𝑜2 𝑦1)

μ1 = μ2 = −(2𝜔𝑜𝜉𝑦2 + 𝜔𝑜2 𝑦1)

−∞

∞

𝑦1 𝑌, 𝑡 + 𝑑𝑡 𝑌𝑜 𝑑𝑦1𝑑𝑦2 = 𝜇1(𝑡 + 𝑑𝑡)

−∞

∞

𝑦2(𝜕

𝜕𝑦22𝜔𝑜𝜉𝑦2 − 𝜔𝑜

2 𝑦1 𝑃) 𝑑𝑦1𝑑𝑦2 = −(2𝜔𝑜𝜉𝑦2 + 𝜔𝑜2 𝑦1)

𝜇1 + 2𝜉𝜔𝑜 𝜇 + 𝜔02𝜇1 = 0

68

Results

• Figures show the RD signatures at different damage.

Acc. (1) Acc. (2)

69

-1.1

-0.6

-0.1

0.4

0.9

0 0.01 0.02 0.03

Nor

mal

ized

RD

Time lag

Intact

Cracking load

Yeild Load

Ultimate load

-1.1

-0.6

-0.1

0.4

0.9

0 0.01 0.02 0.03N

orm

aliz

ed R

D

Time Lag

Intact

Cracking Load

Yeild load

Ultimate Load

Results

70

• Concrete Beam

Load Natural frequency (Hz) Damping

ratio (%)

Intact 63.83 0.70

Cracking 62.50 1.18

Yeild 61.22 2.28

Ultimate 60.00 5.33

Results

Normalizing the difference between the mode shapes of intact

and damaged cases

Mode (2)

71

-4

-3

-2

-1

0

1

2

3

4

1 2 3 4 5 6 7 8 9 10

Nor

mal

ized

def

lect

ion

Node Number

Intact

Damaged

0

0.2

0.4

0.6

0.8

1

1.2

1 2 3 4 5 6 7 8 9 10

Nor

mal

ized

diff

eren

ce

Node Number

Conclusion

RD technique showed a similarity in detecting the damage in

concrete, as the technique showed significant results for detecting the

damage applied on steel structures.

RD technique can be used for structural health monitoring of

important mega structures, especially the structures subjected to

ambient vibration loads.

Damage location was determined by the normalized difference

between the intact and damaged mode shape, which was shown that

it is an effective to locate the damage.72

T

ThanksQuestions & Comments

Creep strain from FBG sensors

0

50

100

150

200

250

300

350

400

0 5 10 15 20 25 30

Cre

ep

str

ain

(µε)

Days

UHPC

HPC

NC

Result for UHPC cylinders

0

20

40

60

80

100

120

140

160

0 0.0005 0.001 0.0015 0.002 0.0025 0.003 0.0035 0.004

Axi

al s

tres

s(M

Pa)

strain

Compressive strength (MPa) Modulus of elasticity Strain at Peak

145 49.9 0.00315