NUMERICAL STUDY OF CARBONATION DEPTH DETECTION OF CONCRETE DAMAGED FROM ULTRASONIC AXYSIMMETRIC LOADING USING REFLECTIVE WAVES

  

NUMERICAL STUDY OF CARBONATION DEPTH DETECTION OF

CONCRETE DAMAGED FROM ULTRASONIC AXYSIMMETRIC

LOADING USING REFLECTIVE WAVES

1,2

  2

  1 IFTA MINKA , TA-PENG CHANG , DATA IRANATA

1 Department of Civil Engineering, Institut Teknologi Sepuluh Nopember (ITS), Surabaya, Indonesia,

  

60111

2 Department of Construction Engineering, National Taiwan University of Science and Technology

  

(NTUST), Taipei, Taiwan, 106

  

Abstract- Concrete exposed to environment, such as urban and industrial site, were easily

attacked by either aggressive agents or reactive agents. One of the major and unavoidable

concrete deterioration was carbonation. Generally, carbonation depth detection was

measured using chemical phenolphthalein solutions 1%. However, from the previous

experiment conducted by Y. Lo and H. M. Lee (2001), it was known that phenolphthalein

could not give the significant result again.

In this investigation, the numerical analysis conducted using the commercial finite element

software LS-DYNA 970. It is used to simulate the 2-D plate 100 x 200 mm with difference

acoustic impedance (Z) subjected to ultrasonic axysimmetric loading. The signal resulted

from numerical simulations were analyzed using reflective waves. Reflective waves as a

filter to measure the depth of concrete carbonation damaged.

Numerical results show that accuracy of depth detection depends on the impedance (Z)

value of material. Measurement of carbonation depth could be detected with accuracy

under 3%.

  Keywords- numerical, carbonation depth, ultrasonic, reflective waves 1. concrete is one type of concrete deteriorations

   INTRODUCTION

Concrete as a widely used material for which are able to deliver corrosion of

construction must resist from some aggressive reinforced bars and change the characteristic

agents or reactive agents. Carbonation of of concrete material properties. Generally, the traditional detection method of concrete carbonation was conducted by traditional measurement using phenolphthalein 1% solution. From the previous research conducted by Y. Lo and H. M. Lee (2001) [1], it was known that the phenolphthalein test did not indicate a significant result. Moreover, the carbonation detection using phenolphthalein is not an in-situ carbonation detection method.

  Ultrasonic wave propagation is one of non-destructive method for concrete damaged detection. Reflection wave method is one of ultrasonic method that usually been used as a tool to identify and detect the thickness/depth of concrete cracks [2, 3]. Therefore, in this study, reflection method will be used to identify the depth/thickness of carbonation damaged of concrete.

  19 96 2600 0.25 6656 17306646 33.1 2300 0.2 3999 9197222

  13 45 2600 0.25 4557 11849051 33.1 2300 0.2 3999 9197222

  1.3

  14 50 2600 0.25 4804 12489996 33.1 2300 0.2 3999 9197222

  1.4

  16 67 2600 0.25 5561 14458216 33.1 2300 0.2 3999 9197222

  1.6

  17 75 2600 0.25 5883 15297059 33.1 2300 0.2 3999 9197222

  1.7

  18 90 2600 0.25 6445 16757088 33.1 2300 0.2 3999 9197222

  1.8

  1.9 20 105 2600 0.25 6961 18099724 33.1 2300 0.2 3999 9197222

  12 38 2600 0.25 4188 10888526 33.1 2300 0.2 3999 9197222

  2.0 21 247 2600 0.25 10677 27760403 33.1 2300 0.2 3999 9197222

  3.0 22 438 2600 0.25 14218 36967012 33.1 2300 0.2 3999 9197222

  4.0 Control Material 2 C p1 C p2 v ^{2 v 1} No.

  Material 1 Figure 1 Model of numerical simulation with the thickness of carbonation is 16 mm

  The basic procedure of this research is determining the depth (thickness) of carbonation damaged from the ultrasonic signals products.

  The thickness was calculated using reflected wave method based on the value of internal P-wave velocity, C p , as presented in the following expression [4]:

  (2-1) where T is thickness (m), C p is the P-wave (m/s), t

  1 and t 2 are the occurring times correspond to the amplitude A

  1 and A

  2 , respectively. Calculation of estimation time

  1.2

  1.1

  Numerical simulation is conducted using commercial finite element software LS-DYNA 970. Geometry of finite element model is a concrete element of 100 mm height 200 mm length. It is used to simulate the carbonation condition of concrete subjected to ultrasonic loading using 2-D axysimmetric elements. The element mesh size is 0.0625

  5 8 2600 0.25 1922 4995998 33.1 2300 0.2 3999 9197222

  0.0625 mm. The material properties including Young’s Modulus (E), density ( ρ) and Poisson’s ratio ( ν) of concrete are presented in Table 1. Hence, simulation model is presented in Figure 1.

  Table 1 Material properties of simulation model Acoustic Acoustic E ^{1 P 1 Impedance E 2 P 2 Impedance} (Gpa) (kg/m ³ ) (m/s) (Z ^{1 ) (GPa) (kg/m 3} ) (m/s) (Z ^{2 ) Z 1 /Z 2}

  1 0.4 2600 0.25 430 1117139 33.1 2300 0.2 3999 9197222

  0.1

  2 1 2600 0.25 679 1766352 33.1 2300 0.2 3999 9197222

  0.2

  3 2 2600 0.25 1052 2736421 33.1 2300 0.2 3999 9197222

  0.3

  4 5 2600 0.25 1519 3949684 33.1 2300 0.2 3999 9197222

  0.4

  0.5

  11 30 2600 0.25 3721 9674709 33.1 2300 0.2 3999 9197222

  6 10 2600 0.25 2148 5585696 33.1 2300 0.2 3999 9197222

  0.6

  7 15 2600 0.25 2631 6841053 33.1 2300 0.2 3999 9197222

  0.7

  8 18 2600 0.25 2882 7493998 33.1 2300 0.2 3999 9197222

  0.8

  9 20 2600 0.25 3038 7899367 33.1 2300 0.2 3999 9197222

  0.9

  10 25 2600 0.25 3397 8831761 33.1 2300 0.2 3999 9197222

  1.0

2. METHODOLOGY

  8E-006

  travels was obtained using similar equation as

  6E-006

  (2-1), presented in the following equation: ) m

  4E-006

  (m t en

  (2-2)

  2E-006

  cem la isp D

• 2E-006
• 4E-006

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  (b) /Z = 0.2

  6E-006

  4E-006 )

  Figure 2 Time travels from first layer and second layer mm (

  2E-006 nt of carbonated concrete me ce la isp D

  Figure 2 above shows that t 1 and t 2 are time

• 2E-006

  traveling at first layer, while t 3 is time

• 4E-006

  1E-005

  2E-005

  3E-005

  4E-005 traveling at second layer. Time (s)

  1

  2

  (c) /Z = 0.3 Results of numerical simulation with Z

  4E-006 3.

   RESULTS Numerical simulations using ultrasonic

  )

  2E-006

  m (m t loading were conducted on carbonated and en cem la un-carbonated concrete model to obtain isp D

• 2E-006

  signals and carbonation damage (i.e. thickness) of concrete. Figure 3 shows the signals output

• 4E-006

  1E-005

  2E-005

  3E-005

  4E-005

  from LS DYNA. Detection of carbonation

  Time (s)

  1

  (d) /Z = 0.4 thickness was shown in Table 2.

  2 Results of numerical simulation with Z

  6E-006

  3E-006

  4E-006

  2E-006

  ) ) m m (m (m t

  2E-006

  1E-006

  t en en cem cem la la isp isp D D

• 2E-006
• 1E
• 4E-006
• 2E-006

  1E-005

  2E-005

  3E-005

  4E-005

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  Time (s)

  (a) /Z = 0.1

  1 2 (e) /Z = 0.5

  Results of numerical simulation with Z

  1

  2 Results of numerical simulation with Z

• 2E-006
• 1E-006
• 8E-007
• 4E-007

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  4E-007

  8E-007

  D isp la cem en t (m m )

  4E-007

  8E-007

  D isp la cem en t (m m )

  = 1.0 (k) Results of numerical simulation with Z

• 2E-006
• 1E-006
• 8E-007
• 4E-007

  3E-005

  2E-005

  2

  /Z

  1

  = 1.2 (m) Results of numerical simulation with Z

  = 0.9 (j) /Z

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  D isp la cem en t (m m )

  6E-007

  4E-007

  2E-007

  1

  /Z

  2

  1E-005

  2

  /Z

  1

  = 1.1 (l) Results of numerical simulation with Z

  D isp la cem en t (m m )

  8E-007

  4E-007

• 1.5E-006
• 1E-006
• 5E-007
• 8E-007
• 4E-007

  4E-005 Time (s)

  3E-005

  2E-005

  1E-005

  4E-005 Time (s)

• 1.2E-006
• 8E-007
• 4E-007
• 6E-007
• 4E-007
• 2E-007

  /Z

  2

  2E-005

  2

  /Z

  1

  = 0.6 (g) Results of numerical simulation with Z

  2E-006 D isp la cem en t (m m )

  1E-006

  4E-005 Time (s)

  3E-005

  1E-005

  2E-005

  (f) /Z

  D isp la cem en t (m m )

  2E-006

  1E-006

  4E-005 Time (s)

  3E-005

  2E-005

  1E-005

  1E-005

  3E-005

  1

  2E-005

  Results of numerical simulation with Z

  = 0.8 (i)

  D isp la ce me n t (mm )

  1.2E-006

  8E-007

  4E-007

  4E-005 Time (s)

  3E-005

  1E-005

  4E-005 Time (s)

  2

  /Z

  1

  = 0.7 (h) Results of numerical simulation with Z

  D isp la ce me n t (mm )

  1.5E-006

  1E-006

  5E-007

  = 1.3

  3E-007

  4E-007

  2E-007

  2E-007

  ) ) m m

  1E-007

  (m (m t t en en cem cem

• 2E-007

  la la

• 1E-007

  isp isp D D

• 4E-007
• 2E
• 6E-007
• 3E-007

  1E-005

  2E-005

  3E-005

  4E-005

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  Time (s)

  

(n) /Z = 1.4 (r) /Z = 1.8

  4E-007

  3E-007

  2E-007

  2E-007

  ) ) m m

  1E-007

  (m (m t t en en cem cem la la

• 1E-007

  isp isp D D

• 2E-007
• 2E-007
• 3E
• 4E-007

  1E-005

  2E-005

  3E-005

  4E-005

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  Time (s)

  1

  2 Results of numerical simulation with Z

  1

  2

  

(o) /Z = 1.5 (s) /Z = 1.9

Results of numerical simulation with Z

  3E-007

  4E-007

  2E-007

  2E-007

  ) ) m m

  1E-007

  (m (m t t en en cem cem la la

• 1E-007

  isp isp D D

• 2E-007
• 2E
• 4E-007
• 3E-007

  1E-005

  2E-005

  3E-005

  4E-005

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  Time (s)

  

(p) /Z = 1.6 (t) /Z = 2.0

  1

  2

  1

  2 Results of numerical simulation with Z Results of numerical simulation with Z

  1E-007

  4E-007

  5E-008

  2E-007

  ) ) m (m

  (mm t t n en me cem ce

• 5E-008

  la la isp isp D D

• 2E-007
• 1E
• 4E-007
• 1.5E-007

  1E-005

  2E-005

  3E-005

  4E-005

  1E-005

  2E-005

  3E-005

  4E-005 Time (s)

  Time (s)

  

(q) /Z = 1.7 (u) /Z = 3.0

  1

  2

  1

  2 Results of numerical simulation with Z Results of numerical simulation with Z

• 8E-008
• 4E-008

  1.5

  18

  0.63

  9.07E-06 0.016 0.01610

  3.60E-06

  1.7

  17

  0.41

  1.33E-05 0.016 0.01593

  7.56E-06

  1.6

  16

  1.17

  1.40E-05 0.016 0.01619

  7.86E-06

  15

  3.42E-06

  1.18

  1.08E-05 0.016 0.01619

  4.06E-06

  1.4

  14

  1.17

  1.13E-05 0.016 0.01619

  4.20E-06

  1.3

  13

  1.17

  1.22E-05 0.016 0.01619

  4.45E-06

  1.2

  1.8

  8.42E-06 0.016 0.01610

  1.17

  22

  2 ) of 1.1 – 4.0. This condition occurred because of acoustic impedance has big influence on the reflection and refraction/transmission of waveform. In the acoustic impedance theory, if Z 2 becomes very smaller than Z

  1 /Z

  1 /Z 2 ) higher than 1.1. Accurate detection in this study is detection which has an error of detection less than 3%. From Table 2, it was shown that double layer of carbonation model could be detected in the range of acoustic impedance ratio (Z

  According to Table 2, it was known that accurate detection could be obtained at material with ratio of acoustic impedance (Z

  Figure 4 and calculation of depth could be seen in Table 2. Figure 4 showed the resulting signal from different variations ratio of acoustic impedance (Z). In the analysis of depth detection, the highest first peak of each resulting signal could be neglected, if necessary. This condition is caused by that peak did not contain any information of reflected wave from surface that could be used to detect the depth of carbonation damaged. In reality, this peak comes from sensor that was used along detection. Even in the geophysics science, this highest first peak is a direct wave which is come from geophone [5]. Therefore, this peak could be neglected also in this detection.

   DISCUSSIONS Results of signal from numerical simulation using ultrasonic loading could be seen in

  2 4.

  /Z

  1

  Z

  2.01 No Arrival time error

  6.18E-06 0.016 0.01568

  3.97E-06

  4.0

  0.51

  0.64

  7.76E-06 0.016 0.01592

  4.78E-06

  3.0

  21

  0.11

  1.10E-05 0.016 0.01602

  6.38E-06

  2.0

  20

  0.42

  1.30E-05 0.016 0.01593

  8.20E-06

  1.9

  19

  12

  1.35E-05 0.016 0.01619

  1E-005

  1.53E-05 0.016 0.00181

  6.41E-06

  0.4

  4

  28.79

  3.27E-05 0.016 0.01139

  1.10E-05

  0.3

  3

  62.45

  3.40E-05 0.016 0.00601

  1.63E-05

  0.2

  2

  88.67

  6.91E-06

  16.43

  0.1

  1

  (m) (m) (%)

  2

  t

  1

  Original Calculated depth depth t

  (v) /Z Figure 3 Results of numerical simulation from LS-DYNA Table 2 Results of carbonation depth detection using reflected wave theory = 4.0

  D isp la ce m en t (m m )

  8E-008

  4E-008

  4E-005 Time (s)

  3E-005

  2E-005

  2.40E-05 0.016 0.01337

  5

  4.83E-06

  5.90E-06

  1.1

  11

  4.60

  1.41E-05 0.016 0.01526

  5.16E-06

  1.0

  10

  6.76

  1.69E-05 0.016 0.01708

  5.62E-06

  0.9

  9

  6.26

  1.77E-05 0.016 0.01700

  0.8

  0.5

  8

  4.58

  2.63E-05 0.016 0.01673

  1.36E-05

  0.7

  7

  3.95

  3.19E-05 0.016 0.01663

  1.64E-05

  0.6

  6

  5.74

  2.71E-05 0.016 0.01692

  9.54E-06

  1 , A reflection approaches and A refraction/transmission approaches zero. It means that the compressive wave and refraction will not occur [4]. In other words, attenuation from another signals occurred before the real reflected wave reaches the concrete surface.

  Non-Destructive Inspection of Concrete 5.

   CONCLUSIONS 1.

  Structures Using Ultrasonic Sensor , SICE Reflected wave theory could be applied to

identify the thickness/depth of concrete Annual Conference in Sapporo, Hokkaido

damaged from ultrasonic testing with an Institute of Technology, Japan. error of detection under 3%. [3] Islam, Muhammed Mazharul.

  2. Yamamoto, Hiroya. Tanaka, Shogo, Detection of carbonation damaged using reflected wave is accurate in material (2006), Non-Destructive Inspection of with ratio of acoustic impedance (Z) Multiple Concrete Cracks Using

higher than 1.1. Ultrasonic Sensor , SICE-ICASE

International Joint Conference, Bexco,

  REFERENCES Busan, Korea, Oct. 18-21.

  [1] Lo, Y., H. M. Lee (2001), Curing Effects [4] Boggess, Albert, (2001), A First Course in

on Carbonation of Concrete Using a Wavelets with Fourier Analysis, New

Jersey, Prentice-Hall. Phenolphthalein Indicator and

Fourier-Transform Infrared Spectroscopy, [5] Sansalone, M. J and Streett, W. B., (1997),

Journal of Building and Environment, Impact Echo: Nondestructive Evaluation

Pergamon. of Concrete and Masonry, Ithaca, New

  [2] Morishige, H. and Tanaka, S (2004), York, U.S.A, Bulbrier Press.