Determination of Double-K Fracture Parameters of Concrete Using Split-Tension Cube: A Revised Procedure
- First Online:
- Received:
- Accepted:
- 1 Citations
- 935 Downloads
Abstract
This paper presents a revised procedure for computation of double-K fracture parameters of concrete split-tension cube specimen using weight function of the centrally cracked plate of finite strip with a finite width. This is an improvement over the previous work of the authors in which the determination of double-K fracture parameters of concrete for split-tension cube test using weight function of the centrally cracked plate of infinite strip with a finite width was presented. In a recent research, it was pointed out that there are great differences between a finite strip and an infinite strip regarding their weight function and the solution of infinite strip can be utilized in the split-tension specimens when the notch size is very small. In the present work, improved version of LEFM formulas for stress intensity factor, crack mouth opening displacement and crack opening displacement profile presented in the recent research work are incorporated. The results of the double-K fracture parameters obtained using revised procedure and the previous work of the authors is compared. The double-K fracture parameters of split-tension cube specimen are also compared with those obtained for standard three point bend test specimen. The input data required for determining double-K fracture parameters for both the specimen geometries for laboratory size specimens are obtained using well known version of the Fictitious Crack Model.
Keywords
split-tension cube test three point bend test concrete fracture double-K fracture parameters weight function cohesive stress size-effectAbbreviations
- CBM
Crack band model
- CCM
Cohesive crack model
- CT
Compact tension
- DGFM
Double-G fracture model
- DKFM
Double-K fracture model
- ECM
Effective crack model
- FCM
Fictitious crack model
- FPZ
Fracture process zone
- LEFM
Linear elastic fracture mechanics
- SEM
Size effect model
- SIF
Stress intensity factor
- STC
Split tension cube
- TPBT
Three point bend test
- TPFM
Two parameter fracture model
- WST
Wedge splitting test
List of Notations
- a_{o}
Initial crack length
- A_{i}
Regression coefficients
- a_{c}
Effective crack length at peak (critical) load
- B
Width of beam
- B_{i}
Regression coefficients
- c_{1}, c_{2}
Material constants for nonlinear softening function
- CMOD
Crack mouth opening displacement
- CMOD_{c}
Crack mouth opening displacement at critical load
- CTOD
Crack tip opening displacement
- CTOD_{c}
Crack tip opening displacement at critical load
- D
Depth or characteristic dimension of specimen
- E
Modulus of elasticity of concrete
- f_{t}
Uniaxial tensile strength of concrete
- G_{F}
Fracture energy of concrete
- G(x,a)
Weight function
- H
Height or total depth (2D) for split tension cube specimen
- k(α, β)
Non-dimensional function for KI or geometry factor
- K_{I}
Stress intensity factor
- K_{IC}^{ini}
Initial cracking toughness
- K_{IC}^{un}
Unstable fracture toughness
- K_{IC}^{C}
Cohesive toughness
- m(x,a)
Universal weight function
- M_{1}, M_{2}, M_{3}
Parameters of weight function
- P_{u}
Maximum applied load or critical load
- S
Span of beam
- t
Half of the width of distributed load for split tension cube specimen
- V(α,β)
Dimensionless function for CMOD
- w_{c}
Maximum crack opening displacement at the crack-tip for which the cohesive stress becomes equals to zero
- α
Ratio of crack length to depth of specimen (a/D)
- β
Ratio of load-distributed to height of specimen (2t/h = t/D) for split tension cube specimen
- σ
Cohesive stress
- υ
The Poisson’s ratio
- σ_{s}(CTOD_{c})
Cohesive stress at the tip of initial notch corresponding to CTOD_{c}
1 Introduction
It is well known that fracture parameters of quasibrittle material like concrete cannot be determined by directly applying the concepts of linear elastic fracture mechanics (LEFM) because of the existence of large and variable size of fracture process zone (FPZ) ahead of a crack-tip. In order to account for and characterize FPZ in the analysis, several non-linear fracture mechanics models have been developed which primarily involve cohesive crack model (CCM) or fictitious crack model (FCM) (Hillerborg et al. 1976; Modeer 1979; Petersson 1981; Carpinteri 1989; Planas and Elices 1991; Zi and Bažant 2003; Roesler et al. 2007; Park et al. 2008; Zhao et al. 2008; Kwon et al. 2008, Cusatis and Schauffert 2009, Elices et al. 2009; Kumar and Barai 2008b, 2009b) and crack band model (CBM) (Bažant and Oh 1983), two parameter fracture model (TPFM) (Jenq and Shah 1985), size effect model (SEM) (Bažant et al. 1986), effective crack model (ECM) (Nallathambi and Karihaloo 1986), K_{R}-curve method based on cohesive force distribution (Xu and Reinhardt 1998, 1999a), double-K fracture model (DKFM) (Xu and Reinhardt 1999a, b, c) and double-G fracture model (DGFM) (Xu and Zhang 2008).
In recent time, much of research and studies (Xu and Reinhardt 1999a, b, c, 2000; Zhao and Xu 2002; Zhang et al. 2007; Xu and Zhu 2009; Kumar and Barai 2008a, 2009a, 2010; Kumar 2010; Zhang and Xu 2011; Kumar and Pandey 2012; Hu and Lu 2012; Murthy et al. 2012; Hu et al. 2012; Ince 2012; Kumar et al. 2013; Choubey et al. 2014; Kumar et al. 2014) have been carried out to determine and characterize the fracture parameters of concrete using double-K fracture model for which the reasons are obvious (Kumar et al. 2013). The double-K fracture model is characterized by two material parameters: initial cracking toughness K_{IC}^{ini} and unstable fracture toughness K_{IC}^{un}. The initiation toughness is defined as the inherent toughness of the materials, which holds for loading at crack initiation when material behaves elastically and micro cracking is concentrated to a small-scale in the absence of main crack growth. It is directly calculated by knowing the initial cracking load and initial notch length using LEFM formula. The total toughness at the critical condition is known as unstable toughness K_{IC}^{un} which is regarded as one of the material fracture parameters at the onset of the unstable crack propagation and it can be obtained by knowing peak load and corresponding effective crack length using the same LEFM formula. Recently, Kumar and Pandey (2012) presented the formulation and determination of double-K fracture parameters using split-tension cube test specimen using weight function method in which the LEFM formulas for stress intensity factor (SIF), crack mouth opening displacement (CMOD) and crack opening displacement (COD) profile derived by Ince (2010) and the universal weight function of Wu et al. (2003) were adopted. The authors (Kumar and Pandey 2012) mentioned that there are several advantages of using split-tension cube (STC) test specimen over the testing of other specimens like three point bend test (TPBT), compact tension (CT) and wedge splitting test (WST) specimens. However, there should be a limitation that the notch can be only produced at the time of casting of concrete cubes (pre-cast notch) in the split tension cube specimen. The authors also presented the results of the initial cracking toughness, cohesive toughness and unstable fracture toughness obtained using split tension cube test specimen and they were compared with those obtained using standard compact tension specimen. From the study it was concluded that the double-K fracture parameters as obtained using split-tension cube test are in good agreement and consistent with those as calculated using standard compact tension specimen. However, the results of fracture parameters are influenced by the distributed-load width during the loading of split-tension cube specimen and it was observed that the values of unstable fracture toughness and cohesive toughness increase with increase in the distributed-load width whereas the initial cracking toughness is not significantly affected by the distributed-load width. In the formulation, the authors (Kumar and Pandey 2012) used the weight function of the centrally cracked infinite strip with a finite width specimen (Tada et al. 2000) and the equivalent four terms of universal weight function (Wu et al. 2003) for computing the value of cohesive toughness and consequently determining the initial cracking toughness. Later, Ince (2012) put forward a method for determination of double-K fracture parameters using weight function for split—tension specimens such as splitting tests on cubical, cylindrical and diagonal cubic concrete samples. The author pointed out that there are great differences between a finite strip and an infinite strip regarding their weight function and the solution of infinite strip can be utilized in the split-tension specimens when the notch size is very small. It was concluded that the central cracked plate can be considered as an infinite strip when the length/width (l/D) ratio of a plate is equal or greater than 3 (Isida 1971, Tada et al. 2000). In case of a cube-split tension test specimen the value of the length/characteristic dimension (l/D) ratio is taken to be 1 for which Ince (2012) derived the four term universal weight function using boundary element method and finite element method. The author also presented the improved version of LEFM formulas for stress intensity factor, CMOD and COD profile over the previously derived LEFM equations by the same author (Ince 2010) for split tension cube test specimen. In view of the above development, it was felt necessary to carry out a comparative study on the double-K fracture parameters computed using the procedure outlined by Kumar and Pandey (2012) and using the weight function of the centrally cracked plate of finite strip with a finite width incorporating the improved version of LEFM formulas for stress intensity factor, CMOD and COD profile derived by Ince (2012).
The paper presents the revised procedure for determination of double-K fracture model using weight function method for the split-tension cube specimen of concrete considering improved LEFM formulas for stress intensity factor, CMOD and COD profile and the weight function of the centrally cracked plate of finite strip with a finite width derived by Ince (2012). The results of the fracture parameters obtained using revised procedure and the previous work of Kumar and Pandey (2012) are compared. Further, the double-K fracture parameters of split-tension cube specimen are also compared with those obtained for standard three point bend test specimen. The input data required for determining for split-tension cube test and three point bend test for laboratory size specimens are obtained using well known version of the fictitious crack model.
2 Dimensions of Test Specimens
3 Determination of Double-K Fracture Parameters for STC Specimen
3.1 Assumptions
- 1.
the nonlinear characteristic of the load-crack mouth opening displacement (P-CMOD) curve is caused by fictitious crack extension in front of a stress-free crack; and
- 2.
an effective crack consists of an equivalent-elastic stress-free crack and equivalent-elastic fictitious crack extension.
A detailed explanation of the hypotheses may be seen elsewhere (Xu and Reinhardt 1999b).
3.2 Effective Crack Extension
The values of coefficients A_{i} and B_{i} for split- tension cube specimen (Ince 2012).
β = t/D | ||||||
---|---|---|---|---|---|---|
Coefficient | 0.0 | 0.067 | 0.1 | 0.133 | 0.167 | 0.2 |
A_{0} | 0.842 | 0.995 | 1.050 | 1.060 | 1.036 | 0.995 |
A_{1} | 2.861 | −0.147 | −1.366 | −1.815 | −1.655 | −1.219 |
A_{2} | −17.384 | 1.847 | 9.772 | 12.762 | 11.794 | 8.986 |
A_{3} | 53.695 | −0.480 | −23.296 | −32.385 | −30.268 | −22.774 |
A_{4} | −70.864 | −1.908 | 27.794 | 40.275 | 38.365 | 29.263 |
A_{5} | 35.033 | 2.429 | −12.082 | −18.691 | −18.479 | −14.669 |
B_{0} | 1.159 | 1.192 | 1.211 | 1.216 | 1.208 | 1.188 |
B_{1} | 1.974 | 1.160 | 0.582 | 0.175 | −0.047 | −0.133 |
B_{2} | −11.204 | −5.970 | −2.239 | 0.397 | 1.834 | 2.379 |
B_{3} | 37.233 | 22.364 | 11.650 | 3.942 | −0.417 | −2.252 |
B_{4} | −48.035 | −29.008 | −15.160 | −5.051 | 0.803 | 3.389 |
B_{5} | 23.823 | 14.741 | 8.015 | 2.972 | −0.093 | −1.597 |
At critical condition that is at maximum load P_{u} the half of crack length a becomes equal to a_{c} and σ_{N} to σ_{Nu} in which σ_{Nu} is the maximum nominal stress. Karihaloo and Nallathambi (1991) concluded that almost the same value of E might be obtained from P-CMOD curve, load–deflection curve and compressive cylinder test. Hence, in case that is not known the value of E determined using compressive cylinder tests may be used to obtain the critical crack length of the specimen.
3.3 Calculation of Double-K Fracture Parameters
4 Determination of SIF Due to Cohesive Stress
4.1 Cohesive Stress Distribution
A centrally cracked specimen with finite strip of a finite width plate subjected to pair of normal forces as shown in Fig. 3 takes into consideration for a split tension test cube specimen where the value of the length/characteristic dimension (l/D) ratio becomes 1. The SIF due to cohesive stress distribution as shown in Fig. 4 becomes to cohesive toughness K_{IC}^{C} of the material at the critical loading condition with negative value because of closing stress in fictitious fracture zone. However, the absolute value of K_{IC}^{C} is taken as a contribution of the total fracture toughness (Xu and Reinhardt 1999b) at the critical condition.
In which, σ(w) is the cohesive stress at crack opening displacement w at the crack-tip and c_{1} and c_{2} are the material constants. Also, w = w_{c} for f_{t} = 0, i.e., w_{c} is the maximum crack opening displacement at the crack-tip at which the cohesive stress becomes to be zero. The value of w_{c} is computed using Eq. (10) for a given set of values c_{1}, c_{2} and G_{F}. For normal concrete the value of c_{1} and c_{2} is taken as 3 and 7, respectively.
4.2 Determination of CTOD_{c}
The accuracy of Eq. (11) is greater than 4 % for 0.1 ≤ α ≤ 0.9 and any value of β and is greater than 2.5 % for 0.1 ≤ α ≤ 0.6 and any value of β. The value of x is taken as a_{o} and a as a_{c} for evaluation of CTOD_{c} using Eq. (11).
4.3 Calculation of Cohesive Toughness Using Weight Function Approach
Coefficients m_{ij} (j = 0–7) of the four term universal weight function parameters M_{1}, M_{2} and M_{3} (Ince 2012).
M_{i} | 0 | 1 | 2 | 3 | 4 | 5 | 6 | 7 |
---|---|---|---|---|---|---|---|---|
1 | 0.070 | 0.407 | −5.405 | 49.393 | −199.837 | 384.617 | −359.928 | 132.792 |
2 | −0.089 | −2.017 | 24.839 | −86.042 | 207.787 | −243.596 | 114.431 | |
3 | 0.432 | 2.581 | −31.022 | 134.511 | -329.531 | 437.642 | −292.768 | 69.925 |
5 Fictitious Crack Model and Material Properties for Double-K Fracture Model
Values of P_{u} and CMOD_{c} obtained from FCM for TPBT and STC specimens for different specimen sizes.
D (mm) | a_{o}/D | P_{u} (kN) | CMOD_{c} (mm) | ||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
For TPBT | For STC specimen | For TPBT | For STC specimen | ||||||||
Value of β for STC | Value of β for STC | ||||||||||
0.0 | 0.05 | 0.1 | 0.15 | 0.0 | 0.05 | 0.1 | 0.15 | ||||
500 | 0.3 | 10.73 | 20.66 | 20.81 | 21.24 | 21.96 | 0.0822 | 0.0426 | 0.0427 | 0.0442 | 0.0449 |
400 | 0.3 | 9.47 | 17.56 | 17.69 | 18.074 | 18.72 | 0.0720 | 0.0379 | 0.0380 | 0.0385 | 0.0403 |
300 | 0.3 | 7.94 | 14.15 | 14.27 | 14.604 | 15.18 | 0.0624 | 0.0316 | 0.0318 | 0.0323 | 0.0340 |
200 | 0.3 | 6.05 | 10.33 | 10.43 | 10.724 | 11.23 | 0.0510 | 0.0243 | 0.0251 | 0.0259 | 0.0288 |
6 Results and Discussion
From Figs. 6 and 7 it can be seen that the revised formulae and the previous LEFM equations (Kumar and Pandey 2012) yield the same results of critical values of effective crack length and crack tip opening displacement. These values for split tension cube specimen and three point bend test specimen also depend upon the size of the specimens and show similar pattern. The value a_{c}/D decreases with the increase in specimen size whereas CTOD_{c} increases with the increase in specimen size. From Fig. 6 it can be seen that for STC specimen these parameters also depend on distributed-load width and the a_{c}/D ratio shows maximum deviation for STC specimen with β = 0.15 from those obtained for TPBT for a given specimen size. This deviation is more for the lower specimen size and seems to be converging at higher specimen size. The a_{c}/D values for STC specimen are on higher side as compared with those of TPBT specimen for all values of distributed-load width (0 ≤ β ≤ 0.15) considered in the study. On an average, these values for STC for all values of β (0 ≤ β ≤ 0.15) are more than those for TPBT specimen by approximately 4.6 % and 0.43 % for D = 200 mm and D = 500 mm, respectively.
From Fig. 7 it can be observed that for STC specimen the value of CTOD_{c} depends on distributed-load width and the value of CTOD_{c} shows maximum deviation for STC specimen having β = 0 from those obtained for TPBT for a given specimen size. The CTOD_{c} values for STC specimen are in lower side as compared with those of TPBT specimen for all values of distributed-load width (0 ≤ β ≤ 0.15). On an average, these values for STC for all values of β (0 ≤ β ≤ 0.15) are less than those for TPBT specimen by approximately 19.9 and 18.3 % for D = 200 mm and D = 500 mm respectively.
It can be observed from Fig. 8 that the values of K_{IC}^{un} determined using LEFM equations presented elsewhere (Kumar and Pandey 2012) and the revised LEFM equations in this work are the almost same for specimen sizes (D = 200–500 mm) for all values of β (0 ≤ β ≤ 0.15). It is also seen from the figure that the unstable fracture toughness obtained from STC specimen is compatible with that of TPBT specimen. The value of K_{IC}^{un} for STC is the lowest for distributed-load width β = 0 and is the highest for β = 0.15 which is in close agreement with that obtained from TPBT specimen for all sizes of specimens. The values of K_{IC}^{un} are 36.70 and 39.91 MPa mm^{1/2} for STC with β = 0.15 and 38.16 and 42.10 MPa mm^{1/2} for TPBT specimens for specimen size 200 mm and 500 mm respectively. It seems from Fig. 8 that there is relatively more difference in results of unstable fracture toughness between STC with β = 0 and TPBT. Therefore, in case STC specimen is adopted to replace TPBT to test unstable fracture toughness of concrete, the STC with β = 0.15 can be considered to be reasonable. That means the unstable fracture toughness of concrete can be determined using STC specimen.
The value of cohesive toughness obtained using equations presented elsewhere (Kumar and Pandey 2012) and the revised procedure in this work, varies with the value of β for STC specimen. The values of cohesive toughness for STC and TPBT specimens shown in Fig. 9 also show that these values either obtained using STC specimen or TPBT specimen are in consistent with each other.
The effect of finite strip in the present revised work over the infinite strip (previous work of Kumar and Pandey (2012)) of finite width cracked specimen on the cohesive toughness values for the 0 ≤ β ≤ 0.15 is clearly observed from Fig. 9. It can be seen that for all values of distributed load width, the values of K_{IC}^{C} obtained considering the finite strip plate are slightly on higher side than those obtained considering the infinite strip plate.
For STC specimen with infinite strip and β = 0, the values of K_{IC}^{C} are found to be 29.36 MPa mm^{1/2} and 23.87 MPa mm^{1/2} for D = 500 mm and 200 mm respectively whereas those values are obtained as 29.96 MPa mm^{1/2} and 24.55 MPa mm^{1/2} for finite strip for D = 500 mm and 200 mm respectively. Similarly, for STC specimen with infinite strip and β = 0.15, the value of K_{IC}^{C} are found to be 30.64 MPa mm^{1/2} and 26.93 MPa mm^{1/2} for D = 500 mm and 200 mm respectively whereas those values are obtained as 31.34 MPa mm^{1/2} and 27.98 MPa mm^{1/2} for finite strip for D = 500 mm and 200 mm respectively. On an average for all values of β, the K_{IC}^{C} as obtained using finite strip is 2.14 and 3.29 % more than those obtained using infinite strip of plate for D = 500 mm and 200 mm respectively. Also, the values of K_{IC}^{C} as determined using finite strip of STC is 4.82 and 1.86 % less than those obtained using three point bend test specimen for D = 500 mm and 200 mm respectively. It is also observed from Fig. 9 that the size effect on the K_{IC}^{C} values for STC specimen is less significant than that presented for three point bend test.
It can be observed from Fig. 10 that for STC specimen with infinite strip and β = 0, the values of K_{IC}^{ini} are found to be 9.46 MPa mm^{1/2} and 8.32 MPa mm^{1/2} for D = 500 mm and 200 mm respectively whereas those values are obtained as 8.83 MPa mm^{1/2} and 8.68 MPa mm^{1/2} for finite strip for D = 500 mm and 200 mm respectively. Similarly, for STC specimen with infinite strip and β = 0.15, the values of K_{IC}^{ini} are found to be 9.26 MPa mm^{1/2} and 9.78 MPa mm^{1/2} for D = 500 mm and 200 mm respectively whereas those values are obtained as 8.71 MPa mm^{1/2} and 8.74 MPa mm^{1/2} for finite strip for D = 500 mm and 200 mm respectively. On an average for all values of β, the K_{IC}^{ini} obtained using finite strip is 6.21 and 5.96 % lower than those obtained using infinite strip of plate for D = 500 mm and 200 mm respectively. Also, the values of K_{IC}^{ini} as determined using finite strip of STC is 11.70 and 26.10 % less than those obtained using three point bend test specimen for D = 500 mm and 200 mm, respectively. According to the present trend, it seems that the difference in the value of K_{IC}^{ini} obtained between the STC and TPBT specimens may further increase for smaller size specimens such as 150 mm or 100 mm. As per the common convention, this difference should not be more than ±25 % in the fracture test which is a matter of further investigation. It is also seen from Fig. 10 that the size effect on the K_{IC}^{ini} values for STC specimen is less significant than that presented for three point bend test.
7 Conclusions
Use of weight function for split-tension cube test considering a centrally cracked plate of finite width with the finite strip or the infinite strip yields the same results of critical values of effective crack length, critical value of crack tip opening displacement and unstable fracture toughness of concrete.
For all values of distributed load width (0 ≤ β ≤ 0.15), the values of cohesive toughness obtained considering the finite strip plate is slightly higher than those obtained considering the infinite strip plate. On an average cohesive toughness obtained using finite strip is 2.14 % and 3.29 % more than those obtained using infinite strip of plate for D = 500 mm and 200 mm, respectively
Consequently, on an average for all values distributed load width (0 ≤ β ≤ 0.15), the initial cracking toughness determined using finite strip is 6.21 and 5.96 % lower than those obtained using infinite strip of finite width plate for D = 500 mm and 200 mm respectively.
The value of unstable fracture toughness determined using finite strip of split-tension cube specimen is the lowest for distributed-load width β = 0 and is the highest for β = 0.15 which is in close agreement with that obtained from three point bed test for all sizes of specimens. Also, on an average for all values of the distributed-load width, the values of cohesive toughness determined using finite strip of split-tension cube specimen is 4.82 and 1.86 % less than those obtained using three point bend test specimen for D = 500 mm and 200 mm respectively. Further, on an average for all values of distributed-load width, the values of initial cracking toughness determined using finite strip of split-tension cube specimen is 11.70 and 26.10 % less than those obtained using three point bend test specimen for D = 500 mm and 200 mm, respectively.
References
- Bažant, Z. P., Kim, J.-K., & Pfeiffer, P. A. (1986). Determination of fracture properties from size effect tests. Journal of Structural Engineering ASCE, 112(2), 289–307.CrossRefGoogle Scholar
- Bažant, Z. P., & Oh, B. H. (1983). Crack band theory for fracture of concrete. Materials and Structures, 16(93), 155–177.Google Scholar
- Bueckner, H. F. (1970). A novel principle for the computation of stress intensity factors. Zeitschrift für Angewandte Mathematik und Mechanik, 50, 529–546.MathSciNetMATHGoogle Scholar
- Carpinteri, A. (1989). Cusp catastrophe interpretation of fracture instability. Journal of the Mechanics and Physics of Solids, 37(5), 567–582.CrossRefMATHGoogle Scholar
- Choubey, R. K., Kumar, S., & Rao, M. C. (2014). Effect of shear-span/depth ratio on cohesive crack and double-K fracture parameters. International Journal of Construction, 2(3), 229–247.Google Scholar
- Cusatis, G., & Schauffert, E. A. (2009). Cohesive crack analysis of size effect. Engineering Fracture Mechanics, 76, 2163–2173.CrossRefGoogle Scholar
- Elices, M., Rocco, C., & Roselló, C. (2009). Cohesive crack modeling of a simple concrete: Experimental and numerical results. Engineering Fracture Mechanics, 76, 1398–1410.CrossRefGoogle Scholar
- Glinka, G., & Shen, G. (1991). Universal features of weight functions for cracks in Mode I. Engineering Fracture Mechanics, 40, 1135–1146.CrossRefGoogle Scholar
- Hillerborg, A., Modeer, M., & Petersson, P. E. (1976). Analysis of crack formation and crack growth in concrete by means of fracture mechanics and finite elements. Cement and Concrete Research, 6, 773–782.CrossRefGoogle Scholar
- Hu, S., & Lu, J. (2012). Experimental research and analysis on double-K fracture parameters of concrete. Advanced Science Letters, 12(1), 192–195.CrossRefGoogle Scholar
- Hu, S., Mi, Z., & Lu, J. (2012). Effect of crack-depth ratio on double-K fracture parameters of reinforced concrete. Applied Mechanics and Materials, 226–228, 937–941.CrossRefGoogle Scholar
- Ince, R. (2010). Determination of concrete fracture parameters based on two-parameter and size effect models using split-tension cubes. Engineering Fracture Mechanics, 77, 2233–2250.CrossRefGoogle Scholar
- Ince, R. (2012). Determination of the fracture parameters of the Double-K model using weight functions of split-tension specimens. Engineering Fracture Mechanics, 96, 416–432.CrossRefGoogle Scholar
- Isida, M. (1971). Effect of width and length on stress intensity factor of internally cracked plates under various boundary conditions. International Journal of Fracture, 7, 301–316.Google Scholar
- Jenq, Y. S., & Shah, S. P. (1985). Two parameter fracture model for concrete. Journal of Engineering Mechanics, 111(10), 1227–1241.CrossRefGoogle Scholar
- Karihaloo, B. L., & Nallathambi, P. (1991). Notched beam test: Mode I fracture toughness. In S. P. Shah & A. Carpinteri (Eds.), Fracture mechanics test methods for concrete, report of RILEM Technical Committee 89-FMT (pp. 1–86). London, UK: Chamman & Hall.Google Scholar
- Kumar, S. (2010). Behavoiur of fracture parameters for crack propagation in concrete. Ph.D. Thesis submitted to Indian Institute of Technology, Kharagpur, India.Google Scholar
- Kumar, S., & Barai, S. V. (2008a). Influence of specimen geometry on determination of double-K fracture parameters of concrete: A comparative study. International Journal of Fracture, 149, 47–66.CrossRefMATHGoogle Scholar
- Kumar, S., & Barai, S. V. (2008b). Cohesive crack model for the study of nonlinear fracture behaviour of concrete. Journal of the Institution of Engineers (India), 89, 7–15.Google Scholar
- Kumar, S., & Barai, S. V. (2009a). Determining double-K fracture parameters of concrete for compact tension and wedge splitting tests using weight function. Engineering Fracture Mechanics, 76, 935–948.CrossRefGoogle Scholar
- Kumar, S., & Barai, S. V. (2009b). Effect of softening function on the cohesive crack fracture parameters of concrete CT specimen. Sadhana-Academy Proceedings in Engineering Sciences, 36(6), 987–1015.Google Scholar
- Kumar, S., & Barai, S. V. (2010). Determining the double-K fracture parameters for three-point bending notched concrete beams using weight function. Fatigue & Fracture of Engineering Materials & Structures, 33(10), 645–660.CrossRefGoogle Scholar
- Kumar, S., & Pandey, S. R. (2012). Determination of double-K fracture parameters of concrete using split-tension cube test. Computers and Concrete, 9(1), 1–19.MathSciNetCrossRefGoogle Scholar
- Kumar, S., Pandey, S. R., & Srivastava, A. K. L. (2013). Analytical methods for determination of double-K fracture parameters of concrete. Advances in Concrete Construction, 1(4), 319–340.CrossRefGoogle Scholar
- Kumar, S., Pandey, S. R., & Srivastava, A. K. L. (2014). Determination of double-K fracture parameters of concrete using peak load method. Engineering Fracture Mechanics, 131, 471–484.CrossRefGoogle Scholar
- Kwon, S. H., Zhao, Z., & Shah, S. P. (2008). Effect of specimen size on fracture energy and softening curve of concrete: Part II. Inverse analysis and softening curve. Cement Concrete Res, 38, 1061–1069.CrossRefGoogle Scholar
- Lee, J., & Lopez, M. M. (2014). An experimental study on fracture energy of plain concrete. International Journal of Concrete Structures and Materials, 8(2), 129–139.CrossRefGoogle Scholar
- Modeer, M. (1979). A fracture mechanics approach to failure analyses of concrete materials. Report TVBM-1001, Division of Building Materials. University of Lund, Sweden.Google Scholar
- Murthy, A. R., Iyer, N. R., & Prasad, B. K. R. (2012). Evaluation of fracture parameters by Double-G, Double-K models and crack extension resistance for high strength and ultra high strength concrete beams. Computers Materials & Continua, 31(3), 229–252.Google Scholar
- Nallathambi, P., & Karihaloo, B. L. (1986). Determination of specimen-size independent fracture toughness of plain concrete. Magazine of Concrete Research, 135, 67–76.CrossRefGoogle Scholar
- Park, K., Paulino, G. H., & Roesler, J. R. (2008). Determination of the kink point in the bilinear softening model for concrete. Engineering Fracture Mechanics, 7, 3806–3818.CrossRefGoogle Scholar
- Petersson, P. E. (1981). Crack growth and development of fracture zone in plain concrete and similar materials. Report No. TVBM-100, Lund Institute of Technology, Sweden.Google Scholar
- Planas, J., & Elices, M. (1991). Nonlinear fracture of cohesive material. International Journal of Fracture, 51, 139–157.Google Scholar
- Reinhardt, H. W., Cornelissen, H. A. W., & Hordijk, D. A. (1986). Tensile tests and failure analysis of concrete. Journal of Structural Engineering, 112(11), 2462–2477.CrossRefGoogle Scholar
- Rice, J. R. (1972). Some remarks on elastic crack-tip stress fields. International Journal of Solids and Structures, 8, 751–758.CrossRefMATHGoogle Scholar
- RILEM Draft Recommendation (TC50-FMC). (1985). Determination of fracture energy of mortar and concrete by means of three-point bend test on notched beams. Materials and Structures, 18(4), 287–290.CrossRefGoogle Scholar
- Roesler, J., Paulino, G. H., Park, K., & Gaedicke, C. (2007). Concrete fracture prediction using bilinear softening. Cement Concrete Composites, 29, 300–312.CrossRefGoogle Scholar
- Tada, H., Paris, P. C., & Irwin, G. R. (2000). Stress analysis of cracks handbook (3rd ed.). New York, NY: ASME Press.CrossRefGoogle Scholar
- Timoshenko, S. P., & Goodier, J. N. (1970). Theory of elasticity (3rd ed.). New York, NY: McGraw Hill.MATHGoogle Scholar
- Wu, Z., Jakubczak, H., Glinka, G., Molski, K., & Nilsson, L. (2003). Determination of stress intensity factors for cracks in complex stress fields. Archive of Mechanical Engineering, 50(1), s41–s67.Google Scholar
- Xu, S., & Reinhardt, H. W. (1998). Crack extension resistance and fracture properties of quasi-brittle materials like concrete based on the complete process of fracture. International Journal of Fracture, 92, 71–99.CrossRefGoogle Scholar
- Xu, S., & Reinhardt, H. W. (1999a). Determination of double-K criterion for crack propagation in quasi-brittle materials, Part I: Experimental investigation of crack propagation. International Journal of Fracture, 98, 111–149.CrossRefGoogle Scholar
- Xu, S., & Reinhardt, H. W. (1999b). Determination of double-K criterion for crack propagation in quasi-brittle materials, Part II: Analytical evaluating and practical measuring methods for three-point bending notched beams. International Journal of Fracture, 98, 151–177.CrossRefGoogle Scholar
- Xu, S., & Reinhardt, H. W. (1999c). Determination of double-K criterion for crack propagation in quasi-brittle materials, Part III: Compact tension specimens and wedge splitting specimens. International Journal of Fracture, 98, 179–193.CrossRefGoogle Scholar
- Xu, S., & Reinhardt, H. W. (2000). A simplified method for determining double-K fracture meter parameters for three-point bending tests. International Journal of Fracture, 104, 181–209.CrossRefGoogle Scholar
- Xu, S., & Zhang, X. (2008). Determination of fracture parameters for crack propagation in concrete using an energy approach. Engineering Fracture Mechanics, 75, 4292–4308.CrossRefGoogle Scholar
- Xu, S., & Zhu, Y. (2009). Experimental determination of fracture parameters for crack propagation in hardening cement paste and mortar. International Journal of Fracture, 157, 33–43.MathSciNetCrossRefMATHGoogle Scholar
- Zhang, X., & Xu, S. (2011). A comparative study on five approaches to evaluate double-K fracture toughness parameters of concrete and size effect analysis. Engineering Fracture Mechanics, 78, 2115–2138.CrossRefGoogle Scholar
- Zhang, X., Xu, S., & Zheng, S. (2007). Experimental measurement of double-K fracture parameters of concrete with small-size aggregates. Frontiers of Architecture and Civil Engineering in China, 1(4), 448–457.CrossRefGoogle Scholar
- Zhao, Z., Kwon, S. H., & Shah, S. P. (2008). Effect of specimen size on fracture energy and softening curve of concrete: Part I. Experiments and fracture energy. Cement Concrete Res, 38, 1049–1060.CrossRefGoogle Scholar
- Zhao, Y., & Xu, S. (2002). The influence of span/depth ratio on the double-K fracture parameters of concrete. Journal of China Three Gorges University (Natural Sciences), 24(1), 35–41.Google Scholar
- Zi, G., & Bažant, Z. P. (2003). Eignvalue method for computing size effect of cohesive cracks with residual stress, with application to kink-bands in composites. International Journal of Engineering Science, 41, 1519–1534.CrossRefGoogle Scholar
Copyright information
Open AccessThis article is distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution, and reproduction in any medium, provided you give appropriate credit to the original author(s) and the source, provide a link to the Creative Commons license, and indicate if changes were made.