Tensile behavior of a Brazilian Disk Containing non-persistent Joint Sets Subjected to Diametral Loading: An Experimental Investigation

doi:10.21203/rs.3.rs-758586/v1

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Tensile behavior of a Brazilian Disk Containing non-persistent Joint Sets Subjected to Diametral Loading: An Experimental Investigation

https://doi.org/10.21203/rs.3.rs-758586/v1

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Structural defects are part of the inherent characteristics of rock masses. They can be found in the form of fishers, joints, and beddings and can be divided into persistent or non-persistent one. The coalescence of non-persistent cracks may lead to the formation of persistent joints under the tensile stress field, leading to instability of rock mass. The mechanical behavior of non-persistent jointed disks under tensile stress has essential implications for rock engineering structures. In this paper, concrete Brazilian disks containing open non-persistent joints were constructed and subjected to diametral loading to investigate the effect of this kind of joint parameters on the tensile strength and stiffness of disks. The effect of some parameters, such as joint continuity factor (the relationship between joint length and rock bridge length), bridge angle, joint spacing, and loading direction with respect to joint angle were investigated to estimate the tensile strength and stiffness as well as failure pattern. The results of experiments revealed that the tensile strength, stiffness, and failure pattern of Brazilian disks are highly affected by non-persistent pre-existing crack parameters. The increase of joint continuity factor and loading direction leads to an increase in tensile strength and a decrease in stiffness. However, when bridge angle and spacing increase tensile strength rises, and the former decreases stiffness while the latter results in its reduction. Finally, all the parameters significantly affect the failure pattern, and some failure patterns such as step-path failure, splitting, or sliding may occur as a function of non-persistent joint parameters.

Environmental Engineering

Non-persistent joint

Brazilian disk

Tensile strength

Cracking behavior

A rock mass is a natural geological material that is formed of two components, intact rock and discontinuity (Asadizadeh et al. 2018b; Chen et al. 2020). The term discontinuity generally includes fractures, fissures, joints, faults, and bedding planes (Mas Ivars et al. 2011). Many rock structures, such as civil, hydropower, and mining projects are often constructed on or in a jointed rock mass. Therefore, the presence of non-persistent joints may reduce the strength of rock mass and trigger new cracks, leading to the failure of rock structures (Morgan et al. 2013; Zhou et al. 2014; Shang et al. 2018b). In many rock engineering failures (for example, landslide of the rock mass slope, and collapse failure of underground rock engineering), it is believed that the opening and slipping of pre-existing joints are the main causes of geological disasters (Shang et al. 2018b; Shou et al. 2019). The stability of jointed rock structures is significantly affected by crack initiation and propagation under tensile stress filed due to the unloading effect of rock excavation or construction of openings in rock masses (Yang et al. 2020). Many researchers have conducted experimental studies on real rock or rock-like specimens with pre-fabricated discontinuities, and some significant results have been reported (Goldstein ao et al. 1966; Hayashi 1966; Einstein et al. 1969; Brown and Trollope 1970; Einstein and Hirschfeld 1973; Singh et al. 2002; Asadizadeh et al. 2018a, 2019a; Asadizadeh and Rezaei 2019; Shaunik and Singh 2019) and numerically (Singh and Singh 2008; Wang et al. 2016, 2017; Ma et al. 2018; Chang et al. 2019), and fewer researchers have studied the non-persistent joints (Lajtai 1969; Bobet and Einstein 1998; Bobet 2000; Gehle and Kutter 2003; Wong and Einstein 2009; Park and Bobet 2009, 2010; Ghazvinian et al. 2012; Zhang and Wong 2013; Asadizadeh et al. 2019a, b; Fereshtenejad and Song 2021). However, the tensile strength of non-persistent jointed rock mass has not been studied in-depth (Chen et al. 2012; Cheng et al. 2016; Shang et al. 2018a; Xiong and Chen 2020; Lin et al. 2020; Yang et al. 2020) and much research is required to explore the tensile behavior of rock bridges and their surrounding rock mass.

Investigation into tensile strength, stiffness, and failure pattern of non-persistent jointed disks under diametral loading may benefit rock engineers by providing them with an in-depth insight into the failure mechanism of rock structures under static loads in cases such as underground spaces, tunnels, and slopes, and may help them to prevent instability at the design stage, resulting in a safe design of these structures, leading to the reduction of failure hazards. In this paper, 51 Brazilian concrete disks, containing various configurations of non-persistent joints have been subjected to diametral loading to investigate the effect of joint continuity k, joint spacing d, bridge angle γ, and loading direction β on their tensile strength and stiffness through physical experiments (see Fig. 1).

Concrete Brazilian disk specimens with a diameter of 150 mm and a height of 75 mm were constructed using a mixture of cement, sand, and water by a weight ratio of 3.5: 5:3. The samples were cured at room temperature for 14 days. Five uniaxial compression and Brazilian tests were performed on cylindrical and disk specimens respectively to obtain their mechanical properties. The mechanical properties of the final product are shown in Table 1. A geologic material proxy with the reported mechanical properties can be classified as a weak to medium rock sample according to the Brady and Brown classification system (Brady and Brown 2004).

A specific mold was designed and manufactured using Plexiglass and PVC tube. A grid of slots was created at the base of the model which acts as a host for the vertical blades. These blades are embedded in concert to create non-persistent joints. For this purpose, a pre-designed pattern was installed at the bottom of the model, and blades were fixed in the grid. All component of the mold and base grid is presented in Fig. 2.

After casting, the mold was shaken to condense the mortar and release any trapped air from the mixture. After four hours, the blades were removed from the mold, and non-persistent joints were created, see Fig. 3.

In this study, 51 diametral loading tests were performed on non-persistent jointed Brazilian disks using a uniaxial loading machine. Actual control of loading speed during the compressive strength test is one of the determining parameters in the test result, which in this study was 0.005 mm/s. In this experiment, the LVDT displacement sensor was used to investigate and calculate the values of stress and strain, as well as to draw a strain stress diagram, which is shown in Fig. 4.

Each test was repeated on the same samples three times and the average value of tensile strength and stiffness are presented in Table 2.

The statistical description of the non-persistent joint parameters and test results are presented in Table 3, and the histogram of test output is presented in Fig. 5

In this section tensile strength and stiffness of specimens under diametrical loading have been explored in-depth.

3-1 The effect of joint continuity factor

3-1-1 Tensile strength

The effect of the joint continuity factor on indirect tensile strength was investigated using experimental experiments. In these tests, the joint continuity factor varied by 0.18, 0.22, 0.29, 0.40, and 0.67 while other parameters were at their average. The test was repeated three times for each specimen the results are presented in Fig. 6. As it can be seen in this figure, by increasing k from 0.18 to 0.22 tensile strength increases by 24.7% and then there is a 34.25% reduction at central point, i.e. k=0.29, finally as k increases to 0.67 tensile strength decreases by 41.5%. Overally by increasing k, tensile strength decreases.

3-1-2 Tensile stiffness

The impact of the joint continuity factor on tensile stiffness is presented in Fig. 8. This parameter was calculated from the axial-force-displacement curve during the test of Brazilian disks (see Fig.7).

By increasing k from 0.18 to 0.67 tensile stiffness generally decreases by 95.43%; however, there is some fluctuation at k=0.22 and 0.4. The variation pattern of tensile strength and stiffnes are the sanme as each other.

3-1-3 The failure pattern

The effect of the joint continuity factor on the failure mechanism of samples is presented in Fig. 9. The failure pattern is significantly affected by k. When k=0.67 the pre-cracks at the center of the sample coalesce and form a sliding surface, and at the top and bottom of the sample new cracks form between the row of pre-existing cracks (see Fig. 9 a). By decreasing k from 0.4 to 0.18 the failure happens in the center of the disk for example when k=0.4, 0.29, and 0.18 the tips of pre-existing cracks connect to each other by new cracks and failure surface forms (see Fig. 9 b, c and e). However, when k=0.22 the failure mode changes at the center of the specimen, meaning that the new cracks usually form at both ends of pre-existing cracks and create more failure surface (see Fig. 9 d).

3-2 The effect of loading direction

3-2-1 Tensile strength

Moreover, the effect of loading direction with respect to joint angle on indirect tensile strength was investigated in-depth. In these tests, loading direction varied from 0° to 90° while other parameters were at their average. The test was repeated three times for each specimen the results are presented in Fig. 10. As it can be seen in this figure, by increasing β from 0° to 45° tensile strength decreases by 22.41%, and then increases as β increases to 70° and finally by increasing β from 70° to 90° tensile strength decreases by 38.90%. However, the general trend of tensile strength is decreasing as β increases.

3-2-2 Tensile stiffness

The impact of loading direction with respect to joint angle on sample stiffness is presented in (Fig. 12). The linear part of the load-displacement curve during the test represents this parameter (see Fig.11).

In this case, by increasing β from 0° to 90° tensile stiffness generally decreases by 94.18%. However, at β=20° and 70° tensile stiffness increases by 10.98% and 62.92% respectively. The maximum and minimum amount of stiffness is reported for β=70° and β=90° respectively. It seems that at β=20° just one pre-existed crack contributes to failure surface, and at β=70° three cracks participate in the failure process.

3-2-3 The effect of loading direction on failure pattern

The effect of loading direction with respect to joint angle on the failure mechanism of samples is presented in Fig. 13. The loading direction can virtually affect the failure. When β =0° the pre-cracks at the center of the sample coalesce and form a failure surface (see Fig. 13 a). At β =20° just one pre-existing crack contributes to the failure surface, and it developed in the intact part of the specimen (see Fig 13 b). However, at β=45° the right tip of the central cracks contributes to the failure surface, and three new cracks formed at the upper side of the sample due to the compression zone right below the loading platen (see Fig. 13 c). When β =70°, almost all central cracks participate in failure surface, and cracks usually initiate from both sides of pre-existed cracks (see Fig. 13 d). At β =90°, the failure surface moves from the center to the left side of the sample, and in this case, just one side of the cracks participates in the failure surface (see Fig. 13 e).

3-3 The effect of bridge angle

3-3-1 Tensile strength

The effect of bridge angle on tensile strength was investigated using Brazilian disks. In these tests, bridge angle varied from 90° to 150° while other parameters were at their average, and the results are presented in Fig. 14. As it can be seen in this figure, at first by increasing 𝛾 from 90° to 112.5° tensile strength increases by 14.91%, then by increasing 𝛾 from 112.5° to 121.5° tensile strength decreases by 27.03%, and then by increasing 𝛾 from 121.5° to 130.5° tensile strength increases by 41.23%, finally by increasing 𝛾 from 130.5° to 150° tensile strength decreases by 11.54%. Generally, by increasing 𝛾 from 90° to 150° tensile strength increases by 4.76%.

3-3-2 Tensile stiffness

The impact of bridge angle on sample stiffness is presented in (Fig. 16). The stiffness is calculated from the linear part of the load-displacement curve during the test (see Fig.15).

Moreover, Fig. 15 shows the effect of bridge angle on sample stiffness. As it can be seen in this figure, by increasing 𝛾 from 90° to 150° tensile stiffness generally decreases by 57.96%. However, there is 91.11% increase at 𝛾=130.5° and then stiffness decreases.

3-3-3 The effect of bridge angle on failure pattern

The effect of bridge angle on the failure mechanism of samples is presented in Fig. 17. This parameter can virtually affect the failure pattern. When γ=90°, 121.5°, 130.5°, and 150° the failure surface develops through both pre-cracks and intact concrete (see Fig. 13 a, b, c and e), and more than one crack develops in the compression zone right below the upper loading platen. At γ=112.5° both ends of pre-cracks contribute to filature surface, especially from center to the lower part of the sample (see Fig 17 b).

3-4 The effect of joint spacing

3-4-1 Tensile strength

The impact of joint spacing on tensile strength is shown in Fig.18. As it can be seen in this figure, by increasing d from 1.4 to 4.2cm tensile strength generally increases by 17.58%; however, there is a local drop in tensile strength at d= 2.8 cm.

3-4-2 Tensile stiffness

The impact of joint spacing on sample stiffness was investigated using force-displacement curves (see Fig. 20). The slope of the linear part of the curve represents the tensile stiffness.

The calculated stiffness is presented in Fig.20. As it can be seen in this figure, by increasing d from 1.4 to 4.2 cm generally stiffness increases by 33.88%; however, stiffness decreases at d=2.8cm and 4.2cm by 35.52% and 20.68% respectively.

3-4-3 The effect of joint spacing on failure pattern

The effect of joint spacing on the failure pattern is presented in Fig. 21. Spacing was increased at levels 1.4, 2.1, 2.8, 3.5, and 4.2 cm to investigate its effect on the failure mechanism of Brazilian disks. When d= 1.4 and 2.8 cm, step-path failure happens due to the function of non-persistent pre-existing cracks (see Fig. 21 a and d). This mechanism can be seen soundly at d=1.4 cm but when d=3.5 cm the steps are much steeper and the failure surface paths from the center of the sample. At d=21 cm and 2.8 cm, the failure surface paths through intact concrete and pre-existing joints too, and is located at the center of the sample. It means that the failure is more affected by tensile stress at the center of the sample than the function of pre-cracks (see Fig. 21 b and c). The failure mechanism of d=4.2 cm is virtually the same. The failure surface is not perpendicular and due to the functionality of the compression zone right below the loading platens more cracks imitate (see Fig. 21e)

In this paper, a number of Brazilian concrete disk specimens containing a set of open non-persistent joints were subjected to diametral loading to investigate the effect of joint continuity factor k, joint spacing d, bridge angel γ, and loading direction with respect to joint angle β on the tensile strength, stiffness and failure pattern. The results indicate that tensile strength, stiffness, and failure pattern of Brazilian disks are significantly affected by the function of non-persistent pre-existing crack parameters. As the k and β increase, tensile strength decreases, and by increasing γ and d this parameter increase. Moreover, by increasing k, β and γ stiffness decreases but when d rises stiffness increases. Non-persistent crack parameters may also affect the failure pattern of samples. When k increases from 0.18 to 0.67, the failure pattern changes from splitting at the center to the sliding mode. Moreover, by increasing β from 0° to 90° the failure surface moves from center to the sides of the sample. At higher and lower levels of γ i.e., 90°and 150°, the splitting mode is dominant at the center of the sample, but at the middle levels of γ i.e., 112.5°, 121.5°, and 130°, both ends of existing cracks contribute to failure surface and forms a more complicated failure surface. Finally, joint spacing d can affect the failure pattern more severely. At the low level of d (i.e., 1.4 cm), step-path failure is dominated and by increasing d to the middle level, the failure pattern is more complicated, and at higher levels of d (i.e., 4.2 cm), mainly intact part of specimen contributes to the failure surface. Future work for this research involves extensive numerical investigations and an upgrade to an experimental setup to record the cracking process using advanced technics such as digital image correlation and acoustic emission technics.

The authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.

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Table 1. Material properties of Brazilian concrete disks (Average)

Tensile strength (σ_t, MPa)	UCS^* (MPa)	Young's modulus (E, GPa)	Poisson's ratio (ν)
1.88	12.96	2.44	0.25
^*UCS: uniaxial compressive strength

Table 2. Experiments and the independent and dependent parameters.

Sample cod	k	d(cm)	𝛾(°)	𝛽(°)	K(MN/mm)	𝜎_t(MPa)	Sample cod	k	d(cm)	𝛾(°)	𝛽(°)	K(MN/mm)	𝜎_t(MPa)
B1	0.67	2.8	121.5	45	1.9378	1	B27	0.29	2.8	121.5	90	1.635	1
B2	0.67	2.8	121.5	45	6.0184	0.56	B28	0.29	2.8	90	45	141.02	1.61
B3	0.67	2.8	121.5	45	1.3168	1.33	B29	0.29	2.8	90	45	125.68	1.67
B4	0.4	2.8	121.5	45	57.541	1.72	B30	0.29	2.8	90	45	168.17	1.55
B5	0.4	2.8	121.5	45	42.174	1.61	B31	0.29	2.8	112.5	45	61.312	1.83
B6	0.4	2.8	121.5	45	85.837	1.61	B32	0.29	2.8	112.5	45	84.086	1.89
B7	0.22	2.8	121.5	45	56.781	1.83	B33	0.29	2.8	112.5	45	61.312	1.83
B8	0.22	2.8	121.5	45	77.079	2.05	B34	0.29	2.8	130.5	45	71.789	2
B9	0.22	2.8	121.5	45	85.054	2.28	B35	0.29	2.8	130.5	45	83.802	2.05
B10	0.18	2.8	121.5	45	69.598	1.72	B36	0.29	2.8	130.5	45	91.771	1.67
B11	0.18	2.8	121.5	45	69.598	1.72	B37	0.29	2.8	150	45	67.444	1.67
B12	0.18	2.8	121.5	45	63.807	1.5	B38	0.29	2.8	150	45	50.069	1.67
B13	0.29	2.8	121.5	0	53.613	1.72	B39	0.29	2.8	150	45	65.303	1.72
B14	0.29	2.8	121.5	0	50.394	1.61	B40	0.29	1.4	121.5	45	37.097	1.5
B15	0.29	2.8	121.5	0	61.131	1.89	B41	0.29	1.4	121.5	45	47.859	1.72
B16	0.29	2.8	121.5	20	68.67	1.72	B42	0.29	1.4	121.5	45	52.243	1.5
B17	0.29	2.8	121.5	20	49.304	1.33	B43	0.29	2.1	121.5	45	73.575	1.67
B18	0.29	2.8	121.5	20	65.303	1.89	B44	0.29	2.1	121.5	45	70.071	1.5
B19	0.29	2.8	121.5	45	49.05	1.44	B45	0.29	2.1	121.5	45	57.113	1.61
B20	0.29	2.8	121.5	45	36.787	1.17	B46	0.29	3.5	121.5	45	52.147	1.89
B21	0.29	2.8	121.5	45	43.6	1.44	B47	0.29	3.5	121.5	45	89.71	1.5
B22	0.29	2.8	121.5	70	78.364	1.83	B48	0.29	3.5	121.5	45	89.71	1.17
B23	0.29	2.8	121.5	70	71.398	1.55	B49	0.29	4.2	121.5	45	65.303	1.83
B24	0.29	2.8	121.5	70	61.12	1.89	B50	0.29	4.2	121.5	45	59.187	1.83
B25	0.29	2.8	121.5	90	6.3978	1.11	B51	0.29	4.2	121.5	45	59.187	1.89
B26	0.29	2.8	121.5	90	1.5823	1.11

Table 3. Statitical description of non-peristent joint parameters and test outputs

Type	Parameter	Symbol	Range	Min	Max	Mean	Std. Deviation	Variance
Input	Joint continuity factor	k	0.48	0.18	0.67	0.30	0.10	0.01
	Joint spacing (cm)	d	2.80	1.40	4.20	2.80	0.54	0.29
	Bridge angle (degree)	𝛾	60.00	90.00	150.00	121.35	10.86	117.96
	Loading direction (degree)	β	90.00	0.00	90.00	45.00	17.83	318.00
Output	Tensile stiffness (MN/mm)	K	166.85	1.32	168.17	61.57	31.97	1022.12
Output	Tensile strength (MPa)	𝜎_t	1.72	0.56	2.28	1.62	0.31	0.10

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Reviews received at journal
16 Aug, 2021
Reviewers invited by journal
16 Aug, 2021
Editor assigned by journal
30 Jul, 2021
First submitted to journal
27 Jul, 2021

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Tensile behavior of a Brazilian Disk Containing non-persistent Joint Sets Subjected to Diametral Loading: An Experimental Investigation

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Abstract

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1. Introduction

2. Experimental Study

3. Mechanical Response Of The Specimens

4. Conclusion

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