**1. Introduction**

Open pit mine slope stability and the rock fall risk assessment were studied in high steep excavation site in order to avoid landslides or rock falls occurred several times in Avgamasya Asphaltite mining sites, Şırnak. The high steep slopes were reaching over 120 m high with partly 60–65 degree shale/soil slopes developing major free landslide hazard in harsh climate conditions in recent years. The coal seam was so vertical diving at the working area of miners, made compulsory to

pre-search and take precautions by a hot melted asphalt/fly ash mixture filling through tension cracks over rock falling and free sliding cavities in the hazardous mining operation area in the open pit asphaltite mining. The critical issues and precautions for free failure in Avagamasya Open Pit Site No 2 were mentioned as below:


Ideally, extensometer patterns and wire cables in the stereo net were explored awareness of slide by examining the fractures in the Avgamasya asphaltite mining area. Tele monitoring of boreholes and level mirrors was made daily. In addition, acoustic sound noise analysis was also carried out. Since drilling inspection holes and daily wire follow-up was costly, taking measurements with tension wire extensometers in bevel chucks showed more reliable horizontal deformation values. Accordingly, 45 and 50 degree angles of Şırnak asphaltite quarries were found to be reliable [28, 32]. Two different design models have been developed in order to obtain these stability values. According to these models, it is thought that the slopes may be exposed to planar and wedge type shifts and frees sliding over the slip planes depending on the fracture bedding and density (**Figures 1** and **2**).

The observation of different asphaltite qualities in the field and the diversity of production provide the identification of qualified coal seams needed. Depending on the strength and hardness properties of coal, it is more difficult to determine the chemical structure and strength of asphaltites and side rocks containing heterogeneous structures compared to many other types of coal. The strength and failure type of the country rock differ. The components that make up the coal differ depending on the distribution, orientation, amount and strength and hardness values of these components in the asphaltite sample. This situation is determined relatively within a homogeneous asphaltite matrix. More qualified asphaltite shows softer mechanical strength. Hard veins are also very important in the country rocks. Asphaltite quality and development can be determined underground by seismic reflection and resistivity measurements, depending on the density **Figures 3** and **4**.

Asphaltite and shale, marly shale, marly limestone and various marly formations that are the subject of this study can also be revealed. The Siirt Formation, which is outcropping in the west–east directions of Şırnak province, is important in bedding and forms important rock units in asphaltite bedding in terms of rock mechanics. This unit generally consists of marls containing clay and shale and clays with asphaltite. Sulphate-rich water resources are also located in these units consisting of

*S1 and S2 slope free slip surface perched water table through free slip surface.*

**Figure 2.**

**Figure 1.**

**Figure 3.**

**103**

*Seismical formation layers of Asphaltite quarry No 2 in Şırnak.*

*Avgamasya location of Asphaltite quarry No 2 in Şırnak.*

*DOI: http://dx.doi.org/10.5772/intechopen.94893*

*Asphalt Fill Strengthening of Free Slip Surfaces of Shale Slopes in Asphaltite Open Quarry:…*

*Asphalt Fill Strengthening of Free Slip Surfaces of Shale Slopes in Asphaltite Open Quarry:… DOI: http://dx.doi.org/10.5772/intechopen.94893*

**Figure 1.** *Avgamasya location of Asphaltite quarry No 2 in Şırnak.*

pre-search and take precautions by a hot melted asphalt/fly ash mixture filling through tension cracks over rock falling and free sliding cavities in the hazardous mining operation area in the open pit asphaltite mining. The critical issues and precautions for free failure in Avagamasya Open Pit Site No 2 were mentioned as below:

excavation and mining sites [1–10].

*Slope Engineering*

anchorage reinforcement [25–29].

failures [37, 38].

**102**

• Basic instability parameters searched by many researchers mentioned above anisotropy as often caused sudden failure by hazardous fractures and cracks in

• Hazard risk can be examined as water income and levels in the mine [17, 18]. In the pit slopes, these values of pore pressure u are synchronized the stress and

• During the works, asphalt filling stabilization of cracks on the safety of the slopes [21–24] and steps are formed in the work stages, the safety of the truck transportation road and the safety of the excavation area were ensured by

• A steeper safe stepping of the slopes and a suitable minimum fly ash addition pouring and crack area of asphalt filling design has been developed lower horizontal adhesive stabilization and less cracks [30–36]. High compacting vibration, drainage and low excavation capacity were also affected excavation time, free slope, crack yields and steep displacements following discontinuous

Ideally, extensometer patterns and wire cables in the stereo net were explored awareness of slide by examining the fractures in the Avgamasya asphaltite mining area. Tele monitoring of boreholes and level mirrors was made daily. In addition, acoustic sound noise analysis was also carried out. Since drilling inspection holes and daily wire follow-up was costly, taking measurements with tension wire extensometers in bevel chucks showed more reliable horizontal deformation values. Accordingly, 45 and 50 degree angles of Şırnak asphaltite quarries were found to be reliable [28, 32]. Two different design models have been developed in order to obtain these stability values. According to these models, it is thought that the slopes may be exposed to planar and wedge type shifts and frees sliding over the slip planes depending on the fracture bedding and density (**Figures 1** and **2**).

The observation of different asphaltite qualities in the field and the diversity of production provide the identification of qualified coal seams needed. Depending on the strength and hardness properties of coal, it is more difficult to determine the chemical structure and strength of asphaltites and side rocks containing heterogeneous structures compared to many other types of coal. The strength and failure type of the country rock differ. The components that make up the coal differ depending on the distribution, orientation, amount and strength and hardness values of these components in the asphaltite sample. This situation is determined relatively within a homogeneous asphaltite matrix. More qualified asphaltite shows softer mechanical strength. Hard veins are also very important in the country rocks. Asphaltite quality and development can be determined underground by seismic reflection and resistiv-

Asphaltite and shale, marly shale, marly limestone and various marly formations that are the subject of this study can also be revealed. The Siirt Formation, which is

ity measurements, depending on the density **Figures 3** and **4**.

• Tensile cracks and shear loads that occurred in the free slip surfaces on heterogeneous breccias formations in Şırnak geology [11, 12] and cracks and

land of asphaltite mining investigated by standards [13–16].

the ground water income patterns should be extracted [19, 20].

**Figure 2.** *Seismical formation layers of Asphaltite quarry No 2 in Şırnak.*

**Figure 3.**

*S1 and S2 slope free slip surface perched water table through free slip surface.*

outcropping in the west–east directions of Şırnak province, is important in bedding and forms important rock units in asphaltite bedding in terms of rock mechanics. This unit generally consists of marls containing clay and shale and clays with asphaltite. Sulphate-rich water resources are also located in these units consisting of

**Figure 4.** *S1 and S2 slope free slip surface slip surface water saturation.*

claystone rocks. Due to its different mechanical strengths and densities, it helps to find underground bedding. In addition, it has been evaluated within the scope of this study since it creates various engineering data.

**Figure 5.**

**Figure 6.**

**Figure 7.**

**105**

*Typical Mohr coulomb envelope of the Asphaltite mine shale rocks studied.*

*Asphalt Fill Strengthening of Free Slip Surfaces of Shale Slopes in Asphaltite Open Quarry:…*

*DOI: http://dx.doi.org/10.5772/intechopen.94893*

*Typical chlorite and calcite belts of the Asphaltite mine shale rocks studied.*

*Schematic view of the unaxial compression strength test setup.*

In operation, the drilling cores are subjected to mechanical tests on site and under laboratory conditions. The micro structural and mineralogical studies carried out. Compression tests were carried out on samples with relatively weak asphaltite and claystone levels and hard, higher strength asphaltite veins with diameters of 34 mm and 84 mm.

With the findings obtained, it was determined that asphaltites containing components with different strength and hardness properties show different fractures. It is aimed to determine the changes in different breaking stresses and strengths for each borehole and logs.

Possible bedding will be examined with seismic reflection method and exploration drillings will be opened at the location points displayed on the map below. Drilling exploration locations will be opened at 1000 m depth at the points shown on the map. Seismic reflection data describe possible asphaltite bedding as shown in the **Figure 2**.

#### **1.1 Uniaxial compression strength tests**

Uniaxial compression strength tests without environmental stress were carried out in the Şırnak University laboratory with a 2000 kN capacity hydraulic controlled test device. Axial and circumferential deformation gauges are placed at the levels of half of the sample lengths, as shown in the figure, so that their measurements are not affected by changes in the sample edges. The axial strain gauges were placed tightly on both sides of the specimens, mutually. Measuring range of axial deformation gauges on the sample is 50 mm for 84 mm diameter samples and 35 mm for 34 mm diameter samples as shown in **Figures 5** and **6**. The circumferential strain (rad) was calculated with the help of strain gauges connected to the chain wrapped around the sample. During the test (**Figure 7**), digital feedback was provided by circumferential strain and the control value used was set at 0.05 mm/min. The rock properties were defined.

*Asphalt Fill Strengthening of Free Slip Surfaces of Shale Slopes in Asphaltite Open Quarry:… DOI: http://dx.doi.org/10.5772/intechopen.94893*

**Figure 5.** *Typical Mohr coulomb envelope of the Asphaltite mine shale rocks studied.*

**Figure 6.** *Typical chlorite and calcite belts of the Asphaltite mine shale rocks studied.*

**Figure 7.** *Schematic view of the unaxial compression strength test setup.*

claystone rocks. Due to its different mechanical strengths and densities, it helps to find underground bedding. In addition, it has been evaluated within the scope of

In operation, the drilling cores are subjected to mechanical tests on site and under laboratory conditions. The micro structural and mineralogical studies carried out. Compression tests were carried out on samples with relatively weak asphaltite and claystone levels and hard, higher strength asphaltite veins with diameters of

With the findings obtained, it was determined that asphaltites containing components with different strength and hardness properties show different fractures. It is aimed to determine the changes in different breaking stresses and strengths for

Possible bedding will be examined with seismic reflection method and exploration drillings will be opened at the location points displayed on the map below. Drilling exploration locations will be opened at 1000 m depth at the points shown on the map. Seismic reflection data describe possible asphaltite bedding as shown in

Uniaxial compression strength tests without environmental stress were carried out in the Şırnak University laboratory with a 2000 kN capacity hydraulic controlled test device. Axial and circumferential deformation gauges are placed at the levels of half of the sample lengths, as shown in the figure, so that their measurements are not affected by changes in the sample edges. The axial strain gauges were placed tightly on both sides of the specimens, mutually. Measuring range of axial deformation gauges on the sample is 50 mm for 84 mm diameter samples and 35 mm for 34 mm diameter samples as shown in **Figures 5** and **6**. The circumferential strain (rad) was calculated with the help of strain gauges connected to the chain wrapped around the sample. During the test (**Figure 7**), digital feedback was provided by circumferential strain and the control value used was set at 0.05 mm/min.

this study since it creates various engineering data.

*S1 and S2 slope free slip surface slip surface water saturation.*

34 mm and 84 mm.

**Figure 4.**

*Slope Engineering*

each borehole and logs.

**1.1 Uniaxial compression strength tests**

The rock properties were defined.

the **Figure 2**.

**104**
