**2. Stability modeling and asphalt covering for free rock sliding control in Şırnak open pit coal mining**

Water drained layered surfaces confirmed the geotechnical stability caused anisotrophical pore pressure developed and compression strength developed. The below equation showed the shear on fre slip surface with cohesive mater.

$$\mathcal{c}\_{\theta} = \mathcal{c}\_{2} + (\mathcal{c}\_{1} - \mathcal{c}\_{2}) \begin{array}{c} \cos^{2}\theta \end{array} \tag{1}$$

Ri <sup>¼</sup> <sup>X</sup> i

Fiu <sup>¼</sup> <sup>X</sup> i

> 0 c*u* 0

*τθ<sup>i</sup>* ¼ *c* 0

Siu <sup>¼</sup> <sup>X</sup> i

SRock ¼ Su

SRock <sup>¼</sup> <sup>2</sup>*<sup>c</sup>*

**107**

X i

c0

0

Di <sup>¼</sup> <sup>1</sup> � *<sup>z</sup>*

Qi <sup>¼</sup> <sup>1</sup> � *<sup>z</sup>*

*H* h i<sup>2</sup>

**2.1 Rock texture, mineralogy and petrographic characteristics**

1

<sup>ϒ</sup>*<sup>H</sup> PiRi Qi*

0 c*u* 0

Siu <sup>¼</sup> <sup>X</sup> i

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

0

*σ*0

0

*l sec ai* þ Fiu

*l sec ai* <sup>þ</sup> *<sup>σ</sup>* � *ua* <sup>þ</sup> *<sup>χ</sup> ua* � *uwi* ð Þ ð Þ tan <sup>2</sup>

Ru <sup>¼</sup> <sup>ϒ</sup>*w*<sup>0</sup>

Safety factor was calculated by perched water table and water saturation

b þ ð Þ Wi � *ub* tan *ϕ*<sup>0</sup> f g ½ �*=* cos *aM =*

cos *ϕ* � *R P*ð Þ þ *S <sup>i</sup>*

Pi <sup>¼</sup> <sup>1</sup> � *<sup>z</sup>*

*H* h i<sup>2</sup>

<sup>R</sup> <sup>¼</sup> <sup>ϒ</sup>*<sup>w</sup>* ϒ � � *zw*

Si <sup>¼</sup> *zw z* � � *z H*

cos *ϕ*

As seen in **Figure 8**, the samples subjected to the tests generally present a heterogeneous rock texture consisting of claystone levels and anhydrite veins and layers of different frequencies. The thickness and elongation of the calcite veins in the claystone levels range from mm to cm. Its mineralogical composition is

*H*

safety water saturated rock parameters regarding pore water content

M ¼ cos *a* 1 þ

pu <sup>¼</sup> *<sup>ϒ</sup>*<sup>0</sup> *ϒ*

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

Wi sin *ai* � <sup>S</sup>*<sup>u</sup>* <sup>¼</sup> <sup>X</sup>

ϒ0 ϒ

i

0

H*<sup>i</sup>* tan <sup>2</sup> *ϕ*0

tan *a* tan *ϕ*<sup>0</sup> ð Þ *F*

*hi*

*= Qi*

cot *ϕ* � cot *ϕ*

*H*

� � cot *<sup>ϕ</sup>* ð Þ cot *<sup>ϕ</sup>* tan *<sup>ϕ</sup>* � <sup>1</sup> (22)

*z* � � *z*

<sup>0</sup> ð Þ <sup>þ</sup> *RSi* cot *<sup>ϕ</sup>* � �≤1, 25 (17)

*<sup>θ</sup>* ¼ *σ* � *ua* þ *χ ua* � *uwi* ð Þ (11)

*<sup>i</sup>* þ *σ* � *ua* þ *χ ua* � *uwi* ð Þ ð Þ tanϕ<sup>0</sup> (12)

*ϕ*0

� � (14)

X*<sup>n</sup> i*¼1

n o cosec *<sup>ϕ</sup>* (18)

n o (20)

n o sin *<sup>ϕ</sup>* (21)

� � *sin<sup>ϕ</sup>* (19)

<sup>ϒ</sup>*<sup>d</sup>* (15)

S*i*Wi cos *ai* ¼ (7)

H*<sup>i</sup>* (8)

Wi � pu (9)

≤1, 25 (10)

≤ 1, 25 (13)

W*iu sin ai* (16)

where the shear force and stress and nominal load and compression stress at angle was *θ* caused failure at weak layer shear in the slope.

Vertical unaxial strength and Horizontal strength of the specimens were changed. GEO5 model weight slice chart construction carried out as given below serial equation sum:

$$F = \sum\_{0}^{i} \mathbf{N}\_{i} \mathbf{F}\_{i} = \mathbf{N}\_{i} \frac{\mathbf{C}\_{i}}{\gamma H} \cos \beta^{i} \tag{2}$$

N*<sup>i</sup>* slice load kN *<sup>C</sup>*<sup>1</sup> *Ci* , *β* slope angle, The slip surface stability analyzed as load chart sum. Safety factors over 1,35 and 1,5 was confirming the stability.

Regarding the crack distribution and density orientation and intersection with water perched tables shown (**Figure 5**) as shear risk factor R*<sup>c</sup>:*

10 m length slice at *i* discontinuity at angle of crack and density of % heteregenous distriburtion on slip surface as *dy dx* was calculated.

$$\mathbf{R}\_{\mathbf{c}} = \sum\_{0}^{\mathrm{i}} \mathbf{R}\_{\mathrm{i}} \mathbf{F}\_{\mathrm{i}} \tan \theta = \int\_{a}^{b} e^{-ti\theta} d\mathbf{y}^{\mathrm{i}} \tag{3}$$

$$\frac{dy}{d\mathbf{x}} = e^{-ti\theta}d\mathbf{y} \tag{4}$$

The studied stages were as below:

Slope Stability Chart modeling was managed as shown in **Figure 3**.

The Stability mechanism and control by asphalt crack filling and cable net pillar construction was avoiding pore pressure for each slice as given Eq. (5)

$$\frac{dy}{d\mathbf{x}} = \boldsymbol{\mathfrak{u}} = \sum\_{0}^{\mathrm{i}} \mathbf{R}\_{\mathrm{i}} \mathbf{F}\_{\mathrm{i}} / \tan \boldsymbol{\mathfrak{a}} \left( \mathbf{1} - \boldsymbol{e}^{-t \mathrm{Ri} / \mu} \right)^{\mathrm{i}} \tag{5}$$

u deformation intrinsic friction resistance, F weight slice, a shear fracture inclination angle t time, μ crack mud viscosity i weight slice.

The safety factor in free sliding has been investigated by following the stress cracks by transforming the slope deformations based on the internal friction angle patterns. Fracture agglomeration and cohesion-free free fall displacements can be observed above 50 mm. In order to increase the viscosity in the cracks, the waste liquid polymer materials were poured into these gaps to provide stability. The joint density over slip surface for each slice was calculated by the Equations sequentially as below:

$$\text{Ji} = \sum\_{0}^{i} \mathbf{N}\_{i} \mathbf{F}\_{i} \tan a\_{i} \tag{6}$$

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

$$\mathbf{Ri} = \sum\_{0}^{\mathrm{i}} \mathbf{S}\_{\mathrm{i}} \mathbf{W}\_{\mathrm{i}} \cos a\_{\mathrm{i}} = \tag{7}$$

$$\mathbf{p}\_{\rm u} = \frac{\mathbf{y}^{\prime}}{\mathbf{y}} \mathbf{H}\_{\rm i} \tag{8}$$

$$\text{Fi}\_{\mathbf{u}} = \sum\_{\mathbf{0}}^{\text{i}} \mathbf{W}\_{\mathbf{i}} \sin a\_{\mathbf{i}} - \mathbf{S}\_{\mathbf{u}} = \sum\_{\mathbf{0}}^{\text{i}} \mathbf{W}\_{\mathbf{i}} - \mathbf{p}\_{\mathbf{u}} \tag{9}$$

$$\mathbf{S}\_{\rm in} = \sum\_{0}^{i} \mathbf{c}\_{u}^{\prime} l \,\,\sec a\_{i} + \mathrm{Fi}\_{u} \frac{\mathbf{Y}^{\prime}}{\mathbf{Y}} \mathrm{H}\_{i} \tan^{2} \phi^{\prime} \le 1,25 \tag{10}$$

$$
\sigma'\_{\theta} = \sigma - \mathfrak{u}\_a + \chi (\mathfrak{u}\_a - \mathfrak{u}\_{wi}) \tag{11}
$$

$$
\pi\_{\theta i} = c\_i' + \left(\sigma - \mathfrak{u}\_a + \chi(\mathfrak{u}\_a - \mathfrak{u}\_{wi})\right) \tan \phi' \tag{12}
$$

$$\mathbf{S}\_{\rm ii} = \sum\_{0}^{\rm i} \mathbf{c}\_{\rm u}^{\prime} l \; \sec a\_{\rm i} + (\sigma - u\_a + \chi (u\_a - u\_{\rm wi})) \tan^2 \phi^{\prime} \le 1,25 \tag{13}$$

safety water saturated rock parameters regarding pore water content

$$\mathbf{M} = \cos a \left[ \mathbf{1} + \frac{(\tan a \tan \phi')}{F} \right] \tag{14}$$

$$\mathbf{R\_u} = \frac{\Upsilon\_w / h\_i}{\Upsilon d} \tag{15}$$

Safety factor was calculated by perched water table and water saturation

$$\mathbf{S\_{Rock}} = \mathbf{S\_u} \sum\_{1}^{\mathrm{i}} \{ [\mathbf{c'} \mathbf{b} + (\mathbf{W\_i} - ub) \tan \phi'] / \cos aM \} / \sum\_{i=1}^{n} \mathbf{W\_{iu}} \sin a\_i \tag{16}$$

$$\mathcal{S}\_{\text{Rock}} = \frac{2x}{\Upsilon H} \text{PRi}\left( (Q\_i' \cos \phi - R(P+S)\_i/(Q\_i' + RS\_i \cot \phi)) \le 1, 25 \right) \tag{17}$$

$$P\_i = \left\{ 1 - \frac{z}{H} \right\} \text{ cosec}\,\phi \tag{18}$$

$$\mathbf{Q}\_{i} = \left\{ \left[ 1 - \frac{x}{H} \right]^{2} \cot \phi - \cot \phi \right\} \sin \phi \tag{19}$$

$$\mathbf{R} = \left(\frac{\Upsilon\_w}{\Upsilon}\right) \left(\frac{z\_w}{z}\right) \left\{\frac{z}{H}\right\} \tag{20}$$

$$\mathbf{S}\_{\mathbf{i}} = \left(\frac{\mathbf{z}\_w}{\mathbf{z}}\right) \left\{\frac{\mathbf{z}}{H}\right\} \sin \phi \tag{21}$$

$$\mathbf{D}\_{\mathbf{i}} = \left\{ \left[ \mathbf{1} - \frac{z}{H} \right]^2 \cos \phi \right\} \cot \phi \left( \cot \phi \tan \phi - \mathbf{1} \right) \tag{22}$$

#### **2.1 Rock texture, mineralogy and petrographic characteristics**

As seen in **Figure 8**, the samples subjected to the tests generally present a heterogeneous rock texture consisting of claystone levels and anhydrite veins and layers of different frequencies. The thickness and elongation of the calcite veins in the claystone levels range from mm to cm. Its mineralogical composition is

**2. Stability modeling and asphalt covering for free rock sliding control**

Water drained layered surfaces confirmed the geotechnical stability caused anisotrophical pore pressure developed and compression strength developed. The

*<sup>c</sup><sup>θ</sup>* <sup>¼</sup> *<sup>c</sup>*<sup>2</sup> <sup>þ</sup> ð Þ *<sup>c</sup>*<sup>1</sup> � *<sup>c</sup>*<sup>2</sup> cos <sup>2</sup>

where the shear force and stress and nominal load and compression stress at

N*i*Fi ¼ N*<sup>i</sup>*

Regarding the crack distribution and density orientation and intersection with

R*i*Fi tan *θ* ¼

�*tiθ*

The Stability mechanism and control by asphalt crack filling and cable net pillar

R*i*Fi*=* tan *a* 1 � *e*

u deformation intrinsic friction resistance, F weight slice, a shear fracture incli-

The safety factor in free sliding has been investigated by following the stress cracks by transforming the slope deformations based on the internal friction angle patterns. Fracture agglomeration and cohesion-free free fall displacements can be observed above 50 mm. In order to increase the viscosity in the cracks, the waste liquid polymer materials were poured into these gaps to provide stability. The joint density over slip surface for each slice was calculated by the Equations sequentially

10 m length slice at *i* discontinuity at angle of crack and density of %

Vertical unaxial strength and Horizontal strength of the specimens were changed. GEO5 model weight slice chart construction carried out as given below serial

*C*i

, *β* slope angle, The slip surface stability analyzed as load chart

*dx* was calculated.

�*tRi=<sup>μ</sup>* � �*<sup>i</sup>*

ð*b a e* �*tiθ*

*θ* (1)

*<sup>γ</sup><sup>H</sup>* cos *<sup>β</sup><sup>i</sup>* (2)

*dyi* (3)

(5)

*dy* (4)

N*i*Fi tan *ai* (6)

below equation showed the shear on fre slip surface with cohesive mater.

angle was *θ* caused failure at weak layer shear in the slope.

*<sup>F</sup>* <sup>¼</sup> <sup>X</sup> i

0

sum. Safety factors over 1,35 and 1,5 was confirming the stability.

water perched tables shown (**Figure 5**) as shear risk factor R*<sup>c</sup>:*

<sup>R</sup>*<sup>c</sup>* <sup>¼</sup> <sup>X</sup> i

0

*dy dx* <sup>¼</sup> *<sup>e</sup>*

Slope Stability Chart modeling was managed as shown in **Figure 3**.

construction was avoiding pore pressure for each slice as given Eq. (5)

i

0

Ji <sup>¼</sup> <sup>X</sup> i

0

**in Şırnak open pit coal mining**

equation sum:

*Slope Engineering*

as below:

**106**

N*<sup>i</sup>* slice load kN *<sup>C</sup>*<sup>1</sup>

*Ci*

The studied stages were as below:

*dy*

*dx* <sup>¼</sup> *<sup>u</sup>* <sup>¼</sup> <sup>X</sup>

nation angle t time, μ crack mud viscosity i weight slice.

heteregenous distriburtion on slip surface as *dy*

**Figure 8.** *Different chlorite shale matrices according calcite to shale content.*

generally composed of anhydrite and clay minerals. Typically, the clay content and anhydrite content are inversely proportional to the samples. In other words, samples with low clay content generally contain higher density calcite veins.

**Figure 9.**

**Figure 10.**

**Figure 11.**

**109**

*Change of ϭ uniaxial compressive strength value according to clay content.*

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

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

*Free rock slide and falling site in Şırnak Asphaltite open quarry No 2, satellite view 1/18000.*

*Free rock slide and falling site in Şırnak Asphaltite open quarry No 2, free slide over excavation area, 1/1000.*

Changes in the microstructure and mineralogy of the clay matrix, which appeared homogenous macroscopically, were determined in the microscopic examination of the samples subjected to experiments. As seen in **Figure 5**, the brown, dark brown and black regions usually contain clay matrix and rarely scattered calcite lumps in it. The areas seen in more gray tones form fine-grained anhydrides dispersed in fine-grained clays and form calcite-rich clay matrix. The anhydrite content and distribution in the clay matrix varies in sections. Besides, different types of matrix can be found in the same example.

As a result of the experiments conducted under environmental stress conditions, it was determined that the highest strength values ϭ varied between 9 and 81 MPa depending on the mineralogical composition of the samples. Failures occurred along the clay matrix in samples with low uniaxial compressive strength values. The samples with high values ϭ are the samples containing more than 84% marl. The general images of these examples show a homogeneous structure. The uniaxial compressive strength values ϭ obtained were accepted as extreme values ϭ indicating the strength properties of marl veins and clay matrix. In cases where the clay content is more than 10%, the uniaxial compression strength decreases very little. The opposite situation develops when the clay content is less than 7–10%. In this case, uniaxial compressive strength increases significantly due to the relatively increasing marl veins.

After these results, the relations between mass distribution of clays and σc under uniaxial conditions are evaluated in **Figure 9**. The standard test results similar to the ϭ values were obtained in uniaxial compression strength were encountered. When the clay content is more than 7–10%, the σc values decrease with an almost constant orientation.

Thus, in conditions where the clay content is less than 7–10%, σc values τ show a significant increase with the decrease of the clay percentage. In view of these results, it is thought that the initial fractures were controlled by the mechanical properties of the claystone levels, as the claystone levels were weaker than the low calcite belt levels.

The presence of chlorite belts is shown in claystone matrices of different type belts and different anisotropic strength properties together in the same sample. In the slip area of Avgamasya Open Pit quarry No 2. shale face the sliding shale formations is shown in **Figures 10** and **11**.

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

**Figure 9.** *Change of ϭ uniaxial compressive strength value according to clay content.*

**Figure 10.** *Free rock slide and falling site in Şırnak Asphaltite open quarry No 2, satellite view 1/18000.*

**Figure 11.** *Free rock slide and falling site in Şırnak Asphaltite open quarry No 2, free slide over excavation area, 1/1000.*

generally composed of anhydrite and clay minerals. Typically, the clay content and anhydrite content are inversely proportional to the samples. In other words, samples with low clay content generally contain higher density calcite veins. Changes in the microstructure and mineralogy of the clay matrix, which appeared homogenous macroscopically, were determined in the microscopic examination of the samples subjected to experiments. As seen in **Figure 5**, the brown, dark brown and black regions usually contain clay matrix and rarely scattered calcite lumps in it. The areas seen in more gray tones form fine-grained anhydrides dispersed in fine-grained clays and form calcite-rich clay matrix. The anhydrite content and distribution in the clay matrix varies in sections. Besides, different

As a result of the experiments conducted under environmental stress conditions, it was determined that the highest strength values ϭ varied between 9 and 81 MPa depending on the mineralogical composition of the samples. Failures occurred along the clay matrix in samples with low uniaxial compressive strength values. The samples with high values ϭ are the samples containing more than 84% marl. The general images of these examples show a homogeneous structure. The uniaxial compressive strength values ϭ obtained were accepted as extreme values ϭ indicating the strength properties of marl veins and clay matrix. In cases where the clay content is more than 10%, the uniaxial compression strength decreases very little. The opposite situation develops when the clay content is less than 7–10%. In this case, uniaxial compressive

After these results, the relations between mass distribution of clays and σc under uniaxial conditions are evaluated in **Figure 9**. The standard test results similar to the ϭ values were obtained in uniaxial compression strength were encountered. When the clay content is more than 7–10%, the σc values decrease with an almost constant

Thus, in conditions where the clay content is less than 7–10%, σc values τ show a

The presence of chlorite belts is shown in claystone matrices of different type belts and different anisotropic strength properties together in the same sample. In the slip area of Avgamasya Open Pit quarry No 2. shale face the sliding shale

significant increase with the decrease of the clay percentage. In view of these results, it is thought that the initial fractures were controlled by the mechanical properties of the claystone levels, as the claystone levels were weaker than the low

strength increases significantly due to the relatively increasing marl veins.

types of matrix can be found in the same example.

*Different chlorite shale matrices according calcite to shale content.*

orientation.

**108**

**Figure 8.**

*Slope Engineering*

calcite belt levels.

formations is shown in **Figures 10** and **11**.
