**4. Slope analysis of S1 and S2 shale soil/rock face slopes**

The stack S2 hillside after rains made the small size of the movements that have been identified in field studies. No. S2 to develop pile slope is covered with talus and 10 m mesh rock stability GEO5 programs were created problem due to heterogeneous structure and complexity with the program (**Figure 3A**). S2 The top of the stack and the maximum height difference between the heel point 45 m, the slope of the maximum height of 50 m, the slope of the surface tilt angle is 40°.

Regarding cohesive resistive parameters obtained from the asphalt composed rock formations made in c '= 1.9 kpa, φ '= 22°, γnat. = 1.97 = 2.27 g/cm<sup>3</sup> g/cm<sup>3</sup> , and are used to γdry. According to γdry and γnat calculated separately on the potential slip surface deformation iso values seen in **Figure 13**.

seen in **Figure 2** reflected the free sliding situation where the safety coefficient was below 1 for 2 m blocks. For the stabilization case where the safety coefficient was over 1.35, the slip surface water parameters of the rock material on the slip surface were determined by slice weight analysis. Since the proposed analysis method was available for anchorage rock slopes, GEO 5 was directly used in this study. Because it was clear that completely degraded shale forming a weak slope over asphalt filled stabilized rock mass or completely free slip ground. GEO 5 method was preferred as the most suitable method for characterization of the free stability of the slope. RocScience software was also using finite element mesh programs and the parame-

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

ters at this case of complete failure were determined. GEO5 analyzes were

1 þ sin *φ* 1 � sin *φ*

As a result of analysis, shear resistive work performed in the field of geotechnical stabilization, the future should be considered a danger to very large fills and the filling cracked field should be determined according to the method of stabilization. Also within the project study area will be opened due to urban use preventive methods to investigate the instability in the region and it is important to develop a

The stability was increased by compost rock cracks filled with asphalt/fly ash density reducing the water sorption content of uniaxial test blocks for 25 volume %

The uniaxial compression strength of shale was increased to over 9 MPa by compost rock cracks filled with asphalt/fly ash density reducing the water sorption content of uniaxial test blocks for 25 volume % rock cavity by 85% asphalt and 15%

The uniaxial compression strength of shale was decreased to lower 8 MPa by compost rock cracks filled with increased fly ash content increasing the water sorption content. The uniaxial compression strength decreased to lower values in

rock cavity by 85% asphalt and 15% fly ash filling as shown in **Figure 15**.

*The Bulk Density of the asphalt/ fly ash filled Rock composite regarding Fly Ash Addition Vol%.*

<sup>þ</sup> <sup>2</sup> � *<sup>c</sup>* � cos *<sup>φ</sup>*

1 � sin *φ*

(23)

*σ*0 <sup>1</sup> ¼ *σ*<sup>0</sup> 3 �

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

fly ash filling as shown in **Figure 16**.

below Eq (23).

separate.

**Figure 15.**

**113**

performed using the slice method. In this method, the safety coefficient is obtained by decreasing the shear strength parameters of the material forming the slope. GEO5 program calculated the 1.35 safety coefficient using shear force and resistive load. The reduced resistive load reduction method produced slide on slice weight principles. On the effective pore pressure, the rock failure by shear performs on

#### **Figure 13.**

*S1 section of the study area slopes 10 m slice topology, b. Deformation rock stabilty stability analysis GEO5 programs, cut red 30 mm unstable displacement.*

#### **Figure 14.**

*S2 section of the study area slopes 10 m slice topology, b. deformation rock stabilty analysis GEO5 programs, cut red 30 mm unstable displacement.*

S2 after water perched table on the slope of a deep instability, high shear force occurred. The instability was observed. Similarly the slope S3 indicates instability and displacement reached 30 m depth slip circular surface in Bishop Theory. (**Figure 12**)

In addition, 1 m wide and 10 m high pillar construction by cable cover by a safety factor values were above 1.5 (**Figure 14**)

When using a pillar to reduce instabilities under perched water tables in the slip deformation displacement was shown in **Figure 8** and displacement m below the maximum possible shift of the substrate reached 9 m depth.

The rock and filled asphalt waste fly ash compost shear stability ranged from 10 to 13 kPa with 610 kPa reaching a possible shift in the base.
