**5. Results and discussions**

Therefore, the existing design was updated in this way and the safety coefficient of the slopes was obtained over 1.5 when the asphalt cohesive support structure was filled with 2 m filling as seen in **Figure 4**. As a result, the long-term security conditions of the shale slopes could only be achieved with these suggested measurements. and pillar cabled support. Cracks occurring in the S1 S2 and S3 slope as

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

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 parameters at this case of complete failure were determined. GEO5 analyzes were 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 below Eq (23).

$$\sigma'\_1 = \sigma'\_3 \cdot \frac{1 + \sin \varrho}{1 - \sin \varrho} + 2 \cdot c \cdot \frac{\cos \varrho}{1 - \sin \varrho} \tag{23}$$

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 separate.

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

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

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

**Figure 15.** *The Bulk Density of the asphalt/ fly ash filled Rock composite regarding Fly Ash Addition Vol%.*

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.

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

*S1 section of the study area slopes 10 m slice topology, b. Deformation rock stabilty stability analysis GEO5*

In addition, 1 m wide and 10 m high pillar construction by cable cover by a

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

The rock and filled asphalt waste fly ash compost shear stability ranged from 10

Therefore, the existing design was updated in this way and the safety coefficient of the slopes was obtained over 1.5 when the asphalt cohesive support structure was filled with 2 m filling as seen in **Figure 4**. As a result, the long-term security conditions of the shale slopes could only be achieved with these suggested measurements. and pillar cabled support. Cracks occurring in the S1 S2 and S3 slope as

safety factor values were above 1.5 (**Figure 14**)

**5. Results and discussions**

maximum possible shift of the substrate reached 9 m depth.

to 13 kPa with 610 kPa reaching a possible shift in the base.

(**Figure 12**)

**112**

**Figure 14.**

*red 30 mm unstable displacement.*

**Figure 13.**

*Slope Engineering*

*programs, cut red 30 mm unstable displacement.*

planes. The critical slopes were investigated that this block will not slip on planes with certain friction coefficients by improved cohesive matter of asphalt bound filling. The most important part of the problem was to determine the numerical values of crack filling performance by asphalt ash mixture that characterize the region in the stabilization analysis based on this theoretical idea. Numerical values of cohesion in stability problems determined by crack discontinuity. It can be summarized as the orientation of the surfaces, the average friction coefficients between these surfaces, the dimensions of the sliding wedge and the crack water pressures between the surfaces. Since these asphalt bound composite rocks were tested in various measuring techniques, the stability analysis of a rock slope should be done within the maximum and minimum cohesion values of these binder compost properties. The smallest of the safety numbers to be obtained should be used in the reference sizing, by the extensometer wire measurements as seen in **Figure 18**. The rock fall, 3 m length crack elevation, asphalt compost filling made difference between the top and the heel point on 15 m. 30 m maximum height of the slope. The frequency distributions of the discontinuity orientations in the region are obtained in the form of a contour diagram as a result of placing a large number of discontinuity orientation measurements in a co-area network and a certain statistical evaluation. From this diagram, the maximum frequency orientations are called the dominant discontinuity orientations and they determine the planes to

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

The mechanical properties of these discontinuity planes in terms of the stability of the rock slopes were free failures and friction coefficients. These properties can be determined as a result of shear tests of samples with discontinuity taken from the field. The Friction matter was critical in shale slopes due to low friction angle of

direction parallel to the plane must exceed the co-failure and friction force between the two surfaces. If the cohesion between two surfaces is assumed to be zero, the force required for shear should be W tgϕ,n weight slice chart. (**Figure 19**). The shear driving force reduced by strength planar levels auger bored and asphalt

The free slip motion, shear forces in a slope was varied depending on the volume of the mass that is able to slide. Accordingly, the shape and therefore the weight of the mass that can slide should be found. In order to perform this procedure, it is necessary to know the properties of the mass that can slide and to be included in one

fill - wire net anchorage were applied as seen in **Figure 19**.

*Asphalt Crack Landfill Application cross-section on hazardous free slip area.*

. The force required to slide a block weighing W on a horizontal plane in a

be used in stability analysis (Eq. (7)).

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

below 22o

**Figure 18.**

**115**

**Figure 16.** *The Compression Strength and Is of the asphalt/fly ash filled Rock composite regarding Bulk Weight.*

tested blocks for 25 volume % rock cavity by 80% asphalt and 20% fly ash filling as shown in **Figure 17**.

The water saturation of shale tested blocks was decreased over 70% by compost rock cracks filled with increased asphalt content over 60 vol % with increasing the cohesive filler content in tested shale blocks for 25 volume % rock cavity as shown in **Figure 17**.

In the scope of this study, both the numerical analysis and the proposed new asphalt flay ash fillings were evaluated for the reinforcement of free slides and stabilization of the migrating slope excavation, as well as the necessary weight slice analyses by GEO5 to ensure slope stability in the case sections of Avgamasya Pit Quarry No 2. The asphalt filling performance for free rock sliding was managed for slopes S1 S2 and other critical sub water perched face as seen in **Figure 3** caused water filled cracks and weak sub face soil texture.
