**5.1 Stabilization work and free sliding land and asphalt crack fill study**

As a free slide soil -shale slip type was driven possible in rock falls of 2–5 m facing slopes, the main concepts of asphalt flay ash mixture filling was considered for stability and reinforcing weight slices over analyzed slip surface as explained above. Here, the rock cohesion was improved as an isolated block between water

**Figure 17.** *The Water discharge of the asphalt/fly ash filled Rock composite regarding Asphalt Weight.*

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

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

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 below 22o . The force required to slide a block weighing W on a horizontal plane in a 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 fill - wire net anchorage were applied as seen in **Figure 19**.

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

**Figure 18.** *Asphalt Crack Landfill Application cross-section on hazardous free slip area.*

tested blocks for 25 volume % rock cavity by 80% asphalt and 20% fly ash filling as

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

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

**5.1 Stabilization work and free sliding land and asphalt crack fill study**

*The Water discharge of the asphalt/fly ash filled Rock composite regarding Asphalt Weight.*

As a free slide soil -shale slip type was driven possible in rock falls of 2–5 m facing slopes, the main concepts of asphalt flay ash mixture filling was considered for stability and reinforcing weight slices over analyzed slip surface as explained above. Here, the rock cohesion was improved as an isolated block between water

water filled cracks and weak sub face soil texture.

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

shown in **Figure 17**.

in **Figure 17**.

**Figure 17.**

**114**

**Figure 16.**

*Slope Engineering*

Rock samples performed on the laboratory test results in the slope material not permeable that the cohesion value of 54–184.7 kPa, angle of internal friction of the 30.5–32.4o varied among marly shale/limestone with standard classifications. Stability analysis performed in the models srowed in **Figure 5** were unstable free slide rock interfaces. By use asphalt stabilization and pillar the hazardous free sliding slopes were converted to the stable condition. Shear force causing free slide was redueed by asphalt flyash mixture filling by cohesion of 400 kPa and 2 MPa shear

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

High strength landfill mass improved the slope stability. However, low strength foam concrete landfill might result in higher water discharge and drier soil condition. The pillar bottom layers avoided water saturation of cracks and slip surface

Dissociation detailed inclinometer observations provided in rocks on free slide

For those reasons, asphalt composite crack fill can use virtual any classical slope

stability programs, rock slope stability calculations in order to do construction

strength with rock at 19 MPa uniaxial strength.

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

bottom area even sequential top surfaces of slopes.

safety and dry soil matters as given factor over 1.35.

Φ'ο Effective internal friction angle

c 'kg/cm<sup>2</sup> Effective Cohesion

Φο Internal friction angle

Wopt Optimum water content γNatural g/cm3 Natural unit volume weight Saturated g/cm<sup>3</sup> Saturated unit volume weight γDry g/cm3 Dry unit volume weight

γs g/cm3 Grain unit volume weight k Permeability coefficient

γkmax g/cm3 Maximum dry unit volume weight

S1, S2, S3, S4 Şırnak free slide slopes no. 1, 2, 3, 4

sand-clay mixture

Ji Joint density sequence at slice i N Serial distribution of Discontinuity

Rc Shear risk factor F Safety factor σ Compression Stress

**117**

slope no.

S11 Sample taken from Şırnak Asphaltite Open Pit Mine free slide

SW In combined ground classification; well-graded sand, gravelly

gravel-sand mixture, fine material little or no

SP In the combined ground classification; poorly graded sand,

gravel sand, fine material no

sand, little or no fine material SC In the combined ground classification; claystone sand,

GW In combined ground classification; well graded gravel,

c kg/cm<sup>2</sup> Cohesion

τ kg/cm<sup>2</sup> Shear stress σ kg/cm<sup>2</sup> Normal stress Ip Plasticity index Ll Liquid limit Pl Plastic limit

**Symbols**

area also offered a positive contribution to stability problems.

#### **Figure 19.**

*Free slide shear load and driving forse over slice of slip surface on the base of water saturation of rock/ AsphaltComposite.*

of the rock or ground class. Since the soil rock facing slip grounds was considered as heterogeneous, continuous and mostly anisotropic, and the mechanical properties of rocks, which had a discontinuous environment, and therefore the slice method was considered to be applied in even those free rock falls. It was impossible to apply the stability analysis model methods for rock falls applied to the open pit mines and road slopes of the heavily cracked rock slopes with the thought that the material itself was cut during the slope deterioration. Although The free soil slide was occurring with weight slice Bishop methods at 50–60 m length, the rock free slide was calculated for this shale formation so that a vertical limestone slope was fallen down at a height of 7–8 m That was the most common case to be broken as well in the past.

Although the idea of rock blocks sliding on a plane in rock slopes is an element, it is seen that rock wedges (weight blocks) bounded by two or more surfaces are formed as a result of the intersection of various discontinuities in nature, and their stability is more common in engineering works. In such cases, the rock wedge can slide, not on a plane, but on two planes, and its movement can be in the direction of the intersection of two planes. If it is, the event may occur.

The asphalt composed landfill of cable anchorage slopes developed cohesive resistivity and decreased perched water level on free sliding surfaces and the safety factor values reached over 1.5 and 1.8.

### **6. Conclusions**

Asphaltite open pit mine and asphaltite excavation seam was hard to control against free sliding rock surrounding areas. There were 60 m even higher steeper slopes at angles over 65<sup>o</sup> . There were sliding large land marly shale masses or shattered shale rock formations. Underground water and harsh climatic conditions contain high risk hazard areas in operation site with higher risk factor of free slide. In order to eliminate rock falls and related events, significant precautions should be taken. The rock fall risk may ease to take precautions using asphalt composite filling. Even the application of elimination rock falls by wire net may reduce water content of soil. In this research, the pillar of 3 m and wire net were used with stabilization. The stability mixture of asphalt fill at certain thickness of 20 mm increased the safety. The low strength and porosity was critical for slide. The hazardous area could be safer by cohesive asphalt bound of rock cracks and long free rock slip surfaces out of water pressure.

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

Rock samples performed on the laboratory test results in the slope material not permeable that the cohesion value of 54–184.7 kPa, angle of internal friction of the 30.5–32.4o varied among marly shale/limestone with standard classifications. Stability analysis performed in the models srowed in **Figure 5** were unstable free slide rock interfaces. By use asphalt stabilization and pillar the hazardous free sliding slopes were converted to the stable condition. Shear force causing free slide was redueed by asphalt flyash mixture filling by cohesion of 400 kPa and 2 MPa shear strength with rock at 19 MPa uniaxial strength.

High strength landfill mass improved the slope stability. However, low strength foam concrete landfill might result in higher water discharge and drier soil condition. The pillar bottom layers avoided water saturation of cracks and slip surface bottom area even sequential top surfaces of slopes.

Dissociation detailed inclinometer observations provided in rocks on free slide area also offered a positive contribution to stability problems.

For those reasons, asphalt composite crack fill can use virtual any classical slope stability programs, rock slope stability calculations in order to do construction safety and dry soil matters as given factor over 1.35.

#### **Symbols**

of the rock or ground class. Since the soil rock facing slip grounds was considered as heterogeneous, continuous and mostly anisotropic, and the mechanical properties of rocks, which had a discontinuous environment, and therefore the slice method was considered to be applied in even those free rock falls. It was impossible to apply the stability analysis model methods for rock falls applied to the open pit mines and road slopes of the heavily cracked rock slopes with the thought that the material itself was cut during the slope deterioration. Although The free soil slide was occurring with weight slice Bishop methods at 50–60 m length, the rock free slide was calculated for this shale formation so that a vertical limestone slope was fallen down at a height of 7–8 m That was the most common case to be broken as well in

*Free slide shear load and driving forse over slice of slip surface on the base of water saturation of rock/*

Although the idea of rock blocks sliding on a plane in rock slopes is an element, it

is seen that rock wedges (weight blocks) bounded by two or more surfaces are formed as a result of the intersection of various discontinuities in nature, and their stability is more common in engineering works. In such cases, the rock wedge can slide, not on a plane, but on two planes, and its movement can be in the direction of

The asphalt composed landfill of cable anchorage slopes developed cohesive resistivity and decreased perched water level on free sliding surfaces and the safety

Asphaltite open pit mine and asphaltite excavation seam was hard to control against free sliding rock surrounding areas. There were 60 m even higher steeper

shattered shale rock formations. Underground water and harsh climatic conditions contain high risk hazard areas in operation site with higher risk factor of free slide. In order to eliminate rock falls and related events, significant precautions should be taken. The rock fall risk may ease to take precautions using asphalt composite filling. Even the application of elimination rock falls by wire net may reduce water content of soil. In this research, the pillar of 3 m and wire net were used with stabilization. The stability mixture of asphalt fill at certain thickness of 20 mm increased the safety. The low strength and porosity was critical for slide. The hazardous area could be safer by cohesive asphalt bound of rock cracks and long

. There were sliding large land marly shale masses or

the intersection of two planes. If it is, the event may occur.

factor values reached over 1.5 and 1.8.

free rock slip surfaces out of water pressure.

the past.

**Figure 19.**

*AsphaltComposite.*

*Slope Engineering*

**6. Conclusions**

**116**

slopes at angles over 65<sup>o</sup>


τθ<sup>i</sup> Shear Stress at slip surface at slice i u pore presssure

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

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