**3. Geotechnical studies**

Stack weight in the slip area to determine the geotechnical stability in American Standards (ASTM and GEO5) based. In the area where the strengthening cabling of the masses and the presented soil rock interface of the phase content is given in **Tables 1** and **2**.

Slip face of shale and limestone rock pillar parameters are given in **Table 3** below.

Free slide rock stability to assess the risk of slipping GEO5 program used and was advantageous. Rock stability GEO5 program provided safety analysis at 1.35 safety factor. Stability analysis of weight slices as wide 3 m blocks as possible cut into slices. On Slope S1 free slip surface formed like 2m mesh using GEO 5 FEM program by groundwater data section submerged discharge gave the critical red


level slip surface effect and poor stability factor was practiced by lower mesh cross section [19, 20]. Using GEO5 on slip slice chart is advantageous at different slip surface pore pressure in program as in **Figure 12**, depending on the rock surface or planar wedge type drift is not formed in particular from 30 to 40 m length was

*S1 cross-section of rock slope of the study area, circular free rock sliding surfaces, sensitivity analysis rock*

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

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

Safety factor was in the ASTM standard as based GEO 5 rock stability safety factor of over 1.35. Using the parameters determined by model chart analysis of GEO 5, the appropriate support system for the long-term stability of the slopes was determined. Accordingly, it was decided to make asphalt cohesive support with fly ash material in front of the slope. Subsequently, 2 m long rock bolts were placed to provide short-term slope stability. After this stage, it was understood that a compost of asphalt-cover structure should be made on the crack section. The slope was required to ensure the long-term stability of the Asphaltite open pit quarry.

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

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>

are used to γdry. According to γdry and γnat calculated separately on the potential slip

, and

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

the maximum height of 50 m, the slope of the surface tilt angle is 40°.

surface deformation iso values seen in **Figure 13**.

determined.

**111**

**Figure 12.**

*stability using GEO5 program.*

#### **Table 1.**

*The samples taken from the slopes of the masses on the results obtained from the geotechnical testing.*


#### **Table 2.**

*Permiability of the samples taken from the slopes.*


**Table 3.**

*Physical and mechanical properties of asphalt composite fill.*

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

**Figure 12.**

**3. Geotechnical studies**

**Sample No Asphalt Ash**

**compost fill**

**Tables 1** and **2**.

*Slope Engineering*

below.

c0

γkuru g/cm<sup>3</sup> Kum ve çakıllı

**Table 1.**

**Table 2.**

**Table 3.**

**110**

*Permiability of the samples taken from the slopes.*

*Physical and mechanical properties of asphalt composite fill.*

Natural unit weight, γ<sup>n</sup> (kN/m<sup>3</sup>

Cohesion, c (kN/m2

Saturated unit weight, γ<sup>d</sup> (kN/m<sup>3</sup>

Stack weight in the slip area to determine the geotechnical stability in American Standards (ASTM and GEO5) based. In the area where the strengthening cabling of the masses and the presented soil rock interface of the phase content is given in

Free slide rock stability to assess the risk of slipping GEO5 program used and was advantageous. Rock stability GEO5 program provided safety analysis at 1.35 safety factor. Stability analysis of weight slices as wide 3 m blocks as possible cut into slices. On Slope S1 free slip surface formed like 2m mesh using GEO 5 FEM program by groundwater data section submerged discharge gave the critical red

> **Asphalt+Fine Shale compost fill**

height(m) 800 850 925 921 933 927 Wopt,% 15.90 13,70 10,80 11,40

(kpa) 52 88 0,52 0,59 0,63 0,55 φ<sup>0</sup> 24,2 22,5 32,50 22,50 21,00 20,00 Lı(%) 11.8 Mpa ϭ 9.6 Mpa ϭ 26 15 28 17 Pı(%) 42 RQD 40 RQD 19 11 18 22 Ip (%) 46 RMR 44 RMR 10 9 8 12 γs g/cm<sup>3</sup> 2,70 2,70 2,40 2,50 2,40 2,30 Soil zayıf zayıf SP SP SP SP γdoğal g/cm3 1,94 2,14 1,82 1,76 1,90 1,70

γdoygun g/cm<sup>3</sup> 2,0 2,23 2,02 1,84 2,0 1,8

**Örnek no S11 S21 S31 S41** γ<sup>k</sup> max g/cm3 1,68 1,93 2,05 1,90 wopt % 15,9 19,0 12,3 13,0 Permeability (k) (cm/s) 5,63\*10�<sup>4</sup> 6\*10�<sup>4</sup> 3,0\*10�<sup>4</sup> 5,62\*10�<sup>4</sup>

**Specification of rock fill Asphalt Ash compost fill Asphalt+Fine Shale compost fill**

) 52 88

Intern. Friction Angle, ϕ (°) 30 34

) 16 18

) 16 18

*The samples taken from the slopes of the masses on the results obtained from the geotechnical testing.*

1,94 2,14 1,65 1,6 1,78 1.60

**S1 S2 S3 S4**

Slip face of shale and limestone rock pillar parameters are given in **Table 3**

*S1 cross-section of rock slope of the study area, circular free rock sliding surfaces, sensitivity analysis rock stability using GEO5 program.*

level slip surface effect and poor stability factor was practiced by lower mesh cross section [19, 20]. Using GEO5 on slip slice chart is advantageous at different slip surface pore pressure in program as in **Figure 12**, depending on the rock surface or planar wedge type drift is not formed in particular from 30 to 40 m length was determined.

Safety factor was in the ASTM standard as based GEO 5 rock stability safety factor of over 1.35. Using the parameters determined by model chart analysis of GEO 5, the appropriate support system for the long-term stability of the slopes was determined. Accordingly, it was decided to make asphalt cohesive support with fly ash material in front of the slope. Subsequently, 2 m long rock bolts were placed to provide short-term slope stability. After this stage, it was understood that a compost of asphalt-cover structure should be made on the crack section. The slope was required to ensure the long-term stability of the Asphaltite open pit quarry.
