Abstract
A structural and engineering geological study of rock slope stability was carried out in six stations that lie in the Southwest of Baranan mountain, along Sirwan road. The rock slopes and discontinuities were surveyed at each of these stations, and the relationships with failures were determined. The slopes were classified on the basis of (Al-Saadi, 1981), and the rocks were described in engineering terms according to (Anon, 1972) and (Hawkins, 1986), Stereographic projection was made using software (GEOrient 9.5.0) to represent the field data that were recorded in order to understand the situation in the six stations (sites) that were chosen along Sirwan road near Darbandikhan dam, the failures' types were recorded during field study were rock fall, toppling, and sliding. The study also revealed that the factors affecting slope stability in the study area were slope angle, height, dip of strata, and discontinuities. The laboratory test of the rock samples (point-load test) showed that the average value of compressive strength of the rock for the study area is about 181.29 MPa.Some measures are proposed to stabilize the slopes in the mentioned stations including; the removal of blocks liable to toppling in the critical cases (sites 2 and 6), casing the slopes with covenant materials such as concrete (site 4) and gabions (sites 2 and 6), with construction of retaining walls and digging of protective trenches to protect the slopes and reduce their hazard on the road (site 1, 3, and 5).
Highlights
IntroductionThe failure of rock slopes represents the movement of rock masses of various sizes downslope under their own weights involving positions changes of the rock masses horizontally, vertically, and obliquely. [1]
The failure of rock slopes represents the movement of rock masses of various sizes downslope under their own weights involving positions changes of the rock masses horizontally, vertically, and obliquely. [1]The rock mass strength, usually, keeps the slope at stable state
This study aims to evaluate the stability of rock slopes in the study area through choosing 6 sites in which rock failure was occurred or is expected to occur in the future, the slopes were classified according to [3], and were analyzed by stereographic projection; using (GEOrient 9.5.0.) software, and rock masses were described in engineering geological terms according to [4] and [5]. 2
Summary
The failure of rock slopes represents the movement of rock masses of various sizes downslope under their own weights involving positions changes of the rock masses horizontally, vertically, and obliquely. [1]. The failure of rock slopes represents the movement of rock masses of various sizes downslope under their own weights involving positions changes of the rock masses horizontally, vertically, and obliquely. The rock mass strength, usually, keeps the slope at stable state. From time to time something happened that disturb the rock mass causing failure and downslope movement of the mentioned rock mass. This study aims to evaluate the stability of rock slopes in the study area through choosing 6 sites (stations) in which rock failure was occurred or is expected to occur in the future, the slopes were classified according to [3], and were analyzed by stereographic projection; using (GEOrient 9.5.0.) software, and rock masses were described in engineering geological terms according to [4] and [5]. 3. stratigraphy of the study area: In the studied station two formations were exposed PilaSpi Formation (Middle – Upper Eocene): which was found in stations (2,3, and 4), The upper part of this formation comprises well bedded, crystalline, limestone beds with chert nodules and chalky marl bands towards the top, whereas well bedded, porous, hard, limestone beds are found in the lower part of the formation [6], the other formation was Fatha (Lower Faris) Formation (Middle Miocene); which was found in stations (1, 5, & 6), The upper part of the formation consists of alternating anhydrite, gypsum beds, interbedded with marl, and limestone beds, while the lower part comprises alternation of silty and thick claystone beds with thin bedded limestone and sandstone beds. [7] and [8]
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