The road network in Surdash anticline is considered as an important road network connecting lower Dukan town with the touristic upper Dukan town . Dukan lake plays an important role in the social and economic activities of Dukan town and the surrounding areas. For assessing the stability of the rock slopes in the area, 9 stations were selected along the upper Dukan road on both sides of Surdash anticline, and their stability was evaluated by the kinematic analysis using DIPS V6.008 software.Kinematic analysis of the studied stations shows thatplanar sliding is possible in stations No. 1, 2, 3 and 8, while wedge sliding is possible in station No. 5, 6, 7 and 9b. The other stations (No. 4and 9a) are stable. Tectonic structures played an extra paradoxical role in the stability of the rock slopes and the type of failure. In most of the selected stations , the geological structure had a negative role, which supported or promoted the failure in the study area. However, in few stations , it had a positive role and converted the slope from unstable to stable conditions. In addition, the presence of incongruent minor syncline folds, especially in the SW-limb of the major anticline, led to the occurring of wedge sliding instead of plane sliding.
The road network in the Baranan mountain, near Dararash village, connecting Sulaymaniyah city with Qaradagh town, plays a major role in socio- economic activities of Qaradagh town and its surrounding villages. Any type of slope failure in the area may cause breaking up in traffic, loss of lives, and injuries. For assessing the stability of rock slopes in the area, seven stations (rock-cut slopes) were selected along the road and evaluated by kinematic analysis, using DIPS v6.008 software and slope mass rating system (SMRTool - v205 software). The kinematic analysis revealed that planar and wedge sliding may occur in stations no.2, 5, 6, and 7, flexural toppling may occur in station no.1, direct toppling may occur in station no.2, and oblique toppling may occur in station no.3. SMR- Tool software for discrete-SMR and continuous-SMR (CSMR) revealed that stations no.2, 5, 6 and 7 are unstable slopes (class IV of a bad slope type) with failure probability of 0.6, with an exception for station no.7 which is a partially stable slope (class III of a normal slope type) with failure probability of 0.4. Station no.1 is partially stable slope (class III of a normal slope type) with failure probability of 0.4 and station no.3 is stable slope (class II of a good slope type) with failure probability of 0.2. Due to the lack of structural and failure surface data (attitude of discontinuities and slumping surface) in station no.4, stability analysis was interpreted by using the general conventional method, depending on the field criterion and vision. The station can be interpreted as a rotational failure, the upper part of which consists of slump motion and the lower part of flow motion.
The Unit Hydrograph (UH) and Soil Conservation Service Curve Number (SCS-CN) are prevalent methods for estimating peak flow and peak time within the hydrological river basins. Different types of data, such as gauging data, morphometric analysis, and Land Use-Land Cover (LULC), are used to derive UH for the Kanarwe River Basin (KRB), which is an off-the-Lesser Zab River Basin (LZRB). Different hydrograph models, including HEC-1 (Hydrological Engineering Centre), TR55 (Technical release 55), HEC-HMS (Hydrological Engineering Centre-Hydrological Modeling System), Rational method, and Snyder unit hydrograph, have been applied and correlated with field data. Metrological data, geological setting, and land cover were integrated into the Geographic Information Systems (GIS) and Watershed Modelling System (WMS 11.1). The peak time (Tp) and peak flow (Qp) were estimated based on the five applied models. The results for models are (Qp = 739.93 m3/sec, Tp = 20 hr), (Qp 181.4 m3/sec, Tp = 14 hr), (Qp = 800 m3/sec, Tp = 12 hr, (Qp = 341.13 m3/sec, Tp = 11.65 hr), (Qp = 443 m3/sec, Tp = 19.9 hr), (Qp = 243 m3/sec) for HEC-1, TR55, HEC-HMS, Rational method, Synder unit hydrograph, and observed data respectively. The observed model (field data) peak time and peak flow value best agreed with the peak time and peak flow value of TR55, Snyder, and Rational models. Our finding confirmed that the geomorphoclimatic unit hydrograph, such as (Snyder) is highly efficient and more realistic for estimating peak time and peak flow for large basins than other models because it relates to basin characteristics.
A Study of rock slope stability along the Shanadar-Goratu main road, which is located near Mergasur town, northeast of Erbil city, is very necessary because many many slope failures take place every year, especially in the wet season. It is the main road between Erbil city and many towns and villages in the Mergasur district. For the current research, eight (8) rock-cut slope stations have been selected for 4.5 kms along the road from Shanadar to Goratu, based on differences in discontinuity pattern, slope geometry, and failure types. Field data has been assessed by the kinematic method, through DIPS v7.0 software, and by slope mass rating classification system, through SMRTool - v205 software. Kinematic analysis from DIPS v7.0 software showed that three types of failures (planar, wedge and toppling failures) may occur, and the largest susceptible rock masses to failure are of slope stations no. 1,5 and 8. In the worst conditions, the discrete-SMR and continuous-SMR pointed out that slope stations no. 1, 5 and 7 are completely unstable (class V – very bad slopes) with a failure possibility of 90%, while slope stations no. 2, 3 and 4 are unstable (class IV – bad slope) with failure possibility of 60%. However, slope stations no. 6 and 8 are partially stable (class III – normal slope face) with failure possibility of 40%, with an exception for slope station no.6 which is unstable (class IV – bad slope face) from continuous-SMR.
Rock failures are extremely frequent along the cut slopes of the road in the mountainous terrains of the Iraqi Kurdistan region. Qalachwalan – Suraqalat road which is to the north of Sulaimani city is one of the major transportation ways between Sulaimani city and many towns and villages of Sharbazher district. Sometimes, this road (especially in winter and spring seasons) shows many rock failures that causing hazards for locals and traffics. Therefore, the stability assessment of road-cut slopes along such road is very necessary. For the present study ten (10) slope stations have been chosen from the road stretch of 10 Kilometers from Qalachwalan to Suraqalat, and this for stability assessment of the rock slopes with different techniques. The slope stations were chosen on the basis of difference in discontinuities pattern, variation in slope morphology and difference in the type of failure and the data were analyzed for their potential degree of stability by kinematic analysis, using DIPS v6.008 software and slope mass rating system [discrete-SMR and continuous-SMR (CSMR)], using SMR Tool - v205 software. Kinematic analysis revealed that planar sliding may occur in slopes of station 5, 7 & 9, wedge sliding in slopes of station 2, 3, 4, 5, 6, 8 & 10, flexural toppling in slopes of station 1, 2, 3, 4, 6, 7, 8 & 10 and direct toppling in slopes of station 1, 2, 4, 5 & 7. In the worst condition, the discrete-SMR and CSMR values for slopes in all stations range from 22-46 and 18-46 respectively, so It is observed that the values at slope station 1, 2 & 6 lie in partially-stable zone, with failure probability of 0.4, the values at slope station 4, 5, 7, 8, 9 & 10 lie in unstable zone, with failure probability of 0.6 and the value at slope station 3 lies in completely-unstable zone, with failure probability of 0.9.
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