This work dealt with a chemical stabilization of an expansive high plastic soil of Pliocene deposits exposed at El-Kawther quarter using cement kiln dust (CKD) and cement kiln dust with lime (L) to reduce their swelling and improve their geotechnical properties. Several specimens of the studied expansive soil were collected from El-Kawther quarter. Chemical analysis of the used cement kiln dust and the lime was conducted. Microstructural changes were examined using scanning electron microscope (SEM) before and after chemical treatment of the studied soil. Geotechnical properties including plasticity, compaction parameters, unconfined compressive strength (qu), ultrasonic velocities and free swelling of the studied soil were measured before and after the treatment. An optimum content of the cement kiln dust was 16% (CKD). The optimum content of the cement kiln dust with the lime was 14% (CKD) with 3% (L) according to pH-test. The results showed that the addition of cement kiln dust and cement kiln dust with lime led to a decrease in maximum dry density and an increase in optimum water content. Unconfined compressive strength values were increased using cement kiln dust and cement kiln dust with lime at 7 days curing time. Ultrasonic longitudinal (Vp) and shear (Vs) velocities values were also increased by addition of the cement kiln dust and the cement kiln dust with lime at 7 days curing time. Increment of the curing time from 7 to 28 days led to an increase in both unconfined compressive strength and ultrasonic velocities values. Free swelling percent of the studied soil was reduced from 80.0% to 0.0% after the treatment.

Geotechnical properties of Pliocene sedimentary rocks (Durri Format ion) exposed along Qena -Safaga road were investigated to evaluate their geotechnical behavio ur. The purpose of this research was to interpret a real reason of cracks occurring in the asphalt layer and in the area around the road and to suggest the suitable treatment of theses cracks. Durri Formation lies under the asphalt layer as sub-grade and exposed along the road at the study area. M ineralogica l analysis of the studied samples showed that the Pliocene sedimentary rocks were mainly co mposed of calcite and clay minerals. Petrographical investigation showed that the studied Pliocene sedimentary rocks of Durri Format ion at the studied area were mainly co mposed of five sedimentary microfacieses including mudstone, marlstone, marly, dolo mitic and detrital limestone. Unconfined co mpressive strength of the studied sedimentary microfacieses was ranging fro m 155.92 to 291.92kg/cm 2 . Mudstone and detrital limestone microfacieses had the lowest values (155.92 to 197.50kg/cm 2 ); in contrast, marlstone, marly limestone and dolomit ic limestone micro facieses had the highest values (218.29 to 291.92kg/cm 2 ). Swelling pressure value of the mudstone microfacies was 6.50kg/cm 2 and the swelling pressure of the marly limestone micro facieses was ranging fro m 0.44 to 2.10kg/cm 2 . Marlstone microfacies had the highest swelling pressure value (16.00kg/cm 2 ). In contrast, dolomitic and detrital limestone microfacieses had not swelling pressure. Retained percent of the slaking durability test of the stud ied sedimentary microfacieses was ranging from 88.70 to 94.60% having mediu m to high durability according to slake durability classification of Gamb le, except one high expansive marlstone micro facies had low retained percent (58.00%) and was described as low durability microfacies. Expansive sedimentary rock microfacieses of Durri Fo rmation including mudstone, marlstone and marly limestone microfacieses which represent the sub-grade of the road were swollen due to water coming fro m the damaged o ld water pipe that runs parallel to the road and that led to a heave of both the road and the damaged old water p ipe. The heave of the old water pipe led to an increase of the damage and the amount of the water co ming fro m this pipe. In addition, drying the saturated Pliocene sedimentary microfacieses due to solar rad iation led to a formation of large scale mud cracks having triple junction, polygonal and randomly oriented forms. The se cracks occurs on the asphalt layer and in the area around the road at the study area. Grouting of the cracks using cement and chemical stabilization of the expansive sub-grade sedimentary microfacies utilizing lime were suggested to treat these cracks and to reduce the swelling pressure respectively. In addit ion, mon itoring system of the cracks using total station was suggested to evaluate the displacement of these cracks and to determine the relationship between cracks orig in and recent tectonic movement...

The present work dealt with the estimation of geotechnical parameters and earthquakes factors of poultry feed factory project constructing at an industrial Qift city, Qena, Egypt. The geotechnical parameters were including gradation parameters, shear velocity (Vs), shear parameters (frictional angle and cohesion), and allowable bearing capacity. The earthquakes factors were including soil coefficient (S), limits of constant value for elastic response spectrum (T B and T C), and specified value for begin of the constant displacement spectrum (T D). The present study was interested also in an estimation of design ground acceleration (a g). To achieve these objectives, five mechanical wash boreholes were conducted at ten meter depth. Fifty disturbed samples were collected. Geotechnical laboratory tests were carried out like grain size analyses, direct shear box, and shear velocity (Vs). Standard penetration test (SPT) as geotechnical field test was conducted. The results showed that the studied soils were classified as well graded and poorly graded sands (SP and SW) according to the unified soil classification system (USCS). The earthquakes factors including S, T B , T C , and T D were 1.80, 0.10, 0.30, and 1.20 respectively. The a g-value of the studied area was 0.10. According to Egyptian code for vibration and dynamic load foundations, the studied project area was classified as low potential seismic. According to Egyptian code for shallow foundation, the allowable bearing capacity of the studied sands ranging from 1.5 to 3 kg/cm 2 at shallow foundation width must be not less than one meter. Shallow foundations like isolated footing or structural mat were recommended.

The Thebes Limestone Formation of Lower Eocene age is one of the most extensive rock units in Egypt. It is of importance to the apogee of the ancient Egyptian civilization, particularly in Luxor (South-Central Egypt), where the rock formation hosts the Theban Necropolis, a group of funerary chambers and temples from the New Kingdom Egyptian era (3500–3000 BP). In this work, we investigated the petrophysical and rock mechanical properties (e.g., rock strength, critical crack stress thresholds) through laboratory tests on eleven rock blocks collected from one area within the Theban Necropolis known as the Valley of the Kings (KV). The blocks belong to Member I of the Thebes Limestone Formation, including six blocks of marly limestone, three blocks of micritic limestone, one block of argillaceous limestone from the Upper Esna Shale Formation, and one block of silicified limestone of unknown origin. Special attention was given to the orientation of bedding planes in the samples: tests were conducted in parallel (PA) and perpendicular (PE) configurations with respect to bedding planes. We found that the marly limestone had an average unconfined compressive strength (UCS) of 30 MPa and 39 MPa for the PA and PE tests, respectively. Similarly, the micritic limestone tests showed an average UCS of 24 MPa for the PA orientation and 58 MPa for the PE orientation. The critical crack thresholds were the first ever reported for Member I, as measured with strain gauge readings. The average crack initiation (CI) stress thresholds for the marly limestone (PA: 14 MPa) and the micritic limestone (PA: 11 MPa; PE: 24 MPa) fall within the typical ratio of CI to UCS (0.36–0.52). The micritic limestone had an average Young’s modulus (E) of 19.5 GPa and 10.3 GPa for PA and PE, respectively. The Poisson’s ratios were 0.2 for PA and 0.1 for PE on average. Both marly and micritic limestone can be characterised by a transverse isotropic strength behaviour with respect to bedding planes. The failure strength for intact anisotropic rocks depends on the orientation of the applied force, which must be considered when assessing the stability of tombs and cliffs in the KV and will be used to understand and improve the preservation of this UNESCO World Heritage site.

The presented study dealt with geotechnical investigations on the sub-grade soils along the connector road between the electrical transformer station and the industrial city, New Tiba city, Luxor, to classify these soils and to examine their geotechnical behavior and their proportionality for constructing the road at the study area. One of the most important aims of this work was to determine the problematic sub-grade soils and to recommend the suitable reclamation. To achieve these goals sixty disturbed samples from six mechanical wash drilling boreholes and three undisturbed samples from three open pits were collected. The studied soils were belonged to Quaternary age. Gradation parameters (coefficient of uniformity, Cu and coefficient of concavity, Cc), plasticity, California bearing ratio (CBR), proctor density and free swelling percent of the studied soils were measured. PH-value, dissolved chloride, dissolved sulfate, calcium carbonate, total carbonate, and total dissolved salts were determined. The results pointed that the studied Quaternary soils along the study road were mainly composed of gravels, sands and clayey sands. The studied gravels were classified as poorly graded gravels (GP) according to Unified Soil Classification System (USCS) and as A-1-b according to American Association of State Highway and Transportation Official (AASHTO). The studied sands were classified as well graded sands (SW) according to USCS and as A-1-a according to AASHTO. The results showed also that the sub-grades at boreholes no. 1, 3, 4, 5, and 6 were excellent to good and the sub-grade at boreholes no. 2 was fair to poor. Free swelling percent of the studied clayey sand soils was ranging from 30% to 80% and they were classified as low to medium grade expansive soil. Replacement and/or chemical stabilization (using lime and/or cement kiln dust) of the problematic clayey sands soils were suggested to reduce their swelling and to prevent the possible heave. How to cite this paper: Ismaiel, H.A.H.