Little of earthquakes assessment and geological hazards researches were conducted on the studied area by (Mostafa et al., 2016), (Sawires et al., 2016), and (Deif et al., 2011). The studied area was geologically investigated by many of authors. Sedimentlogical and stratigraphical investigations were conducted by (Sabry, 1968), (Said & Sabry, 1964), (Krasheninnikov & Penikarvo, 1964), (Hermina & Issawi, 1969), (Philiobbos, 1969), (Issawi, 1972), (Issawi et al., 1978), and (Abd El-Rahman, 1980). Structural and tectonics studies were carried out by (Said, 1962), (Abd El-Razik & Razvaliaev, 1972), and (Abdalla et al., 1977). Geomorphological and geomorphological hazards works were achieved by (Said, 1971), (Youssef et al., 2009), and (El-Etr et al., 1979). Surveying works were done by (Makhloof et al., 2013). Engineering geophysical researches were conducted by (Ismail, 2000), and (Basher, 2003). Few geotechnical studies were carried out by (Wuest & McLane, 2000), (Ismaiel et al., 2011), (Ismaiel et al., 2012), and (Ismaiel, 2013).

The present study deals with the estimation of the geotechnical parameters of the studied soils including gradation parameters, shear parameters (ϕ & Cu), and shear velocity (Vs) to calculate the earthquakes factors of the studied soils and the design ground acceleration (ag). That helps in determination of the seismic suitability of the studied area for constructing the poultry feed factory at an industrial Qift city. It also deals with calculation the allowable bearing capacity of the studied soils. The earthquakes factors are including soil coefficient (S), limits of constant value for elastic response spectrum (TB and TC), and specified value for begin of the constant displacement spectrum (TD). These earthquakes factors help the civil engineer to calculate the total base shear due to earthquakes (if happened) to design the project foundations to avoid the possible seismic damages.

The investigated area is located at the east of Qift city, 20 km south of Qena city. The coordinates of the studied area illustrated in Table 1. The area has a wide variety of sediments belonging to the Upper Cretaceous-Lower Tertiary succession as well as the Pliocene-Recent sediments (Ismail, 2000). It is covered by Quaternary sediments in the form of Nile silt, Wadi deposits, and pre-Nile sediments. The studied soils are representative of pre-Nile sands named Qena Sand Formation (Pleistocene age). The area is surrounded by Pliocene deposits and Dawi Formation at both east and southeast directions. The distribution of the studied Quaternary sediments is showed in Figure 4. The studied area is located in a transitional zone between the eastern desert and the Nile valley. It is characterized by a simple topography follows the regional northwest slope towards the Nile. The area around the industrial Qift city is dissected by many large wadies like Wadi Matuli to the east and Wadi Khozam to the south. The courses of these wadis are running from the southeast to the northwest direction depending on the direction of dominant fault strikes and that pointed sure to that these wadis have structurally controlled origin. The study area is located at the recently stable tectonic zone.

Fifty disturbed samples were collected from five (B1 to B5) wash mechanical drilling boreholes (10 m depth); one sample was selected in each one meter

depth (Figure 2 & Figure 3 & Figure 5). The studied soils were belonging to the pre-Nile sediments named Qena Sand Formation and having Quaternary age.

Subsurface exploration wash mechanical drilling according to (Egyptian Code, Part 2, 2001) was carried out to achieve five (B1 to B5) boreholes (10 m depth) and to collect the studied specimens (Figure 6). One geotechnical test in the field during the drilling process named standard penetration test (SPT) was conducted according to (Egyptian Code, Part 2, 2001) to calculate the frictional angle (ϕ) and the cohesion (Cu) of the studied sand samples. Three geotechnical tests in the laboratory including grain size analysis, direct shear box (Egyptian Code, Part 2, 2001), and shear velocity (Vs) using JAMES instrument (Yesiller et al., 2001) were conducted on the studied sand samples to measure the shear parameters and the shear velocity values which help to determine the soil class (Egyptian Code, Part 6, 2001).

Correlation between three boreholes data (B2, B3, and B4) was carried out to create a vertical cross-section of the studied area in XY-direction (Figure 2). The lithology of B1 and B2 was similar to B3.The results showed that the area composed mainly of sands. From the surface to one to two meter depth, the soils composed of poorly graded sands, and from two meter depth to ten meter depth composed of well graded sands (Figure 5). There was no underground water until the end of drilling depth (10 meter) of the studied boreholes. The sands samples at the studied cross-section were dry that means the pore water pressure

of the studied sands equal to zero.

Figure 7 showed the grain size distribution curves of the studied sand samples. The studied sand samples composed mainly of sand size ranging from 92% to 95% and trace of silt size ranging from 2% to 5% as well as trace of fine gravels ranging from 3% to 5%. The results of the grain size distribution test of the studied soils showed that the sand samples at the five studied boreholes were classified as poorly graded sands (SP) at the first two meters depth where the gradation parameters of the studied sands including coefficient of uniformity were less than 6 according to unified soil classification system (USCS). But the sands collected from two meter to ten meter depth were classified as well graded sands (SW) where the gradation parameters of the studied sands including coefficient of uniformity were more than 6 according to USCS.

The results pointed to that the shear wave velocities (Vs) of the studied sand samples compacted at the maximum modified proctor density were ranging from 155 to 176 m/s.

The direct shear box test was carried out to determine the frictional angle (ϕ)

and the cohesion (Cu) of the collected soil samples (in the laboratory).

Three representatives and samples were collected from borehole no. 2, 3, and 4 and tested according to (Egyptian Code, Part 2, 2001). The results were listed below in Table 2. The results showed that the friction angle values of the studied sandy soils ranging from 32˚ to 40˚. The frictional angels of the sand at B2, B3, and B4 were 32˚, 35˚, and 40˚ respectively. The results illustrated that the cohesion values (Cu) of the studied sandy soils equal to zero.

Standard penetration tests (SPT) were conducted (in the field), associated with the wash mechanical drilling process, on the studied sands beds according to (Egyptian Code, Part 2, 2001) using blow weight equal to 62.5 kg and drop height equal to 76 cm, the blow numbers (N_spt) recorded each 30 cm penetration. SPT-values were ranged from 9 to more than 45 blow number each 30 cm penetration. Generally the surface loose poorly graded sands (at the first two meters depth) have the lowest values ranging from 9 to 10. SPT-values were increased with increasing the depth and the compaction of the sands. The greatest values were ranging from 30 to 45 at about 8 to 10 meters depth and described as dense sands. Some intermediate SPT-values were ranging from 10 to 30 and described as medium dense sands (at depth ranging from 3 to 7 meters). The relationship between the SPT-values, the relative density, and the frictional angle of the soils according to the Egyptian code showed in Table 3.

The studied soils are representative of pre-Nile sands named Qena Sand Formation (Pleistocene age). The scope of the present work was the estimation of the geotechnical parameters of the studied soils including gradation parameters, shear wave velocities, and shear parameters to determine the earthquakes factors, the design ground acceleration, and the allowable bearing capacity of the studied soils. The estimation of earthquakes factors of the studied soils was to determine the seismic suitability of the studied area to construct poultry feed factory at the industrial Qift city, Qena, Egypt. The earthquakes factors are including soil coefficient (S), limits of constant value for elastic response spectrum (TB and TC), and specified value for begin of the constant displacement spectrum (TD). These earthquakes factors help the civil engineer to calculate the total base shear due to earthquakes (if happened) to design the project foundations and to avoid the possible seismic damages. To achieve these objectives, fifty disturbed samples were collected from five wash mechanical drilling boreholes (10 m depth). Grain size analyses, shear wave velocity, direct shear box, and standard penetration tests were carried out on the studied sand samples.

The results of the grain size analysis test of the studied soils showed that the sands samples at the five studied boreholes were classified as poorly graded

sands (SP) at the first two meters depth where the gradation parameters of the studied sands including coefficient of uniformity were less than 6 according to USCS. But the sands collected from two meter to ten meter depth were classified as well graded sands (SW) where the gradation parameters of the studied sands including coefficient of uniformity were more than 6 according to USCS. SPT-test results pointed to that the surface loose poorly graded sands (at the first two meters depth) have the lowest values ranging from 9 to 10. SPT-values were increased with increasing the depth and the compaction of the sands. The greatest values were ranging from 30 to 45 at about 8 to 10 meters depth and described as dense sands. Some intermediate SPT-values were ranging from 10 to 30 and described as medium dense sands (at depth ranging from 3 to 7 meters). The results of the shear wave velocity tests illustrated that Vs-values were ranging from 155 to 176 m/s.

The results of direct shear box tests showed that the friction angle values of the studied sandy soils range from 32˚ to 40˚. The frictional angels of the sand at B2, B3, and B4 were 32˚, 35˚, and 40˚ respectively. The results showed also that the cohesion values (Cu) of the studied sandy soils equal to zero. According to Egyptian code for vibration and dynamic load foundations, the studied area is located in the first seismic zone (zone no. 1). The ag-value is 0.10 and the earthquakes factors including S, TB, TC, and TD were 1.80, 0.10, 0.30, and 1.20 respectively that means the studied project area was classified as low potential seismic, so that the potential for liquefaction of the soils at the study area is negligible during seismic shaking (if happened). According to the Egyptian code of shallow foundations, (in case of dry soil and the pore water pressure equal to zero as in the present study area) the allowable bearing capacity of the studied sand medium to dense at the designed drill depth of the shallow foundations (not less than 0.8 m depth) was ranging from 1.5 to 3 kg/cm2.

1) Shallow foundations either isolated footing or structural mat are recommended. According to the Egyptian code for shallow foundations, it is recommended that, the minimum drill depth of the shallow foundations must not be less than 0.8 m.

2) Compaction of the studied sands is recommended to obtain at least eighty seven percent of the maximum modified proctor density value.