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The load carrying capacity of piles resulting from base resistance and shaft resistance, the load transfer mechanism of piles is complicated since the mode of failure of these components is different in addition to the effect of pile installation on the soil surrounding of piles .The intended task of this paper is studying the behavior of pile group model driven in clayey soil subjected to vertical axial loading, and the assessment of the development of resistance of each of the two components, tip resistance and skin friction of the piles of during loading. Twelve piles group tests are conducted at three grades of undrained shear strength (cu) of clayey soil which are (20 or 40 or 60 kPa) where the configuration of the pile groups used in all tests is (2 x 2). Two different pile lengths (L) are selected (300 and 450 mm), these lengths represent the slenderness ratio (L/D) of (10) and (15) respectively, so that the center to center spacing between the piles (Sp) used are (3D) and (5D). It was observed that the most of the load capacity of piles is mobilized at settlement of around (1 – 2 mm), corresponding to (5 %) of pile diameter (D) , however, the development of full shaft resistance of piles appears at a low displacement range and is only of about (1 to 2 %) of the pile diameter while the pile end bearing will mobilize at a higher displacement range in the range of (5 to 10%).The changing of undrained shear strength of clay from (20 to 60 kPa) has no significant effect on the load transfer mechanism and the mobilization of shaft resistance and end bearing with increasing the settlement. It was concluded that a low ratio load sharing of piles tip, especially with increasing slenderness ratio (L/D) , which supports the fact that the piles in the weak clayey soils behave as a floating pile which leads to neglecting end bearing capacity in calculating the total pile load capacity as indicated by some references.

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The intended task of this paper is studying the behavior of free standing pile groups and piles of piled raft driven in clayey soil under axial loading. The raft-piles interaction is investigated as well through the two series of tests. Each one of these series includes twelve tests, the two series are conducted with the same configuration, spacing, size of piles and undrained shear strength of soil except that in the free standing group there is a gap of about (20-25 mm) between the raft and the soil surface to have the applied load transferred to the piles only in order to compare the behavior of piles in the two cases. Three grades of undrained shear strength (cu) of clayey soil are selected which are (20 or 40 or 60 kPa) and the configuration of the pile groups used in all tests is (2 x 2). Two different pile lengths (L) are selected (300 and 450 mm). These lengths represent the slenderness ratio (L/D) of (10) and (15) respectively, so that the center-to-center spacing between the piles (S) used are (3D) and (5D). It is observed that piles exhibited a very high stiffness at initial loading stages till the settlement is about 0.5mm, beyond this level, even for a small increment in the load, the pile settled rapidly, which means that once the friction is overcome the piles failed instantaneously. In addition, most of the load capacity of piles is mobilized at settlement of around (1 – 2 mm), corresponding to (5 %) of pile diameter.Moreover, the increasing the undrained shear strength of clay from (20 to 60 kPa) has no significant effect on the load transfer mechanism of piles in the two cases .It can be concluded that the load capacity of the free standing pile group is about equal to the piles in piled raft case, indicating that the interaction effect is not significant, therefore, it is suggested to apply an efficiency factor (αG) of (1) in designing the piled - raft foundation in clayey soil when calculating for pile load share.

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Up to date, in many foundation design problems (especially for piles foundation), the shear strength (skin friction) between soil and construction materials of the foundation was usually estimated or correlated without any direct methods for measurement.The modern trend is to establish skin friction coefficients through laboratory experiments in which the factors influencing the results may be controlled quantitatively. In this study strain controlled Direct Shear Tests were performed using shear to simulate the shear behavior area between concrete (foundation materials) and undisturbed over consolidated silty clay, to determine the shear strength of soil – foundation interface, considering the following variables : (1) Concrete, smooth surface condition, (2) Undisturbed over consolidated silty clay, (3) Variation of the normal load between the friction surface. The tests conveniently revealed both shear strength parameters as for soil test (cohesion and angle of internal friction), and interface angle of friction was in the range of 14° to 17°, while the adhesion was in the range of 13 to 16 kPa. The ultimate shear strength was mobilized through 4 to 7 mm displacement in the direction of shear slip; this was a great advantage of Direct Shear Test performance.

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In this work, we study the stagnation point flow of Casson fluid andheat transfer phenomena in presence of thermal radiation and magnetic field. We used the suitable similarity transformation to reduce governing partial differential equations into ordinary differential equations, these equations are solved numerically using Rang-Kutta method. Effects of non-dimensional parameters on velocity, temperature are discussed and presented through graphs as well as coefficient of skin friction and local Nusselt numbers is investigated stretching/shrinking cases.

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In this research the relation between skin resistances and standard penetration test of over consolidated clay soils has been studied. The research includes doing boreholes at Babil governorate in Iraq to get undisturbed samples and standard penetration test. Determination skin friction from direct shear test between smooth concrete and soil was explored in laboratory for design purposes and correlated with standard penetration test values. In many foundation design problems, the shear strength between soil and foundation materials were estimated or correlated without any direct methods for measurement.Twelve strain controlled direct shear tests were performed simulate the shear strength interaction between smooth concrete and undisturbed over consolidated silty clay, determine the soil – foundation interface friction, considering the following variables :(1) over consolidation ratio OCR between 1.4 to 2.4 (2) Concrete, smooth surface, (3) Undisturbed samples, (4) Variation of the normal load between the friction surface. The results showed that both cohesion and internal friction should be considered in evaluating skin friction. The results of cohesion and angle of internal friction were correlate with the standard penetration test SPT –N . Interface friction angle was 14.5° , while the adhesion was 15.5 kPa. The ultimate shear strength was mobilized through 10%- 16% strain in the direction of shear surface. . A fairly good correlation between the N70-value and the interface friction parameters were established for determination unit skin friction for driven piles. Finally, based on the test results, a simple relation was proposed to relate the N70 value and interface friction of silty clay soils for a range of N70 between 12 and 20

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There was a needed for a technique to be able to enhance the flow properties by decreasing the velocity in (APG) Adverse Pressure Gradient and increasing the skin friction .The present work used a technique of the effect of external parallel acoustic excitation on the Adverse Pressure Gradient (APG) over a rough surface and smooth surface for a turbulent flow. This study was conducted at fully developed turbulent flow with a Reynolds number based on hydraulic diameter (8.3×104). The experimental ducts test carried out in wind tunnel manufactured from Perspex (250mmx250mm) and length of 690 mm . A Preston tube was used to measure the air flow velocity profile, pressure distribution and skin friction. The adverse pressure gradient was produced in unsymmetrical diffuser with three different diffuser angles (8, 11,and 15) degree. The external excitation was parallel to the flow , and the excitation frequency (150) Hz and SPL (95 ) dB were used in this study . The obtained results showed that the performance, and other flow characteristics of diffusers depend on the angle of diffuser and acoustic excitation, and indicated that the surface roughness enhanced the production of turbulence as well as the turbulence level when compared with the smooth-wall data. It is well known that both wall roughness and APG reduce the mean velocity close to the wall. The rough surface with the external parallel excitation effect are regarded as the key parameters to enhance the flow characteristics, this technique is able to decrease the velocity and increase the skin friction and to enhance the flow properties and thus improve the flow structure.

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