Considerations on Bearing Capacity Factors of Rough Strip Footing Using the Stress Characteristics Method
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RESEARCH PAPER
Considerations on Bearing Capacity Factors of Rough Strip Footing Using the Stress Characteristics Method Shervin Ahmadi1 · Mohsen Kamalian2 · Faradjollah Askari2 Received: 3 March 2020 / Accepted: 1 October 2020 © Shiraz University 2020
Abstract In this study, to evaluate the bearing capacity of rough strip footing located on horizontal ground, a numerical algorithm has been proposed based on the stress characteristic lines method. To solve the aperture problem created beneath the footing, a solution procedure is suggested. The triple bearing capacity factors, the stress characteristics fields as well as geometric properties of plastic and non-plastic regions under the footing have been extracted. The obtained results are in an extremely good agreement with those presented in the literature. It was found that as the angle of internal friction increased, the bearing capacity factors and plastic span along the ground surface continuously increased. The maximum depth of the plastic domain affected by the stress characteristics fields was 1.63 times the footing’s width and gradually moves toward footing ◦ edges. The depth of the non-plastic region is also increased and for 𝜑 = 45 reaches 75% of the footing’s width. Moreover, the width of the non-plastic region coincides with the footing base gradually moving toward the footing edges so that the ratio of the maximum width of the non-plastic curved wedge to footing width tends to one. Keyword Bearing capacity factors · Rough strip footing · Characteristic lines · Non-plastic curved wedge List of symbol B Width of the footing c Cohesion of the soil 𝜑 Internal friction angle of the soil 𝛾 Unit weight of the soil q Surcharge pressure Nc Bearing capacity factor due to cohesion Nq Bearing capacity factor due to surcharge N𝛾 Bearing capacity factor due to unit weight x x-coordinate y y-coordinate
* Mohsen Kamalian [email protected] Shervin Ahmadi [email protected] Faradjollah Askari [email protected] 1
Department of Civil Engineering, South Tehran Branch, Islamic Azad University, Tehran, Iran
Geotechnical Engineering Research Center, International Institute of Earthquake Engineering and Seismology (IIEES), No. 26, Arghavan Street, North Dibajee, Farmanieh, Tehran, Iran
2
𝜎 Distance between the Mohr’s circle center and the point that failure envelope joins with 𝜎-axis R Radius of Mohr’s circle 𝜎xx Normal stress on a plane perpendicular to x-axis 𝜎yy Normal stress on a plane perpendicular to y-axis 𝜏xy Shear stress acting on a plane perpendicular to x-axis and in the direction of y-axis 𝜎1 Major principal stress 𝜇 Angle between major principal stress and 𝛼 and 𝛽 characteristic lines 𝜃 Orientation of major principal stress with x-axis 𝜀 Angle of gravity force with x-axis 𝜃frough Orientation of major principal stress with x-axis along the footing base 𝛿 Footing roughness Th Horizontal traction vector Tv Vertical traction vector Fv Ultimate force qv Mean vertical contact pressure yc Maximum length of the plastic zo
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