Table of contents1. Question 1 11.1. FOUNDATION AT THE TOP OF A SLOPE 11.2. FOUNDATION ON THE SIDE OF A SLOPE 32. Question 2 53. References 6QUESTION 1Please describe the problem of the bearing capacity of foundations under combined slope loads (see Figure 1). Will the carrying capacity decrease? If so, what are the causes? Figure 1- For question 1FOUNDATION AT THE TOP OF A SLOPE Meyerhof (1957) indicated that for a foundation located on or near the slope, the plastic zone on the slope side is relatively smaller than those of similar foundation on level ground and therefore the bearing capacity of the foundation near slopes is reduced. He claimed a solution for the ultimate bearing capacity of foundations on or near slopes (Figure 1.1) with those from the stability analysis to form the following equation: q_u=c^'.N_cq+1/2 γ. B.N_γqFigure 1.1- Failure plane for the shallow foundation near or on a slope where Ncq is a factor representing the combined effect of soil cohesion and overburden pressure and N_γq is a coefficient for the combined effect of the shear resistance of the soil beneath the foundation and the pressure of the overburden. The above equation only concerns foundations on or near a slope that have a distance b from the top of the slope. Meyerhof (1957) also proposed graphs for the bearing capacity factors (N_cq and N_γq). Theoretical variations of Ncq for a purely cohesive soil (ϕ=0) and N_γq, for a granular soil (c = 0), and these variations are shown in figures 1.2 and 1.3. For a purely cohesive soil (ϕ=0) →〖(N〗_γq=0) (Figure 1.2) →q_u=c^'.N_cqFor a granular soil (c=0) →〖(N〗_cq =0)(Figure 1.3) →〖 q〗_u=1/2 γ.B.N_γqIt is important to note that when using Figure 1....... the middle of the paper ......s should be more uniform. (Venkatramaiah, 1995)Figure 2.1 - Contact pressure distribution under a rigid foundation loaded with uniform pressure.(Venkatramaiah, 1995)For a cohesive soil, additional pressure can cause soil shear stress around the perimeter, the contact pressure at the edges of the foundation will be maximum, while they will decrease towards the center. However, for non-cohesive soil (e.g. sand), the maximum contact pressure will be at the center of the base and decrease towards the edge as the soil is pushed apart at the edges due to the reduced confining pressure. ReferencesDas, BM (2009). Shallow Foundations: Bearing Capacity and Settlement, Second Edition. GB: CRC Press Inc. Fang, H.Y. (1990). Foundation Engineering Handbook: Springer US. Venkatramaiah, C. (1995). Geotechnical Engineering: New Age International Pub. (P) Limited.