(b) A pad foundation is proposed to support the column in part (a). The total axial load from the column is 300 KN. The

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B A Pad Foundation Is Proposed To Support The Column In Part A The Total Axial Load From The Column Is 300 Kn The 1 (38.91 KiB) Viewed 59 times

B A Pad Foundation Is Proposed To Support The Column In Part A The Total Axial Load From The Column Is 300 Kn The 2 (43.56 KiB) Viewed 59 times

(b) A pad foundation is proposed to support the column in part (a). The total axial load from the column is 300 KN. The proposed pad size and column position are shown in Figure A4. The characteristic strength of the concrete is fa = 30 N/mm'. The column is to be placed 1 m from the centre of the pad. The bearing capacity of the soil is given as 100 kN/m². The self-weight of the pad foundation may be ignored. Check the safety of the proposed pad arrangement. w 3 m 1m 4 m Figure A4: Pad foundation arrangement (e) In terms of stress distribution of the ground soil, what are the differences between small eccentricity and large cocentricity of the column location in a pad footing? END OF SECTION A
SECTION B 3 Figure B1 shows the layout and dimensions of a typical floor plan of a regular 5 storey steel framed building designed using simple construction. The floor slabs are one-way spanning, as indicated by the arrows, between the secondary beams which are spaced at 2.5 m. The total factored ultimate limit state design floor load is 12 kN/m? (a) Sketch the plan and elevations of a suitable bracing system for the frame to resist lateral loads. 6) Show the loading conditions, the shear force and bending moment diagrams for a secondary beam on gridline 2 and for a primary beam on gridline B. (c) Calculate the design axial force on an interior column on the ground floor. It is proposed to use UC305x305x118 for the column. Check whether the column has sufficient design compression resistance. The steel grade is S275 and the column height is 3.5 m. Do not check for section classification. 2;=86.8. I I I H I s م سے [email protected]= 15m I I H H H 2 s I I I I 4@6m = 24m H 3 B B D D E Figure BI