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A double storey college building is to be designed. It has been recommended to use continuous masonry wall footing in the geotechnical investigation report. Allowable bearing capacity is 0.65 T/sft and minimum depth of footing is 4 feet. Please note that masonry will directly rest on the PCC pad as is the case with typical masonry wall footing. To get experts' opinion on the design methodology I employed, I considered central 9" wall (between two 28'×22' classrooms). I have considered 5" slab that will directly rest on the walls. I am attaching a file with this thread. In this file, I have first calculated loads that the wall is bearing. After load calculation, I have chosen minimum width at which ultimate bearing capacity shall be less than Qallowable. Uniform loads I have considered for the design have been mentioned in the file. Architectural drawing has also been attached with this thread. You are requested to peruse the file and share your opinion on if my load calculation and design methodology is correct or not, and whether for the central 9" wall the width I have chosen is correct or wrong. Thanks. Continuous Footing.pdf

I am designed A residential house structure in ETABS and now I am stuck in design the footing ... i have watched so many videos on YouTube and attempt to design it but that didn't worked well...... Please guide me the steps for designing Isolate/striped footing after importing the file from etabs to safe. Thank you

using staad foundation advanced, I designed a strap footing for two eccentrically loaded columns(offset of left column=-600mm and offset of right column=600mm) of one bay, 3 storey building with grid spacing of about 14 ft in x direction and 12 ft in y direction. The dead load was about 300kN and live load was about 60 KN and earthquake load was about 40 KN in -y direction with moment about z axis 25 KNm. soil bearing capacity was 150 KN/m^3. I used the load combination 1DL+1LL and 1DL+0.8LL+0.8EL. strap beam was in x direction. I got footing size 1.75mx1.75m. footigg thickness 200mm. no of 12mm bars in x direction=6 and no. of 12mm bars in z direction=23. I got doubly reinforced strap beam with 0.53m depth and 9 inch width. bottom reinforcement=3 no. of 12mm bars top reinforcement=6 no. of 16mm bars. And for shear reinforcement it says:"Since nominal shear strength of concrete is greater than maximum shear force, shear reinforcement is not required". I just want to know are the results I got practical or is it likely that I had made some mistakes. I have doubt whether the following result in right or wrong: the vast difference of reinforcement in x and z direction which are 6 and 23 no. of 12mm bars respectively for 1.75mx1.75m footings. and another doubt is requirement of no shear reinforcement in strap beam. Please help me!