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Dear Members, I just came across this platform for Structural engineers of Pakistan , and delighted to see it. I am working as Manager in a power utility company in Karachi, and sometimes required little structural designing, Can anyone here recommend what software should i learn/use for designing these basic equipments' foundations? Looking for valuable inputs from members here, thanks

I was designing high rise building and designed the piles and pile cap on dynamic load cases (RSx, RSy). However the vetting engineer told me to check pile reactions in static cases as well (EQx, EQy). Now I have confusion as to why i should check pile reactions on static case when code tells me to do dynamic analysis on structure? The vetting engineer couldnt give me satisfactory explanation, that is why i turn here. Thank you.

Assalm-O-Alykum can we design footing in ETABS16? If yes then how much reliable that design will be? If any senior have experience and he/she carried out footing design in ETABS16 please share your experience with us. Thanks in Advance.

I'm facing an issue in design of strip footing for region with high water table. The water table is situated at a depth of 3 ft from the N.S.L. What measures should I take? Thanks

Assalamualaikum, My question is basic. Say, i have an eight or ten storied building. Soil condition being good, shallow single footings may be used at a depth say 10 feet below the EGL. If i model the support as a fixed support, and design the footing for both axial loads and bending, also considering the uplift issue, is this realistic for the support to behave like a fixed support in practical?

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!

Assalam o alaikum, Dear seniors, I am to design a two story frame structure in Seismic zone 3. UBC tells me about two SPECIAL SEISMIC LOAD COMBINATIONS. For Zone 1, 2 A, 2B I use ASD load combinations for footing stability design i.e. bearing pressure check, uplift check, sliding check and over turning check. But for zone 3 should i include this special seismic load combinations for footing design also?? Section 1612.4 tells, for both ASD and LRFD the following special load combos should be used 1.2D + f1L + 1.0Em and 0.9D + 1.0 Em...................... for both ASD nd LRFD same combination?? I am very much confused and need urgent reply... Jazak Allah...

Assalam o alaikum, Dear seniors, I am to design a two story frame structure in Seismic zone 3. UBC tells me about two SPECIAL SEISMIC LOAD COMBINATIONS. For Zone 1, 2 A, 2B I use ASD load combinations for footing stability design i.e. bearing pressure check, uplift check, sliding check and over turning check. But for zone 3 should i include this special seismic load combinations for footing design also?? Section 1612.4 tells, for both ASD and LRFD the following special load combos should be used 1.2D + f1L + 1.0Em and 0.9D + 1.0 Em...................... for both ASD nd LRFD same combination?? I am very much confused and need urgent reply... Jazak Allah...