Tahir Khan
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Hello, Good evening to everyone. I am designing a strip footing for two storey building. I prepared the model in etabs. I got the support reaction and from that i calculated the strip width = 6' When i made a Shear diagram using the support reactions (acting downward as point loads) and soil pressure (acting upward as UDL) i got value of critical shear = 108 Kips and one way shear capacity = phi*2*Sqrt(fc')bwd = 68.5 kips for? foundation thickness = 15 inches ... is that right, i mean do we need to calculate one way shear in such cases ? and i got some abnormal kind shear force diagram why is that so? in some point it only goes upward (positive values) - anyway where i am getting wrong? Bearing capacity = 0.6tsf = 1.32 ksf
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Tahir Khan reacted to a reply to a status update:
Hi - I have two questions regarding confined masonry. 1 - As you know, in confined ma
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Hi - I have two questions regarding confined masonry.
1 - As you know, in confined masonry we provide confining elements (beams) at lintel level - So these confining elements (beams) at lintel level shall be continued throughout and tied with the confining columns? Because i have seen in practice that at lintel level the provide confining beam that is under the door/window and continued for 6" on both the side and then it is ended i.e. not continued and tied to the confining columns.
2 - We provide confining columns at the joints where walls meet/end. At the doors and windows, shall we provide confining columns at the both sides/edges of the doors and windows or not?-
For 1) it should be continuous. For 2), columns at end of door and windows are good practice, so you can provide them there too.
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thank you for your reply - Actually i personally follow the same practice.
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what is the minimum requirement of code for the tie-columns. any document or refrence?
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