Recent content by ak.t

Considering this as cantilever, i have calculated as follows for short-term deflection (cracked). Here, Mservice is not exceeded the cracking moment. B = 1000 mm D = 120mm Ig = 1000 x 1203 / 12 = 144x106 mm4 n = Es/Ec = 200000/ 26587 = 7.52 Fr = 0.62 SQRT (32) = 3.56 N/mm2 Yt = 120/2...

Hi All, How to calculate the short term horizontal displacement (with adopting cracked section of the concrete) on free standing wall with eccentric footing at bottom, which is subjected to wind pressure alone. This is same as calculating torque of cantilever wall. Thank you

No retired13. I did not. I considered the central portion as column

Dear klaus, This is the exact situation. Length of the wall is 4.0 m

Thank you all for your valubale inputs. will look into it and if I have questions regarding this (procedure, calculations), will ask you again. Thanks a lott for your time and response.

Oh, retired13, u changed ur id name to r13. Reviewer wants sway analysis for this. So, I'm trying to get some inputs/ reference.

Dear phamENG, It is 4m in length and 3.4m high precast self standing boundary wall subjected to 1.10 kN/m2 wind pressure. Footing provided is 1.7x1.35m which is eccentric. We use ACI standards.

Dear All, Could any body explain the Deflection check considerations and limits for free standing cantilever wall exposure to wind? Thank you,

It does not work it seems. It shows "undefined" when i tried to get data for Dubai.

Thank you retired 13. The link (https:\\geohazards.usgs.gov) is unavialable. But yes, we could contact them through email.

Dear Zakir1418, I got it from the link (Seismic tool design world wide) above posted by retired13. It worked fine earlier, now I could not get in to that website again. I really do not know why. You can use the value that are shown in snapshot that i posted. Hope it helps.

Though the shear capacity is enough to carry the partition wall load, the consultant simply wants the foundation underneath. Later, we agreed to provide tie beam and it went off well.

Since it is non-load bearing wall I provided the thickened slab under the wall. But another consultant wants the footing under this. They asked for code specification for the same that states that no footing is required under non load bearing wall. There is no such requirement, right?

Dear All, Do non-load bearing RC walls (100mm thick, 7m in Length & 3m in height) need footing? or the thickened base of grade slab is enough to distribute this self weight?? Is there any specified Code references or guidelines available? Thank you,

Thank you retired13 and KootK. This is the response from another thread too Link Thank you very much for your references and guidelines :)