haro0n
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Everything posted by haro0n
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if any one having some good material related to designing helipad kindly share it here.. i've to design helipad having 75 ft dia..
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then what about the beams if we model slab at same level then we cannot provide beams there. there design will be like simpl beams or some other parameters needs to be considered
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if we have to model a slab in etabs whose level is not same as surrounding slab i-e a drop slab let say 12" deeper slab then how to model such slab either model it at same level or we should add a reference plane and then draw it if we do so than we cannot apply diaphram to that slab so whats the best way to do this?
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welcome here
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excellent work
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thats very nice fantastic
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- etabs checklist
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its interesting that the formulas given by zoya for both case of SF computation for both shorter and longer side gives same result as if we solve by actual method of 45degree tributory area also shown in the attached file which suhail has shared. Triangular loading on shorter side beams of slab equivalent UDL For SF computations w (equivalent) = w*Lx /4 Trapezoidal loading on Longer side beams of slab equivalent UDL For SF computations w (equivalent) = ( 2-m)*w*Lx /4 so seniors what u would say??
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@rana waseem the other one is in attachment.. @baz why not for the same beam as they will be on two perpendiculr beams?
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0.05
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nice information have you faced the same problem in etabs or not?
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kher mubarik same to u
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thanks
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W/c Ration And Micro Structure Of Concrete
haro0n replied to Waqar Saleem's topic in General Discussion
kindly elaborate micro structure waqar bro.. -
how to differentiate between different types of frames ordinary, intermediate and special moment resisting frames and on which parameters they depnd and how to select one from them to be used?
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- Moment resisting frames
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Forum Upgrade
haro0n replied to UmarMakhzumi's topic in Website Announcements/ Problems/ Login/ Registration Issues
w.salam thats very nice keep it up- 1 reply
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thats nice thnks sir i am studying both ubc 97 nd IBC 2006 for making load combination for both of them IBC refers to ASCE at some places
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yes sir i wanted to ask u about that i only knows that its an overstrength factor basically a seismic amplifictn factr but whre to use it and whre not i dnt knw
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rana sir in this post http://www.sepakista...-in-etab-model/ u said that your base-shear is equal to about 5% of seismic weight which seems okay with R=5.5 and UBC 2B seismic zone how to check that base shear is equal to 5% of seismic weight? You dont have to worry about the magnitude as far as you satisify the seismic drift limits of UBC which are 0.025 and 0.020 times story height...based on time period of your building....remember to convert your elastic displacement values to inelastic displacement by mulitplying it to 0.7xR after analysis it gives us elastic displacemnt nd we hve to check for inelastic?? and what is R here?
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i was also searching for manual load combination found it here
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- load combinations
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bro compress this file of edb along with text file then u can upload it.
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okz rana bro and what about the loads we should take them same as u mentioned earlier..
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@ rana bro what about my problems :( when u will be free ?? as from tomorrow our final pprs are also starting so what will be best time to to this as i am veryyyyyyyyyyyyyyyyyyyyyyyyyyy serious in learning this all
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moments in the continous beam need to be caculated by coefficient method and where you are taking them wl^2/8 that is incorrect.for beam use Nilson pg#396,for shorter beams fig(a) use column option as support i.e 1/16,1/14/,1/10and for 2span longer beams fig ( also the column option 1/16,1/14.in case of yours only one beam fixed at both ends use the fig d coefficients look at the BMD of the d option you will get my point. @waqar bro the fig(a) is for beams having more than 2 spans so i cannot use it for shorter beam as it doesnt fulfil this criteria. for 2 span i-e longer beam i used the 2nd fig. nd option d is also for more than 2 spans.
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thnx waqar bro i will consult nilson as i get to my hostel then will reply back and rana sir is right that load on both shorter and longer beam will be 625lb/ft but the difference is that for shorter beam it will be triangular and for longer beam it will be trapiziodal so will solve separately for them.
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sory rana sir i saw your msg so late can u give me some time for tomorrow?? as now i am jst leaving home to get to hostel from monday our final pprs are starting.. so if u can arrange some time for tomorrow that will be good.