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DEARS; MAY ANY ONE PROVIDE US BY THE PROCEDURE TO MAKE THERMAL ANALYSIS FOR THE VERTICAL ELEMENTS AND SLABS? BY ETABS AND SAFE REGARDS

DEARS; IS IT POSSIBLE THAT TWO ADJACENT RAFT FOUNDATIONS TO BE ON DEIFFERENT LEVELS AS 1 METER DIFFERENCE IN LEVEL??. I THINK NO... IF YOU ACCEPT WITH ME WHAT IS POSSIBLE SOLUTIONS? THANKS

THANKS ENGNEER YA I GOT IT

THANKS TOO MUCH

DEARS; WHAT IS THE WIND LOAD AS KN/M2 TO TAKE INTO CONSIDERATIONIN DESINGING BOUNDARY WALL OF HEIGHT 3 M ?

Thank you

Thanks so much . You know !! I am reviewing a project that contains these imaginary combinations !!! So I discovered it has no code reference

Thanks so much . May this load combination be in the British code : 1.4Dead+- 1.2 E or 1.4D+-1.2E +1Live

Dear Engineers; Is there special load combinations for precast concrete bildings design??

Dear engineers; 1. For what we need tie beams ? 2. I mean if I take the first floor's columns' height into consideration in my model ? 3. Will it carry the slab on grade ? 4. In case of Raft then no need for thetie beams since the slab on grade will lay on the raft Yes? Regards

Dear Engineers; Is it allowed to use the 2D-plate analysis for the raft?? Because the 2D neglects the inplane forced of the raft, Will it affect the out of plane forces?? if yes then I think it is not accurate for the analysis in presence of earthquake and wind loads coming from the superstructure, Am I right?? Or it just will neglect the results of analysis of in-plane forces without affecting the out of plane forces.? Regards

THANKS SO MUCH

Yes . But if we took the average of the three strips will be (14+3+3)/3= 7T16 not 5T16 !!!!!!!!!! how I judge

Engineers; I have strips in slab designing of 1 meter width ... near the column appeared additional steel to be provided like this: exactly over the column it needed 14T16 right one and left one : 3T16 what is the additional steel shall I put?? because an experienced engineer provided only T16/20 cm ( 5T16/m) is that true???

Great brothers his is the greatest forum

I want simplicity please!!!! what are you saying .... If a building has corewalls and columns+ beams (MRF system) then I may consider he building acting as building frame system (depending on shear walls ) and using R related . and we may also consider it as dual system and designing the frames and shear walls to resist the base shear. This what I know !!!

But here the qustion arises; A building has core walls and columns with flat slab. How I describe this building ?? as a Dual system ot building frame system?

Dear all; I was thinking about at the mid support of continuous beam , if we can stop the top steel only distance of development length into the mid support (not to be continuous ) is that possible ?? As I can simpy think; it is possiple cz the steel to work shall be developed from the critical section and that condition here exist. Discuss please Regards

But let me add one more thing ; we shall add the axial load and moment carried by the basement wall from the slab. Am I right ?? or we can neglect the axial load and just taking the moment due to fixity consideration

thanks so much guys..... This is the best forum

ooooooh very nice explanation thanks I got more one information

Thanks so much our engineer

Dear All; I have a problem in design for punchings for the attached case.Since the column near an opening : 1. Do I need always to deduct the ineffective length as I draw in fig.1, whatever the length of the opening??? 2. why not consider the opening like a free edge then the effective punching perimeter will be good and taller ??? 3. If I need to provide a drop panel and I have 8 meters spans that means it will be 8/3 meter its dimenstions or I can provide lesser dimensions like 1meter ??since I need it to resis punching

Thank you dear engineer

Dears; The minimum steel ratio =0.0018 is for one face or for the 2 faces of the section (top & bottom)?? As far as I know that 0.0018 is for the face exposed to tension (not the 2 faces). Since the Mat suffers tension at top and bottom of the section at the same section so we provide 0.0018 for 2 faces . Am I right??? Regards