mhdhamood
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Posts posted by mhdhamood
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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
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THANKS ENGNEER YA I GOT IT
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THANKS TOO MUCH
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DEARS;
WHAT IS THE WIND LOAD AS KN/M2 TO TAKE INTO CONSIDERATIONIN DESINGING BOUNDARY WALL OF HEIGHT 3 M ?
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Thank you
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Thanks so much . You know !! I am reviewing a project that contains these imaginary combinations !!! So I discovered it has no code reference
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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??
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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
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THANKS SO MUCH
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Yes . But if we took the average of the three strips will be (14+3+3)/3= 7T16 not 5T16 !!!!!!!!!! how I judge
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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 14T16right 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???
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Great brothers his is the greatest forum
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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?
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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 pleaseRegards
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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
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ooooooh very nice explanation thanks I got more one information
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Thanks so much our engineer
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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
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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
Thermal Analysis
in Concrete Design
Posted
DEARS;
MAY ANY ONE PROVIDE US BY THE PROCEDURE TO MAKE THERMAL ANALYSIS FOR THE VERTICAL ELEMENTS AND SLABS? BY ETABS AND SAFE
REGARDS