mhdhamood

Eid Mubarak

Great answer thanks Muneeb.

Because As gravity loads it is easy to guess the beam and column. i.e. The horizontal member is beam and the vertical is a column. But the issue in the earthquake design. Am I right?

Thanks Engineer. But Do I have to check every member for that Or there are particular members like tie beams in gigh rise building???

Dear all; How to decide if shall I design the section as beam or as column. because as we know the horizontal element (beam) may also have axial force in addition to moment. like a column. I mean is there a limitation for the value of axial force to be neglected and then we deign as beam ?

I mean . Do I have to design the basement wall as column or as beam

Firstl I would like to thank you because you are very active and writing in details.

Dear all; May you please provide me with a guidlines to design basement walls.and a solved example. Regards

Dear Engineer Muneeb; My senior engineer told me that; when converting to shell elements it will attract more forces and help the cores in sharing the forces then the stresses under cores will be reduced. If you have a comment please share it we will be pleased

Amazing interpreting for the problem Mr. Syed Umair Haider Thanks I will try to solve the problem as you said and told you all what happened.

Mr Muhammad Imran Zafar; GREAT It was very useful thanks a lot .

Thanks A LOT dear Engineer.

Dear Respected Engineers; I want to make local thickening in a MAT foundation due to failure in Punching . Is there any limitation on the dimensions of this "drop Panel" because in my thought I will make it somewhat longer than the d/2 (after critical path) . For example in my case I have a 1000 mm Mat with cover 100mm then the d/2 = 450 mm, if the column was 15000*300 mm then the minimum width of the local thickening =1200 mm and minimum length=2400 mm . Am I right ? Regards

Mr Syed Umair Haider and All engineers; Thanks for you. But Let us discuss the problem. Why when I remove the P-delta analysis option then it works ? Also When it was with frame elements (NOT SHELLS) it was working properly? I have high sense that the problem coming from auto meshing .why?. That because In many projects I had the same problem then the solution was changing the size of auto mesh (i.e it was 1 meter , then I changed to 1.2 m) it worked. But Why, I cant understand. Regards

NOTE: Now I removed the P-Delta then the modal analysis is running and it works .... but I want to use the P-delta so what to do ??

This is another site says about this error http://www.construaprende.com/foros/no-corre-el-modal-vt9415.html

Dear ; I am using auto meshing...... I searched on internet this problem happened but in chinese forums I couldnt translate Dear Muneeb, I wished to use because of the first mode I got is torsional mode and the columns are 1.5*0.3 m . I want to reduce the effect of torsion and I got high reinforcement under cores in Mat .

HELP PLEASE !!!!

Dear Engineers; I had a headache from this problem : I run analysis in Etabs for a G+4 Project using Ritz so it runs okay. But I wished to convert some columns to shell elements instead of frame elements then I run the etabs but the response spectrum analysis could not start. when I look into "Last analysis Log..." I found the following : " The strum sequence check found 5 eigen values below the shift Ritz analysis requires All eigen values to be above the shift " Regards

Dear Engineers; I had a headache from this problem : I run analysis in Etabs for a G+4 Project using Ritz so it runs okay. But I wished to convert some columns to shell elements instead of frame elements then I run the etabs but the response spectrum analysis could not start. when I look into "Last analysis Log..." I found the following : " The strum sequence check found 5 eigen values below the shift Ritz analysis requires All eigen values to be above the shift " Regards

Engineer Rana; For Finite element. I usually use 1 to 1.5 meter . But I tried to use 2 m then I discovered that a the reaction of column which is 4900 kn converted to 1700 kn. May be of too big mesh?

Thanks Mr.Muneeb

DEAR ALL; WHAT IS THE ACCEPTABLE MAXIMUM MESH SIZE IN 1. MAT. 2. SINGLE,COMBINED AND WALLS ETC...

Thanks all Dear Mr Muneeb I will not mind if you send me

Thank you so much Mr Muneeb , I get your point. Thank you for your patience.