Single foundation under steel column

E

eissenhover

New Member
MY TEACHERS I CANNOT GET THE DRAWINGS OF THE SINGLE FOUNDATIONS I PLACED UNDER THE STEEL COLUMNS IN THE SYSTEM I CREATED, DOES ANYONE KNOW THE REASON, OUR SINGLE FOUNDATION ANALYSIS IS DIE, I DO ANALYSIS WITH NO TAB, I DO ANALYSIS OF THE SINGLE FUNDAMENTAL SENSOR, WHAT IS CTENIKMIYO NORMAL ANALYSIS. I'm LOADING THE PROJECT NOW LOOK AT WISH WHERE IS MY DEFECT
 
Re: SINGLE FOUNDATION UNDER STEEL COLUMN Hello; Drawings are incorrect for single foundations defined under steel columns. Studies on this situation are underway. In order to be a solution for now, make the foundation modeling continuously and save the project as a different one after the analysis, delete the steel elements and get the foundation drawings in that way. Or perform individual basic calculations and create your own drawings. The foundation drawings are wrong. If there is a steel column, this situation will be corrected in the next version. The solution I mentioned above is temporary. Good work.
 
Re: SINGLE FOUNDATION UNDER THE STEEL COLUMN A HISTORICAL BUILDING NAMED NURGUL HANIM ATATÜRK'S HOUSE WILL BE RESTORED DURING THIS TIME, THE FLOOR OF THE BUILDING WILL BE INSTALLED AND THE SNOW VS. THE PROJECT ABOVE THE PROJECT I MENTIONED. ATATURK HOUSE WILL BE INSIDE THIS STEEL BUILDING. WOULD YOU TELL US YOUR COMMENTS ABOUT THE PROJECT. WHAT ARE YOUR SUGGESTIONS? THE PROJECT IS ADDED TO MY MESSAGE ABOVE. THANKS.
 
Re: SINGLE FOUNDATION UNDER STEEL COLUMN Hello ; If the purpose is only to prevent snow and rain from entering, the load on the pavement is quite high. I edited the coating unit weight. And I added snow load. For your lovers, using U section rather than I will give a more economical solution. I used a tension rod to contribute to the section change and weak bending, because your span is 12 m high. The issue you need to know is that the project was made over the demo, it is not possible to get a drawing or report in this state. Only you can look at the design results or review the reports and drawings through the program, but you cannot get a printout. Good work.
 
I WORK IN THE PUBLIC AND I THINK THE ORDERS HAVE BEEN PLACED FOR IDECAD 8. Madam NURGUL, WE HAVE FACED A PROBLEM. IN MY PROJECT, THE SAMPLE COLUMN LENGTHS ARE 910 CM, BEAMS 572 CM HANGERS 1221 CM. IT IS VERY DIFFICULT TO CARRY A 12-METERS PROFILE TO OUR MANUFACTURING PLACE AND TO INSTALL IT. SO I HAVE TO REDUCE THE HEIGHT OF THE PROFILES. IF MY COLUMN IS 9 METERS, I NEED TO REACH 9 METERS BY USING 2 4.5 METERS PROFILE. WHAT I WANTED TO ASK HERE IS CAN WE REQUEST A PROFILE OF ANY SIZE WE WANT FROM THE FACTORY OR THE SIZE OF THESE PROFILES ARE STANDARD. SO IF I WANT A 6.5 METERS OR 7.25 METERS PROFILE, DO THEY GET IT AT THIS SIZE? IN THE SECOND QUESTION, I WILL DIVIDE MY 9 METERS COLUMNS IN TWO AS 4.5 METERS AND CONNECT. HOW DOES THIS AFFECT THE STRENGTH OF THE COLUMN BECAUSE THE ONE PIECE COLUMN WILL BE SPLIT INTO TWO?
 
Hello there; Workshops can be adjusted according to the dimensions you order, the transport vehicles and the capacity of the cranes on the construction site. The important thing is that it is assembled in the field as you agreed at the design stage. In other words, if you correctly manufacture 4.5 m columns with butt plate or lap plate attachments in the field, there will be no problem in the design. It may be different for the workshops to bring in the sizes you want. It may depend on the means of transport of the fabrication workshop. Meeting with the company you will work with will allow you to get healthier results on these issues. As I said, problems can be prevented by using the right combination in terms of design. Good work.
 
HANIM NURGUL THANKS A LOT FOR TAKING THE TIME AND ANSWERING. THAT'S WHY WE LOVE IDE CAD AND FORUM. I'M UPLOADING THE FINAL CONDITION OF THE PROJECT. I DIED THE PROFILES BY DIVING THE COLUMNS IN TWO. BY ADDING A NEW COLUMN TO THE CLEARANCE, I DOWNLOADED 6 SAR METERS ON 12 METERS HANGERS. I WOULD LOVE IT IF YOU CAN TAKE A LOOK FOR THE LAST TIME AND SHARE YOUR COMMENT. IN THE PROJECT YOU FIXED AND SHIPPED ME, THE UNIT VOLUME WEIGHT OF THE COATING AND THE UNITS OF SNOWLOAD WAS KN/M2. IN MY IDECA, THIS UNIT IS LOOKING AS TON.F/M2. I LOADED THE SNOW LOAD OF 0.75 KN/M2 THAT YOU LOADED AS 0.075 TF/M2. I MADE THE SAME UNIT CONVERSION WITHIN THE COATING UNIT WEIGHT. I MADE IT CORRECTLY, AND YOU CAN LOOK AT THIS LAST TIME THROUGH IT. THANK YOU, GOOD WORK SO FAR Madam NURGUL.
 
Hello there ; First of all, there is no problem in your project. However, the reason why the unit of snow load appears as kN/m^2 is because of the unit in the snow loads table in TS 498. If you want to analyze the results as tf/m^2, change the unit after entering the snow load as kN/m^2. Or look at the snow load in your region from TS 498 and enter it by converting it to tf. Good work.
 
Good day, Ms. Nurgül. I am a civil engineer. I use idecad reinforced concrete. A new job has arrived. A steel feed warehouse project of 10 m by 10 m has arrived. At the same time, I am doing contracting work. can i solve it or how should i do it height is 5.20 m.
 
Hello there; If the support reactions from the steel project are certain, you can enter a point or linear load on the raft foundation in the reinforced concrete program. If you want to use a continuous basis, you can log in as a linear load. Since the foundations do not enter the analysis without the superstructure alone in the program, you can enter reinforced concrete columns instead of steel, take their weights as 0, and enter the support reactions, even if it is short. Good work.
 
You must log in or register to reply here.
Back
Top