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Thank you for your reply, I am editing the load patterns table, specifically a user defined auto seismic load pattern definitions - auto seismic - user coefficient table. At first when you edit and run the model it will be fine, but any more subsequent edits cause a "miRunAnalysis Error #9"...

Good morning everyone, I am trying to take advantage of the Interactive Data Base Editing using ETABS and whenever I change something mostly in the load patterns and try and run the model, it gives a miRunAnalysis error and also it will not let me save and if I go to define load patterns the...

Good morning Everyone, sorry to bother you I am trying to take advantage of the Interactive Data Base Editing using ETABS and whenever i change something mostly in the load patterns and try and run the model, it gives a miRunAnalysis error and also it wont let me save and if i go to define load...

Thank you very much appreciate it.

Hello guys how are you? I am having a bit of a hard time visualizing and understanding a point regarding the design of steel moment frames for seismic loads. I was told by my prof that beams are designed for 1.4 D 1.2 D+ 1.6L 1.2D + L +E So here is my problem: Lets say I have a compact I...

Thank you very much sir you are appreciated.

Thank you very much Mr. Jayrod I really appreciate it. So just to clarify in the DDM or the equivalent frame method we come up with reinforcement in both North South and East and West directions. Based on what I understand this reinforcement is sufficient only for gravity loads. On the same slab...

Hello guys hope that you are doing well. I have a question that might seem silly. In concrete structures as I'm reading ACI we have two methods of designing for two way slabs: Direct Design Method and Equivalent Frame Method. Now for example for the DDM it says that this is for gravity load...

Thank you very much for taking the time.

Thanks for your reply, i just wanted to know for calculating the reinforcement ration of T sections why does it take the area of the concrete as bwd with bw being the width of the stem. It complete ignores the concrete in the flanges of the T section?

Hello everyone, while reviewing my concrete notes a question rose in my mind. In a rectangular section, why is the reinforcement ratio As/(bd), why use the effective depth (distance from top to the longitudinal reinforcement). Why not use bh where h would be the height of the member which will...

Hello everyone, i am getting confused on a rather simple concept any explanations would be very much appreciated. I am trying to use the stiffness method to solve the following problem? The solution is force in member 5 equals 50 kn but i cannot arrive at this number at all. In addition if you...

Thank you very much for your replies

Thank you very much for your input, appreciate it.

Thank you for your reply but the two rigid bodies are only connected by two non parallel constraints (ie. the hinge) where is the third one? For a stable system the two rigid bodies should be connected by three constraints

The roller support is providing a horizontal reaction force as shown that's it

Hello everyone, I have a question regarding the stability of a frame: I may be wrong but from what I have learned to check for stability given a determinant system you must control two things: 1) Not all reactions forces are parallel or concurrent. (This frame satisfies this rule) 2) Rigid...