sochtheking

Hello everyone, I am doing some slab design on RCDC and I went through the design calculations and saw that the thermal cracking was always controlling the amount of bottom reinforcement required. Is the reinforcement requirement here different from the shrinkage/temperature reinforcement required? (0.0018bh) Is it recommended to always do the crack width check on RCDC and limit it to 0.2mm. Please let me know, thank you.

Hi, I am currently modelling a stress roof truss on ETABs, the truss has an overhang. I am having trouble modelling it as I keep getting this message: Load Case : Solving Linear Stiffness from Zero (unstressed) initial conditions THE STRUCTURE IS UNSTABLE OR ILL-CONDITIONED !!. CHECK THE STRUCTURE CAREFULLY FOR. TO OBTAIN FURTHER INFORMATION:. - USE THE STANDARD SOLVER, OR. - RUN AN EIGEN ANALYSIS USING AUTO FREQUENCY SHIFTING (WITH. ADDITIONAL MASS IF NEEDED) AND INVESTIGATE THE MODE SHAPES Can anyone help with this? I have attached screenshot of the roof truss. Thank you in advance,

Please disregard my last question, it has been sorted out. However, is there a way to input my hand calculated slab design into ETABs to check if the design has passed or failed. I am having trouble finding an option for this

Thank you for the response Badar. Another question is, if I have the spacing for the negative moment to be #8 @ 250 mm for example, but for positive moment it is #8 @ 300m running along the x-axis, how do I detail this? This means that the positive and negative are misaligned in due to its difference in spacing. Should I make the positive spacing same as negative or should I just leave it as is.

Hello all, I had a question regarding reinforcement detailing. I am using ACI coefficient method for slab design, so I am getting reinforcement requirements for each panel. If I had two slabs which are adjacent that have different reinforcement spacing requirements. Do I just detail it as it is? or Do I pick the one that is more critical? (To align reinforcement for both panels) Example: Panel #1 requires #4 @ 10 inches and Panel #2 requires #4 @ 8 inches, I am scared that at the beam connecting them B1, it will be too cluttered. Thank you in advance for your advice.

Thank you for the response. I understand the point you are making. Regarding the use of the ACI coefficient method, what if there is a case where is an intermediate column which is not situated in the corner of the panels, how do we take this into account when considering the case to pick. I attached an image for reference

Hi guys I just joined the forum today, I would love to get some of expertise on how to go about this issue. I'm in my senior year, and my senior project is to design anything of my choice. I picked to design a mansion using RCC structural system. I have just finished laying out the columns and beams and now have moved onto slab design, I am a little stuck on the hand calculations as this configuration differs from text book examples. My main questions: 1. Some slab panels do not align on the same column lines as each other, which makes using the conventional EFM alittle more tricky. How should I tackle this problem? In the figure, you can see I highlighted the situation. 2. The layout has a mixed of two-way and one-way slabs, this means that I cannot use ACI tables to manually distribute the moments based on L1/L2. How would you guys suggest dealing with this? All input is appreciated and welcomed. Thank you guys ahead of time.