Recent content by dis_

Celt Do you get positive or negative YCR here?

Thank you. I will have a look

Hi Brad805. Thank you for your help. You model is one of the scenario I have. May I ask what program is this? I am impressed that it produces the tie forces as well.

Thank you very much.

Thanks for your detailed explanation. If I want to design it this way, how do I confine this overlapping area considering the area is so small that no enough vertical bars (<4) can be placed for the ligs? If I use the STM the inclined bars and ligs will not be practical and even if it is, how...

Thank you for your explanation. When using STM, I believe the bursting check is taking care of the cracking. Shouldn't the strut strength be independent from this? ie shouldn't the strut strength be increased by the ligs even it is vertical. If the overlapping area is very small, say 150mm x...

I also have this column transition issue that I think STM is applicable as well. But the strut strength just fail a bit. I believe providing vertical ligs will improve its strength but the Code doesn't cover this from what I know.

I have this offset column as shown below. The transfer point load from the column above is 1000kN. I am at a point where I can design it using strut & tie or a normal beam as per AS3600 since strut angle is about 30 degree. When I design it as strut tie, I find the strut strength fails while...

I come up with one more question in regards to singly dowel bars. Won't it reduce my out of plane bending capacity or does that mean I have to make the panel to be pin in the weak axis in my model for analysis since singly dowel bars are used here? (panel to be connected at floor level) I have...

Thank you very much

Thank you Agent. If so, why do we need to confine the internal bars in columns considering we have outmost closed ligature already?

I have seen single layer dowels been used between panel to panel vertically most of the time despite the fact that there are two layers of reinforcement in panel and am wondering why is the reason for this? Can we use two layers of dowel bars for 200mm thick wall instead of is it not practical...

Hi Celt83, Do you mind explain how Pi, Mxi & Myi are calculated for each segment? I have checked the formula used but have no clue. Some graphic will be great. Thanks.

Thank you everyone. I will try Ingenuity's way and get more knowledge about PT then.

Thank you Kootk and rapt. Rapt, I understand that there is no rule of thumb for deflection for RC or PT cantilever slab deflection. But what I am asking here is based on the deflection that I get from the RC model I built is there any way to estimate the deflection when tendons are used?