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driftLimiter ,one way shear value was larger for option one , also when calculating reinforcement needed option 2 was less , the shape maybe affected the distribution of loads and then the reinforcement and dimensions, i will investigate this outcome and will reply to you again for the situation...

both columns stressed equally , and i think that is not valuable, but ,i want to know if its possible to use the second shape. I was thinking that one of the disadvantages of using the second shape is that it is harder in construction , but I wanted to know if there are any other issues with...

The problem is that my colleagues and I have never seen the construction of a foundation in the second shape, and usually, the foundation is constructed in the first shape. I have done my job properly and checked the soil pressure under the footing, designed both for moment, one way shear, and...

I was designing a Combined Footing for columns that are close to each other, and the columns are not at the same horizontal and vertical level, as shown When I studied another appropriate shapes for the foundation, I found that the following shape require less area and smaller thickness ...

How to add shear reinforcement do you have any photo or detail ? and if i want to make a footing on top of footing what is the bearing capacity that i must design the top footing for ? I saw many bearing capacity equations for concrete and can’t understand how bearing failure is going to happen...

is it possible to add a footing on top of the existing one, which will do its job to overcome one-way and two-way shear failure, while the existing footing will transfer the load to the soil safely?

Maybe if the concrete strength is higher than required would help , but the concrete strength always came between 1.05-1.15 from required strength, that increase did not help Can i make column capital or a footing increase in thickness , this is the question, it will not break ? As Its poured...

The footing is not small ,2.8x2.8 m , we are forward to demolish and replace but discussing if the third solution can be done and how

demolish and replace is the first solution but we need more time and a cost-effective solution, i have multiple suggestions that you mentioned but 1-increasing the area of footing or the column to the maximum size we can does not solve the problem from the designer's perspective unless we...

the columns are concrete, making the column bigger does not solve the situation, because of one-way shear, its more than the footing capacity.

Hello everyone, I have a Footing that was poured at 55 cm thickness, 15 cm lower than required (70 cm), punching shear failure will occur, How is it possible to increase the thickness of the footing? note that the footing was poured recently, and no work has been done on the column necks any...

it's a concrete stair, similar to this but it connected in the end to an RC wall (no free end), my confusion about the middle stair #6, it will cut the connection between the bars HTURKAK, Sorry for the misunderstandings and confusion, the stair on the other side is connected with the slab but...

I want to design a staircase with a split between the staircase steps, shown in the attachments (step number 6), Do you have any ideas or any explanation of how to model and design such a staircase? thanks in advance.

During the excavation process for a new building consisting of 6 floors, a footing was found at a level other than all the bases due to the presence of swollen soil that was removed under it, the rock layer has been reached. the footing for the retaining wall that connects two separate footings...

thank you HTURKAK for your response, I can't shift the retaining wall, it is located in a 2B zone with a Peak Ground Acceleration of 0.2g, and the soil profile is (SB) - Rock

Thank you for reply , Is it possible to separate the retaining walls from the building in certain ways during the work process? To make it just work as retaining wall

hello everyone, I'm making a torsional irregularity and eccentricity checks in a building with retaining-basement walls, when I model these walls, which are existed on the basement floor and ground floor, the building will have extreme torsional irregularity and eccentricity of more than 15%...

here are the first 3 mode shapes, another question, can I use response spectrum analysis when the first mode is torsional?

while designing a 7-story residential building, Etabs calculated the fundamental period as 1.85, and the approximated Period Ta was 0.53, the building is located in seismic zone 2B with Z=0.2g, and the period used for calculating base shear was 1.4 Ta which is 0.74, isn't the used period far...

I have a quesion about proper model, analyze and design using etabs , i have no clear way to assign partial fixity for column and shear wall base , according to BS 5950 , which shown in the figure , it depents on the rigidity of the connection between member and footing , and found no way to...