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Assalam u alaikum rana sir as u said that design manually so I made a simple frame structure and did it manually then I model it in etabs and compare the results and I was happy that most of them matched but there is some problem that for shorter beams my results are different as this is a single span so I did not solve it using ACI moments coefficients. First I solved it using direct formuals and also did it using Moment Distribution mtd but results are changed I want to know how these values came for shorter beam? and how software calculated this. as mine are different. And what I did that I first solve the slab then transfer its dead load and live load separately on the supporting long and short beams by tributory area then using ACI coefficient I solved the longer beams and results got matched but did not find way to solve the shorter beams so solved it using direct formulas nd other methods but results were change. Then from beams I transferred the loading and moments to colums and sloved the col also. E.g for end columns where longer and shorter beams is meetng I took the greater moment which was negative moment of longer beam and used it. For axial load I transferred the loading and multiplied it with half span of the beam in conection with that column. image and file is attached. Same for elevation B. its value is also change. The attached image is the values for Moment 3-3. If I use wl^2/8 for this shorter beam then Mmax is 12.62 kip ft. my calculated factored load per unit length is 1.01 k/ft for this shorter beam whhich is Shown above so If I select Moment 2-2 values then for this end column it shows the moment to be 12.24 close to my value. But here it shows totally change values. Similarly for center short beam where tributory area is doulbe then this. Solving it by wl^2/8 gives close value for moment to be transferd on the center column. As the negative moments from longer beams will be canceled out. thanks in advance edb file + imagel.rar

Salam, I am facing a problem and i am stuck in there, i'll be needing your kind assistance in this regard, i hope you will help me with this. the question is, " The ACI Expression for the nominal shear strength of a reinforced concrete member given below. However, test results indicate that the first small amount of shear reinforcement, Av, causes a larger increase in Vn than predicted by the ACI expression. Explain this observation. Vn= Vc+Vs where, Vc=2*sqrt(fc') bw*d and Vs= Avfyd/S " I need your kind assistance in this.