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Showing results for tags 'shear'.
Found 11 results
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when ever I draw model on safe v.8. If punching shear ratio of raft foundation exceed. for example: If punching ratio of column on raft foundation 30" thick is 1.6, then I draw an other 10'x10' slab with same property in 30" thick raft with 33" on that particular column which have punching ratio 1.6. It wil come to 1.3 punching ratio.. then 36" and 39", after that punching ratio will come below 1. But when ever I remove 30" thick raft on that column then draw only 39" thick raft, i am facing same punching ratio problem. I did'nt understand what criteria SAFE is following..
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Dear Senior members, in Etabs when the option "reinforcement to be checked" in the reinforcement data sheet for frames is checked on. Analyzing and designing this element would give the design result in which the columns are assigned either green and somewhat skyblue colors my question is what is the meaning of these coloring? Also opening the summary of the reinforcement of column the shear design would have writings of "n/a" which means not applicable. Question is if something is not applicable how can the design be ok? needed explanation. And what is the meaning of "upper limit" in the shear rebar design proforma. Thanks in advance
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etabs why design beam shear force different from analysis
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Asalamualaikum, If I know any column section, I can compute its section capacity in terms of yield moment using SAP section analysis or Response 2000 softwares. But if I want to find whether a column is failing in shear or not, what procedure should I use? For example, I have a column of 6'' x 18'' with 6 #4 bars and ties of #3@6'' c/c. I have done pushover analysis on software, Now I want to check whether column is safe in shear or not. So I note down the internal shear forces of column from the software at each step of pushover analysis and manually compare them with column shear capacity using ; Column shear capacity = Shear force resistance due to concrete (2 * lamda* fc'^1/2 * bd) Is this the correct method? or do I need to consider ties as well in resisting shear? If yes, then Vs=Avfyd/s formula will be used for ties resistance or something else? Thanks for the help
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I am also having problem in understanding the results. I have attached here a picture of an elevation of a building with the shear reinforcement result generated by etabs. There are three values of shear reinforcement for each beam and 2 values(which are duplicates) for column. What do those values mean. For example one of the value is 594.34. So, how do i calculate what diameter stirrup to use use at what spacing. Similarly, shear reinforcement values are higher for the cantilever beams of balcony which i projected 4ft outwards. Are those normal values for 14ft by 10ft rooms. All beams are 9"x14" and all columns are the etabs model and bmp image of shear reinforcement results are attached herewith. chundevi madhyamik etabs.rar
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When Point load is applied on a spanderal in Etabs, the SFD doesnot depict it. Any Reeason??? A case may be column resting on spanderal
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Kindly tell me how to plot shear distribution diagram of the section given in the image?
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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.
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concrete in beams have one mode of failure by splitting and splitting is of two type one in the plane of rebars and 2nd in the plane vertical to the rebars, how we can determine that splitting will be in which plane and how can we control them accordingly.
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mostly considered that shear strength increases when depth of concrete increases but i came across a statement contrary to that ref attached ACI (350-06) Chapter 11 Shear and Torsion 11.3.2.1,please explain.
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Dear members Salam in the commentary of point of ACI code 11.1.2.1 it is mentioned that when compressive strength of concrete increases 10,000psi web reinforcement increases also. we find shear strength 2*sqrt(compressive strength)*b*d, mathematically concrete shear strength(ACI 11.3.1.1) should be increased but it decreases.any reason that justify this suggestion of code??? Thanking in anticipation
