Hi All, I lived and studied in a country which follows the USA in terms of regulating the practice of engineering (Civil), that is PE license is given by a government authority which requires you to gain an x amount of experience then sit and pass the PE exam (plus an interview, in some...
Hey guys, if I have a concrete column that is abutted by brick walls on both axes can I consider my column to have zero buckling length in both directions since it is technically restrained by the brick walls from deflecting?
Like to hear your opinions on this.
Dear all, Please help me understand why the Mns (Moment due to slenderness of a non-sway column) is dependent on end moments of columns. Small delta ns is multiplied by larger end moments.
I believe that this should be a function of the eulers buckling load. However, as the equation ACI have...
Hi All, from what I have read, the main purpose of a over-sized/slotted holes are for ease in installation. I also heard that it can be used when a connecting member (ie one end of a simply supported truss) was designed assuming a roller support, the slot size being equivalent to the lateral...
Hi All, I have been doing some comparison with ACI and BS code. The span depth ratio values given in both codes are not far off with each other. Having dealt more with ACI, I understood that the span depth ratio only satisfies the requirement of immediate deflections and is only applicable for...
Hi guys, just wanna ask regarding a hypothetical question. lets say you have single frame with columns 30 meters apart. It is preferable to use pre-stressing on the beam for a better performance against gravity loads (unless a very deep beam is allowable, which in most cases is not). If a...
Hi everyone. Most of the references that I have read analyze a post-tensioned beams by assuming a pinned support. However, In reality PT beams are supported by columns. Lets say I have a PT beam supported by a 2 column frame. I believe that the PT force will cause the columns to experience a...
For pile caps with three piles (3 piles forming a triangle, column on center), designed using strut-tie method or truss method, aren't the rebars supposedly parallel to the 3 tension chords of the strut-tie/truss model? which in this case would form a triangular shape on plan.
However, on most...
Does the allowable maximum area of reinforcement apply to splice location of beams and columns? For example, if the code says max rebar area is 4%, and I use 3.9% as my design reinforcement and i would splice 1/2 of the total rebars on a certain location, that would result to a total rebar area...
Hi All,
In concrete design, does the allowable span depth ratio ensures that vibrations due to live load will not affect occupants? say for example I have 12' (3.75m)span continuous slab with a residential live load of 42psf (2kPa), if I use of 6" (150mm) thk slab would i feel significant...
Hi all, We usually use earthquake loads to design buildings against lateral loads because it yields a greater force compared to wind. I usually apply the earthquake load per storey on the floor diaphragm's center of mass + accidental eccentricity. Now going to wind loads, I have read that wind...
Hi all. I have 2 beams of the same size that will be supported by a girder (also same size). The beam on the right will have a moment due to cantilever action and the beam on the left will balance out that moment (because its other end is pinned). Will Full penetration weld be enough to...
Hi all. I have been studying the CSI safe program for RC slab/plates. One of the analysis option is to analyze the slab/plate in 2D (meaning only the following is considered: rotation at the two horizontal axis and translation in the vertical axis). I have always thought that RC slab/plates...
I have recently done a sample model in ETABS, to verify the results of the program, a one storey 6mx6m square grid concrete structure. I have modeled the 150mm slab as membrane. Beams size was 200x600mm and column size was 300x300mm.
No imposed DL was applied (only self wt.). Live load = 5kPa...
If you have two intermediate beams (cross beams) intersecting each other (imagine a square area cut into 4 equal areas by interior beams), with the same depth, material, length, loadings, tributary area, how would you analyze the intermediate beams and the assumption for support...
I am new to designing pile caps using Strut tie method (STM). Most books tackle examples for 2-pile group and 4 pile group for STM, but not 3-pile group. My reference has a quick formula to in getting the Tension force required for the tie, while I was able to derive the formula for 2-pile group...
