Why would an excess steel in midspan prevent failure of the supports when the midspan bottom bars won't reach the support at all? Unless you mean it reaches the support (in your first review project of the continuous beam)? If it won't reach the support, then the support can fail and the beam...
By the way (to add to my message above & clarify). Initially i mentioned my friend mentioning putting more support negative moment bars to straighten the midspan.. but when I checked the old plans. I was mistaken. It's the opposite. He was actually referring to putting more midspan bars to make...
The above is the layout. My friend told me there are many midspan bars in B7 (the horizontal beam at middle) because it has secondary beam crossing it (the vertical beams). But then in the support, he has only 4 negative moments bars (as I shown before) with the 2 in midheight and I'm afraid it...
I know. That's why I haven't designed a structure yet. Would like to master the physics and principles. And watch others do it first and be apprehentice.
In our place. The designers are exempted from any liability if earthquake hits.. they can just blame it on the earthquake. And because of...
Many structural designers don't know the meaning of neutral axis, strain and stress. If you will ask your structural designers in your area.. chances are you can meet many who don't know them or forgot the concepts (try to ask so you would believe me). I had to argue with a lot of them who are...
I know many basic. My friend has now designed 5 buildings and supervising them simultaneously at present. I told him why the bars at midspan are not at bottom and mid height and he replied "the area covered by actual moment reaches into the mid height of the beam section at midspan so it's ok...
I found the structural plan made by my friend.
I asked him why there were massive bars at midspan and only few at support. He said he wanted to strengthen the beam at midspan so the beam would be more straight at the support and it needs few bars. I told him that may be wrong and told him to...
rebar has little impact on the distribution of elastic analysis moments? But without rebar, the moments of beam won't even reach elastic moments (service level moments). As review "Plain concrete beams are inefficientas flexural members because the tensile strength in bending (modulus of...
No. It's not about adding reinforcement to existing concrete structure.
Let's take the example of a simple beam supported by two columns on the left and right. He stated that by putting more bars in the negative moments at support.. he can straighten the beam and control the moments at midspan...
A more senior structural engineer told me when you put rebars in the beam, you straighten the beam and the moment/bending get less.. so I'm trying to find basis in his argument. But for beam with tension bars, the deflection is less. Isn't the moment same as deflection? I just want another...
With reinforcement, there is less deflection/deformation.. but can you cite an example where moments/bending is not proportional to deformation?
Can you give a daily example of bending/moment that is similar in two objects but one of them has more deformation (in beam/column case no rebars)?
If a beam or column has certain moments and after you put rebars.. what would happen to the moments? For instance. A beam has certain moment at midpan, when you put the rebar to address the tension (bottom bars).. what would happen to the moments? I assume the beam would no longer deflect for...
Just a question about frame analysis software. In Etabs, in the Deformed shape button. What you get is pure concrete deformation without any rebars. In the Concrete Design button, you get the PU and MU for certain load combinations and the percentage of rebars.
What other software package...
Or in other words, can seismic moments at base turn any double curvature at edge column into single curvature even though the base is fixed such as the following? Your experience pls?
In edge column where there is moment inbalance due to eccentric loading and assuming fixed base, there is double-curvature column flexure. Can seismic wave reverse it? In your previous experience, how strong the seismic before the double-curvature reverses? In the above illustration/example...
Hi, is there a device where you can aim it at a column or beam and it can show how much it is in deflection? I can imagine it 2 laser beam hitting the upper/lower or left/right of the member and it can measure micro difference in the distance, hence the deflection. There must be such device. If...
What's "f" in 1L (1 Liveload)?
Both ACI and Canadian's.
So why is the load combination in the Newy's book 1.2 D + 1.6 L + 1.4 E (as shown in the picture above in the earlier message)?
The above is from the book Reinforced Concrete (A Fundamental Approach ) by Edward G. Nawy.
In the above what load combination is wu= 1.2 D + 1.6 L + 1.4E? Where is it in ACI 318-11 or the latest? There seems to be codes that make use of it. Is it seismic design that is based on elastic...
