No, As I said, this beam is at the edge of mezzanine accross a huge foyer (34 feet long) and the owner does not want any columns. As a matter of fact I had designed the system with two columns in mid span area where these stairs were joining the floor but then the owner said he does not want any...
Thank you for valuable advises. To answer "dcarr"'s question, this is a high end residential building and this beam will be at the edge of a mezzanine where two large curved stair ramps (typical left and right curved stairs in huge foyers) will be hanging off of this beam. The load type though...
Hello,
I am designing a 34 feet simply supported floor steel beam with a uniform load and a number of point loads on it (including two 13 kips loads in the mid span areas). I know it will be the servicability criteria which would govern the design of this beam plus the fact that I have floor...
I agree with SteelPE. Please upload more info and your calculation for us to see.
By the way, sometimes even issues like lateral buckling, torsional buckling and web buckling may effect although they don't happen or seen by eyes. Although the sapn of 3 feet is short but everything here is...
Gentlemen,
With all respect I would be thankful if you would try to concentrate on the main question which is the following:
Which width - bf(flange) or bw(web)- must be used when calculating the minimum Ast for a T-beam which neutral axis has fallen within the flange (i.e. acting as a bf x d...
Thank you everyone for the responses. Although I agree with what all of you are telling but still my question is there. Which width (i.e bf or bw ) must be used?
On the other hand, this is how I solved my problem to be on safe side but yet not to specify extra amount of rebar. If you check...
Hi Guys,
Currently I am designing a one way slab which has beams (T-beams).
We know that when the neutral axis is in the flange the beam acts like a regular (bf x d) rectangular beam (bf is the effective flange width). In this case if the calculated reinforcement ratio is less than RHOmin...
Hi,
We know that code gives a max deflection limit (for example L/240 for D+L) but I have had beams (specially longer spans)whaich had been designed based on L/240 but there was vibration there.
What would be your recomendation for limiting the deflection of floor beams (wood or steel) to...
Thank you Ralph for the useful links.
Question: I was wondering if any secondary stresses will be introduced to the beam due to rolling, and if yes how would that be counted?
By the way, I also found out that, specially for wood constructions, there is the possibility of making these beams out...
Thank you Gentlemen!
I appreciate your time and interest in regard to my question. Attached is the plan view of the subject stairs. As I said in my previous post, I have already analyzed the stairs by computer and just want to verify the numbers roughly. I think the method sugessted by...
Hi, i am designing a curved stair beam which is a semi-circle in plan but also raises up to the floor above. Therefore it makes an spiral. I tried to analyse the beam using computer software and I got my answers but:
1- I heard there is a method called v-load developed by AISC for analysing the...
Hi,
I have an existing warehouse building 62'x60' in floor plan. The structure at this moment is an "empty box" i.e. four walls with an old roof on it. The roof has four 60 feet long big trusses with arched top chord.
The Client wants to construct some offices inside. Along with this internal...
Thank you Guys,
The more I think, the more I become convinced that R=1 is the answer because of it firm technical justification. I think it is a safe and defendable decision.
Therefore, Thank you for the valuable answers.
nickky
Hi All
What I meant by "R"-value is "Response modification factor" in earthquake design. This value kind of represents the level of ductility of the lateral resisting system.
ASCE 7-05 table 12.2-1 gives a complete list of different systems with their R, omega and Cd factors. The problem is...
Thank you Tolchijb,
I saw that but the problem is that it does not define clearly what is a timber frame. I mean what kind of connections, or general requirements. Probably ASCE does not want to recognize the knee brace system as an accepted lateral resiting system.
Hi
Considering the cost of the moment frames and cantilever columns, sometimes when the subject structure is not so big I try to utilize wood knee brace for lateral loads. For example right now I have a wood deck at second floor level added to an existing building. The deck is only 8.5'x16'...
Youngstructural,
Perhaps it will be a bit difficult to explain everything in a few line. but here are my problems with that method:
1- If I understood correctly, that method assumes a "rotational" mechanism while because of having the structural slab restraintment at the top the wall, no...
I have eccentric load on a continuous basement footing along the property line. The basement wall is all the way towards the property line and sits on the edge of the footing. I know of a method where some engineers try to introduce a counteracting moment by engaging the slab on grade with the...
