As per my personal opinion, this 0.5kpa is to check the integrity of some architectural works which don't have any load requirements. And it should not be acting concurrently with other live loads? or do I miss anything?
Guys I need your help. the consultant is asking me to add the internal wind pressure to the original horizontal live load. our company already fabricated the balustrade but if we comply with the consultant's comment some of the section will change. Does this internal wind pressure(0.25kPa) is...
Thank you LO, the force causes the column to bend. CB can be less than 1? I thought to assume Cb as 1 is already a conservative approach. Btw i found this trendLink They said that Lb should be multiplied by 2?
Hello, guys, I'm a bit confuse of what parameters should I consider in a cantilever column that is not braced at the free end. This structure has a concentrated load at the free end. Do I need to check the column for lateral torsional buckling, or this checking is only applicable for beams? Any...
we have a project that has a cantilevered slab(1000mm overhang- balcony) on the 3rd floor but due to some circumstances, the concrete on the cantilevered portion is not poured on the same time with the main floor slab. Heres my questions, is it safe to consider it a fully rigid even though it is...
@oldestguy thank you btw this kind of foundation can be designed using IBC code 1804. I also found that the size of the footing using this method will be more economical than the standard footing.
@ralight thank you I will also check that and compare it to IBC standard
thanks
@oldest guy. base on what you said what will be more economical and easier foundation to use in a structure like flag pole?
@ricky should I used the standard foundation and just ignore this one?
Hello guys, can anyone enlighten me on this type of foundation for Steel Post
1. What are the advantages/disadvantages of this foundation compare to the standard footing?
2. How do we compute for this kind of foundation? Is there any specific code or standards?
Thanks.
thank you for spending time on my post
@jittles yeah I agree that is conservative to consider that the liquid movement will be the same as the tank during seismic occurrence. We are trying to make the foundation as small as we can because of the limited area due to the existing structures along...
Hi I have some clarification on asce/ubc/ibc in computing the lateral force of the whole tank including the liquid inside. Do this codes consider the correcting force of the liquid while experiencing earthquake? or we just consider the liquid to be part of the total weight of the tank and...
@baretired thank you so much.
My senior once told me the maximum area of masonry should be lesser than 15m2 so in order to divide the area we proposed lintel column/beam.
What is this bond beam?
How about this proposal
@jayrod I limit the height by adding lintel beam at the midspan so I can use 150mm Blocks.
@dik 5meters maximum. and lintel column @ the middle of every span.But how do I connect lintel beam to steel column? or should I use concrete columns?
@Baretired thanks for the...
thank you for the reponse
@jayrod we are going to proposed new columns at the perimeter of the structure please see attached file.
Do I still need to use 240 blocks?
@dik new column will be proposed to support the blockwall but there will be still additional lateral load based on our proposed...
@spieng89 thank you for the response. so do you mean 9m height can be supported by lintel column only? with 200mm thick?.
The wind load consideration is around 1.5kPa.sorry but I didnt fully understand how to put the bracing, is it ok if you could provide a simple sketch and sample detailing of...
Hello guys, I have this project, a covered area(see the picture for reference) the perimeter of this structure will be closed by masonry wall(9m height & 17m width. Here are my questions.
1) should I put a column besides the existing steel column and treat the proposed wall and its structural...
@dheng I really appreciate your time and effort for understanding this type of problem. Yeah youre right and I told him to hire other engineer which has more experience doing this kind of things. And I'll tell him all the tips and advice you mention. Again thank you so much for helping.
@JIM thank you for the advice
@dhengr sir thank you for such advice and for answering a very vague question of mine. btw I already told my friend that I'm not capable of doing that but I'm more willing to listen or learn from you. this is the proposed opening of the lift (1200mmx1200mm) the...
@xr250 and dhengr sorry for that. I just ask to design a Lift as what I said its a elevator lift that will transfer goods from ground floor to mezzanine and I don't have any idea or experience on designing this kind of structure that's why I tried to research but I haven't found any. I thought...
