Ok maybe "dome" was not a good word to use, the building will be rectangular in shape however a cross section through the building shows the roof to look like a dome. So I guess a better term to use would be an arched roof system.
StructuralEIT - That is one of my concerns there is no back...
I have a 12' high concrete wall with a pre-engineered dome roof system that sits atop the wall.
My question is would you design the concrete wall as a basement type wall assuming that the roof system is bracing the top of the wall or would you design the wall as cantilevered? I do not have the...
jike -
Yes that seems to be my biggest problem, all of the examples and codes that i have read show the way to analyize a two way slab is starting with a uniform pressure over the entire slab. I guess what i need to be asking is how to take the point loads that are located through out the slab...
Hello all -
I am afraid that i know that answer to this question already but this forum has been very helpful in the past. I have the pleasure of analyizing an existing two way slab that carries not only uniform loading but also has various pressure loads (uniform loading is dead and live...
livingston -
In my opinion and this is only my opinion I think that once you have your degree that is good for life, however the whole "use it or lose it" mentality may come into effect for any potential employer. Does this person already have thier FE or PE? If not then maybe by passing the...
minerk -
I do realize that some states such as Calif. require that the engineer, for structual anyways, to have past the Sturctual I exam and Structural II exam. However as you stated not all states require this type of credentials in order to stamp drawings. However I do not believe that the...
Hello all -
Dont know if this subject matter has been discussed here before or not but I have heard rumors that engineers with a PE stamp will be required to register with a specific field of practice. Meaning that a Structural Engineer will have on his/her stamp the words "Structural...
Hello all -
My question is concerning the width of the top chord of a joist girder. Is there any chart or table that would allow me to approximate the dimension of the top chord angle for a joist girder. I am trying to set a column line next to an existing building and want to make sure that...
Structuralnerd -
I have run into this problem before and the way that I handled the excess thrust from the vaulted ceiling rafters is to use LVL's placed flat so that the strong axis is in the plane of the thrust force. Not knowing how far of a span your LVL's will have to go you may need 2 or...
J1D
I dont think he was calling your layout impractical, I think he was refering to the very conservative results that you get from ACI 318 Appendix D, because I was getting these huge piers needed to with stand the forces. Because trust me I have gone through the design with smaller loads and...
JID -
Good thought and I may use that connection detail in the future, it would work well if the only force present was the brace force. However my brace is connecting to a column that is taking axial load from the roof and if I sloped my concrete pier to be perpendicular to the brace member...
Thanks ChipB that really does help and one of the engineers here at the office is an AISC member so he is printing those Design Guides for me now.
Again thanks for the help!
jike -
Well right now I have analysized a pier that is 2'-6" wide (perpendicular to the loading) by 4'-9" long (parallel to loading) and it is giving my a side blow out capacity of only around 15k, so with out going any further it seems that to be able to with stand the shear force that I have...
Hello all -
I have a foundation pier that is supporting a major wind brace in a building. The tension force in the bolt group is around 270 kips and the shear force is approximately 350 kips. Large forces I agree but it is what it is.
I am having a hard time coming up with a achoring system...
Dont know if I have a complete understanding of the problem but why not add non composite beams between the existing composite beam at the new stair location to cut down on the tributary width of the would be overstressed composite beam. You stated earlier that the main girder beam was...
Hello all
I have the unique opportunity to do an analysis of an existing second floor waffle slab. Not having much experience with this type of floor system does anyone have any suggestions on reference material that would be useful in doing this analysis? Most of the reference material that...
Hello all -
Have a short question, I am trying to find out how many threads per inch a 3/4" diameter A36 anchor bolt would have. Any information on where I might be able to obtain this information would be appreciated.
Thanks
valleyboy
I am having a hard time visualizing this type of construction, but if i do have the correct scenario then the only material directly above either beam is masonry. If that is the case then I normally do not consider masonry as a brace for the top flange and therefore would consider...
JAE
Yes your are correct the reinforcing will be in two layers and the fact that the second order effects where the controlling design factors. Thanks for the rule of thumb for starting thinckness of the tilt wall panel.
I will go ahead with my preliminary design knowing at least I am in the...
Hello all-
I am unfamiliar designing tilt up concrete wall panels and i have been given the task to preliminarily design a 70 foot high wall panel in the proximity of Los Angeles, California. The bays of the building (single story) are approximately 60' square. I am assuming a 10 psf roof...
