Thank you for the insight. So would design the porch truss/frame and the columns and/or headers supporting it for MWFRS, and basically the rest for C&C? The code is very vague with it's definition of MWFRS. The definition states "contributes to the overall stability of the structure." Well...
All, I would like your opinion on a matter at hand. I work for a post-frame builder and we have a lot of porches attached to our buildings. What is your opinion on the wind load induced on the porch frames. Would it be components & cladding or MWFRS? Thank you for your help.
Hello, I am having a difficult time finding any type of design guidance on calculating the allowable longitudinal shear load for a top mounted embed plate into CMU (specifically a bond beam). The equations in Section 2.1.4.3.2 of ACI 530-08 are relevant for A) side/face mounted plates or B)...
There is a CMU wall between the bump-out and the remaining portion of the facility, but I doubt it is a true fire wall. Especially because the joists are bearing on it.
I have a bit of a quandary. I am doing a roof framing evaluation for a client that wants to install solar panels. Currently I am determining the design the loads on the existing structure. The project is for a small college and the facility that I am looking at is large and therefore probably...
"fegenbush," those values are for sawn lumber and Structural Composite Lumber (LVL's, PSL's, etc.) Tables 11Q and 11R are for structural panel side members, but it's for nails only.
Does anyone know where I can find load tables for wood screws for fastening structural paneling to main member lumber? The NDS gives values for nails but not for wood screws.
Thank you.
Thank you, dhengr, and yes I meant to say "storing." I had thought about splitting the load into components, but really isn't the load already normal to the long leg only. So my first thought was to just check it for minor bending about the y-y axis. That is why I'm not sure if I agree with...
Does anyone on here have experience with this type of single angle design (please see attachment)? My client is storming reams of aluminum coil stock on this storage rack and the angle serve two purposes, 1) to keep the reams from rolling and 2) to carry the load out to the support channels...
Looking for some experienced knowledge. Is there any literature, seminars, classes, or unwritten rules of thumb on how many nails to use in a plywood gusset that would compare to the amount of "spikes" or contact area of an original metal plate connected pre-fab truss?
Any help would be...
As far as the stiffeners go, there isn't much in Blodgett about how to check those. I realize there is a type of "ring tension" happening, but how would one go about calculating that tension. Concrete tanks are much easier. [bigsmile]
Just wanted to pick the brains of my fellow engineers out there. In your experience how have you gone about calculating shear/moment/deflection on a continuously supported member with a non-uniform (triangular) load. Obviously there is the easy answer of you can take the average and turn it...
Thank you all for your help. It appears that Blodgett pulls through again. What a book! I do have a question regarding the stress they use in their example of 20,000 psi. I know the book was copyrighted in 1966, and I'm not sure than if that is a reduced stress from 36 ksi steel or if they...
Thank you JedClampett. It is a rectangular tank, and I did think about modeling it in a Finite Element Analysis program. So would you treat the plate and stiffener as a composite section and creat the shape in like RISASection and then model it based off of those section properties? Would you...
I am currently working on a metal storage tank design for Glycol (density a little less than water), and I've seen some previous designs with tanks stiffenend with single angles. Is there any literature out there to figure out the "ring" tension and distribution coeffecients. I'm assuming that...
I wanted to see if anyone has any good literature on two-way slab design for point loads. I know that there is AASHTO for deck design using one axle or point loads, but these point loads a are smaller. Every example I've ever seen on two-way slab design is for uniformly distributed loads. Any...
I just wanted to pick some of the brilliant minds on here as to the best way to call out two-way slab reinforcement on drawings. I've seen hatching done with a schedule, I've seen it all done via details, and I've seen it done with plan notes. Any advice on the best way. I'm hoping there are...
