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Thanks @Kootk!

Hello all! I have a single story building with bar joists bearing on steel beams. In this particular case I have a 31'-6" span and the loading on that beam is DL=.687 klf, LL=.687 klf, Ult WL uplift=-.721 klf. In order to reduce the size of the roof beam, I've decided to brace the bottom...

Thanks guys! Unfortunately, the client wants a "reasonable" not to exceed.

I've been asked to provide fees for a renovation of a single story clubhouse. The client would like to provide very large openings in existing load bearing walls at some locations, new door/window penetrations in others. He would also like to remove a portion of the exterior wall to provide a...

Thanks!

The architect has asked me for an alternate design for the standard composite metal deck framing. I have a floor system consisting of hollow core plank bearing on steel beams. Can the steel beams be considered composite if I size headed studs on them? Thank you!

Thanks for the input! Yes, when I'm referring to stacked parking, I'm thinking about tandem or "double parking" rather than a vertical mechanical stacking. Thanks again!

The current ASCE 7 references a uniform live load for parking garages of 40 psf. This is reduced from the previous versions which referenced a 50 psf live load. Within the commentary, it appears to also allow for this same 40 psf loading even if the parking garage is utilizing valet parking or...

Thanks for the reply? In your opinion, does this finish meet the "standard grade" definition?

I went out the a job site and noticed that the concrete on the bottom side of the hollow core plank appeared to look like it was "stretched" or "ripped." I've attached a photograph of one area. Would you consider this finish "typical." It's the first time that I've seen it. Thank you

a2mfk/Ron/Ron, Thanks so much for your input. I'd like to ask another question that is related to my initial question but has nothing to do with wind borne debris or hurricane prone areas. In your interpretation of ASCE...should a parking garage be considered an open, partially enclosed, or...

Ron9876, What you are saying makes sense, but to me, there can't be an internal pressure component if there is a larger area of openings in the balance of the walls to relieve the pressure. I guess, to me, it sounds like the building should be an open building, not an enclosed building.

Ron, Sorry, I meant to say that I have openings, but there are no windows in the openings. If the initial design didn't have any physical windows, but just punched openings on all four sides. Or, if it's easier to imagine that the structure is a parking garage. Let's say there are spandrel...

Ron & Ron, Thanks for the input. I understand what you guys are saying. But let's put in another way. It appears that the wind design is being penalized because there are windows in the structure to begin with. Let's say that the initial design didn't have windows in the structure at all...

I understand the conditions for a partially enclosed building per ASCE 7. It states: 1. the total area of openings in a wall that receives positive external pressure exceeds the sum of the areas of openings in the balance of the building envelope (walls and roof) by more than 10%, and 2. the...

Mike, I understand that the typical CRSI detail will show the vertical tensile wall steel hook and continue to become the foundation bottom tensile steel. However, why can't a standard ACI hook as it was detailed work? If we break down the analysis into two parts, the wall and the...

Good catch miecz, I actually took out the key when I posted since it didn't directly effect my question. Thanks for the comments guys!

The surcharge load over the soil was so large that I had to reduce the heel length.

Mike, Thanks for the input! Do you feel that the detail would still be acceptable if the only thing that I changed is turning the soil face steel hook? Does it need to lap with the bottom reinforcement or is the standard hook acceptable. Thanks!

Thanks a2mfk. If I turn the reinforcement in, as shown in the CRSI sketch, then is the rebar detailing acceptable? I know other CRSI details showing the vertical, tensile wall rebar lapping with the foundation rebar. I feel that I don't need to lap the rebar since the vertical rebar has the...