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Brad- They are good for 98 psf +-. The live load is 100psf. Then there is the pesky weight of the slab. So its not even close. The beams are OK. There is one shorter span bay and I think they designed the joists for that bay and coipied over and didnt realize. I am going to call Vulcraft and I...

No-building just built. I pulled tags and spoke with Vulcraft whi has all design info.

The joists are not composite. It is 1/2" form deck. The basement space is storage only so I dont think adding columns will be a big issue.

I have a steel joist floor that I did not design but discovered was underdesigned while analyzing for additional loads. 14k3 spanning 27.5' at 2' c/c. 4-1/2 slab on 1/2 deck. First Floor Retail Load. The entire floor needs to be reinforced. It is a strip mall so adding joists/beams or...

I have a slab on grade that has been designed as 6" per the ACI/PCA method for point and distributed loading. The client wants an alterante which will include a heat/snowmelt system which will consist of PEX tubing at 8" c/c. Are there any ACI references to account for this within the structural...

I have a slab on grade that has been designed as 6" per the ACI/PCA method for point and distributed loading. The client wants an alterante which will include a heat/snowmelt system which will consist of PEX tubing at 8" c/c. Are there any ACI references to account for this within the structural...

If they were hot rolled double angle chord joists, I have done what you suggest many times and have the typical details, etc. I dont know if I can do that here. SJI sent me a cut from Beth Steel and they identify them as "cold formed".

Does anyone know of a method or have any experience reinforcing Bethlehem Steel H or J Series Cold Formed Chords Joists. I also am looking for a way to attach struts/angle frames to the joists. The chords are shaped like a U with wings. The total chord is about 5” wide. The top chord faces up...

Ive had this question come up with engineered lumber and have spoken to the engineering department of several manufacturers. They all advised me that you can not make a true moment connection with wood, at least with thier products.

I am designing a modular structure that will be assembled in the factory. Its a small 15X20 box. Typically, they weld all the steel directly to each other. I dont have a problem with welding filler beam webs directly to girder webs but...they weld the tube columns directly to the top flange of...

There is no live load reduction. I believe the intent is not for the helicopter weight but people and equipment on the pad. We could debate that but it is clear in the code that there is no reduction. Even if you were to try to apply one, the area of the pads and areas supported by members are...

The issue is that the existing joists are of varying sizes and spacings so any new floor with regular sized and spaced joists will not work. The architect got in touch with a historical renovation contractor who has people who make him custom joist hangers for all kinds of applications like this...

Bearing wall is potential option....Thw wall is in fair to poor condition. We are going to rake and repoint all the loose joints first though

I have an old building that is being renovated. The first floor framing is essentailly all destroyed by termites and the entire first floor must be rebuilt under the existing structure. The existing floor joists are pocketed into the fieldstone foundation wall. We are going to put new joists in...

Thanks FSS, thats a good idea. When I get into the project I will consider that option and see if it works. I have a call into the Paralam company engineer to see if they have any guidance. I will post any relavant info I get from them.

Im not sure if this is possible or not. My gut reaction was that it wasnt but after thinking about it, maybe it is, but I need to find a good reference. I have a existing paralam structural ridge that is going to be extended approx. 10'. The client wants no posts, support, etc. under the splice...

ASCE has a three part video course on wood and currently offers a seminar on wood design. Check their website for prices and dates.

brhorne, For bending design of members the dead load + point load case almost alwalys controls. When you have column supports for the heliport, the interior column loads are usually governed by the LL+DL and the exterior columns are usually governed by the DL+Point load landing right over the...

Ive done several heliports in steel framing and it can get tricky when you have several layers of steel and posts because the impact load can only occur on one spot at a time but that spot can be anywhere. Keep in mind that your impact load will total 1.5 times the gross weight. The older codes...

Thank you for all the guidance. My take on this is that each piece needs to be analyzed independently for sliding, bearing on the rock below, and overturning about its front bottom. Also, the forces from the sum of the rocks above a certain level must be considered at each level.