There is a book/paper out there describing this exactly... Sorry I cannot put my hands on it right now. But if you do a google search on "construction loads" I am sure you will find all the leads you need.
ASCE has a publication on Loads during construction: Design Loads on Structures during Construction (37-02) that would answer the question. Unfortunately I do not have a copy available.
Just one question, if you have construction loads to consider how are you going to account this to your analysis if you're still considering live load based on occupancy or use? Thanks.
engrbon, it is important to consider construction Live Load for a composite steel system. Until the concrete cures, you are relying on the steel beam to support construction LL + Wet concrete weight on its own.
My question sir is how are we going to treat or account the construction load in our analysis. Are we going to add it with the LL as per occupation or are we going to determine which combinations will produce greater loads...
I have only considered construction live loads when dealing with composite steel beams, Otherwise, the construction loads typically fall under the responsibility of the GC and any engineered systems that they hire. Shoring and reshoring, bracing of walls etc.
Or perhaps a much better approach is to make a separate analysis and design for the construction load + wet concrete and check if the sections to be used based on the structural analysis and design without considering considering construction load is adequate to support the wet concrete and construction live load. (Sorry for so many questions...Thanks.)
SDI uses 20 psf uniform construction load or 150# concentrated load in additional to wet concrete. I also add in the extra wet concrete due to the deflected shape.
If there are other governing codes within you area, I would check those first. Eg. CSA S-16 requires a 1.9kPa (40psf) LL if I remember correctly. The engineer responsible for the construction side of the engineering will be checking this as well to determine temporary bracing requirements etc. and they will use whichever number is used by the relevant falsework code (generally 1.9kPa).
If this is for a composite section it is also worth noting that some codes will require local effects of wet concrete to be considered a live load in terms of load factors applied and that some will also require a greater global load factor on dead loads than that achieved by the weighted combination of load factors used in designing for the final condition.
