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I am in the process of designing a number of tilt up panels and I have a question about the "correct" initial effective stiffness/crack coefficients to use for out of plane service and ultimate load combinations. ACI 10.10.4.1 states that the effective stiffness shall 0.70Ig for walls in...

I am designing a tilt wall panel with an opening for a overhead truck door. The question is how do I correctly distribute wind loads from the truck door (when closed)to the panel leg. Do I take the width tributary (1/2 bay door width) to the panel leg and multiply by the C&C wind pressure...

I am in the process of laying out members for a gaming floor in a casino and trying to determine if the minimum ASCE and IBC live loading criteria is sufficient for this type of space. Although ASCE minimum live loading calls for 100 psf live load for assembly areas, is there a more prudent live...

what about if you use method 2?

What is the most appropriate method in asce 7-05 in coming up with design pressures for a flat roof canopy attached to a building?

What is load case A and B referring to in the free roofs figure in 6-18? How would one apply these load cases with load combinations?

Do I need to use the 'free roof' provisions of ASCE 7-05?

Does anyone know a good procedure using ASCE 7-05 to follow on determining wind loads on a barrel vaulted walkway canopy? The canopy is a main entrance canopy approximately 85 feet long and about 20 feet wide in its cross section. The apex of the curved is about 4' from flat. The total approx...

Does anyone know of any informative articles/publications that provide structural properties and/or designs of structural clay tile,structural clay tile pan formed floors and structural clay tile load bearing walls? I am working on a couple of projects that were built in the 1920's and 40's...

Thanks. I got the same solution from other sources also. I appreciate your time and effort.

I have seen Appendix B, but I am confused about which limit states to apply and when to use the reduction factor Q. From what I have seen from Appendix F1.7 there are several limiting Mn that are present. I am specifically testing out a WT8x15.5 as a top chord of a truss. Do I use Mn=QFySxc...

Can someone tell me what LRFD equations i can use for a WT shape subjected to axial and flexure with a lambda exceeding lambda r? Meaning that the shape is slender and must account for web local buckling. I am having trouble specifically finding the right equations especially for Mn to use in...