Recent content by RHause

I read another thread on pre-cambering steel beams, but Im not clear. Does cambering a 40'+ beam to the equivalent of the dead load deflection override the total load deflection requirement, ie L/240 floors or l/600 with masonry? Or is it in addition to meeting the total load deflection...

what if the partitions are running perpendicular to the beams??? do you still meet l/500 or is l/240 ok?

i agree Racing AZ but the CMU partitions are being driven by the client because they dont want students busting the gyp board....

i have searched for this issue in other threads but have not found a helpful answer, so here goes the question: what is the best way to address masonry partition walls in a building where the uniform loading can be as high as 60 psf for a bay? I see in IBC that minimum partition loads of 15 psf...

Has anyone had to deal with the L/600 deflection requirements for CMU backup walls with brick veneer? If so, is there an easy way to hand check the required reinforcement. For an 8" CMU wall with 30 psf wind load and no vertical loads, I am getting #7 @ 8" OC just to meet L/250 (using...

Does anyone design for potential or car impact on the straight shaft piers? I have a 10' pier with an additional 3' above grade to support the light pole, but Im not sure if impact design is required and if so, how much force is required. client is worried about bus impacts.

look into Delta Structural Technology - they perform concrete repairs using various forms of fiber wrapping. good luck

Thanks SMB. Much appreciated.

Does anyone know where to find the min required live loads for a mechanical mezzanine? I have searched ASCE 7 and IBC for it. Myself and my boss recall the loading to be 150 psf, but we cant substantiate a resource to check this....