This is a "two-parter", and I'd welcome any input to either question or both-(sorry for the length)
We have a client that asked for a professional opinion regarding the integrity of a basement wall in a 3-family
apartment house. The following is the essence of the findings and recommendation...
I have to analyze and existing school cafeteria roof for the possible addition of a photovoltaic panel array.
The school was built in MA in 1951, and the roof deck spans 20 feet, and appears similar to a J series long span deck, only inverted (with the wide ribs down).
The plan is to get...
If I set an AHU on a curb directly on a roof, ASCE7 requires that I carry a windward drift on any side 15 feet wide or over. If I set the same AHU on a frame, equal to or less than the base snow depth above the roof I'd use the same drift...
How far above the calculated base snow would the...
I can find no deflection criteria for metal handrail/guardrail and associated support posts. The codes all have required loadings to be resisted, but only require that the elements not be overstressed. The metal stairs manual states that deflection is important and should be considered since...
I have to design supports for passenger elevator guide rails in a shaftwall hoistway. Considering full height HSS in the wall to attach rails to. The Massachusetts State Building Code adopts by reference ASME A17.1-2004. Can someone with access to this document tell me what, if any...
I have to design supports for passenger elevator guide rails. The Massachusetts State Building Code adopts by reference ASME A17.1-2004. Can someone with access to this document tell me what, if any, deflection requirements are listed?
Thanks in advance- MB
We are currently working on a large private residence, and one of the design requirements is that we cannot use engineered lumber products. Apparently the owner has allergies to just about everything, and we cannot introduce the types of adhesives used in plywoods/LVLs, etc.
I've heard that a...
Is it acceptable to let the heel pressure under a footing subjected to overturning forces to fall below zero for short term (wind/seismic) loading combinations? All the literature I have says this condition is to be avoided, but is that just for long term dead and live loads? I’m looking at...
