I wanted to make sure I understand this correctly:
For a lateral deflection analysis use service loads; columns/walls Ig=1; beams Ig=0.5. (ACI 10.11.1 commentary)
For a frame analysis/design use factored loads; columns/walls Ig=0.7; beams Ig=0.35.If wall cracks with Ig=0.7 rerun with Ig=0.35...
As a test taker, it felt as if the test was very geared towards seismic and bridge design and not in accordance with their percentages. Beyond the percentages, I was very disappointed with the test since it doesn't test my knowledge. I felt it was testing my ability to have and bring a reference...
I am currently designing a building with bowstring steel joists for the roof. I have a question regarding the design of the diaphragm in the direction of the curve (i.e. lateral load is along the curve). Is a curved diaphragm stiff enough to resist the lateral loads? I see the bottom chords...
Thanks for the help. I called Kishor Mehta at Texas Tech University (one of the authors of ASCE 7-98 and Guide to the Use of Wind Load Provisions for ASCE 7-98). He was gracious enough to take the time to speak with me about the situation. He agreed that the code lacks direction in this area and...
I'm reviewing some shop drawings for wind load compliance and noticed a gray area in ASCE 7-98. I'm curious to know how everyone else would approach this situation.
The structure is an open structure with a gable roof. The designer used the MWFRS coeff. for an enclosed, partially enclosed...
