I have been doing some comparisons on the wind loading as set forth in the ASCE7-05 vs the -10 versions. Specifically the C&C but i think this will be the same for MWFRS loading as well.
My concern is this:
I feel like I am missing something. The equation for velocity pressure qz has changed...
am tryign to setup a spreadsheet or a matlab program that will "design" scab reiforcement for trusses members. The webs seem straight forward and where i am running into questions is with chords. I am wonderign if 1. there is some guide or reference manual i can use to help guide me through...
So I work as an engineer for a truss company and have been getting more and more requests from other structural engineers about truss designs we performed 10+ years ago. They want this information because they will be installing solar panels on the roof and want info to help them figure out if...
So, I work for a company that is not really a traditional engineering firm. We only have about 4 PE's and 3 EI's who do actual engineering work. My question to the group is how much Professional engineering development does your company want you to have? Not what is req'd by the licensing boards...
Recently I have been doing research into the use of shear walls opening in residential wood design. We have both the 2006 Structural/Seismic Design Manual Vol 2 by SEAC, and the Breyer Design of wood structures book sixth edition. Both of these gve an example of doing shear walls with openings...
In the IRC 2006 R703.7.2 Exterior Veneer support, it states that if you support masonry veneers with wood or CFS beams/headers you have a deflection criteria of 1/600. My questions is at the begining of this section it states that this is valid except in Seismic Design Categories D0, D1, and D2...
In the IRC 2006 R703.7.2 Exterior Veneer support, it states that if you support masonry veneers with wood or CFS beams/headers you have a deflection criteria of 1/600. My questions is at the begining of this section it states that this is valid except in Seismic Design Categories D0, D1, and D2...
I am familiar with the perforated shear wall requirements of the IBC and IRC but I am wondering if there is any mention in the UBC97? I am looking and have yet to find it. Any help...
Thankx
I have a question for everyone...
We design custom residential homes which have very unique architecture. I wanted to know if I use a wall as a shearwall and it sits on a floor system below and does not tie into a foundation, do I have any special design considerations to consider?
I know i...
I am designing a roof system for a storage unit. I spec'd out RFPI that are 15" deep. The EOR will not sign off on this design because he is now requiring a 2200 siesmic load added onto these I-joist. The beam software I am running does not allow any axial loads on I-joists. The EOR is calling...
