WHat i found was that the loading is now "ultimate" loads. so since i am working on ASD design i would multiply by .6 to get them to the ASD level. When i do this i get almolst the exact same answer as what we did in the -05 code.
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...
I am not certain on this but this "rule" is being supported by teh ASCE. I knwo people who were on the committee to discuss this, but not sure whn it will be required. Either way like others stated before this it will be up to the State to actually require this.
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...
This is actually located in the IBC/IRC code or you could also look in the Wood Frame Construction Manual.
For the top plate see section R602.6.1
In the IBC the sections are 2308.9.10 and 2308.9.11
Not sure exactly in WFCM but i know it should be there as well.
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...
I agree with everyone else so far. The best way to explain it to your client is to explain to them the Code does not use a specific magnitude earthquake for design. The code uses historical data as well as local fault information to determine an amount of acceleration that your building will...
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...
PostframeSE-
Maybe your competitor is using teh IRC to design these structures. I know sometimes when i look into an engineered design of a single story building it is very expensive. But when i use the IRC or prescriptive method of construction it seems to just "work out". This could be one...
