I was wondering if someone could offer me some guidance. I have been struggling to find a reference that talks about the analysis of wood stave tanks. I am looking at an existing redwood tank to try to offer an opinion as to it’s seismic resistance . There seams to be a common trend out here(CA)...
I saw a conceptual detail come thru our office the other day and was wondering what people thought about it.
It was a rough scematic for a preengineered building were the crane was supported of the frame with brackets. I have never seen this detail before. when i have done this it has always...
I completely agree with the software packages are not produncing good reports. I use ram system. I find it very difficult to determine what sort of loads it's load generator is using for lateral forces. I really think they should work harder developing good reports or graphics that let you know...
Could a geotech please define this term for me?
Is this the bearing preassre that is allowed after you add back in the weight of the soil that was removed above the base of the footing.
Example of my thought. IF i have a 10 foot deep spread footing in 125 pcf soil. The bearing preasssure...
sorry i did not see the new thread
eddy c,
I am talking about doing what ever calcs you feel needed to design with competance, putting them in a file and leaving them there until needed.
do i need to write down that 2X10s at 16" o.c. can span 10' in a house to make it ok?
I just think having...
eddy c,
I am talking about doing what ever calcs you feel needed to design with competance, putting them in a file and leaving them there until needed.
do i need to write down that 2X10s at 16" o.c. can span 10' in a house to make it ok?
I just think having to take the time to "pretty up"...
I hope this is not hijacking the original thread....
I completely agree that calculations are required by code for most buildings. I just don't know if i see the value in it. If the person who receives the calculations is qualified to review the calculations; then they should be qualified to do...
I work in the northeast. it is my understanding that submittimng calculations is a west coast thing. no state in the east that i am aware actually requires the submittal of calculations. partly becasue no one is usually qualified to check them. tyically they just want a stamp on the plans to...
one thing i have done in the past is cast a steel tube or pipe into the concrete with an inside clear dimension that matches your posts. Thatmwill keep the post from contacting the concrete and at least seperate the two. the theer option is to embed 4 steel posts into concrete and do the rest...
I agree with Bylar. collar ties help to hold the ridge together under wind suction. though i never count on it, they also help to theoretically cut the span on the rafters under symetrical live load. read snow load.
HGTX,
can you just get an ncees record. that way you can tell your boss you are simply doing it incase you need it. then transfer the experiance record to ny via the records program. it is more expensive but may be politically better
The real benifitis the people you meet. The benifits may not be immediate. The people on the committee could be the boss in 5 or 10 years that hires you once they are promoted.
As a young person you can get yourself involved in commitees on a national level where they are actively seeking young...
typically it is a percentage of the axial load. I believe the theory works out to be about 2-3% of the axial load is needed. i don;t have my stability book to check that number. i usually design for 10% of the axial to be safe, as long as it is not rediculous of course
