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Hi, I am building an elevated open structure at 13 feet highest level to install solar panels. I am using the IronRidge custom connection hardware. I am using 3" ID pipes for the posts and cross beams. The cross beams is 21 feet long on 3 support posts. Since it is long and heavy, I would...

thanks @ Aesur, I didn't work on structural projects and therefore won't be able to get a mentor. This is just a one time project I wanted to build at my backyard. When you first posted the C&C data you ran for me I had a hard time understanding those as I didn't have ASCE 7-16 chapter 30. A...

I am designing an open mono-slope structure and have the MWFRS & C&C wind pressures calculated. I took the wind pressures from C&C and multiply the zone areas with their respective area pressures, adding the zones downward forces and zones uplift forces individually, I obtained the total...

I found the answers to my questions. No reply is needed.

@goodbusiness, I have questions on using the wind pressures calculated from MWFRS and C&C. Am I using the wind pressure from MWFRS to calculate the uplift and downward force? Assuming I am doing that, do I use the total horizontal roof area to calculate the total uplift or downward force...

Can someone explain how and where to apply the wind pressures calculated from MWFRS & C & C using ASCE7-16 please? This is the first time I am trying to design a mono-slope roof open frame structure to place solar panels on top. I have obtained qz = 18.43 psf for C &C with EQ: qz = 0.00256 Kz...

@ Aesur - I researched and found what is "a, a^2 and 4a^2" I asked you earlier. However, the sloping rafter is 14 feet long but in plan view the Horizontal projected length is 12.79 feet. So in plan view, the solar panel area is 22.5' x 12.79'. Thanks.

@ Aesur – In spite of seeing the number different in interpolations. I don’t have to multiply 0.85 again (as I already did with P = qhG Cn already) and the PSF load you obtained already matched my hand calculated numbers.SEE attached.. As a novice in this area, thanks for educating me. I...

Good morning Aesur, Thanks for taking the trouble to run the data I provided. I looked at the computer generated outputs you provided, look like the interpolation from 22.5^ to 24^ were not correct. They all fall outside the range. See attached and my hand computation Indeed my site Exposure is...

Thanks goodbusiness for the explanation on my confusion on why resolving the normal force to vertical was larger. That really helps. Thanks again.

Thanks Aesur & goodbusiness for the responses. Appreciate your comments. I graduated 25 years ago with good grades in Structural courses but never work on any Structural project at work. Past couple of months having been reviewing my books and from youtube. I refer to a page from my Timber...

Look like no one knows the answers! A disappointment.

I live in Southern California. I am trying to design an open steel frames structure with 3" pipe to place Solar Panels on top. It just have 2 bays and has 6 columns of pipe posts. It is elevated and has a 24^ mono-sloped roof. The wind speed is 110 mph and Exposure B. I computed based on ASCE...

Thanks Tom for reviewing my work. I tried to digest what you said and here are my followup questions. you said: In your 180 degrees diagram you tag the windward side as “Cpl”. Are you saying I should applied separately the Cnl and Cnw as CPL (concentrated point loads) not their udls? I took the...

Thanks Tomft. I believe I am on the right path but not too sure as I am assessing the middle column which carries the most tributary load. I went through all the steps I learnt from Youtube in getting the wind pressure. For 110 mph wind speeds I got qz of 15 psf. And finally for for 24^...

Can you elaborate a little bit more? I have 6 pipe posts in 2 bays configuration. There is no wall, just an open building. Wind would blow directly towards the sloppy roof or at 180^. The other 3 sides are blocked by buildings. The wind pressures form Load Case A and B yield +ve and -ve...

Thanks ThomasH for the education, I do understand the basic concept, but how to approach the uplift threw me off course. I am designing and open mono-slope roof open steel frame structure for placing solar panels. Using ASCE7-16, I have computed wind pressure for both directions -0^ & 180^ for...

I need help with the wind load concept. I am a civil engineer but not working in building structures. I am designing an elevated open steel structure to install solar panels for my home. The structure is 13 feet tall and is mono slope roof at 29^. I used ASCE-16 and got a horizontal wind load...