desconplus.com
I used connection software called desconwin and descconbrace. I should mention that I haven't upgraded or renewed since the new company that bought it a few years back. I'm still using probably like the 2010 version of the software.
What I like about it is that the input is...
Yes, it is just very frustrating. Because they at least the parts of the literature I've read it doesn't really explain what they mean by "non typical bays" Like what exactly is the threshold for that. The SJI technical bulletin #5 just says "The distance perpendicular to the span of the...
So I'm designing a simple two story classroom with CMU Corridor walls and CMU exterior walls (see attached pdf) The walls are typically spaced at 36-8.67-36 spacing. So over the classrooms I could easily use a 28LH770/300 bar joist to support a DL =94 psf and a LL = 60 psf. OK so a fairly...
I went out and practiced for four years. I had already started taking a few courses for fun. But once I got my PE, I decided I wanted to stat my own consulting practice. I also knew I had some holes in my education. More specifically I wanted to learn masonry design properly and also...
Yea, I'm not buying the professor and his localized bands theory at all. Buildings that collapse tend to have more than just one problem going on. And the problem imo is rarely that the building just happened to get hit by a wind band that none of the other buildings got hit by. Hurricanes...
Just to make sure apples to apples. I always thought of these prescribed loads as raw un-factored service loads. So say the handrail consists of a steel posted bolted into a concrete footings.
If I'm using ASD (allowable stress design) I use the loads as prescribed and apply a factor of...
There are pockets of expansive clays in Texas and in North Central Florida. Those can really mess with slabs and even water tables. I was going to suggest a moisture meter but I'm honestly not sure those things really work worth a darn. When I built my house I placed a 15 mill vapor barrier...
Oh and for the real reason I came here. I wanted to tell a joke that made myself chuckle. Figured only structural engineers would appreciate it.
I was thinking wow it won't be long until someone tries to tell me that AI can do my job and do it better than me. And then I started thinking...
Phew wow this thread got long. I haven't read it all. But the part above about leaving mistakes in a design on purpose to check the peer review I found fascinating. My first job was in steel detailing. In fact it was steel bar joist detailing. And it was my job to check all of the...
Well it is true f'm is the assembly strength of the block and mortar. It doesn't really include the grout strength at all because most of the time wall design result in the compression bock being totally in the faceshell. But remember masonry uses grout NOT concrete. Grout is different...
GabeIBC,
Basically you have to write the threshold inspection plan and make it either part of your drawing sheets or insert it into a section of your specifications. Basically you must provide the instructions. My standard inspection plan includes language as to what the responsibilities are...
I'm so glad I read this. Not a question I've really considered before. I usually specify #57 stone for slabs and foundations and #89 stone for tie beams. #89 stone has a maximum aggregate size of 3/8 In (.375 in). According to the chart above the decrease in shear strength is almost 25%...
Well you could certainly design the building this way. If we can design cantilevered walls to resist 10 foot earth banks you should be able to do this. You will end up with a huge footing and yes you will have to check the connections. You will also probably end up with 12" CMU walls which is...
Not sure about the 29-Ga panels acting as a diaphragm.
My first comment is that when you answer the phone and someone utters the words pole barn, laugh, and then hang up the phone. About once every five years I make the mistake of entertaining some poor soul with a pole barn related...
I'd like to reiterate what another poster stated already. If the ridge beam is not supported than you need to have continuous ceiling joists. I've seen far too many A-framed rafters or trusses thrust the tops of exterior walls outward. I can think of at least four instances where I have seen...
