Your comments ties right into my most pressing concern. If the structures I design are not working as intended due to the method in which it’s being constructed then I worry it should also be up to me to tell the contractor how to construct the structure as well meaning I should create a...
You guys both make good point, construction loads and dead loads would be a factor depending on the construction method. From my field experience at least in my area contractors would build footing/column, lay the blocks unto the the bot of beam elev. and then pour the beam and left over column...
Hello guys,
I have pondered on this question before but never really tried to give it any answer. I typically work on multi story buildings no more that 5 stories, I have some design experience and just about to take the PE exam.
My questions is more of a theoretical one. in my experience I’ve...
Hello guys I’m having a hard time reading off this chart. I’m given a L2/L1 ratio of 1.55 and a alphaL2/L1 of 0.6, I can follow that to the .65, the books says for B=o is 1 and for B=2.6 is .65. Then you need to follow the dashed line to the right up to 1 and then left to get 0.86 or so. The...
Hello guys, I was given the task to design the connection for a sign to be supported by a block wall. I came up with 2 rectangular hss3.5”x3.5”x5/16”
Per support Top and bot connected to the wall ( total of 4 supports) spaced every 4’ or so. My question is my approach was to firstly calculate...
@jayrod, my problem number one is that the shaded area isn’t a right angle triangle so to assume it is makes the dist load greater than it really is, No. 2 and my biggest concern is that based on the way they approached the dist load they end up with more load than 55x14x14=10780lbs
Hello guys,
Just recently embarked into wood design. Reading up on a wood design book I came across the design of a hip beam but the calcs proposed in the book don’t jive well with me and I wanted to get someone else’s opinion. I know books get revisions so it should be ok but the problem is...
Thank all for your input, also wouldn't it be necessary to calculate the capacity for negative moment(usually higher than positive) at a beam column joint cast monolithically.
Hi guys,
Thanks for all your input, I got home and put some pen to paper, this is what I came up with, with the added top steel the section only gain a 3.5% capacity.
https://res.cloudinary.com/engineering-com/image/upload/v1632454375/tips/Document_3_lnysyb.pdf
Hello,
I am looking at a doubly reinforced beam 8"x18" with 2#8 bars top and bot witg 2.5" cover everywhere meaning d 15.5". when i do the strain analysis i get a strain in the compression steel of .0018 which isn't quite yielded yet, based on hooks law we have .0018X29000 for the stress in the...
BAretired, you bring up a very solid point about the span of the slab being too long. My original thoughts on this was to put a wall with a footing right under the joint landing/stairs. The reason why I used a fixed pin connection its because of the sloped stairs being continuous seemed...
Thanks for the advise, i had thought about an angle connected to the wall and just have the landing sit on it. The reaction there is some 3000 lbs/ft which should be nothing to handle.
Sorry i wasn't very clear, essentially i have the stairs and the landing bearing to the precast wall. Also from my analysis i get a high moment and as Cel mentioned high shear almost equivalent to that at the support. I am not too concern with shear since i have reinforcement going over the top...
Hello,
I am designing a stair going up to a mezzanine, its gotta be supported by an isolated footing and a precast wall. Had to do the calcs by hands since there was no software available to do so so technically my support conditions used are fixed at the bottom level and pinned up top. My...
Hello guys,
I was wondering what are the typical loads on a acting on a tie beam along the roof of a structure and should there be tie beam between every column?
