I think stock lengths are 40ft possibly 60ft (been 30 years since I dealt with that).
though I think you can longer but will.be expensive as it will either need to be special order or welded in a shop.
also keep in mind shipping. anything over length or height will require a special permit and...
depending on span and loading you want to sister an 11 7/8 lvl and ignore the existing system.
using span tables on old growth isnt really applicable as the old material is quite a bit stronger than todays.
I'm all good with that. got a few more years than you on autocad.... since 1986.... when it known as autotrol....
its just the lineweights printed to different scales. didnt think it would matter, but with current lineweight set up when I print 1/4" = 1ft on 11 x 17 it looks ok
printing with...
hello group.
fairly basic question.
I've set up lineweights per the CaD standards, but would like to know if they are sheet size specific
I'm an old dinosaur of cad and draw everything I modelspace. so I scale everything in there . please no bashing as I've tried pspace and for a one man shop...
I had thought about wedge theory but in the end went with full liquid head to be conservative at the permit stage. I'll tweak the design with different options for finals.
wedge theory may prove best option.
cheers.
p
all my files are in PDF format and being a hypercondriac I have a double backup system online and on external drive.
for the rebuild I suggest what others have posted already. see which ones are your primary and focus on getting those first. it will be a slow process and I feel your pain.
for...
slide
that us exactly it.
and that is also what archemedis paradox states. regardless of width pressure is the same.
well glad I'm not losing my mind, though my wife may think otherwise.
cheers
p
hello everyone...
something has me puzzled.
I have a fdn wall that is 14ft tall. to reduce pressure we are using geo foam above a certain height. question I have is in regards to the triangular soil pressure distribution. I was taught that due to archemedis paradox the pressure at the base...
koot.
same here in Ottawa
I have had numerous conversations with our chief bldg official and all I get is all we need is a stamp.
this removes liability from the city but does nothing for our profession.
I have the same feeling as you, when we do get a design event quite a number of projects...
I've detailed a base plate with threaded rods into the concrete that would be fixed to the beam flanges. only issue is placement. the concrete guys around here arent the most precise in placing those.
regarding the icf with the point load. if it falls within the icf tables then not an issue...
Jayrod.
I disagree as I read the code (both NDS and O86) and it states 3 or more members spaced at max 24" (600mm) on center. if you have a 3 ply beam spacing is less the code and therefore the repetitive stress (system factor) applies.
my understanding of this factor is to take into account...
DH is spot on.
I have heard the famous "weve built like that for 30 years and never had an issue"
I simply respond with of 2 ways ( depending how I'm feeling )
1. ... then show me what the code requires.
w
2. you should be happy that someone is telling.g you how to do it right.
I find people /...
as JR said.
if you have a bearing issue then the design doesn't meet code requirements.
you could.
1 increase bearing by adding a steel bearing plate to increase bearing area.
2 run your posts all the way to the beam in end bearing (if the plates are the issue).
you will need to provide a strap...
hokie. completely agree that connections are predominately the weak link on balconies as is maintenance.
quite a few inspections yielded rotted balconies
cheers
p
biggest issue with this is the fact that residential constructions falls under part 9 of the building code.
as such said code states ONLY 40 psf for decks and balconies.
I find that ridiculous and always design decks and balconies for assembly area loads.
