Hey guys,
IBC chapter 1809.4 Depth and Width of footings states:
The minimum depth of footings below the undisturbed ground surface shall be 12 inches. Where applicable, the requirements of Sections 1809.5 shall also be satisfied. The minimum width of footings shall be 12 inches.
And...
I guess unless you specify what type of preservative for the sill and verify it, then you might as well call out for galvanized anchors.
So, majority wise, does everyone pretty much spec out galv. anchors then?
Hey JAE - Not trying to confuse. Lets stick with the IBC as the code we are talking about. Which has the below statement. So, would you galvanize the anchor bolts in a mud sill or not??
Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate...
JAE - Not necessarily, the IRC establishes minimum regulations for one- and two-family dwellings and townhouses using prescriptive provisions.
I was saying the opposite, you either have to use one or the other like you said, not both.
Found some pretty old discussions on this topic figured I would bring it back to light. IBC, CBC, OSSC all mention the same exception 2304.10.5.1 (CBC)
Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative-treated wood in an interior...
Thanks for the reply Dik.
In that case if it's just a typical truss with a high heel you would have to have shear panels, right? Otherwise how would you transfer the force to the roof diaphragm? And like I mentioned an 8x2 shear panel seems uneconomical. Good point about the top plate and...
Working on a project with attic trusses over the entire upper floor. However, these have a high heel height of 8'-0". How would you guys analysis the lateral (transverse to the trusses) for this. Typically, I would call out for shear panels at high heel locations but 8'-0" tall x 2'-0" wide...
Thanks for comments guys.
jdgengineer/FoxSE14...I agree with the interpretation. I actually think of it as directional more than anything. One segment taking on the entire shear from the left and the other from the right. Assuming there in the same line and there is a jog in the middle...
Hey JEA, I'm not relying on the prescriptive code. Additional engineering was provided showing valid force transfer around the offsets. I was just wondering why most engineers consider it a standard rule of thumb when it is indeed only in the prescriptive code section.
But they won't accept...
I get it, and agree JEA. I'm not looking for a code section to justify to MYSELF. I already engineered the diaphragm.
But the jurisdiction approving the plans are the ones saying that I cannot because of the code. Does that make sense??
JEA: Thanks for the response.
That's exactly what I'm saying. 4'-0" has just been an industry acceptance since I was intern way back when. I'm not trying to get around proving it numerically. But if you ask almost any engineer most accept this 4'-0" as code. I just want to see if I am...
It doesn't make sense to me to consider separate wall line either. Given a full length of diaphragm, the wall that is inset 4’ isn’t going to take all of that trib load from the main part of the diaphragm and then the outer most wall only takes the 2’ of trib from the wall offset. It’s just...
Hey Guys,
I am working on a custom residence up in Oregon. The plans examiner won't accept the typical 4'-0" allowable shear wall offset to be considered in the same line. Additionally, he won't accept any method of transferring the shear through say transfer diaphragms. His code reference...
Hi,
Does anyone have any recommendations for a good plan scanner? Looking to keep up with stuff coming in and get some of our old stuff accessible on the computer. Any ideas would be greatly appreciated.
Thanks!
So, basically (in-plane) is just one big masonry shearwall design. The pilaster main purpose was just for out-of plane forces. The shearwall will be designed as a 30'-0" tall wall with openings, where of course you need lintels, bond beams and jamb reinforcement as needed, Correct?
The roof will be typical plywood sheathed with rafters running perp. over intermediate glulams. Eveything will be broken into sub-diaphragms and the force from the roof will be transmitted into the masonry pilasters. And connected to resist the out of plane controlling force.
So, that makes...
Attached is a Wall Elevations showing the opening locations.
http://files.engineering.com/getfile.aspx?folder=c395bac6-841d-4d3e-9fa8-e4af3c089fd3&file=Wall_Elevation.pdf
I was wondering if someone could help me out or point me in the right direction. I am designing a 30'-0" tall cmu masonry wall with 32"x16" pilasters at 16'-0" o.c. The code that I am using is the IBC 2009. The building is a Rec Center with dimension of 80'-0"x50'-0". The glulam girders are...
Just had a couple of questions.
It is referring to the main wind force resisting system analysis.
My questions are:
1.) When analyzing a structure per MWFRS some vales for the roof loads (Zones B and D) are negative values stating that it is pulling out on the roof structure instead of...
