If you have satisfied yourself that concrete strength and bearing pressure distribution are okay, then there isn't a reason not to go with option 2 from that standpoint.
There are some downsides to number 2 though from a construction standpoint.
You have a jagged perimeter which requires more...
318 is the code, 360 is a guide. 360 contains much more information specific to slab on grade and warehouse pallet racking as well as other considerations such as flatness tolerances that you need to consider.
If AHJ says you need to use ELF for foundations I don't see how you can get around that. However you could consider use of ASCE 7-22 12.13.4 if permitted. The intent of this section is to address the issue that you present. But If you are saying that RSA gives you 1/5th the overturning of the...
Yep footnote 2 doesn't leave a lot of room for interpretation. If you have over 50% permanent blockage below the canopy in the direction of consideration then you go obstructed, if not then free.
Normally I would say that the element is the entire stud and its effective area is calculated based on its actual length & span/trib but the parapet presents a different scenario.
How about ASCE 7-22 Section 30.6? And Figure 30.6-1.
The parapet wind pressure is much greater than the wall surface...
The load path from the diaphragm edge nailing to the rim, from the rim to the sill, from the sill through the bolts must all have at least the same or more strength as the diaphragm edge nailing.
I don't usually worry about how additional flexibility due to this indirect load path to the chord...
The shear lug is for this intent an 'anchor'. You can attempt to reinforce the anchor against breakout in shear. Hilti doesn't provide any guidance on this you need to refer to ACI or the Widianto et al for a rational method to do this.
Did you verify the program understands the unbraced lengths properly? Beam flexure is significantly impacted by the unbraced length and many programs don't get this correct without user override.
1. Widianto is the best way to design anchor reinforcement that I have seen yet. Its tedious but effective. I don't think the compression is going to do much at a basic level. Perhaps some Mohrs circle effect on the stresses but I have not seen that addressed.
2. Yep stirrups everytime for...
The seismic version is actually unique I believe in that the yielding mechanism is included in the connection elements. Sideplate and kaiser brackets still have a yielding beam element. For wind I can't really see why this is economical other than its easy to design.
Idk about wind design. But for seismic this solution is actually quite useful because it reduces the beam bracing requirements for IMF and SMFs. It makes it more practical to spec these frames in wood construction. The downside I have encountered is the drift is quite a bit more and sections...
I've just done tension load testing and basically said if it's working for tension it's working for shear. This was a case of epoxy anchors so the limit states for shear are not so much related to the bond strength etc.
So now Im curious about the epoxy mortar solution. Lets say you core 3" diam hole and then set an anchor in there with Sika212. Does that provide equal strength to a cast in anchor now?
On a previous anchor repair project I was asked to justify that the grout develops sufficient interface...
Not sure about Sikagrout. My experience was with Hilti re 500 v3 epoxy. Hilti was about to provide recommendations for capacity adjust for a much smaller annular gap than 3". It was about a max of 3/4" diameter hole for 1/2" anchors.
It's not just CA I would say the west coast states in general. Most houses I work on here in Nevada are not allowed to be designed by IRC and applying the IBC to a wood frame custom home is tougher than it should be.
This is also my situation. I've produced mountains of detailed lateral calcs for complex residence. And the fees are rarely there. I'm actually quite fascinated that so many are saying they do so little calcs. I've never been allowed to use the irc before and seismic almost always controls.
I...
3" diameter core is too big for any epoxied bolt or rebar but, You can use threaded inserts in core drilled holes. HILTI HIS for example. If the geometry works out the old hole could fall within the new core drilled region and you get a clean ESR installation.
When outside of ESR limits I have...
check the member unbraced length parameters, and also check if LTB really does apply for that cross-section. You shouldn't trust design check outputs without some form of verification. This member is a good one to verify using another method and compare what RISA is doing.
