dealing with twists in the pex , not staple up. I have Omega extrusions now. YAY!

'we have about 1000 feet installed so far. We will finish the 1st floor tomorrow and I can take stock on what I might need to order. I can get some upunor locally if needed, but I get the thinfin C for less. It boils down to the shipping quote. I am guessing about 3 boxes shy. Oops.

That beam and bearing wall line is a loop divider. I have planned it that way. I have no desire to perforate the stacked beams.

I ran the plates up to that one and will loop up out of it as close as possible, because it happens to be under the dining room.

I will plan it so that is the turning end like this.

Upstairs the same beam has a wall over it so not such a deal for getting close to it.

Update on the screws. They are the bomb! I can quickly drill on through where ever needed in a custom location or from cutting pieces. All threads with no stupid sheet metal drill section means they grab nicely. On setting 1 on the 18V Milwaukee they do not spin out easily. On the little 12V they hammer a bit, safe and predictable.

@hot_rod

where did you get those corrugated magnet wrist bands? The ones I have are smooth and I think yours probably holds screws nicer.

We do a lot of magnet stick pick up from the dropped screws.

We have 3 loops up today. We may not be good, but we're slow.

I created a route by cutting a notch in the end of this beam. Most people would have kittens over that, but when I ran the beam calculations in BCCalc, I only specified 3.5" of bearing and the framer put it all on there because he's a framer. One of those arses also test fired few bullets into the end of it just to test the shooty thing. I ran the whole scenario past the AHJ before notching.

I get to comb out 5 tubes in there and protect it all from the sheet rock guys. What will really happen is I will put that rock up myself.

This is the landing on the way to the basement with convenient stand up manifold. I will bring 6 or 7 from floor 1 and another little manifold with 4 from floor 2. That wall is a filler to fix a bust when I designed and layed out the elevator pit. The bearing wall is beyond it. I did have a chase beyond that but I quickly took that candy wall over as my playground. Waste not want not.

when looping through, I have a few tubing crosses where it will touch and make sounds. What is the strategy there? I was thinking a figure 8 zip tie standoff, like we do in aviation.

The 3/8" has been a dream to work with. First two runs were about 210' to make it work.

We are using the uncoiler from work.

more clicky than squeaky.

What about zip tie standoff where the tubes are touching? I could also tie it away from the other.

Most of it I was able to just dodge the other tube, but a couple are ornery that way.

I have used the charts but prefer BCCalc for the Boise Cascade products and ForteWeb for Weyerhaeuser.

The first floor and roof joists are BCI, but floor 2 had to go with TJI because BCI did a dumb thing with regard to cantilevers.

Weyerhaeuser has simple requirements for a 4' cantilever and I have one out the back that connects to the carport sundeck.

In the first floor I was able to contain all the ducting in the joists and have a flat lid down there, by using the software. It is simpler to punch the holes on the computer and model them in the software, than it is to chase around the hole rules charts.

This hole is at 88% of the allowable shear value. I made templates and cut holes with a plunge router.

It took time to load ducts as we went and it drove the framer nuts, but I was paying the bills.

The results are worth it to me, to not have a trunk dangling down the whole length of the lid.

Not to have any flex in my house, anywhere. Not for dryer ducts or fart fans either. I pre-loaded all that too as we went.

We got 7 loops and 1370' loaded by end of day. The main bathroom I ran it short at 165' to allow for the towel rack(s).

I have no idea if that was sufficient, I have not picked out any yet but my gut said lighten up on that loop.

The software is free to use. For Boise Cascade:

Bccalc.com

Weyerhaeuser:

Forteweb.com

Both of those are cloud apps that keep your project for you and are browser based. Nothing fancy required, I use a cheap chromebook to do my work.

My AHJ is quite happy with the engineering reports it creates.

Here is a screenshot of part of the 2 page PDF it creates.

Note the hole 1 allowable shear at 76.4%. It is 8x16

Now look at the snippet from Boise's charts and tables:

Maximum hole size using the charts and tables is 8x15. Boise points you at their software for big holes because it does it right.

I used it to analyze the deflection, and then I upgraded a few spans to make a uniform user experience.

My wife has bad arthritis and tile or lightweight concrete over PEX would not be the best. She will do better on a live floor.

The Forteweb software is very similar in how it works. You can punch a bunch of holes on the computer and validate them, or move them when it kicks out a failed report. I find it faster than the charts and certainly can put more and bigger holes through with it.

Too springy is no good at all. We have enough "give" to help my wife's joints.

If I were given a do-over, I would move to the 14" deep joists and really change nothing else.

It would take 2" from the basement headroom, which is almost 8'6" as it is.

The roof insulation would be that much better and I could have used more square ductwork.

That span report above is rated at L/670, which is just short of what I would use for large format tile.

I had to upsize two models of joist on the longest span to get a similar feel. I could figure that out with the programs.

"The wider top cord is helpful for nailing :)"

100% that, and also the subfloor is just stronger when it has more contact and less span. Glue does more on a big contact too.

The bigger joists will span a little more, yes. For the money though, "go deep for cheap" when you can.

I am putting the 3.5" wide ones on the carport/sundeck, on 12" centers. That leaves only 8.5" of subfloor span.

I backed myself into the 11 7/8" with my design and I am spanning 23' .

You can see the hangers mounted on the ledger, the sheeting is over the tops of those.

Those two doors open out onto the sundeck and the cantilever leads down the north side to a private entrance to another bedroom.

Due to many deck failures, they changed the national codes for deck loads to 60 PSF in 2018, I think.

With those 560 joists, dead load deflection is 0.100".

Add 34,560 pounds of drunken frat boys for the 60 PSF load, and it deflects another 0.600".

Typical frat boy of 200 pounds, that would be 172.8 lads of load. It is really the wrong bandaid for the problem. These decks always fail at the ledger attachment to the house. Done wrong, flashed wrong, they rot and pull off or fail in some other manner.

My ledger is a part of the structure itself. It can't get away.

It did have a slight set to it so I put my foot on it while Brandon shot some big ledgerlocks into it.

bring those manifolds 3' above the floor and loops marked by the red arrows.