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CamaroMan
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# Posted: 25 Nov 2025 09:14pm
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We have 4 rows of dual 2x12" beams on 10ft span -20x24ft floor plan.
We have anchored Simpson ties into the concrete piers and plan to run 2x6 floor joists on top with hurricane ties.
I know the beams get secured but is that enough to hold them vertical?
Wondering about side loads from wind etc.. considering adding some beam bracing using joist hangers maybe.
And then having the joists on top.
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DRP
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# Posted: 26 Nov 2025 06:17am
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The Simpson pier tie is proprietary engineering, check manufacturer specs and the ESR... IIRC the only thing that connector does is uplift. I believe they said they have no rotational capacity. If so, you need to resist lateral some other way. Having seen that scenario rotate, I'd find a way to lock it into place.
In old houses with sills that acted as girders, they were 8x10 white oak, mortise and tenoned together at the corners, with dovetailed heavy binding joists under the walls above. There was no way it wanted to roll to begin with and then it was all interlocked. GrandPa had it going on. I have replaced those dry stacked foundations a number of times.
A rim joist at each end that caps your built up girders with blocking nailed to the rim to lock those beams in place. Look at their purlin bracing in the heavy timber section of the catalog. Or hanger the joists between the girders and it provides lateral support to both. At the expense of ease of running plumbing up tight.
R502.2.1 Framing at braced wall lines.
A load path for lateral forces shall be provided between floor framing and braced wall panels located above or below a floor, as specified in Section R602.10.
R502.7 Lateral restraint at supports.
Joists shall be supported laterally at the ends by full-depth solid blocking not less than 2 inches (51 mm) nominal in thickness; or by attachment to a full-depth header, band or rim joist, or to an adjoining stud or shall be otherwise provided with lateral support to prevent rotation.
.. look at the floor materials nailing schedules in chapter 6, and remember where they are for future.
(notice item 31 and the recent post by KinAlberta about more nailing being a good thing)
Side load from wind is the most common lateral force, seismic is the other. For wind, there are tables in chapter 3 of the IRC, the quick check is 20 lbs of force per square foot, laterally. The length of the building x the height x 20 lbs per square foot. That is resisted by the girder connections to the floor and pier, and then from the pier to ground. Then check it from the gable end. This can be broken down to the stud level when checking a tall wall for wind and stud size needed. Or a pier. That's all part of the load path they are talking about.
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Brettny
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# Posted: 26 Nov 2025 10:34am
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Your essential worried about your girder tipping over? It should be screwed into each floor joist. You can add diagonal support if you feel necessary. You could also use 4-6in timber lock screws.
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Grizzlyman
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# Posted: 26 Nov 2025 11:48am
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Yeah joists are toenailed to girder. I used hurricane ties to connect joist to girder as well.
As Brett mentioned you could diagonally brace them as well or you could even block between the girders and run a few structural screws through girder into the blocking from the outside.
You could also consider widening the girders to 3 2x12s to widen it and give even more resistance to rolling as well if your brackets have space.
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toyota_mdt_tech
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# Posted: 28 Nov 2025 01:22pm
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Blocking between joist would do the trick. Block at the rim and over any central girder(s)
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Brettny
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# Posted: 29 Nov 2025 07:05am
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I have trippled up 2x12. They still look like they could tip over with blocking in the floor joists and toe nailed. In the spring I'm going to make some 45* bracing that il screw on with long structural screws.
If I had a single story building idk how worried I would be but we get decent winds and from the girder to the top of the roof is about 17' on our place.
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