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No ranching, huh? Somebody will process an old bull, which would be 2200 lb on the hoof. They will winch it up before they dress it. After the dressing, skinning, delimbing, heading, etc, splitting, etc, the halfs could weigh maybe 800. Most slaughter steers will be half of that. Personally...

Some tendons will have minor deflections to work around conflicts, slab depressions, etc. But the slab is huge. There would likely be too much variance in location to risk marking a tendon from the end. They are criss-crossing everywhere. 2'-10" on center each way. Everyone has different...

Do you ever consider vertical movement for seismic design? If horizontal accelerations are 0.3g-0.6g, vertical movement is 1/3rd of that. Which is why vertical movement is generally ignored. It is not enough to impact a structure's vertical design. But I am no seismic expert. It's an interesting...

Lateral is not controlled by seismic. Wind only. _________________________ TKE

Thanks for the responses. Tendons are not hard to locate. Just tedious with 1800 interior anchor bolts. That is a lot of tendons to miss when drilling past. I may end up coming full circle and shooting down plates with PAF. Those will be less likely to damage tendons. Contractor can choose to...

It's under design. Finishing a slab around 700 placed anchor bolts in the interior is tough. Also tough to get them in the right place on 20,000 SF pours. X-raying a 44,000 SF slab for 700 drilled anchors is a pain. And the likelihood that an anchor is hit is too high for me to consider. I'd...

Has anyone seen glued wood-to-concrete connections fail long-term? If so, do you have thoughts on why? More stories means a higher the sustained dead load for friction resistance. The math says that 60% of the sustained dead load resists the base shear in friction, if you believe 0.6 friction...

This is a long, skinny, four story wood structure with a lot of interior shear walls every 35'. Slab strands at 3-4' on center each direction, drilled anchors would be a nightmare. Most other similar plans I've seen use friction and PAF that penetrate concrete by 1.5". NO WAY I can specify that...

I have some high load interior shear walls I need to attach to a proposed PT slab on grade foundation. (550 PLF) Finishing concrete around placed anchor bolts on the interior of the slab will be a nightmare. I do not want anything nailed or shot into PT deeper than 1/2 in, which is basically...

Does anyone have an example of LRFD giving less conservative results, and then problems from using the smaller size in the field? I see undesigned and drastically undersized components inexplicably work just fine. It is funny to tell someone that their 100-year-old beam is overstressed by 100%...

A few tips: 1. Make sure you have member moments released where it should be. 2. I think it's a good step to replace your fixed BCs with varying stiffness of springs just to check how moments redistribute and deflection is affected. 3. A apply a lateral load to the mezzanine of 1% D+L with...

More likely there is $25K to upgrade the structure so that an engineer can stamp it. _________________________ TKE

I live in big heavy snow country, and our greenhouse put a few pre-manufactured greehouses that look really really weak. But the heat keeps the snow sliding and he's never had an issue. I'd never stamp it. But it works just fine. _________________________ TKE

soil nails and shotcrete as you excavate downwards. You may have to drill some dewatering wells, depending on the soil and groundwater. There is a lot to it. That is a lot of bouyancy to consider. I would have cross member support as you go up. I'd love to work on this...

Why would the foam not be structural? Just pick the right density and type foam. a 5" slab with 100 PSF leaves you a resultant compressive force of 1.1 psi. lots of good info on http://www.geofoam.org. Even at the lowest density of 0.7 lb/ft^3, the compressive resistance at 1% is 2.2 psi. It...

Thanks JAE for the input. When I read "minimum size = W6x16", I first assumed that we cannot use sizes smaller than that. In reality we can use any size of beam or joist. It is the fireproofer's job to increase thicknesses where required. Does any one disagree? _________________________ TKE

That is confusing. I don't see minimum beam size expressed as W/D. UL P723 only says W6x16 is the minimum size. It's W/D is 0.584. If the W/D must be higher than that, then the minimum sizes are W8x24, W10x26, W12x30, W14x34, W16x31, and everything larger. That cannot be right. TABLE for W/D...

The W6x16 is the common minimum size. It seems like someone should know what the minimum size for a W10 and a W12 should be. I don't have the UL book, and I don't understand what a minimum size applies at all, if everything is fire-proofed. My guts says ignore it. _________________________ TKE

UL roof assemblies list minimum sizes for steel supports that work in that assembly. For instance, UL P723 says W6x16, 10K1 or 12K5 steel joist minimum size. That is pretty common. I cannot find any basis for that "minimum size". Weight per LF? Depth? Flange thickness? Web thickness? Is a...

I'd say no. If you do one, make it through the roof. When you have a joint in the FND and not the walls/roof, it just cracks the drywall. _________________________ Tony Krempin, PE TopKnot Engineering