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Does anyone know where I can find the book of Rourkes engineering formulas?

I would follow dbuzz for a quick estimate and assumptions for understanding. Then further develop my research and design for the foundation. Eventually, you need soil tests to refine your values and be site specific. The foundation design for dynamic loading equipment needs compatability with...

I spoke with a detailer for a Prefab building manufacturer. This one prefers to keep the flange widths the same along a line of laps. They confirm you must squish the purlins a bit since the thickness does interfere. I drew the picture of the varied flangewidth. This manuf provides the varied...

I compare the full strength value corresponding to full bracing in LGSI to an interaction using RAM for light gage purlins. RAM shows far more tolerance for wider flange bracing. Has anyone noticed this?

It makes sense to ensure lapped purlins have the same width flange, but is that necessarily so? And only the purlin thicknesses can vary along a premanufactured building? I seem to recall a certain ease for stripping a flange if it were necessary. Even if the flange widths match, the member...

There are products such as fiberglass or epoxy coated rebar. I question the need for the thermal break concern in the connection. When the heat loss analysis is done, all things are taken in consideration. I doubt the attention to the dowel connection will give you significant improvement. I...

We found another distiction between a deck and a balcony. That being, a balcony has a roof covering it. A deck doesn't. So why should the roof induce a larger load on the balcony? Perhaps it's got something to do with snow. Or with people rushing to the nearest convenient place of shelter in a...

I come from a UBC background, where friction connections are verboten. But most of Wisconsin is seismic A, and recently adopted IBC 2000 for it's building code. There's a supposed statewide acceptance of friction connections which is tiresome to confront. I can justify the friction connections...

MauiSatish, Here isn't the place to do design work. Your project sounds very simple, so if you were to bring a sketch to a structural engineer near you, I think within a couple hours he can give you everything you need to build this safely, meet code requirements, and conform to your conditions.

There's a thrust at the joint along the ridge beam. This is likely counteracted by the hip at the opposite end of the building. The ridge acts like a compression column between the hip beams. Ensure the hips provide the thrust connection at their lower support. The thrust then in turn is...

Yes. That's the intent of the Code. So long as you allow for displacements in the simple connections, you fully design for the lateral system at the fixed joints.

When I read Page 5-25, I see that the additional design restraint at those joints for frame action for wind load, are considered seperately from the design of those joints designed for gravity load simple support. If the rigid joint also carries gravity load, it must be designed for that too...

I built a piece with a local artist again. It's sure a change from buildings. Temperature effects are more significant for statues than buildings. Frost depth can extend deeper. Pole design for foundations can apply.

Yes

I see plywood being screwed down over windows. I see glass windows being taped with a very sticky tape to prevent glass shards blowing out and harming people. I see buildings designed to earthquake standards with minimal prescriptive loadpaths provided regardless of calculated loads. There's...

I think it would be worthwhile to model this structure with it's foundation and soil interaction. A 4" PT slab just doesn't have the stiffness to transfer loads excepting to a rock foundation without excessive deformation.

Whether your rafters are okay depends on the species of wood you use, snow condition, wind conditions, roofing materials, seismic conditions, connection details, roof geometry. I suspect an engineer could review what you have in less than an hour.

I wonder is if this is proprietary, this method, or can it be used in other states as well without persecution? Suppose this method were used in say Washington. Would it still be California Framing? Or should it now be referred to as Washington Framing? I'm reluctant to use California Framing...

Thats the Portland Cement Association.

That would be incidental loading of x-brace members designed for tension but function also in compression. I can't cite the reference from memory right now. I'd need to check my codebooks.