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Working on a building project for a rail car company, and they are talking about using "snap track" on the slab for the cars. What is "snap track"? Is this the same as "Panel track" (pre-fab rail road track panels), +/-80 ft long?

Working on a building project for a rail car company, and they are talking about using "snap track" on the slab for the cars. What is "snap track"? Is this the same as "Panel track" (pre-fab rail road track panels), +/-80 ft long?

I am designing several interior cmu partition walls (non load bearing) up to 14 feet in height. 2020 New York Building Code references TMS (The Masonry Society) 402-13/ASCE 5-13 "Building Code Requirements and Specification for Masonry Structures". I am reviewing Chapter 14 - Masonry Partition...

Per the IRC R404.1.7 Backfill Placement Backfill shall not be placed against the wall until the wall has sufficient strength and has been anchored to the floor above, or has been sufficiently braced to prevent damage by the backfill. Exception: Bracing is not required for walls supporting less...

Thank you all for weighing in on this. I am an independent engineer "inspecting/reviewing" construction for the Owner as it is being built. The builder is difficult to get plans from, so I am in that process. Sounds like it is standard practice in the residential industry, the details...

Thanks for finding and pointing those out! Yikes, you would think they would make that distinction clearing between the two tables!

I am reviewing new construction for the Owner. The footings for the basement bear at a different, lower, elevation than the garage (as that is slab on grade). They poured all the footings at once, and they did this with a roughly 12" horizontal gap, and 4 foot vertical gap between the basement...

Hoping others out there can clarify this question for me. It appears to me that IRC Table R404.1.2(8) repeats the information/guidance from Tables R404.1.2(2,3,4) HOWEVER provides different numbers/values? For example for an 8" flat concrete basement wall 9 ft in height with 9 feet unbalanced...

I have a project (a large warehouse, pre-engineered metal building to be erected over existing footings and slab) where we need to put a new concrete floor slab over an existing, but rough condition, concrete slab. The existing slab is 6 to 7 inches thick, and the new one needs to support...

I am designed a steel beam/concrete slab residential bridge of a fairly short span - 12 to 14 foot span. The bridge is needed to begin construction of a home on the otherwise vacant parcel (on the other side of the parcel). It appears the max load for the beam design (moment) may be one axle of...

I have a roof with multiple gables framing into each other. The roof slope is steep at 12:12. Per ASCE 7-10, 7.6.1 it would appear that I do not have to apply an unbalanced snow load because the slope is greater than 7:12. However, it seems to me that I will get some drifting in all these...

I am designing a soldier pile wall with a steel w12x58 waler, and as desired by client, using proprietary 7" o.d. pipe helical pile piers, 0.408 inches thick, 80 ksi steel as the soldiers. I want to confirm that the concentrated reactions of the piles against the waler at the support points are...

Thanks guys! I like your approach WeezerMike1!

I am modeling some prefab wood trusses for a client to determine if there is sufficient capacity to install solar panels on the roof. I am comfortable modeling the trusses and all their members. But these, like most prefab wood trusses have the toothed, pressed metal connector plates at all...

Does anyone have a suggested lateral loading for a marina dock with slips (smaller, recreational boats - not commercial) on an inland freshwater lake? I have read numerous references that seem to get into the details of boat sizes, wind speed, and calculating wave heights. But it seems a marina...

I am designing a dock system for a marina in fresh water (Canandaigua Lake, upstate New York). I am finding that driven, 8 inch diameter steel piles are sufficient for the loadings. However, one contractor is recommending to fill them with concrete to 1) reduce corrosion - from the water inside...

Thank you both. The existing trusses are open (its current a storage barn being converted to a residence). I think that is the reason the trusses failed also - they were not designed for any storage load, and maybe not any ceiling either.

I have an interesting project where the owner and architect are requesting that an existing truss framed roof be made open - like a cathedral ceiling - with the trusses (and associated bracings) and roof sheathing underside to remain and be painted on the interior. In order to get the code...

I have specified ASTM A36, hot dip galvanized threaded rods for tiebacks on a project. The contractor is now asking me for a spec on coupler nuts and/or sleeve nuts, as he can't get the rods in sufficient length. Research online seems to indicated the correct spec is ASTM A563, Grade A coupler...

yes, the first floor is studs with a masonry veneer. Thanks all for the input!