ctcray,
Yes, the joist hangers are connected to the ledger. That part is easy... The tricky part is connecting the ledger to the rest of the house... In order to get the highest possible capacity according to NDS ASD Table 11J, the main members have to be loaded parallel to grain, i.e., the...
Hi Everybody,
Thanks for the all the replies! And yes, we have "Sierra Concrete" here in Mammoth Lakes, CA. Actually, the 210 psf is if I assume that the snow is showeled when there is only 6 ft of it covering the deck. Last year we got 668 inches of snow over the season! And most homes are...
Hi Everybody,
I am designing a deck w/ a 4000 lbf jacuzzi & 210 psf snow load. I end up having that each joist (@16" o.c.) bears on the 4x ledger (w/ hanger) with a total load of 1500 lbf. I want to use lags to connect the ledger to the 2x6 studs in the wall. Using the NDS ASD Table 11J (&...
Hi boo1,
Thank you, but that does not answer my question...
I have already determined my required span & gravity load capacity. The seismic shear demand controls, not wind (seismic zone 4 + snow).
Once again, ASD Table 4.2A only goes to 15/32" thickness for Str.1, which does not help me...
Based on the gravity loads (Dead = 25 psf, Live = 16 psf, and Snow = 150 psf) and truss spacing = 16" o.c., the roof sheathing has to be 5/8" Str. 1 OSB.
I have determined the shear demand for the roof diaphragm (when determining the seismic shear loading, the snow load can be reduced by a...
Hi whyun,
Their website (where snow drift is not mentioned even once) states that: "One-third of the design snow load shall be added to the deadload for seismic design. (Ord. 93-05 §1(part), 1993: Ord. 88-01 §1(part), 1988: prior code §15.06.020)"
Yesterday, I also learned that they do not...
Thanks for your input. I called the building department, and they said that they usually do not require drifting to be taken into account when dealing with decks & landings, but that the individual engineer could decide otherwise. Their argument was that the snow drift section of the UBC 97 is...
I am trying to determine the drift loading for an attached deck, but my numbers using the UBC 97 Appendix 16 equations seem very high.
Site info:
Pg = 230 psf
Pf = 161 psf
Wb = 30 ft
Width of deck = 10 ft
hr = 8.5 ft (the deck is up against a gable wall with eave height = 8.5 ft & ridge height...
OK, I guess I wasn't making myself clear - I want to know what is customarily done, not necessarily the statics nuts&bolts of the procedure.
Thanks,
cmhski
I am working on retrofitting the gable wall of an existing structure. It has a steep roof (11:12) and openings in the gable wall (windows, etc.). How do I determine the available amount of shear wall for the second story? Do I only include the sections with full height, or do I take an average...
Thanks for all the recommendations/suggestions!
I guess I need to clarify a couple of issues:
1) The tank is insulated all around.
2) The manufacturer is specifying the anchorage.
3) In general, I’m only designing the footing – the tank itself is being designed by the manufacturer.
cmhski
OK, I know that there have been many similar threads, but I still do not think they answer my questions...
I need to design a foundation for a water tank with the following info:
Volume = 8000 gal
Height = 20 ft
Diameter = 9 ft
Flat bottomed tank w/ 6 anchors
Soil bearing capacity = 2000 psf...
