Now, if you’re asking if I provided accurate calculations in a legal manner- yes, yes I did. You usually only have to do it for flat roofs or super low pitch with poor drainage, I just threw it in as N/A.Īnd you do not have to qualified nor insured to do math. But now this guy Hates me.ĭude youre a structural engineer? R = 5.2(ds + dh)…. I ended up getting my permits reinstated. And I had to explain to him that there are no trusses, and a ridgebeam with rafters distributes differently…. He then tried to argue that my point loads were off because trusses distribute the loads differently. And he, the city engineer, didn’t even understand my math! He just uses a pre determined table. As well as the surface area and D of my footings…. I have him the soil data and my point loads. I has every single piece of material listed for my deads on the deck and roof (there is a shared footing). I though he was going to pull some other shit, so I typed out all of the math the night before. He then tried to fuck with me further by saying he needed to see the math for loads which I used in determining footing sizes. I also printed out the the page in the ICC where it states that any engineered lumber that has been inspected and certified by the ANSI/APA can be used in accordance with MFG Spec. I printed out all of the certifications done on the PWT treat LVL’s by the APA and ICC ES, as well as the MFG spec tables. Could someone please chime in as to the legitimacy of this? Thanks LVL beams are covered extensively with load & span tables and anything else you can think of.īTW this is in New Jersey. To my knowledge, this is only true for custom engineered materials as well as materials that are not covered in the IRC. Anyway, their reasoning behind the revocation is that we included LVL beams in the plans which are engineered lumber, and as such require an engineers stamp of approval. This town hates my client for some reason and theyre always breaking my balls over stupid shit. The plans were approved but the roof plans have since been revoked pending “more information”. 2 Stress grade, and wet service conditions.My client and I drafted plans for a deck with a vaulted gable roof. Note: The span chart below is an example of how spans charts are presented. Because building code and lumber spans are updated from time to time, you should always check to make sure the span chart you are using is up to date. See the applicable code section, or the NDS to confirm the span chart you are using is correct.ĭimensional Lumber Deck Beam Spans Supporting a Single Span of Joists with or without Overhangs:Īssumes 40 psf live load, 10 psf dead load, L/360 simple span beam deflection limit, cantilever length L/180 deflection limit, No. The longer the joist, the more area of deck the joist supports, and thus the beam supports more area as well. In addition, many residents prefer the fell of a deck that is designed for higher loads. Building codes for residential decks only require 40 psf in some areas, but check your local requirements to make sure you are aware of any additional local guidelines. Beam span maximums are based on a maximum anticipated live load as well as other factors. Fewer posts on upper-level decks are typically more desirable to the occupants and this drives the use of larger framing materials for longer spans. The span of a beam is dependent on a few variables: The grade and species of lumber, size of lumber and the load it carries.
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