I would apply the strong wall reaction to the beam as a moment (ie results in way less uplift force on the column). Check the beam for omega, check the column download for omega, but uplift on the column need not consider omega. Check the beam per J10 for worst case reactions from strong wall or...
When using ASD I would use the full load (1.0D + 1.0L). CH16 of the NDS provides char depths and stress increases to compare timber members to ASD loads. When using LRFD I've not used load reductions like the image you show but I have used the Extraordinary Load Combos in ASCE 7. I've not heard...
Yes it's possible. IMHO SDS screws would work pretty well if you were adding a steel plate to the bottom of the beam, but for adding another wood beam I worry about sag. I agree gluing is appropriate, but it's hard to quantify. SDS screw are likely not long enough either, whereas SDWS screws...
I don't believe traditional integrity reinforcement applies to walls. Maybe if you're using an R=6 and providing special columns each side, but even then the failure of core walls should be in bending but not lead to collapse. Integrity reinforcement is to protect against progressive collapse...
The gyp would split the plates and the sheathing, so maybe its possible to fasten studs together on each side of the gyp, but probably not worth it in general when you also consider the intricacy of getting the wall finishes flat and attaching the top cords for compression thru the gyp.
For a canopy low on a wall you're going to have similar wall pressures top and bottom of the canopy. Thus, the differential is a lot less than a typical overhang for a roof rafter or truss. A typical overhang will have wind moving a lot faster over the top than below it, creating a very high net...
That's what I do in the building world, but only down to 12". Anything less than 12" I'd use ACI 318 chapter 17 and calc the bond strength based on anchorage calcs and take the worst case of either scenario.
Large vertical mechanical chases are typically "rated" and two layers of gyp are applied on the inside and outside of the walls which can make it real hard to be combined with a shear wall; something to discuss with the architect. Toilet drains are typically 3" diameter with hole bores of...
I'd put horizontal stiffener plates inside the column flanges that align parallel with the beam flanges and a vertical shear tab centered on the column, welded to the column web and stiffener plates, that extends to a simple shear connection in the beam. Make the column take the eccentric load...
You're going to need 4 bars tied in hoops to get any kind of column/frame action out of each of those corners, which doesn't really work in 8" masonry, I'd probably push for 16" corners to also add some heat protection.
I agree there are diminishing returns welding above the 45 degree tangent, but you theoretically could do it with unequal leg sizes. The -1/16" max weld requirement was because the top of a plate edge would get burned off and insufficient welds appeared to be sufficient. If your weld was so...
We spec TJI floor joists all the time. They're lighter and easier to get larger MEP openings thru. You can get longer sticks than 20ft. Most importantly, they are true and flat which makes for a good clean install. One downside is needing web stiffeners for higher loaded joists which plays into...
I don't live in Hawaii but I have designed SFR's on the coast in Hawaii. We used raised wood floors and concrete stem walls with break-away walls and a rat slab on grade.
The theory of the EBF is to yield the beam link in flexure or web shear, so it does need to be highly ductile to do this and needs meet all the requirements in the seismic design manual to reach its high R value. Thus, I wouldn't think this would be a good use of the EBF. However, you might be...
I've had to calc this for property line footings too. Yes the X & Y components of shear stress can be added together; so the typical two term (P/A + M/J) becomes three terms (P/A + Mxx/Jxx + Myy/Jyy). However the polar moment of inertia is different for corner and edge columns since some of the...
