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I have the same question. I plan to use the gable roof loads corresponding to the roof slope I have, and then will increase loads by the ratio of the main roof monoslope wind loads to the main roof gable wind loads.

Haha -- we shall see ;) Yes, allowable - and borrowed/extrapolated from cross-grain tension relating to radial stresses in curved beams - so Frt from NDS. Though I am told there is a reference to 15 psi and cross-grain bending/tension in Breyer 2nd Edition. Here's an excerpt referencing...

Thank you KootK. The detail we have is the 2nd condition, but with consideration of the beam saddle also providing column extension to reduce length of beam which sees cross-grain bending up to joists (keeping this stress below 15 psi). However, it seems discreet braces may need to be added...

For conventional wood framing with simple span glulam beams, wood columns, and I-Joists, plywood diaphragm. Beams frame over top of columns with 12" tall side plates, deepest beam is 25 1/2" (6 3/4" width). Do you provide a brace at top of column/bottom of beam to diaphragm for column bracing...

Thanks Pico. If you are looking at a floor framing and inputting a mass to account for the diaphragm - for acceleration in x and y, do I need to input mass in x and y? My plan is to use shells as it will be easier in this case, but am still curious for other applications.

I would design this as fixed-base & pinned-top and take the load into the wood diaphragm, distribute to shear walls.

Hello, For acceleration load cases, does SAP2000 [automatically] accelerate/include user-defined dead loads (point or distributed) or only masses? Thanks

It is for gas discharged from mech units out of an air plenum from a clean room. They wish to capture and fume scrub to reduce contaminants from exhaust.

Further conversations with my client have led to plans for drilled holes in the tank to prevent overfill. Need to brush up on my calculus to check the sizing as they are proposing (1) 3" diameter hole with filter screen. Additionally they will have a sign made indicating not for liquid. The...

I was considering that - like live load posting - but seems risky even still, with rooftop installation. Yes, capacity is 5174 gal with 419 gal unfillable in dome. Not sure why the need for such a large tank.

A307 is standard for steel to steel bolted connections in our office unless higher strength are required.

I have a client who needs structural support (gravity and seismic anchorage, calcs and sketches) for a Demister Tank located on a roof. The tank will fume scrub for gold & copper for an industrial building (high-tech). The tank capacity is 5174 gallons, but client insists it will only ever see...

We provide structural calculations for scaffolding, shoring, and pedestrian protection in my office (as a very tiny portion of our work). For scaffolding (holds workers, materials) we use FOS 4.0. For pedestrian protection we use FOS of our own determination - needs to meet code (IBC/ASCE7 +...

Thank you for your responses. AISC 341-05 references A-6-7 and A-6-8 equations from section 6.3.1 in Steel Manual under "Lateral Bracing" instead of 6.3.2 "Torsional Bracing", leading me to think the design forces could be required in the same direction simultaneously? My gut initially said no...

I too prefer hard copy for submittal review - but I transfer my marks to the electronic copy to submit. It's been this way in my office for several years now -- I resisted it too (believing it has the potential to cause items to be missed, that the transferring is tedious, and providing a hand...

I have a question regarding SMF beam bracing. Per AISC 341-05, 9.8, both flanges of the beam shall be braced. The brace strength, Pbr, is from the 13th ed steel manual equation A-6-7. Now if I am bracing the top and bottom flange at the same location (via tab plate) – should I design the...

slickdeals - Do you matching the KLL of the member you are supporting for your footings typically?

Here's an easy one for ya'll: What KLL do you use for foundation design? I was looking for a code reference or commentary mentioning footings, but to no avail. Strictly by code -- I'd guess it falls to "All other members not identified" KLL = 1. Thanks in advance for your input.

This may be correct - but here's my line of thinking - if the SCBF is designed to dissipate energy by yielding at the foldline of the gusset plate, and all other detailing of members and connections has been done to "ensure" this will be the case, including anchorage to the foundation (for...

Hello All, I am designing an SCBF in SDC D. Per AISC Seismic Provisions (C8.5, 6.1-147) it seems clear that the connections of the column base to the foundation shall be designed for either the seismic loads with overstrength or loads based on member strengths, whichever were req'd/governed for...