The below video should be enlightening and give you the necessary background information to let you make this determination using your engineering judgement.
Link
I understand multiple load combos exist and I understand the difference from tributary area and effective area.
I think everyone knows that the out-of-plane pressure on the wall should be C&C but what about the uplift from the roof trusses?
I am asking when you design the load bearing wall...
Per ASCE 7-10:
When you are designing wood load bearing studs supporting low slope wood roof trusses, do you include an uplift value in your axial load determination due to wind? Do you use MWFRS (say Cp from Figure 27.4-1) or C&C? Say tributary/effective area is less than 700sf.
For the...
Reinforcement above the neutral axis (for positive bending) will be in compression. For strains less than the yield strain, the force will be equal to the strain in the bar * modulus of elasticity (F=E*ε, hooke's law).
What is failing exactly? Legs in compression? Diagonals? Bolts? It's been a few years since I've used tnxTower but I don't recall anything "special" about 60deg legs besides using the built-in tool to create the leg shape.
Assuming you aren't in a seismic area. Look at replacing the braces with a chevron brace and put door in the middle of the bay. Or try a single brace if the door needs to go towards the end of the bay.
Here are a couple of webinars which discuss these types of connections:
https://www.aisc.org/education/continuingeducation/education-archives/flexible-moment-connections-n28/
https://www.youtube.com/watch?v=SdoZaCu7YLo
You should design based on the building code adopted by the state/locality the project is located in.
C2.3.1 is related to the "Direct Analysis Method" which you would use to design your structure for strength considerations. The 20% stiffness reduction does not need to be taken for...
The beams in configuration A will have to be designed for the accumulating axial load as the horizontal component from the brace above will have to travel through the beam to the brace on the opposite side. Configuration B has a more direct load path and the beams would only need to be designed...
ASTM A500 GR C (50 ksi for square/rect, 46ksi for circular) is the preferred material for HSS per the 15th edition manual, hence the use of Fy=50 ksi in the 15th edition manual.
See the recent article from modern steel construction...
Here is a link of the proposal from the design build team. I have a hard time imagining that the project would progress to construction without a design that considered the simple span condition before the the back span was placed and the two were tied together. I don't design bridges but aren't...
You can use the below tool from ASCE and find the ASCE 7-16 wind speed using the address or longitude/latitude of your project (wind/tsunami values are free to use)
https://asce7hazardtool.online/
This seems like a channel we would sometimes use to reinforce monopole telecomm towers during my time in that industry. We referred to them as "aerochannels". They are so heavy due to the restriction of fitting on the flats of these towers, which can get rather small near the top of the tower...
All of the length of the wall past the start of the opening would probably be ineffective to behave as a shear wall. The left end could also be ineffective depending on the height-to-width ratio.
I would think a 5/8" thick angle could take a ~2.25 kip (10 kN) reaction with no trouble. Can't you reduce your considered eccentricity by considering the centroid of an assumed bearing stress (uniform?) on the angle leg and taking the eccentricity to the edge of the fillet of the angle? Also...
