To me the possible failure planes are the original dashed green, the red and the blue.
In my opinion it is a bit analogous to block shear here where the total blue perimeter has more bo than the red so the red is likely to have a higher peak stress.
I don’t believe this would require diagonal...
top flange hangers with up sloped seats add blocking between joists as needed to build up for the hanger depth. Will need to detail the blocking attachments for stability.
I believe edge/corner punching is one of the failure modes checked by CRSI, just remember the latest CRSI Pile Cap guide is based on ACI 318-14 they have yet to update for 318-19 and all of the wild reductions in shear that come with it.
Edit: Limit State P3, they also consider combined...
My understanding is there is no limit in ACI for which a free edge does not need to be considered.
In my experience for ACI software tends to follow ACI 318-19 figure R22.6.4.3 (bottom left) and extend the side perimeters in a straight line to the free edge. You usually give the software a...
I disagree here shear and moment diagrams are still applicable to rigid diaphragms, you solve for the wall line reactions via rigid diaphragm analysis then with the known reactions the system is statically determinant.
Be careful with the new snow in a few locations it is more than just a change to LRFD, the ground snow loads have also received a considerable boost. There was a structure magazine article covering it, https://www.structuremag.org/article/ground-snow-loads-for-asce-7-22/
Check this thread: https://www.eng-tips.com/threads/python-solve-functions-help-for-a-noobie.446950/
Also see this article by Donald Brandt: https://www.aisc.org/Rapid-Determination-of-Ultimate-Strength-of-Eccentrically-Loaded-Bolt-Groups
good call, believe you are correct. I'd probably double check against any requirements for the tie reinforcement but barring anything there then I do think you could take advantage of 9.6.1.3.
The intent of 9.6.1 is to have enough reinforcement in the section so that Mn exceeds the cracking...
If all member ends are released at a node then the node itself is free to spin, puts a 0 on the diagonal of the stiffness matrix. In the software I’ve used they either throw an error or warning about this and Risa will usually lock the node and continue the run.
With my limited understanding I think in the 45 degree layup it acts more truss like while straight layup does exhibit the small moment connections you noted before. I think you have the Building Structural Design Handbook while not an extensive coverage it's more than I have seen anywhere else...
My take on this has been that ACI 318-11 and under the reduced inertia tables for placed under the "Effective stiffness to determine lateral deflections" heading which to me indicated that the intent was for those values to be used in full structure lateral analysis. Additionally traditional...
Easiest to model the columns, but in this case since the beam column joints are pins in theory you could replace them with springs of AE/L
A = Area of Column
E = Young's Modulus of Column
L = Height of Column
Relative stiffness of the beam and support will play a role. If you have access to a frame program like MASTAN2, RISA, Elements, Robot, Visual Analysis, etc. it should be pretty quick to model the beam and supporting columns to better approximate the reactions.
1) yep, See NDS section A.11.3
2) nope gyp board is commonly considered for bracing, if it can be used for global shear resistance of the building it can handle the bracing forces.
3) not aware of any language to this effect
4) Nope, sheathing need only be applied to the compression face of the...
One thing to be mindful of is for lets say the base of a shear wall you are really designing for a shear per unit length where in Hilti's tool you are telling it a single concentrated load to then be distributed to the anchors using the plate. If this was truly a concentrated load case then I...
