See the link below. Granted, this is from one angle, so we don't know what is happening with the core at this time step. Could one under-reinforced/low-strength column be the fuse? Looking at the video, it seems like an immediate blowout, which is wild. What is also interesting to me is that...
Sentence 2 in 4.1.5.5 answers your question. Whatever produces the most critical loading, the roof live load or snow and rain. The idea is that the live-load due to people being on the roof is low in comparison to snow, especially in most parts of Canada.
However, it's worth clarifying that...
If the continuous bars are critical, call in a GPR or rebar scanning company to confirm that. If dowels connect the curb to SOG, you could count on some of that for uplift. If there are no dowels, you should probably check the sliding/shear interface as well, although I doubt it's controlling.
How badly is this thing uplifting?
Could you locally drill and epoxy some dowels at the columns that need them most? I feel like that addresses the root of the problem the most directly. This depends on the height of the curb, SOG thickness, budget, etc though.
You could make 2 nodes at the same point, and define a zero-length element with stiff x and y properties and no rotational stiffness. I did something similar for a project with RBS connections, instead of 0 rotational stiffness, the rotational stiffness was based on the hysteretic behaviour of...
Just because it complies with earthquake regulations does not mean it's the most efficient design, as I think Cliff is alluding to. I agree with Cliff, though. Is moment-frame action not a poor bang for your buck in terms of lateral performance? All your lateral resistance is concentrated at the...
Ming,
Asking the forum if this is "good" or "safe" is a bit asinine. How do you know it's not safe? Maybe this residential foundation wall is using 80 MPa concrete, I don't know.
Is it nice to free up the floor plan by bearing on the foundation wall when possible? Sure, architects would love...
If you're asking someone to comment on whether a design is safe based on the limited information you gave, I doubt you will find any takers. It holds no water without having access to the bigger picture.
However, I find as a general trend, more steel is finding its way into homes, especially...
@TLHS: Just my thought was if you could partially unload the column, install the jacket nice and snug, then reload the column. I feel like you would get better load-sharing as now the additional load will engage the jacket as opposed to trying to tension it under the full loading to get full...
I don't think the jacket philosophy is a bad idea. The spalling occurs because there's no confinement at the top of the column. If you could somewhat shore the condenser bearing point (somehow) and take some load off the column, you could go for a post-tensioned collar approach. It's quite an...
Hello,
I am trying to use the section cut tool in SAP to determine weight forces for a given storey. I've been using the base reactions and a section cut just above the base to verify that the tool is working; however, I am not getting matching results. Does anyone have any ideas as to why...
Fair enough Cliff. Depending on the number of framed connections, channels could still be an option in addition to the bottom flange plate at those framed connections.
Shop drawings while some are boring (those 300+ page OWSJ packages are one), are also an essential phase/item of any project, as everyone here has mentioned. Also, sometimes it's nice to see other designs and details that you can learn and take inspiration from as well.
I find what's helped me...
