I don’t like this detail. Contractor seems to have a bunch of Simpson hangers laying around and no welder or PDFs.
Wood has a tendency to shrink and check, and it can crack around fasteners. Best to use more smaller fasteners than fewer large ones.
Also, the NDS is pretty clear in 3.8.2 about...
If your plan is to cast a topping slab to increase negative moment resistance, then you need longitudinal steel in the topping and you need shearheads at the interface. You might be better off embedding near-surface reinforcement, instead.
What is the problem, exactly? Idealizing any of these as fixed will give you more problems when you start thinking about deformations.
Treat it like wood: pin everything until you can’t.
You need to stress to your stakeholders how wind works, fundamentally.
Your calcs are for a dead-on wind, broadside onto the unit. You cannot predict when or how this happens. In real life, we have some that don’t tip over because the angle of incident wind is not 90 degrees.
Further, wind...
The US Mining Industry published the premiere documents on vibration damage. All other studies since somehow either try to redefine damage thresholds (e.g., museums) or restate/reframe the conclusions of the mining publications to suit the interests of the publishing authority. The bottom line...
Thank you for the input.
Bracing was the first thing I checked. Webs are braced out of the truss plane at mid-height. I also set the in-plane effective length as 80% of the web length, per the allowance in TPI.
A private client wishes to add load to their roof. Thus, I am analyzing their most critical monoslope wood truss in RISA3D. The span is 50 feet, and the slope is 1:12. The truss is in service. I documented my own measurements and other truss details for the analysis. Later, I procured the...
Thank you for the suggestion. Negative e.b gets me closer to the "correct" H.b (negative) and H.c (positive). However, it also introduces wonky V results and a moment into the "beam" (baseplate). It also does not help me to understand the derivation of the Fig. 4-22 equations.
My reading of UFM...
I am having trouble deriving the equilibrium equations provided in Fig. 4-22 of AISC's Design Guide 29, entitled "Vertical Bracing Connections - Analysis and Design." Refer to Sections 4.2.4 and 4.3 for a discussion of the analysis procedure(s).
Considering Example 5.12, I can only replicate...
All,
I have a repair project located in a smaller city of Alabama. The building is a single-story retail structure with wood stud walls and pre-fab'd wood roof trusses. About 200 square feet of roof area is in need of attention following a tree impact. Before diving into any calculations or...
We tried to field-measure every section, today, but were missing several thicknesses and lengths due to access issues. We put the idea of building a model to bed.
I ended up hand-calculating global shear and moment diagrams. I backed out axial chord forces from the maximum moment and joist...
First time poster
We, a private consultant, performed a load survey for an owner on their large warehouse building. There were precipitating load events prompting our survey. In one area, we discovered that the 30K7 roof joists supported four new 6-inch SCH10 fire suppression lines. The lines...
