Thank you, it all clicked once I read chapter 8. I was stuck for multiple days with this.
I would appreciate your work, but I'll post my file instead for anyone wondering in the future. And also post the snippet from the textbook chapter 8 explaining.
I put a simply "=if(" function at the...
I have a curved steel beam very similar to the example attached from page 300 of 7th ed Textbook by Roark's ...
My question is that the solution values don't make sense.
1. If you plug x=37.59 and x=130.9 into the Tx formula you don't get 13,100 in-lb & 8790in-lb respectively. (I get from...
1. 5000lb is the unfactored load.
2. That is in any direction in a 360 sphere, use engineering judgement to figure out the critical direction Shear, Bending, Axial Tension.
3. Eccentricity is whatever the height or length of the anchor. Where does the person attach to?
I have a follow up question:
Do precast mid landings and (in some cases) precast floor landings need to be rigidly connected to the core wall or placed to allow sliding deflection?
I agree if the stairs are rigidly attached to the landings and the landings are rigidly attached to the core walls...
Hire a lawyer.
I imagine the first thing that would happen when someone new steps into water is they fall over and (these being strapped to your feet I assume)would float up to the surface while the head sinks to the bottom.
And then they drown, that's where the lawyer comes in.
You can make your building heavier by:
1. Increasing depth of Raft slab or any other structural members
2. Use heavier denser aggregate in Raft slab.
Since this is a service case I don't think you can reduce H in any way.
DanielSgeo,
I_E: Importance Factor is not impacted by the SC it is dependent so on the type of building/purpose of building.
Like you said the SC does impact the Fa which you use to modify your Sa(0.2) to get your S(0.2). Sounds more complicated then it is, just take a look at section 4.1.8...
DanielSgeo, your question seems very straight forward to me, so here I go:
Simply put by designing a building in Site Class (SC) D vs F you are significantly reducing the horizontal seismic load that the building is designed for. I think you already knew that but your Sa(0.2, X_D)=0.446 vs...
mikek396 your calculations are probably right and the previous engineer is most likely being unconservative.
I find this type of construction related/temporary works has the most cowboy engineers around. That FS is the only reason that they get away with it. Probably due to the pressure from...
Draw a sketch, those are always helpful.
1. not sure what you mean by plain slab? Are you saying unreinforced, probably not...
2. 1ft cantilever is nothing as long as you are pouring a structural slab ~6" thick.
3. Beauty of engineering is anything is possible, dams are almost vertical and yet...
Craig_H yes 0.3 kPa in the vertical plane is around what I get.
You hit on my main concern which is I don't want to include partitions as line loads on the floor, because the Architect moves the partition walls around dozens of times until IFC, but 1kPa is way too much.
I guess the Canadian...
In Canada, the Code specifically states that a partition weight of not less than 1kPa (20psf) (NBCC 2015 CL4.1.4.1.3)) be added to the Dead Load.
That’s a lot of load to add to residential wood stud suburban home. Considering that the self-weight (wood joists +subfloor) ~0.3kPa (6psf). And the...
WesternJeb the issue with bearing pads as it relates to use in buildings is that what do you do if they fail.
They are used commonly in bridges as BridgeSmith mentioned, but bridge abutments are huge with lots of space correspondingly the bearing pads are huge and the loads are large but the...
I have had bad experience with elastomeric pads. I would thicken and oversize the steel bearing pads to spread the load out over a larger area reducing stress.
If you do go with the elastomeric pads depends on what you choose but there are criteria that can respond to your concern. The...
Hi Tomfh,
The first response at my previous link says:
"Non-Composite:
If your deflection due to total load is say 3", then cambering the beam 2" will cause a final deflection of 1" (L/480). Cambering does not override the deflection checks, it only helps in keeping it within the code...
Hi,
Cambering a structural member simply masks deflection from the viewers eyes OR after cambering a member can we subtract the camber from the deflection requirements?
I have seen both approached such as “purpose of camber is to mask deflection, it does not reduce the total deflection” pg3...
Hello,
In reinforced concrete flat plate buildings we design the deflection for L/360. This would be the deflection at the mid point between supports of a continuous slab.
I am testing a scaled down version of the slab, and it is loaded with a point load. How would I compare the deflection...
