We've heard from quite a few of our users about this. We also base our calcs on the understanding that Case (c) is the one that applies for walls and footings. You do get the benefit of ignoring the size factor (lambda) for footings at least (Clause 13.2.6.2).
The typical solution we've seen...
When I was designing aluminum footbridges, we almost always went with Warren pony trusses. This was the most efficient structurally as diagonals in welded aluminum trusses are typically governed by tension members due to the weakened heat-affected zone.
Keep in mind you will typically need...
Depending how long the rod is, you may be able to do a post-weld heat treatment somewhat easily - though I haven't seen much literature for something as thick as 45mm. Aluminum cantilevers in general are brutal because of the HAZ. I dealt with this before for railing anchorage.
Depending on...
phamEng that was a super enlightening read - thank you for sharing that! Good memories from my structural reliability class. Easy to take for granted now but the amount of coordination that would've needed to happen for all specifications to accept load combinations, resistance factors, and...
When I was working in aluminum design-build (almost exclusively with 6061-T6), we'd generally spec ASTM B221 for extrusions. That's typically what our suppliers would have on the MTRs as well. For plate we'd sometimes ask for B209 as you get a slightly higher ultimate strength (290 MPa vs 260...
Just taking a look at the units it seems they no longer match as they did before.
We've had great experiences calling the California Building Commission to inquire about typos / clarify clauses. Their phone number goes directly to a real person and they've typically been able to answer...
If you look at Section 1610.1 in the IBC, they provide some minimum lateral soil pressure values for a wide range of soil types. I think that's what you're looking for.
Instead of calculating Ka using the friction angle, the IBC gives out the pressures in pcf - they're basically just doing the...
Hi GVCivilGuy,
We're actually right in the middle of finishing our updates for CBC 2022 here at ClearCalcs. We've focused on single-family residential (HCD-1 amendments). We've got most everything done, biggest thing left is updating concrete calculations to ACI 318-19 as it's newly referenced...
Hello! We've had a question come up in our team and it's got us curious and looking to find out a bit more. What deflections would you typically consider in a roof assembly with rafter and/or collar ties? Some ideas here:
[ol a]
Absolute deflection at ridge (for your L/ value, would you use L =...
It won't help for walls and slabs, but there is an exception for the size factor used in footings - see Clause 13.2.6.2 that applies for "one-way shallow foundations, two-way isolated footings, or two-way combined footings and mat foundations."
www.ClearCalcs.com
My first thought was to look in Roark's Formulas for Stress & Strain but the condition for 4 corners + point load isn't in there. I did find this website that offers the calculations (have not vetted it though): https://www.xcalcs.com/cgi-bin/tutti/x3calcs.cgi?d=i_4_0_2_15_4&l=en
Hope that...
You'll want to look at Clause 25.7.1.3, which gives the requirements for anchorage of stirrups (NB: the code doesn't require that stirrups be developed, but rather that they be anchored). Generally, unless you're using #6+ stirrups where there are additional requirements, you need a longitudinal...
I suppose you could perhaps use the plain concrete provisions as a lower bound - in which case Table 14.5.5.1 would be your friend to find a shear capacity.
But thinking further - you've got to have some minimum steel in your slab per the relevant provisions. It sounds like you're concerned...
The Commentary for AISC 360 also includes values of Beta_w for most typical angle sizes. You can find it for free online here - page 404 in the PDF.
-Laurent
www.ClearCalcs.com
One thing I realized doing my Masters is that I was generally happier doing things that interested my supervisor than what I thought was "the best thing". It led to far more interesting conversations, more attentive support, and interesting opportunities like attending big conferences. And in...
Assuming you're using the ADM, what I've usually done with fillet welds is to just draw a 2"x2" square centered on the heel of the weld and everything within it is part of the HAZ. Something like in the image below. I suppose you could make a case for a 1"-radius circle instead, but in most...
If you want a hand-calculation equivalent, I'd highly recommend taking a look at Nettleton's Arch Bridges. Oldie from 1977 but still highly relevant and discusses both theory and application.
You can find a free copy here: https://repositories.lib.utexas.edu/handle/2152/14231
www.ClearCalcs.com
Couple options that come to mind:
-Drill new holes down on your "intact" baseplate flanges and avoid dealing with the existing bolts
-If you can move the base plate, easiest is probably to grind the bolts flush and just move/rotate your plate off 1-2"
-If your baseplate hole clearance allows it...
To expand on Tom's answer - you'd want longitudinal stiffeners which would significantly reduce your b/t ratio. Transverse stiffeners are typically not considered to increase your local buckling resistance (they'd have to be really closely spaced to have any effect).
Other than in large...
