@Bookowski and @JAE, You both make great and valid points. I probably should have looked at the commentary in the code, which explains what you said:
I just have a situation where the beam is fairly small and lightly loaded as it’s in-fill beams and has a reinforcement ratio that is above...
For computer programs that can easily calculate Ie, this seems to have the ability to increase deflections. I understand that many people might use 0.35Ig for hand calcs or spreadsheets to be conservative but in cases where programs are used that can quickly calculate the code Ie, if I’m reading...
I was wondering if anyone else had come across the slight change in ACI 318-19 to the calculation for the effective moment of inertia for non-prestressed sections. I ran across it while trying to replicate an existing design but using the new code and my concrete beam deflections shot way up...
@Celt83, You are indeed correct after I looked into it a bit more. While the size effect factor does reduce capacity, the new rho term has a much larger effect. In looking at the numbers from the situation in my first post if I were to see the size effect factor to 1, I still have roughly a...
@celt83 I reached out to ACI to ask if the size effect factor can be neglected in pile caps and their response was no it can not but in simple one-way and two-spread footings that bear on soil you can indeed neglect the factor so spread footings shouldn't be affected too much but the new...
@bones206 (sorry I don't know how to quote your post)yes in looking at calculations it seems that way that one-way corner pile shear is controlling in some cases. Based on the good old CRSI Pile Cap Design equations you can get "deep beam" shear action for the one-way shear at the face of the...
Bumping this thread to see if anyone will respond. I got back into this project and am essentially getting that one-way corner pile shear will never work using ACI 318-19 with anything reasonable depth.
As a follow up, could you interpret the code that a pile cap is a two-way isolated footing or a mat foundation (if it is large pile cap for a shear wall for instance
I have seen a few threads on here regarding the new one-way shear (reduced) capacity for slabs and pile caps in ACI 318-19. This change is seemingly only now coming to the forefront because more municipalities are adopting the 2021 IBC. I have not seen a thread yet regarding one-way shear...
The pre-engineered trusses that bear on the wall should have an end vertical member which would limit the wood shrinkage. Even if there isn't a vertical member at the end of the wood floor truss, the addition of 2 or 3 more top chords (at 1.5" thick) would still have less shrinkage than a floor...
I have a few questions on what others do in calculating the deflection of a wood shearwall. In my specific case I am looking at the deflection due to wind.
1. In the 3-term deflection equation in SDPWS, it uses Ga (apparent stiffness). For seismic conditions this value is given in the nominal...
Looks like I will be spending some time calculating the capacity the long and old fashion way, by hand for these equations. I just wasn't sure if there was a table someone had created. You would think the LSL or LVL rimboard manufacturers would include this in their literature as it isn't hard...
I don't work a lot with wood but currently have a project utilizing LSL rimboards beneath wood framed walls, some of which will be shearwalls. I understand the mechanics of the shear transfer from the wall above using 16d nails from sole plate to the LSL and from the diaphragm to the LSL via...
