Thanks for the recommendations - CJP groove welds seems to be the best approach.
However, can someone lend me some pointers on how to do the calculation with welded splice plates? How would you run the calc?
Thanks,
R
Any concern of weakness in the joint? What do you guys think?
At this point, I'm pretty invested in finding out how to do this calc. Any tips? Templates?
Please see the attached image for a better idea of what I'm trying to do.http://files.engineering.com/getfile.aspx?folder=f60fa04a-a8f0-4d6d-b2aa-1c2a8d270e32&file=ENG.PNG
Hey folks,
I've been having a bit of a hard time designing a full-capacity moment beam splice between two wide flange beams of the same size.
I'd like to design a splice that accounts for the maximum moment that the beam can sustain to avoid having to track loads of the existing structure...
Hello all,
I was talking to a friend of mine and we were discussing possibilities about multi-story wood buildings and shearwall concepts. In summary, I was wondering if anyone has ever designed a shearwall with sheathing that travels further than the location of its chords ie. holdown...
As a note for future reference to anyone using this thread as informational:
I detailed the doweling of 2 rows of #5 bars in a staggered formation to try to avoid inducing crack lines. I had those dowels fully develop in tension. The reason for the two rows was to resist any sort of localized...
@Geo and Hokie - I suggested the very same thing as well. The issue is that the planning department in this particular area is militant about uninhabitable space being converted illegally into habitable space, from what I've been told.
@Buggar - I think I'm understanding what you're saying, but...
The grade outside the retaining wall would be at the bottom of the stems. I would probably design temporary shoring confining the soil within, and pouring or shotcreting the face of the concrete walls. No input from the soils engineer yet.
If I'm reading your question correctly, I've heard that the general rule is that you want to steer clear at about 45 degrees projected outwards from the bottom of the footings in section - otherwise make sure to account for additional surcharge loading.
Hello folks,
I've been dealing with a challenge that I could definitely use some help on.
My client is looking to build a home on a relatively steep slope, going downhill from the face of the structure. The garage, which is at the face, is at the highest point at grade, and the grade continues...
Hello folks,
Does anyone have any suggestions with extending an existing mat slab?
The mat slab is 15" deep with #5 @ 16" O.C. E.W. T&B, and I'm wondering if my initial impression of doweling #5X18" @ 16" O.C. T&B and continuing the reinforcing would be acceptable? There are no significant...
Have you considered placing additional plywood sheathing on the lower face of the joists to increase the diaphragms allowable loads? Keep in mind that the additional stiffness may lend towards diaphragm rigidity.
The existing slab is a 15" thick, 2500 psi mat slab with #5 @ 16" O.C. T&B E.W. (15'X30' pad)
I have a projected 30k point load coming down on the extreme edge of the slab. I ran some preliminary calculations and I'm not convinced that the slab can take the punching shear or the localized soil...
@Kootk - How would you try to ensure base plate flexibility? If I want to 'guarantee' pinned behavior, how would you detail that?
@Dave - Thank you for your input.
@Teix - Okay. You would assume that the assembly has an inherent 10% rotational stiffness?
Thanks for the help. Any suggestions on how I can increase the allowable bearing stress in the soil as well? I was thinking of suggesting a cementitious grout product - do you have any recommendations? The soil is expansive, but I think additives like bentonite could address that issue?
Thank you very much KootK.
Do you have any suggestions on how I should design the base plate? Pinned values or go with the more conservative fixed values?
