Dear All,
using American standards here. For overturning checks, one gets quite different results if he does 1) or 2):
1) Dead*lever / (Moment,wind + Buoy*lever) > SF,min
2) (Dead - Buoy)*lever / Moment,wind > SF,min
In my opinion, 1) is the formally correct approach (note that it brings to...
Good day,
I am trying not much successfully to convince myself that those vertical vessels will perform happily when the following are applied:
** Table 15.4-2, "All steel [...] distributed mass cantilever structures not otherwise covered herein, including [...] skirt-supported vertical vessels...
Dear All,
I am assessing existing sockets per subject for a very small addition on top of a structure and unfortunately I have stumbled upon a wrong rebar detailing for the horizontal bars in the socket walls, internal sides.
Let's see if I can paste a sketch.
Link
The horizontal bars in the...
Hi All,
I am reading ASCE 7-16 and AISC 341-16.
I am dealing with OCBF and OMF, so I have R=3.25-3.50, say R=3. Anyway this post could be extended to concrete SFRS as well.
In those codes there's no requirement for designing the foundations for seismic forces stronger than those that the...
Hi all,
I see that reductions are set for masses in Section 12.7.2, ASCE 7-16 (Effective seismic weight), that's fine, it's related to the likelyhood to have those loads during earthquakes.
It's the combinations in Sections 2.3.6 that are not fully clear to me. If I am requested to consider...
Hi all,
could anybody indicate technical references for the structural design of sockets for precast columns (US)?
The best would be to find the refs after which a spreadsheet I was provided was made.
A couple of formula used:
Kn=(Mu/phi)/(b1*(d_eff)^2)
rho=0.85*fc/fy*(1-(1-2*Kn/0.85fc)^0.5)...
