Jay Z post is relatively correct although I don't think the building official can just deem it needs to be I=1.5.
A parking structure (that is seismically separated) and does not have egress through it in order to enter a hospital is not under OSHPD's jurisdiction. It is under the local...
I would suggest contacting a manufacturer's representative. Often their engineer's are very helpful. If you explain you are a student, they might help you with some design guides they use or sample calcs they run.
Just a thought.
A scissor lift normally figures on a floor with a design load comparable to a parking structure.. a lowly 50 PSF.
Most grating has a capacity well above that. Study the manufacturer's load table for the grating depth and span specified. Then as other's have noted, you can check the allowable...
In-plane wall shear stress and in-plane jamb steel design will also need to have the wall self-weight times base shear added if you're not including the walls in plane for your base shear in that direction, similarly as I described for check of the foundation.
Some methods do not include the wall self weights for the walls that are acting in-plane as the diaphragm doesn't see these loads. Therefore, as you have indicated you very well could have different diaphragm loading in each direction.
When it comes to checking the foundation system, you need...
Trying to understand the process... and who would really be liable?
If a homeowner does a remodel, doesn't hire a professional, uses a website for design information, and the structure fails, I would have to assume only the homeowner is liable.
Could you really go after the person that gave...
I also see rotation of the wall plan with it spreading at the top right and at the lower left as if that exterior wall dropped some. Interesting arrangement. Never seen that.
From what I saw the major culprit of damage was two things...
3 story apartment buildings with parking below.. which meant discontinuous shear walls and soft story.
The other was inadequate diaphragm thickness for a topping slab over pre-cast beams in a parking structure.
I don't think cross...
I also dislike the just answer website.
I don't even think he gave them the correct design either... LMAO!
That looks like overkill to me, but I didn't run the numbers.
I am still humping an old fx-115 myself that I bought from the student store in college. Solar / battery powered.. haven't even bought batteries ever! Made in China, designed in Japan.
who woulda thunk.
This part of the code is confusing.. When it comes to checking the diaphragm itself, you should using the Fp diaphragm design forces including a rho factor where usually Fpmin governs for your lower stories.
When designing the collector itself and drag beams, you use your seismic story shear Vx...
At Galileo-
Yes, don't mess with Appendix D with this high of forces. Fully develop the rebar by welding to the plate. Then lap to the rebar for the full length of wall. In high seismic zone when detailing for overstrength, the chance of getting a "headed anchor bolt" to work for anything but...
At mihmb-
This was a California Building Code requirement, 2007 CBC, Section 1806A.1, and the trigger was 12' not 15' and for a Cantilevered wall, not a basement wall.
I reviewed the current 2010 CBC, and it has similar wording but not the 12'. If you are on the CBC, take a look at section...
I would urge any designer that is designing a floor, where that floor system has vibrational constraints, that certain parts of the flooring be checked by hand or by a spreadsheet that specifically applies the principles of design guide #11.
Use the software to identify the critical areas...
@Firo-
If you are looking for some basic general design information because you don't have a soil engineer or soil report, I would go with an "at rest pressure" of 55psf/ft^3. This is pretty conservative and it usually isn't higher than this.
This is assuming the wall has drainage, i.e. no...
Not to be sarcastic.. but doesn't USGS have united states in it? Federal Agency I believe, so not surprising they are not supporting other countries.
Doesn't the Australian government have a similar agency?
I honestly do not want my Federal Tax Dollars supporting other countries, sorry.
I think your question is a little off base. You need to first look at your administrative code and determine what they will allow in terms of added mass to your existing structural system without triggering a code upgrade of the entire structure. Often around 5% to 10%. No more than 5% of...
Depending on your state, you actually cannot use the title "Structural Engineer" without an SE.
I have seen it twisted to Structural Project Engineer...but that is also probably technically not ok.
I'll let the legal minded folks chime in.. plenty of those here.. ready go!
But to answer your...
