should fdn loads supplied for fdn design include omega-factored seismic loads....Cat D, industrial....the basic question is where does the application of this over-strength factor stop being relevant in the design of the fdn..AB embedment, fdn design, soil bearing press, etc ... thanks
The simplest way to present this question is to assume the following:
Typical formwork.....6in wide by 7ft tall and filled with gravel.
What is the design pressure from the gravel?.....thanks in advance for your response.
Attached is a col splice I designed and have nagging concerns about. It is a hopper platform of approx 11' by 16' with moment frames in each direction. Indoors, ASCE7-05, seismic cat "B", seismic shear is 0.05W, overstrenth factor of 3.0, Cd=3.0, used R=3.0. On the frame shown in the attachment...
I am investigating the installation of equipment on an existing 2nd floor deck which is over 20yrs old...the equipment has four support legs spaced approx 26ins apart with 4" circular base plates....the weight of the equipment is 5500 lbs total and the equipment will be located midway between...
It has been brought to my attention recently that lack of oxyen can cause ss to corrode as quickly as bare carbon steel.....I had always assumed that ss was the way to go in a potentially corrosive atmosphere...this issue came up with a coleague who is anchoring a system underground(soil) and...
looking for an economical and no-hassle way to fulfill the PDH requirements for my PE....based on your experience, who are the best oufits out there offering courses to meet this requirement....thanks
attached is a concept for installing an equipment platform inside an existing warehouse that has an existing conc slab and limited headroom...the upper portion will be shop assembled...the lower portion consists of (4) loose cols......using (2) cranes the upper portion of platform w/equip is...
with a 1 1/2" dia pipe for the railing, the H/R post is the weak link....the post spacing is governed by the uniform load of 50 lbs/ft on top rail.....for indusrtial bldgs(non-public access) the 50 #/ft seems excessive to me....I would appreciate some feedback on how other engineers are...
Does anyone know of the current code that Bolivia, South America, is using.....interested in the wind speed also...project located near "Ururo"
thanks for your input and help
OSHA requires 7'-0" head clearance..
I have been informed by another engineer that IBC rerquires 7'-6" min clearance with some exceptions...
does anyone happen to know what section in IBC 2006 that this requirement is in..
this project is a non-public, industrial maintenence platform....
thanks...
when is a field steel erector inspector required during erection of the steel?.....
in this case the fabricator is also doing the erection of the steel...
if required, who is reponsible for hiring the inspector..
I am supplying Design Engineering dwgs and a set of the approved shop fab dwgs to...
I am designing some support stl for equipment that is going into an old warehouse.
This area covers about 30'x30' of this large warehouse.
Customer indicates that there is an existing 5" concrete slab on grade about 30 yrs old.
Within this are there will be about 12 conc loads from col's some...
does anyone know the ramifications of using a steel erector that is not certified by AISC, specifically does not have a "CSE"...
in this case the steel fabricator is also doing the field steel erection.....
thanks for any insights...
I have a braced frame structure about 30' high supporting some equipment located inside a warehouse.
The seismic loads are small (.06W).....
What minimum lateral load would one design the structure for?...I would tend to use 10% of the total weight when there are no other major governing loads...
This subject is unclear to me...AISC 89 min weld size based on THICKER part JOINED...AISC 2005...min weld based in THINNER part....ok so far..
when I read the commentary in 2005 for the reasing behind this is where I get totally confused which is a common occurance in my experience in using the...
I have a question about the loads that a fabricator usually uses to design connections when member loads are not indicated on the engineering dwgs....in this case the fabricator said that they use the loads recommended by AISC...
my question are:
on compression braces...would this mean that they...
This supject has been posted before and there seemed to be no definite conclusion reached..so I am posing it again to see if there are any new insights or experience on the problem
..project is in the state of Georgia, US
...governing code IBC with GA amendments
problem...I am designing an...
attached is a sketch showing a gap in a platform grating with relative movement...one side could be grating or chk pl
is there any standard item available to span this gap and allow for the differntial movement or any ideas on how to detail it...
thanks
The thanksgiving holiday is fast approaching and in that spirit, here is a problem to ponder over the holidays.
A submarine is submerged and stationary 500ft below the surface of the ocean.
In a cabin right next to the chow hall, a 100lb turkey was resting on a table when it happened to overhear...
