dhengr
They are super exhausting!
Designed a welded connection and the came back telling me that they don't have welders on site and they are not willing to hire one
Designed a bolted connection and they told me its expensive option
I actually suggested using stud bolts(nelson stud welding)...
The cantilever is 60" projected (cantilevered canopy outriggers)
spacing = 48"
cantilever HSS 3" x 1/2" x 1/4"
End plate fillet welded at the end of HSS 8" x 6" x 3/4"
Main HSS Beam is 12" x 6" x 3/8”
Main beam is existing and the outriggers will be fabricated in the warehouse.
Hey
I am designing a connection of cantilever beam with end plate connected to HSS Beam. The customer doesn't want to weld the end plate to the beam so I proposed the HSS expansion bolts
it seems that these bolts are very expensive so they came back to me asking for different type of...
I may have explained this in a wrong way (to be honest I did not know what exactly needs to be done )
It is actually a CCTV Camera pole with double arm (Height is 26ft and each arm is 12ft)
when the client did performance test on the pole itself the vibration was too much on the arms and the...
i am designing a traffic signal steel structure ( Pole height = 26 ft and the cantliever is 12 ft)
the client is concerned about the vibration since they will install cameras on those cantlievers
I am not sure what are the procedures to design such thing ? can anyone provide me an example or...
I am designing a continuous steel beam per AISC360. The left side of the beam is cantilever with span of 156" (refer to attached image for beam statical system)
Applied loads are Dead and Live Loads only.
I am using Florida Building code TABLE 1604.3 to determine the allowable deflection for...
I am converting the Velocity pressure to ASD before adding the pressure coefficients which depends on the shape and size of the building as you mentioned. I am doing so since the Velocity mentioned in ASCE7-10 and ASCD7-16 is V ultimate .
Long story short, I convert the ultimate wind pressure...
I am using ASCE7-10 and ASCE7-16. and usually I use ASD Load combination
Wind Load is always multiplied by 0.6
Question:
I am multiplying the qz(velocity pressure) x 0.6 to get q asd
does that mean that I cannot multiply the wind load pressure by 0.6 while doing the load combination ? or...
Hey
please see two attached photos of a concrete bridge being built next to exiting residential building.
( I don't want to mention the country but the wind speed is around 80 mph)
since I am not expert in bridges design I need some answers to the following with some references please...
So Far the limitations I found for a 42'' x 52'' Guard rail :
AS/NZS code:
Min [H/60+L/240,1.18''(30mm)]
Allowable deflection= 0.919''
ASTM E985 Section 7.2:
Min(H/24+L/96, H/12)
Allowable deflection = 2.29''
Florida Building Code:
allowable deflection of cantilever = 2xH/120 = 0.7''
ICC...
Hey all
I am designing a Guard rail in Tampa, Florida and I did a lot of research to figure out the Deflection limitations but couldn't find actual solid resource.
can you please provide me the resource for the deflection limitation when I apply 50 PLF or 200 Lbs on the top rail or vertical post.
Hey all
I am designing Curtain wall Mullions which got tested per ASTM E330 and my calculations are not matching the test by 33%?
this is aluminum profile and I applied 1.65 as factor of safety per ADM 2010. is there any way that we will have to increase the allowable stresses by 33% ?
also...
I Attached the STAAD Model I did so you can see what happened and what did I do so you can give me your feedback
The line load is approx 10 Lb/in downward
The stresses increased on the upper bolt row as seen in the model and the plate is not considered as 100% fixed connection.
the...
Hi
I am designing a cantilever HSS and due to architectural reasons the client want the beam to be on the edge of the End plate per this picture.
I used STAAD Model to do 3D Free body analysis for this end plate with the HSS and there were no weird stress there. Is there any restrictions in...
