@WARose,
The steel sections is 50x3 Square hollow section.
The F* is the shear force being applied from wind load on the external window.
Please note, there are studs located between the SHS droppers to carry external stone cladding. I haven't considered this in the calculation of shear...
It's actually an end plate connection for a dropper from a slab soffit that will carry an external (PFC) window lintel.
The horizontal force will come from the wind load on the window. These (SHS) droppers are spaced @1400 ctrs.
The reason the bolts are in this orientation is the fact that...
I don't think PROFIS will calculate the base plate.
It says the following:
"The anchor design methods in PROFIS anchor require rigid anchor plates per current regulations. This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the...
Hi,
I'm looking at a handrail stanchion type baseplate (where the two anchor bolts are perpendicular to the bending moment).
I'm used to designing moment connections by resolving the bending moment into a tension and compression force and then using this tension force to calculate the size of...
Hi,
I was wondering if it's common to use retaining wall toe to double as a footing for a column similar to the detail shown attached(except the wall will be in-situ concrete and not precast).
What checks would I have to perform to ensure it works. The retaining wall itself is adequate to...
Hi guys,
I was unsure whether to ask this question within the mechanical subsection or structural. As a structural engineer I opted for the latter.
I'm currently working on a design check on an existing feed chute for an iron ore mine. We have changed the support conditions of the chute and...
Hi all ,
I'm working on a buried concrete tunnel design and would like to achieve a modulus of subgrade reaction (Ks) as high as possible (>120,000kN/m³) with an engineered backfill. I'm not a geotech engineer (just a structural) but I was wondering if anyone had any ideas of how I could...
From the wind. I may be a tad conservative (probably closer to 4 or 5kN) but when I treat the walkway (3.2m long x 0.75m wide x 2.2m high) as a free standing roof, and using a net porosity factor based on the size of the grating, I calculate a small but not insignificant uplift wind force. I...
As mentioned, the client requested this. I would do a footing or pad if I could. The reason for this tie down system is because the structure will be sitting on an asphalt pavement. They don't want to go digging it up because they'd have to remove sections of the conveyor to do the works and it...
Hi,
I'm currently doing a design of a steel stepover structure to allow access across a conveyor. The client have requested that they want to use steel stakes/piles to tie the columns directly into a cement stabilised pavement. The standard piles (or stakes rather) are 20mm diameter by 360mm...
Hi all,
I'm currently designing a fixed column base connection and have found a few guides which explain the design procedure for base plate size, bolt size and other requirements to resist both moment and axial force. However, all of the resources I've found assume no stiffening at the column...
AHHH of course. I never thought about changing the global axis!
Thank you!
So you're saying I should just manipulate the axis of each node and then calculate the resultant stiffness using pytahgoras?
Regards,
Keith
Hi guys,
I'm a graduate engineer and I'm looking at modelling a steel tunnel lining in Spacegass.
I have all of the information including the geotech report but I am having trouble inputting the support conditions. I know there should be springs (reflective of the soil spring stiffness) at...
I'm looking for information on the weight/density of material for typical industrial heavy duty electrical cable wire as I need to design a cable tray support system.
Anybody dealt with this before?
The cable ladder allows cables to be layed to a depth of 115mm and a width of 600mm so if I...
Yeah I don't mind going through the motions, however long it may be. I eventually want to make my own spreadsheet to solve some typical problems of this nature.
Yes, Spacegass is the structural package I use the most but I have not bought the connection design package as of yet.
Thank you for the help Trenno and TLHS.
Oh, what you said TLHS, is precisely why I ask. This is more of a learning exercise so I can better understand the software when I go on to use it later in my career.
Cheers.
Hi, I was just wondering what's a good way to do a complete, rigorous moment connection design, in say, a moment resisting frame, for example.
I am trying to do a hand calculation as I don't have access to connection design software packages at the moment. What kind of checks do I need to...
Hi guys,
I'm currently working on the design of a conveyor salt stacker which includes four 45mm diameter rods as stay supports. I was trying to find some guidelines for the maximum allowable deflection of a cable stay in a structure like this (I guess it could be treated as a bridge). I'm...
Thanks for the help. This is exactly what I was looking for. The only concern I have is that the backfill is not sloping indefinitely, it has limited extent (peaks at a horizontal distance of 20m away from the wall at an angle of 30°) and according to an *old* copy of Reynold's reinforced...
