I dont think it's enough to stay the pedestal is strong enough to resist the total shear, otherwise you could end up with some strange designs with the shear lug less than 2 inches from the edge etc.
Check whatever code/recommended practice you are following to see if there is a comment on...
If i had ideastatica to hand i'd give that a go, but i dont. Since I posted yesterday, i decided to use a beam element FE model (a 3 member, 4 node model : 2 members for chord and 1 for a y-joint branch) with 6 different loadcases, expecting that it should give me enough guidance to confirm or...
I'm looking at an accidental case in a 2d HSS frame that would result in load in the branch members for all 6 degrees of freedom (axial, torsion, major axis shear, minor axis shear, major axis bending, minor axis bending).
The members have the capacity for the combined load so the next...
Hello.
we use STAAD , which has many national steel design codes. I think i have seen chinese codes on the list of STAAD options so that might be useful if you use different design standards.
Others can correct if I'm wrong but i think the american civil code uses the durst curve as mentioned...
I have been looking at ArcelorMittal Portal+ design software (v1.39) from https://sections.arcelormittal.com/design_aid/design_software/EN
It seems to be a fair complete prelim tool for portal frame design to eurocodes with lots of clear info in calc reports.
Has anybody used it in earnest...
AFAIK yes there is a difference between the two types. I think the UK sections are direct metric versions of the old imperial section sizes using inches so you have dimensions with irregular values.
The EU sections seem to be based on metric sizing from day one so the dimensions and size...
Appreciate the responses folks, the consensus forming seems to be to simply take the conservative infinite length coefficient of 2.0 when considering individual elements.
Not familiar with ASCE 7 but from a quick scroll through it , I couldnt find any information on wind coefficients for...
The image attached in the first message hopefully coveys the concept of a non regular lattice unclad open frame with a significant amount of members.
Approach 1 uses infinite length coefficients, sketching an infinite beam might be hard.
Approach 2 suggests using average length, sketch is >...
Wind force coefficients for flat sided individual members are dependent on their slenderness (and thus their length as seen in design codes like British standards, Eurocodes , DNV , etc). It's easy to incorporate that for single member and there's guidelines for doing so with a regular lattice...
I'm not sure what you mean when you say the other half of uplift mostly counteracts the uplift OTM. It's my understanding there should be at least one case where all roof uplift acts in the same direction so there shouldnt be counteracting uplift.
For clarity, here is some examples from online...
JStephen, it was more of a loads from first principles discussion than a loads from code discussion as it was a general topic rather than particular design to a particular code, and for this example you can assume there is no wind flow (so no suction forces) on the bottom of the container.
I'm...
Hi,
I wanted to get some outside opinions on how much suction forces on roofs due to wind contributes to OTM for small modules or shipping containers,
Wind load on containers produces pressure on the windward face and suction on the leeward face and roof. There's a discussion on whether or...