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Recent content by OffshoreWindStructures

  1. OffshoreWindStructures

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    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...
  2. OffshoreWindStructures

    HSS to HSS connection

    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...
  3. OffshoreWindStructures

    HSS to HSS connection

    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...
  4. OffshoreWindStructures

    Hello, everybody

    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...
  5. OffshoreWindStructures

    ArcelorMittal Portal+ design software

    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...
  6. OffshoreWindStructures

    Looking for reliable sources for European steel section properties data (open domain)

    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...
  7. OffshoreWindStructures

    Looking for reliable sources for European steel section properties data (open domain)

    That's UK sections which might not be the EN/EU sections OP was looking for
  8. OffshoreWindStructures

    Wind force coefficient in open frame model

    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...
  9. OffshoreWindStructures

    Wind force coefficient in open frame model

    Thanks for the recommendation. I had a look for any theory docs for the software that might explain their approach in detail but was unsuccessful.
  10. OffshoreWindStructures

    Wind force coefficient in open frame model

    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 >...
  11. OffshoreWindStructures

    Wind force coefficient in open frame model

    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...
  12. OffshoreWindStructures

    Wind Suction Overturning Moment for Container Foundations

    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...
  13. OffshoreWindStructures

    Wind Suction Overturning Moment for Container Foundations

    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...
  14. OffshoreWindStructures

    Wind Suction Overturning Moment for Container Foundations

    Maybe too many years spent working on unclad structures (pipe racks), etc, to consider roof cladding suction actions.
  15. OffshoreWindStructures

    Wind Suction Overturning Moment for Container Foundations

    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...
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