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I was trying beams and adjusting constraints but it didn't seem to make any difference. Any chance you could show me a simple working model? Thanks. Graham Willis ipowermation.com

I'm hoping someone can help me with modelling a rotatable joint in calculix. Imagine 2 bars bolted together in a cross shape, with the bars free to rotate on the bolt. That is the type of joint I am trying to model. Anything I have tried seems to just be the same as a rigid joint. Thanks in...

I'm reading up on the strain summation method of non-linear cable tension calculations. Does anyone have a worked example? Thanks. Graham Willis ipowermation.com

Thanks for your responses. Yes, that all makes sense. Graham Willis ipowermation.com

When calculating conductor blowout, do you use sag calculated with wind loading, or without? The literature seems undecided. "Since the wind-displaced sag in the conductor is affected by the both the wind and weight forces, a resultant force can be calculated and used as a substitute for...

I work in the electricity industry, but this particular project is structural.

Thanks for your recommendations.

I'm considering buying this product and have been looking for reviews and not finding much. Does anyone here have experience with this SDK? I'd like to hear your opinion. Thanks.

I made this graph using the Poles 'n' Wires software for a typical span which shows that most of the heat in a conductor is blown away with very little wind.

I am in Australia where we use AS/NZS7000:2016. The current release of that standard does not give a specific temperature for blowout calculations, however there are comments in the Standard and associated handbook recommending using the everyday temperature. Different utilities use varying...

When calculating blowout for a span what is the most appropriate temperature to use in the calculation? Some references use a high temperature eg 50°C intending that to give an upper limit for the blowout, others use an everyday temperature on the basis that under blowout wind pressure any heat...

This is what I have got so far, any comments would be appreciated. A pole can be modelled in one of two ways—being free to move at the base (like a hinge) or being fixed at the base. Hinged Pole Figure 1 is a free body diagram of a pole with one stay and a tipload (equivalent load applied at...

Thanks for your comment bacon4life, I am new at this.https://files.engineering.com/getfile.aspx?folder=8d97a311-a264-4553-af94-c03c28cdb4d7&file=pole_as_strut.pdf

This is what I have got so far (See the attached document). I'd appreciate any feedback. Thankshttps://files.engineering.com/getfile.aspx?folder=8d97a311-a264-4553-af94-c03c28cdb4d7&file=pole_as_strut.pdf

Thank you for your responses. I'll do more thinking sbout this and see where I get.

I find many statements like this about stayed/guyed timber poles: [highlight #FCE94F]Because directly embedded wood poles are generally very flexible, it has traditionally been assumed that all the transverse load is picked up by the guys, leaving no moment at the base of the pole. With this...

Thanks.

Nitin, thanks for your response. Do you think it is the horizontal span lengths or inclined span lengths ie allowing for difference in elevation between pole locations?

In BSEN50341 the term section length is used, for reduction of wind loading. Is that length the sum of horizontal span lengths or inclined span lengths? There doesn't seem to be any definition in the standard. Thanks.

I have written some software to aid with line design, and am trying to find formula to calculate the uplift at the insulator/attachment point. Does anyone have that formula?