I need your expertise.
I am planning a pergola starting at the gable of our holiday house in Gotland and extending 4 meters out.
To not disturb the view, I want no post in the middle, so the span will be 5 meters.
For aesthetic reasons, I want to keep the dimensions down, so I have decided that steel is the most suitable choice.
I believe a HEB120 (5m) is suitable as a beam and VKR70/70/5 as a pillar, but I would like to calculate it.
Do you have any tips on (simpler) calculation programs or formulas to get an approximate idea of how much load it can bear? Someone is definitely going to jump up and hang on the beam..
From the facade to the beam, I will place 6-7 45*145. No roof, just a fabric to pull over when needed.
All tips are gratefully received!
Best regards,
Johan
I am planning a pergola starting at the gable of our holiday house in Gotland and extending 4 meters out.
To not disturb the view, I want no post in the middle, so the span will be 5 meters.
For aesthetic reasons, I want to keep the dimensions down, so I have decided that steel is the most suitable choice.
I believe a HEB120 (5m) is suitable as a beam and VKR70/70/5 as a pillar, but I would like to calculate it.
Do you have any tips on (simpler) calculation programs or formulas to get an approximate idea of how much load it can bear? Someone is definitely going to jump up and hang on the beam..
From the facade to the beam, I will place 6-7 45*145. No roof, just a fabric to pull over when needed.
All tips are gratefully received!
Best regards,
Johan
A HEB120 at 5m weighs about 125kg. If you then add another 75 kg for the pressure-treated beams and consider that three people weighing 100 kg each jump up and hang in the middle of the beam at the same time, all of this together would result in a deflection of around 5mm.
So you can sleep soundly.
So you can sleep soundly.
I have built a balcony with the same dimensions, instead of a steel beam I have two glued 45x220 planks and the posts are 90x90. That holds too... why two glued ones, one might wonder? It wobbled a bit too much with one.
As Gabbe mentioned, there are no problems with the deflection. I did a calculation and there should be no issues with the moment or shear force capacity (utilization rate: 20% and 1.3% respectively) for the HEB beam either. No problems with the compressive strength when it comes to the columns (utilization rate: 0.6%). There are also no issues with the buckling risk (you never specified their height but I calculated with 5 m to be on the safe side).
The beams extending from the facade won't be a problem either.
In other words, you can significantly reduce the dimensions as well, but I assume it looks better with slightly thicker dimensions.
The beams extending from the facade won't be a problem either.
In other words, you can significantly reduce the dimensions as well, but I assume it looks better with slightly thicker dimensions.
Thank you so much for taking the time to respond! And to calculate!
Hi, I was going to order the HEB120 beam from Tibnor but during the discussion, I got information (from a retailer) that without calculating, they thought an HEA120 would be sufficient.
You who helped me with the calculations, what do you think?
Best regards,
Johan
You who helped me with the calculations, what do you think?
Best regards,
Johan