...so I ended up at the drawing board again to check and calculate how much the exterior wall on floor 1 is affected by reducing the load-bearing plank wall (75mm thick) by 23% at the centered point. I can't access the roof soffit in the basement, which feels less than ideal since the load will increase on the sill of the remaining wall section. No worries about the support, though, as the wall there is reinforced with 16 and 10mm rebar and 400mm concrete.
Increase the width of all windows from 1000mm to 1360mm and replace the timber lintel with a steel beam to accommodate windows with greater build height. Translating kärnvirke 3"x6" to an appropriate equivalent steel beam using tables doesn't seem reliable due to all the influencing factors that have been discussed many times before. However, for space reasons, it's stated that the maximum beam height can be 70mm, which makes it a bit tricky since HEA and HEB start at a minimum height of 100mm. UNP or now UPE exists in a height of 80mm.
The question is more about rough calculation whether a HEB100 at L1400 mm in all load cases meets a 3"x6" L1080 mm where the support is 75 deep and 20mm long on both sides?
Proper floor structure (heavier floor), live load approx. 200kg/m2. Load from floor wind (A) in addition to the load from the upper floor (B) and roof. It is a 3" plank wall. CC 1000mm trusses and sheet metal roof. 4.2m to support point central wall.
The question is more about rough calculation whether a HEB100 on L1400 mm in all load cases lives up to a 3"x6" L1080 mm where the support is 75 deep and 20mm long on both sides?
All load cases no one will probably have the energy to help you with But I have checked this quickly for you and if you calculate on distributed load, a HEB100 bends about 35% of what a 3"x6" does on the lengths you specified.
All load cases are probably not something anyone has the energy to help you with But I've taken a quick look at this for you, and when calculating on a distributed load, an HEB100 bends about 35% of what a 3"x6" does for the lengths you've specified.
Thank you mdab. I got slightly more deflection than 35%, but it feels like I've calculated it correctly.
But I've taken a quick look at this for you, and when calculating on a distributed load, an HEB100 bends about 35% of what a 3"x6" does for the lengths you've specified.