Wall beams / rafter tie connected to posts with 1/2" s.s. Roofing 1圆 v-joint covered in stone slates. Perimeter wall beams & central rafter tie all 3x10. Rafters are 3圆, 2ft apart and doubles at each end. Dimensions of the box section are 27ft x 17ft. Here is the basic sketchup design (with some rafters etc removed for clarity) and photographs below. However, I am not happy with my mitigation of upward forces (uplift due to wind) and this is obviously especially important in the Caribbean where we are prone to hurricanes. I am happy with most aspects of the building, and I believe I have given correct attention to downward forces, outward thrusts, bracing,and bending moments. This is a new open building garden gazebo I have recently completed as a DIYer at my home in Caribbean. I think 1/2’ bolts may be too small but I’m not an engineer.Īs a courtesy here’s your original post with all pictures.įorum Topic: ROOF UPLIFT ON OPEN BUILDING -COLLAR TIES NEEDED? And yes, I know…I really should have thought about this and asked BEFORE picking up my tools…but the original project was a lot smaller, I did the whole thing myself, and I probably ended up biting off more than I could chew. That satisfies me at the wall beam end, but I keep looking at ridge and am worried that nothing is holding the ridge beam/board from potentially rising up in a hurricane…Īre the simpson ties at the ridge good enough? If the ridge tries to rise up, the 3 rafter ties will go into compression and prevent this? Or do I need to add collar ties? I’m hoping to avoid collar ties as not to ruin the aesthetics, but if so needed was planning to have some fabricated out of 1/2" steel bar and placing 4 across the building (so just under 8ft apart each) around 1/3 down between ridge and wall beams. Hurricane ties at ridge (Simpson H4 left & right pairs) Image: I am fitting simpson strong ties x 4 to each rafter (2 at the wall beams, and 2 at the ridge, so both sides at both ends). And we don’t get snow here!īut I am concerned about uplift forces, which (for the life of me, I can’t understand why given that I live in the Caribbean) I haven’t given any consideration to…and we are entering hurricane season. Anyway, that all works fine, I fitted a stone roof (aprox 7,000 lbs roof tiles) with zero deflection to wall beams and zero issues. ![]() ![]() My concept of the structure was for the ridge timber to essentially just be a ridge board, however since there are only 3 rafter ties (3x10, one at each end plus one in the middle, so they are 13’6" apart) I decided to go for 3x12 ridge timber as I considered it to be a ridge beam (rather than board) between the the rafter ties, so I didn’t want it to sag and create outward thrust pushing out the wall beams. ![]() I’m fairly confident with my structural tie down of the posts, and the wall beams / rafter ties. Through bolting of wall beam / rafter ties Image: Sketchup Image: IMAGES COPIED IN REPLY BELOW Everything else screwed with 10 x 3 1/2" deck screws (6 screws per rafter, 3 at each end) through bolts, posts structurally tied to adequate concrete sub base (7" 4000psi, BRC + 1/2" rebar). ![]() I am happy with most aspects of the building, and I believe I have given correct attention to downward forces, outward thrusts, and bending moments. Firstly, the reason I am here is that there is no local code or inspection requirements for my building (I live in the Caribbean) - but, I would ideally like it to meet US code (or similar) as closely as possible to give me some peace of mind! And so I’m keen for any input or suggestions.
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