I have an CE stamped plywood under EN 13986 Standard. Can this ply be rated as Structural I in conformance with this EN's requeriments?
My plywood sheathing manufacturer has many standards certificates on his website. But just CE is stamped and not APA stamp. I know that Struct I may be...
The question is clear. The walls began to rotate as soon as the uplift force exceed gravity loads. Prior to that, the wall will be stiff as any other holded down wall. Also, maybe those holded down walls are sufficient to withstand wind or earthquake loads, the difficult part of these second...
That's right, thanks. There are other local issues that i need to balance, i checked the strands and looks ok.
But also i'l like to refine the original topic question, it may be handy to me to know about it.
Mainly i'm trying to reduce wale sizes, maybe i'm pointing wrong about wire ropes instead of regular wires, but it is almost free in here and i'll face the same issue of crushing the wood with regular ones. i'm preferring bigger wire rope diameter for local conditions
oh! i'm not trying to make a joint here, just delaying the pouring a little less than an hour, first half on each column and then repeat the sequence. Making the vibrator get inside first half about 24"-40" when finishing the second part, should I consider this as a joint?
I'm trying to get...
Whale and Smith, in contrast to Johansen's Yield theory, does not consider yielding moment for nail and take full embedded length subjected to uniform linear pressure (N/mm). Maybe someone more experienced may give me his opinion
Hey, thanks for the quick answer. I just want to make a column formwork cheaper, 4 meter high (about 12') poured in two stages to control hydrostatic pressures, 40 cm max width plus both joints (16"), with a wire at midspan it is feasible to reduce wales size (spaced 16") but my concern is about...
I would be tented to relay on which member yields/fail first. Avoid failures at connections, imagine increasing loads until failure of wood or yielding of steel if you have a wide margin between both capacities choose that material R factor. But if you choose the less conservative R factor take...
Thanks Kootk,
I would be able to manage the loads combination, but only by assuming rigid behaviour of the footing. It may be the case because my loads are small at this point of the structure, but torsional cracks must be prevented because they may change the assumed stress distribution...
Hi kookt, sorry for the late answer. I'm dealing with a deadline so i haven't much time for reading the post.
Maybe longitudinal shear is helping, but as i see it i'm still not sure if dowell will work only in tension. Maybe you are thinking in a trussed action between vertical shear and two...
Hi,
I'm designing a small structure on clay soil. Two columns are close together (about 1,5 ft face two face) so i'm planning combined footing. Each column supports beams with very differents loads turning out in biaxial bending. I have some concerns about bending.
They are acting on opposite...
