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...
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...
Basically, ACI assumption about the location of neutral Axis of a moment subjected member begins directly matching Tension of steel with compression of concrete and compression steel. Developing this idea a proportion is calculated on how much is equilibrated by concrete and the rest then...
Hi, I have the following expressions to asses Concrete Elasticity and tensile strength. My problem is that they are much different between them. Which criteria would recommend me? Thanks
1-
Ec: 15000*(f'c)^0,5 [kgf/cm2]
fr: 2*(f'c)^0,5 [kgf/cm2]
---------------------------------
2-
Ec...
Hi,
I've been working with the AISI S100-2007. I know how to use it but i'm not sure about the following.
Generally, the methods to get the stress/force distribution between the members of a structure depends on the stiffness of the elements, so is there a way to avoid to compute all the...
Is it technically possible to design an i-joist truss? If possible can give me some guide about joint design for i-joist? and axial behaviour?
I would like to design a i-joist truss for a 12m span if posible. But prior to deeply search about it i'll like yours opinion about the reliability of a...
Hi
I been working with the center of rotation to estimate the reaction on bolts groups with the expression Ri=M*di/Ip. Where M:Moment, di: distance from center to bolt and Ip: Polar Inertia.
Ip=Ix+Iy
Ix=summation(A*dyi^2)
Iy=summation(A*dxi^2); (Parallel axes Inertia, but ignoring bolt inertia...
Hi, i'm trying to get the difference between C- U- or channels shapes. It's reasonable to me that both U- and C- may be called channels. But providers often call U- and C- to the same beam and codes state distinctions.
Are there implication about hot rolled or cold-formed? (saying one is cold...
Hi, i posted this before, but maybe this section of the forum is better place to ask for.
I need to anchor pinned supports for steel beam (by double angles) to a reinforced concrete which has a lot of rebar, according to planes i have about 4 inch betweens rebar to place the anchors. But i...
Hi,
I need to anchor pinned supports for steel beam (by double angles) to a reinforced concrete which has a lot of rebar, according to planes i have about 4 inch betweens rebar to place the anchors. But i don't know where the rebar are placed and i have some doubts.
I don't think it'll be...
hi, i'm checking some old documents and when I get to examples i noticed some values are powered to K, k, k-
What does that means? i work with SI units and have never seen this before. The document works with imperial units.
attached an image.
Hi,
I've made this question before. But in the lack of answer i'll try to ask in a different manner.
I'm trying to ensure fixed behaviour of steel column base through adding some brackets/stiffeners
After reviewing the design for tubular HSS with annular base plate, found design procedures...
Hi,
I've reviewed the design for tubular HSS with annular base plate, finding design procedures for base plate and triangular bracket (thickness & strength) but cannot find the required length of triangular bracket to achieve fixed behaviour of column base.
I'm working with 3mm HSS and they...
Hi
I want to make some fillets weld (T and corner) with carbon steel thin plates (2 and 3mm).
Checking the AWS D1.1 (2015) i found the minimum specified thick is 3mm (1/8") which is ok with some of my work. (Figure 3.5 page 105)
The issue is that i don't need a 3mm plate for the low stressed...
