I noticed that the BS8110 AND Eurocode2, suggested some tables of coefficients (Table 3.14) to calculate moments occur in two-way slabs. But they are rectangular, and further I noticed they can't be used if the slab length is more than twice the width.
What if I have a triangular or...
I have calculated the following for a slab. Obtained the area of steel required in accordance with the eurocode2.
It has fixed end supports.
Compression r/f were not needed. The top reinforcement shown below are for the hogging moment.
I have calculated shear r/f needed as well, but didn't...
In the Eurocode 2, to calculate minimum reinforcement, there's the following equations.
For the concrete grades above C50, the last formula is used. However, it contains "Ln", does it mean effective length of the beam, slab etc? Or something else? I didn't notice the definition is given...
Following equation is for the calculation of shear r/f for a beam according to Eurocode. The Eurocode expects us to calculate the shear force at a distance of "d" from the supports.
Let's suppose the shear force at a distance of "d" is 150kN, and red arrow shear force (from a point load etc)...
I'm calculating shear r/f,
So, I came across with the following two equations for concrete beam shear reinforcement, mentioned at totally different pages in the same Eurocode2.
I already calculated the Cot theta angle (strut angle). And I can see that can feed the "design shear (Ved)"...
The following strut angle calculation equation for a beam, it is from a book. I'm trying to calculate shear r/f. So I need to know the strut angle.
However I didn't notice that it's in the Eurocode. Is it available in the Eurocode or any other proper british standard etc?
I noticed that, for the doubly reinforced beams, the formula use characteristic yield tensile strength (fyk) than compressive strength of steel, for the top reinforcement.
Why are we not using the compressive strength of steel, if we're trying to provide compressive strength support through...
What is the clause in Eurocode 2 for the following lever arm formula? I tried to find it in the code, but did not find it. If the following not available in Eurocode, what is the method stated in Eurocode to find 'lever arm' for a beam?
I was checking the load combinations and then was trying to check for EQU. (Trying to learn how to do it in real-life situation)
My aim was to find out the loads acting on the beam and find the forces. Feed the forces into EQU equation stated below. Then feed the forces into bending moment...
For the concrete walls, the following is mentioned in the Eurocode 2. And I noticed all the spacings are mentioned and also has mentioned to provide the transverse links in the form of "links" and r/f thicknesses also have been mentioned. And it has further mentioned to provide 4 links per metre...
I noticed in clause 9.5.2(3) in BS EN 1992-1-1:2004, the polygonal shapes are allowed to design.
However, I'm wondering is it possible to design "any" polygonal shape of column or a beam. For instance, a triangular column. If it's possible, where can I find the clause that describes the...
I noticed a grey-zone of the definitions of columns and walls through dimensions in Eurocode.
The clause 9.5 BS EN 1992-1-1:2004 in Eurocode, describes the following,
That means 1:4 dimension ratio = a column
That means 1:4 dimension ratio = a wall
For instance, a concrete element...
I didn't notice that the eurocode have any limits of the distance of longitudinal reinforcement in columns. I'm not talking about links (transverse), I'm talking about the main long bars in the columns.
As I see the calculation of reinforcement required (ASreq) only provides the area of...
People compare the the results of "portal method" of frame analysis with the modern software like "SAP2000" and "ETabs". They show the portal method is not accurate and has an error percentage of like "30%". It might be a bias to sell their software.
I wanna know, if I use "portal method" to...
Probably the worst question in this forum.
In Eurocode documents, I often see the following symbols "AC1, AC2" etc
I know it means "deleted text" etc
But It confuses me as I have seen these symbols in the text as well as around the tables as well.
Are they asking us not to use the table...
I have two questions regarding this equation for ultimate limit state, accidental verification (EN 1990:2002+A 1 :2005 (E), page 48)
1. Why there aren't any partial safety factors (γ) in this equation?
2. Is the equation common for "EQU, STR, GEO, FAT, UPL and HYD etc" verification?
For ultimate limit state, the `A1.3.1(2)` in `EN 1990:2002+A1 :2005 (E)` states,
Then when I go to `clause 4.1.2 (2)P`, it states,
But, how to know if `G` is small? Is there limits/equation to calculate?
Does this equation 6.10 only to be used for STR and GEO?
or can it be used for all other verifications of "EQU, STR, GEO, FAT, UPL and HYD" for Ultimate limit state?.
(EuroCode0, Clause 6.4.3.2, page 47)
Whats the difference between 6.9a and 6.9b? (EuroCode0, Clause 6.4.3.2, page 47)
It states, 6.9a - for general format, and 6.9b for combination of effects.
But, I see both equations contain γi ψi Qki. So that means both equations can be used for combinations.
Why it says, one for general and...
Does combinations of actions need for ultimate limit state verification as well? or it's just for the serviceability limit state verification?
for the Serviceability limit state (SLS) check
E.g: for a domestic building, snow and seismic. Combination would be as follows
Design load = [total...
