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@HTURKAK, thanks for the suggestion. I will have a read to the book. The lateral loads is wind only & notional horizontal forces due to imperfection etc, no seismic.

Hello! I am looking to design a connection between a precast core wall & a metal deck concrete slab. The intention is that the metal deck concrete slab acts as a diaphragm to transfer lateral loads into the precast core wall. More specifically, the idea is to run shear dowels within the...

Well, I think my question was very clear. I did not ask about what load to apply, I asked if someone knows any example with a retaining wall and a horizontal load (such as vehicle impact) on it.

Hi guys, Is there any design example (in Eurocodes even better) to see how to analyze and design a retaining wall which is subjected to vehicle impact as well? I would like to see how the moments on wall and base are calculated as well as the pressure below the retaining wall base.

Hi, Is there a specific rule from Eurocodes about minimum depth of a pile cap? I am aware that the minimum depth of a pile cap is governed, most of the times, by the pile reinforcement lap for example if H25 then 40 x 25 = 1000mm (depth) However I found on internet the below suggestions: If...

Hi, I need to estimate the CBR value for the sub-grade of a ground bearing slab (UK based). What I have from my data is the modulus of subgrade reaction value k which is 0.015N/mm2/mm. How I translate this to a CBR value? Thanks!

Hi, If you had a few typical plans of a building that shows the location and dims of the RC shear walls (typically stairs and lift shafts), what kind of high level check would you do to see that the location and stiffness of the shear walls is acceptable? Obviously, I am not looking for a...

Hi, the horizontal 250kN is a vehicle impact load and the 125kN is a wheel load. The restoring moment should also include the whole section of the slab that's its tied with the base thickening. The idea of it is that the base thickening will be continuous and monolithic with the slab, therefore...

If what you have built on site is based on SE construction stage drawings, then this footing fail should be addressed with the SE as he must provide calculations that shows that the eccentricity on the footing works. If the builder didn't follow the SE drawings, then it's the builders...

Jayrod12 I didn't ask you or anyone to do the work for me. I just asked a question man, there is no need to be aggressive. I am sure everyone has questions everyday at their work. Maybe my question is too daft for your level but no need to be aggressive? Thank you for your sketch though and...

@pharmENG Thanks for trying to help. Can you please add some numbers on your thoughts when you find some time?

Even without eccentricity, the pressure will be 77/0.8x0.8=120kN/m2 still greater than allowable bearing capacity 100. Is this point load 77kN in ultimate design limit state? If yes, this could be reduced to SLS so about 77/1.25=60kN, that gives pressure below 100 (WITHOUT ECCENTRICITY) In any...

Hi, Can you please advise what's the applied pressure kn/m2 under the base will be at the attached sketch? It's the horizontal force to the wall that I am not quite sure how to include in the applied base pressure...

Hi, I have noticed that the Steel construction.org for low-rise (up to 4 floors) suggests a steel weight estimation of 50-60kg/m2 Considering that a steel beam is given in kg/m (say 40kg/m), how do we actually estimate the steel weight in kg/m2. Thanks

Hi, I currently design a retaining wall for a parklift system within a parking of a residential block. The parking is located at the ground floor, therefore the pit of the parklift will be approx. 2m below ground floor level, please see attached photo and retaining wall highlighted. I am...

Thanks for all your help and advice guys. It will not work under this moment. I just suggested to go for a standard moment base plate solution.

Do you think that a P/A + M/Z check will be adequate for a high level check? I just feel that it's a very odd and weak connection especially resisting moments even if these moments are low.

Hi, I am looking to check the shear and bending capacity of the attached connection. The post is a balustrade fixed at the bottom free at the top. Therefore, it transfers shear and moment to the base through the proposed fin plate. The shear and moment is 5kN and 7.5kNm. The fin plate is bolted...

does this mean that the moment will be transfered to the column though? thus the column is to be designed for this moment?

Guys, If we have a continuous beam with pins at intermediate supports and uniformly distributed load applied, that means that it develops over the intermediate supports moments. So, if the steel beam is supporting by steel columns (intermediate supports)and we want to show it as a continuous...