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Dear colleagues I am designing a machine foundation for the rotary machine (HVAC outdoor unit) . The foundation will be executed on the top roof slab. The top roof slab is a concrete ribbed slab with stiff beams. So, there is no embedment impedance I have assumed modulus of subgrade for the...

Dear sirs, I am starting up the design of a new project (an open artificial water lake) (the cad file is attached). Since it is the first time to design such a project. I have many inquiries in my mind. 1. Shall I design it as a pool or there is another perception? 2. Should I use reinforcement...

@SlideRuleEra What does this same column/footing look like inside the structure? I apologize for not replying to you’re above question. Because until now the contractor excavated at one foundation ( outside structure ) just for preliminary visual inspection. inside the bldg there is a...

Dear adn26 Thank you for everyone sharing his opinion here. I Completely agree with you about using temporary shoring for each individual column. A visual inspection outside of the structure ( as in the attached pictures of my post ) shows very heavy corrosion. So, the solution only cut the...

Recently I found in a warehouse (steel structure, truss roof system, span =40 m, length = 50 m) that columns were damaged due to corrosion to a significant level. in this it seems the base plate is extensively corroded at footing with gusset plates and stiffeners totally rusted. ( please, take...

Dear HTURKAK Many thanks for your response 1.I think your capture shows ( piled raft foundation ) and the raft thickness has been increased at the pile locations to resist the two way shear from two sides of foundation ( top &bottom) . Whiles our issue regarding to raft foundation supported...

Dear KootK Many thanks for your guidance and really very appreciated. Actually , our case that the raft foundation slab thickness (2000mm) and there is no possibility to increase the raft slab thickness at the column locations snice the basement height level is very limited . So, we have...

Dear HTURKAK Many thanks for your guidance. (The use of punching shear reinforcement for RAFT FOUNDATION SLAB is not a good idea? ) Do you have any reference or code precaution which mentioned that the using of punching shear reinforcement is not recommended / allowed for raft foundation slab ?

Mr . JoshPlumSE Thanks a lot for your response. Generally, the drop panel for flat slabs and pedestal for raft foundation is the common solution to increase the concrete section capacity. But, for some reasons and time construction saving we are trying to avoid increasing the raft foundation...

According to (EC2 – Clause 6.4.5) punching shear reinforcement can be used to resist the two-way shear in FLAT SLABS around the columns. But I am wondering to know if the shear reinforcement can be used in RAFT FOUNDATION SLAB (Uniform thickness). Note: the capture attached shows how does the...

Dear hardbutmild Clear , thank you so much for your response . Great forum. Best resource by far!!!

Dear hardbutmild Please , could you point me to the code clause which mentioned that the base shear in (DCM) increase by (50%) and for DCH even more usually whereas in DCL used the same value ?

Dear Agent666 Thank you to refer to code requirement in clause ( 4.3.3.3.2 ) . this condition I usually check it in the dynamic analysis table in RSA software . Of course SRSS can be applicable if clause ( 4.3.3.3.2(1) ) is valid that means ( Tj/Ti) should be less than or equal to ( 0.90) ...

Thank you for all of you especially to Mr . hardbutmild for his detailed explanation . I think everything related to ( EC8 clause 4.3.3.5.1) is clear to me . Truly appreciated

hardbutmild / HTURKAK Thanks for your answer and your willing to help. May I conclude the subject from your posts : 1. In RSA method (CQC/SRSS) for modes combination shall be used without applying the clause ( 4.3.3.5.1 (3)) . 2. In Static Analysis (Equivalent Lateral Force Method , we...

Hi hardbutmild Thank you for your response . May I know if this condition EC8- ( Clause 4.3.3.5.1) is applicable in low seismicity zones ? Knowing that I always take the accidental eccentricity (5%) in my Consideration . Note : Capture from the code is attached Tkanks inadvance...

Dear Colleagues According to EC8 – Clause (4.3.3.5.1 ) , The combination of the horizontal components of the seismic action (Ex & Ey ) shall be applied when the dynamic analysis is used. May I know if this condition shall be taken in consideration in (Static Method Analysis – Equivalent Lateral...

Sure , so the regularity verification for both plan and elevation in low seismicity zones (DC) couldn’t be ignored , aren’t you ?

So, the conclusion is that the regularity verification for both plan and elevation should be applicable even in low seismicity zones (DCL) .

I applied the Modal Response Spectrum to my structure since I have both irregularity (Plan & Elevation ) . Knowing that the peak Ground acceleration = 0.05g Please , take a look to the attached capture...