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Hi folks, Hi recently start a new job in the field of deep foundation and i'm looking for a good textbook about earth pressure and deep foundation. Give me your favorites :)

Humm this formula is for service not ultimate. I don’t know what more I could have provide, the question is pretty straightforward, I’m looking for the reference of this formula Pult = 0.75*0.85*0.75*Ac*Fc'+0.7*Asnet*Fy. Which is used to find the Maximum allowable compressive strength for deep...

Hi guys, I'm looking for the reference of the formula for the Maximum allowable compressive strength for deep foundation (piling) according to ACI standard. The formula is the following: Pult = 0.75*0.85*0.75*Ac*Fc'+0.7*Asnet*Fy. The reference for the formula in service is the ACI 543R-00 2019...

@Greenalleycat, tks for your answer, you are describing the procedure to find the lateral load which I already have, sorry if my question wasn't clear, I’m concerned about how to deal with the foundation according to the seismic loads. What I meant by partial shear base is at the moment of...

@DoubleStud, yeah I agree, it was in my plan, my concern is more about the seismic load if I should only design it as cantilever wall or should I also take into account the seismic loads.

Hi Guys, I need your input on something, I'm currently working on a warehouse, the foundation above ground his 8'6" high, and the exterior wooden walls will act as shear walls (we designed them to do so), there is no floor to laterally support the top of the foundation. So my question is since...

I locked xy direction because otherwise it gave me a stability error. The convention sign is positive below zero, negative above it. No boundary on the perimeter except the stiffness of subgrade (its a foundation slab on ground), E is the modulus of reinforced concrete (given value in SAP2000)...

Well under a line load I would have expect a positive moment.. I asked for help not for hate :) you can keep you bad attitude for yourself

Hi guys, I designed a slab on ground with uniform loads + linear loads on it on SAP2000 and I found the results intriging. uniform load: self load, SDL=1 kPa, LL=1.9kPa. line load on the perimeter (factored): 42kN/m line load on the red zone (check picture)(factored):26kN/m soil subgrade...

Ok update, I tried several sections and it seems to be realated with the D/b ratio, but for the LVL its way more restrictive than for SPF. So problem solved tks everyone !

Yeah I know there is no negative moment on a simply supported beam, but I’ll try to remove the top restraints for a simply support beam and I let you know, for the size of the SPF I tried several dimensions and I always got the same results, I’m using wood sizer

That’s was my first thought but why a simply supported beam is not affected, only occur when it’s continuous..

Hey guys, The other I was designing a continuous beam LVL (3 support, 2 pins one roller) supporting floor joist in wood sizer, and I noticed that when the beam is flush (continuous support on top and bottom) the negative Mr was the same as positive Mr BUT if the beam was located under the joist...

Well in the NBCC 2015 part 4, clause 4.2.4.4 (Im living in Canada), we can build a foundation above frost line if its designed against frost action.

Ok… not what I asked! Simple question here, monolithic slab on ground uses as foundation like the picture I shared, what technic/method you guys uses to find the required thickness and the As required that’s it lol that’s my question

I cannot, the costumer want this kind of foundation, the architect designed something with styrofoam to protect it against the freeze and thaw

@CovertShear, if I use the strip method what kind of support should I use ? fixed on the edge (assuming the footing act like a rigid beam?) it’s going to give me an higher Mf then the reality though

This is what I mean by monolithic slab.https://files.engineering.com/getfile.aspx?folder=4577f761-5ca3-43ca-8a11-0c8896db824c&file=139F644D-DD43-4F97-8811-A85F675A3BFB.png

Hey guys, Hi have a monolithic slab to design for a costumer, 2 storeys, residential building, 75 kPa soil capacity and 30ftx30ft. My question is how should I tackle this ? Should I use a strip of 1 m for the inside part and design it like a strip footing (a mix of one way slab design and...

The foundation is made of concrete, for the soil I don't know, so far no soil test has been done. For the weather nothing unusual, not dry not wet, but if the whole building was on an unstable soil the brick veneer and the rest of the foundation would have some cracks, no ?