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Thank you for the documents, the angle between the horizontal and the wall is less than 90 deg. On the reference it’s higher than 90. On the second reference it’s a flexible walls.

It’s a drainage channel, PEInc do you have any reference please ?

It’s granular backfill

Hi, Any help on how to calculate the earth pressure for an inclined wall please ?https://files.engineering.com/getfile.aspx?folder=f4f205ee-18e4-4755-9e56-6b0c2e089149&file=7C2B4726-9C1C-49A7-9130-F6B7131603B6.jpeg

Chapter 18 of ACI 318, The foundations are checked against overturning, sliding, bearing, punching shear etc…

Hi Thank you for your inputs. No I will not recalculate the seismic loads. If I understand your answer the piers are part of the foundations, I will designed them as concrete columns (compression + bending)and the chapter 18 will not apply.

Hi Thank you for your answer, that’s right. My problem is for the pier concrete design and detailing, I need to know the LFRS of the concrete. I will use the reactions given by the steel designer

For the steel structure above the concrete piers, it’s ordinary braced frames. The concrete piers are almost embedded in the ground, can they be considered as part of the foundation and not part of the LFRS ?

It’s a concrete pier connecting the steel column to the concrete foundation. The steel column will be fixed to the concrete column with steel anchors and steel base plate.

Hi I’m designing concrete piers for steel columns in high seismic zone. What’s the LFRS should I use ?

The wall is wider, the rebar are at the right place for the initial thickness. The cover is now 250mm

The contractor didn’t placed the wall formwork at the right place, so the concrete cover is now 250 mm , is this acceptable?