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Could you please provide commentary on both the technical engineering part of working on a chemical plant & also the lead engineer aspect (WWTP/WP compared to a chemical plant)?

If anyone has some additional responses to the comments shown below, please feel free to provide them:

Water & Wastewater treatment plants (WP/WWTP) are very small scale refineries. Both have horizontal vessels, GST foundations, pipe supports, & pump foundations. Refineries are much larger in scope/scale, from my experience. Regarding concrete design, WP/WWTP require both ACI 318 & ACI 350, but...

Let's say someone has 3 yrs of experience designing refineries & another 3 yrs of experience designing water/waste water treatment plant.....what would be different in designing a chemical plant from a structural aspect that they would need to be mindful of to be successful?

Let's say someone has 3 yrs of experience designing refineries & another 3 yrs of experience designing water/waste water treatment plant.....how much of a challenge would it be working as a lead structural engineer for chemical plants? Would there be a huge learning curve going from refineries...

I am wondering how similar the structural design for these 3 facilities are? Is there a large learning curve between these 3 in regards to the structural design of them? Would designing chemical plants be as straight forward as a refinery regarding the structural design?

For a Structural Engineer working on facility design as a lead engineer, which type of facility would be the most challenging to design out of these 3 types of facilities: chemical plant, refinery, or water/waste water treatment plant? What would be the easiest type of facility to design out...

What is the span length to be used to design a Bond Beam for a one-story building? Would it be the same span length as the largest opening for the any required lintel beams? Comments/suggestions are appreciated.

Is it structural acceptable to use a min. steel reinforcement ratio of 0.0018 for the design of grade beams when using Fy = 60 ksi & F'c = 3 ksi based on ACI 318? Comments/suggestions are appreciated.

Where in TMS 402 is this located?

Is anyone aware of a design tool (i.e., spreadsheet, program, etc.) that could be used to Design CMU Walls for Gravity plus Out-of-Plane Loads? It appears that an interaction diagram is required to carry out Designs for CMU Walls for Gravity plus Out-of-Plane Loads. Comments/suggestions are...

I am looking to verify the capacity of a cast-in-place reinforced concrete wall for shear based on ACI 318-19. I am seeking an example of this calculation. Comments/suggestions are appreciated.

I just found a chart in the CRSI Design Guide for ACI 318-19. Here are some recommended transverse (horizontal) reinforcement for wall thickness: Both of these charts from the CRSI Design Guide support the evenly distribution of reinforcement between both faces for horizontal reinforcement.

One could place the calculated horizontal reinforming at the full value in both faces of the wall instead of evenly distributing them.

I would appear that distributing the required horizontal reinforcing evenly between the inside and the outside faces should still be acceptable for ACI 318-19, but I am open to any other thoughts.

Section 11.7.2.3 of ACI 318-19 states the following: It appears to be worded a little different from the ACI 318-14 version: Would it be safe & acceptable to interpret that for ACI 318-19 code when designing walls thicker than 10 inches, we distribute the required horizontal reinforcing...

Here is a better picture of the configuration. As mentioned previously: The height of the stone layer is 1'-2" ft. The height of the wood chips is 3'-0". Also, the stone & wood chips will be exposed to the elements...so a moisture content of 40% was used. The initial wall thickness is 14"...

I have a pit that has a layer of stone & wood chips contained within. The walls are also retaining soil on the other side (see image). Would it be best practice to apply the stone & wood chips contained within the pit and apply them to the wall as lateral pressure? The height of the stone...

Where is the information you speak of in the NDS Supplement? What NDS Supplement are you talking about?

Would the "wood chips" also take into account shredded hardwood tree species? I would think it would be a good (conservative) idea to assume fully saturated. I did not see shredded hardwood tree species unit weights in the NDS ASD/LRFD National Design Specification ® for Wood Construction...