I am working on a project & I am new to creating Site & Demo Sheets. The site for the project will be subjected to Risk Category of II and Site Class D Stiff Soil.
What considerations should be taken when designing storm & sewer lines for site preparation & demolition plan sheets? This is for...
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)?
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.
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.
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"...
