Hi, I'm working on a design project from one of my classes and need to draw the hydraulic profile for a water treatment plant, I have the elevations from a civil 3D surface, where we created a layout of the plant, and I calculated the head loss for each of the structures and head loss of the pipes connecting them, what else do I need to complete the hydraulic profile? I'm planning to draw the prolife in cad once I have all heads, elevations, and other needed information.
Thanks in advance.
(Some of The Formulae will not visible , please find attached pdf file formulae)
There are many basic principles that must be considered when preparing the hydraulic profile through the plant. Some are listed below:
The hydraulic profiles are prepared at peak and average design flows and at minimum initial flow.
The hydraulic profile is generally prepared for all main paths of flow through the plant.
The head loss through the treatment plant is the sum of head losses in the treatment units and the connecting piping and appurtenances.
The head losses through the treatment unit include the following:
Start at the discharge point, since the receiving water elevation affects the hydraulic
1. Start at the discharge point, since the receiving water elevation affects the hydraulic profile.
2. 2. Calculate back through diffuser manifolds, supply pipe, chlorinator, etc. up the flow sheet of the treatment plant apply the energy equation calculate head losses along the water flow path (open channel flow, pipe and joint , etc.),look in your fluid mechanics books if you can’t remember. please include references for your head loss equations be sure to distinguish between pipe flow and open channel flow equations pipe flow head loss:
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Where 2Dg f=friction factor; l = pipe length; V = average velocity; D = pipe diameter; g = gravity (for fully developed, steady, incompressible flow) friction factor depends on roughness of pipe, which depends on pipe material.
Valve head loss: 📷
/where Kl=Loss Coefficient
Develop the hydraulic profile for average and peak flow conditions for the schematic portion of the wastewater treatment plant shown below. Assume that the recycle sludge is returned directly to the aeration tank, that 90° v-notch weirs are used around the periphery of the primary and secondary clarifiers and that the overflow weir in the aeration tank is a Francis type with two end contractions. Other pertinent data and information are as follows:
Qavg = 4000 m3/d plus 100 percent sludge recycle
Qpeak = 8000 m3/d plus 50 percent sludge recycle
Step 1 of 5
Find the water surface elevation in the secondary clarifier:
Find the number of weirs using the formula.
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Here, D is diameter at weir circle and d is weir spacing.
Substitute 15 m for D and 0.6 m for d.
📷
Find the flow per weir using the formula.
📷
Here, 📷 is peak flowrate.
Substitute 📷 for 📷 and 79 for number of weirs.
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For you to draw a hydraulic profile you need:
The ground elevations which you have.
The hydraulic gradient line which is the line that shows the head of water in the pipeline. Consider the water is in a raised tank say 10 metres above the ground level at an ground elevation of 1000. The bottom of the tank is the starting point of hydraulic gradient line. Statring HGL is 1010. From this point substract the energy loss as you go along the pipeline until the last point. If you have many questions contact me through RG message.
Dear Rc Cf,
I think you can use different alternative software such as: HEC-2, HEC-RAS, Hydraflow… It also depends on the precision you want to achieve for your design.
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