Description
Technical Parameters
Inclined Tube Sedimentation Tank Design Calculations
The following is AquaSust for you to sort out the correct way to calculate the amount of aeration：
- Blue block is the design datameter : be filled in
- Brown: calculate process data
- Greener : last result for your proces
| 1.UV Tupe Settlers----Known conditions: | |||||
| water intake(Q) | 5 | million tons/day | 0.578703704 | m3/s | |
| Self-use coefficient | 5 | % | |||
| Then the water intake(Q') | 0.607638889 | m3/s | 2187.5 | m3/h | |
| The number of designed inclined tube sedimentation tanks is 2 | |||||
| Single seat Q1 | 0.303819444 | m3/s | 1093.75 | m3/h | |
| Clear water area upward flow velocity |
1.3 | mm/s | |||
| Take the particle settling velocity |
0.3 | mm/s | |||
| Take SS and NTU correlation coefficient as |
1.2 | ||||
| Inlet NTU | 50 | 60 | mg/L | ||
| Effluent NTU | 3 | 3.6 | mg/L | ||
| Heat-pressed hexagonal honeycomb tube made of plastic sheet | |||||
| Thickness | 0.40 | mm | |||
| Side distance | 35 | mm | |||
| Horizontal inclination | 60 | ° | |||
| 2.UV Tupe Settlers----Single Tank Calculation | |||||
| a.Clear water area (A) | 233.71 | which the area occupied by the inclined tube structure is 3%. | |||
| The actual clear water area (A') | 240.72 | m2 | |||
| Take the pool width (B) | 12 | m | |||
| Then the pool length (L) | 20.06 | m | |||
| Take L | 20.50 | m | Under the condition of uniform water distribution, the water inlet is arranged along the width of the pool |
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| b.Inclined tube length L The flow velocity in the tube V0 | 1.50 | mm/s | |||
| Length of inclined pipe L | 405.22 | mm | |||
| Considering the turbulent flow of mud accumulation at the end of the pipe, the length of the pipe in the transition area is adopted as follows |
250 | mm | |||
| Then the total length of the inclined pipe L' | 655.22 | mm | |||
| (Take) L' | 800 | mm | |||
| c. Calculation of sludge discharge Daily sedimentationtank dry sludge volume. G |
1.481 | t | |||
| Take sludge water content | 98 | % | |||
| Take sludge density ρ | 1.03 | t/m3 | |||
| Daily volume of wet sludge in sedimentation tank. V wet |
71.87 | m3 | |||
| Designed to discharge sludge 6 times a day, then every 4 hours scraping sludge once | |||||
| Then each time the sludge volume V' | 11.98 | m3 | |||
| (Take) V' | 12.0 | m3 | |||
| Installation of two sludge hoppers at the inlet end | |||||
| Single bucket discharge volume V single | 6.0 | m3 | |||
| Take the area of the bottom surface of the hopper F1 | 0.6 | m2 | |||
| Mud bucket on the bottom surface area F2 | 5.0 | m2 | |||
| Mud bucket height h1 | 2.5 | m2 | |||
| Then the volume of the mud storage part of the mud hopper | 6.11 | m3 | |||
| Larger than single hopper discharge | 6 | Meet sludge discharge requirements | |||
| The use of double wire rope traction scraper, winch platform placed in the middle of the sedimentation tank | |||||
| Take the scraper height h2 | 0.1 | m | |||
| Scraper width b2 | 6.0 | m | |||
| Scraper traveling speed V2 | 1.0 | m/min | |||
| Two scraper a working cycle scraping amount of mud V | 1.37 | m3 | |||
| Scraper a working cycle time required T | 41.00 | min | |||
| Diameter of discharge pipe d | 200 | mm | |||
| Take the mud discharge time T | 1.5 | h | |||
| Discharge mud flow rate V | 0.04 | m/s | |||
| d. Sedimentation tank height Adoption of protection height h |
0.3 | m | |||
| Clear water area height h | 1.2 | m | |||
| Water distribution area height h | 1.5 | m | |||
| Sludge hopper height h | 2.5 | m | |||
| Inclined pipe height | 0.69 | m | |||
| Total height of sedimentation tank H | 6.19 | m | |||
| e.Review of Re and settling time T. Hydraulic radius R |
8.75 | mm | |||
| = | 0.875 | cm | |||
| The flow velocity in the tube Vo | 0.15 | cm/s | |||
| Take the kinematic viscosity V | 0.01 | cm2/s | |||
| then the Reynolds number Re | 13.13 | ||||
| Sedimentation time T | 532.94 | s | |||
| = | 8.88 | min | |||
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