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| Hangzhou AquaSust Water Technology Co., Ltd. Head ofice: #2808, Baiyue Center, Linping, Hangzhou, Zhejiang, China M:+86 152 6746 2807 Email: [email protected] website: www.nihaowater.com www.chinambbr.com www.aquasust.com www.aquasustfactory.com |
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| Inclined Tube Sedimentation Tank Design Calculations | |||||
| Blue block is the design datameter: be filled in Brown:calculate process data Red:last result for your process |
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| 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') | 0.60764 | m³/s | 2187.5 | m³/h | |
| The number of designed inclined tube sedimentation tanks is 2 | |||||
| Single seat Q1 | 0.30382 | m³/s | 1093.75 | m³/h | |
| Clear water area upward flow velocity | 1.3 | mm/s | |||
| Take the particle setling 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 ofuniform water distribution, the water inlet is arranged along the width of the pool |
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| b.Inclined tube length L The fow velocity inthe 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.Calcuation of sludge discharge Daily sedimentationtank dry sludge volume. G | 1.481 | t | |||
| Take sludge water content | 98 | % | |||
| Take sludge density p | 1.03 | t/m³ | |||
| Daily volume of wet sludge insedimentation tank. V wet | 71.87 | m³ | |||
| Designed to discharge sludge 6 times a day, then every 4 hours scraping sludge once | |||||
Theneachtime 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 onthe bottom surface area F2 | 5.0 | m² | |||
Mud bucket height h1 |
2.5 | m² | |||
Thenthe 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 | |||
| nclined pipe height | 0.69 | m | |||
| Total height of sedimentationtank H | 6.19 | m | |||
| e.Review of Re and settling time T. | 8.75 | mm | |||
| Hydraulic radius R= | 0.875 | cm | |||
| The flow velocity inthe tube Vo | 0.15 | cm/s | |||
| Take the kinematic viscosity V | 0.01 | cm²/s | |||
| then the Reynolds number Re | 13.13 | ||||
| Sedimentationtime T | 532.94 | S | |||
| = | 8.88 | min | |||
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