Sbr design calculations xls

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# Sbr design calculations xls

Value Width m Thickness Volume m3Concrete price RM 1 Volume m3Concrete price RM Length m Width m Surface Area m2 2 1. Length m Width m Surface Area m2 2. Length m Width m Diameter m Surface Area m2 2 2. Parameter Aeration Clarifier Obtained vunit No. Concrete Data from Supplier Price RM Normal Pump Tremie 1 Tremie 2 Learn more about Scribd Membership Home. Read Free For 30 Days. Much more than documents. Discover everything Scribd has to offer, including books and audiobooks from major publishers.

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Download Now. Related titles. Carousel Previous Carousel Next. Jump to Page. Search inside document. Determine time for reaction t See formula pg c Determine aeration time Total aeration time 0. Length m 4. Volume 3 4 5 6 Documents Similar To Design Calculations. Syed Mehboob.Package Plant Extended Aeration The dissolved oxygen DO concentration is in the 1. Coarse bubble aerators will be used. Detention time in the aeration tank will be one day. Calculate the sludge production rate based on the desired BOD removal.

Calculate the system total solids mass based on the sludge production rate and the assumed solids retention time, as shown in Table E Estimate the required unit process dimemsions including the chlorine contact tank based on one-day hydraulic detention time and using two sludge settling hoppers, as shown in Table E Figure E-1 presents a plan view and a side view of the pre-engineered package plant extended aeration with the following specifications : 1 The unit package plant will require no pre-treatment other than wastewater pumping from an influent manhole lift station.

## Design Details for Sequencing batch reactor (SBR) for sewage treatment for Houses?

At least six 6 diffusers will be provided in the sludge holding tank and one 1 in the chlorine contact tank. Figure E Pre-engineered package plant extended aeration.

The new system will use mechanical aerators and have the design parameters shown in Table E Calculate the system total solids mass based on the sludge production rate and the assumed solids retention time. Calculate the carrousel volume from the calculated system total solids mass and the assumed MLSS concentration, as shown in Table E Estimate the required wraparound clarifier diameter based on the assumed clarfier overflow rate and the side water depths, as shown in Table E The carrousel shown in Figure E-2 has the following specifications : - Clarifier diameter: 6.

Stabilization Pond Length to width ratio of each pond will beas is typical for such facilities. Find, as shown in Table E-5 : Total area of ponds.

Applied BOD loading. Dimensions of the ponds. Oxidation ditch carrousel wraparound closed-loop reactor. Gloyna, J. Malina, Jr. Davis :. After the system is initially filled and operational, a fraction of the treated wastewater about 6 percent is fed to the terminal holding pond or lagoon to evaporate to account for the makeup water used for lavoratories and drinking fountains. The makeup water is estimated to represent about 6 percent of total water use.

The sludge from the waste solids holding basin is periodically removed by tank truck. The design parameters for the original extended aeration treatment system are presented in Table E Figure E-3 presents a schematic flow diagram of the wastewater recycle-reuse system. Generally, 10 to 20 cycles are required for the system to reach equilibrium with an input of 5 to 10 percent of potable water for the lavatories or drinking fountains. The 90 to 95 percent of reused water in the water closets and urinals has an acceptable quality following the extended aeration process and multimedia filtration.

Potable water use lavatories and drinking fountains is approximately 0. Average resident time in the toilet facility is expected to be 3 min. The aspects of a municipally treated waste which require dentrification as well as nitrification plus biological phosphorous removal need additional design considerations. Pretreatment of the wastewater before influent in the SBR reactor system is also required.

Flow diagram for wastewater recycle-reuse system. The MLSS concentration changes continuously throughout an SBR operating cycle from a maximum at the beginning of a fill phase to a minimum at the end of the react phase.Clean screen max headloss m 0. Clogged screen max headloss m 1. Pump cycle time at Qavg Guideline: 6 min, 15 max Qavg Volume required for pump sump. Determine Size of Force Main Guideline: 1 - 2.

Energy equation between upstream and downstream of clean screen Velocity at Qpeak through clear openings of screen, Vs Vs. X-Axis Y-Axis 0. Per guidelines: Provide 4 week cycle for mm thick feed depth Volume of Vds required Based on 21 days drying; 7 days feeding. Provide fully covered drying beds Therefore actual area required Number of Drying Beds provided.

Pump System Size blower for 9. K Value 2. Pipe Fittings Losses No. T deg K Losses in piping Losses in pipe fittings Losses in air filter Losses in silencer Losses in blower Losses in diffusers Static head. Learn more about Scribd Membership Home.

Read Free For 30 Days. Much more than documents. Discover everything Scribd has to offer, including books and audiobooks from major publishers. Start Free Trial Cancel anytime. Uploaded by Emily Chay. Document Information click to expand document information Date uploaded Sep 01, Did you find this document useful?

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Jump to Page. Search inside document. Straight Pipe Losses No. Power Requirement of Blower, P kw where Therefore, 8. Alaa Ramadan. Satish Charuvil. Ogwu Charles Kanayo. Syed Mehboob. Niong David.Jeremy Dudley, David L Russell and Youri Amerlinck Introduction The activated sludge process was first conceived as a batch reactor, operating in drawand-fill mode, around The work of Arden and Lockett in England pioneered the development of the activated sludge process.

Bythe first continuous-flow plant was built in Worcester and Wittington, UK. At that time the literature never considered or discussed the problems associated with flow variations, bulking sludge, and the initial high oxygen demand when sewage was first introduced into the oxidation tank. The high oxygen demand and the flow variation led to the development of the conventional activated sludge plant as we know it today6. The developers of the first activated sludge process did not consider the difficulties of operating the process.

Without adequate automated control systems, the operation of an SBR can be a continual juggling act. In a multiple tank system, one tank is filling, while a second is reacting, a third decanting and a fourth is settling or resting. The first operators of the fill and draw plants may have been good candidates for early retirement because of the continual demand for attention to the plant.

By the fill and draw system was replaced by a continuous process and the first plants were built in the US The first step aeration or tapered aeration plant was built in at Wards Island, New York.

From that point on, until the mids at least in the US the batch process or SBR was largely ignored or consigned to the laboratory. In all this development and change, the problems associated with bulking sludge were noted, but were poorly understood. At the time Heukelekian and others in the s6 considered bulking sludge to be an environmental disease of the activated sludge brought on by poor high C: N ratios, low dissolved oxygen DO levels in the aeration tanks, and increasing organic loads on the plants6.

But sludge bulking began to become an operationally important issue. In the mids Dr. Robert Irvine refocused attention on the Sequencing Batch Reactor. At that time, the SBR was the new hot topic in waste treatment1. The SBR was promoted as being a pure plug flow system that produced a crystal-clear effluent, and had no sludge bulking problems.

Because it operated as a fill and draw tank it was ideal for small communities or where there was an intermittent flow at periods of low flow, just let the balancing tank fill. When full, it would discharge into the SBR. A typical cycle is shown in Figure 1.

And still a good quality effluent was being produced. Following on from the success of SBRs other semibatch systems were introduced, using compartmented reactors and allowing inflow during the settle periods.

Part of this development was facilitated by breakthroughs in control systems technology. The development of inexpensive control systems which automated the sequencing of the SBR became the standard. SBRs moved to become, again, a mainstream process variant9. Storms on the horizon SBRs were going in everywhere.

And then problems began to reappear. Sludge bulking re-appeared, despite the claims that SBRs guaranteed that bulking was a thing of the past. Effluent quality was no longer maintained.

And there appeared to be little understanding of why this was the case.

Organizational change theories

The problem appears to be worse in the UK. This, in turn, appears to have been some US-based vendors selling SBRs without accommodating for the different effluent standards. Many US sites have a discharge permit based on a monthly average. Failures were bound to occur. Existing design methods There are several methods for designing SBR systems.This Excel spreadsheet is intended for making design calculations for either pre-anoxic or post-anoxic denitrification in a sequencing batch reactor.

You can buy a convenient SBR denitrification calculations spreadsheet for a very reasonable price. It is available in either U. Read on for background information about sequencing batch reactor denitrification process design calculations. The sequencing batch reactor is a batch type, fill and draw alternative to the continuous flow activated sludge process for biological wastewater treatment, including BOD removal, nitrification and denitrification.

The typical components of a sequencing batch reactor operating cycle for BOD removal and nitrification are shown in the diagram below. At least two tanks are typically used. In that case, the length of the fill period would be equal to the sum of the times for the react, settle and decant periods. Thus one tank would be filling while the other tank was going through the react, settle and decant periods and then the roles would be reversed.

In order to achieve denitrification, an anoxic period must be added. A typical sequencing batch reactor cycle for a post-anoxic denitrification process is shown in the figure below.

A mixed anoxic react period is included after the aerobic react period. For a pre-anoxic denitrification SBR process, some or all of the fill period would be anoxic and there would be no anoxic react period after the aerobic react period. An example SBR denitrification calculations spreadsheet is partially shown in the image below.

This Excel spreadsheet can be used to set the times for the different parts of the SBR operating cycle, calculate the required tank size and check on the adequacy for nitrification and for denitrification.

### Design Cal_2300PE.xls

This Excel spreadsheet, as well as others for wastewater treatment process design calculations, is available in either U. L, Stensel, H. Bengtson, Harlan H. You must be logged in to post a comment. Background for an SBR Denitrification Calculations Spreadsheet The sequencing batch reactor is a batch type, fill and draw alternative to the continuous flow activated sludge process for biological wastewater treatment, including BOD removal, nitrification and denitrification.For use in wastewater treatment design calculations, you can buy a convenient sequencing batch reactor design calculation excel spreadsheet for a very reasonable price?

This spreadsheet will make calculations for BOD removal, nitrification, denitrification, and biological phosphorus removal for given information about wastewater flow rate and characteristics, in either U. Read on for information about Excel spreadsheets that can be used for SBR design calculations.

A typical activated sludge wastewater treatment process operates as a continuous flow process, with incoming wastewater flow coming into a primary clarifier and treated effluent continuously coming off from the secondary clarifier. A sequencing batch reactor wastewater treatment system, on the other hand, operates as a batch system.

Two or more tanks are required. This is illustrated in the diagram below.

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A sequencing batch reactor wastewater treatment system has a great deal of flexibility. It can be used for traditional BOD removal and nitrification using the four cycle components shown above.

In that case there may be aeration for at least part of the fill cycle. If denitrification is to be accomplished also, then there should be no aeration during the fill cycle. If the SBR wastewater treatment system is to be designed for biological phosphorus removal as well, then an anaerobic react period is needed after the fill portion of the cycle, and an anoxic react is needed after the aerobic react part of the cycle, as shown in the diagram below.

The Sequencing Batch Reactor Design Calculation excel spreadsheet partially shown in the image below can be used to make a variety of design calculations for an SBR wastewater treatment system. Based on input information about the wastewater flow rate and characteristics, as well as the treatment objectives, the spreadsheet leads the user through calculations for deciding on times for each part of the SBR cycle, tank number and size, and checks on the adequacy of the design.

This Excel spreadsheet, as well as others for wastewater treatment calculations, is available in either U. Bengtson, Harlan H. You must be logged in to post a comment. Sequencing Batch Reactor Design Calculation Background A typical activated sludge wastewater treatment process operates as a continuous flow process, with incoming wastewater flow coming into a primary clarifier and treated effluent continuously coming off from the secondary clarifier.

Sequencing Batch Reactor Design Calculation Applications A sequencing batch reactor wastewater treatment system has a great deal of flexibility.

Sequencing Batch Reactor (SBR) - Parkson's EcoCycle

Descriptions of all of these spreadsheets are given below. This Excel spreadsheet bundle includes the S. This spreadsheet package includes the U. This spreadsheet package includes the S. Descriptions are given below. This MBBR calculations spreadsheet has four worksheets. Each worksheet guides the calculation of tank volume and dimensions based on wastewater flow and characteristics, along with characteristics of the media carrier to be used.

The worksheets also calculate detention time at design average flow and at peak hourly flow as well as estimated air requirements and alkalinity requirements for the nitrification processes. The worksheet is set up for U. The worksheet is set up for S. This Excel spreadsheet workbook includes a worksheet for a three-stage pre-anoxic denitrification MBBR process and one for a three-stage post-anoxic denitrification MBBR process.

Each worksheet leads the user through calculation of the required carrier volume and tank volumes and dimensions. Aeration requirements for the BOD removal and nitrification stages is included as well as estimated alkalinity requirements.

## Sbr Design Copy

There is guidance on the choice between a pre-anoxic or post-anoxic process. The calculations use U. The calculations use S. This Excel spreadsheet workbook has three worksheets to carry out basin sizing and aeration calculations for the membrane module sthe aeration tank s and preanoxic denitrification tank s. These calculations are based on the membrane module s being immersed in the aeration tank s.

There is also a worksheet for user input of wastewater flow and characteristics, and biological kinetic coefficients.

The membrane module calculations require user input vaues of membrane module parameters that are typically available from the membrane module manufacturer or vendor. The aeration tank and preanoxic tank calculations use equations typically used for completely mixed activated sludge systems. Calculations are in U.

Calculations are in S. Typical values of the needed kinetic parameters for domestic wastewater are provided in a table in the spreadsheet. The spreadsheet calculates tank volume s and blower airflow and outlet pressure requirements based on user input of wastewater design flow and characteristics.

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