CERTIFICATEThis is to certify that the project, entitled DESIGN OF WASTE WATER TREATMENT PLANT has been prepared by SANDEEP SINGH , REGISTRATION No.1143131 a final year student of civil engineering student during the year 2014, as a partial fulfillment of the requirement for the award of Bachelor of Engineering Degree in Civil Engineering of the PUNJAB TECHNICAL UNIVERSITY, JALANDHAR. His work has been found to be satisfactory.

HEAD OF DEPARTMENT Er.GURSHARAN SINGH

PREFERENCEAs a part of our B.TECH In CIVIL ENGINEERING we have to go under the MAJOR PROJECT in our institute in 7th semester for learning a real practical work. The MAJOR PROJECT occupies a significant place during B.TECH .In MAJOR REPORT one taught in close touch with real life programs for away from the classrooms culture and requires to be theory into practical.The MAJOR PROJECT was carefully allotted to me in such a way that I shall acquire useful information regarding various operations in DESIGN OF WASTE WATER TREATMENT PALNT FOR A VILLAGE. I am working on my project at WASTE WATER TREATMENT PLANT in ABIANA KALAN & ABIANA KHURD to learn about treatment of water by MAJOR PROJECT.

ACKNOWLEDGEMENT

My sincere thanks to our guide ER. Neeraj Syal for giving me an opportunity to undertake training under their expert technical guidance. I would also like to thank H.O.D Er. Gursharan Singh whose support and encouragement and transparent in the work itself, which helped me in this MAJOR PROJECT, and it has truly been a pleasure working under them.I also wish to thank S.D.O ER. PREM CHAND at WATER TREATMENT PLANT in ABIANA KALAN & ABIANA KHURD for providing me a confidential data which is required for the completion of my MAJOR PROJECT. My stay in the organization has been to great learning experience and a curtain raiser to an interesting and rewarding career. This exposure has enriched me with technical knowledge and has also introduced me to the attributes of successful professional.

INDEXSR. NO.TITLE

1GENERAL INTRODUCTION OF WATER SUPPLY SCHEME

2IMPORTANCE AND NECESSITY OF PLANNED WATER SUPPLY

3COLLECTION OF REQUIRED DATA FOR WATER SUPPLY SCHEME

4NEED OF WATER TREATMENT

5LAYOUT OF WATER SUPPLY SCHEME

6INTRODUCTION OF ABIANA KHURD & ABIANA KALAN

7DESIGN OF WATER TREATMENT PLANT FOR ABIANA KHURD & ABIANA KALAN

8BASIC DATA FOR DESIGN OF WATER TREATMENT PLANT

9DESIGN PERIOD

1OFORCASTING POPULATION

11CALCULATION OF WATER REQUIREMENT

12COLLECTION OF WATER {INTAKE}

13DESIGN OF UNITS

14TREATMENT PROCESS

15STORAGE TANK

16ELEVATED SERVICE TANK

GENERAL INTRODUCTION OF WATER SUPPLY SCHEME:-In planning of water supply scheme, it is essential, to first of all, search of water in the vicinity of the town or city for which the scheme is to be designed. Sometime the water may be available nearby or sometime it may be for away. Further it may be underground well or it may be river, stream or a lake. It therefore, necessary to seek out all the possible sources and evaluate each item of quantity, quality and the cost, and then to take the final decision regarding the utilization of particular source or source depending upon the availabilities of water in those sources and demand requirements of the town or the city.A general layout of water supply project from the source (river) to distribution of the treated water to the consumer. Such a projects essential a consist of (1) works for collection of water; (2) works for conveyance of water; (3) works for the treatment and purification of water; (4) works for the distribution of water to consumer. Before the construction of these works is taken up, it is necessary to properly plan and prepare a full scheme and also design the various components of project. The proper planning will ensure an economical and efficiently functioning scheme which will serve the various objectives in view most efficiently and with the minimum expenditures and recurring operational troubles. The prepared scheme should also be such as to be accommodated only within the available funds or funds likely to receive in near future, as and when extensions are desired and suggested.

IMPORTENTANCE AND NECESSITY OF PLANNED WATER SUPPLIES

WATER is chemical compound and may occurs in liquid form or in solid form or in a gaseous form. All these three form of water are extremely useful for man, providing their luxuries and comforts, in addition to fulfilling his basic necessities of life. Every on of us has known how the important and precious of water is. Whenever there is no water in our taps, we become a helpless. No life can exist without water since the water is essential for life as air is. It has been estimated that two third of human body is constituted of water. Water is absolutely essential not only for survival of human beings, but also for animals. Plants, and all other living beings. Further it is necessary that water required for their need must be good and it should not contain unwanted impurities or harmful chemicals and bacterias in it. Therefore in order to ensure the availability of sufficient quantity of good quality of water and it also imperative in a modern society, to plan and build suitable water supply scheme which may provide a potable water to the various sections of the community in accordance with their demands and requirements. Thus a provision of a such scheme shall ensure a constant and reliable water supply to that section of people for which it has been designed. Such a scheme shall not only help in supplying safe wholesome water to the people for drinking, bathing, washing, cooking etc. so as to keep the disease away and thereby promoting better health; but would also help in supplying of water for fountains, gardens etc. and thus helping in maintaining better sanitation and beautification of surrounding. Thereby reduces environmental pollution. Besides a promoting overall hygiene and public health. The existence of such water supply scheme shall future help in attracting industries and thereby helping in industrialization and modernization of society, consequently reducing the unemployment and ensure better living standard.

COLLECTION OF REQUIRED DATA FOR WATER SUPPLY SCHEMES

IN Generals the following type of data must be collected for planning of water supply schemes1. Hydrological data and data on available surface of water sources in vicinity of the area. (This helps in estimating the availability of surface water.)

2. The geological data and data on available of ground water in the vicinity of area. ( this helps in estimating the availability of ground water)

3. Data of water requirements of the city including the data on population and their water needs, and data on industrial establishment and their requirements. (this will helps in estimating the quantity of water required at present as well as in the future).

4. Data on existing projects. (This will help in assessing the net present availability of water sources and also the requirement.)5. Data on the sanitary conditions of the area and the possible sources of pollution. (This will help in estimating the possible pollution or contamination of water from such sources, and thereby helping in assessing the remedial measures).

6. Data on the topography of the area. (this will indicates the low-lying area and high ridges in the relation to the available sources, density of population in different localities, etc. it will help in properly positioning of intakes, treatment works, and above all, distribution reservoirs etc. thereby evolving a simple and cheap conveyance and distribution of water)7. Legal data on the various legal laws on water rights, land zoning, land ownership, administrative patterns, etc. may also be collected. (This will help in using such water, and positioning the various works at such places, that will not involve much legal troubles.8. Data on public opinion may also be collected. (This may help in counteracting the false claims of ambition politicians during justification of debates, while seeking administrative, approval expenses from the government).NEED OF WATER TREATMENTAbsolute pure water never found in nature, but in variable contents suspended, colloidal and dissolved impurities (organic or inorganic in nature generally called a solids) in varying degree of concentration depending upon the source. Untreated or improperly treated water, unfit for intended for proves to be detrimental for life, so It is necessary that supplied water to the inhabitants should be free from all types of impurities whether suspended or dissolved. It must be free from pathogens. Poisonous substances and excessive amount of minerals and organic matters. Hence it is very important that water supply system must remove all the bacterias and impurities from the water it safe for drinking. So, it is necessary to treat the water to make it potable. A number of methods can be used for treatment of water. The water supply system should be provided an adequate and reliable supply of water to all inhabitants. It must also ensure that the supplies are not only potable but are fully protected against every infection which might pollute water and cause epidemics that will result in human sufferings and loss. The main objectives of treatment plant are:-1. To make water fit for domestic use.2. To remove the impurities of water.3. To kill the pathogenic bacterias which is harmful for human beings.4. To remove the dissolved gases. Colour, taste, and odour.5. To completely remove the corrosive properties of water.6. To make water fit for various industrial uses.

INTRODUCTION OF ABIANA KALAN & ABIANA KHURD

The village is situated 20 km away from the ROOPNAGAR (Distt.) on the Roopnagar-Nurpur Bedi road. Abiana Kalan & Abiana Khurd has population nearly 3000. This village is situated far away from the nearby town Nurpur bedi. Therefore this place has major problem of water supply scheme and also the waste water (sewage), polluted the ground water.So there is need of waste water treatment plant. So this treatment plant was built by Punjab govt. in Dec,2012 to give relief to villagers.

DESIGN OF WATER TREATMENT PALNT FORABIANA KALAN & ABIANA KHURDThe treatment given to the water before supplying it to the public according to the standards of quality is known as water treatment. The amount and type of treatment required to be given to particulars water depends upon the quality of available water and qualities of water required for using the domestic, commercial, and industrial purposes. The plant constructed for removing the impurities of raw water to bring the quality of water to the required standard are known as water treatment plants (units). The various methods or techniques which may be adopted for purification the public water supply

THE WATER TREATMENT PROCESS IS SHOWN BY DIG.

As pointed out earlier, it may be noted and kept in mind that all above techniques may or may not be used for treating a particular water. The necessity of few or all of these steps depends upon the quality of the available raw water. Before the design and constructing of water treatment plant we will required the population of the area for the design period, the details of the design period is given in next topic.

BASIC DATA FOR DESIGN OF WATER TREATMENT PLANTThe given problem includes the design of water treatment plant and also prepares a Technical Report showing the detail of collections and treatment units. The following table gives the Basic necessary data required for the design of water treatment plant.TABLE - 1NO.DESCRIPTION

1Name of placeABIANA KALAN & ABIANA KHURD

2DistrictROPAR

3LocationABOUT 20km FROM THE ROPAR AND 8km FROM THE NURPUR BEDI

TABLE-2Sr.No.DISCRIPTIONVALUES

1TIME PERIOD30 YRS

2PER CAPITA DEMAND135

3PURPOSED POPULATIONIN YEAR 2012IN YEAR 2027IN YEAR 2042213125572876

4DISCHARGE OF SEWAGE AS PER AVERAGE SEWAGE FLOW IN 2012(LPS)DISCHARGE OF SEWAGE AS PER AVERAGE SEWAGE FLOW IN 2027(LPS)

2.780

3.279

DESIGN PERIODAs water treatment plant includes huge and costly structures which cannot be replaced or increased in their capacities. Easily and conveniently. For example the water mains including the distributing pipes are laid underground and cannot be replaced or added easily without digging the road or disrupting the traffic. In order to avoid these future complications of expansions the various components of water treatment plant are purposely made larger, so to come. This future period or the no. of the years for which a provision is made in designing the capacities of various components of water treatment plant in known as a DESIGN PERIOD.Generally the design period is kept 20-30 years for water treatment which is fairly good and sufficient for design purposes. While deciding the design period. The following factors affects the design period-:1. The design period should not be more than the life of the materials used in the water treatment plant.2. The anticipated expansion rate of town also affects the design period.3. Availability of funds also affects the design period.4. The rate of interest on the loans taken to complete the project also affects the design period. More the rate of interest the design period will be less.

The design period of our project is 2012 to 2042 therefore design period is 30 year.

CALCULATION OF WATER REQUIREMENTSSR. NO.DESCRIPTIONSVALUES

1.Water requirement @30 gls/H/D2200000 gls/day

2.For industrial = 135 acres @3425 gls/acres462375 gls/day

3.For educational and institutional approx.40000 gls/ day

4.For polytechnic approx46875 gls/ day

5.For commercial areas 10 acres @ 1825 gls/ acres18250 gls/ day

6.Additional requirement of water for GurudawarasFor 1000 persons (pilgrims for non mela days@ 10 gls/h/d) For 2 lacs pilgrims duringHola mohalla @ 5 gls/h/d75549 gls / day

7.Add 2 % for back wash of filters1000000 gls day

TOTAL3853001 GLS/ DAYSAY 3.85 MGD

COLLECTION OF WATER (INTAKE)The raw water for treatment should be taken from the sub-surface source of water or surface source of water and water source should be located near the treatment plant to avoid pumping of muddy water which may cause quick wearing of pipes. In our treatment plant we have required a large quantity of water as per design, so the sub surface water source not enough to full fill the requirement. Then we are selecting a surface source of water.Intakes consists of a opening, strainers, and grating through which the water enters and the conduct conveying the water usually by gravity to a well or sump. From a well the water is pumped to the main or the treatment plants. Intake should be so located and the designed that possibility of interference with the supply is minimized and where the uncertainty of continuous serviceability exits and intakes should be duplicated. The various types of intakes used that is following:-1. Wet intakes the water is up to the source of supply.2. Dry intakes - no water inside in it other than in the intake pipe3. Submerged intake - entirely under the water4. Movable and floating intakes - used where the wide variation in surface elevation with sloping banks.The intake structures used in our design is Wet Type so we are collecting the water from the Nangal Hydel Channel on the right side of the canal and on a road of Dashmesh Academy. Because this Canal passes very near from the treatment plant and water is available in canal with a large quantity throughout the year and full fill the requirement of water as per design. The NGL of up to the treatment plant is lowered by earth work than level of the canal. So that the raw water is collecting by a gravity action. The intakes structures contains the following Units -:1. Sump size 3. Rising main2. Gravity main 4. Pumps

DESIGN OF UNITS1. SUMP SIZEDESIGN CRETIRIANO.DESCRIPTIONVALUES

1.DISCHARGE OF SEWAGE AS PER AVERAGE SEWAGE FLOW IN 2027(LPS)

2.780

2.DISCHARGE OF SEWAGE AS PER AVERAGE SEWAGE FLOW IN 2027(LPS)

3.279

3.PEAK FLOW FROM THE SEWERAGE SYSTEM AT STP3.279x2=6.558LPS

4.CAPACITY OF COLLECTING TANK FOR UNREATED INFLUENT SEWERAGE SYSTEM20 min at peak flow

5.=6.558x60x20/1000=7.870 Cum

6.PROVIDE 1 No COLLECTING TANK OF 3.0 M DIAMETER WITH WORKING DEPTH OF 1.2 M

SUMMARY.NO.DESCRIPTIONVALUES

1NUMBER OF INTAKE WELL1 UNIT

2DIAMTER OF WELL6M

3HEIGHT OF WELL7M

4R.L OF BOTTOM OF WELL312.76 m

DESIGN OF GRAVITY MAINThe gravity mains connects the intake well to the jack well and water flows through it by gravity. To secure a greatest economy, the diameter of single pipe through which the water flows by gravity should be such that all the head available to cause the flow is consumed by friction. The available fall from the intake well to the jack well and the ground profile in b/w should be generally help to decide the if a free flow conduits is feasible. Once this is decided the material of the conduits is to be selected keeping in view of local cost and nature of the terrain to be traversed. Even when a fallIs available a pumping or a force main, independently and in combination with a gravity main could also be considered. Gravity pipe line should be laid below the hydraulic gradient.

DESIGN OF RISING MAINThese are the pressure pipes used to convey the water from sump well to treatment units.The design of rising main is dependent on resistance of flow, available head, allowable velocity of flow, sediment transport, quality of water and relative cost. Various types of pipes used are cast iron, steel, reinforced cement concrete, pre stressed concrete, asbestos cement, PVC, ductile iron glass pipe, glass reinforced plastic, fiber reinforced plastic. The determination of suitability in all respects of the pipe of the joints for any work is matter of decision by engineer concerned on the basis of requirement of the scheme.

DESIGN OF PUMPING SYSTEMIn water treatment plant, pumps are required at one or more of the following stages;a. To lift the water at the source, when the water cannot flow by gravity into the mains ( such as in case of low leveled surface sources and ground water sources.)b. To lift the water at the treatment plant, if the sufficient natural slope in not available, as to cause gravitational flow b/w different unit of treatment plant.c. To lift the water after the treatment, so as to force the water into the distributing mains, either directly or through a service reservoir.d. When the pressure in the distributing mains has to be increased or boosted at some intermediate points within the distribution system, so as to enable the water reach up to the required storey height.Factor governed the selection of a particular type of pump:-The various factors which must be thoroughly considered while selecting a particular type of a pump for a particular project are;a. Capacity of pumpsb. Importance of water supply schemec. Initial cost of pumping arrangementd. Maintenance coste. Space requirement for location of the pumpf. Number of units requiredg. Total lift of water requiredh. Quantity of water to be pumped

DESIGN CRETERIAPUMPING MACHINARYNO.DESCRIPTIONVALUES

PROVIDE 3 WORKING PUMPS WITH EACH PUMPING CAPACITY OF HALF , FULL AND PEAK FLOW

1DICHARGE WITH HALF OF AVERAGE FLOW1.640 LPS=1.64or98.4SAY 100 LPM

2DICHARGE WITH AVERAGE FLOW3.280=196.8SAY 200 LPM

3DISCHARGEWITHE TWICE OF AVERAGE FLOW i.e. PAK FLOW1.560 LPS=393.6SAY 400 LPM

PUMPING HEADa.DIFFERENCE IN LEVEL BETWEEN FSL OF BED LEVEL OF COLLECTING TANK AND INLET F.T=4.28

b.LOSS OF HEAD IN RISING MAIN FOR SIZE 110 MM UPVC PIPE (AS CALCULATED FROM ECONOMIC DESIGN)=0.6

c.LOSSES IN PUMPS AND FITTINGS=1

d.DELIVERY HEAD REQD. (M)=1

e.TOTAL HEAD= 4.28+0.6+1+1=6.88SAY 7M

SCREENINGThe process of preventing the entry of a large size particles such as bushes, dead animal, branches tec. Into intake works with the help of screen is known as screening.The process of screening consists of providing screen in front of pump or intake works. Screens may be coarse or fine or both. Fine screens are tray of wire mash or cloth with 10 mm openings. These are placed after coarse screen if used. Fine screens are not generally used these days as they get normally clogged frequently and require frequent cleaning. Fine particles can be easily removed during sedimentation.Coarse screen consist of flat or round steel bars with opening 2.5 to 7.5 cm placed vertically and inclined at 45 to 60 degree to the horizontal.The main purpose of keeping the screens inclined is to increase the opening area reduce the velocity of flow to .75 to 1 m/sec.To facilitate free movement of water, the debris accumulated should be removed either manually or mechanically. At small units, hand cleaning is preferred. It can be done with the help of racks. At large plants, mechanically operated combers can be used for cleaning debris. They act either continuously or at regular interval.

TREATMENT PROCESSSEDIMENTATION TANKMost of suspended impurities present in water do have a specific gravity greater than the water. In still water these impurities will, therefore, trend to settle down under gravity, although in normal raw supplies, they remain in suspension, because of turbulence in water. Hence as soon as turbulence is retarded by offering storage the water, these impurities tend to settle down at the bottom of the tank, offering such storage. This is the principle behind the sedimentation. The basin in which the flow of water is retarded is called the settling tank or sedimentation tank or sedimentation basin or clarifier. The sedimentation done by two types;1. Plain sedimentation2. Sedimentation aided with coagulationIn the past time, plain sedimentation was done with draw and fill method. By this method, the water is filled in the tank and allowed to remain quiescent so that suspended impurities May settle. After this water was taken out the tank. But now, continuous flow type basin are used where water continuously flow at a uniform rate. All suspended impurities settle in the bottom of basin and clear water is drawn out from the top. The process of plain sedimentation may remove up to 66% suspended impurities and 75% bacterias.But in our project we used a SEDIMENTAION AIDED WITH COAGULATION. As pointed out earlier, very fine suspended mud particles and the colloidal matter present in water cannot settle down in plain sedimentation tanks of ordinary detention periods. They can, however, be removed by easily by increasing their size by changing them into flocculated particles. For this purposes, a certain chemical compound called coagulants added to the water, which on through mixing. Form a gelatenous precipitate called Floc. The very fine mud particles and the colloidal matter present in water get attracted and absorbed in these flocs, forming the bigger size flocculated particles. The process of addition and mixing of chemicals is called Coagulation. The coagulated water is then made to pass through sedimentation tank, where the flocculated particles settle down and are thus removed.The use of coagulant is generally necessary for clarifying raw water contains turbities greater than 30 to 50 mg/l, but in actual practice plain sedimentation is rarely used these days and coagulation before sedimentation is almost universally adopted in all the major water treatment plants and is followed by Rapid Sand Filtration*.

SEDIMENTATION TANK

CHEMICALS USED FOR CAOGULATIONVarious chemicals such as iron salt like ferrous sulphate, ferric chloride, ferric sulphate etc. are generally used as coagulants. These chemicals are most effective when water is slightly alkaline. In the absence of such an alkalinity present in raw supplies, external alkalies like sodium carbonate or a lime etc. are added to the water. So as to make it slightly alkaline, and thus to increase the effectiveness of the coagulants. The important coagulants are described below :-1. Use of alum as coagulant2. Use of copperas as coagulant3. Use of chlorinated copperas as coagulant4. Use of sodium aluminates as a coagulantWe used the alum as coagulant. Alum is the name given to aluminum sulphate with its chemical formula as A(S) . 18 . Alum is widely used as a coagulant in the water treatment palnts. Alum when added to raw water reacts with the bicarbonate alkalinities, which is generally present in raw supplies, so as to form a gelatinous precipitate (floc) of aluminum hydroxide. This floc attracts the other fine particles and suspended matters, and thus grows in size, and finally settles down to the bottom of the tank.The amount of alum required for coagulation depends on the turbidity and colour of raw water. The use of optimum amount of a coagulant is indicated by formulation of large feathery flakes; and can be approximately determined by laboratory testing which is adjusted with an actual result obtained at the treatment plant. Alum or filter alum has provided to be very effective coagulant and is now extensively used throughout the world. It is quite cheap, forms an excellent stable floc, and does not require any skilled supervision for handing. The water is obtained quite clear, as it helps in reducing taste and colour of raw water in addition to removing of turbidity. The main problem using the alum till recently was that it is difficult to dewater the sludge formed and it is not easy to dispose it off, as it is found unsuitable for filling low lying land. But now a days the recent research has however, shown that it is possible to recover alum from this sludge, and it can be reused for coagulation. The cost of the recovery is one fourth of the cost of recovered alum. The only drawback in use of alum now, is that the effective pH range for its use is small, i.e 6.5 to 8.5 and may, in many cases, require the addition of external alkali salts, thereby rendering it costlier.

CALCULATE THE QUANTITY OF CHEMICAL AND DESIGN OF CHEMICAL HOUSEFor a clear water the alum dose may be as low as 7 grms and in case of muddy water from a canal it may be upto 50 grm for 1000 litres. The normal amount used in practice varies b/w 15 to 20 grams per 1000 litres of raw water.In this case the raw water is coming from N.H.C to the inlet chamber through pumping and that too settlement at NANGAL DAM hence alum dose of 30 grams per 1000 liters of water during the maximum turbidity period has been considerd sufficient.Daily requirement of water = 15.89 liters/dayDaily requirement of alum = = 476.70 kg/day= say 480 kgStorage weight for 3 months = 480 30 3 = 43200 kg.Density of alum in 39 lbs/cft.Volume for 3 months = 43200 2.2 = 95040 lbs= 95040/39 = 2437 cft. Or 68.96 cumLet height of stacks = 3 meters

Floor area required = 68.96/3 = 22.99 sq.mCatering for 50% space for passage tec. Floor area of store.Room size = 23 + 11.50 = 34.50 sq.m

CONSITUTENTS OF A CAOGULATION SEDIMENTAION PLANTThe coagulation sedimentation plant, sometime called a simply a coagulation plant or a clariflocculator, contains following parts:1. FEEDING DEVICE2. MIXING DEVCIE OR MIXING BASIN3. FLOCCULATION TANK OR FLOCCULATOR4. SEDIMENTATION TANK OR SETTLINGThe chemical coagulant is first of all (either dry or in solution form) into raw water through the feeding device. This mixture is then thoroughly mixed and agitated in the mixing device. The floc, which is formed as a result of the chemical reaction taking pace in the mixed basin, is then allowed to consolidate in flocculation tank. The flocculated water is finally passed into sedimentation tank. The flocculated water is finally passed into the sedimentation tank where these flocculated particles settle down and be removed. The resultant water of low turbidity can be taken out through the outlet of sedimentation tank, directly to Rapid sand filters, which do not function with turbid water expected from plain sedimentation tanl. The complete process of coagulation-sedimentation may help in removing turbidites upto as low values as 10 to 20 mg/l. it also helps to reducing the bacteria from the water. The requirement, design and other detail of the different units of a coagulation sedimentation tank are described below:1. FEEDING DEVICESAs pointed earlier, the chemical coagulant may be fed into raw water either in a powder form or in a solution form. The former is known as dry feeding and the latter is known as wet feeding. Wet feeding equipment are generally costlier than dry feeding equipment but they advantages that they can be easily controlled and adjusted. The choice b/w these two types of equipments depends upon the following factors:a. The characterstics of coagulant and convenience with which it can be applied. Chemicals which is clog or which is non uniform in composition cannot be fed by dry feeding. For example, alum being fairly fine and uniform in size, can be fed easily by dry feeding, but copperas may give trouble in dry feeding because the water of crystallization present in it, may change with temperature , thereby turning it into solid or a sticky mass.b. The amount of coagulant to be used. The amount of the coagulant to be used is an important factor in choosing the type of feeding arrangement. For example, if the dose of the coagulant is very small, then for reason of accuracy, it must be fed in a solution.c. The cost of the coagulant and the size of the plant. In a plant which uses a great deal of coagulant, the chemical should be purchased in its cheapest form and the plant should be equipped to use the chemical in that form. The cost of the feeding machine is less important as compared to the cost of the coagulant in large plant. Whereas, if the plant is small, the cost of the feeding equipment may become the governing factors and in that case, the chemical may be purchased in dry form, because dry fed machine are cheaper.The feeding device are two types1. DRY FEEDING DEVICES2. WET FEEDING DEVCIESDRY FEEDING DEVICEWhich are used for dry feeding of the coagulant. There are number of method for dry feeding. But generally following two methods are adopted.In first method, a tank with a hopper bottom is formed. In order to prevent the arching of the coagulant, agitating plates are paced in the tank. The coagulant is filled in the tank and is allowed to fall in mixing basin as shown in fig (A) Given below. The dose of the coagulant can be ragilated by the speed of toothed wheel.In the second method a dose of the coagulant can be regulated by a helical screws. The seeed of both is controlled by connecting each to venture device installed in the raw water pipes bringing the water to mixing basin. The quantity of the coagulant to added is controlled in proportion to the quantity of raw water entering the mixing basin as shown in fig (B).WET FEEDING

In wet feeding the solution of required strength coagulant is prepared and stored in tank, from where it is allowed to trickle down into mixing tank through an outlet. The level of coagulant solution in the coagulant feeding tank is maintained constant by means of float control valve in order to ensure a constant rate of discharge for certain fixed rate of raw water flow in the mixing basin. When the rate of inflow of raw water changes, the rate of outflow of coagulant must be also change. In order tomake these flow in proportion to each other a conical plug type arrangement as shown.DESIGN OF ALUM SOLUTION FEED TANKIT is proposed to provide a 3nos. soloution feed tank each of cater for 8 hours supply adopting strength of 10% and catering for 8 hours shift capacity of feed tank.= = 1600 litersOr= 1.60 cumec.Now we provided a 3 nos alum tanks of internal dimensions of 1.30m x 1.30m with a assuming the depth of tank is 1.2 m and .3 m free board have been proposed.

MIXING DEVCIE OR MIXING BASINAfter addition of the coagulant to the raw water, the mixture is thoroughly and vigorously mixed, so that the coagulant gets fully dispersed into entire mass of water. The violent agitation of water can be achieved by means of mixing devices such as centrifugal pumps, compressed airs, mixed basins, etc. out of these, mixing basin are most important and normally adopted. There are two types of mixing basins;a. Mixing basins with baffle wallsb. Mixing basins equipped with mechanical devices.

Mixing basins with baffle walls; in this case the mixing basins are rectangular in shape and divided by baffles walls. The water follows horizontally around the ends of baffle as shown in fig A. And water moves vertically over and under the baffles as shown in fig B.

Mixing basins equipped with mechanical devices.; the mechanically mixing basin provided the best type of mixing as also the flocculating type. The chemical added to raw water is vigorously mixed and agitated by flash mixer, and water is then transferred to a flocculation tank provided with a slow mixer.A typical mixing basin provided with a flash mixer is shown. It consists of a rectangular tank which is provided with an impeller fixed to an impeller shaft. The impeller is driven by an electric motor and it revolves at a high speed inside the tank.The coagulant is brought by the coagulant pipe and is discharge just under the rotating fan. The raw water is separately brought from the inlet end and is deflected towards the moving impeller by deflecting walls. The thoroughly mixed water is taken out from outlet end. A drain valve is also provided to remove the sludge from bottom of the flash mixers. The impeller speed generally kept b/w 100 to 120 r.p.m and usual values of detention period may vary 30 to 60 seconds.We used a Mixing basins equipped with mechanical devices in our treatment plantBecause we have required a large quantity of water required daily.

DESISN OF FLASH MIXTUREDetention period = 30 secondsCapacity of tank = 15890 kilo liters= 15890 x 30/60x60x24= 5.52 cumecProvide 1 nos flash mixture of capacity = 5.52 cumecTaking depth = 3m area required = 5.52/3 = 1.84 m ( considering square flash mixture chamber)Size of chamber = = 1.36 m say 1.4 m x 1.4 mHence provision for 1 nos. flash mixture of size 1.4 m x 1.4 m with 3 mtrs depth has been made.

FLOCCULATION TANK OR FLOCCULATOR:AS Was pointed out earlier the best flock will form when a mixture of water and coagulant are violently agitated followed by a relatively slow and gentle stirring to permit a build up and agglomeration of the floc particles. From the mixing basin the water is therefore taken to a flocculation tank called a flocculator, where it is given a slow stirring motion. Rectangular tanks fitted with paddles operated by electric motors can be serve this purposes, although even plain flocculation chamber with a controlled flow velocities are also possible. Various patented floccultors are now a days available in the market.The paddles usually rotate at a speed of about 2 to 3 r.p.m. the usual valves of detention period for this tank ranges b/w 30 to 60 minutes. The clear distances b/w paddles and the wall or the floor of the tank about 15 to 30 cm.

COMBINED COAGULATION-CUM SEDIMENTATION TANKIt has been possible to combine the flocculation chamber along with the sedimentation tank. Such a tank is known as a coagulation sedimentation tank. In such a tank, a plain floc-chamber without any mechanical devices is provided before the water enters the sedimentation chamber. The detention period for the floc-chamber is kept about 15 to 40 minutes, and that for the settling tank, as about 2 to 4 hours. The depth in the floc chamber may kept about half that of in the settling chamber. The water from the mixing basin enters this tank, and clarified water comes out of the outlet end. The design principles for such a tank are the same as those applied to plain sedimentation tank except that they are kept deeper. A depth varying from 3 to 6 m is generally provided. They may be cleaned at intervals of about 6 months or so.

DESIGN CRITERIANO.DESCRIPTIONVALUES

1DEPTH OF TANK3 TO 6 M

2DETETNTION PERIOD IN FLOC-CHAMBER15 TO 40 MIN.

3DETETNTION PERIOD IN SEDIMENTATION TANK2 TO 4 HOURS

DESIGN CACULATIONSA. DESIGN OF SETTLING TANKAssume the detention period is 2.5 hoursDaily consumption of water = 15.89 mld=15.89 quantity of water to be treated during an assumed detention period of 2.5 hours x 2.5= 1.65 15.89=1.65 cu.mHence, the capacity of the tank required = 1.65 cu.m

Assuming an overflow rate of 1000 liters/hr/ of plan area we getQ/B.L= 1000Alternatively, adopt the water depth as 3.5 m and get the plan area as-= = = 475 Where Q = liters/hr= 475 liters/hrHence plane area = B.L= 475Using the width of the tank is 12 m, we getThe length of the tank = 475/12= 39. 50 m= say 42 mHence use tank of 42 m x 12 m x 3.5 m. provide extra depth for sudge storage say 4.0 m depth at the starting end and 4.0 + 4.0/5.0 = 4.8 m at the d/s end (using 1 in 50). Use a free board of .5 m above the water level.

FLOCUUATION TANK

DESIGN OF FLOC-CHAMBERIn addition to 42 m length of settling tank, the floc chambers at the entry has to be provided.Assume the depth in the tank = 3 mAssume detention period = 30 min.Capacity of the chamber = = 330 cu.mThe plan area req. = capacity/depth = 330/3 = 110 As the per design 3 floc. Chambers are provided to cover the plan area which we calculate above so we provide the size of floc-chamber is 6.2 X 6.2 X 3m

MIXING OF ALUM IN RAW WATER

FILTERATIONScreening and sedimentation removes a large percentage of the suspended solids and organic matter present in raw supplies. The percentage of removal of fine colloidal matter increases when coagulant are also used before sedimentation. But, how ever the resultant water will not be pure, and many contain some very fine suspended particles (doiscrete, or flocculated when coagulation is used) and bacterias, present in it. To remove or to reduce the water is filtered through beds of fine granular material, such as sands gravels etc. the process of passing the water through beds of such granular material (called filter) is known as filtration. Filtration may help in removing colour, odour, turbidity and pathogenic bacteria from water. The three types of filter are commonly used in treatment plant:

FILTER

1. SLOW SAND GRAVITY FILTER2. RAPID SAND GRAVITY FILTER3. PRESSURE FILTER

SLOW SAND GRAVITY FILTERSlow sand filters were firstly devised when the process of filteration was invented in England by James Simpson in 1829. They were widely used since then, till the last decade 19th century when Rapid sand Filter were invented. Their use has since decresed and they are becoming obsolete these days. However, they may still be preffered on smaller plants at warm places, where covers on filters are not required to protect the filters from frezzing. Sow sand filters normally utilize effluents from plain sedimentation tank and are used for relatively clearer waters.

SLOW SAND FILTERSPRESSURE FILTERPressure filters are just like small rapid gravity filters placed in closed vessels, and through which water to be treated is passed under pressure. Since the water is forced through such filters at a pressure greater than atmospheric pressure, it is necessary that these filters are located in air tight vessel. The raw water is pumped into the vessel by means of pumps. The pressure so developed may normally vary b/w 30 to 70 meter head of water.

RAPID SAND FILTERSAs slow sand requires more space, labour and cost. Moreover their filtration rate is low. The solution of these problem either by increasing the size of sand grain or by allowing the water to pass under pressure through the filter media.In 1900-1910, the rapid sand filters were developed in U.S.A. in these type of filters, the size of sand grain is increased and hence rate of infiltration is increased.Rapid sand filters consist of:1. Enclosure tank2. Filter media.3. Under drainage system.4. Miscellaneous appurtenances.

1. Enclosure tankIt is an open water tight rectangular tank made of masonary or cement concrete. Its depth varies from 2.5 -4 m. the surface area in pan varies from 20 100 sq.m for each unit. The unit of rapid sand filter are arranged in series.2. Filter media.The sand bed basically the filter media consist of a sand layers. The effective size of sand particles varies from .35 to .5 mm and coefficient of uniformity lies b/w 1. 2 to 1.65. the fine particles are placed at the top and coarse particles at the bottom of sand bed. In this way rate of infiltration increases.Gravel as base material is provided to support the sand bed. It also distributes the wash water and prevents the sand particles from entering the under drains pipes. The gravel is placed in 5or 6 layers each of thickness 10 15 cm. the total thickness varies from 60 to 90 cm. the size of gravel varies from 2.5 cm at to .5 cm at top.

3. Under drainage system.In case of rapid sand filters, under drain system serves the following purpose:a. It receives and collects the filtered water.b. It allows the backwashing for cleaning the filter.The system should be designed to serve the above purpose effectively. It should be capable of passing the wash water upward at high rate and this rate should not exceed the settling velocity of the smallest particles to retain the filter. As the velocity ranges b/w .3 to .9 m/min/sq.mThere for rate of back wash is about 300 900 liters/min/sq.m filter area.4. Miscellaneous appurtenances.The following appurtenances in addition to those for slow sand filters are provided in the rapid sand filter.a. Flow rate controller: it is fitted at the outlet end of each filter unit for obtaining the uniform rate of flow irrespective of the loss of head through filters.b. Air compressor: the sand particles are agitated during the back washing either by mechanical rakes or water jet or compressed air. If air is used, then air compressor unit should be installed.c. Wash water troughs: these are used for collecting dirty water after washing of filters. Their bottom is kept above sand bed by distances of about half the depth of sand because sand is likely to expand by 50% during back wash. The bottom is about 4.4 to 7.5 cm above the bed of sand. They are placed at a distance of about 1.45 1.95 m apart.

WORKING

1. Valve no. 4 is opened and water is allowed to enter the filters from the coagulated sedimentation tank.2. Valve no. 1 is opened to carry the filtered water to filtered storage tank.All the other valves are kept closed when rapid sand filters is in working. The loss of head is small in the beginning but increases after passage of time which shows that the bed has clogged and it requires washing.Washing of filter1. Valve no. 1 and 4 are closed.2. Valve no. 5 and 6 opened. The wash water forced in the upward direction through the under drainage system, gravel and sand layers. Compressed air is also supplied which assist the cleaning process fiters.3. Valve no. 5 is closed and no. 3 is opened. It carries a dirty water through inlet chamber of wash water drains.4. Valve no. 3 and 6 are closed and 4 and 2 are opened when washing of filter is over. It is done to condition the filters when filter is put into use after washing.5. Valve no. 2 is closed and valve 1 is opened in order to put the filter in normal working. conditionDESIGN CALCULATIONWater required per day = 15.89 M.LOr = 15.89 LitersWater demand per hours (ignoring the time lost in cleaning)

litres/hr. =662 X liters/hr.Rate of filtration = 6000 litres/hr/sq.mArea of filter beds required= = sq. m = 110 sq.mSince three units required to be designedThe area of each units = 110/3 = 36.67 sq.mAssuming L = 1.5 B, we have1.5 = 36.67 = 24.44B = = 4.94 m say 5 mTherefore L = 1.5 X 5 = 7.5 mSo provide 5 m width X 7.5 M length. Hence three units of size 7.5 m X 5 M are reqd. In which one filter as stand by for breakdowns, repairs or a cleaning operation.

WATER COMING FROM SEDIMENTAION TANK

RAPID SAND FILTER WHEN WORKINGRAPID SAND FILTER WHEN NOT IN WORKING

COMPLETE ARRANGEMENT OF RAPID SAND FILTERS IN ROOM

CHLORINATIONTreatment process such as aeration, plain sedimentation, sedimentation coagulation, filtration would render the water chemically and aesthetically acceptable with some reduction in pathogenic bacterial content. However, the forgoing the treatment method do not ensure 100% removal of pathogenic bacteria, hence it become necessary to dininfect the water to kill the pathogenic bacteria.Disinfection should not only renove the existing bacteria from the water but also ensure their their immediate killing even afterward. In the distribution system, chemical which is used as disinfect must , therefore be able to give the residual sterilizing effect for a long period, thus affording some protection against recontamination, in addition to this, it should be harmless, unobjectionable to taste, economical and measurable by simple test. Chlorine satisfies above said to more than the other disinfectant and hence it widely used.DESIGN CRITERIANO.DESCRIPTIONVALUES

1.Chlorine dose1.4mg/L ( rainy season)1.0 mg/L (winter season )0.6 mg/L ( summer season)

2.Residual chlorine.1 to.2 mg/L (minimum)

3.Contact period

20 TO 30 MIN.

DEISGN CALCUATIONRate of chorine required, to distinct the water be 2 p.p.mChlorine required per day = 15.89 x x 1.4 x = 22.246 kg.For 6 months = 22.246 x 180= 4004.28 kgNumber of cylinder ( one cylinder contain 16 kg) = 4004.28 x2/16= 500.535Number of cylinder per day = 2 cylinders of 16 kgSUMMARYNO.DESCRIPTIONVALUES

1Chlorine required per day22.246 kg

2Number of cylinder per day2 cylinders of 16 kg

STORAGE TANKA distribution reservoir are also called a service reservoir are the storage reservoir which are stored the treated water for supplying the same during emergencies and also in absorbing the hourly fluctuation in water demand. Depending upon the elevation of ground select te which type of reservoir should be required either underground or elevated tank. In our project we select the underground storage tank because is supply the water directly into pumping units from where water to be supplied by pumps to consumer.STORAGE CAPACITYIdeally the total storage capacity of the distribution reservoir is the summation of (1) balancing reserve (2) breakdown reserve (3) fire reserve. The balancing storage capacity of resrervoir can be worked out from the data of hourly consumption of water for town/city by either mass curve method or analytica method. In the absence of availability of the data of hourly demand of water the capacity of reservoir is usually 1/3 or of daily average suplly.UNDERGROUND STORAGE RESERVIORA. GENERALThe reservoir is used for storing the filtered water which is now fit for drinking. From this the water is pumped to consumer normally the capacity of reservoir depends upon the type of pump and hour of pumping during a day. If the pump works for 24 minutes then the capacity of this reservoir may be b/w 3o minutes to 1 hours.B. DESIGN CRITERIA1. Detention time = 1 to 4 hours2. Free board = .4 to .6 mC. DESIGN CALCULATIONSAssuming that the pumps to be worked for 6 hoursCapacity of underground reservoir=6hrs capacity of average demand= Qavg. X detention time= 15.89 mld X 6 X x /24=3975 Assuming 6 compartmentsLet depth 4 mArea tank = 993.75Area of each compartment = 165.62 say 166 Dimension = 13 x 13 mFree board = .5 mProvide a 6 compartments of 13 x 13 x 4.5 mSUMMARYNO.DESCRIPTIONVALUES

1Capacity of reservoir3975

2Total depth4.5 m

3Compartment6

4Size13m x 13m x 4.5m

5Detention time6 hours

l CLEAR WATER GOING TO STORAGE TANK

ELEVATED RESERVIORElevated reservoir has been used for back washing of treatment units after a sometime to prevent the units from clogging or reduces the filtration capacity Provision has been made for back washing of filters units with compressed air as well as clear water. Total water consumed for back washing will be 2% and taking a capacity of back washing tank for back washing one filter bed at a time i.e. 1/3 of total requirement of back washing. It is proposed to construct 30000 gallons capacity RCC back wash storage OHSR with 4.3 m height and 11.25 m diameter

Assuming the capacity of reservoir = 1/10 of the underground reservoir= 397.5Free board = .3 mOverall depth = 4 mDiameter = =11.24 M say 11. 25mProvide a 1 elevated reservoir with 11.25 diameter and depth 4.3 mNODESCRIPTIONVALUES

1Number of tanks1

2Diameter of tank11.25 m

3Depth of tank4.3 m

CONCLUSIONThe designed project deals with the design of a conventional water treatment plant having a perennial river as a source. The design has been done for the predicted population of 2876 expected after 30 years (2012 to 2042) . Although this project and its data is totally hyphothetical, this exercise will help us when me may come across the same design in future.

The above treatment of water makes its possible to safe guard to the health of the people.

REFERENCE1. S.K GARG WATER SUPPLY ENGINEERING"Khanna publisher NEW Delhi 1984

2. DR. B.C PUNMIA WATER SUPPLY ENGINEERINGLAXMI PUBLICATIONS

3. GOOGLE SEARCH

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