ENVO COMPACT MBBR STP sewage treatment plant

THE ENVO COMPACT MBBR STP

STP FLOW CHART

                              PLEASE WATCH THE VIDEO

ENVO IS WORKING IN THIS FIELD SINCE 1994. 

An introduction to MBBR (moving bed biofilm reactor )/ FM Reactor/ FAB /FMR Reactor sewage treatment plant (STP)

THIS PLANT IS USED TO TREAT DIRTY WASTE WATER COMING OUT FROM ANY PLACE BEFORE RELEASING IT TO DRAIN. GOVERNMENT DOES NOT ALLOW UNTREATED DIRTY WASTE WATER TO BE RELEASED TO DRAIN DIRECTLY WITHOUT TREATMENT, IT IS CALLED WATER POLLUTION.

WHERE THIS PLANT IS REQUIRED

   1. Land development-housing colony, hotels,Restaurants, resorts, office      complexes,Multistory Buildings, Malls

   2  Schools,College, Hostel, Hospitals,Nursing Home, 

   3.Parks, other recreational areas

   4.  Rail Station,Public places 

   5.Biological treatment for industrial effluent

CHARACTERISTICS OF DIRTY WASTE WATER COMING TO STP:
pH --8
TSS--300 ppm
Oil & Grease --50 ppm
BOD--250 ppm
COD 650 ppm

CHARACTERISTIC OF TREATED WATER GOING OUT OF STP TO DRAIN

pH --8

TSS--less than 100ppm
Oil & Grease --less than 10 ppm
BOD--less than 30 ppm
COD less than 250 ppm

ENVO COMPACT MBBR STP  is a complete unit, pre-piped, pre-wired and ready to install. Engineered to serve with minimal maintenance, and designed to meet the requirements of the state water quality agency. Epoxy or other chemically resistant coatings, together with dependable accessory equipment assure long life and low maintenance cost. And the best part is the resale value. These total units can be re-located to serve again.

Features of COMPACT STP

o   Pre-engineered and prefabricated structure

o   Easily transported to the site

o   Modular design allows easy installation

o   Simple operation-less manpower required

o   User friendly-low maintenance

o   Long service life,

o   Custom designed

o   Efficient process, REDUCES BOD LOAD BY MORE THAN 80%

o   World-class finishing

o   Sludgecan be used as manure for horticulture purpose

o   Branded electrical/mechanical equipments used

o   Good resale value

The Process of Treatment

Primary Treatment (DEWATS/Collection tank before COMPACT MBBR)

In primary treatment, floating and suspended solids are settled and removed from sewage by bar screen. Following this, discharge from the sewers enters a DEWATS/collection chamber .

Secondary Treatment (COMPACT MBBR )

This is the next level treatment where the bacteria in sewage are used for further purification of the sewage. It’s a biological process that removes about 85% or more of the organic matter in sewage compared with primary treatment, where the purification level is about 50%. These processes are variations of what is called the "Activated Sludge" process, which provide a mechanism for bacteria, with air added for oxygen, to come in contact with the wastewater to purify it.

In the activated sludge process, flow from the sewer goes into the reactor, where compressed air is mixed with sludge in the presence of synthetic media on which the purifying organisms grow and contact the wastewater, removing contaminants in the process. The activated sludge allows bacteria to feed on the "food" provided by the new wastewater in the reactor, thus purifying it.

The flow, along with excess organisms that build up on the media during the purification, then goes to a Tube Settler. Air flows up through the media in the filters, to provide necessary oxygen for the bacteria organisms. Clarified effluent flows to the receiving water, typically a river , after disinfection. Excess sludge is produced by the process and after collection from the bottom of the tube settler it is dewatered, sometimes after mixing with primary sludge, for use as fertilizer, disposed of in a landfill, or incinerated.

Tertiary Treatment

Advanced level of water treatment is called tertiary treatment of water - where heavy metals, toxic chemicals and other pollutants are removed from wastewater to an altering degree. The tertiary treatment methods include micro filtration, carbon adsorption, evaporation/distillation, and chemical precipitation.

Civil Works:1.DEWATS(Collection tank),2..SDB,3.Treated water tank 4.Foundation for compact

SPECIAL FEATURE OF OUR DESIGN:

We provide two-stage treatment. DEWATS is the first stage treatment. Because of DEWATS, the blower capacity is reduced in the second stage of MBBR treatment thereby reducing the maintenance cost during running of the STP..

Electro Mechanical Components Involved COMPACT MBBR STP

Bio Reactor (MBBR) Double stage

Tube Settler

Raw sewage Pump

Air Blower ,Rotary type

Filter feed Pump

Sludge Pump

Dual media Filter

Activated Carbon Filter

Electrical Items

Pipe & Fittings

Erection commissioning of the system

         

The Treated water can be reused for horticulture, road washing etc without any further treatment.

ENVO PROJECTS ,NEW DELHI, 09899300371, 08076071358

www.facebook.com/envoprojects

HOSPITAL LIQUID WASTE MANAGEMENT -- ETP & STP

STP FLOW CHART

HOSPITAL EFFLUENT TREATMENT PLANT:

CATEGORIES OF BIO MEDICAL WASTE (BMW)

https://www.dpcc.delhigovt.nic.in/bio-medical-waste.html

(Please refer Schedule I , Click here to see the Schedule I)
Category No. 1      Human Anatomical Waste
Category No. 2      Animal Waste
Category No. 3      Microbiology & Biotechnology Waste
Category No. 4      Waste sharps
Category No. 5      Discarded Medicines and Cytotoxic drugs
Category No. 6      Soiled Waste
Category No. 7      Solid Waste
Category No. 8      Liquid Waste
Category No. 9       Incineration Ash
Category No. 10    Chemical Waste

reatment Of Bio Medical Waste 

Category No.1    Incineration /deep burial

Category No.2    Incineration /deep burial

Category No.3    Autoclaving/microwaving/incineration

Category No.4    Disinfection(chemical treatment)/autoclaving/microwaving and 
                            mutilation/shredding.

Category No.5    Incineration/destruction/ and drugs disposal in secured landfills

Category No. 6    Incineration/autoclaving/microwaving

Category No.7    Disinfection by chemical treatment/autoclaving/ microwaving and 
                           mutilation/ shredding

Category No.8    Disinfection by chemical treatment & discharge into drains

Category No.9    Disposal in municipal land fill

Category No.10    Chemical treatment and discharge into drains for liquids and secured 
                              landfill for solids. 

Standards for Liquid Waste

PARAMETERS	PERMISSIBLE LIMITS
pH	6.5-9.0
Suspended Solids	100 mg/L
Oil & Grease	10 mg/L
BOD	30 mg/L
COD	250 mg/L
Bio-assay Test	90% survival of fish after 96 hours in 100% effluent

These limits are applicable to those hospitals which are either connected with sewers without terminal Sewage Treatment Plant or not connected to public sewers. 

For discharge into public sewers with terminal facilities , the General Standards as notified under the Environment (Protection ) Act, 1986, shall be applicable . Click here to see the General Standards(Schedule VI) 

Main parameters are given below:

PARAMETERS	PERMISSIBLE LIMITS
pH	5.5-9.0
Suspended Solids	600 mg/L
Oil & Grease	10 mg/L
BOD	350mg/L
Bio-assay Test	90% survival of fish after 96 hours in 100% effluent

DPCC has taken decision that Hospital having 50 beds or more shall install Effluent Treatment Plant (ETP) for the treatment of waste water generated and for recycling of treated effluent for use in horticulture, air conditioning/ cooling plants and flushing of toilet etc. 

. http://www.mjmsr.net/article.asp?issn=0975-9727;year=2013;volume=4;issue=2;spage=99;epage=106;aulast=Biswal

In hospitals that have ETP facility, the treatment is carried out using special scientific process and generally involves three stages, primary, secondary, and tertiary levels of treatment. ^[14]

 Average water consumption 750 liter / bed / day (International norm). Please calculate daily water consumption from borewell to over head tank using water meter. 80% of total water in nover head tanks is wasted as waste water. This should be the capacity of the STP to be installed at the hospital. (See table below)

Capacity of overhead tank from where water is distributed = A Liter
Number of times Over Head Tanks Filled up in a day = B Nos
Total water requirement for use at different points = A x B Liter/day
Quantity of Effluent , liter per day = 80 % of ( A x B )

Sourcess of waste water

1. Bed in Hospital= Nos @ 500 liter per bed (DPCC norm)= Liter

2. Employee in Hospital = nos @ 40 liter per employee= Liter

3. Hostels- Persons = nos @ 150 liters per person. = Liter

4. Kitchen Meals= nos@ 10 liter per meal = Liter

So, Total Quantity of discharge: --------- liter per day

Health Stream Literature Summary - Issue 46 - June 2007

The treatment of hospital waste water: an appraisal

Pauwels, B. and Verstraete, W. (2006) Journal of Water & Health, 4 (4) 405-416.

PRE TREATMENT:

Chemical treatment usually involves the use of 1% sodium hypochlorite solution with a minimum contact period of 30 min or other standard disinfectants like, 10-14 gm of bleaching powder in 1 l water, 70% ethanol, 4% formaldehyde, 70% isopropyl alcohol, 2 5% povidone iodine, or 6% hydrogen peroxide


Primary treatment

Consists of temporarily holding the sewage in a basin where the settled and floating materials are removed and the remaining liquid subjected to secondary treatment. Primary treatment usually removes from 30 to 40% of the BOD. After this treatment the BOD and COD levels usually comes down to 25% of its initial levels.

Secondary treatment

Removes the dissolved and suspended biological matter and is typically performed by indigenous, water borne microorganisms in a managed habitat. This treatment uses microbial degradation, aerobic or anaerobic, to reduce the concentration of the organic compounds. The combined use of primary and secondary treatment reduces approximately 80 to 90% of the BOD. In this stage, there is settling down of the suspended solid contents of the biological waste as thick slurry called sludge, while the treated fluid undergoes tertiary treatment. Through this process, 95% of the pollutants from the waste water are removed.

Tertiary treatment

Uses chemicals to remove inorganic compounds and pathogens. This is the final stage of treatment where the effluent after secondary treatment first is mixed with sodium hypochlorite and then the effluent is passed through dual media filter (DMF) and activated carbon filter (ACF) where sand, anthracite, and activated carbon are used as filtration media. Finally, the treated water is let into a small well to recharge the water table. This treated waste water now can be used for gardening, toilets, and laundry purposes. ^[15]

DESIGN EXAMPLE OF ACTIVATED SLUDGE PROCESS

Design Examples...
Design Example of Conventional Activated Sludge Process...
An activated sludge system is to be used for secondary treatment of 10,000 m³/day of municipal wastewater. After primary clarification, the BOD is 150 mg/L, and it is desired to have not more than 5 mg/L of soluble BOD in the effluent. A completely mixed reactor is to be used, and pilot - plant analysis has established the following kinetic values ;

• Y = 0.5 kg / kg
• k_d = 0.05 1 / day

Assuming an MLSS concentration of 3,000 mg/L and an underflow concentration of 10,000 mg/L from the secondary clarifier, determine ;

• The volume of the reactor
• The mass and volume of solids that must be wasted each day
• The recycle ratio

"Schematic Diagram of the System"...

Solution...

"Reactor Volume"... "Excess Solids"... "Mass Balance"...

Design Example of Extended - Aeration Activated Sludge Process (Package Plant)...
A prefabricated package plant is to be used to treat the wastewater from a resort area consisting of 550 individual family residences. The average occupancy has been estimated to be 2.9 persons per residence. Use a flow of 230 L/person.day and a daily peaking factor of 2.5 for flow, BOD₅ and SS. Use an hourly peaking factor of 4 for sizing the sedimentation facilities. Select the type of package plant and size the principal components of the plant. Effluent BOD₅ concentration of the process must be or lower than 30 mg/L.
Solution...

1. The total number of person : (550 home)(2.9 person/home) = 1,595 person
2. The corresponding average flowrate : (1,595 person)(0.230 m³/person.day) = 366.85 m³/day
3. The corresponding peak daily flowrate : (366.85 m³/day)(2.5) = 917.13 m³/day
4. The average BOD₅ load : (1,595 persons)(80 g BOD₅/person.day) = 127,600 g BOD₅/day
5. The corresponding BOD₅ concentration : (127,600 g/day) / (366.85 m³/day) = 348 g/m³ (mg/L)
6. The average SS load : (1,595 persons)(90 g SS/person.day) = 143,550 g SS/day
7. The corresponding SS concentration : (143,550 g/day) / (366.85 m³/day) = 391 g/m³ (mg/L)
8. The peak daily BOD₅ load : (127.60 kg BOD₅/day)(2.5) = 319.00 kg BOD₅/day
9. The peak daily SS load : (143.55 kg SS/day)(2.5) = 358.88 kg SS/day
10. An extended aeration activated sludge process package plant is selected
11. The aeration time : 1.0 day
12. The aeration tank volume : (366.85 m³/day)(1.0 day) = 366.85 m³
13. The oxygen transfer efficiency : 6 %
14. The specific weight of air : 1.26 kg/m³
15. The oxygen content : 23.2 %
16. The air requirement : (319.00 kg BOD₅/day) / (1.26 kg/m³)(0.232)(0.06) = 18,187.83 m³/day
17. The peak hour factor for the settling tank : 4
18. The overflow rate for settling tank : 24 m³/m².day
19. The surface area of settling tank : (366.85 m³/day)(4) / 24 m³/m².day = 61.14 m²
20. The hydraulic detention time for settling tank : 0.5 h
21. The volume of the settling tank : (366.85 m³/day)(4)(0.5 h) / 24 h/day = 30.57 m³

Design Example of SBR...
A sequencing batch reactor activated - sludge process is to be used to treat wastewater with the characteristics given below. Determine the mass of suspended solids in the reactor over a 7 - day operating period. The effluent is to have 20 mg/L of BOD₅ or less. Determine also the depth of clear liquid measured from the top of the settled sludge to the lowest liquid level reached during the decant cycle. Use the following design criteria and constraints.
Data...

1 - Influent flow-rate = 3,800 m3/day	10 - Concentration of settled sludge = 8,000 mg/L
2 - Influent suspended solids = 200 mg/L	11 - Settled sludge specific gravity = 1.02
3 - Influent VSS = 150 mg/L	12 - 60 % of reactor volume will be decanted each day
4 - Wastewater temperature = 20 °C	13 - Liquid depth of SBR = 6.60 m
5 - Hydraulic detention time = 24 h	14 - Sludge wasting is done once a week
6 - F/M = 0.1 kg BOD5/kg MLVSS.day	15 - 65 % of effluent is biodegradable
7 - MLVSS/MLSS = 0.80	16 - BOD5 = 0.68 BODL
8 - Y = 0.65 kg/kg	17 - BODL of one mole cells = 1.42 times of X
9 - kd = 0.05 1/day	18 - C : N : P is suitable

Day	Average BOD5 (mg/L)
1	250
2	400 *
3	400 *
4	400 *
5	400 *
6	250
7	250
*	Increase over 250 mg/L is soluble BOD

Solution...

1. Biodegradable portion of effluent biological solids = (0.65)(20 mg/L) = 13.0 mg/L
2. Ultimate BOD of the biodegradable effluent solids = (13.0 mg/L)(1.42 mg/mg) = 18.5 mg/L
3. BOD₅ of effluent suspended solids = (18.5 mg/L)(0.68) = 12.6 mg/L
4. Influent soluble BOD₅ escaping treatment = 20.0 mg/L - 12.6 mg/L = 7.4 mg/L
5. Tank volume = (3,800 m³/day)(1.0 day) / 0.60 = 6,333.33 m³
6. MLVSS = (3,800 m³/day)(250 g/m³)(10^{- 3} kg/g) / (6,333.33 m³)(0.1 kg/kg.day) = 1,497 g/m³
7. Total SS in the reactor = (200 - 150 mg/L) + (1,497 mg/L) / 0.80 = 1,921 mg/L
8. The mass of VSS in the reactor = (6,333.33 m³)(1,497 g/m³)(10^-3 kg/g) = 9,481 kg
9. The total mass of SS in the reactor = (6,333.33 m³)(1,921 g/m³)(10^-3 kg/g) = 12,166 kg
   
   "Mass of SS in the Reactor"...
   "Solid Production"...
   
10. The net mass of VSS in the system at the beginning of 1^st day = (0.65)(250 - 7.4 g/m³)(10^-3 kg/g)(3,800 m³/day) - (0.05 1/day)(9,481 kg) = 125 kg/day
11. The mass of inert SS added in 1^st day = (200 - 150 g/m³)(10^-3 kg/g)(3,800 m³/day) = 190 kg/day
12. The mass of SS at the end of 1^st day = 12,166 kg/day+125 kg/day / 0.80+190 kg/day = 12,512 kg

Results...

Day	BOD (mg/L)	Px (kg/day)	SSi (kg/day)	VSST (kg/day)	SST (kg/day)
1	250	125	190	9,590	12,512
2	400	487	190	10,077	13,289
3	400	462	190	10,539	14,055
4	400	439	190	10,978	14,794
5	400	417	190	11,395	15,505
6	250	27	190	11,422	15,728
7	250	26	190	11,448	15,950

Calculation of Oxygen Requirement...
Calculate oxygen requirement of a complete - mix activated sludge process treating domestic wastewater having flowrate of 0.25 m³/sec. BOD₅ concentration of settled wastewater is 250 mg/L. The effluent soluble BOD₅ is 6.2 mg/L. Increase in the mass of MLVSS is 1,646 kg/day. Assume that the temperature is 20 °C and the conversion factor, BOD₅ / BOD_L is 0.68. "Oxygen Requirement"...

Design Example of Final Settling Tank...
A column analysis was run to determine the settling characteristics of an activated sludge suspension. The results of the analysis are shown below. "Results of the Column Analysis"...

The influent concentration of MLSS is 3,000 mg/L, and the flow rate is 8,000 m³/day. Determine the size of the clarifier that will thicken the solids to 10,000 mg/L.
Solution...
1. Calculate the solids flux from the above data : G = MLSS (kg/m³) . Velocity (m/h) "Results of the Solid Flux"...

2. Plot solids flux vs. MLSS concentration as shown below. Draw a line from the desired underflow concentration, 10,000 mg/L, tangent to the curve and intersecting the ordinate. The value of G at the intersection, 2.4 kg/m².h, is the limiting flux rate and governs the thickening function. "Solid Flux vs MLSS Concentration"...

3. Determine total solids loading to the clarifier.
(8,000 m³/day)(1/24 day/h)(3,0 kg/m³) = 1,000 kg/h
4. Determine the surface area of the clarifier.
(1,000 kg/h) / (2.4 kg/m².h) = 416.7 m²
5. Calculate the diameter of the clarifier.
SQRT[(4/3.14)(416.7 m²)] = 23 m
6. Check clarification function.
(8,000 m³/day)(1/24 day/h) = 333 m³/h
(333 m³/h) / (1.21 m/h) = 275 m²
Result...
Because 275 m² < 416.7 m², the thickening function governs the design.
Design Results of an Extended Aeration ASP...

Parameter	Result
	Value	Unit
Influent parameters
Population equivalent	45,000	pe
Average daily flow	11,500	m3 / day
Average daily flow	133	L / s
Peaking factor	1.80	-
Design flow	863	m3 / hr
Design flow	240	L / s
PWWF	25,000	m3 / day
PWWF	289	L / s
PWWF	1,042	m3 / hr
BOD design load	3,150	kg / day
Aeration tank
F / M	0.05	kg BOD / kg MLSS . day
MLSS concentration	4,000	mg / L
Aeration volume required	15,750	m3
HRT @ avg flow	32.9	hr
HRT @ design flow	18.3	hr
Approximate tank size
Depth	4.0	m
Width	35.0	m
Length	112.5	m
Secondary clarifier
SVI	150	g / mL
Sludge volume load	0.06	m3 / m2 . day
Surface area required	8,625	m2
Overflow rate	0.10	m3 / m2 . hr
Diameter	104.8	m
Average depth	3.5	m
Volume	30,188	m3
HRT @ average flow	6.3	hr
HRT @ design flow	3.5	hr
Sludge handling
Sludge production rate	0.95	kg TS / kg BOD
Sludge production	2,993	kg TS / day
Days storage in aeration tank	2.6	by incr. MLSS by 0.5 kg / m3 . day
Days storage in aeration tank	5.3	by incr. MLSS by 1.0 kg / m3 . day
Volume @ 0.8 %	374	m3 / day
HRT thickener	18.0	day
Volume thickener	6,733	m3
Height	4.0	m
Diameter	46.3	m
HRT @ 2 %	45	hr
Volume @ 3 %	99.8	m3 / day
HRT	67	day
Dewatering capacity	15.0	m3 / hr
Dewatering duration	46.6	hr / week
Dewatering volume @ 18 %	16.6	m3

http://web.deu.edu.tr/atiksu/toprak/ani414.html