Wednesday, 20 March 2019

Vermiculture


Vermiculture

Vermiculture is the culture of earthworms. The goal of vermiculture is to continually increase the number of worms in order to obtain a sustainable harvest. Vermicomposting is the process of converting organic material into a humus-like material known as vermicompost. Production of vermicompost requires maximum worm population density all the time. However, to produce more worms, the population density should be low enough that reproduction rates are optimised. The worm Eisenia fetida commonly known as 'compost worm', 'manure worm', 'red worm' or 'red wiggler' is extremely tough and adaptable can be found wherever piles of manure have been left to age for a few months. The compost worm has a capacity for very rapid reproduction.

Advantages
  1. Vermicompost is superior to conventionally produced compost
  2. Worms can be used on farms as high quality animal feed
  3. Vermicomposting and vermiculture are potential sources of supplemental income to farmers
Disadvantages
  1. Rapid production of vermicompost requires more labour
  2. It requires more surface area as worms being surface feeders do not operate in material more than one meter deep
  3. Vermicomposting is more vulnerable to environmental pressures like freezing and drought
  4. Start-up resources in the form of initial investment, time and labour are required
Compost worms need:
  1. A conducive environment to thrive called 'bedding'
  2. Food
  3. Adequate moisture (>50% water by weight)
  4. Adequate aeration
  5. Protection from temperature extremes
'Bedding' provides worms with a stable habitat. It should have the following essential characteristics:
  1. High absorbency
  2. Good bulking potential
  3. High Carbon:Nitrogen (C:N) ratio
The bedding material may be made-up of 'peat moss', 'horse manure', 'Newspaper' or 'paper mill sludge'. Selection of bedding material is very important to successful vermiculture. Manures are the most commonly used feed stock. The bedding must hold sufficient moisture for the earthworms to thrive. Worms cannot survive in anaerobic conditions. Earthworms thrive in temperatures in the range of 20s(C). Such temperature ranges stimulate reproduction. However, they die in temperatures exceeding 35(C). Compost worms will redistribute themselves according to temperature gradient.
Worms can survive in the pH range of 5 to 9. Worms are very sensitive to salts, preferring salt contents less than 0.5%. Few toxic components to earthworms are:
  1. De-worming medicine in manure
  2. Detergent cleansers, industrial chemicals and pesticides
  3. Tannins
Earthworms in ideal conditions reproduce quickly. Worm populations double every 60 to 90 days. Ideal conditions being:
  1. Adequate food
  2. Well aerated bedding with moisture content between 70 and 90%
  3. Maintaining temperature between 15 to 30 C
  4. Initial stocking densities more than 2.5 kg/m2 but less than 5 kg/m2
Stocking density refers to the initial weight of worm biomass per unit area of bedding. Starting with a population density less than stocking density will delay the onset of rapid reproduction. Population density of worms greater than stocking density results in low reproduction as there is greater competition for food and space. The most common densities for vermicomposting are between 5 and 10 kg/m2. Worm growers tend to stock at 5 kg/m2 and tend to split beds when the density has doubled. Following these guidelines, growers can expect doubling of biomass in 60 days. Theoretically a stock of 10 kg of worms can become 640 kg in after one year and 40 tonnes after two years. The barriers in achieving optimum rates of reproduction are:
  1. lack of knowledge and experience
  2. lack of dedicated resources
  3. lack of preparation for winter
Rule of thumb is that one ton of input results in one cubic yard of compost.
The most common pests and diseases that earthworms are at a risk of are:
  1. Moles
  2. Birds
  3. Centipedes
  4. Ants
  5. Mites
  6. protein poisoning
The three basic types of vermicomposting systems are:
  1. windrows
  2. beds or bins
  3. flow-through reactors
  • Vermiculture focuses on production of worms rather than vermicompost.
  • Vermicompost can be used as a method for destroying pathogens.
  • Vermicompost spread on land does not cause contamination of ground or surface water.
  • Vermicompost binds nutrients well thereby preventing nutrient run-off from agricultural land and ultimately preventing eutrophication of surface waters.
  • There is potential for using compost worms in natural filtration systems.
  • One of the principal benefits of vermicomposting is 'carbon sequestration'.
  • Vermicomposting also addresses the issue of worldwide depletion of carbon in soils. By consistent application of compost or vermicompost an increased level of carbon in soil has been seen.
  • Worms aerate the matter as they move through it resulting in fewer anaerobic areas and reduced methane emission.
  • One unit of vermicompost is as effective as five to seven times of fertilizer in promoting plant growth and yield. Vermicompost is more efficient at retaining nitrogen.
  • Earthworms have a very important role in counteracting 'the loss of biodiversity'.
  • Vermicompost has a high potential value monetarily.
  • Vermicomposting and vermiculture are environmentally beneficial processes that have great potential as components of sustainable agriculture.

Thursday, 31 January 2019

Exercise problems

EXERCISE PROBLEMS
Design an aerated lagoon given the following data:
    • Wastewater flow = 12,400 cu.m/day
    • BOD5 300 mg/L
    • Population = 70,000 people
    • Detention period = 3 days
    • k' = 0.015 d-1 at 20℃
    • Y=0.5
    • Kd = 0.07 d-1 [BOD5 basis]
    • Use ideal  complete-mixing model
    • Lagoon is proposed to be followed by another treatment unit
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Design a flow through aerated lagoon to treat a wastewater flow of 3800 cu.m per day. The treated liquid is to be held in a settling basin with a 2 day retention time before discharge. Total biological solids produced are equal to computed volatile solids divided by 0.8. Assume: 
  • Influent suspended solids (non biologically degraded) = 200 mg/L; 
  • Influent soluble BOD5 = 200 mg/L; 
  • Effluent suspended solids after settling = 20 mg/L; 
  • Kinetic coefficients:
    •  Y = 0.65; 
    • Ks = 100 mg/L; 
    • 𝞵max = 6.0 d-1
    • Kd = 6.07 d-1
  • Lagoon depth = 3m; 
  • Design mean cell retention time = 4 days
  1. On the basis of mean cell retention time, determine the surface area of the lagoon. 
  2. Estimate the soluble effluent BOD5 measured at the lagoon outlet
  3. Estimate the concentration of biological solids produced
  4. Estimate the suspended solids in the lagoon effluent before settling
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Design a facultative aerated lagoon  to serve 40,000 people given the following data:
  • Sewage flow = 180 LPCD
  • Raw BOD5 = 50 g/person/day
  • BOD5 should not exceed 40 mg/L in winter
  • Average temperature of air in winter = 18℃
  • Average temperature of air in summer = 37℃
  • KL = 0.7 per day and Kd = 1.2 per day at 20℃
  • Coliforms in sewage - 10^7 per 100 ml
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Design a flow-through type aerated lagoon without recycling for the following data:
  • Volume of wastewater to be treated = 3.0 MLD 
  • Influent suspended solids (non-biodegradeable) = 150 mg/L
  • Effluent suspended solids = 50 mg/L
  • Influent soluble BOD5 = 150 mg/L
  • Effluent soluble BOD5 = 150 mg/L
  • Summer air temperature = 35℃
  • Winter air temperature = 25℃
  • Wastewater temperature = 27℃
  • Mean cell residence time (ϴc) = 3 days
  • Water depth in the lagoon = 3.5m
  • Elevation of plant = 600m
Assumed data:
  • Proportionality constant (f) = 0.5
  • Oxygen concentration in aerated lagoon = 1.5 mg/L
  • First order soluble BOD5 rate constant, Kbase e = 2.5 d-1 at 20℃
  • Mixed Liquor Volatile Suspended Solids, X = 0.8 * MLSS (MLSS = Mixed Liquor Suspended Solids)
  • Aeration constants α = 0.85 and β = 1.0
Temperature coefficient = 1.06
Kinetic coefficients:
                                Y = 0.6
                                K = 6.0 d-1
                                Ks = 90 mg/L
                                Kd = 0.06 d-1
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Determine the aerated lagoon size and power requirements to serve 50,000 people assuming sewage generation rate = 250 LPCD, influent BOD5 = 300 mg/L and effluent BOD = 20 mg/L.
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Design a facultative pond in a waste stabilization pond to treat 3.5MLD of wastewater which has a design loading of 440 kg BOD/ha-d. The design temperature is 30C.
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Tuesday, 29 January 2019

References

References
  1. Wastewater Engineering - treatment, disposal and reuse - Metcalf and Eddy
  2. Wastewater treatment for pollution control - Soli J Arceivala
  3. Environmental Engineering - Kiely Gerard
  4. Environmental Engineering: Sewage disposal and airpollution engineering - S.K.Garg
  5. Environmental Engineering - Keiley
  6. Environmental Engineering- A design approach - Sincero & Sincero
  7. Unit Operations and Processes in Environmental Engineering                  - Tom D. Reynolds
  8. Introduction to Environmental Engineering - P. Aarne Vesilind

Design considerations for aerated lagoons

DESIGN CONSIDERATIONS


  • The following factors  should be kept in mind when designing an aerated lagoon
    1. The desired quality of effluent is based on concentration of solids to be maintained in the effluent
    2. BOD5 or COD removal gives the efficiency of substrate conversion
    3. Quantity of oxygen to be supplied
    4. Power needed for mixing and supply of oxygen
    5. If the temperature variations between summer and winter are significant, the effect of temperature should be considered.
    6. The design criteria required for designing an aeration system are:
      1. Detention time: Suspended growth aerated lagoons are designed on the basis of Hydraulic Retention Time (HRT) and Mean.Cell Residence Time (mCRT) or Solids Retention Time,𝜃c (SRT). Typical design value of SRT or HRT for suspended growth aerated lagoon is ~ 3 to 6 days while for facultative aerated lagoon is ~ 4 to 10 days.
      2. Oxygen requirement: The oxygen required for oxidising organic solids varies from 0.7 to 1.4 kg of oxygen per kg of BOD5 removed. Oxygenation capacity of aerators varies from 1.85 to 2.0 kg O2 per kW of power delivered under standard conditions. Oxygenation capacity of aerator at field conditions is given by the equation:                                               N = [Ns (Cs - CL) * 1.024^(T-20a)] / 9.2
      3. Power requirement: Power required for mixing the contents of the aerated basin varies from 0.8 to 1.0 kW/1000 cu.m of basin volume. The power required to keep bio-solids in suspension is 1.5 to 1.75 kW/1000 cu.m and the power required to keep ALL solids under suspension is 15 to 18 kW/1000 kW/1000 cu.m
    7. The assumptions for the design of an aeration system are:
      1. Oxygen content = 2302%
      2. Diffuser efficiency = 30 to 50% (or as per manufacturer specifications) 
      3. Field Oxygen Transfer Efficiency = 50% (or as per manufacturer specifications) 
      4. Air weight (density) = 1.201 kg/cu.m for aerobic reactors
    8. Criteria adopted in design of aerated lagoons:
      1. mCRT = 3 to 6 days without recycle for domestic wastewaters and 10 to 30 days with recycle for domestic wastewater
      2. Oxygen requirement = 0.7 to 1.4 * BOD5 removed, kg/d
      3. Solids concentration in lagoon  = 30 to 300 mg/L for aerobic flow through type                                                              = 30 - 150 mg/L for facultative type and                                                                        = 4000 to 5000 mg/L for extended aeration type
      4. Hydraulic detention time = 2 to 10 days for aerobic flow through type  
                                                                   = 3 to 20 days for for facultative type and                              
                                                                   = 0.2 to 7 days for extended aeration type
                           5. Depth of lagoon = 2 to 5m
                           6. Power required for oxygen supply = 1 to 8 HP/1000 cu.m of basin volume
                           7. Oxygen transfer capacity of surface aerators = 1.85 to 2.0 kg O2/kW h at standard     
                                                                                                      conditions
                9. Lagoon surface area is assumed rectangular in the ratio 1.75 - 1.95:1 (Length:Width)

               10.Dispersion number (D/UL) = 0.2 to 1.0 for rectangular or long lagoons and 2 to 4 and above 
                                                                 for squarish lagoons
               11. BOD5 removal efficiency = k * t  where k = 0.776
               12. %BOD removal efficiency is determined using the graph showing wehner-wilhelm equationc   
                      for substrate removal efficiency based on dispersed flow model
               13. Sludge accumulated is determined using a cleaning interval of 3 years
               14. Dispersion number (D/UL) generally lies between 0.1 and 0.4
                       if (D/UL) ~ 0.2 or less the reactor is a plug flow reactor
                       if (D/UL) ~ 3.0 to 4.0 the reactor is well mixed or is approaching complete mixing
 USEFUL FORMULAE:
Power = Work/Time and the units of power is W (watt)
Watt = Joules/second
Horse Power (HP) = 750 W
Power = Force * Displacement / Time = Force * Velocity
V = Q * t
Hydraulic loading or surface loading rate or Overflow rate = flow (m3/d) / surface area (m2)
Weir overflow rate = flow rate / total weir length
Organic loading = Applied kg of BOD per day / Volume of tank
Mean Cell Residence Time (mCRT) or Solids Retention Time (SRT) = 
Biomass in reactor / Biomas removed from reactor
N = [Ns (Cs - CL) * 1.024^(T-20a)] / 9.2
N = Oxygen transferred under field conditions in kg O2/h
Ns = Oxygen transfer capacity under standard conditions in kg O2/h
Cs = Dissolved Oxygen saturation value for sewage under operating temperature
CL = Operating Dissolved Oxygen level in aeration tank 1 to 2 mg/l
T = Temperature in oC
a = Correction factor for oxygen transfer for sewage (0.8 to 0.85)

Monday, 7 January 2019

IMPORTANT QUESTIONS


EFFLUENT DISPOSAL

DESIGN OF WASTEWATER IRRIGATION SYSTEMS

DESIGN OF WASTEWATER IRRIGATION SYSTEMS

  • The enormous increase in the generation of waste water on account of rapid growth of industrialization and urbanization has posed serious threat on human and natural resources.
  • Wastewater has become a significant issue in urban areas especially in developing countries.
  • Land treatment of wastewater which is economical among other conventional methods which is viable solution for the treatment and disposal of water particularly for the developing countries such as India.
The following techniques of disposal of wastewater on land are discussed in detail below.

 Land disposal systems are used for:
  • disposal of pre-treated municipal effluents
  • not used extensively due to large land requirement and this reason is aggravated by code-required setbacks (municipality requirements)
  • not used frequently due to requirement of significant pre-treatment before application
  •