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Submitted to :Laughing Waters Owners and Residents Assoc iation
Ram ag onda nahalli
Design of DTS for Laughing Waters
Residentia l c olony
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R-ADEPT-2007-1/ V2 DTS-LWORA, White field i
Doc um ent No: R-ADEPT-2007-1/V2
Date of sub mission: 070218
Ap proved by: Pravinjith K.P
Client: Laughing Waters Owners and Residents Assoc iat ion (LWORA)
Internal Document Control
Sl. No. Doc ument Numbe r & Date Prp Chk App Rem arks
1. R-ADEPT-2007-1/ V2 & 070218 PKP PB PKP Copy Ed ited
2. R-ADEPT-2007-1/ V2 & 070218 PKP PB PKP Ready fo r sub mission
External Doc ument Control
Sl. No. Doc ument Numbe r & Date Subm itted on No & type of
copies
Distribution
list
Purpose
1. R-ADEPT-2007-1/ V2 & 070218 18th Feb 2007 1 - soft LWORA For approva l
2.
3.
4.
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Contents
1 Introduction ............................................................................. 12 Background.............................................................................. 13 Project Design .......................................................................... 14 Sources of wastewater ............................................................... 25 Design characteristics of the Wastewater generated ....................... 26 Wastewater Treatment System ................................................... 27 What is DTS?............................................................................ 7
7.1 Description of Treatment Modules............................................. 7
7.2 Sludge generation and disposal ................................................ 98 Design computations of Treatment Modules ................................ 119 Project Implementation Chart ................................................... 17
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List of acronyms:
Sl.No. Ac ronym Expansion
1. ADEPTAppropriate Decentralized Environment
Protec tion Tec hni ues
2. BOD Biolog ica l Oxygen Demand
3. BWSSB Banga lore Water Sup p ly and Sew erage Board
4. COD Chemic al Oxygen Demand
5. DTS Dec entralized wastewater Trea tment Systems
6. FBR Fluid ized Bed Reac to r
7. FFR Fixed Film Reac tor
8. HRT Hydraulic Rete nt ion Time
9. KLD Kilo Litres per Day
10. LWORA Laughing Wate rs Owners & Residents Assoc iat ion
11. m Meters
12. mg / l Millig ram per litre
13. PGF Planted Gravel Filte r
14. Q Disc harge Qua ntity
15. Sq.m Squa re Me ters
16. STP Sewage Trea tm ent Plant
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List of Tables:
Tab le 1 Wastewa ter stream c harac te ristics 2Tab le 2 Design d eta ils of T1 2
Tab le 3 Design d eta ils of T2 3Tab le 4 Design d eta ils of T3 3
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List of figures:
Figure 1 Water Balance Cha rt for LWORA 5Figure 2 Wastewater treatment process flow chart LWORA 6
Figure 3 Settler 7Figure 4 Fluidized Bed Rea c tor 8
Figure 5 Fixed Film Rea c tor 9Figure 6 Planted Gravel Filter 9
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1 Introduction
The residents of 214, Laughing Waters Ramagondana ha lli, Banga lore
560 066 represented by their Association LWORA, wish to integrate an
environmenta l friend ly and low ma intena nc e Waste Water Trea tme nt
plant for trea ting the do mestic blac k and grey wate r ge nerate d within
the c olony. The trea ted effluent is p rop osed to b e utilized for sec ond ary
use like irriga tion of the landsc ape.
The fund amenta l criteria for choosing the DTS is tha t it is an
environment friendly and low maintenance waste water treatment
op tion for trea ting the dom estic b lac k and grey water. The system is
not dep end ant on e lec tric ity for its trea tme nt a nd its insta lla tion c ost is
c om parab le to c onvent iona l STP. The trea ted effluent sha ll c onfo rm to
the KPSCB norms and will be utilized for secondary use like toilet flushing
and irriga tion of the landsc ape.
2 Background
Laughing Waters (LW) is a residential colony located at
Rama go ndanahalli, Whitefield on Airport Roa d . The c olony wa s
deve lop ed by Prestige Builders in 1994. It c onsists of 360 househo lds. The
developers had provided for four independent sewer network with
eac h co nnected to a de dica ted septic tank and soak pit.
Of late, the residents have experienced overflowing septic tanks and
hea d ing up of sew age within the d ra in. The freq uenc y of cleaning a nd
de-sludging septic tanks has also increased. Besides creating
unsanitary conditions near certain sites and ground water
conta mina tion, it is a lso p rov ing to b e c ostly.
LWORA a pproa c hed M/ s. Pa rad igm Environm enta l Strateg ies (P) Ltd .,
who has expertise in Appropriate Decentralized Environmental
Protec tion Tec hniques (ADEPT) , to p rov ide a viab le solution for
managing their waste water. LWORA has conducted a preliminary
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4 Sources of wastewater
Wastewater is generated from cooking, washing of utensils, clothesand floo r etc , ba thing a nd to ilet flushing. The q uantity is assumed to b e
100 lpcd and the total quantity of wastewater from 345 households
would be 180 KLD.
5 Design c harac teristic s of the Wastewa ter generated
The c harac teristic s of ea c h wa stew ater strea m a re b ased on the da tasubmitted by LWORA . The q uantities indica ted a re o f those a t the end
of the four existing strea ms.
The water ba lanc e c hart is show n in Figure 1.
Tab le 1 Wastewater stream c harac teristics
Stream
No
Nos. of
households
Qty KLD Peak flow COD mg/ l BOD mg/ l
1. 100 HH 50 5.0 800 400
2. 225 HH 115 11.5 800 400
3. 10 HH 5 0.5 800 400
4. 10 HH 5 0.5 800 400
Tota l 345 HH 175 17.5 800 400
6 Wastewater Trea tment System
The d esign c onc ep t is as per the a nnexed flow c ha rt (Refe r:Wastewater treatment Process Flow chart - Figure 2). Each of the
strea ms is app lied with a trea tme nt a pprop ria te to it.
Stream 1
The Stream 1 co mprising o f do me stic wastewater gene ra ted from 100
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Dime nsions of the t rea tment mo dules a re
1. Set tler - (4.2m +2.1m) Length x 2.5m Wid th x 2.0 m Depth2. Fluidized bed rea c to r -0.9m Leng th x 6.2m Width x 1.8m Dep th
6 Nos.
3. Fixed film rea c to r 1.5m Length x 6.2m Wid th x 1.8m Dep th 4
Nos.
4. Planted gravel filter 10m Length x 16m Width x 0.6m Depth
1 Nos
Stream 2
The Stream 2 co mprising o f do me stic wastewater gene ra ted from 225
households is c onveyed to a Set tler-Fluid ized Bed Reac to r (T1) linked to
an Fixed Film Reac to r. The to ta l HRT is 69 hours. The trea ted wa te r is sent
into the p lanted gravel filter (PGF)
The design deta ils of T2 is as g iven in ta b le below:
Table 3 Design deta ils of T2
Tota l wa ste wa ter 115 KL/ day Pea k hours 10
Inlet CO D 800mg / l Inlet BOD 400 mg/ l
Outlet COD-< 60 mg / l Outlet BOD
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Dime nsions of the t rea tment mo dules a re
1. Set tler - (1.2m +0.6m) Length x 1.2m Wid th x 2.0 m Depth2. Fluidized bed rea c to r -0.8m Leng th x 1.0m Width x 1.8m Dep th
6 Nos.
3. Fixed film rea c to r 1.2m Length x 1.0m Wid th x 1.8m Dep th 4
Nos.
4. Planted gravel filter 3.2m Length x 1.8m Width x 0.6m Depth
1 Nos
Reuse o f trea ted wa ter
About 30% of the treated wastewater is lost by evapotranspiration by
the p lants in the PGF. The out flow from the p lanted gravel filte rs is
routed to individual underground sumps and pumped for irrigationpurposes. Thus a to ta l of 120 KLD would be ava ilab le for land sc aping
purposes.
Sludge
The DTS units (T1, T2 and T3) a re d e-sludged onc e in 24 months and the
sludg e d isposed off throug h BWSSB. The c ha rac te ristics of the sludg ewill simila r to the sep tic tank sludge. The to ta l volume of sludge
ge nerated is estima ted a t a bout 30KL per annum.
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Paradigm Environmental Strategies (P) Ltd.,
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Figure 1 Water Balanc e Cha rt for LWORA
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Paradigm Environmental Strategies (P) Ltd.,
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Figure 2 Wastewater trea tment proc ess flow chart LWORA
Inlet outlet
Inlet Outletinlet
outlet
20
inlet
outlet
20
Inlet outlet
Inlet Outletinlet
outlet
20
inlet
outlet
20
Inlet outlet
Inlet Outletinlet
outlet
20
inlet
outlet
20
longitudinal section
plantation,preferably phragmites
inlet outlet
rhizomes
h= 0.60 1.0%
bottomslope
0.50 7.00 0.50
longitudinal section
plantation,preferably phragmites
inlet outlet
rhizomes
h= 0.60 1.0%
bottomslope
0.50 7.00 0.50
longitudinal section
plantation,preferably phragmites
inlet outlet
rhizomes
h= 0.60 1.0%
bottomslope
0.50 7.00 0.50
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7 What is DTS?
DTS sta nd s for Dec entra lized wastewater Trea tment Systems. It qua lifies
as an Appropriate Decentralized Environmental Protection
Tec hnique (ADEPT). All ADEPT app lic a tions a re based on the p rinc iple
of low-maintenance since most of the important parts of the system
wo rk with zero o r minima l externa l energy input . ADEPT app lica tion
provides state of the art technology at affordable prices becausema terials/ inputs used for co nstruct ion are loc a lly ava ilab le.
DTS is suitab le for wastewater for both, dom estic and industria l
sources
DTS c an c a te r to w astewater flow s of 1-1000 KLD
DTS are reliab le, long lasting and resista nt to shoc k loads
DTS do not warrant skilled ma intenanc e.
All ADEPT design enab les ma ximum reuse of the trea tment p rod uc ts.
ADEPT app lica tions a re designed to mee t requirem ents stipulated in
environm enta l laws and reg ula tions
7.1 Desc ription of Treatment Mod ulesSettler:
The Set tler is simila r to a sep tic ta nk but w ith low hydraulic rete ntion
times. The key p roc esses a re physic a l trea tment whic h reta ins
contaminants by sedimentation/flotation and biological treatment
whereby the remaining organic pollutants in the clarified wastewater
a re p artly dec om posed by microo rganisms. The d igestion proc ess
ensures that the accumulated sludge is reduced and stabilised.
Sto rage vo lume for sludge is p rovided for 18 to 24 mo nths, de fining thedesludg ing p eriod .
Ave rag e red uc tion o f BOD is between 20 and 40%. The Set tler is
resista nt to shoc k loa d and va riab le inflow .
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Fluidized Bed Reactor
The Fluid ized Bed Reac to r consists of a series of c hambers, in w hich the
wa stew a ter flow s up-strea m. Ac tiva ted sludge is loc a ted a t the b ottomof each c hamb er. The inflow ing effluent is intensively mixed up with the
sludge, whe rein it is inoc ula ted with bac teria l mass which d ec om pose
the contained pollutants. In the first chambers the easily degradable
substances are broken down. In the following chambers,
dec om position of less dec om posab le substanc es takes p lac e.
The BOD reduc tion rate of the Fluidized Bed Reac to r is 90 %. Thepatho gens reduc tion is in the range b etwee n 40 75 %. The Fluid ized
Bed Reactor is resistant to shock load and variable inflow, the
op eration a nd ma intena nc e is simp le and virtua lly no spac e is req uired
since it is an und erground construct ion.
Figure 4 Fluidized Bed Reactor
Fixed Film Reactor
The Fixed Film Reac to r (FFR), a lso kno wn as fixed bed or Anaerob ic
Filter Reac to r is ve ry simila r to the Fluidized Bed Reac to r (FBR). Thebac terial ma ss is lodged on filte r ma teria ls suc h as gravel, roc ks, cinder
or specially formed plastic pieces which provides additional surface
area for bacteria to settle. Non-settleable and dissolved solids are
treated by bringing them in close contact with a surplus of active
bac terial ma ss fixed on filter ma terial
gas
manholes
inflow
scum outflow
sludge
sedimentation inoculation of fresh wastewater with active sludge final settler
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Figure 5 Fixed Film Rea c tor
Anaerobic Filtergas release
Septic Tank gas release Anaerobic Filter
inlet outlet
scum
liquid filter
sludge grill
Planted Gravel Filter
The Planted Gravel Filte r (PGF) a lso know n a s Root Zone trea tment
system is made of reed planted filter bodies consisting of fine gravel.Bottom slop e is 1 %. The flow d irec tion is mainly horizonta l. The filte r is
p lanted with helophytes. The m a in remova l mec hanisms are b iologica l
conversion, physical filtration and chemical adsorption. Mechanisms of
BOD rem ova l a re ma inly ae rob ic a nd anoxic .The func tion of the PGF is
mainly post treatment. Reduction rate of BOD is between 75 - 90 %.
Reduction of infective organisms is over 95 %. Operation and
maintenanc e o f the system is simp le. The spa tia l req uirem ents a rec om pensa ted by integ ra ting it with the landsc apes.
Figure 6 Planted Gravel Filter
internal water level
inflow manhole
upper sand layer central outlet shaft
final outlet
O2O2O2O2
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Disposa l: Regular d isposa l throug h BWSSB every 18 to 24 mo nths. An
onsite processing through the installation of drying beds attached to
the DTS c ould b e a n alterna tive op tion d ue to the fac t tha t the sludgeprod uc ed will be ha rmless and rich in plant nutrients.
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8 Design c om putations of Treatment Modules
The c harac teristic s of ea ch wa stew ater strea m a re b ased on the da ta
submitted by LWORA.
Stream
No
Qty
KL/day
Peak
flow
pH TSS
mg/ l
TDS
mg/ l
COD
mg/ l
BOD
mg/ l
1. 50 5 7- 7.5
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Fluidized bed reactor (FBR):
Hydraulic retent ion time= 28 hours
Correspond ing COD rem ova l ra te= 80%BOD remova l ra te = 83%
Outlet CO D = (1-0.80) x 592 = 119 mg / l
Outlet BOD = (1-0.83) x 290=49 mg / l
Volume of FBR required =50 /24 x 28= 58.3 KL
Provid e a FBR of d imensions: 0.9 L x 6.2 W x 1.8 D 6 Nos; ac tua l vo lume
provided is 60 KL.
Fixed film reactor (FFR):
Hydraulic retent ion time= 24 hours
Correspond ing COD rem ova l ra te= 59%
BOD remova l ra te = 64%
Outlet C OD = (1-0.59) x 119 = 49 mg/ l
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Provide a Planted Gravel Filte r of d imensions 10 L x 16 W x 0.6 D 1Nos
with filter of porosity 35%.
About 30% of the trea ted wa stew ater is lost b y eva potransp ira tion by
the p lants in the PGF. The effec tive outflow of 35 KL from the p lanted
gravel filte r is c ollec ted in a c ollec tion ta nk for irriga tion p urposes.
T2- Dec entralized Trea tm ent System for Stream 2
Trea tment sc hem e:
The stream 2 is c onveyed to a DTS unit (T2) comprising a sett ler
integrated with an a nae rob ic upflow fluidized be d rea c tor and a fixed
film rea c tor with co mb ined hydraulic rete ntion time (HRT) of 54 hours
The d esign p arameters assumed a re
Tota l waste wate r 120 KLD Peak hours 10
Inlet CO D 800mg / l Inlet BOD 400 mg/ l
Out let COD
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Fixed film reactor (FFR):
Hydraulic retent ion t ime= 24.3 hoursCorrespond ing COD rem ova l ra te= 59%
BOD remova l ra te = 64%
Outlet C OD = (1-0.59) x 117 = 48 mg/ l
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T3- Dec entra lized Trea tm ent System fo r Strea m 3 and 4
Trea tment sc hem e:
The strea m 3 and 4 are ind ividua lly conveyed sep ara te ly to DTS unit (T3)
c om prising a settler integ ra ted with an a nae rob ic upflow fluid ized bed
rea c tor and a fixed film rea c tor with com bined hydraulic retention time
(HRT) of 74 hours
The d esign p arameters assumed a re
Tota l waste wate r 5 KLD Peak hours 10
Inlet CO D 800mg / l Inlet BOD 400 mg/ l
Out let COD
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Volume of FFR req uired = 5/ 24 x 31= 6.5KL
Provide an FFR of d imensions: 0.8 L x 1 W x 1.8 D 4 Nos with filte r of
porosity 35% and dep th 0.75m with effec tive volume 6.5 KL. The w aste
wa ter treatment p roc ess flow c hart is g iven in figure 2.
Planted Gravel Filter
The anae rob ic a lly trea ted wa stew ater is routed to a p lanted grave lfilte r p lanted with selec ted spec ies- Canas Ind ica , Colac asia, Papyrus,
Reed
Hydraulic c ond uc tivity o f filter ma teria l=500m/ day
Hydraulic g rad ient =1%
Ma x. BOD loa d on c ross sec tion =150g/ Sqm
Ma x. surfac e BOD loa d=10g/ sqmHydraulic retent ion t ime= 16.5 hours
Correspond ing COD rem ova l ra te= 5%
BOD remo va l ra te = 5%
Outlet COD = (1-0.05) x 47 = 45 mg/ l
Outlet BOD =(1-0.05) x 17 = 16 mg / l
Cross sec tiona l area is the ma ximum of5x17/150= 0.6 Sqm, and
5/ 500/1% =1 Sqm
Adop t d ep th 0.6m, Wid th required 1.8m
Surfac e a rea req uired is the m aximum o f
5x(17-16)/ 10= 0.5 sqm, and
5x16.5/24/0.6= 2 Sqm
Provide a Planted Gravel Filte r of d ime nsions 3.2 L x 1.8 W x 0.6 D
1Nos with f ilte r of p orosity 35%.
About 30% of the treated wastewater is lost by evapotranspiration by
the p lants in the PGF The effec tive outflow of 3 5 KL from the p lanted
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Paradigm Environmental Strategies (P) Ltd.,
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9 Project Implementation Chart
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