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galvis

Water treatment

Construction quantities

Construction quantities of DyGF component for estimate the models show in table 5.2 the main document. Item (Unit) Flow (ls -1 ) 2.00 8.00 15.00 25.00 Area (m²) 3.60 14.40 27.00 45.00 Ground (m²) 20.95 41.03 84.00 118.60 Lay out (m²) 20.95 41.03 84.00 118.60 Excavation (m³) 21.12 41.50 74.40 96.00 Land remove (m³) 22.06 44.69 81.50 98.70 Floor laying (m³) 0.63 1.23 2.52 3.56 Concrete (m³) 8.24 14.50 23.00 41.50 Steel (kg) 496.10 967.50 1,399.04 2,960.30 Gravel (m³) 2.16 8.64 16.20 27.00 Back filler (m³) 2.73 4.29 8.20 16.50 45 QC: Quantity of concrete (m³) 40 35 30 25 20 15 10 5 QC = 0.81 A + 3.70 R 2 = 0.9813 0 0 5 10 15 20 25 30 35 40 45 50 A: Filtration area (m²) Concrete m³ Lineal regression for concrete (m³) Chart to obtained of the lineal regression for quantity concrete. Models and partial direct construction costs for DyRF component and by capacities of 2 to 25 ls -1 DyRF Flow (ls -1 ) 2.0 8.0 15.0 25.0 Unit 2.0 8.0 15.0 25.0 3,6

Models and partial direct construction costs for SSF component and by capacities of 2 to 25 ls -1 SSF Flow (ls -1 ) 2.0 8.0 15.0 25.0 Unit 2.0 8.0 15.0 25.0 48

  • Page 1 and 2:

    Development and Evaluation of Multi

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    ACKNOWLEDGEMENTS To my supervisor,

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    ABBREVIATIONS ABNT: Acuavalle: ACV:

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    SOCs: Synthetic Organic Chemicals S

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    u c V V f Vs uniformity coefficient

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    TABLE OF CONTENTS 1. INTRODUCTION 1

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    4 MULTISTAGE FILTRATION EXPERIENCIE

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    1 INTRODUCTION Water is essential f

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    Table 1.2 Access to WS&S in Colombi

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    Table 1.5 Safe drinking water cover

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    1.2 Multiple Barriers Strategy and

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    2 OVERCOMING THE LIMITATIONS OF SLO

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    adjustment, are among the technolog

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    On January 14, 1829, Simpson’s on

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    With increasing life expectancy, en

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    Table 2.2 Treatments steps recommen

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    In table 2.3, WHO guideline values

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    2.5 The Slow Sand Filtration Proces

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    When the particles are very close t

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    in which p 0 is the clean media por

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    Yao et al (1971) related the remova

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    compensate for the increase in the

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    can be applied, but intermittent op

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    Table 2.4 Comparison of design crit

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    Although accepted as indirect indic

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    50% when the temperature falls from

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    Figure 2.9 Flow diagram of the wate

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    ut higher running costs, since more

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    Headloss and flow control. Final he

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    Figure 2.13 Influence of flow condi

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    Operation and maintenance (O & M).

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    in parallel (Galvis, 1983; Smet et

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    cleaning simple, DyGF should behave

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    case of Dortmund (Germany), the HGF

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    Table 2.9 Data about three experien

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    Some points of discussion about HGF

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    and 600-800 NTU) and different filt

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    the HGF units of Aesch (see table 2

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    in spite of the low removal efficie

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    order to overcome the water quality

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    full-scale units. In this research,

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    3 MULTISTAGE FILTRATION STUDIES WIT

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    in the case of UGFL. Initially, it

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    • Bigger and better-instrumented

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    l Figure 3.7 Plan view of Cinara's

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    The present research work was divid

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    Table 3.1. Design parameters, grave

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    Figure 3.9. Piezometer distribution

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    were used to collect samples for DO

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    were poured into a funnel using fil

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    H 0 : H a : Treatment levels workin

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    3.2 Results and Specific Discussion

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    3.2.2 Dynamic gravel filtration (Dy

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    Mean faecal coliform removal effici

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    Table 3.10 Comparative analysis of

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    DyGF-A had flow reductions in the r

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    The experimental data used to produ

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    Previous observations were further

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    ates (figure 3.17 B). However, at t

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    Longer “initial-ripening” perio

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    Table 3.17. Descriptive statistics

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    100 Filtration rate = 0.3 mh -1 100

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    After the present experience, faeca

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    nature of the organic matter and th

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    Table 3.24 Comparative analyses of

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    3.2.4.3. Filtration run lengths and

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    deep bed filter (data not included

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    and operational considerations Pard

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    than in sand samples from other SSF

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    Step dose tracer tests were made at

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    for HGFS and from 3 to 5 for HGF. T

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    Constant and declining filtration r

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    The efficiency levels summarised be

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    Surface area of CGF and SSF units.

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    community based organisations and l

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    systems. All these systems were fed

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    Parts of the suburban settlements o

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    Figure 4.2. Layout of Retiro MSF pl

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    Traditionally, in the WS&S of Colom

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    Photo 4.10. Partial cleaning activi

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    Figure 4.3 Location of full-scale M

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    4.4.1.3 Main characteristics of mul

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    Figure 4.4 Layout of Restrepo MSF p

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    Figure 4.6 Layout of Javeriana MSF

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    Figure 4.9 Layout of Cañasgordas M

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    Figure 4.11. Layout of Ceylan MSF p

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    Table 4.4 Descriptive statistics fo

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    Water sources in the coffee region

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    Filterability results seem to under

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    Table 4.8 Mean removal efficiencies

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    The length of this ripening period

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    in Peru (Pardon, 1989) and Colombia

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    Photo 4.24 Drainage facilities in u

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    the Cauca Valley. This is not the c

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    Pardon (1989) reports similar evide

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    5. COST OF MULTI-STAGE FILTRATION P

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    ecame formally established as WS en

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    Models for assessing construction q

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    MSF system can then be calculated o

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    5.7 Cost Model for the Cali Area an

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    Table 5.8. Annual labour costs due

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    5.8 General Discussion The followin

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    systems. The differences between MS

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    guideline for colour is < 15 PCU (W

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    Table 6.1. Individual (at each trea

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    Table 6.3. Individual (at each trea

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    As shown in tables 6.1 and 6.3, col

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    UGFL 0.45 UGFS 0.45 (32;51;85) (44;

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    Table 6.4. An example of identifica

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    MSF technology showed great flexibi

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    In harmony with the new development

  • Page 228 and 229: epresents the risk the community ha
  • Page 230 and 231: The selection of MSF alternatives i
  • Page 232 and 233: scouring and transporting away prev
  • Page 234 and 235: REFERENCES ABNT, (1989) NB-592 Proj
  • Page 236 and 237: Craun, G.F., Bull, R.J., Clark, R.M
  • Page 238 and 239: Drinking Water Disinfection, ed. by
  • Page 240 and 241: Huisman, L. (1989) Plain Sedimentat
  • Page 242 and 243: Mendenhall, W. and Sincich, T. (199
  • Page 244 and 245: Ridley, J.E. (1967) Experience in t
  • Page 246 and 247: Visscher, J.T. and Galvis, G. (1992
  • Page 248 and 249: ANNEXES Annex 1: Accessories for Mu
  • Page 250 and 251: aw water. The red colour is used fo
  • Page 252 and 253: Annex 2: Design of Manifolds Manifo
  • Page 254 and 255: + q 2 Q1 (1.2 qn + qn) (2.2 qn) = =
  • Page 256 and 257: R 1 = (total orifice area / lateral
  • Page 258 and 259: 0.30 0.25 0.20 0.15 0.10 0.05 0.00
  • Page 260 and 261: Table A.4-2 General notation for th
  • Page 262 and 263: Box A4-3. Sum of Square Error (SSE)
  • Page 264 and 265: Annex 5: Residence times in coarse
  • Page 266 and 267: Table A5-1 Percentage of incoming w
  • Page 268 and 269: Annex 6 Number and Type of Valves N
  • Page 270: Table A7-1. Descriptive statistics
  • Page 274 and 275: Tables A7-3 Removal efficiencies of
  • Page 276 and 277: Tables A7-5 Removal efficiencies of
  • Page 280: Net present value (US$) of MSF and
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