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TBM Exit Construction Vertical Collectors Installedon 200-ft Centers RBF Pump Station Ohio River Existing B.E. Payne Water Treatment Plant Capped Well Capped Well Clay Sand & Gravel Aquifer Bedrock Well Casing Water Table Level Wellscreen Tunnel Figure 3. Hard-rock tunnel concept using vertical collectors (Option 3). TBM Construction Existing Collector Well/Pump Station Approx. 2,000 ft Tunnel Extension (no wells) Existing Low Lift Pump Station Plan View 3A the “dry” side. This construction option would allow laterals to be maintained individually, while all other laterals remain in service. Figure 4 illustrates the “wet/dry” tunnel concept. Maintenance requirements for Option 2 would involve taking an entire caisson out of service for lateral rehabilitation. This concept would reduce the effective capacity of the overall system by the capacity of an entire caisson, or approximately one-third of a three-caisson system. Option 3 would consist of individual wells that could be individually taken out of service and rehabilitated. A packer could be used to isolate the vertical collector from the tunnel. Based on maintenance considerations, Option 3 was preferred. 3B To Pump Station Section View 11
12 Figure 4. Wet/dry tunnel concept. Hydrogeologic Yield Computer modeling was used to predict the safe yield of the aquifer and to optimize the placement of collectors for all of the options. For Option 1, collector laterals would be positioned 60 ft (18.3 m) on center on the riverside of the tunnel (Schafer, 2000). Using a 1,500-ft (457-m) long tunnel with laterals located on 60-ft (18.3-m) centers resulted in an estimated yield ranging from 44 to 61 MGD (167,000 to 231,000 m 3 /d), depending on water temperature. For Option 2, the optimum number of laterals per collector well was determined to be 10 to 11 (Schafer, 2000) and the estimated yield ranged from 37 to 51 MGD (140,000 to 193,000 m 3 /d), depending on water temperature, for a system consisting of three new collector wells. For Option 3, approximately 30 vertical collectors would be installed approximately 200-ft (67-m) apart, resulting in an estimated yield ranging from 38 to 44 MGD (144,000 to 167,000 m 3 /d) (Shafer, 2002). Data from the existing collector well and pumping tests were used as the basis for selecting leakance and transmissivity values that were used in calculating the predicted yields. Figure 5 shows measured leakance data from the existing collector. As shown, leakance declined over the initial 2-year period of operation from over 2.0 to 0.148 inverse days due to clogging in the riverbed. Within the past year, measured leakance values appear to have stabilized and increased slightly. To be conservative in predicting yields for the new RBF addition, the lowest observed leakance value was used. Water Quality and Treatment Tunnel Cross-Section Gate Valves with Removable Elbow Precast Concrete Tunnel Segments 12-Inch Lateral Concrete Fill Two 48-Inch Carrier Pipes Water quality obtained from the collector wells in many locations has been documented as having many advantages over that obtained directly from surface-water sources (Sontheimer, 1980; Hubbs, 1981; Wang et al., 1995; National Water Research Institute, 1999; Kuehn and Mueller, 2000). In the Louisville Water Company’s case, the existing RBF collector well has shown many
Page 1 and 2: 2RBF The National Water Research In
Page 3 and 4: Published by the NATIONAL WATER RES
Page 6: Foreword In 1999, the National Wate
Page 9 and 10: vi 1:30 pm Session 3B: Hydraulic As
Page 11 and 12: viii 1:15 pm Session 8: Emerging Co
Page 14 and 15: Acronyms ADA ß-alaninediacetic aci
Page 16: Conference Abstracts
Page 19 and 20: 2 conventional treatment train on c
Page 21 and 22: 4 The Louisville Water Company also
Page 23 and 24: 6 Treatment Capital Cost Annual O&M
Page 25 and 26: 8 design engineers needed to addres
Page 27: 10 Ohio River Pump Station Collecto
Page 31 and 32: 14 The turbidity of well water is t
Page 34 and 35: Session 2: Operations Construction
Page 36 and 37: Land Surface lengths of well screen
Page 38: Summary Well systems can be constru
Page 41 and 42: 24 Traditionally, ASR has been used
Page 43 and 44: 26 plans for a pilot-scale bank-fil
Page 46 and 47: Session 2: Operations Evolution fro
Page 48 and 49: Today, Cedar Rapids obtains all of
Page 50: REFERENCES AND ACKNOWLEDGEMENTS The
Page 53 and 54: 36 source of most nitrate detected
Page 55 and 56: 38 Hallberg, G.R., D.G. Riley, J.R.
Page 57 and 58: 40 Two 10-MGD capacity pumps were i
Page 60 and 61: Session 3: Hydraulic Aspects Pluggi
Page 62 and 63: iverbed scouring. This analysis sho
Page 64: REFERENCES Schafer, D.C. (2003).
Page 67 and 68: 50 TS GWA Tegel TS Wannsee TS Tegel
Page 69 and 70: 52 contains the lowest concentratio
Page 71 and 72: 54 δ 18 O [ 0⁄00 versus Standard
Page 73 and 74: 56 Acknowledgements We would like t
Page 75 and 76: 58 Phase 1 Investigations Once the
Page 77 and 78: 60 pumping is discontinued and the
Page 80 and 81:
Session 4: Siting Water-Quality Man
Page 82 and 83:
Torgau Case Study The highly produc
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The mean concentration in the “mi
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Session 5: Dynamics Using Models to
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source of induced infiltration to t
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affect the amount of contaminant en
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intuitive system behavior. In the c
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entering the well can be carried ou
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Ray, C., T.W. Soong, Y.Q. Lian, and
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82 Riverbank Filtration Near Torgau
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84 drinking-water quality. Drinking
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Session 5: Dynamics Temporal Change
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• Equalization of fluctuating con
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Session 5: Dynamics An Update of th
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Session 5: Dynamics On Bank Filtrat
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Figure 2. Streamlines for two wells
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well galleries near the Unterhavel
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Dinner Presentation Hydraulic Sensi
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conductivity k (especially of the r
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parameter value: Figure 6. Initial
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Keynote Presentation Riverbank Filt
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esulted in a significant improvemen
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Fritz, B. (2002). Uferfiltration un
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Session 6: Microorganisms Using Mic
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was independent of finished water t
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Session 6: Microorganisms Transport
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Session 6: Microorganisms Laborator
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Cryptosporidium are unreliable, lab
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Pathogen Concentration (pathogens/1
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Session 6: Microorganisms Fate of D
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treatment train optimized for turbi
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Acknowledgements We gratefully ackn
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Session 6: Microorganisms Assessmen
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screens along the entire lateral le
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Table 3. Average Distribution of Ri
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Location Number of Sampling Events
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Session 7: Organics Removal Riverba
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uncontaminated groundwater could le
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Sacher, F., H.-J. Brauch, and W. K
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Session 7: Organics Removal Organic
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TOC (mg/L) 9 8 7 6 5 4 3 2 1 Site 1
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Conclusions RBF is very effective i
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Lunch Presentation Potential Uses o
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Session 8: Emerging Contaminants Re
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H 3C O O N N H3C N CH3 Cl AMDOPH Be
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Results and Conclusion The Santa An
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echarge is not well understood. Our
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The MS conditions were as follows:
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Session 9: Public Policy and Regula
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FEET 1,000 900 800 700 600 VERTICAL
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The surficial aquifers in Midwester
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that multiple samples should be eva
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turbidity. Endospores, Giardia, Cry
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Session 9: Public Policy and Regist
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For the first phase of the Dyje Pro
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Concentration mg.l 1 60 50 40 30 20
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Session 11: Case Studies “Lessons
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Concentration (mg/L) 35 30 25 20 15
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REFERENCE Koterba, M.T, F.D. Wilde,
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REFERENCES Laszlo , F., and Z. Homo
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Figure 2. A sketch of the study are
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By analyzing the δ 15 N-NO 3 of si
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Microbial growth was weak in all la
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Objectives The aim of the study was
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6000 4000 2000 Suspended Solids (mg
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REFERENCES American Public Health A
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