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Ohio River Southern Caisson (capped at grade) 19-ft Diameter Soft Soft-Ground Ground Tunnel unnel Tunnel Caisson Capped at Grade Ground Surface Pump Station Lagoon Existing Collector Well Existing 48-Inch Raw Water Transmission Line New 54-Inch Raw Water Transmission Line Lagoon Lagoon Clay Lagoon Sand and Gravel 14-ft Diameter Tunnel with 25 Laterals Bedrock Plan View 1A Existing (Two) 60-Inch Diameter Water Intake Pipes Northern Caisson (Pump Station) 32-ft Diameter Shaft 200-ft Laterals Existing B.E. Payne Water Treatment Plant 15+0 10+0 5+00 0+00 Figure 1. Soft ground tunnel concept (Option 1). Section View 1B large-diameter bucket auger was considered the most appropriate sample collection method. Grain-size distribution curves were developed based on sieve analyses of the bucket auger samples. The results of the rock-core boring program indicated the presence of limestone and shale. A particularly good layer of limestone occurred from 130- to 157-ft (40- to 48-m) below ground surface. Limestone beds in this unit tend to be on the order of 2- to 3-ft (0.6- to 0.9-m) thick, interbedded with 3- to 4-inch (7- to 10-centimeter) thick layers of shale. All of the limestone in this layer has a rock quality designation in the range of 90 to 100 percent, which according to Deere and Deere (1989) is classified as “excellent.” 9
10 Ohio River Pump Station Collector Well 19-ft Diameter Drop Shaft 4-ft Diameter Based on the results of the subsurface investigation, the construction of either type of tunnel system (soft ground or bedrock) was determined to be feasible. Maintenance Considerations Collector Well Collector Hard Rock Hard Roc Rock Tunnel unnel Lagoon 200-ft Diameter Laterals 11 per Collector Well 7-ft Diameter Tunnel Existing Collector Well Lagoon Existing 48-Inch Raw Water Transmission Line Lagoon Lagoon Pump Station 32-ft Diameter Shaft Existing (2) 60-Inch Diameter Water Intake Pipes New 54-Inch Raw Water Transmission Line 200-ft Diameter Laterals 11 per Collector Well Sand and Gravel 24-ft Diameter Shaft in Bedrock Collector Well 19-ft Diameter 8+00 4+00 0+00 Figure 2. Hard-rock tunnel concept using horizontal collector wells (Option 2). Existing B.E. Payne Water Treatment Plant Ground Surface Bedrock Plan View 2A One of the unique challenges of Option 1 would be the long-term maintenance of collector laterals. Over time, it is anticipated that the laterals would need to be cleaned to restore their yield, as would be the case with any well screen. Several options were considered that would allow individual laterals to be taken out of service for cleaning while the rest of the tunnel system remained in operation. The selected option consisted of a “wet/dry” tunnel system, with water being conveyed through carrier pipes in the “wet” side and O&M being performed from within Clay Drop Shaft 4-ft Diameter Section View 2B
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: 8 design engineers needed to addres
Page 29 and 30: 12 Figure 4. Wet/dry tunnel concept
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
Page 84 and 85:
The mean concentration in the “mi
Page 86 and 87:
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
Page 122 and 123:
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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