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Report - Civil & Environmental Engineering

1. SIZE DRG NO SHEET REV B ALL DIMENSIONS IN INCHES mem JO SHEETSOES 1 Y 4 5 6 IN EN D1 9 32 A A B C ALL DIMENSIONS IN INCHES UN V 4 ma Dr Reasonable Pe Engineering FIRST ISSUED 11 20 14 D Fr en Waypoint 80 Front View APPROVED BY SIZE DRGNO SHEET REV B A po sees SHEETeoFo 5 6 O N U PX oo SHA Eso A B Side View C e D 00 O N Y Y E O LO Y Y Y y BX Reasonable p Engineering o y N Front View FIRST ISSUED 11 14 14 HILE DRAWN BY Waypoint 80 Storage Tank F CHECKED BY LA APPROVED BY Ps SIZE DRG NO SHEET REV descend saen SHEET TOF o 1 2 3 4 V 5 6 7 8 o A Y O O 7 i 0 8 20 7 0 8 gt lt a Top View gt o B LO N i 35 463 39 096 A 2 Side View G 60 Reasonable z Engineering gt 4 FIRST ISSUED 11 14 14 DRAWN BY Megan Farrish Ta psta N d Front View APPROVED BY B A ALL DI
2. 74 Stream Crossing Waypoint 71 5 days Mon 3 23 15 Fri 3 27 15 05 B Foliage Clearing 1 day Mon 3 23 15 Mon 3 23 15 76 B Stream Water Diversion 1 day Mon 3 23 15 Mon 3 23 15 7 B Dig and Excavate for cement anchor locations 2 days Mon 3 23 15 Tue 3 24 15 738 B Place and secure cement anchors do not bury 1 day Tue 3 24 15 Tue 3 24 15 u 79 B Dig and Excavate creek bed A days Tue 3 24 15 Fri 3 27 15 76 80 B Place 10ft lengths of galvanized pipe 4 days Tue 3 24 15 Fri 3 27 15 76 8 SB Cover vvith outlined materials A days Tue 3 24 15 Fri 3 27 15 76 82 DB Bury and secure pipe A days Tue 3 24 15 Fri 3 27 15 75 83 j Pressure Break Tank Construction 15 days Mon 3 30 15 Fri 4 17 15 A 184 Pressure Break Tank Construction Waypoint 80 4 days Mon 3 30 15 Thu 4 2 15 i 08 3 Material Transportation to site 1 day Mon 3 30 15 Mon 3 30 15 86 B Mixing Cement Mortar and cutting Rebar and PVC 1 day Mon 3 30 15 Mon 3 30 15 81 B Tank Construction 2 days Mon 3 30 15 Tue 3 31 15 u Kir Setting Time A days Mon 3 30 15 Thu 4 2 15 89 Pressure Break Tank Construction Waypoint 32 5 days Wed 4 1 15 Tue 4 7 15 87 90 B Material Transportation to site 2 days Wed 4 1 15 Thu 4 2 15 aa B Mixing Cement Mortor and cutting Rebar and PVC 2 days Wed 4 1 15 Thu 4 2 15 2 B Tank Construction 3 days Wed 4 1 15 Fri 4 3 15 3 B Setting Time 3 days Fri 4 3 15 Tue 4 7 15 9 Pressure Break Tank Construction Waypoint 39 5 days Mon 4 6 15 Fri 4 10 15 87 5 B Ma
3. 0 0 0 0 31891203 00 47 82595909 00 00 6 ooj 00 23 ooj 00 Roza 49 50278828 N118 49 80946 323 3231707 oz Gilera 00 ea N00 187258097 NJ NS 126 0670732 61 8902439 Ni NI 1951219512 NM Rene 1330 NTA NIE 8414634146 NTT Roa 100 2 0 Design Module 2 1 Hardware Start Design Parameters Fraction of open faucets Target Flow ls Limit on budget Physical constants Water Temperature Ch Pipe Commercial lengths mee s Advanced Parameters Orifice Coefficient 0 59 Faucet Coefficient 2 0E 8 2 2 Constraints Arc Tank gt N92 diameter must be equal to 0 0446 Arc N92 gt N100 diameter must be equal to 0 0304 Arc N100 gt N105 diameter must be equal to 0 0304 Arc N105 gt N107 diameter must be equal to 0 0304 Arc N107 gt N113 diameter must be equal to 0 0304 Arc N113 gt N114 diameter must be equal to 0 0304 Arc N114 gt N116 diameter must be equal to 0 0304 2 3 Load Factors Load Factors 3 0 Simulation Module sl Simulation parameters Number of simulations Fraction of open faucets critical flows l s low high Target Flow l s Orifices in use Type of simulation Appendix F 2 Neatwork Outputs 1 0 Design Module Pipe Diameter and Orifice Optimization taj NeatWork File Design Database Help Tables Node list Height 0 N100 NOT NJOMA 25 56986153 27 47534934 NI 31 59
4. 10 39 ft H O H 34 1 10 39 ft H O 23 8 ft H O 9 Final elevation Final elevation zp Hy 798 68 ft H O 23 8 754 ft If final elevation lt downstream tank elevation need an air release valve Downstream tank elevation 829 ft gt Final Elevation install air release valve at waypoint 10 Appendix H Geoflow air release valve CHAR DRIP UPDATED Description Air release occurs when air escape the system at startup and vacuum relief allows air to enter during shutdown The air vent vacuum breakers are installed at the highest points in the drip field to keep soil from being sucked into the emitters due to back siphoning and back pressure This is an absolute necessity with underground drip systems They are also used for proper drainage of the supply and return manifolds Use one on the high point of the supply manifold and one on the high point of the return manifold and any high points of the system Features Geoflow s new kinetic air vacuum breakers have a twist off cap that is easy to take apart for cleaning No need to remove the valve to maintain it The large clear passageway allows lots of air to flow in and out easily The protected mushroom cap is ideal for wastewater directing spray downward AA Part No APVBK75m APVBK100m FE P Max Flow Rate Air anil Wamu Flow Rate Max Pressure 80 psi 185 ft Max Temp 140 oF 140 oF psi ET RE bar Height 33 pi Weight 1 2 02 h
5. 16 00 6 67 3 33 20 00 6 00 1 050 00 80 00 32 00 72 00 600 00 1 050 00 48 00 15 36 60 00 3 20 48 00 12 80 50 00 40 00 7 20 53 75 6 00 6 48 3 20 2 56 24 00 25 00 40 00 20 00 157 50 2 00 24 00 330 00 SUBTOTALS 3 224 95 67 60 125 50 1 834 00 1 224 56 169 75 101 24 533 50 7 281 10 12 10 2014 12 10 2014 REASONABLE ENGINEERING PROPOSED New Aqueduct and Distribution System in Bajo Gavilan PANAMA ITEM Labor Transportation Community Contribution Final Cost Estimate Preliminary Opinion Of Probable Costs ELEMENT Preliminary Construction Site Preparation Springbox Construction Storage Tank Relocation and Waypoint 80 Pad Stream Crossing Construction Break Pressure Tank Consturction Pipeline and Tapstand Construction and Burial Truck from Almirante Shipping of Additional Supplies Labor Construction Subtotal Materials and Construction Subtotal Design Contingency Estimate contingency Estimated Total QUANTITY 16 25 16 50 75 72 20 10 3 3 10 8 SYSTEMS FORMAT UNITS Crew Hours Crew Hours Crew Hours Crew Hours Crew Hours Crew Hours Crew Hours Trip Trip UNIT COST COST SUBTOTALS 8 00 128 00 8 00 48 00 8 00 200 00 8 00 128 00 8 00 400 00 8 00 600 00 8 00 576 00 2 080 00 25 00 500 00 10 00 100 00 600 00 2 080 00 600 00 7 881 10 788
6. Gravel Sand Waterproofing Admixture Reinforcing Bar Steel Concrete PVC SDR 26 1 5 Elbow PVC 1 5 Reinforcing Bar Steel Cinderblocks Concrete PVC SDR 26 1 5 Elbow PVC 1 5 Reinforcing Bar Steel Tee PVC 1 5 Forms cut boards and nails Shutoff Valve 0 5 Plastic Faucets Tee PVC 1 5 Elbow PVC 0 5 PVC SDR 13 5 0 5 PVC Glue Shutoff Valve PVC 1 5 Tee PVC 1 5 Elbow PVC 1 5 PVC SDR 26 1 5 MINSA In Line Chlorinator System Calcium Hypochlorite Tablet Gravel Concrete Reinforcing Bar Steel Forms cut boards nails Galvanized Steel Pipe 1 5 Materials Subtotal QUANTITY 46 105 325 10 25 2 10 2 3 UNITS 6m pipe 6m pipe 6m pipe elbow elbow roll bottle tee box valve 50lb bag 6m pipe bag bag gallon foot 50lb bag 6m pipe elbow foot block 50lb bag 6m pipe elbow foot tee feet valve faucet tee elbow 6m pipe bottle valve tee elbow 6m pipe system tablet bag 50lb bag foot foot 10 ft pipe SYSTEMS FORMAT UNIT COST 2 15 3 85 8 00 1 98 1 28 5 00 6 00 1 60 11 00 22 00 10 50 8 00 0 33 0 17 10 00 0 20 10 50 8 00 1 28 0 20 2 00 10 50 8 00 1 28 0 20 1 60 0 60 1 28 2 00 1 60 0 16 2 15 6 00 3 24 1 60 1 28 8 00 25 00 2 00 0 33 10 50 0 20 0 60 15 00 COST 98 90 404 25 2 600 00 19 80 32 00 10 00 60 00 1 60 22 00 44 00 73 50
7. 1 burying the aqueduct 2 installing an in line chlorinator break pressure tank and storage tank at one location and 3 testing for chlorine concentration to determine the optimum dosage of chlorine for the system The total cost for this design is approximately 9 300 Construction of the system is expected to take approximately three months The collected data data analysis and design recommendations provided in this report will provide essential information that can be considered in the request for funding to install this proposed system This report and attached appendices can be consulted for recommendations and guidance on how to design install operate and maintain the aqueduct system Vil 1 0 Introduction Reasonable Engineering is a team of five undergraduate students of various disciplines including one civil engineer one mechanical engineer and three environmental engineers The team participated in the International Senior Design iDesign program at MTU In August 2014 the team travelled to Bajo Gavilan a small indigenous community in western Panama The team was hosted by Christina Duell a Peace Corps Volunteer PCV that has lived on site since January 2014 Duell has identified specific concerns for access to clean drinking water in one section of the community This section currently collects drinking water from streams which are prone to contamination from runoff A more in depth analysis of the community and the
8. 14 28 Figure 26 Two 4 200 L storage tanks located at the existing aqueduct cccccocoooonnccncncncnnnnnnnnnnnss 29 Figure 27 Tee fitting to branch off 1 5 mainline to tapstands aaa aaa nana aaaaaa aaa aaa nenen even eee eee eve eee 29 Figure 28 Tapstand built in section 3 of the community 10 oooooononnnnnnnnnnnnnnnnnnnnnnnnnss 30 List of Tables Table 1 Climate data for Bocas del Toro 1971 2000 4 oo anen naeea ne ee nenen ee ee neve n ee ee ee nens 4 Table 2 Average flowrates measured at spring source aaa aaa aaa nana annnnnne eee eee eee rene nenen eee eee 8 Table 3 Optimized pipe diameters for the proposed aqueduct system cocccccccccnnnnnnnnnoccnnnnnnnnnnos 18 Table 4 Summary of cost estimate for proposed aqueducCt ooooooncnncccncnnnnncnnnnnnnononnnnnnnnnnnnnnnnnnnos 31 VI Executive Summary Reasonable Engineering is a team of five undergraduate engineering students participating in the International Senior Design Program at Michigan Technological University MTU The team travelled to Bajo Gavilan an indigenous rural community in western Panama in August 2014 to address concerns associated with water availability and quality The team was hosted by Christina Duell a Peace Corps Volunteer who has lived on site since January 2014 The overall mission for this project was to improve the health and overall quality of life for community members by providing access to clean water
9. 13 15 Tue 4 14 15 Tank Construction 3 days Mon 4 13 15 Wed 4 15 15 Setting Time 3 days Wed 4 15 15 Fri 4 17 15 106 Constructing and Burying PVC Pipeline 16 days Mon 4 6 15 Mon 4 27 15 From Waypoint 1 to 13 1 day Mon 4 6 15 Mon 4 6 15 Add Air Release Valve and Protective Box at Waypoint 11 1 day Mon 4 6 15 Mon 4 6 15 From Waypoint 13 to 32 1 day Tue 4 7 15 Tue 4 7 15 110 111 Connect to Break Pressure Tank at Waypoint 32 1 day Tue 4 7 15 Tue 4 7 15 From Waypoint 32 to 39 1 day Wed 4 8 15 Wed 4 8 15 113 112 Connect to Break Pressure Tank at Waypoint 39 1 day Wed 4 8 15 Wed 4 8 15 From Waypoint 39 to 56 1 day Mon 4 13 15 Mon 4 13 15 115 114 Connect to Stream Crossing at Waypoint 48 1 day Mon 4 13 15 Mon 4 13 15 Connect to Break Pressure Tank at Waypoint 56 1 day Mon 4 13 15 Mon 4 13 15 From Waypoint 56 to 65 1 day Tue 4 14 15 Tue 4 14 15 117 118 116 Connect to Break Pressure Tank at Waypoint 60 1 day Tue 4 14 15 Tue 4 14 15 From Waypoint 65 to 75 1 day Wed 4 15 15 Wed 4 15 15 119 120 Connect to Stream Crossing at Waypoint 71 1 day Wed 4 15 15 Wed 4 15 15 From Waypoint 75 to 80 1 day Mon 4 20 15 Mon 4 20 15 121 122 Connect Pipeline to Break Pressure Tank Storage Tank and 1 day Mon 4 20 15 Mon 4 20 15 In Line Chlorinator Community Pipeline and Tapstand Construction 5 days Tue 4 21 15 Mon 4 27 15 123 From Waypoint 80 to 92 1 day Tue 4 21 15 Tue 4 21 15 124 123 From Waypoint 94 to 105 1 day Wed 4 22 15 Wed 4 22 15 126 From Waypoint
10. 2 Tchoukanski Ianko 2014 ET GeoWizards Link http www ian ko com ET_GeoWizards gw_main htm 3 Zonum Solutions Unknown date Shp2kml 2 0 Link http www zonums com shp2kml html Appendix B Flow rate data Appendix B Flow rate data IO Lili ral ia S L L s gpm 8 2 7 6 7 6 8 4 8 4 7 6 7 3 7 9 8 15 2014 Proposed Spring Source Average h 8 19 2014 Average 8 17 2014 Existing Aqueduct Storage Tank 4 4 4 4 4 4 4 0 5 5 5 5 5 5 4 9 5 5 5 9 Average Appendix C Water quality data Appendix C Water quality data Amount Observed Location ae E Coli Non E Coli Coliform Spring Source 8 15 14 Average Spring Source 8 19 14 Average Existing Aqueduct Average Changuinola River Average America s House Average Julia s House Average Appendix D Summary of survey data Appendix D Summary of survey data Waypoints UNGE Longltude Average Average Cumulative Average Elevation Actual Distance Horizontal Distance Horizontal Distance Vertical Distance Angle AMSL N W ft ft miles ft positive up ft 0 Non KOD 9 260418 9 260436 9 260513 9 260514 9 260509 9 260491 9 260579 9 260671 9 260769 9 260936 9 261062 9 261096 9 261154 9 261259 9 261344 9 261375 9 261372 9 261438 9 261472 9 261531 9 261738 9 261831 9 262055 9 262133 9 262291 9 262325 9 262452 9 26253 9 262592 9 262769 9 262972 9 263006 9 263161 9
11. 263273 9 263392 9 263434 9 2636 9 263788 9 263891 82 9071 82 507 82 0069 82 0069 82 0066 82 5063 82 5061 82 5057 82 5055 82 5052 82 5051 82 505 82 5049 82 5048 82 5046 82 5046 82 5046 82 5045 82 5044 82 5042 82 5042 82 5042 82 5043 82 5043 82 5041 82 5041 82 5039 82 5038 82 5037 82 5036 82 5035 82 5035 82 5034 82 5033 82 5031 82 5031 82 503 82 5029 82 5028 4 1102 21to 3 3104 4 to 5 5106 6 to 7 7 to 8 8 to 9 9to 10 10to 11 11 to 12 12 to 13 13 to 14 14 to 15 15 to 16 16 to 17 17 to 18 18 to 19 19 to 20 20 to 21 21 to 22 22 to 23 23 to 24 24 to 25 25 to 26 26 to 2 2 to 28 28 to 29 29 to 30 30 to 31 31 to 32 32 to 33 33 to 34 34 to 35 35 to 36 36 to 37 37 to 38 38 to 39 Begin survey on 8 15 2014 Last point for 8 15 2014 First point for 8 16 2014 Top of hill Abney Level Dropoff begins 9 264005 9 264158 9 264261 9 264261 9 264305 9 26434 9 264364 9 264473 9 264502 9 264552 9 264574 9 264721 9 264757 9 264884 9 264968 9 264999 9 265171 9 265442 9 26556 9 265874 9 266165 9 266276 9 26653 9 266921 9 267275 9 267502 9 267695 9 267807 9 267924 9 268072 9 268153 9 268516 9 268665 9 268674 9 268769 9 268897 9 269096 9 269312 9 269739 9 27 9 270089 9 270215 9 27035 9 270434 9 270561 82 0028 82 0027 82 0026 82 0025 82 9024 82 9022 82 9021 82 9021 82 502 82 502 82
12. Air Release Valve Appendix I Chlorination calculations Appendix J Cost Estimate Appendix K Construction Schedule Appendix L Construction and Maintenance Manual Appendix M Illustrations of components Engineering drawings List of Figures Figure 1 Map of Panama that shows the location of Bajo Gavilan nana aaa enen 2 Figure 2 Map of the area surrounding Almirante including Bajo Gavilan and the Changuinola Dam see een NEISSE 2 Figure 3 Map of the Bajo Gavilan community with homeowner names in section 1 3 Figure 4 Community characteristics and demographic data for Bajo Gavilan 6 5 Figure 5 Stream water collection methods a and b used by residents in section 1 6 6 Figure 6 Photographs of the a side and b top of the spring source aaa aaa nenen 7 Figure 7 Photograph of the weir that was constructed to measure the flow rate of spring source 8 Figure 8 Average water quality test results TNTC is too numerous to COUNT 9 Figure 9 Map of the proposed aqueduct route with WaypolNtS cccccccccnnnnnnnnoninonnncnnnnncnnnoncnnnonons 11 Figure 10 Map of proposed aqueduct route through section 1 of the community 12 Figure 11 Elevation profile of the proposed aqueduct path aaa enen eee 13 Figure 12 Pressure at nodes and flow in pipes at a 12 00AM and b 12 00PM during the 24 Hour ana s PELO E 15 Figure 13 Water elevation in storage tank over
13. America s House Julia s House 8 15 2014 8 19 2014 Source Figure 8 Average water quality test results TNTC is too numerous to count The first set of water quality tests at the spring source were performed on 8 15 2014 and yielded a high amount of non E coli coliforms This result could be attributed to weir construction which disturbed the area and suspended sediments near the cave opening Figure 6a on page 7 A second test was performed on 8 19 2014 prior to any disturbances and results showed significantly fewer coliforms These results are compared to the quality of the water used by America and Julia residents in section of the community who currently utilize stream sources Both showed significantly higher coliform levels than the spring source According to United States drinking water regulations the presence of one E coli colony in water makes it unsuitable for consumption 7 Figure 8 shows a significant presence of E coli coliforms for both America s and Julia s water sources which is indicative of unhealthy drinking water 3 2 Aqueduct Route The proposed aqueduct route begins at the spring source and ends at the school in section 1 of the community Members of the water committee with guidance from Duell Dr David Watkins and Reasonable Engineering selected the route by considering multiple factors including 1 shortest distance to community 2 avoiding dense jungle and 3 avoiding steep hills and d
14. FPT NC 1 0 8 88 20 SVLVB 100X 1 Solenoid valve 24VAC FPT NC External plumbing 1 1 0 148 00 SVLVB 150 1 5 Solenoid valve 24VAC FPT NC 1 2 4 151 30 SVLVB 150X 1 5 Solenoid valve 24VAC FPT NC External plumbing 1 2 6 211 00 SVLVB 200 2 Solenoid valve 24VAC FPT NC External Plumbing 1 3 4 309 00 SVLVB 300 3 Solenoid valve 24VAC FPT NC External Plumbing 1 4 4 484 50 Note NC Normally Closed valves Normally open NO valves available upon request Replacement coils and diaphragms available Please call Geoflow directly no Actuated Valves BVLVACT 100 1 slip motorized ball valve with 120VAC Indicator light 1 25 1000 00 BVLVACT 150 1 5 slip motorized ball valve with 120VAC Indicator light 1 3 0 1200 00 BVLVACT 200 2 slip motorized ball valve with 120VAC Indicator light 1 4 0 1240 00 3 4 and 6 valves as well as 24 VAC options available upon request Appendix I Chlorination calculations Appendix I Chlorination calculations The following discussion and calculations are adapted from the User Field Guide for MINSA s In Line Chlorinator by Benjamin Yoakum 2013 1 0 Introduction Chlorine treatment in the proposed water system is a function of chlorine concentration and contact time A simple method to predict and evaluate the effectiveness of chlorine treatment in a water system 1s by using the C t or Ct method In this method C the free chlorine concentration and t the total cont
15. Maximum Trials Accuracy 0 001 If Unbalanced Continue Default Pattern 1 Demand Multiplier 1 0 Save as defaults for all new projects OK Cancel Help Sample Inputs Reservoir latitude longitude head Reservoir 1 Property Reservoir ID AA Coordinate 82 51 Y Coordinate Ela Descriptor Taq Total Head 094 Head Pattern Initial Quality Source Hualty Node latitude longitude elevation demand demand pattern 1f applicable Junction ID Coordinate Y Loordinate Description Taq Elevation 391 975 Base Demand 19663 Demand Pattern H Demand Categories Pipe length diameter roughness Piei ti i i C Property Pipe ID Start Mode End Mode Description Tag Lenath Diameter Roughness Loss Coeff Initial Status Bulk Coeff wall Coeff System Pipe Diameters Waypoints Pipe Diameter Reservoir to 92 92 to 116 116 to 118 all branches ne for individual homes DIN Base Flow Inputs ee Residents Total gpm H1 Guillermo 6 01001 0 1969 H2 Julia 9 0150 02953 H3 Bicholi 6 0100 0 1969 H4 Janet T 0117 02297 H5 Si B 0217 0 4266 4 0067 0 1313 3 H7 America 10 0 167 0 3281 7 13 4 10 5 Total 60 0 1 9688 School 45 schoolchildren 2 5 gallons schoolchild day 1 day 1440 minutes 0 0781 gpm Demand Patterns Pattern Editor x Patt
16. miles in horizontal distance from the source 12 12 2014 Page 12 35 900 800 700 600 500 400 300 Elevation AMSL ft 200 100 0 0 2 0 4 0 6 0 8 1 1 2 1 4 1 6 1 8 Horizontal Distance from Source miles Figure 11 Elevation profile of the proposed aqueduct path The blue dots represent locations of waypoints 3 3 Water Demand Duell conducted a survey of each house in Bajo Gavilan to determine the water demand of the community Duell asked each household how much water they use each day or would like to use 1f they do not currently have access to water in terms of five gallon buckets 8 Residents reported an average use of roughly 35 gallons per person per day 8 Water demand for the school is assumed to be 2 5 gallons per schoolchild per day based on World Health Organization WHO ideal target uses 8 There are currently 60 residents in section 1 of the community and an estimated 33 schoolchildren in the three sections combined 8 Using these numbers and the growth rate for Panama the water demand for section 1 of Bajo Gavilan in 20 years is 2 05 gpm This demand is well below the available flow rate of 6 9 gpm measured at the spring source which would allow the spring to continue to supply the community with adequate water as the population increases in the future 12 12 2014 Page 13 35 4 0 System Modeling The proposed aqueduct system was modeled using two water distribution system sof
17. of the community based on a separate survey by Duell The number of schoolchildren in the community is estimated to be 33 Using these numbers the daily water demand can be calculated as follows 60 residents 35 gallons person day 33 schoolchildren 2 5 gallons schoolchild day 1 day 1440 minutes 1 516 gpm The demand is far below the flow measured at the source and shows that the source should be able to provide adequate water to the community year round The demand was recalculated to account for population growth in the next 20 years to ensure the aqueduct is sustainable The growth rate is 1 503 and this was assumed to be applicable to both the population and the number of schoolchildren The population in Bajo Gavilan in 20 years can be calculated as follows 60 residents 1 0 01503 81 residents 33 schoolchildren 1 0 01503 45 schoolchildren Based on these new values the water demand for section of Bajo Gavilan in 20 years can be calculated as follows 81 residents 35 gallons person day 45 schoolchildren 2 5 gallons schoolchild day 1 day 1440 minutes 2 05 gpm This demand of 2 05 gpm is still well below the available flow of 6 9 gpm measured at the spring source so the spring should continue to be able to supply the community with adequate water as the population increases References 1 Zonum Solutions 2010 Kml2Shp Link http www zonums com online kml2shp php
18. proposed aqueduct route A summary of survey data including GPS coordinates of waypoints can be found in Appendix D Figure 9 on page 11 shows the location of waypoints and the aqueduct route in relation to the community Figure 10 on page 12 shows a more detailed view of the proposed aqueduct route and location of waypoints in section of the community The proposed route extends westward from Guillermo s house before turning north to utilize an existing culvert that will allow the aqueduct to cross the road and reach the rest of section 1 12 12 2014 Page 10 35 Legend A Houses School e Survey Route Survey Waypoints Figure 9 Map of the proposed aqueduct route with waypoints 12 12 2014 Page 11 35 a deh ejo Legend Houses School re Survey Route Survey Waypoints D i America WBicholi Sk 2100 og A Rene 2103 143m 6 Janet L Ae 197 ats ERE T Siderio 09 112 ga vo Q 111 Figure 10 Map of proposed aqueduct route through section 1 of the community Figure 11 on page 13 shows the elevation profile for the survey route from the spring source to the school The elevation values are relative to the GPS measured elevation at the source 894 feet AMSL The last point in the route and proposed aqueduct the school has an elevation of about 305 feet This equates to a net decrease in elevation of 589 feet along the route The total length of the route is about 1 77 miles or 1 72
19. proposed aqueduct route was performed to determine whether the system was hydraulically feasible The survey used relatively few tools including a Garmin eTrex 10 GPS unit Olathe KS USA a Nikon Forestry Pro Laser Rangefinder Melville NY USA a CST Abney Level Watseka IL USA and a 100 foot open reel measuring tape The survey began at the source and the GPS was used to mark the first waypoint The next waypoint along the route was identified based on the availability of clear sight lines through vegetation and the distance between waypoints which was limited to distances between 30 feet and 1 000 feet the operating range of the rangefinder The rangefinder was used to determine the horizontal distance vertical distance slope actual distance and the angle between the two waypoints An example external display for this reading is shown below All of the parameters provided in the external display were recorded in a field notebook Example external display of Nikon Forestry Pro rangefinder where 1 units 2 vertical distance 3 slope or actual distance 4 horizontal distance and 5 angle A bamboo stake with a green folder as a target was placed at the second waypoint to improve consistency and accuracy of the rangefinder data Another stake same target height was placed at the original waypoint so the shooter could steady the rangefinder Foresight and backsight readings were confirmed between all waypoints to ensure acc
20. t 068 o ozal st Joe 0 J o N BE 0 1926 0 246 MW 19 0 oo ao o Rene 49 015311 oa 02437 MW 11 ow HT Roza 5 0 1658 m 02717 MW 14 0 oo oo 0 Sider GB 0149 01986 02618W 11 0 0 0 A 2 2 Percentiles of flow in L s s at faucets as Node ressures umber of simulations p traction of open faucets ifices in use commercial ype of simulation monte carlo sampling YM Faucet of occurences 10 lt 75 m 1973 o 1994 a er 0 2187 on Gen as ome owe ows ore 0202 2025 0212 Guillermo 4 01937 OM Dal ON 01956 Oj 0 1975 ne a oneal 0 1066 nass ons 0 2328 02503 02815 eo onos 01044 01900 02196 02166 023 nn a at omase 01837 021568 0224 ozsa 0245 Rene A 0158 eaa OB OB 02046 02244 0 2437 o Re 53 01658 orar 01851 02368 02494 02596 02717 OOO AAN 2 3 Speed in pipes m s File Design Database Help Tables Simulation TreeView Text E y Flows at faucets New Simulation E ien msn JR R Ee speed in pipes Node pressures umber of simulations 100 raction of open faucets 10 4 r fices in use commercial vpe of simulation monte carlo sampling T T a EET EET aaa aaa EEN EEN JENSEN Pipe ID ofsi man N32 gt N100 ora oo oe o NAB NDT 00 Tank gt N92 0 N116 Amerca 8B 08 09 N92 Guillemoj 42 Nr Janet 486 08 Oa 0 N105 gt Julia BD o N114 Rene A 074 094 0
21. the 24 hour analy s period 16 Figure 14 Tree view of the proposed aqueduct system in Neatwork Blue boxes represent faucets and gray boxes represent nodes which are also survey waypoints ooooooooocoooccccncnnnnnss 17 Figure 15 Map with locations of system components and pipe diameters ooooooccccnnncncnnnnnnnnnnnss 19 Figure 16 Summary of system components S source SC stream crossing AR V air release valve BPT break pressure tank LC in line chlorinator and ST storage tank 20 Figure 17 Low profile spring box and spring capture zone schematic 9 21 Figure 18 System pipe diameters from Table 3 in section 1 Not pictured is the rest of the main aqueduct m whicmis LS SDR 20 nina 22 Figure 19 Photograph shovving a pipe vvithin a trench at Bajo Gavilan The trench vvill be filled to Dury and Protect The Pipe UO Teer ia 23 Figure 20 Geoflow Air Vent Vacuum Relief valve 11 Appendix H n 24 Figure 21 Schematic of stream crossing methods Appendix M 2 ucsssssssseeeennnnnnnennnnn 25 Figure 22 Locations of break pressure tanks on system elevation profile 26 Figure 23 a Isometric and b top views of the break pressure tank Appendix M 3 26 Figure 24 Configuration of in line chlorinator storage tank and break pressure tank at Waypoint 60 Appendix Mina a 27 Figure 25 a Schematic and b photographs of MINSA in line chlorinator
22. 0 ONIRA 88 N113 Siderio 5 076 101 2 4 Node pressures m of head Simulation x i Flows at faucets simu 1 E cl 100 10 4 r fices in use commercial ype of simulation monte carlo sampling rene 9 0 a Roza O34 Side OO 3 2748 AA Appendix G Air block analysis Appendix G Air block analysis SOURCE STATIC 1 Determine Compression Head Hc H 894ft 866 25ft 27 75ft 2 Compute Compressed Air Pressure PB Pg 33 9 He 33 9 27 75 ft H20 61 65ft H O 3 Compute Volume of Compressed Air First find length of B C Length X Actual Distance 80 83 69 46 5 286ft Calculate Volume yo B C x 7 Vee 286ft x gt 3 5ft Boyle s Law E _c Patm 33 9 VEE Va 4 vo tg 3 5ft 1 Pam A T 33 9ft vB B 3 5ft2 7757 1 93ft i It 33 9FE 27 750 4 Find elevation at B Ve B B _ B C E VET i 1 93ft 12 8 286ft 3 157ft 5 Pressure in next downstream air block Pg Hg pp Hp Pp Pg Ap Hp Pp 27 75ft 866 753 27 75ft 798 753ft 68ft 6 Steps repeated for all air blocks 7 Compute equivalent head He of last air block He Pp Patm He 68 33 9 ft H O 34 1 ft H O 8 Calculate final head Hs He hy Darcy Weisbach equation L Vv h fo 5 Ixy toy 1567 5ft 0 73 5 A eo x a __ tft 32 174ft nz fea QE SE h 0 1x
23. 0019 82 5018 82 9017 82 5015 82 5015 82 5014 82 5011 82 5009 82 5009 82 501 82 5009 82 5008 82 5009 82 5008 82 5005 82 5003 82 5002 82 5001 82 4999 82 4998 82 4997 82 4996 82 4996 82 4996 82 4996 82 4995 82 4993 82 4993 82 4992 82 4991 82 4992 82 4993 82 4995 82 4997 82 5 39 to 40 40 to 41 41 to 42 42 to 43 43 to 44 44 to 45 45 to 46 46 to 47 47 to 48 48 to 49 49 to 50 50 to 51 51 to 52 52 to 53 53 to 54 54 to 55 55 to 56 56 to 57 57 to 58 58 to 59 59 to 60 60 to 61 61 to 62 62 to 63 63 to 64 64 to 65 65 to 66 66 to 67 67 to 68 68 to 69 69 to 70 70 to 71 71 to 72 72 to 73 73 to 74 74 to 75 75 to 76 76 to 77 77 to 78 78 to 79 79 to 80 80 to 81 81 to 82 82 to 83 83 to 84 Trail intersecting steep dropoff view over house to road Semira s house Begin stream crossing 53 span Potential storage tank location last point for 8 16 2014 First point for 8 17 2014 Potential location for break pressure tank Barbed wire fence Stream crossing see field notes for diagram Abney Level Potential location for storage tanks 9 270679 9 210962 9 2 1143 9 271337 9 271507 9 271765 9 271824 9 271886 9 272036 9 272128 9 272251 9 272252 9 272317 9 272343 9 272308 9 2 2254 9 272171 9 271988 9 271791 9 271632 9 271639 9 271687 9 27167 9 2 1618 9 271541 9 271475 9 271438 9 271524 9 271703 9 271856 9 212225 9 2 2431 9 274053 9
24. 105 to 118 1 day Mon 4 27 15 Mon 4 27 15 127 Task a Project Summary I Manual Task I Split torsrerereresesesestseses Inactive Task Duration only _ Milestone 9 Inactive Milestone Manual Summary Rollup CE MA Start only Finish only External Tasks External Milestone Deadline Progress Manual Progress Reasonable i p Ca Engineering can 215 31 315 39 412 4 6 sno 5 24 Appendix L User manual Appendix L Construction and Maintenance Manual 1 0 Introduction This document is intended to provide the PCV in Bajo Gavilan with general construction guidance for the components designed in this project It is important to note that these are guidelines and not rules Steps for construction should be carefully reviewed revised developed and discussed with community members prior to the commencement of work Visual representations of all components are located in Appendix M and N Illustrations for each component can be found in Appendix M constructions drawings are found in Appendix N 2 0 Spring Box Construction The following steps are adapted from Jones 2014 Available on CD Consult Jones 2014 for more information on low profile spring boxes e The first step in construction is the development the capture zone This concept is new to the community so proper planning by prior to beginning the project will be important e Material must be removed from the flow path of the spring The main goa
25. 11 630 49 9 299 70 12 10 2014 12 10 2014 Appendix K Construction schedule Bajo Gavilan Aqueduct Design Gantt Chart Reasonable Engineering can 215 380 315 39 4 12 4 6 5 0 5 24 Bajo Gavilan Aqueduct Line Construction 51 days Mon 2 16 15 Mon 4 27 15 gt 4 27 T Preliminary Steps 9 days Mon 2 16 15 Thu 2 26 15 2 B Material Purchase 5 days Mon 2 16 15 Fri 2 20 15 13 B Readily Available Materials and Equipment 2 days Mon 2 16 15 Tue 2 17 15 14 SB Shopping and Purchase in Almirante 1 day Mon 2 16 15 Mon 2 16 15 15 B Transport to Bajo Gavilan 2 days Mon 2 16 15 Tue 2 17 15 6 B Unavailable Materials and Equipment 5 days Mon 2 16 15 Fri 2 20 15 78 Order and Purchase 1 day Mon 2 16 15 Mon 2 16 15 Nic Shipping Time to Almirante 5 days Mon 2 16 15 Fri 2 20 15 9 15 Transport to Bajo Gavilan 1 day Fri 2 20 15 Fri 2 20 15 10 j Site Planning 4 days Tue 2 17 15 Fri 2 20 15 au SB Aqueduct Path Clearing 4 days Tue 2 17 15 Fri 2 20 15 12 p Staking Key Component Locations during Clearing 4 days Tue 2 17 15 Fri 2 20 15 13 PB Springbox Marking and Planning 1 day Tue 2 17 15 Tue 2 17 15 u 3 Air Release Valve Marking 1 day Wed 2 18 15 Wed 2 18 15 15 5 Break Pressure Tank Location Marking 2 days Wed 2 18 15 Thu 2 19 15 16 5 Stream Crossing Marking and Planning 2 days Wed 2 18 15 Thu 2 19 15 i B Storage Tank Pad Staking 2 days Thu 2 19 15 Fri 2 20 15 0 8 5 Community Staking 2 days Thu 2 19 15 Fri 2 20 15 19 j
26. 1203 NI 4782595909 24 16158537 35 40217861 k Y ki 0 0 T Ideal Orifice 0 0 00405243 0 00401527 oF amp Commercial Orifice 0 TANK DO BRANCHING Ni OD BRANCHING Nv BRANCHING Ni DO BRANCHING Nv OD BRANCHING N BRANCHING Nv DO BRANCHING Ni DO BRANCHING N 25 56986153 27 47534934 an T li 27 93266641 mati Diam 1 Length 2 Diam 2 N92 3231 0 0 NA00 197 2560 197 256 00304 0 0 N4105 126 0670 126 067 0004 00 noz 61 89024 3 6189 0 0304 OD 5 NIO7 N413 1407012 140701 00304 00 0 N13 N114 19 51219 19512 00304 00 2 NDAJ N116 84 14634 84146 00304 ooj 2 N16 Na17 181 8597 18186 00t82 00 0 Na2 Guillermo 300 300 00182 DO Nio00 Bicholij MO MO 00t82 OO NIS Jiaj 300 300 00t82 00 0 Nio7 Janet 200 200 00182 00 0 NN3 Siderio 200 200 0 0782 0 N14 Rene 1330 133 0 0 0182 Oof N116 America 400 400 00182 oof NT Rozal 100 100 0 0782 89 32926 89 329 00t82 QO Design total cost 1 058 0 0 00460378 0 005 FAUCET NODE 0 00507939 2 0 Simulation 2 1 Flows at faucets in L s umber of simulations 100 raction of open faucets 10 4 rifices in use commercial ype of simulation monte carlo sampling Faucet F of occurence Min Average Max Global average 0 2036 Gulll moj 42 01937 0195 01975 0 al
27. 27486 82 5002 82 9004 82 5005 82 5006 82 5007 82 5009 82 5012 82 5013 82 5013 82 502 82 5019 82 5019 82 5018 82 5016 82 5015 82 5012 82 501 82 5007 82 5005 82 5004 82 5003 82 4999 82 4998 82 4995 82 4993 82 4992 82 499 82 4988 82 4987 82 4986 82 4982 82 4981 82 498 82 49812 84 to 85 85 to 86 86 to 87 87 to 88 88 to 89 89 to 90 90 to 91 91 to 92 92 to 93 93 to 94 94 to 95 95 to 96 96 to 97 97 to 98 98 to 99 99 to 100 100 to 101 101 to 102 102 to 103 103 to 104 104 to 105 105 to 106 106 to 107 107 to 108 108 to 109 109 to 110 110 to 111 111 to 112 112to113 113 to 114 114 to 115 115 to 116 116 to 117 117 to 118 View over Christina s host family s house Next to road 20 to Guillermo s House Last point for 8 17 2014 Road First point for 8 18 2014 Culvert 2 5 wide need an elbow Abney Level End of culvert 71 to Bicholis Small ceek at Julia s house 30 to Julia s 20 to Janet s Small stream crossing 20 to Siderio s 133 to Rene s 40 to America s 10 to Roza s Last point for 8 18 2014 School Appendix E EPANET E 1 EPANET Inputs and Assumptions E 2 EPANET Outputs E 3 EPANET Supporting Calculations Appendix E EPANET Appendix E 1 EPANET Inputs and Assumptions Project defaults AA ID Labels Properties Hydraulics Default Value Flow Urita Headlozs Formula Specific Gravity Relative Viscosity
28. 3 of the community as partial compensation to the local Ng be people The construction of the school in 2006 serves as the official formation of the community Christina Duell an environmental health PCV has been living in Bajo Gavilan since January 2014 Her work mainly focuses on water availability and quality concerns in the community She successfully requested funding from WaterLines an American non governmental organization NGO for the rehabilitation and extension of the existing aqueduct built by AES Changuinola She is also involved with water quality education initiatives creating the first water committee in 12 12 2014 Page 4 35 the community and teaching residents about the relationship between clean water and human health The funding for this proposed aqueduct is also expected to be provided by WaterLines The maximum monetary award per grant from this organization is 8 000 which serves as the ideal cost ceiling for this project If the cost of constructing the system exceeds this cost the project will need to be split up into smaller pieces 2 2 1 Community Profile and Demographics The residents of Bajo Gavilan are subsistence farmers growing various crops including bananas plantains cacao and a variety of root vegetables in addition to raising livestock such as chickens cattle and pigs There is no electricity in the community aside from a few battery and solar powered devices Demographic data collected by Duel
29. Aqueduct system for the community of Bajo Gavilan Bocas del Toro Panama gt Reasonable Engineering ADA Y Submitted by Reasonable Engineering Megan Farrish Claira Hart Kevin Madson Erika Poli William Tillmans Submitted on December 12 2014 Michigan Technological University Department of Civil and Environmental Engineering Houghton MI USA Aqueduct system for the community of Bajo Gavilan Bocas del Toro Panama Reasonable Engineering A VV Submitted to Submitted by Dr David Watkins PE Reasonable Engineering Mr Mike Drewyor PE PS Megan Farrish Ms Christina Duell PCV Claira Hart Kevin Madson Erika Poli William Tillmans Mission Statement The mission of Reasonable Engineering 1s to create sensible and functional designs to improve the quality of life of those living in disadvantaged areas of the underdeveloped world The highest priority of Reasonable Engineering 1s to provide access to improved basic resources to people that place a personal and communal responsibility on the construction and maintenance of the systems created Purpose Reasonable Engineering 1s a group of five undergraduate engineering students from Michigan Technological University s International Senior Design Design program In August 2014 these young innovators travelled to Bajo Gavilan a small Ng be community in western Panama to survey and collect data on a proposed aqueduct system The proposed system wil
30. Concrete Construction A days Mon 2 23 15 Thu 2 26 15 2 20 Break Pressure Tank Lids 2 days Mon 2 23 15 Tue 2 24 15 a B Construct vvooden forms 1 day Mon 2 23 15 Mon 2 23 15 2 B Make concrete and cut rebar 1 day Mon 2 23 15 Mon 2 23 15 NN Pour concrete with placed rebar 1 day Mon 2 23 15 Mon 2 23 15 a Allow to set 2 days Mon 2 23 15 Tue 2 24 15 25 j Storage Tank Pad Form 4 days Mon 2 23 15 Thu 2 26 15 26 M Construct wooden forms 1 day Mon 2 23 15 Mon 2 23 15 27 B Transport form and cement to pad site 1 day Tue 2 24 15 Tue 2 24 15 26 17 2 5 Mix concrete 1 day Tue 2 24 15 Tue 2 24 15 29 B Pour concrete 1 day Tue 2 24 15 Tue 2 24 15 30 B Allow to set 3 days Tue 2 24 15 Thu 2 26 15 31 p Stream Crossing Anchors 2 days Mon 2 23 15 Tue 2 24 15 32 B Construct vvooden forms 1 day Mon 2 23 15 Mon 2 23 15 03 B Make concrete and cut rebar 1 day Mon 2 23 15 Mon 2 23 15 Task a Project Summary I Manual Task ll Start only Deadline Y Project Bajo Gavilan Split tases Inactive Task Duration only eee Finish only Progress a Date Wed 12 10 14 Milestone 9 Inactive Milestone Manual Summary Rollup m External Tasks Manual Progress m Summary an Inactive Summary Manual Summary I External Milestone Page 1 Bajo Gavilan Aqueduct Design Reasonable Gantt Chart Engineering i A an 215 3a 315 3729 412 4 6 510 5 74 3 B Pour concrete vvith placed rebar 1 day Mon 2 23 15 Mon 2 23 15 35 5 Allow to set 2 days Mon 2 23 15 T
31. Darcy Weisbach friction factor was determined to be 0 028 The head loss due to friction can now be calculated h L V Ps 2 Where f Darcy Weisbach friction factor 0 028 L length of pipe 736 ft D pipe diameter 0 125 ft V flow velocity 1 253 ft s g acceleration due to gravity 32 2 ft s With these values the head loss due to friction can calculated as A A nen 736 ft 1 253 ft s I D2g 0 125 ft 2 32 2 ft s 4 02 ft To determine whether water will be able to flow over the first peak this head loss is compared to the available head or the elevation z difference between the spring and the first peak Zspring Zpeak 894 ft 866 25 ft 27 75 ft Since the available head 27 75 ft is greater than the head loss due to friction in this segment of the system 4 02 ft it is reasonable to conclude that the water will be able to flow over this peak in the system and the proposed route is feasible Appendix F Neatwork F 1 Neatwork Inputs F 2 Neatwork Outputs Appendix F Neatwork Appendix F 1 Neatwork Inputs 1 0 Topography Module of faucets Nature 0 TANK nee E SA oo oo 0 A 0 A A 0 0 0 FAUCET NODE 1 1 A C d i EA re A AA E 0 0 0 0 0 0 Ona 31591203 oo 00 NIS 47825969091 001 00 NT 49 50278836 00 00 Guillermo 24 16158537 00 00 0 Bicholij 35 40217861 00 00 o Julia 27 93266641 00 00 00 0 0 ene
32. MENSIONS IN INCHES MS VE ko sowa SHEETBOF9 2 3 4 5 6 UJ M 2 3 4 5 6 i Oy i X E Side View 2 3 Y A 0 25 I p 2 7 Y D1 57 Front View ALL DIMENSIONS IN INCHES VIJ 2 3 V 4 BA Reasonable Bi DIY A r Release Valve cHeckepey OOO o ae CZ 9 6 D SHEET REV
33. ND all influent and last house concentrations satisfy the requirements shown in section 2 0 Appendix J Cost estimate REASONABLE ENGINEERING PROPOSED New Aqueduct and Distribution System in Bajo Gavilan PANAMA Preliminary Opinion Of Probable Costs PROJECT ESTIMATE SUMMARY Materials Estimate Main Aqueduct Line Piping Air Release Valve Low Profile Springbox Break Pressure Tanks Waypoint 80 Tapstands In Line Chlorinator Stream Crossings Materials Subtotal Construction Estimate Labor Transportation Community Contribution Labor Construction Subtotal Materials and Construction Estimate Total Design Contingency Estimate contingency Estimated Total Final Cost Estimate SYSTEMS FORMAT 10 8 1 3 3 225 68 126 1 834 1 225 170 101 534 7 281 2 080 600 2 080 600 7 881 788 11 630 49 9 300 12 10 2014 12 10 2014 REASONABLE ENGINEERING PROPOSED New Aqueduct and Distribution System in Bajo Gavilan PANAMA ITEM Main Aqueduct Line Piping Air Release Valve Low Profile Springbox Break Pressure Tanks Waypoint 80 Tapstands In Line Chlorinator Stream Crossings Final Cost Estimate Preliminary Opinion Of Probable Costs ELEMENT PVC SDR 13 5 0 5 PVC SDR 26 1 PVC SDR 26 1 5 Elbow PVC 1 Elbow PVC 1 5 Staking Ribbon PVC Glue Tee PVC 1 5 Geoflow AirVent Box Geoflow Air Vent Vacuum Relief Valve Concrete PVC SDR 26 1 5
34. a shut off valve between the tee and the faucet Install the faucet at a convenient height o A small piece of fabric may be placed at the end of the faucet to filter any coarse materials prior to use O 6 0 Other 6 1 DIY Air release valve In the instance that the air release valves suggested have failed and there are no available replacements follow the directions below to make an air release valve from likely available materials Materials e 4 male PVC slip adapter 2 preferably with a small ledge on the inside that the o ring can set ya PVC tubing Ya acrylic ball Rubber O ring Nail PVC cement Construction 1 On the PVC tubing mark inch from the base and drill a small hole all the way through the pipe Put the nail through the hole and secure both sides of the nail to the PVC pipe making sure that excess metal is removed from the nail and it is flush on both sides 2 Prime the adapter with PVC cement and place the o ring and adapter 3 Prime the PVC tubing from the previous step with cement and place it into the adapter On the other side add the other adapter piece with cement and secure both ends allowing for cement to cure 4 Be sure to test the air release valve before it is placed in the line to ensure a tight seal when water 1s in the line 7 0 References Jones E K 2014 Improvements in Sustainability of Gravity Fed Water Systems in the Comarca Ng be Bugl Panama Spring Captures and Circuit Rider Mod
35. able 1 Climate data for Bocas del Toro Panama 1971 2000 4 Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year Average High 87 4 87 3 81 8 88 5 894 89 6 88 7 89 2 89 4 89 1 88 9 87 8 88 59 CF Average Low 68 7 68 4 689 70 5 72 72 711 71 2 71 6 71 6 71 2 69 1 70 53 CF Precip in 49 105 33 145 70 101 165 174 123 60 11 5 22 2 136 1 Avg Precip 16 6 14 6 14 8 15 2 16 7 179 20 9 184 15 8 16 4 17 0 20 0 204 3 days 2 2 Community Background Bajo Gavilan is a small Ng be community Historically the Ng be people lived in small family groups in flat and coastal regions of the country However Ng be communities were often displaced by other groups of people including Spanish conquistadors Latino cattle ranchers and large banana plantation corporations The majority of Ngabe people fled to the less desirable and mountainous areas of the country where the Panamanian government granted them semi autonomy by establishing the Ngabe Bugl comarca in 1997 5 The first inhabitants of what is now considered Bajo Gavilan likely settled in the remote Changuinola River valley about 40 years ago Most residents however did not arrive until the road to the Changuinola Dam was constructed There are currently about 124 residents and 16 households in Bajo Gavilan 6 Although Bajo Gavilan lies downstream of the dam and is unaffected by its operation AES Changuinola constructed a school and an aqueduct system for sections 2 and
36. act time The Ct value is determined by multiplying C and t at multiple locations within the system Calculated Ct values are compared to Ct values required to kill common water borne pathogens If the calculated Ct value 1s insufficient C t or both C and t must be increased The following calculation is used to calculate Ct Ct Cxt Where C is the free chlorine concentration in units of mg Cl L tis the total contact time in units of min Ct is the Ct value in united of min mg Cl L Ct values for common water borne pathogens may be found in Table 1 Table 1 Ct requirements for destruction of common pathogens Pathogen Ct Requirement Temperature C pH min m Cl L Salmonella typhi Salmonella typhi 1 20 25 F HepatiisA 1044 125 8 Giardia lamblia As seen in Table 1 we need a Ct value of 35 min mg Cl L to kill E Histolytica Thus the target minimum Ct value to kill all pathogens will be conservatively set at 40 min mg Cl L In other words Ct values throughout the system must be equal to or greater than 40 min mg CIL if chlorine treatment is effective 2 0 Determining C free chlorine concentration Free chlorine is the category of chlorine that is available to disinfect the water and kill pathogens Thus we are only interested in measuring the free chlorine concentration in the system Currently MINSA in the Ng be Bugle Comarca uses Hach color wheels to determine the free chlorine concent
37. ank to its current location to move it to the concrete pad at waypoint 80 o The tank is large and fragile workers should move slow and deliberately e The overflow pipe should be directed a safe distance away from the concrete pad to eliminate the possibility of erosion near the components of waypoint 80 The outflow from this pipe should be directed onto riprap to reduce erosion Maintenance e The tank should be visually inspected routinely to gauge the necessity of maintenance tasks for the tank Suggested inspection intervals o Every 3 months for the first year o Every 6 months after that e During inspection look for sediment build up there should not be enough to cause problems leaks and any other causes for concern e Should the tank need maintenance of any kind water should be routed through the break pressure tank to allow the storage tank to be worked on without disrupting the water supply to the community 4 4 Break Pressure Tank Same as section 3 4 but the tank will be built on the concrete pad 5 0 House access 5 1 Tapstands Construction The construction of tapstands at the proposed aqueduct should be similar if not identical to tapstand construction at the existing aqueduct e The branching PVC pipe should also be buried e Order of installation o Install a wooden post a 2x4 or similar size at desired location o Install a tee at the main line which reduces the pipe diameter to 0 5 SDR 13 5 PVC o Install
38. ate was measured using the volume time method Using the weir constructed at the source water was funneled into a container of known volume and the time elapsed to fill the container was recorded On 8 15 2014 a one liter Nalgene bottle was used to measure the flow rate Measurements were repeated on 8 19 2014 using a five liter container Multiple individuals timed the process and at least three trials were performed to improve accuracy Water Quality Testing Methods The water quality of the source was tested using 3M Petrifilm E Coli Coliform Count Plates St Paul MN USA Three samples were taken to increase the accuracy of the test According to 3M guidelines 1 mL of the sample water should be inoculated onto the plates which must be incubated for 24 2 hours at 35 C in a horizontal position before being enumerated Inoculation of plates was performed using a 1 mL plastic dropper Due to the lack of controlled conditions for incubation plates were incubated by placing them next to an individual s body 1 e placing them in a pocket or between the body and waistband Plates were placed between two pieces of cardboard and no more than three plates were incubated at one time in order to maintain consistent temperatures among plates After 24 hours of incubation the plates were enumerated E coli colonies appear blue with gas bubbles and non E coli coliform colonies appear red with gas bubbles Survey Methods A survey of the
39. ations for all components Further recommendations on how these components should be constructed installed and maintained can be found in Appendix L Construction and Maintenance Manual Illustrations of components are provided in Appendix M Detailed engineering drawings for each component are located in Appendix N 5 1 Spring Box A spring box will be constructed at the spring source to collect water as it exits the hillside A low profile spring box is required due to stipulations mandated by WaterLines Low profile spring boxes are a relatively new approach to spring box construction but are preferred because they enclose the area surrounding the source and reduce the risk of water contamination from runoff Unlike traditional spring boxes low profile spring boxes are ideally installed to match the topography of the site This ensures that the spring will be a long term and sustainable water source for the community Figure 17 on page 21 shows a schematic of a low profile spring box The spring box capture zone a and b in Figure 17 extends back to the spring eyes where the water exits the ground to maximize water capture into the spring box e in Figure 17 12 12 2014 Page 20135 b Cement cap F Gravel Up be Small rocks SI Large rocks paraqese Access Cap Figure 17 Low profile spring box and spring capture zone schematic 9 The team recommends complete excavation of the hillside from b
40. cribed above Figure 1 illustrates this approach MINSA Technician Recommendation for Starting of Chlorine Tablets e a a A of Tablets AET ls Your Ct Value 40 0 minrmg L kj Add Halfa Tablet Your Menn Free Chilo Concentration lt 3 me L EMNI a Renove Halfa Tablet You Have the Eight of Tablets Figure 1 Flowchart how to determine the correct number of tablets for the MINSA in line chlorinator The flowchart starts with a recommendation from a MINSA technician If such a recommendation is not given it is recommended that the first iteration start with one chlorine tablet 6 0 Example Problem Assume the following concentrations were measured in the proposed water system at Bajo Gavilan Time of Sample Free Chlorine Concentration mg C12 L Day2 1015 009 015 Day3 1034 006 003 Day5 1017 009 010 Day7 1006 10 02 Too We need to calculate Ct values for each sample We are missing total contact time First the contact time in the storage tank will be calculated peat Tank Volume L Contact time in storage tank min KT A 0 3 Influent Flowrate 4200 L Contact time in storage tank min 0 3 52 5 min 0 4L E 60s S 1min Next the contact time in pipes to the first faucet or Guillermo s house This depends on the volume of the pipes Total volume in piped system L V
41. d first faucet depends on the volume of pipe The equation for determining the volume in a pipe is 28311 Vol L L th t Pipe Diameter in ft e ee Vg olume L Length of pipe ft x 2 144 in ft This equation needs to be used multiple times if the pipe diameter changes Thus Total volume in piped system L Volume in Pipe 1 Volume in Pipe 2 Volume in Pipe n The contact time in pipes is NE ee Total volume in piped system L Contact time in pipes min L Influent flowrate 3 3 Total contact time Total contact time is the sum of contact time in the storage tank and pipes 4 0 Determining Ct Ct should be calculated at three locations within the community based on the three values discussed above 1 influent water entering the storage tank 2 effluent water exiting the storage tank or cleanout valve and 3 at the last faucet Also it is especially important to measure concentration on Day 1 2 hours after chlorine tablet s have been inserted Day 2 24 hours after chlorine tablet s have been inserted Day 6 and Day 7 However more measurements are favored The Ct value for each location is calculated using the total contact time and free chlorine concentration in the first equation provided in this Appendix 5 0 Determining number of chlorine tablets The number of chlorine tablets is based on an iterative approach to satisfy the various requirements des
42. d tapstand so the water committee can restrict water access 1f monthly fees are not paid Figure 27 Tee fitting to branch off 1 5 mainline to tapstands 12 12 2014 Page 29 35 Figure 28 1s a photograph of a tapstand being built by Bajo Gavilan residents for the aqueduct extension in October 2014 10 The team recommends a similar tapstand design for the proposed aqueduct Figure 28 Tapstand built in section 3 of the community 10 5 5 System Sustainability Reasonable Engineering designed a sustainable aqueduct system that is durable affordable easy to maintain and enduring These features are highlighted below e Durable The system was designed with durability in mind to prevent potential failures The aqueduct is buried to minimize damage from UV radiation and human and animal traffic and stream crossings were buried instead of suspended to prevent damage from falling trees or large debris in streams An existing culvert will be utilized for the road crossing instead of a suspended method to prevent damage from road vehicles e Affordable The system was optimized to reduce costs For example EPANET and Neatwork were used in tandem to determine functional yet cost effective diameters of PVC pipe needed in the system e Repairable Ease of maintenance All components were chosen and designed to be easily repaired A construction and maintenance manual Appendix L has been provided to ensure that these component
43. e buried due to a number of environmental and social factors such as 1 the presence of UV light which can weaken the plastic and reduce durability 2 human and animal traffic which could damage the line 1f stepped on and 3 human tampering The team recommends that the entire pipeline be buried approximately 1 5 below the ground surface at all times to maximize the durability of the system Similar to the capture zone of the spring box construction will require excavation by hand The pipe will be laid in the trench and backfilled with native soils In October 2014 the community of Bajo Gavilan constructed and buried an extension to the existing aqueduct 10 and this previous experience will be instrumental in the success and efficiency of this project Figure 19 on page 23 is a photo taken by Duell during the previous work and shows what a trench with pipe will look like before backfilling 12 12 2014 Page 22 35 Figure 19 Photograph showing a pipe within a trench at Bajo Gavilan The trench will be filled to bury and protect the pipe 10 5 2 1 Air Release Valve Air block analysis was performed to determine if air blocks could occur along the aqueduct route and prevent water flow through the system Although the topography along the route varied significantly the numerous locations of break pressure tanks addressed many potential air blocks since these tanks will relieve air pressure Two potential locations for air block
44. e da rc Co Diferential Pressure I rf T Ww Specification The Air Vacuum Breaker bady and ball shall be made Amin A71 2335 g 235 dri 706 of molded plastic The ball shall be removable for easy im imin 800 ADO n ago 200 1200 cleaning The Air Vacuum Breaker shall be part number Flew Rate APVBK75m or APVBK100m as supplied by Geoflow Inc Product Sheets 2011 AirVentVacuumRelief ir 11E05 indd Geoflow Inc Tel 415 927 6000 800 828 3388 Fax 415 927 0120 www geoflow com ACCESSORIES Min Weight Part Be 8 Suggested Description 88 Number i Qty bs Tist Price Air Vents og APVBK100M 1 MPT kinetic air vacuum relief valve 1 0 3 22 00 For use in zone APVBK100M APVBK100L 1 MPT kinetic air vacuum relief valve with elbow 1 0 3 22 00 APVBKO100L For use in zone APVBK1 1 MPT kinetic air vacuum relief valve 1 0 3 21 19 For use in zone APVBK 1 APVBK2 2 MPT kinetic air vacuum relief valve 1 25 75 00 For use in zone APVBK2 ARV100 1 MPT continuous airvent vacuum relief valve 1 2 5 85 00 For use upstream of subzone valve ARV100 7 ARV200 ARV200 2 MPT continuous airvent vacuum relief valve 1 25 111 00 For use upstream of subzone valve Air Vent Box i AVBOX 6 6 round box commercial grade 1 1 5 11 00 AVBOX 10 10 round box commercial grade 1 2 5 45 00 Solenoid Valves SVLVB 100 1 Solenoid valve 24VAC
45. e project into multiple and smaller grants Table 4 Summary of cost estimate for proposed aqueduct Main Aqueduct Line Piping 3 200 70 120 1 800 1 200 170 100 500 7 300 2 100 2 100 600 Estimated Construction Subtotal 600 6 2 Construction Schedule The purchase and ordering of materials for the aqueduct system from stores in Almirante is scheduled to be completed in mid February to allow time for the shipping of any materials not readily available in town It is imperative that the construction of major components e g break pressure tanks the concrete pad at waypoint 80 stream crossings spring box be completed 12 12 2014 Page 31 35 during the month of March to capitalize on the low rainfall received during this month This will allow for the proper setting of concrete pads and components and reduced erosion during excavation and construction of the system Once all major components of the aqueduct line have been constructed by community members the construction of the pipeline will begin The community has previous experience in the construction and burial of PVC piping due to the recent work at the existing aqueduct which will prove useful in the construction of the new aqueduct It is expected that 20 people will work in shifts throughout a six hour workday with a workweek no longer than three days This 1s due to the difficulty of the terrain and the limited time community members can dedicate to t
46. eclines which could compromise the hydraulic feasibility of the system 12 12 2014 Page 9 35 3 2 1 Survey Methods A survey of the proposed aqueduct route was performed to determine whether the system was hydraulically feasible The team used a variety of surveying tools including a Garmin eTrex 10 GPS unit a Nikon Forestry Pro Laser Rangefinder a CST Abney Level and a 100 foot open reel measuring tape The topography between two waypoints was determined with the rangefinder and a green folder functioning as a target The horizontal distance vertical distance slope or actual distance and the angle between points were recorded from the rangefinder Foresight and backsight readings were performed and confirmed for each waypoint to ensure accuracy and results were later averaged to define the elevation profile of the route When waypoints were closer than the operating range of the rangefinder the measuring tape was used to determine the actual or slope distance between waypoints and an Abney level was used to measure the angle between points The latitude longitude and elevation of each waypoint were recorded using the GPS Elevation data was not used in analysis for this project with the exception of approximating the elevation at the spring source Map processing was performed in ArcGIS and converted to kml Google Earth files for viewing and printing 3 2 2 Survey Results A total of 118 waypoints were created to survey the
47. ect the water at that location Again samples to determine the Minimum Free Chlorine Residual should be taken from the faucet of the last house in the system 3 Free Chlorine Concentration to Meet the Required Ct Value Finally you need a free chlorine concentration value that is large enough to give you a Ct value that is sufficient to disinfect the water in your system Samples to determine the Free Chlorine Concentration to Meet the Required Ct Value should be taken from the cleanout valve of the distribution tank By sampling water from the clean out valve you have the best estimate of the concentration of Free Chlorine leaving your storage tank However it 1s advised that you leave the exit valve open for 3 minutes before taking a sample so that dirt does not enter your sample 3 0 Determining t contact time The total contact time in the water system is the sum of the contact time in the storage tank and in the pipes between the storage tank and the first faucet or home 3 1 Contact time for storage tank The equation for determining the contact time in the storage tank is i Tank Volume L Contact time in storage tank min _ 0 3 Influent Flowrate gt The value 0 3 is the tank s baffling factor which accounts for incomplete mixing of chlorinated water into the tank 3 2 Contact time for piped system The contact time for the water in pipes between the storage tank an
48. ed concrete pad is recommended to serve as a foundation for these components Figure 24 illustrates the recommended configuration of these components at this location Figure 24 Configuration of in line chlorinator storage tank and break pressure tank at Waypoint 80 Appendix N 5 3 1 In line chlorinator The water quality of the proposed system can be ensured by chlorination treatment with an in line chlorinator Reasonable Engineering recommends using the MINSA Ministerio de Salud de la Rep blica de Panama in line chlorinator which is locally available for 25 14 Treatment is initiated when a tablet of calcium hypochlorite is dropped into the cylinder tablets are available for 2 each 14 Figure 25 on page 28 shows a schematic and photographs of the chlorinator Information regarding purchase installation and operation can be found in the User Field Guide for MINSA s In line Chlorinator 14 and available on the CD The in line chlorinator is installed prior to the storage tank and water flow through the component must be stopped during installation and maintenance tasks e g clean outs and addressing other problems that may arise As a result a bypass configuration is recommended and can be seen in Figure 24 12 12 2014 Page 27 35 4 Screw Top 3 PVC Cylinder 3 Tablet 5 3 8 Holes in 3 PVC rounded top Figure 25 a Schematic and b photographs of MINSA in line chlor
49. el a master s report Michigan Technological University Houghton MI Link http www mtu edu peacecorps programs civil pdfs JONESE_ MSReport pdf Available on CD Niskanen R W 2003 The Design Construction And Maintenance of a Gravity Fed Water System In The Dominican Republic a thesis report Michigan Technological University Houghton MI Link avaiable on 1 CD Yoakum B 2013 User Field Guide for MINSA s In Line Chlorinator Link http usfm1 weebly com uploads 5 3 9 2 5392099 users_ manual for minsa in line chlorinator pdf Also available on CD Appendix M Illustrations of components Appendix M Illustrations of components Break Pressure tanks Overview Top Isometric without cover Isometric with covers Waypoint 80 Isometric V ART E Front Side Chlorinator Exploded Isometric Tapstands Isometric DIY Air release valve Exploded Isometric Appendix N Engineering Drawings Sheet Index Sheet 1 Stream Crossing Overall View Sheet 2 Stream Crossing Ground Section View Sheet 3 Stream Crossing Concrete Anchor Sheet 4 Break Pressure Tank Sheet 5 Waypoint 80 Top View Sheet 6 Waypoint 80 Side View Sheet 7 Waypoint 80 Storage Tank Sheet 8 Tapstand Sheet 9 DIY Air Release Valve Stream Bank 1 5 1 D Galv Pipe 63 Place Anchors 10 from stream banks 5 2 Reas
50. ele reel a ee 7 Jill Flow Tate measurement use a u Shkon ea 7 Delian ater Qqually Ost oa EEN i GR En 8 I LAGU dU ROU en een te actos AE 9 S LEN SA V oh OS vesi i E 10 352 2 ULV Sy RESUS vegse ra 10 959 Water Demand A ee ee 13 ES SSL TEN OS INS ee ee er ee ee ee 14 NE RANDE E A 14 LINIE A ee ee O E 14 A een een ee 15 4 1 3 DISCUSSION a ae ne ea dal vde ba dean allra add 16 A OJ A A A dace ee 16 4 2 INE 899567 0 una entalten 17 CI MOS een ST DES een DENE ak dara N So SEE SETE 17 ne SN he KEE RE Te NE E A 18 12 EI NONE ee ESKE NERE ERE ERE SENE 18 9 0 Prop sed DESTAN u a near delia 19 JAS Pino BOX a a 20 2 INU CI Eines cee O 21 ILEA RES AS AAA etl A er aetna E st cane 23 92 SU am TOSSING S iia 24 325 Break Press re TAD S ka pasna en 25 IV 9 2 WAPO S Ona oras 21 Appendix N in e FOSSER FESTE BERNER SEES EREES 27 9 9 2 Stor st and Break Pressure Tank AA 28 DH House AGES ROO 29 SS o see 30 6 0 Cost Estimate and Construction Schedule ias 31 Gal OSE Estas 31 62 Construction NE dle acia 31 LG o AE 33 SORET ES near art rare 34 IV DPD II Seen ee 35 Appendix A Detailed Methods Appendix B Flow rate data Appendix C Water quality data Appendix D Summary of survey data Appendix E EPANET E 1 EPANET Inputs and Assumptions E 2 EPANET Outputs E 3 EPANET Supporting Calculations Appendix F Neatwork F 1 Neatwork Inputs and Assumptions F 2 Neatwork Outputs Appendix G Air Block Analysis Appendix H Geoflow
51. endations provided in this document can also be considered during the installation operation and maintenance of the aqueduct 12 12 2014 Page 6 35 3 0 Data Collection Reasonable Engineering collected data on the spring source and the proposed aqueduct route to determine the feasibility of the system This included flow rate measurements and water quality tests at the source and a topographic survey of the proposed aqueduct route The following section will briefly describe the methods and results of these measurements A more detailed discussion on the methods used in the site assessment is provided in Appendix A 3 1 Water Supply The proposed water source is a mountain spring located about one mile southwest of section 1 Figure 6 shows the spring source Figure 6 Photographs of the a side and b top of the spring source 3 1 1 Flow rate measurement Flow rate was measured using the volume time method A weir was built at the source in an attempt to funnel the water exiting the cave into a container with a known volume shown in Figure 7 on page 8 12 12 2014 Page 7 35 Figure 7 Photograph of the weir that was constructed to measure the flow rate of spring source Table 2 shows the average flow rate measurements for the spring source Raw data for these measurements are available in Appendix B which also includes the flow rate data for the existing aqueduct One source of error during flow rate measurement was the co
52. eries Pipe Link http www harvel com sites www harvel com files documents Specifications PVC SDR _Series pdf Accessed on 11 16 2014 13 Niskanen R W 2003 The Design Construction And Maintenance of a Gravity Fed Water System In The Dominican Republic a thesis report Michigan Technological University Houghton MI Link http www mtu edu peacecorps programs civil pdfs matt niskanen thesis final pdf Also available on CD 14 Yoakum B 2013 User Field Guide for MINSA s In Line Chlorinator Link http usfm1 weebly com uploads 5 3 9 2 5392099 users_ manual for minsa in line chlorinator pdf Also available on CD 12 12 2014 Page 34135 9 0 Appendices Appendix A Appendix B Appendix C Appendix D Appendix E E 1 E 2 E 3 Appendix F F 1 F 2 Appendix G Appendix H Appendix I Appendix J Appendix K Appendix L Appendix M Appendix N Page 35 35 Detailed Methods Flow rate data Water quality data Summary of survey data EPANET EPANET Inputs and Assumptions EPANET Outputs EPANET Supporting Calculations Neatwork Neatwork Inputs and Assumptions Neatwork Outputs Air Block Analysis Geoflow Air Release Valve Chlorination calculations Cost Estimate Construction Schedule Construction and Maintenance Manual Illustrations of components Engineering drawings 12 12 2014 Appendix A Detailed methods Appendix A Detailed methods Flow Rate Measurement Methods Flow r
53. ern ID Description IH Household demand pattern IA A A A 0 0 0 i 0 1 2 Multiplier 0 53 Avg o 0 1 2 3 4 5 6 7 6 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 Time Time Period 1 00 hrs Load Save DE Cancel Help Pattern Editor x Pattern ID Description E School demand pattern mer TE Ep Ep 0 O 0 O 0 O U 0 0 1 2 3 4 5 6 7 6 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 Time Time Period 1 00 hraj Load Save OK Cancel Help Appendix E 2 EPANET Outputs Visual Output node pressures and pipe flows Pressure 0 00 33 00 66 00 100 00 psi Pressure 0 00 33 00 66 00 100 00 psi Appendix E 3 EPANET Supporting Calculations To ensure the proposed aqueduct system is feasible additional analysis is required to address modeling issues between the spring source and the first peak in the system at waypoint 11 To investigate whether this peak is too high for the water to flow over the head loss between the spring and the peak will be calculated and compared to the available head in the same segment or the change in elevation between the two points There are no fittings in this portion of the system and the pipe will likely not flow full immediately from the spring source so the head loss calculation will be simplified to include only the head loss due to friction This value can be calculated by the Darcy Weisbach equat
54. gn The proposed aqueduct system can be split into four major elements 1 one low profile spring box 2 a buried aqueduct line 3 waypoint 80 and 4 household access The aqueduct line includes a buried PVC pipeline one air release valve two stream crossings four break pressure tanks and nine tapstands Waypoint 80 is the location for the in line chlorinator one storage tank and one break pressure tank Figure 15 below and Figure 16 on page 20 show the locations of these components on the route map and elevation profile Legend f en America s 05 SDR 135 Rene 1 SDR 26 Guillermo Janet Siderio 15 SDR 26 Julia Houses A School N System Components Waypoint 80 2000 ft Stream Crossing Waypoint 71 Break Pressure Tank Waypoint 60 O Break Pressure Tank Waypoint 56 stream Crossing Waypoint 48 O Break Pressure Tank Waypoint 39 Break Pressure Tank Waypoint 32 Air Release Valve Spring Figure 15 Map with locations of system components and pipe diameters 12 12 2014 Page 19 35 900 7 Y QA er 700 600 ILC ST BPT 500 400 300 Elevation AMSL ft 200 100 0 0 5 1 1 3 Horizontal Distance from Source miles Figure 16 Summary of system components S source SC stream crossing ARV air release valve BPT break pressure tank ILC in line chlorinator and ST storage tank The following subsections describe the bas c design recommend
55. he aqueduct construction while maintaining their livelihoods This amounts to approximately 260 crew hours or 5 200 man hours The complete construction of the aqueduct line is scheduled to be complete by the end of April resulting in an overall construction period of approximately three months A Gantt chart that illustrates the construction schedule in detail is provided in Appendix K 12 12 2014 Page 32135 7 0 Conclusion The objectives of this project were 1 to evaluate the feasibility of the spring source and proposed aqueduct route and 2 to model and design a sustainable aqueduct system Based on the evaluation of collected data and modeling the system the system was determined to be feasible The following design recommendations were provided e Creating a low profile spring box at the spring source e Burying an aqueduct pipeline from spring source to community including any stream crossings e Installing one air release valve e Constructing and installing five break pressure tanks e Installing an in line chlorinator e Disconnecting one storage tank from the existing aqueduct and transporting it to and installing it at the proposed aqueduct e Installing nine tapstands at all eight houses and the schoolhouse These design recommendations can be considered during the installation construction and operation of the aqueduct system The following documents attached as appendices are intended to assist in ensuring the succes
56. in one section of the community This mission was accomplished by performing a site assessment and then returning to MTU to model and design a sustainable gravity fed water distribution system The proposed PVC aqueduct system originates from a natural mountain spring source and will travel approximately 1 77 miles to the northwest section of the community ending at a two room schoolhouse The site assessment was conducted by Reasonable Engineering and Christina Duell and involved collecting topographic flow rate and water quality data for the proposed aqueduct The objectives of this project were 1 to evaluate the feasibility of the spring source and proposed aqueduct route and 2 to model and design the proposed aqueduct system Reasonable Engineering evaluated the hydraulic feasibility and modeled the behavior of the aqueduct using two programs EPANET and Neatwork EPANET was used to determine the diameter of pipe locations of break pressure tanks the location of the storage tank as well as to simulate pressure at nodes and flows through pipes to predict system performance Neatwork was used to optimize the diameter of the PVC pipe downstream of the storage tank and simulate system performance The design consists of a low profile spring box an aqueduct pipeline one air release valve stream crossing methods five break pressure tanks one storage tank one in line chlorinator and nine tapstands Recommendations for the system include
57. inator 14 The effectiveness of chlorine treatment is determined by the Cet Ct method where C 1s the free chlorine concentration and t is the total contact time 14 Ct requirements for the destruction of various pathogens are provided in Yoakum 14 The target Ct value should be equal to or greater than the largest Ct requirement for pathogens or 35 mg Cl min L E Histolytica We recommend a more conservative value of 40 mg Cl min L based on Yoakum 14 Total contact time can be calculated using the step by step instructions in Yoakum 14 Example calculations are provided in Appendix I The determination of chlorine concentration in the water is performed by Hach color wheels which are available from MINSA 14 The Ct value is calculated by multiplying total contact time with free chlorine concentration If the value is below the target value of 40 mg Cl gt min L the dosage of chlorine tablets must increase and the process must be repeated until the target value is met without exceeding concentrations that are harmful to human health concentration should be no more than 5 mg Cly L 14 5 3 2 Storage and Break Pressure Tank The team recommends using one of the two storage tanks located at the existing aqueduct for the proposed aqueduct in this project Figure 26 on page 29 The storage tank is a 4 200 L plastic tank manufactured by EcoTank During the site assessment the second tank was not being utilized for its intended purp
58. ion Bajo Gavilan 9 271938N 82 500984W is a community located in the Changuinola District in the Bocas del Toro Province of Panama The community lies along the Changuinola River and is about 15 miles southwest of Almirante the nearest city Population 8 816 3 The location of the community within Panama is shown in Figure 1 A more regional perspective of the community s location is provided in Figure 2 wre E A 81 Caribbean Sea i FS Ss del Toro pr Y gt 7 gt Ep ae aes NDJE Golfo de los ae Mosquitos u PA i DE hed SG AGRA rey TORA I 7 Bic Pedregal 7 y verto SH y 2 Armuelles Golfo de Chiriqu Panama International boundary Province boundary _ National capital O Province capital Road San Blas is a territory comarca 25 50 75 Kilometers 25 50 75 Miles Lambert Conformal Conic Projection SP 9N 17N OjojdejAgua Bajo Gavilan Aguadulce Changuinola Dam PJ Rancho Chalango ARCHIPI LAGO gt DE LAS PERLAS gp Gulf of Panama Base 802396 540285 5 95 O Almirante Bocas del Toro t m a u Rio Oeste Valle las Perlas Figure 2 Map of the area surrounding Almirante including Bajo Gavilan and the Changuinola Dam Page 2 35 12 12 2014 The community is geographically divided into three different sections Section 1 located about 0 5 miles northwest of sections 2 and 3 includes eight homes and the community schoolho
59. ion L V IT D2g Where f Darcy Weisbach friction factor L length of pipe 736 ft 1 ft D pipe di ter 1 51 0 125 ft pipe diameter in Din f V flow velocity g acceleration due to gravity 32 2 ft s The flow velocity V can be calculated using the flow rate in the pipe and the pipe area both of which are known values This calculation is shown below Q V a 3 3 Q flow rate 6 9gpm oe LEER on 0 015372 a 7 481 gallons 60s S B nd ZI P A area of pipe a 0 01227 ft 3 0 015372 KE pe 1 253 LA A 0 01227 ft The last unknown in the Darcy Weisbach equation is f the friction factor This must be determined using a Moody diagram shown below Moody Diagram 1 i Ej 0 1 ie TY T 0 09 E AH bobo bon E dp o 0 08 H 14 Kt a Transition Region ime ak i44 b A BEDE DER 4 4 HEH 0 07 E _ _ gt 0 05 N 0 06 mi 03 SS ES KENI i i i i CERRAR 0 05 N i A i N Ni i i i i 1 I 1 0 02 Fr OQ ES zE EEEE SS 0 015 9 0 04 tii A Be HEH 5 n 001 2 2 er H 0 ER 3 O63 Hoste Za OLR e PA Me OC oes gq 0 005 lt 2 i minar Flow 0 002 Ya ti 5 0 02 Re me O VU 0 001 EJ 5 U 10 40 En Material 5x10 2 0 0157 3 Concrete coarse 2x10 FS Concrete new smooth 0 025 nes a cd u Ze ne 4 rit 4 Drawn tubing 0 0025 Complete turbulence i men 10 a Gla
60. is placed between the rebar loops the pipe should be tied down with wire or other material suitable to keep the galvanized pipe down Next the pipe will need to be assembled on land in sections to prepare for installation Excavation of a trench across the stream perpendicular to stream flow will be required to bury the pipe o The trench will likely be able to be dug across the stream without diverting the flow of the stream However a dam may be required to divert water away from the construction zone to improve working conditions o In this case it is recommended that crossings are constructed in the dry season when stream flows are low Finally the pipe shall be placed into the trench and appropriately connected to the anchors The trench will be filled from bottom to top with well graded boulders rocks gravel and stream sediments Maintenance Stream crossings should be checked for scouring and or movement during the annual aqueduct inspection 3 4 Break Pressure Tanks For more details on construction please consult pages 69 83 in Niskanen 2003 available on CD While the description in Niskanen is for a storage tank he used the same procedure to construct break pressure tanks at a rural community in the Dominican Republic Construction Wooden forms will need to be assembled for the perimeter of the base of each of the break pressure tanks and the area around each tank location will need to be cleared marked and exca
61. l bring clean and affordable water to this community and increase their overall health and quality of life Acknowledgements Reasonable Engineering is truly thankful to those that supported the team and this project in any way that they could from preliminary trip planning to the completion of this report Special thanks to Dr David Watkins Course Advisor Mr Mike Drewyor Course Advisor Ms Kelli Whelan Course Mentor Ms Christina Duell PCV Bajo Gavilan Water Committee Mr Guillermo President Mr Siderio Vice President Mrs China Treasurer 11 Disclaimer This report titled Aqueduct system for the community of Bajo Gavilan Bocas del Toro Panama represents the efforts of Reasonable Engineering an International Senior Design group of undergraduate students in the Civil and Environmental Engineering Department of Michigan Technological University Although the students worked under the supervision and guidance of associated faculty members the contents of this report should not be considered professional engineering 111 Table of Contents Ae IMM o Renan a Te eee le is vil II NM a RE A A tats l ZU BACK aaa eine 2 Ball SItE DESCHPU ON te aa 2 2 2 Community BAC UA nella nella 4 2 2 1 Community Profile and Demographics nta 5 22 2 COMMMOILY DOES Mza OMA n 5 23 Proben DES CLI Olt an see re e ERGEBEN 6 2A Project OCCU VES jame ezanin dednioas 6 30 Data AA e 7 SA WALL SUD 9 a ya Ep E a eta baa aed Suns sed
62. l is provided in Figure 4 GENDER Ages 51 60 AGE Ages 61 70 1 Ages 71 80 2 N Ages 0 10 43 Ages 21 30 12 Females 73 59 Ages 11 20 24 CURRENT WATER SOURCES AREA OF RESIDENCE Aqueduct tap in house 1 water 4 25 kr Aqueduct tap on property but not in house 4 25 use creek installed pipes from local creek to property 7 445 Figure 4 Community characteristics and demographic data for Bajo Gavilan 6 2 2 2 Community Organization Bajo Gavilan does not have an appointed leader but various community members serve in leadership roles in groups within the community Padres de Familia which functions as a Parent Teacher Association PTA has a large amount of influence due to its relationship to the school the central feature of the community The most relevant organization to this project is the water committee that was created by Duell which consists of an executive board with a president vice president and treasurer The committee has created a water access contract and has collectively decided that each household 12 12 2014 Page 5 35 should individually provide labor for aqueduct construction or else be charged a large connection fee The water committee and its president Guillermo are expected to be the main determinants for the success of this project 2 3 Problem Description Sections 2 and 3 of the community current
63. l is to remove the soft soil above the impermeable rock layer exposing the spring e Once this soil layer is excavated the area should be filled first with a base layer of large rocks likely collected during the initial excavation process followed by a layer of small rocks and finally a layer of purchased gravel This entire capture zone 1s capped with mortar e The spring box must be constructed at the base of the spring capture system with dimensions that suit the location the best The design can be based on the two other spring boxes the community has built previously but the cap over the capture zone must extend fully through the capture zone for a complete seal e Screened ventilation tubes also present in existing spring boxes in the community should be installed to allow air to escape and promote water flow Maintenance e The spring box should be inspected monthly or when a problem arises e Inspections should include checking for sediment build up e If sediment exists access the box through the clean out pipe and remove the sediment 3 0 Aqueduct Line Construction e The aqueduct route should be cleared prior to trenching e Locations of all system components should be marked e All pipe is to be buried at least 1 5 below the ground surface o Trenching and construction methods used in the existing aqueduct should be followed Maintenance The aqueduct line should be inspected annually or when a problem arises Inspections
64. ly receive clean drinking water from an aqueduct built by AES Changuinola in 2011 Section 1 the most populous section of the community does not have access to this aqueduct With no water distribution system available in section 1 residents collect water from pipes placed in nearby streams and creeks that are prone to contamination from runoff Figure 5 illustrates the pipe placement technique typically used by residents in this Section Figure 5 Stream water collection methods a and b used by residents in section 1 6 Extending the existing aqueduct from sections 2 and 3 in order to meet the needs of section 1 1s not feasible according to water supply and demand calculations provided by Duell A different spring source must be identified and a new aqueduct system designed and constructed in order to deliver water to the homes and the school in section 1 of the community 2 4 Project Objectives Prior to Reasonable Engineering s arrival the water committee identified a new spring source in the highlands south of Bajo Gavilan that could potentially supply sufficient water to meet the needs for section 1 of the community The objectives of this project were 1 to evaluate the feasibility of the spring source and proposed aqueduct route and 2 to model and design a sustainable aqueduct system The completion of these objectives will provide Duell with more information for requesting a grant from WaterLines The information and recomm
65. nd 92 was determined from EPANET Simulation results of this design revealed that the average flow rate for all tapstands 1s 3 17 gpm The smallest average flow rate was experienced at Rene s house with a flowrate of 3 04 gpm and the largest average flow rate was experienced at Roza s house with a flow rate of 3 48 gpm 4 2 3 Limitations Neatwork is designed specifically for cost and resource limited gravity fed water distribution systems The program fails to incorporate the conveyance line from the source to the tank and does not account for storage tank design or size The program should primarily be used for branched systems as loops are difficult to design and simulate The program s design module is mainly focused on reducing costs However this method can produce system designs which are difficult to construct and repair if pipe diameters vary from node to node The design used for this project constrained the pipe diameter in the majority of arc lengths to avoid this issue Another limitation to the program is the uncertainty of inputs such as fraction of open faucets service quality orifice coefficient and faucet coefficient These inputs are difficult to anticipate and or require further scientific research in order to make educated guesses for their values The majority of these inputs were left at the default values which may or may not be representative of true system behavior 12 12 2014 Page 18 35 5 0 Proposed Desi
66. nd boxes so there 1s a replacement option Figure 20 Geoflow Air Vent Vacuum Relief valve 11 Appendix H Since these valves are not locally available and must be purchased online instructions on how to build an affordable do it yourself DIY air release valve are also included The DIY release valve uses the same floating ball mechanism seen in the Geoflow valves Instructions on how to create the valve are included in Appendix L 5 2 2 Stream Crossings Two streams were encountered along the aqueduct route that warranted specific design considerations The first crossing located at waypoint 48 is 53 wide and the second stream crossing at waypoint 71 is 62 wide The team recommends that the aqueduct be buried beneath stream crossings for maximum reliability Burial depth should be at least 2 below the deepest point of the stream bed Other concepts such as suspension crossings were considered but the burial of the aqueduct is recommended to protect the system from falling trees or pipe failure due to stress The design of these stream crossings is meant to be general so it can be applied at multiple crossings Since the flow and morphology of the streams encountered in the assessment are similar adapting the design to both or other crossings should not be a concern The main purpose of the design is to protect the aqueduct from potential scouring which can expose the pipe to fast flowing water and debris that can exert la
67. nen 13 the dimensions of the tank are primarily influenced by the size of fittings within it Fittings are not required for the proposed break pressure tanks in Bajo Gavilan so the dimensions are flexible The following design 1s recommended as shown in Figure 23 900 800 700 600 500 400 300 Elevation AMSL ft 200 100 0 0 0 2 0 4 0 6 0 8 1 1 2 1 4 1 6 1 8 Horizontal Distance from Source miles Figure 22 Locations of break pressure tanks on system elevation profile The break pressure tank can be constructed of cinder blocks as shown in Figure 23 A baffle will be installed within the tank to promote sedimentation in the first chamber and to regulate flow Figure 23 a Isometric and b top views of the break pressure tank Appendix N 12 12 2014 Page 26 35 into the second chamber The inflow pipe is placed at the top of the tank and an outflow pipe is placed at the bottom of the break pressure tank to allow water to continue through the system The overflow pipe placed at the top of the break pressure tank will prevent pressurization and will be routed to transport excess flows away from the tank structure A cleanout pipe will be placed on the inlet side of the tank to remove any sediment that may collect in the tank 5 3 Waypoint 80 Waypoint 80 is a critical location for the aqueduct system because it will consist of the in line chlorinator the storage tank and a break pressure tank A reinforc
68. nstruction of the weir Water was observed flowing through and around the weir so all measured flow rates are lower than the actual flow rate This is still acceptable as values remain conservative for the flow rate supplied by the spring Table 2 Average flowrates measured at spring source Location Date Average Flow Rate gpm 8 15 2014 7 9 Spring source for proposed aqueduct 8 19 2014 6 9 The measured flow rates are the only quantitative data available for this spring source According to Duell s qualitative observations of the spring during the dry season the flow rate remains consistent in both the wet and dry seasons All calculations included in this report unless otherwise noted use 6 9 gpm as the water supply flow rate 3 1 2 Water quality tests The water quality of the proposed source and current stream sources used in section 1 were tested using 3M Petrifilm E Coli Coliform Count Plates Samples were incubated using an individual s body heat for 24 hours before counts of E Coli and non E Coli coliforms were performed Average results for the water quality tests at the proposed spring source and stream 12 12 2014 Page 8 35 sources used by two residents America and Julia in section 1 are provided in Figure 8 Raw data for these tests and others locations are provided in Appendix C 50 45 E E Coli M Non E Coli Coliform Average Coliforms Observed per 1mL sample Spring Source Spring Source
69. nt 4 1 3 Discussion The final model predicts negative pressures in a few locations along the system due to the assumptions inherent in EPANET s analysis The most common occurrence of these negative pressures is within the first few junctions downstream of break pressure tanks These negative pressures can be interpreted as an indication that the pipe will not be flowing full because these sections all have steep downhill slopes This is not a concern for this system as these instances do not affect the ability of the water to continue to flow down the aqueduct One instance of negative pressure however occurred immediately downstream of the reservoir and flow control valve used to model the spring source between waypoint 2 and waypoint 12 After referencing the elevation profile this portion of the system did not raise any concerns about the ability of the water to flow through this section Calculations were performed to confirm that the available head is sufficient to push the water over the first peak at waypoint 11 These calculations can be found in Appendix E 3 There are also time periods that show a flow of 0 gpm through portions of the aqueduct upstream of the storage tank The system is gravity fed and the spring source does not stop flowing so there is no reason for this zero flow condition to occur This is interpreted as another instance where the pipe would not flow full and is considered a flaw in the model 4 1 4 Limitati
70. olume in Pipe 1 Volume in Pipe 2 Volume in Pipe n where the volume 1s E 28 31L Pipe Diameter in ft Volume L Length of pipe ft 11 ee lan ft Pipe 1 main line from storage tank 80 to Guillermo s node 92 28 31L TI 2 ft Volume L 1059ft TT 2 T44 in 367 9L ft Pipe 2 from node 92 to Guillermo s tapstand 28 31L i II 2 ft Volume L 20ft m 2 AR 144 in 0 77L fe Total volume Total volume in pived system L 367 9 0 77 368 7 L The contact time in pipes ee Total volume in piped system L Contact time in pipes min TE 020 Influent flowrate _ A mee 5 368 7L ee ontact time in pipes min DAL 608 605 15 4 min S 1min The total contact time in the system is Total contact time min 52 5 min 15 4 min 67 9 min With total contact time known this can be multiplied by the free chlorine concentration measurement for each effluent sample to produce the following table Time of Effluent Chlorine Concentration Total Chlorine Contact time Ct min mg Sample mg L min Cl L 13 58 Day2 3 TC CO IT Day3 34 NT OF Day5 009 A S As seen in the table above none of the Ct values equals or exceeds our target Ct value of 40 min mg Cl L Thus Y more of a chlorine tablet should be added 1 5 tablets total and sampling should be repeated This process continues until all effluent Ct values are greater than 40 min mg Cl L A
71. onable Engineering TITLE Stream Crossing Overall View SIZE DWG NO REV SHEET 1 OF 9 1 10 5 on E 24 EE 4 max Min depth of 4 a 12 a 7 A 63 5 2 Construction Notes Use 0 5 Rebar Secure pipe between both loops using wire or a weatherproof equivalent Ensure each end of the rebar is embedded in at least 4 of concrete One anchor will be required at each end of the stream Reasonable Engineering TITLE Stream Crossing Concrete Anchor SIZE DWG NO Scale 1 6 1 REV SHEET 2 OF 9 Stream 6 Sand 18 Graded Fill 1 5 1D Galv Pipe Concrete Anchor Reasonable Engineering TITLE Stream Corssing _ Ground Section View SIZE DWG NO REV SHEET 3 OF 9 8 7 6 5 4 3 2 1 N SHA A B C D Outflow 48 Inflow Front View ALL DIMENSIONS IN INCHES VIJ 3 Y 4 8 Side View D1 9 16 blocks used 16 x 6 x 8 inch BA Reasonable sar Break Pressure Tank CHECKEDBY 1 JET J HA sera 9 6 M 90 D1 9 138 1 162 9 90 j j Engineering LS Waypoint 80 Top View
72. ons Despite its widespread use EPANET s analysis is not without limitations Though EPANET s modeling assumes the system is pressurized with all pipes flowing full this will not always be the case in a system like the one proposed and results must be interpreted accordingly In addition the program does not allow for simple modeling of surface water sources such as the 12 12 2014 Page 16 35 spring that will be utilized for this system For this reason 1t was necessary to adapt the model to use a reservoir and flow control valve in order to model the spring source This program also does not have a built in option to model break pressure tanks These tanks are modeled as standard tanks sized according to the proposed design Finally EPANET models the system in equilibrium This restricts the user s ability to predict behavior immediately after construction or after any changes in the system including opening and closing of taps and requires educated assumptions on how the system will respond to any abrupt changes 4 2 Neatwork Neatwork was used to optimize and simulate the system downstream of the storage tank located at waypoint 80 The program operates in two modules topography and design The metric system 1s used for all inputs analysis and outputs The water distribution system 1s simplified into nodes and arcs in the topography module A node is a location where the main line branches to a home and an arc is the leng
73. orage tank and were determined from Neatwork The primary outputs obtained from the EPANET model are 1 pressure at nodes and 2 flows through pipe segments A complete set of outputs 1s provided in Appendix E 2 Figure 12 shows the system map with pressure and flow outputs from EPANET at two different times 12 00 AM and 12 00 PM throughout the 24 hour analysis period EL KI Pressure Pressure 0 00 0 00 33 00 33 00 66 00 66 00 100 00 100 00 psi pal Figure 12 Pressure at nodes and flow in pipes at a 12 00AM and b 12 00PM during the 24 hour analysis period Figure 13 on page 16 shows the water elevation in the storage tank The tank is defined as empty at the start of the simulation and is shown to quickly fill and stay almost completely full throughout the day This demonstrates that the spring source will have adequate flow to meet the needs of the community for the foreseeable future 12 12 2014 Page 15135 RE Time Series Plot Head for Node 80 E x Head for Node 80 Dana eee es eT E NR PER KERR u KERR Bu a me mus ESS eee Du ees SE PARE en ae Head ft 471 0 470 0 0 1 2 3 4 5 6 7 8 g 10 1414 142 13 14 s 46 17 18 19 20 A 2 B3 24 Time hours Figure 13 Water elevation in storage tank over the 24 hour analyis period The EPANET model showed no cause for concern in the portion of the aqueduct downstream of the storage tank and indicated the pipe sizes chosen by Neatwork would be sufficie
74. ose of collecting overflow as the first tank was less than one fifth full Reasonable Engineering recommends that this second tank be disconnected from the existing aqueduct and relocated to waypoint 80 This location was selected during the site assessment and its feasibility was confirmed by both EPANET and Neatwork The transport of the tank will be challenging due to distance and terrain and it is imperative that the tank not be damaged during this process 12 12 2014 Page 28 35 Figure 26 Two 4 200 L storage tanks located at the existing aqueduct A reinforced concrete pad 9 7 x 15 9 x 0 5 ft will be required at waypoint 80 to provide a level and sturdy foundation for the storage tank and break pressure tank To ensure the durability of the large concrete pad it will be reinforced with a steel rebar grid of square foot sections The fifth break pressure tank will also be located at waypoint 80 The purpose of this tank is to provide an alternative container for water flow during maintenance tasks to protect the downstream system from potentially damaging water pressures 5 4 House Access Water from the aqueduct will be distributed to all eight homes in section 1 via branching pipelines leading to tapstands with faucets These pipes will be 0 5 SDR 13 5 PVC A PVC tee fitting will be required at each branching location node of the main line as shown in Figure 27 below A shut off valve will be installed between the mainline an
75. oth the side and top spring entrances to develop the capture zone This work will likely be done by hand with shovels picks and machetes due to limited resources 5 2 Aqueduct Line The main aqueduct line will consist of several diameters of PVC pipe including 1 5 SDR 26 1 SDR 26 and 0 5 SDR 13 5 Table 3 on page 18 It will convey water from the low profile spring box to section 1 of the community terminating at the school The total length of this pipe is 1 77 miles covering 1 72 miles in horizontal distance The portions of the aqueduct from the spring box to the storage tank and from the storage tank to waypoint 92 will use 1 5 SDR 26 PVC One inch SDR 26 PVC will be placed between waypoint 92 and waypoint 116 and 0 5 SDR 13 5 PVC from waypoint 116 to the school Pipe diameters downstream of the storage tank were determined by designing simulating and optimizing the system in Neatwork These diameters were deemed adequate with further analysis in EPANET Figure 18 on page 22 depicts the diameter of all pipes used in the system 12 12 2014 Page 21 35 a g Sch 010 Legend 0 5 SDR 13 5 1 SDR26 e 15 SDR 26 Houses School Waypoints SA merica e e e EN SS ari pe TE ae Siderio Julia po 9 uillermo Pr Q Y Figure 18 System pipe diameters from Table 3 in section 1 Not pictured is the rest of the main aqueduct line which is 1 5 SDR 26 The aqueduct should b
76. problem addressed by this project is provided in Section 2 0 Community members identified an existing mountain spring as a potential source for an aqueduct system prior to the team s arrival Reasonable Engineering and Christina Duell evaluated the feasibility of an aqueduct project by hiking to the source to measure flow rate and test the quality of water Community members led the team through the jungle to establish and survey a proposed route for the aqueduct from the source to the school located in the northwestern section of the community The methods and results of data collection are included in Section 3 0 The collected data was then analyzed at MTU The system was modeled in EPANET 1 and Neatwork 2 which were used to determine the location quantities and specifications of system components such as pipe diameters and storage and break pressure tanks A discussion on system modeling is provided in Section 4 0 Air block analysis was also performed to determine the locations of any necessary air release valves The final design includes recommendations on system components including a low profile spring box one air release valve five break pressure tanks a buried aqueduct line one in line chlorinator one storage tank and nine tapstands These recommendations are provided in Section 5 0 Finally a cost estimate and construction schedule are provided in Section 6 0 12 12 2014 Page 1 35 2 0 Background 2 1 Site Descript
77. rations It is assumed that these color wheels can be purchased Three values are important to consider when taking free chlorine measurements 1 Maximum Total Chlorine Concentration at any Location The World Health Organization WHO states that the maximum residual disinfectant level MRDL or the maximum level the concentration of Total Chlorine should reach is 5 mg Ch L Drinking water with concentrations above this may cause health problems However in the Ct method we are only sampling Free Chlorine concentrations Therefore a good rule of thumb is to limit the level of free chlorine to 3 mg Cl2 L Samples to determine if you are exceeding the Maximum Total Chlorine Concentration at any Location should be taken from the influent pipe into the distribution tank This water will have this highest chlorine concentration in the entire system Residuals should be less than 1 mg CIJL to avoid taste and odor problems 2 Minimum Free Chlorine Concentration The minimum free chlorine concentration recommended is 0 2 mg CIJL at the last house receiving water in your distribution system The last house is chosen to test for this value as it has the greatest chance of having the lowest free chlorine concentration value due to the chlorine being used up while sitting in the system It is important to have some chlorine in all locations in your system so that if for example from a pipe is broken there will be some chlorine available to disinf
78. rge and potentially destructive forces in the direction of stream flow Scouring should not occur and the pipe should be protected from any forces in the stream if the pipe is buried at the specified depth Regardless galvanized iron pipe 1 5 diameter will be used for stream crossings to protect against these forces should they occur In addition concrete 12 12 2014 Page 24 35 anchors will be buried 10 inland from stream banks to prevent the pipe from moving in the direction of stream flow Figure 21 shows a schematic of the general stream crossing design Stream Bank 1 5 LD Galv SS Place Anchors 10 from stream banks Figure 21 Schematic of stream crossing methods Appendix N 5 2 3 Break Pressure Tanks Break pressure tanks prevent pipe failure by resetting the pressure in the pipes to atmospheric pressure EPANET was used to determine the number and location of break pressure tanks needed in the system by observing modeled pressures at junctions throughout a 24 hour period The maximum working pressure for the 1 5 SDR 26 PVC pipe is 160 psi at 73 F This working pressure is reduced at elevated temperatures so an operating temperature of 90 F was assumed For this temperature the working pressure was de rated by a factor of 0 75 12 and the maximum working pressure for this system was calculated to be 120 ps1 However to be conservative any junction that reached a pressure above 100 psi was deemed a
79. risk and break pressure tanks were placed at appropriate locations to relieve these high pressures Four break pressure tanks were deemed necessary for the system located at waypoints 32 39 56 and 60 The first at waypoint 32 reduces the pressure before it has a chance to build and prevents siphoning over the first few peaks in the system The second at waypoint 39 relieves pressure along the first steep downhill portion of the system from waypoint 32 to waypoint 48 The third at waypoint 56 reduces the pressure before the second steep decline from waypoint 56 to waypoint 72 The fourth at waypoint 60 relieves additional pressure along this decline and is necessary due to the possibility of static pressure when there is no flow through the aqueduct such as when a valve at the storage tank is closed An additional break pressure tank 1s located at waypoint 80 the same location of the storage tank This break pressure tank 1s required in case there is a need to bypass the storage tank for maintenance or other reasons Further discussion of this location is provided in Section 5 3 12 12 2014 Page 25 35 Figure 22 shows the locations of all five break pressure tanks Break pressure tanks were placed at the least sloped portion of their respective declines to simplify the design and construction of the tanks The design of break pressure tanks 1s relatively arbitrary as there are no strict criteria that govern them According to Niska
80. rological Organization WMO 2014 Climate data for Bocas del Toro Panama 1971 2000 Link http worldweather wmo int en city html cityId 1245 Accessed on 11 2 2014 5 Minority Rights Group International 2008 Guaymi Ngobe Bugle Link http www minorityrights org 4209 panama guaymi ngobebugle html Accessed on 11 3 2014 6 Duell C 2014 Community Analysis and Development Plan Received via Email communication 7 United States Environmental Protection Agency USEPA 2014 National Primary Drinking Water Regulations Link http water epa gov drink contaminants Accessed on 12 3 2014 8 Duell C 2014 WaterSTAR Report Aqueduct Analysis for Bajo Gavilan Panama Received via Email communication 9 Jones E K 2014 Improvements in Sustainability of Gravity Fed Water Systems in the Comarca Ng be Bugl Panama Spring Captures and Circuit Rider Model a master s report Michigan Technological University Houghton MI Link http www mtu edu peacecorps programs civil pdts JONESE_ MSReport pdf Available on CD 10 Duell C 2014 Aqueduct Installation and Water Committee Seminars Link http christinainpanama blogspot com 2014 09 aquduct installation and water html Accessed on 11 4 2014 11 Geoflow 2011 Air Vent Valves Link http www geoflow com wastewater w_pdtfs2012products AirVentValves pdf Accessed on 11 16 2014 12 Georg Fischer Harvel 2012 Product Specifications PVC SDR S
81. s are properly constructed and cared for e Enduring The water supply and demand rate was measured and calculated for section 1 of the community The water supply rate measured during the site assessment 6 9 gpm was similar to flow rates observed in the dry season by Duell This is much larger than the demand rate of 2 05 gpm a value that accounts for 20 years of population growth in section 1 12 12 2014 Page 30 35 6 0 Cost Estimate and Construction Schedule 6 1 Cost Estimate A summary of the cost estimate for the aqueduct system 1s shown in Table 4 Materials costs are based upon the prices found in Almirante by Duell The estimated cost for materials and construction is 7 900 this does not include the cost of labor since the labor will be donated by the community This estimate is just under 8 000 the largest amount WaterLines can allot in one grant to the community However 1t is necessary to include the design and estimate contingency in the cost estimate to account for potential cost increases missing materials or unforeseen issues during the construction of the aqueduct Accounting for contingencies the total cost estimate for the project is about 9 300 A more detailed cost estimate is provided in Appendix J Despite the estimated total amounting to more than the 8 000 limit per grant Reasonable Engineering is optimistic that the proposed aqueduct can be funded by WaterLines This can be accomplished by splitting th
82. s of the project e Cost Estimate Appendix J provides a cost estimate for grant requests and budgeting e Construction Schedule Appendix K provides an estimate of the time required to construct and install the aqueduct e Construction and Maintenance Manual Appendix L provides assistance for constructing and maintaining components of the aqueduct e Illustrations of components Appendix M provides a visual layout for each component that is easy to comprehend e Engineering Drawings Appendix N provides recommended dimensions and specifications for components Overall this report will provide PCV Christina Duell and the community of Bajo Gavilan with essential information and analysis that can be considered in the request for funding to construct the proposed gravity fed water distribution system Once in operation the system should be a solution to the water availability and quality concerns currently present in section 1 of the community 12 12 2014 Page 33 35 3 0 References 1 Rossman L A 2000 EPANET 2 User Manual EPA 600 R 00 057 Available on CD 2 Agua Para la Vida APV Unknown Date Neatwork A user guide Link http neatwork ordecsys com dl neatworkusersuide pdf q neatwork dl neatworkusereui de pdf Accessed on 11 4 2014 Also available on CD 3 Wikipedia 2014 Almirante Bocas del Toro Link http en wikipedia org wiki Almirante Bocas del Toro Accessed on 11 2 2014 4 World Meteo
83. s were identified 1 the segment prior to the first break pressure tank at waypoint 32 and 2 the segment after the last break pressure tank at waypoint 80 Calculations for the first potential air block can be found in Appendix G The process was repeated for the second potential air block According to the analysis an air block will occur at the first segment requiring an air release valve to be installed at the highest point in this segment waypoint 11 The installation of the air release valve will ensure that water can flow through this segment and continue to the community The other potential air block downstream of the storage tank will not require an air release valve The air release valve that is recommended for the proposed system is the Geoflow Air Vent Vacuum Relief valve Part No APVBK100m as shown in Figure 20 on page 24 The valve costs 22 and can be purchased through Geoflow Specifications and the price for this valve and other accessories are provided in Appendix H This valve uses a floating ball mechanism to release air in the system They are specifically manufactured for relieving air in subsurface buried drip irrigation systems in commercial and residential applications An air vent box Part No AVBOX 6 is also available from Geoflow which will enable the valve to 12 12 2014 Page 23 35 remain buried and to protect the valve from tampering or other disturbances The team recommends purchasing two valves a
84. should include walking along the line to check for any issues or potential issues 3 1 Geoflow Air Release Valve Construction One air release valve shall be installed at Waypoint 11 Installation should be quick and easy follow the directions provided with the valve An air vent box will be placed over the buried air release valve to protect it from being stepped on The top of the box will be flush with the ground and will have a green top for visibility Maintenance The twist off cap on the valve should be removed every 3 months for cleaning If there is no debris after 3 months of operation cleaning can occur less frequently The replacement valve can be installed if the first valve is damaged or fails If both valves do not work at all alternatives include 1 creating a DIY air release valve Section 6 0 and 2 drill or punch holes through the PVC at this location 3 2 Stream Crossings Construction Construction will involve the creation of two concrete anchors which will be placed 10 from each bank of the stream o These anchors should be level in relation to each other across the stream bed as the pipe will extend from one anchor to the other o The anchors will be 2 wide 2 high and 1 deep o Rebar U shaped loops will be inserted at a depth of at least 4 The loops should be placed 2 away from each other to allow the galvanized pipe to be dropped between the loops not threaded through o When the pipe
85. ss Plastic Perspex 0 0025 l VEN _5M 0 01 Iron cast 0 15 N i i i HERREN A METARA 5x10 i a Sewers old 3 0 i ER Im f Steel mortar lined 0 1 lt 3 errs a Steel rusted 0 5 S AR Ey Steel structural or forged 0 025 i San us gt i de 6 _ Water mains old LO E Ore Friction Factor Syn I O SUR 3 h m Di a EHER i Ll 5x1078 i A E omoorn ipe 6 ee ae T Pee Le T 3 4 5 6 7 8 10 10 10 10 10 LO I r V Reynolds Number Re es To use the Moody diagram to find the friction factor the Reynolds number and relative pipe roughness must be calculated pVDy u Re Where u dynamic viscosity of water p density of water V flow velocity in pipe Dy hydraulic diameter of pipe For a circular pipe the hydraulic diameter is equal to the physical diameter Dynamic viscosity and density can be related using kinematic viscosity as shown below 2 v kinematic viscosity of water 1 05 107 Je le Using these relationships the Reynolds number can be calculated as follows 1 253 t s 0 125 ft VA v 1 05 1075 I 14 914 To use the Moody diagram the relative roughness of the pipe must also be calculated Relative roughness 7 pipe roughness for PVC 0 00006 in 0 000005 ft d pipe diameter 1 5 in 0 125 ft 0 000005ft 4 10 0 125ft i Relative roughness The friction factor can now be determined Referring back to the Moody diagram the
86. terial Transportation to site 2 days Mon 4 6 15 Tue 4 7 15 ENE Mixing Cement Mortor and cutting Rebar and PVC 2 days Mon 4 6 15 Tue 4 7 15 0 B Tank Construction 3 days Mon 4 6 15 Wed 4 8 15 08 SB Setting Time 3 days Wed 4 8 15 Fri 4 10 15 96 9 Pressure Break Tank Constuction Waypoint 56 5 days Wed 4 8 15 Tue 4 14 15 87 100 E Material Transportation to site 2 days Wed 4 8 15 Thu 4 9 15 101 B Mixing Cement Mortor and cutting Rebar and PVC 2 days Wed 4 8 15 Thu 4 9 15 Task a Project Summary U Manual Task ll Start only L Deadline Project Bajo Gavilan Split errrra rra rra rra rara rra rra Inactive Task Duration only A Finish only J Progress Date Wed 12 10 14 Milestone 9 Inactive Milestone Manual Summary Rollup m External Tasks Manual Progress Summary I Inactive Summary I External Milestone Manual Summary Page 3 Bajo Gavilan Aqueduct Design Gantt Chart EE ERE HR os 8 EJE EE os 8 EX uo e ar E s EN as 3 us b Ed us 3 us e xs ma b e a e 124 P El us e pers as 3 Project Bajo Gavilan Date Wed 12 10 14 Summary E Inactive Summary Manual Summary Page 4 Tank Construction 3 days Wed 4 8 15 Fri 4 10 15 Setting Time 3 days Fri 4 10 15 Tue 4 14 15 101 Pressure Break Tank Constuction Waypoint 60 5 days Mon 4 13 15 Fri 4 17 15 87 Material Transportation to site 2 days Mon 4 13 15 Tue 4 14 15 Mixing Cement Mortar and cutting Rebar and PVC 2 days Mon 4
87. th between nodes referred to as pipes in EPANET 4 2 1 Methods The elevations of the nodes relative to the storage tank and arc lengths between nodes were inputted into the program Figure 14 shows the tree view or conceptual model of the system from the topography file Moe 7100 105 4107 H113 1114 1176 117 Figure 14 Tree view of the proposed aqueduct system in Neatwork Blue boxes represent faucets and gray boxes represent nodes which are also survey waypoint numbers Next the topography file was exported to the design module The design includes various inputs including available hardware e g locally available pipe diameters and diameters of orifices in flow reducers model parameters e g fraction of open faucets service quality target flow rate water temperature pipe lengths orifice coefficient and faucet coefficient pipe diameter constraints for any arc lengths and load factors Refer to the Neatwork user s guide 2 and available on CD for a thorough discussion on the definition and assumptions involved with these inputs Appendix F 1 provides all inputs topography and design used in Neatwork The topography BajoGavilan tpo and design BajoGavilan dsg files are also available on CD Outputs from the Neatwork model include 1 an optimization of pipe and orifice diameters and 2 a simulation environment The simulation environment accepts inputs such as number of simula
88. tions fraction of open faucets critical flows high and low target flow orifices in use ideal or commercial and type of simulation Monte Carlo sampling individual faucets or user defined Refer to the user s guide 2 for a thorough discussion of the definitions and 12 12 2014 Page 17 35 assumptions involved with these inputs Simulation outputs include 1 flows at faucets 2 percentile flows at faucets 3 speed in pipes and 4 pressure at nodes The minimum maximum and average flow rates at each tap are provided along with the variability of flow standard deviation divided by mean in flows at faucets These values are provided based on the number of simulations Flows at faucets also predicts the number of failures or the number of no flow occurrences at a tap The percentile at faucets output provides more detailed information on the distribution of flow rates predicted in the simulation 4 2 2 Results Multiple designs were created and simulated in Neatwork to optimize the pipe and orifice diameters in the system The final optimized pipe diameters are shown in Table 3 All other outputs are provided in Appendix F 2 Table 3 Optimized pipe diameters for the proposed aqueduct system Segments Arcs PVC Pipe Waypoint 80 storage tank to92 1 5 SDR 26 Waypoint 92 to 116 1 SDR 26 Waypoint 116 to 118 school 0 5 SDR 13 5 Main line to all tapstands 0 5 SDR 13 5 The pipe diameter between Waypoint 80 a
89. tware programs EPANET 1 and Neatwork 2 Both are available as a free download EPANET is well recognized among water distribution professionals Neatwork is less recognized and is mainly used by volunteers in the Peace Corps because 1t simplifies and optimizes rural gravity fed water distribution systems The major system components between the spring source and storage tank are strictly based on the EPANET model as Neatwork 1s not applicable for this section of the system EPANET and Neatwork were used in tandem to optimize and simulate conditions in the portion of the system downstream of the storage tank 4 1 EPANET EPANET was used to model the proposed aqueduct from the spring source to the community and school English units were used for all inputs and analysis and the Hazen Williams equation was selected for EPANET to use in energy loss calculations The model was constructed using information gathered in the topographical survey 4 1 1 Methods Latitude longitude and elevation data for each waypoint in the survey was inputted into EPANET as a junction in the water system The actual distance between waypoints defined the length of pipe that connects junctions in the model A reservoir was used to model the spring source at the first waypoint and a flow control valve set at 6 9 gpm was included immediately downstream to ensure the flow out of the reservoir appropriately represented the flow rate of the spring source A tank
90. ue 2 24 15 36 p Spring Box Construction 6 days Mon 3 2 15 Mon 3 9 15 ar B Equipment Transportation 1 day Mon 3 2 15 Mon 3 2 15 038 B Hillside foliage clearing 2 days Mon 3 2 15 Tue 3 3 15 39 B Hillside excavation 3 days Tue 3 3 15 Thu 3 5 15 37 40 B VVater Diversion 5 days Mon 3 2 15 Fri 3 6 15 aa SB Boulder and small rock collection 3 days Mon 3 2 15 Wed 3 4 15 42 Spring Box Layering 1 day Thu 3 5 15 Thu 3 5 15 8 SB Transport construction materials 1 day Thu 3 5 15 Thu 3 5 15 4 B Add large rocks 1 day Thu 3 5 15 Thu 3 5 15 4 B Add small rocks 1 day Thu 3 5 15 Thu 3 5 15 46 B Add Gravel 1 day Thu 3 5 15 Thu 3 5 15 147 SB Dig VVall Trench 2 days Thu 3 5 15 Fri 3 6 15 48 B Add Ventalation Tubes 1 day Fri 3 6 15 Fri 3 6 15 43 49 B Mix concrete 1 day Fri 3 6 15 Fri 3 6 15 43 50 a Construct front Springbox Wall 1 day Fri 3 6 15 Fri 3 6 15 5 B Seal Springbox vvith cement cap 1 day Fri 3 6 15 Fri 3 6 15 52 PB Allow to set 2 days Fri 3 6 15 Mon 3 9 15 53 p Storage Tank 6 days Mon 3 9 15 Mon 3 16 15 55 B Storage Tank Transportation A days Mon 3 9 15 Thu 3 12 15 55 5 Detach from Existing Aqueduct 1 day Mon 3 9 15 Mon 3 9 15 556 5 Make Preliminary Plan of Movement 2 days Mon 3 9 15 Tue 3 10 15 157 B Clear Cut Path from Existing Location to New site 2 days Mon 3 9 15 Tue 3 10 15 58 B Rig for transportation 2 days Wed 3 11 15 Thu 3 12 15 56 5259 a Transport storage tank 1 day Thu 3 12 15 Thu 3 12 15 56 60 B Sec
91. uracy and these values were later averaged to define the topography of the route A measuring tape was used to determine the slope actual distance between waypoints if it was less than 30 feet and an Abney level was used to determine the angle between targets Trigonometric functions were used to calculate horizontal distance given slope distance and angle Similar to the rangefinder a foresight and backsight was performed and later averaged The GPS was used to record the latitude longitude and elevation at each waypoint The waypoints were recorded using the waypoint averaging function Each point reached 100 sample confidence before saving Sample confidence can depend on a variety of environmental conditions including cloud cover precipitation and foliage Elevation data from the GPS was not used for any analysis for this project except to approximate the elevation of the spring source Garmin BaseCamp software was used to export GPS location data to a gpx file which was converted to a kml Google Earth file A free online software tool called Kml2Shp 1 was used to convert kml to shp files for ArcMap processing A free trial version of an ArcMap toolbar called ET GeoWizards 2 was used to create a line or track that connects the waypoints Shp2kml 2 0 3 was used to convert shp back into kml files for easier viewing and printing options Water Demand Calculations There are currently 60 residents in section 1
92. ure storage tank 1 day Thu 3 12 15 Thu 3 12 15 Bi In Line Chlorinator 1 day Mon 3 16 15 Mon 3 16 15 62 B Piping installation to storage tanking 1 day Mon 3 16 15 Mon 3 16 15 63 B Installation of In line chlorinator system 1 day Mon 3 16 15 Mon 3 16 15 6 B Stream Crossing Construction 10 days Mon 3 16 15 Fri 3 27 15 6 Stream Crossing Waypoint 48 5 days Mon 3 16 15 Fri 3 20 15 66 B Foliage Clearing 1 day Mon 3 16 15 Mon 3 16 15 ea B Stream VVater Diversion 1 day Mon 3 16 15 Mon 3 16 15 Task A Project Summary U Manual Task ll Start only L Deadline Y Project Bajo Gavilan Split errrrrrarrarr rra Inactive Task Duration only A Finish only Progress i Date Wed 12 10 14 Milestone 9 Inactive Milestone Manual Summary Rollup m External Tasks Manual Progress M M Summary I Inactive Summary Manual Summary I External Milestone oe Page 2 Bajo Gavilan Aqueduct Design Gantt Chart Reasonable Engineering can 215 31 315 39 442 4 6 sno 5 24 Dig and Excavate for cement anchor locations 2 days Mon 3 16 15 Tue 3 17 15 Place and secure cement anchors do not bury 1 day Tue 3 17 15 Tue 3 17 15 70 B Dig and Excavate creek bed 4 days Tue 3 17 15 Fri 3 20 15 67 nam 71 PB Place 10ft lengths of galvanized pipe 4 days Tue 3 17 15 Fri 3 20 15 67 nam 172 B Cover with outlined materials 4 days Tue 3 17 15 Fri 3 20 15 67 alan 73 a Bury and secure pipe 4 days Tue 3 17 15 Fri 3 20 15 66
93. use Figure 3 shows each section and the locations of occupied houses and the schoolhouse in the community Bicholi America Rene oO Guillermo Vanet Siderio E Legend A Houses School 2000 ft Com Figure 3 Map of the Bajo Gavilan community with homeowner names in section 1 The community is located about 2 25 miles north and downstream of the Changuinola Dam Figure 2 one of the largest roller compacted concrete arch gravity dams in the world The dam 12 12 2014 Page 315 is owned and operated by Applied Energy Services Changuinola AES Changuinola a subsidiary of AES a United States electricity generation and distribution corporation The construction of the dam began in 2007 and has been in operation since 2010 Construction of the dam also resulted in a paved two lane road that passes through the community Land cover in the area is predominantly dense rainforest with some pasture and farmlands along the Changuinola River The community sits in the Changuinola River valley with mountains rising over 1 000 ft above mean sea level AMSL to the north and south of the community According to the K ppen climate classification system Bajo Gavilan features a tropical rainforest climate The area averages 136 1 inches of annual rainfall and daily high temperatures hover around 88 F throughout the year Climate data for Bocas del Toro a city about 20 miles west of Bajo Gavilan is provided in Table 1 T
94. vated The tank should be constructed on a flat area of ground If this 1s not available near the waypoint location the concrete footing will need to be adjusted accordingly Before the pouring of the concrete pad install a line of No 3 rebar stands vertically The rebar stands will later be threaded through the cinder block cavities to give the structure more strength Although measurements are given in the engineering drawings this may need to be adjusted for local cinderblock Once the rebar has been placed around the perimeter of the break pressure tank the concrete may be mixed and poured and the foundation may be allowed to set with vertical rebar Next the cinder blocks should be laid and stacked threading the No 3 rebar through the cinder block cavities All cavities should be filled with a concrete mix and allowed to set All pipes inflow outflow clean out and overflow will need to be cut and installed this may be done during the stacking of cinder blocks Wooden forms and placed curved rebar will also be needed to construct the break pressure tank lids This can be done in the village at transported to the site Once cut to dimensions and nailed together the forms may be reused for multiple lids The curved rebar will be place approximately 5 inches from the edge of the lid placed vertically for use as a handle then the concrete may be poured and allowed time to set The overflow pipe should be directed a safe distance awa
95. was added at waypoint 80 the location of the storage tank that was initially selected during this site assessment Tapstands for all eight houses and the school were also included The calculated future demand for the community was divided amongst the houses and the school according the number of people in each building These demands were inputted into EPANET to model the demands of individual households in the community A demand pattern was defined to predict the use of water throughout the day at each home and a separate demand pattern was used to predict water use at the school These demand patterns along with all other model inputs are shown in Appendix E 1 After initial analysis the pipes upstream of the storage tank were adjusted to a diameter of 1 5 to make them appropriate for the required flow and analysis of the complete system was used to determine the locations of break pressure tanks Pipe sizes downstream of the storage tank were optimized using Neatwork These pipe sizes were inputted into the EPANET model and analysis was run to determine if there would be any issues with these pipe sizes 12 12 2014 Page 14 35 4 1 2 Results Results obtained are specific to system specifications of 1 a pipe diameter of 1 5 between the spring and the storage tank and 2 a storage tank at waypoint 80 Break pressure tanks were determined to be necessary at waypoints 32 39 56 and 60 Pipe diameters varied downstream of the st
96. y from the tank to eliminate the possibility of erosion near the components The outflow from this pipe should be directed onto riprap to reduce erosion Maintenance e Three concrete covers on the top of the break pressure tank offer community members various configurations on how to remove the roof and inspect the tank e Tanks should be visually inspected every 3 months to track the build up of sediment in the tank e When sediment builds up the tank should be cleaned out via the clean out pipe on the inlet side of the tank allowing inflow to flush the tank of sediment 4 0 Waypoint 80 4 1 Concrete Pad Construction e The area of the concrete pad will be cleared and staked to the proper dimensions and then excavated for concrete e Lay edge boards to form the perimeter of the pad wall Arrange diameter rebar in grid pattern to form 12 x 12 mesh suspended 4 above the ground e Through mesh fill pad area with 6 of concrete using a mix of gravel Vs sand and cement by volume Allow slab to cure for 7 days before removing molds 4 2 In line chlorinator See Appendix I and Yoakum 2013 Available on CD for construction and maintenance instructions 4 3 Storage Tank Construction e In the existing aqueduct one of the 4 200 liter storage tanks is not being used This tank should be transported from its current position to the concrete pad at waypoint 80 e The community can use the same method they used to move the t

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