document 525 pre-implementation report

Document 525 PRE-IMPLEMENTATION REPORT CHAPTER: EWB-CCNY (http://www.ccny-ewb.org/) COUNTRY: HONDURAS COMMUNITY: MILLA TRES PROJECT: POTABLE WATER SUPPLY IN MILLA TRES TRAVEL DATES: AUGUST 3 – AUGUST 21, 2012

PREPARED BY Liza Billings, Benjamin Conable, Rachel Lovell Tristan Schwartzman, Liam Byrne Michael Piasecki, PhD, Stephen Morse, PE

Submittal Date: May 20, 2012

ENGINEERS WITHOUT BORDERS-USA www.ewb-usa.org

Document 525 - Pre-Implementation Report Rev. 09-2011 EWB-CCNY Milla Tres, Honduras Water Distribution in Milla Tres

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Table of Contents PRE-‐IMPLEMENTATION REPORT PART 1 – ADMINISTRATIVE INFORMATION ....................................................................... 4

1.0 CONTACT INFORMATION ........................................................................................................................................................................................... 4 2.0 TRAVEL HISTORY ....................................................................................................................................................................................................... 4 3.0 TRAVEL TEAM ............................................................................................................................................................................................................ 5 4.0 HEALTH AND SAFETY ................................................................................................................................................................................................ 6 5.0 BUDGET ...................................................................................................................................................................................................................... 6 5.1 Project Budget ................................................................................................................................................................... 6 5.2 Donors and Funding .......................................................................................................................................................... 8 6.0 PROJECT DISCIPLINES ............................................................................................................................................................................................... 8 7.0 PROJECT LOCATION ................................................................................................................................................................................................... 9 8.0 PROJECT IMPACT ....................................................................................................................................................................................................... 9 9.0 PROFESSIONAL MENTOR/TECHNICAL LEAD RESUME – ...................................................................................................................................... 9

PRE-‐IMPLEMENTATION REPORT PART 2 – TECHNICAL INFORMATION ................................................................................. 10 10.0 INTRODUCTION ............................................................................................................................................................................................. 10 11.0 PROGRAM BACKGROUND ......................................................................................................................................................................... 11 12.0 FACILITY DESIGN .......................................................................................................................................................................................... 12

12.1 Description of the Proposed Facilities ................................................................................................................................................. 12 12.2 Description of Design and Design Calculations ................................................................................................................................ 17 12.3 Drawings ........................................................................................................................................................................................................... 32

13.0 PROJECT OWNERSHIP ................................................................................................................................................................................ 32 14.0 CONSTRUCTION PLAN ................................................................................................................................................................................ 33 15.0 SUSTAINABILITY ........................................................................................................................................................................................... 38

15.1 Background ..................................................................................................................................................................................................... 38 15.2 Operation and Maintenance ..................................................................................................................................................................... 39 15.3 Education .......................................................................................................................................................................................................... 40

16.0 MONITORING .................................................................................................................................................................................................. 42 16.1 Monitoring plan for current project ...................................................................................................................................................... 42 16.2 Monitoring of past-‐implemented projects ......................................................................................................................................... 43

17.0 COMMUNITY AGREEMENT/CONTRACT ............................................................................................................................................. 43 18.0 COST ESTIMATE ............................................................................................................................................................................................ 46 19.0 SITE ASSESSMENT ACTIVITIES ............................................................................................................................................................... 48 20.0 PROFESSIONAL MENTOR/TECHNICAL LEAD ASSESSMENT .................................................................................................... 50

20.1 Professional Mentor/Technical Lead Name (Michael Piasecki, PhD) .................................................................................... 50 20.2 Professional Mentor/Technical Lead Assessment ......................................................................................................................... 50 20.3 Professional Mentor/Technical Lead Affirmation .......................................................................................................................... 51 20.4 Professional Mentor/Technical Lead Name (Stephen Morse, PE) .......................................................................................... 51 20.5 Professional Mentor/Technical Lead Assessment ......................................................................................................................... 51 20.6 Professional Mentor/Technical Lead Affirmation .......................................................................................................................... 52

21.0 REFERENCES ........................................................................................................................................................................................................ 52 Appendix A – Drawing Set Appendix B – Dam Design Calculations Appendix C -‐ Mentor / technical lead résumés Appendix D – Supplemental tables Appendix E – Price Sourcing – Honduras Appendix F – Pipeline Matlab Code


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Table of Tables Table 1: Concrete Mix Design .................................................................................................................... 18 Table 2: Summary of Minor Head Loss Coefficient Values for Preliminary Calculations ........................ 25 Table 3: Pipe Sizes with Calculated Velocities and Flow Rates – Preliminary Calculations ..................... 27 Table 4 Parameters for Energy Equation .................................................................................................... 29 Table 5 Material Specific Transportation Labor ......................................................................................... 36 Table 6: Construction Labor not including EWB team members ............................................................... 37 Table 7: Preliminary Labor Estimate, Conduction Line ............................................................................. 38 Table 8: Pipe Materials pricing (including contingency) ............................................................................ 46 Table 9: Dam Materials pricing (including contingency) ........................................................................... 47 Table 10: Travel Costing ............................................................................................................................. 47 Table 11: Approximate Assessment activities time requirements .............................................................. 50

Table of Figures Figure 1: Dam Site Looking West - Wet Season Flow ............................................................................... 12 Figure 2: Milla Tres impoundment watershed, approximately 148 acres ................................................... 13 Figure 3: Path of Conduction Line from Source to Tank ........................................................................... 14 Figure 4: Representative Tank and Location Schematic (not for construction) ......................................... 16 Figure 6: Elevation Changes Based on Contour Map Overlay, Conduction Line ...................................... 23 Figure 7: Eventual condition - tanks in parallel .......................................................................................... 32 Figure 8: Signed Agreement Between EWB-CCNY and Milla Tres ......................................................... 44 Figure 9: Translated Reproduction of Contract between EWB-CCNY and Milla Tres Water Board ........ 45


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Pre-Implementation Report Part 1 – Administrative Information 1.0 CONTACT INFORMATION

Name Email Phone Chap. or Org. Name

Project Lead Liza Billings [email protected] 917-439-9161 CCNY President Rachel Lovell [email protected] 347-981-2980 CCNY Mentor #1 Michael Piasecki [email protected] 610-564-8184 CCNY Mentor #2 Stephen Morse, PE [email protected] 917-273-8236 NYC Mentor #3 Daniel Garcia, PE [email protected] 305-814-6368,

011-504-9836-4823

Emergent Engineers

Health and Safety Officer

Benjamin Conable [email protected] 917-449-0415 CCNY

Ass’t Health and Safety Officer

Sarah Martinez [email protected] 347-301-6513 CCNY

Education Lead Sarah Martinez [email protected] 347-301-6513 CCNY NGO/Community Contact

Alex Uriel del Cid [email protected] 011-504-2665-0440

Municipalida d Omoa, Honduras

2.0 TRAVEL HISTORY Dates of Travel Assessment or

Implementation Description of Trip

January 2012 Assessment Did community and technical assessment for Milla Tres potable water system. Found the project to be feasible, and established agreement with the community.

August 2011 Assessment Did community assessment and technical assessment. Found Tegucigalpita project to be not feasible or necessary.

August 2010 Implementation Implemented ventilation project in the community of La Nueva Suiza. Did post-implementation monitoring on prior projects in Las Chicas and La Nueva Suiza

Jan 2009 Implementation Implemented work on water system in Las Chicas; built latrines, water basin, water tank lids, and a chlorinator; replaced piping; installed valves and grey water management system.

Jan 2008 Implementation Nueva Suiza-building water tank lid and chlorinator Aug 2008 Assessment Assessment trip for Las Chicas, Tegucigalpita and Nueva Suiza

ventilation project. Jan 2007 Implementation Nueva Suiza-Built water tank and distribution system.


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3.0 TRAVEL TEAM Please note that the travel team is not finalized. A decision regarding specific persons and dates, and staggered or continuous trip will be made by June 15, 2012. EWB-CCNY will provide a final travel team list at that point, including volunteer waivers and proof of insurance for all traveling members. In composing the final travel team, the following conditions will be met:

• At least two (2) members currently certified in CPR and first aid, excluding the Project Lead, will be with the travel team at all times, acting as HSO and assistant HSO.

• The maximum number of team members in the community on any given day is eight (8). If the staggered trip option is selected, there will be a maximum of 14 people at the rented house where the team lodges, in the town of Masca. This house is removed from the community of Milla Tres by approximately 12.5 km. Overlap is not expected to occur for more than one (1) night, and no more than eight (8) team members will be in Milla Tres at the same time.

• The team will include at least one (1) qualified professional mentor / technical lead at all times. Team leaders understand that while it is important to avoid overwhelming host communities with large numbers of outsiders, some overlap of staggered teams is critical for knowledge transfer. The table below indicates all prospective travelers and mentors, and estimates of travel dates for all parties. For a chart of prospective travel team staggering, refer to Appendix D. # Name E-mail Phone Dates of

Travel Student or Mentor

1 Daniel Garcia, PE [email protected] 305-814-6368, 011-504-9836-4823

8/3-8/9 Mentor

2 Michael Piasecki [email protected] 610-564-8184 8/8-8/15 Mentor 3 Stephen Morse, PE [email protected] 917-273-8236 8/14-8/21 Mentor 4 Liza Billings [email protected] 917-439-9161 8/3-8/21 Student 5 Benjamin Conable [email protected] 917-449-0415 8/3-8/21 Student 6 Sarah Martinez [email protected] 347-301-6513 8/3-8/21 Student 7 Esther Dornhelm [email protected] 718-213-7987 8/3-8/13 Student 8 Eric Ilijevich [email protected] 646-456-5988 8/3-8/13 Student 9 Sirus Miandoabi [email protected] 914-774-0343 8/3-8/13 Student 10 Priyanka Saha [email protected] 917 447-9171 8/3-8/13 Student 11 Ayman Khan [email protected] 516-710-4171 8/12-8/21 Student 12 Nadia Makara [email protected] 917-533-3769 8/12-8/21 Student 13 Martin Saldarriaga [email protected] 347-803-3120 8/12-8/21 Student 14 Philip Kim [email protected] 646-460-0170 8/12-8/21 Student


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4.0 HEALTH AND SAFETY The travel team will follow the site-specific health and safety plan (HASP) that has been prepared for this specific trip and has been submitted as a stand-alone document along with this pre-trip report.

5.0 BUDGET

5.1 Project Budget Please note that the project budget presented here considers the outcome where a staggered trip is selected, as this is the more costly option. The difference in price is estimated at $3010, illustrated in section 18.0 Cost Estimate, Table 10. Unused line items have been deleted from this table for improved readability. Also note that the community labor contribution is calculated with the local rate as reported by the municipality of Omoa. Were the value calculated with US rates for skilled or unskilled labor, community contribution would be significantly higher: up to two orders of magnitude, depending on skill level and trade classification.

Project City/Region and Country => Milla Tres, Honduras EWB-USA Chapter => CCNY

Year => 2012 Trips Planned 1

Planned Month for Trip August 2012 Type of Trip (1) I

Trip type: A= Assessment; I= Implementation; M= Monitoring & Evaluation Direct Costs Project Budget Total Budget Travel

Airfare $600/person/trip allowance $8400 Gas $10/car/day + 20% contingency $570

Rental Vehicle $75/car/day $2850 Sub-Total $0 $11820

Travel Logistics Exit Fees/ Visas $40/person/trip $520

Insurance $30/person/trip $390 Sub-Total $0 $910

Food & Lodging Lodging $25/person/night $3750

Food & Beverage (Non-alcoholic) $10/person/day $1500 Sub-Total $0 $5250

Labor Sub-Total $0 $0

EWB-USA Program QA/QC(1) $200

Sub-Total $0 $200


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Project Materials & Equipment (details needed)

Pipeline Materials & Equipment See Table 8, section 18.0 Cost Estimate $16600 Dam Materials & Equipment See Table 9, section 18.0 Cost Estimate $2250

Sub-Total $0 $18850 Misc. (details needed)

Sub-Total $0 $0 TOTAL $0 $37030

EWB-USA National office use: Indirect Costs EWB-USA Program Infrastructure(1) $0 $0

Sub-Total $0 $0 TOTAL $0 $0

Note (1): These rows are calculated automatically based on type of trip. Non-Budget Items: Additional Contributions to Project Costs Community

Labor (at local rate, with contingency) 100 man/days at $5.50 per man/day $550

Materials Aggregate, sand, some lumber, tool provision $500

Sub-Total $0 $1550 EWB-USA Professional Service In-Kind

Professional Service Hours --- Hours converted to $$(1) $0 $0

Sub-Total $0 $0

GRAND TOTAL (Project cost) $0 $38,580

Funds Raised for Project by Source Actual Raised to Date Source and Amount (Expand as Needed)

Engineering Societies $0 Corporations $2500

University $6800 Rotary $0

Grants - Government $0 Grants - Foundation/Trusts $3000

Grants - EWB-USA program $5000 Other Nonprofits $0

Individuals $4947 Special Events $1200

Misc. $0 $0

Total $0 $23,447


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5.2 Donors and Funding

Donor Name Type (company, foundation, private, in-kind)

Account Kept at EWB-USA?

Amount

Pfizer Company Yes $2500 Bechtel (via EWB-USA) Company (grant via EWB-USA) Yes $5000 President Lisa Coico, CCNY University No $1000 The City College Fund Foundation No $3000 CCNY club and student gov’t University No $800

CCNY Civil Engineering Dep’t University No $5000 University (in-kind) No $230

Hydrological Solutions Company (in-kind) No $1500 Private Donations Private Yes and No $6147 Total Amount Raised: $25,177

6.0 PROJECT DISCIPLINES

Water Supply _x__ Source Development _x__ Water Storage _x__ Water Distribution _x__ Water Treatment ____ Water Pump Sanitation ____ Latrine ____ Gray Water System ____ Black Water System Structures ____ Bridge ____ Building

Civil Works ____ Roads ____ Drainage _x__ Dams Energy ____ Fuel ____ Electricity Agriculture ____ Irrigation Pump ____ Irrigation Line ____ Water Storage ____ Soil Improvement ____ Fish Farm ____ Crop Processing Equipment Information Systems ____ Computer Service


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7.0 PROJECT LOCATION Longitude: 90 degrees 27 minutes 0.346 seconds West Latitude: 4 degrees 47 minutes 18.311 seconds North

8.0 PROJECT IMPACT

Number of persons directly affected: Approximately 315, the residents of the upper town Number of persons indirectly affected: Approximately 1050, the resisdents of the entire community. It is also possible that the availability of potable water throughout the year for the residents of Milla Tres could affect merchants and beverage suppliers in neighboring communities.

9.0 PROFESSIONAL MENTOR/TECHNICAL LEAD RESUME – Please refer to Appendix C for mentor / technical lead resumes for Daniel Garcia, PE, MBA, Stephen Morse, PE, and Michael Piasecki, PhD.


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Pre-Implementation Report Part 2 – Technical Information 10.0 INTRODUCTION

During the chapter’s trip to Honduras for an assessment in Tegucigalpita in August 2011, the team consulted with the municipal mayor and engineer. The municipal engineer took the team to a number of sites for advice, and to encourage the chapter to do work in these communities in the future. During these trips, it was apparent that the implementation process championed by the municipality was similar to that of Engineers Without Borders, particularly with respect to a three-part collaboration between the community, the engineers, and funding agencies or sponsors. The municipality of Omoa does not have sufficient resources to implement all of the projects that are needed or desired. The chapter explained the process of applying for a project with EWB, and the municipality expressed interest in pursuing this option. Within a month of the team’s return to New York, the representatives of the municipality and of the Milla Tres – a community which had been visited and where it was concluded that a project within the chapter’s capacity – provided the information necessary for a project application and an initial assessment.

The EWB-CCNY chapter returned to Honduras in January 2012, for a formal assessment of the community. Milla Tres is a town of approximately 1050 people living in approximately 135 homes. Prior to 2009, the town had a limited but effective water distribution system. The system piped water from a spring source to a tank, and then from the tank to a central location in the community. At some point, a distribution network was introduced, so that every home has a tap. Three years ago, a small magnitude earthquake disrupted the source, such that it no longer provides sufficient water. Currently, the community water system functions at two levels: residents of approximately 45 homes at higher elevations use the disrupted source, with a resulting deficit of water in the dry season. Homes located at lower elevations (approximately 90) are serviced by a secondary source. The immediate need is for the homes at higher elevations to be served by a reliable source, including growth for this portion of the community, with a future possibility for the lower elevation homes to tap into the new system. The community has identified a new water source that is productive enough to serve both areas of the town, including growth; however, they don’t have the technical or financial resources to design and implement the system without assistance.

The community has taken a number of small-scale actions in an attempt to address this problem, but has done so without technical advice and without success. As an example, they built a new tank at a higher elevation in the hopes that the increased head would lead to increased flow. Their effort demonstrates both their commitment to solving the problem, and their need for technical assistance in completing the project. The terrain between the new source and the community has been assessed, and a technical design has been developed for the project. Additionally, a training / education plan is in development for sustained system maintenance.


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The EWB-USA CCNY Chapter project in Milla Tres consists of the design and construction of a new water system, from source to tank. The project will be completed in two phases. Phase one (1) will include the construction of a water impoundment at a pool below a consistent and sufficient spring source, construction of a transmission line from the impoundment to an existing tank above the community, and subsurface exploration of a proposed new tank site. Phase two (2) will be the construction of an additional water tank near the existing tank and an updated potable water treatment system at the tanks. The goal for the complete, two phase project is a municipal potable water system sufficient for 20 years of growth in the community.

As EWB-CCNY is a student chapter with a high member turnover rate, it is important to be mindful of future members who will be coming in with less knowledge and experience. As a part of the effort to provide chapter continuity, current members are making an effort to produce a clear project development and implementation template that future members will be able to use. In addition to being a project that fits well with our capabilities as a chapter, a project such as the one in Milla Tres should provide the framework for future work for our members.

11.0 PROGRAM BACKGROUND

The EWB-CCNY Student Chapter has had a presence in the Omoa region of Honduras since the chapter’s inception in 2005, completing three (3) projects in two (2) different villages, La Nueva Suiza and Las Chicas. The chapter completed an assessment for a third project in Tegucigalpita that resulted in finding the project to not be feasible, although the chapter was able to provide mapping and assessment products for a government funded water system there. The current members of our chapter feel that it would be beneficial to continue the program in the Omoa region, as we can effectively use the connections we have already established and learn from the chapter experience to continue to meet the engineering needs of local communities. Site visits facilitated by municipal representatives to local communities during the trip in August 2011, indicated that there is substantial regional need. In this light, and based upon a project application by the community, the chapter decided to pursue a water supply project in Milla Tres, Honduras.

The assessment trip to Milla Tres in January, 2012 included a community health survey and alternatives analysis, which reinforced the importance of a new water system for community health and quality of life.

The alternatives analysis conducted for the Milla Tres water system included evaluation of the following parameters:

• System Type • Possible Sources • Water Management at Source • Tank Location


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• Pipe Route • Conduit Materials • Dam Materials • Tank Materials • Treatment and Filtration Options

A gravity driven system has been determined to be the best option, conducting water from a water impoundment near the chosen spring to a new tank (phase 2), in parallel with the old tank, via a conduction line. The dam and some pipe stabilizing elements will be constructed with reinforced concrete, while the conduction line will be primarily PVC conduit, with sections of galvanized cast iron for unsupported lengths. Water quality management options will be assessed in cooperation with community members and may include chlorine treatment at the tank as mandated by Honduran regulations, and a settlement box or gravel filter at the impoundment for reduction of particulate matter.

12.0 FACILITY DESIGN

12.1 Description of the Proposed Facilities Dam The dam site is at the downstream mouth of a small natural pool. The pool is approximately 25 feet across and is cut from living rock. It contains one large boulder (>2000 lbs) and substantial gravels and small boulders of unknown quantity. Estimates from assessment team members are a few cubic yards or less of loose material in the pool basin.

Figure 1: Dam Site Looking West - Wet Season Flow


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The site drains a natural spring with measured flows of 500 gpm in the “wet season”, described by the community as October to May, and 300 gpm in the “dry season”, June through September. The tropical storm season for the region is July through September, but this is the period of potential deluge, rather than the period of high spring flows. The site also drains a 148 acre watershed of mountain forest with no habitation and no agriculture, outlined in Figure 2. The furthest point in the watershed is less than one (1) km from the dam site in the east-southeast direction. This area of the tropics may see extreme rain events, and peak flows at the site may be as high as 17,000 gpm for extended 1 in/hr rainfall as estimated using the rational method. Rainfall above 1 in/hr would produce larger flows possibly up to twice the high estimate. Such flows are expected to be of short duration after rainfall due to the small watershed and steep terrain drained at the site.

Figure 2: Milla Tres impoundment watershed, approximately 148 acres


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The stream mouth to be dammed is 4’-6” wide at the base and 12’-0” wide at the top, approximately 4’-0” above the base of the pool (Figure 10, Drawings section 3.3). Both sides of the dam site are living rock of semi-weathered condition. SSW of the dam site within ten (10) feet is a natural spillway approximately 3’-0” above the floor of the pool. Building the dam to the full four (4) foot height of the abutting rock will activate the natural spillway and protect the top edge of the dam from all but peak flows. The proposed design is for a cast in place concrete dam of one (1) foot thickness and four (4) foot height in a simplified arch design. A filtered water collection port near the base of the dam will provide constant head from the open reservoir to the water transmission line leading to the storage tank above Milla Tres. The port will be encased in a gravel pile for further filtering and protection against impacts from objects in the flow.

Conduction Line The pipeline connecting the source impoundment to the existing storage tank will run approximately 2.5 km over mountainous terrain. The path from the source to the tank site was selected by the community, with confirmation from the assessment team, as being reasonably direct, lacking severe and sudden elevation changes, and covering land that they are able to access. Given the community confidence that this is the best route, and the experience of the chapter that finding another route whose elevation never exceeds the source would be difficult, it was determined to be the best path option. Figure 3 shows the route from the source impoundment location to the location of the tank.

Figure 3: Path of Conduction Line from Source to Tank


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According to waypoints recorded with a Garmin GPSMap® 78 Series Track, the difference in elevation between the two points is approximately 15 meters. There is some question as to the accuracy of this measurement, as dense tree cover can affect the accuracy of readings, and a contour map of the same route shows an approximate 100 meter elevation change, as detailed in the Description of Design section of this report. Based on an evaluation of alternatives, it was determined that the primary piping material will be PVC, due to material availability, cost, and comfort level of the community. While materials other than PVC have higher durabilites and therefore would require less maintenance, the capacity of the community to make repairs when required is dramatically lowered, because of both tool availability and cost of parts. Where required, galvanized iron (GI) piping will be used, for example, in areas with high person or livestock traffic where trenching is not possible, and over long unsupported spans, where high relative ductility of material is of greater detriment than weight. Given the length of the conduction line and the highly variable terrain, the final design encompasses standard details for common components and conditions. The following elements are considered:

• Thrust block details, including typical construction details and situations requiring use • Staking details for steep grade, including maximum conditions between stakes and

installation requirements • Support structure requirements for ravine crossings, including bracing elements and

maximum unsupported span lengths for both pipe materials • Typical joint details for both material types, including straight and angled connections • Typical valving details and notes regarding anticipated locations of check valves, air

release valves and gate valves, based on expected elevation changes and pipeline geometry

• Trenching details, including depth and drainage

Many of these details are outlined in the Description of Design section of this report (Section 12.2), and figures are provided in the drawing set included with this report (Appendix A). Tank The existing tank, with approximate capacity of 3750 gallons, was determined to be inadequately sized to meet anticipated future demand considering expected community growth and the additional service load of houses from the lower elevation community, but adequate for the existing homes in the upper town. Part of the chapter commitment includes providing facilities with the capacity to meet peak water demand for at least twenty years, providing safe,


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treated water for the town and having structural integrity sufficient to operate over this period of time. In order to ensure a successful implementation that is within the capacity of the chapter and the town to execute, and given the design team’s desire to obtain additional data regarding bedrock location at the new tank site and additional testing for water quality to determine best treatment methods, in this phase of implementation, the conduction line will run to the existing tank. The new tank and treatment system will comprise the subsequent implementation trip and final designs will be submitted for approval prior to that trip. The new tank will be built inline with the existing tank, offering some redundancy to the system in the case of maintenance and other unforeseen issues. A reinforced concrete tank with an anticipated volume between 5000-7000 gallons will be designed and built for the town of Milla Tres at a location identified during the January 2012, assessment trip. The tank will consist of a reinforced cylindrical curtain wall on top of a reinforced concrete slab. Figure 3 below provides a general schematic of the site and the tank.

Figure 4: Representative Tank and Location Schematic (not for construction)

The site chosen for the new tank is approximately 1200 ft south of and 170 ft higher than existing tank, which is in turn approximately 200 ft south of and 60 ft higher than the closest residence. The main factors dictating the design of the tank are the stability of the soil, crack control, and adequate steel reinforcement for bending and hoop stresses. Due to the location next to steep grades, as shown in Figure 3 above, the slab and its support will need to be properly designed in order to prevent any failure due to slope instability. The slab will be modeled as a square matt footing and methods of anchoring the footing due to steep surrounding grades are being discussed. The possibility of hydraulic uplift and cracking due to excessive settling must also be addressed.


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Three construction options are under consideration, all reinforced; cast in place concrete, CMUs or masonry brick, in order of preference. Masonry construction with a cast in place lid is typical for the region. The chapter design team prefers cast in place concrete for all components due to its superior strength and stability. The community has many skilled construction workers with experience in all three types of construction. The cap of the tank will likely be reinforced concrete cast in place. There will be an access hatch on the cap with a metal rung ladder imbedded in the curtain wall to allow access to the interior of the tank for repair and cleaning. A drip feed chlorinator or a tablet chlorination system may be installed to provide disinfection. It is believed that the tablet chlorinator would be easier to operate and maintain within the existing community water budget. The availability of tablets to the community, and the comfort level of community members responsible for maintenance with the tablet system are still being evaluated. There is a drip chlorination system on the existing tank that is unused. The chapter will discuss its use with the implementation of the new source and conduction line through community outreach and education, and through operations and maintenance plan development. Assessment between the first phase implementation and the second phase tank implementation will further guide chapter and community discussion regarding effective disinfection regimes.

12.2 Description of Design and Design Calculations

Dam The flow at the outlet of a watershed, an area of land draining at a single point, due to rain may be estimated as a function of watershed area, rainfall intensity, and average infiltration rate for the watershed. By the rational method, this estimated infiltration rate is assumed based on watershed characteristics such as the type of cover, soil type and steepness. The rational method is:

Q CIA= (Eq. 1) Where: Q = flow at watershed drainage point C = infiltration constant I = rainfall intensity A = watershed area The infiltration constant is inversely proportional to the infiltration rate, as it describes the water not infiltrated. The constant is therefore larger for steeper slopes and shallower or clayey soils, and smaller for denser forest cover. The range for woodlands is 0.05 to 0.25 and 0.25 to 0.35 for


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steep clayey soils. The midrange value of 0.25 is chosen here, with awareness that the error in the result could be 100%. Drawing D1 (Appendix A) shows the plan view of the proposed impoundment. A simplified arch design provides strength and stability by transmitting the force of the water acting on the dam into the abutting living rock walls of the dam site. This abutment supported dam design allows for significant material savings over gravity dam designs, an important consideration given that all materials must be hand carried to the site over more than two kilometers of rugged terrain. Steel reinforcement in the dam section protects against concrete failure in tension and due to impacts against the dam from solid objects in storm condition flows. The dam will have an elevation even with the top of the southeast abutment. When the pool fills, it will not overtop the dam but will rather limit at the height of a natural spillway southeast of the dam (Appendix A, Drawing D2). This spillway will protect the top edge of the dam from wear due to constant flow and will capture debris away from the water intake site. The spillway location is directly opposite and in the path of the flow entering the impounded pool. This suggests that during heavy storm flows, the majority of the energy and debris in the flow will be directed at the spillway rather than at the dam. Nonetheless, as spillway capacity is unknown, efforts have been taken in the dam design to account for overtopping and impacts at the dam. 28 day concrete strength of 2500 psi will be expected from the concrete mix (Table 1). The mix is designed for 4000 psi, but actual strength is often considerably lower for on-site, hand mixed concrete. Concrete strength is sufficiently low to be placed without additional strength testing being required by EWB-USA and is a reasonable value for carefully field-mixed concrete. Superplasticizer, available in country, will be used to improve workability without sacrificing strength. Reinforcing steel yield strength is assumed to be 40,000 psi, a standard in the region.

Table 1: Concrete Mix Design

Concrete mix for 3" slump and 4000 psi For 1 cyd of concrete

Constituent weight (lbs) SG Vol (ft^3) H2O 318 1 5.1 Cement 563 3.15 2.9 Coarse agg 1976 2.71 11.7 Fine agg 1149 2.61 7.1 water reducer 2.6 1 0.04

The dam section will include a foot cast into a channel cut into the rock of the site to a width of six (6) inches and a depth of three (3) inches (Drawing D2-2, Appendix A). This embedded foot will provide strength against slipping downstream by bearing on the rock of the channel’s


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downstream face. The foot will anchor the dam in the site. This method of anchoring concrete to rock is familiar to the local partners participating in the dam construction. Steel reinforcement design in the dam was undertaken based on methods found in ACI 318-11 Building Code Requirements for Structural Concrete (ACI, 2011) and in Design of Concrete Structures (Arthur H. Nilson, 2010). The method includes considering the dam as a slab made up of adjacent one (1) foot width beams. The beams are designed under the heaviest loading that any of the beams endures and all points are designed to that standard. This analysis is very conservative, as adjacent areas of concrete cast monolithically provide significant support to the “beam” under consideration, and the load from water pressure varies with depth. Analysis was conducted for seven (7) design considerations: shear and moment at the foot of the dam, shear and moment in the central span of the dam, bearing stress on the shear key and on the rock by the shear key, and rotational stability. Loading for analysis was taken at estimated extreme flood conditions wherein the spillway’s ability to handle flow has been overwhelmed and flow one (1) foot deep is moving over the dam. The dynamic load of the flow is approximated by doubling the static load of the water, pooled to a depth of one (1) foot above the dam height (Drawing D-3, Appendix A). Shear in the Foot Shear in the foot and moment in the upstream face were analyzed using a one (1) foot by one (1) foot cantilever beam identified in Drawing D4-1 with loading shown in Drawing D4-2 (Appendix A). In addition to doubling the static load under flood conditions, a live load factor of 1.6 was used. Further, for unreinforced sections, an additional penalty of 0.5 was included (ACI 11.4.6.1). Calculations show that an unreinforced foot of 6.0” thickness is sufficient to withstand the shear load applied to the beam by the total depth of water without any of the loading distributed into the abutments. As loading will distribute into the abutments and some reinforcing is required for moment considerations at the foot, 6.0” will be ample support against shear failure at the foot. Shear in the foot is calculated by:

VC !2Vu"

(Eq. 2)

Where: Vu = the factored flood load on the dam ф = strength reduction factor of 0.75 VC = the shear strength of concrete


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2 'CV fc bh= (Eq. 3)

Where: fc’ = the designed concrete strength b = the beam width transverse to the loading h = the beam height, given no reinforcement Calculations for this and all other dam design components are listed in Appendix B. Moment in the Foot Reinforcement against moment in the foot was determined assuming fixity at the foot. This is a highly conservative assumption, as the depth and bonding of the foot are not sufficient to develop full fixity. Additionally, as with the shear design, the adjacent concrete and the arch abutments provide counteracting moment to that applied by the force of the water. Even without additional support, minimum reinforcement as defined in ACI 318-11 10.5.1 is sufficient to prevent tensile failure in the upstream beam face and provides a safety factor of 1.83 in addition to factor load and strength reduction factors. Reinforcement required is #4 bars, placed vertically 6.0” on center with 3.0” of concrete cover and extending down into the foot. It is recommended that a number of bars (4 to 6) along the central span be epoxy set into drilled holes in the rock below the foot to a depth as recommended for bond development by the epoxy manufacturer. For example, Quikrete Anchoring Epoxy requires a depth of four and a half (4.5) to nine (9) times the bar diameter. This additional material at the dam / rock interface will further improve strength against shear failure and sliding downstream. Equation 4 is used to determine minimum steel area – results and further calculations for moment in the foot are provided in Appendix B.

,min

200

3 'y

s

y

bdf

Afcbd

f

⎧⎪⎪

= ⎨⎪⎪⎩

(Eq. 4)

Where: As,min = the longitudinal steel cross-sectional area fy = the steel strength d = the beam effective depth, in this case the shear block height Shear in the Dam Face Maximum shear for the dam face “beam” is below the minimum for shear reinforcement and is therefore not required.


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Moment in the Dam Face Finally, reinforcement in the downstream side of the dam was designed assuming the most heavily loaded one (1) foot section of the central six (6) foot span of the dam was taken as a simply supported beam (Drawings D3 – sect. BB, D5, Appendix A) This is a very conservative assumption, as we see in Drawing D4-1 (Appendix A) that forces normal to the side panels of the dam provide counteracting moment which reduces the maximum moment in the section. The side panels of the dam, being shorter, resist less moment than the central span and are therefore sufficiently strong if they contain reinforcement equal to the central span. Using minimum reinforcement on the total thickness of the dam, there is sufficient strength to withstand the full load at the bottom of the dam. This minimum reinforcement carried throughout the height of the dam will provide strength against impacts at the top of the dam, where loads due to flows are light, but impacts due to objects in the flow are possible. It is important to note again that the path of objects in the flow is not directly downhill and into the dam. The stream at the far upstream end of the pool enters the pool mostly down and toward the spillway. Objects moving with the flow would likely bounce off the bottom of the pool and then be carried at below flow velocity in the direction of the flow. Consideration of impacts on the dam is a precaution rather than an expected condition. Horizontal reinforcement of #5 bars, 6.0” on center and extending the breadth of the dam will provide a 3.53 margin of safety in addition to load factors and strength reduction factors. Bearing Stress on the Concrete The concrete at the foot of the dam must be able to withstand the bearing stress where it meets the rock face, at the downstream side of the dam. Using the vertical cantilever beam design element, the bearing stress on the concrete foot is 41.5 psi. The bearing stress capacity is more than 30 times higher, making it of no concern in the design. The bearing surfaces at the abutments are much larger than that at the foot, and are therefore even less of concern. A one (1) foot section of the dam foot could bear all the flood force on the dam with a safety factor of six (6). Bearing Stress on the Rock at the Shear Key The bearing surface of the rock takes the equal and opposite force as the bearing surface of the concrete at the foot of the dam. Kujtim Gjoka, PhD, a mining engineering geologist and father of design team member Elidion Gjoka, has stated that for semi-weathered rock, bearing stress capacity is greater than three times that of concrete and up to 2000 kg/cm2. As the concrete bearing capacity far exceeds the applied bearing stress, so too does the bearing capacity of the rock.

Rotational Stability and other Global Stability Considerations The interaction between the dam and the rock provides global stability against slipping downstream, as mentioned previously. It also provides stability against rotation. This analysis is somewhat qualitative, but if the bearing surface of the rock is imagined as the inside of a smooth


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sphere, then it becomes clear that any failure in rotation would be with the dam rotating up and away from the floor of the pool. The traditional consideration of overturning moment is, in this case, under-turning. In what condition would this failure mode be most likely? Assuming a frictionless surface at the dam/rock interface, the foot provides the only counter-moment to that imposed by the force of the water. For any radius of under-rotation, the foot always has a longer moment arm than the force of water, and thus the dam must be rotationally stable. That is not to say, however that the dam might not be lifted up out of its foot by water pressure under the dam. In a circumstance where every reinforcement had failed its bond with the rock below the foot and water had infiltrated beneath the dam, the weight of the central dam section, the section experiencing the most pressure from flood water conditions, about doubles the force applied be that water. The dam will not fail by uplift.

Formwork Design Formwork for concrete placement requires either careful design or long experience in order to ensure sufficiency. Stresses on formwork from uncured concrete increase with depth, up to some hydrostatic limit, as they do for water; therefore, wall height is an important variable. Formwork for the dam section must support the design height of four (4) feet. Special attention must be paid to concrete placement at heights where form failure endangers life, such as in excavation and overhead. Neither of these conditions exists at the dam site. Design standards for formwork are codified in ACI 347-04 Guide to Formwork for Concrete. Construction methods for formwork can be highly varied, depending on material availability and local habit, while still meeting design criteria. It is the intention of the team to defer to community construction experts with regard to formwork design and construction, while still maintaining minimum standards as expressed in Brigade Concrete Forming Handbook, a formwork design reference. A sample formwork design will be presented at the TAC review, but will be used for comparison during actual construction. Expected formwork materials include lumber, plywood, form ties and powder actuated anchors.


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Conduction Line

The color-graded contour map shown in Figure 5 and the corresponding elevation change map shown in Figure 6 can be taken as indicative of the terrain, assuming relatively constant tree cover. For the purposes of design, the more conservative value of 15 meters obtained from waypoint data is used, despite the appearance from contour maps that the elevation change is approximately 100 meters. An inline globe valve for flow adjustment is included in the design up-line from the tank, should the flow from the pipe due to increased head be far larger than is reasonable given tank capacity.

Given the experience of chapter members walking the conduction line path, the severe changes in elevation shown approximately 0.25 km from the source in Figure 6 are taken as outlier recordings, and the high point shown at approximately 0.1 km

should be taken as the source location. From the figure, it is apparent that approximately 5-6 air release vales should be used, at the high points in the line. It is also noted that a clinometer will be used during the implementation of the project for flagging the exact pipe path while assuring that the elevation of the pipe never exceeds that of the source, as is prudent for a gravity fed system.

Figure 6: Elevation Changes Based on Contour Map Overlay, Conduction Line

Figure 5: Contour Map with pipe path


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As a first step in determining pipe sizing, the elevation difference between source and the tank was taken to be 15 meters. Taking into account a conservative horizontal distance of 2500 meters, by triangulation the minimum distance between the source and the reservoir was calculated as 15! + 2500! = 2500.05 meters. However, as the topography changes frequently between the

source and tank locations with elevation changes and curves, an estimate of a third more than the minimum distance between two points was used for calculation, 3333.4 !. In feet, the estimated pipe length 10,936.33 ft, and the elevation difference is 49.21 ft. To obtain different flow quantities through pipe, the energy equation is used between two points of interest (Hwang, 1996).

!!+ ! + !!

!! !"#$%&= !

!+ ! + !!

!! !"#$+ ℎ!,!"#$% + ℎ!,!"#$% (Eq.5)

Where: p: Pressure (psf) γ: Specific weight (pcf) z: Elevation (ft) v: Velocity (ft/s) g: Acceleration due to gravity (32.2 ft/s2) hl,minor: minor head loss due to change in pipe geometry hl,major: major head loss due to friction in the pipe. As both source and tank are open to the atmosphere, the pressure at both points can be approximated as zero (0) psf and difference in elevation between two points has already been calculated as 49.21 feet. Moreover, the water level at the source can be approximated to remain constant, leading to an approximation of velocity as close to zero (0) at the source. Equation 5 then simplifies to:

49.21 = !!

!!+ ℎ!,!"#$% + ℎ!,!"!"# (Eq.6)

Minor head loss occurs as a result of changes in geometry. The general form of minor head loss is given by:

ℎ!,!"#$% = ! !!

!! (Eq.7)

Where k: minor head loss coefficient, varying with each type of geometric change


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One (1) pipe will run from the source to the tank, therefore one (1) entrance and one (1) exit are considered for minor headloss. The connection of the pipe at the source is assumed to be perfectly straight with head loss coefficient of 0.5. Minor head loss coefficient the exit is 1 (Hwang, 1996). As it is impossible to determine the number of joints required along a pipeline of this length with certainty, values deemed reasonable yet conservative were assumed. As typical commercial pipe is available in 20ft (6.1 meter) lengths, there will be at least 556 joints to connect all pipe ends. To account for uncertainty and assuming that many pipes will be cut one or more times to fit to the terrain, it was decided that calculation will be done with total of 900 joints (allowance of one additional cut/joint for every other pipe length). Joints will include straight joints, 45° elbows and 90° elbows. Typically, straight joints have almost no head loss if two pipes are connected well. 90° elbows have higher coefficient of head loss than 45° elbows, by a factor of approximately two (2). It is assumed based on the topography that most angled joints in the conduction line will be 45° elbows. Given this assumption, all 900 joints are assumed for calculation purposes to be 45° elbows, with the number of 90° bends actually installed anticipated to be far less than the number of straight connections, the balance of which results in a conservative calculation.

Minor head loss due to valves was also considered. The exact number of valves will unclear until the final pipe path is determined at implementation. It was decided that total of 15 check valves will be used for the calculations. Air release valves do not have designated head loss coefficient, but the k value for T-type connection can be used as good estimation. A total of 10 air release valves will be taken into consideration during the calculation, greater than the anticipated need of six (6). Six (6) gate valves and two (2) globe valves for flow shut-off and control are also allowed for. Table 2 summarizes the total minor head loss due to all the components contributing to the minor head loss. Table 2: Summary of Minor Head Loss Coefficient Values for Preliminary Calculations

Component Coefficient Total component Total loss Entrance 0.5 1 0.5 Exit 1 1 1 45 degrees bent 0.4 900 360 Check valve 2.5 15 37.5 Air release valve 0.3 10 3 Gate Valve 0.18 6 1.08 Globe Valve 7.8 2 15.6

Total 418.68 Although coefficient values change with varying pipe diameter (typically displaying reverse proportionality), for ease of iteration in selection of pipe diameter, the most conservative value


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was used for initial determination of feasible pipe sizes. For example, the head loss coefficient for a 45° elbow is 0.4 for a ¾” diameter pipe. The value for a 4” diameter pipe is 0.27, but 0.4 is used for all minor head loss calculations. Major head loss in a pipeline is caused by friction between the pipe surface and water flowing through the pipe. According to the Darcy Weisbach equation (Hwang, 1996), major head loss can be described mathematically as:

ℎ!,!"#$% = ! !!

!!

!! (Eq.8)

Where f: major head loss coefficient L: length of the pipe (ft) V: flow velocity (ft/s) D: pipe diameter (ft) For given pipe material, and assuming that flow in the pipe is neither laminar nor extremely turbulent, the friction coefficient can be estimated using the Colebrook equation.

!!= −2!"#

!!!.!

+ !.!"!! !

(Eq.9)

Where e: roughness coefficient of the pipe (ft) NR: Reynold’s number The roughness coefficient of standard PVC pipe is ! = 2.33 ×10!! ft (Hwang, 1996). The two terms in the parentheses account for variations in ‘hydraulic smoothness’ behaviors, where the first term considers the relative roughness of the pipe, and the second term considers pipe flow that exhibits enough of a laminar sub-layer to act as ‘hydraulically smooth’, or unaffected by pipe roughness. NR, Reynold’s number, given as Equation 6, is a function of the mean fluid velocity, V, the hydraulic diameter, DH, and the kinematic viscosity, ν.

!! =!!!!

(Eq.10) For circular pipe, the hydraulic diameter is equal to the interior pipe diameter. For water at standard conditions, the kinematic viscosity is 1.08 x 10-5 ft2/s (Hwang, 1996). Equation 9 above can be iterated to solve for the pipe friction coefficient for varying pipe diameters, and hence can be used in Equation 8 to find the major head loss along the conduction line. Given the anticipated prevalence of PVC as the piping material of choice and conservative assumptions elsewhere in headloss calculations, it is assumed that the increase in major headloss effects from any sections


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of galvanized iron (GI) piping, are absorbed into the calculation safety, and major headloss is calculated under the assumption that the entire pipeline is constructed of PVC. If a value is assumed for the friction coefficient f, Equations 6, 7, & 8 can be evaluated for a given pipe diameter and known pipe length to solve for velocity, via Equations 11 & 12:

49.21 = !!

!! 1 + ! !

!+ !" (Eq.11)

! (!"!) = !".!" !!

! !! !!"

(Eq.12)

Having obtained a value for velocity, Reynold’s number can be calculated via Equation 10, and a corresponding value of f can be calculated via Equation 9. If the value calculated for f varies from that assumed by more than the accepted error, the calculated value for f is assumed and used in the subsequent iteration. For these calculations, acceptable relative error is set as 0.10% calculated as:

!""#"(%) = !!""#$%&!!!"#!$#"%&'!!"#!$#"%&'

∗ 100 (Eq.13)

After calculating the velocity of the water, the volumetric flow rate of the water can be calculated by taking the product of the velocity and the cross sectional area of the pipe.

! = !× !!!! × !".!"# !"#$%

! !!! (Eq.14)

Where Q: volumetric flow rate (L/s)

Table 3: Pipe Sizes with Calculated Velocities and Flow Rates – Preliminary Calculations Diameter (inches) Velocity (ft/s) Flow rate (L/s)

2 1.210 0.7475

2.5 1.363 1.317

3 1.492 2.074 4 1.693 4.184

Given a desired minimum velocity of approximately 1.5 ft/s a 3” diameter pipe was selected for the final design. Calculations were revised using actual k values for this pipe size, resulting in


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final a final velocity calculated at 1.57 ft/s and a delivery rate of 2.18 L/s. The matlab code used to evaluate Equations 5-14 is attached to this report as Appendix F. Forces in joints Where the conduction line changes direction, a force must be exerted on the flow to overcome the momentum it has developed. This force is greatest where the change in direction is greatest. For the conduction line, a 90° turn is the most extreme, and therefore the forces acting on that section of pipe are largest. In a closed pipe lying on the ground, the flow is turned by the friction of the pipe length on the ground, by the rigidity of the pipe and by the strength of the pipe joints in tension. The pipe joints must be sufficiently strong to withstand the pressure in the pipe, but can be assumed to be equal to the pressure rating of the pipe, in this case 160 psi. The conduction line does lie on the ground, but it is a narrow section of ground and so lateral movement must be prevented. The worst case scenario must be provided for with the installation of thrust blocks at exterior turns in the pipe. For simplicity’s sake, all thrust blocks should be the same and sufficient to prevent the pipe from moving, where such movement could shift a section of pipe off its ledge, overwhelming the pipe stakes, and taking an entire run of pipe with it and causing major damage to the system. This worst case scenario occurs at a section of pipe at the lowest elevation of the system, where the full elevation water pressure of the system is exerted on a 90° elbow pointing away from the hillside with joint separation on the downstream side of the elbow. The full force of the water pressure is converted to flow, and the force of this flow pushes the pipe away from the hill. The energy equation (Equation 5) relates pressure in a system to flow and elevation change. For considerations of required pressure head and system service, the least elevation was the conservative assumption, but for thrust block analysis, the greatest pressure head is conservative, so the 100 m elevation change shown in the topographic maps will be assumed. For the pipe separated after a 90° elbow, P1, V1 and P2 can be assumed to be zero (0), leaving:

2212VLZ f

D g⎛ ⎞Δ = +⎜ ⎟⎝ ⎠

(Eq.15)

Neglecting minor head loss and assuming the lowest point is halfway along the 2.5 km length (3960 ft. from the source) of pipe and using the parameters in Table 1, the water velocity coming out of the bent end of the pipe is 7.72 ft/s, and the flow, or Q, is 0.381 cfs.


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Table 4 Parameters for Energy Equation Area (A) 0.04909 ft2 Velocity (v) 7.72 ft/s Flow rate (Q) 0.381 ft3/s Major head loss coefficient (f) 0.0227

The direction of concern is the direction away from the hill, here called Y. The momentum equation (Eq.16) describes the forces exerted on a control volume in the Y direction:

2 1( )y y y yf PA F Q v vρ= Δ + = −∑ (Eq.16)

The Pressure near the outlet is zero (0), as is the velocity in the Y direction at the inlet, so the force required to hold the pipe in place is simply ρQv, or 183 lbs or 250 lbs with a safety factor of 4/3. Provided that all exterior force blocks can withstand this force, catastrophic failure with long lengths of pipe lost down the slope will be avoided.

To resist the forces caused by the momentum of water moving through joints in the pipeline, one of two measures will be used. Where possible, concrete thrust-blocks will be installed to counter the resultant forces. Given material availability, where thrust block are feasible they will be constructed using durable mesh concrete bags used in the construction of the cofferdam. Concrete will be mixed in the bag, which will be anchored to the ground by rebar stakes. Where the installation of thrust blocks is unfeasible due to steep slopes or otherwise adverse terrain, galvanized steel pipe strapping will be wrapped around the pipe, and looped through either a U-shaped piece of rebar, or a commercially available ‘earth anchor’, depending on location and the magnitude of the force to be countered. One example considered for 15” screw-type earth anchor is rated for 500lb. Force blocks or anchors at the end of an elbow serve to reinforce the elbow joint only if the joint is in firm contact with the thrust block, which cannot be guaranteed. Should a joint fail before the elbow, the force of water pushing the joint away from the upstream pipe will be the same as in the previous case. Thrust blocks or anchors are therefore required both beside and ahead of exterior turns. Representative drawings are available in Appendix A (Drawings P3, P4). When running the pipeline along steep slopes where it cannot be buried, and where the hillside is soil, not rock, the galvanized strapping and rebar anchors will also be used, after side-hilling to a width of at least three (3) times the diameter of the pipe (see Drawing P3-2, Appendix A). These securing anchors will be used as often as deemed necessary, not further apart than the maximum unsupported pipe length for PVC (~6m in conditions near 100℉ ) Where this is infeasible, or

where ravines must be spanned (a condition that is not expected, based on travel team experience), galvanized steel (GI) pipe will be used, and exact installation details recorded for


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post trip reporting and the compilation of the O&M manual, discussed in section 15.2 of this report.

Tank A potable water storage tank provides a supply of safe, clean drinking water near to town. It is the vessel in which disinfection occurs, and may provide a certain amount of backup supply should problems occur in the conduction line between the source and the town. This suggests that there are two important considerations when sizing a tank, disinfectant residence time and emergency supply. Both are a function of throughput and therefore a function of peak demand. The municipality estimated a 4.5% annual growth rate for Milla Tres. That is more than double both the five year averaged growth rate for Honduras of 2.0% and the 20-year averaged growth rate of 2.2%. According to World Bank data, Honduras has not had population growth above the 1962 high of 3.33%. Taking the 20-year averaged growth rate and including both the upper and lower town (135 houses), the expected town size for the village in 20 years as determined from the exponential growth equation is: !!" = 135 ℎ!"#$#× 1 + 0.022 !" ≅ 209 ℎ!"#$# (Eq.17)

With an average of seven (7) persons per household, the population in 20 years is expected to be 1463 people. Water use per capita per day is estimated to be 70 L for drinking, washing and bathing combined. This is deemed sufficient from observed water use in the town and documentation for water distribution systems in the area. Using a factor of 1.4 to account for a peak day demand the maximum daily demand in twenty years is:

!"#$% !"#$%& = 209 ℎ!"#$#× ! !"#$%&$!!"#$

× !" !!"#$%&∙!"#

×1.4 = 143,400 !!"#

(Eq.18)

Assuming that all the water demand occurs within 12 hours of the day:

!"#$ !"#$%&!" = 143,400 !!"#

× ! !"#!" !!"

× ! !!!"## !"#

= 3.3 !! (Eq.19)

This 3.3 L/s rate equates to a total peak flow tank capacity of 3.5 hours for an assumed combined tank capacity of 11,000 gallons. The existing tank and demand yield a peak flow tank capacity for the houses located at the higher elevation of:

3750 !"#.× !.!"#!!"#

× !!"#$%&

!" !!"#

× !"#!"!!"#

× !"!"#$!!"#$%&

× !"##$!!"#!"#$#

× !!.!

= 5.5 ℎ!" (Eq.20)


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However, with no method for identifying when flow is interrupted to the tank, the amount of emergency water is irrelevant. If cessation of service is the first time anyone knows there is a problem, it means the emergency capacity is already gone. Conversely, with warning, even 3.5 hours of peak flow water is more than enough for a day of restricted service. Depending on the tank sizing determined optimal for the second phase design and implementation, full tanks provide about 28 liters per person for the estimated 20 year growth population. This suggests that identifying loss of flow to the tank is a priority in the tank implementation phase. Should a chlorination system be chosen for disinfection, the system needs to be selected in order to ensure proper dwell time and a proper uniform concentration. Contact time above 20 minutes is deemed sufficient for disinfection at proper chlorine residual levels. This contact time is easily achieved with the discussed tank sizes at more than twice the expected peak flow. A drip chlorinator needs to be calibrated properly to ensure a consistent amount of chlorine is dripped into the water. The tablet chlorinator is attached to the in-feed just prior to the tank. The tablets can be changed out easily, the exposure to water is constant and will not cause any spikes in concentration. It would cut down on any added construction complexities that could arise from mounting a drip system to the top of the tank. For these reasons the tablet system is being considered over the drip system.


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12.3 Drawings Please refer to Appendix A for a complete drawing set pertaining to dam and pipeline construction. Figure 7 presents proposed eventual tank configuration.

Figure 7: Eventual condition - tanks in parallel

13.0 PROJECT OWNERSHIP

In Honduras, each community has a water board that is responsible for collecting a small tax from the community for maintenance and repair of the water distribution system, and for making sure that the system is kept working. In the community of Milla Tres, this ‘junta de agua’ is currently led by Nicholas Cruz. A new board is elected each year by the community to ensure the continued integrity of the board. All operational responsibilities for the water distribution system fall on this board.


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The chapter worked closely with the full board throughout the assessment process. The board was engaged and supportive of the project, and expressed a full commitment to providing information during the design process, working as partners during the implementation phase, and taking full ownership of the project into the future. All facilities of the water supply system will be located on publically owned land, and the location of the dam and pipe route has been approved by a municipal representative. Currently, the site of the proposed storage tank is on privately owned land. However, the community has come to an oral agreement that the land will be granted to the community. A written contract will be provided in advance of construction of the storage tank.

14.0 CONSTRUCTION PLAN

Implementation of the final design must be feasible. A number of factors must be considered in determining this feasibility. All required materials must be available regionally. Required construction equipment must also be available, either directly through the community or with the help of the district government. The community must also have the capacity for the use of this equipment. Construction schedule, including transportation of materials, is also of concern, as all complex work needs to happen under chapter supervision. Finally, construction requires moderate weather, as the dam site drains a small watershed and flows can be large for short durations. Access to dam and conduction line may be inhibited by strong rains. The new tank construction will not be part of the August 2012, implementation trip and therefore none of the constructability issues related to it will be discussed here. However, the tank is the most standardized of the components of the new system. Tanks of the type considered exist in many communities in Honduras, including the small, existing tank in Milla Tres. With the further site analysis performed during the trip, no special problems regarding the tank are expected to arise, given the tank sites proximity to town, the ease of access, and the availability of materials.

Role of the Chapter

EWB- CCNY Chapter members will act as construction managers for the construction of the dam, the conduction line and the tank hookup. Additionally, they will participate in subsurface exploration of the new tank location, existing tank condition evaluation and repair, and restoration of chlorine disinfection to the existing tank. The Chapter will communicate labor and pre-implementation trip schedule to the community and confirm community preparations with regard to material purchase and movement. Finally, the chapter will provide funding for purchase of the majority of construction materials associated with project implementation, including conduction line piping, cement, and rebar.


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Role of the Community Community members will provide skilled and unskilled construction and material transportation labor before and during implementation. The community will provide certain basic materials, such as lumber, sand and aggregate. Chapter estimates suggest that the project will require 20 - 30 total workers during the implementation trip and 5 – 10 workers for a week prior to the implementation trip. The community includes many skilled construction workers who will lead the construction of the system under the supervision of travel team members. The travel team is cognizant of the construction expertise within the community and will ensure conformity with the engineered plan while deferring to the community in all matters in which they are expert including but not limited to material transportation in the area, working with draft animals, and construction methods and processes. Schedule With the long cure times of concrete construction, the need for Chapter members to conduct testing on completed system components and collect data from which to finalize the Operations and Maintenance plan, the Chapter is considering splitting the implementation trip into two staggered trips of 9-10 day duration but no more than seven (7) Chapter members and one (1) mentor on each trip. The Chapter has more than enough members and sufficient mentors to staff staggered trips. Final decision regarding one trip or two staggered trips will be made prior to TAC review. The dam and all other concrete work will commence immediately upon first team arrival in expectation of system testing toward the end of the second team’s trip. In order to facilitate this tight schedule, the Chapter is negotiating with the community to purchase and stage materials prior to the arrival of the first team. Planning is underway to ensure that mission critical pre-trip schedule items are completed and verified with the Chapter. Material Availability The dam and some support foundations for the conduction line will be constructed of reinforced concrete. The conduction line will be made of PVC and galvanized iron pipe with appropriate fittings and valves. All of these materials are available locally, based on August, 2011 soundings by Chapter mentors Stephen Morse and Daniel Garcia. Certain materials related to the temporary coffer dam and conduction line will come with the Chapter team or be specially sourced as discussed below. The tools required to construct the project components are available locally. The Chapter is bringing a gas-powered concrete and stone saw to cut in the shear key toe of the dam. The local method is hand hewing the rock. Using a power tool will speed implementation, but is not a requirement for implementation and therefore should not be a barrier to knowledge transfer or community empowerment. Horses and donkeys are available within the town to help with material transport.


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Dam Material for the dam construction must be taken to the site, or prepared near the site, prior to the travel team’s arrival. These materials include fine aggregate, purchased and transported to the site, and coarse aggregate, screened from the gravel pools at and below the site. Rebar and lumber should also be moved to a safe location near the site and protected from weather with tarps. There is little or no danger of theft at the dam site, due to its location high in the mountain jungle, far from any habitation other than Milla Tres. The first phase of the project is the construction of the cofferdam to divert the water to a higher elevation spillway adjacent to the dam location. The cofferdam is to be constructed of 35 kg gravel filled plastic bags. The bags will be filled at the site and the larger pool downhill from the site. An alternative method is outlined below, which utilizes a large water bladder in conjunction with a shorter berm of rock filled bags. The advantage is speed and ease of installation, the disadvantage is the water bladder’s large size and expense. Coffer Dam Option 1 – Water Bladder Dam This is the most time efficient and easiest way to build the coffer dam. The device consists of an inflatable rubberized material, which is filled with water and then uses the weight of this water to resist and block the flow of the stream. Its installation requires about one extended day of work. The installation is not labor intensive, as the majority of the work is done by the free flowing water which will fill the bladder, using its weight and special straps to keep it docked in place. A coffer dam built using this method needs to be at least one foot higher than the water level. Assuming a water level of about three (3) feet, the water bladder dam would need to be four (4) or more feet tall, including any rock berm upon which the bladder rests. Water bladders of this type are available from US companies and at least one company in Honduras. The chapter has secured a verbal commitment for a discount on or donation of a water bladder dam from a US company. Coffer Dam Option 2 – Plastic Bags Dam The coffer dam can also be built using plastic mesh bags filled with gravel from the river bed. Assuming a dam width of about 20 feet, and using a safety factor of 1.8 the material required for such a dam would be close to 5 cubic meters. Drawing C1 (Appendix A) shows the cross-section of the cofferdam. Using 75 lb (35 kg) bags, which can easily be moved around by workers, 500 bags would be needed. Note that the number of bags needed could be reduced, if stones or other heavy bulk materials were used to build part of the dam. Assuming that half of the material can be obtained from the dam site, and half of it from further away an average filling rate of 4 bags/person-hour is reasonable. That means that if 8-9 people were available to work, a ten hour working day should be enough to build the coffer dam by this method. If the filler comes from more than 200 feet away, the time needed to construct the coffer dam would increase to two days.


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To reduce the flow through the wall of bags, a plastic sheet will be used. The area covered by the plastic sheet will be approximately 15 square meters, with 6mm plastic placed in two layers to reduce the likelihood of through flow due to manufacturing defects. Siphon It is expected that some seepage will occur under the coffer dam, regardless of the method chosen to build it. The flow due to this seepage will be moved off site by a siphon system consisting of a PVC pipe or flexible hose with a length of about 30 feet. A two inch diameter pipe should be enough to carry the flow, depending on the efficiency of the coffer dam. Formwork Once the cofferdam is complete, a 3-inch deep, 6-inch wide channel will be cut as detailed in the impoundment design drawings using a concrete saw brought from the U.S. The formwork for the dam will be assembled with lumber, nails and form ties. Formwork design and construction will be by the method familiar to the community partners constructing the form. Chapter members will oversee formwork construction and confirm its structural integrity to the standard of ACI 347 as outlined in Brigade Concrete Forming Handbook. Lumber will be carried to the site before or during the construction of the cofferdam. The materials to be used for the dam as well as required labor for transporting them are listed in Table 5 and will be carried to the site before and during formwork construction. The bags of Portland cement can be divided into smaller bags to make transport to the site easier.

Table 5: Material Specific Transportation Labor

Material Specification Units Labor Tools Various Various 1 person days Wood Various 30 3 person days

Aggregate: Coarse 1.5 cy of 1” clean aggregate (collected near site) 1 person days Gravel 5 cy (collected near site) 2 person days

Aggregate: Fine .5 cy well graded clean sand 40 4 person days

Cement Portland Cement 10- 100# bags split into ~50#

bags 3 person days

Rebar 30’ x var Cut to size, variable (max 14’) 2 person days Water For concrete mix (collected on site) NA

Food, Drinking Water, Misc

Various Various 4 person days

Total 20 person days


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Table 6: Construction Labor not including EWB team members Material Labor

Site Preparation 2 person days Coffer dam construction 4 person days

Form construction 4 person days Pour 4 person days Total 14 person days

The concrete will be mixed and placed by hand on site. The formwork and cofferdam will be removed at the judgment of the Junta de Agua and EWB-USA CCNY members not less than seven (7) days after concrete placement (75% strength development) based on flow conditions and whether doing so is deemed safe. Non-storm flow conditions are reduced from design conditions by more than a factor of 2, and so are well within the 7 day strength of the dam. Conduction Line The path of the pipeline presents several challenges, as the terrain and accompanying conditions change repeatedly over the approximately 2.5 km distance. Prior to arrival of the travel team, community members will cut back vegetation along the pipeline path, allowing for increased ease of movement for chapter members, materials staging, and labor. Upon arrival of the implementation team, the exact route of the pipeline will be marked. As the terrain makes transportation of survey equipment very difficult, and the heavy canopy effects the accuracy of GPS equipment, a clinometer will be used to approximate slope, assuming that the line does not rise above the elevation of the source, and to determine required locations of air release and pressure release valves.

Where possible, the pipeline will be trenched for protection from person and animal traffic, and UV damage. Some areas exhibit steep grade, making trenching a hazard for slope stability. Where changes in pipe direction occur, particularly in portions of the pipeline that are exposed, concrete thrust blocks or staking anchoring techniques must be used to prevent excess movement that could cause joints to loosen.

As it is impossible to determine with accuracy the number of each type of obstacle or condition along a pipeline of this length prior to final pipeline marking, this design provides typical details of strategies for dealing with expected installation conditions. Table 7 presents a preliminary labor time estimate for conduction line construction. It should be noted that allowances for trenching and exposed conditions are assumed.


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Table 7: Preliminary Labor Estimate, Conduction Line

Task Est. Time

(person-day) Equipment/Tools Development of Access 4 Machetes, shovels Marking Pipeline 3 flags, level Connection at Dam 0.5 drill, mallet, piping Connection at Tank 0.5 drill, mallet, piping Trenching to ~16" (allowance of 1.5 km distance) 8 shovels Stake-Driving at mountain-side (allowance of 1 km distance) 5 sledgehammer, staking materials Laying of Pipe, including all connections and valve installs 8 piping, connections, valves, tape, glue, saw Installation of 'thrust blocks' 6 wood for forms, cement, aggregate, water Materials Transport (throughout construction) 5 Sum 40

15.0 SUSTAINABILITY

15.1 Background Over the last 5 years the EWB-CCNY chapter has worked with communities in Omoa-Cortez, and has been successful in maintaining its partnership with each community’s water board and the Municipality of Omoa. In the assessment trip to Milla Tres, the chapter was able to establish a strong working relationship with the community’s leaders. This enabled the Chapter to effectively communicate the scope of the project that will be implemented, as well as the community’s role in maintaining this system over time. The current president of the water board in Milla Tres, Nicholas Cruz, has demonstrated full understanding of what the community and the water board are accountable for, and how the new water system will be sustained. The Junta de Agua collects 40 Lempiras from 21 households and 30 Lempiras from approximately 60 households every month. This amounts to a total of 2640 Lempiras a month. The funds collected are used in the operation and maintenance of the existing system. According to the water board, a plumber is paid a salary of 500 Lempiras per month to conduct regular maintenance and repairs when needed. The remaining 2140 Lempiras are placed in an account that is monitored by the water board. These funds have been used by the community for a number of purposes. Primarily, they are used for basic maintenance, such as the replacement of broken pipes and for other damages that occasionally occur to the system. However, the community has, in the past, been able to build up sufficient funds to make large scale improvements to their water system, such as the construction of the existing storage tank.


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Past experience in the region and discussions with the Junta de Agua of Milla Tres demonstrate that this fund can be relied on into the future. It is therefore necessary to describe how the maintenance of the new system fit within this budget. The new design is not significantly more complex than the system currently in place; therefore, the cost of maintenance of the new system should not increase unexpectedly in the future. It can be assumed that the salary paid to the local plumber will increase gradually with inflation into the future. The cost of replacing system components should also increase with inflation and with the additional length of the conduction line, relative to the existing systems. Currently, the community does not use the chlorinator located at the tank. A few members of the community stated they do use chlorine in their homes to treat drinking water. The rest of the community does not use chlorine due to its unpleasant taste. The most widely used form of water treatment is boiling, which is done at the individual homes before consumption. Additionally, our team observed while on site that most homes use a rudimentary filtering system, in which a cloth is tied to the faucet output, catching any fragments and organic matter. The Chapter intends to work with the community to identify some method for potable water disinfection and expects that this cost will come from the monies paid to the Junta de Agua. At the same time, individual costs related to point of use chlorination or fuel for disinfection by heat should be reduced to zero in the community. Agua y Desarrollo Comunitario, in Marcala, La Paz, Honduras has identified that tablet chlorination is substantially less expensive than a comparable liquid bleach system (Appendix E). The expected cost of tablet chlorination per household is approximately ten (10) Lempira per month per household, or 1000 Lempira for 100 houses, 25% more than are currently paying into the system. This leaves 1140 Lempira per month, enough for three (3) lengths of 3.0” pipe or six (6) gallons of paint for conduction line UV protection each month. The total cost of operations and maintenance should be less than the total collected, including the estimated cost of chlorination by tablets. There should therefore still be a reserve fund for large unexpected expenses in the future, or distribution line improvements. The Chapter expects to implement an agreed upon disinfection system during the potable water tank implementation trip, the second phase of this system implementation.

15.2 Operation and Maintenance Required maintenance of the facilities should be within the skills of the community and should not include components that are unavailable or difficult to use/install. EWB-CCNY will create a master document written in Spanish and English that will describe and illustrate the water system from source impoundment to tank. This document will be given to the leader of the local water board, Nicholas Cruz. It will include descriptions, definitions, illustrations, maps, maintenance instructions and procedures, troubleshooting guide, and a materials list. The final


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document will likely contain some combination of descriptive diagrams and photos of as-built conditions for clarity. As such, sections of the O&M manual for each system element will be completed and delivered after implementation of the facility. As the tank will be constructed on a later implementation trip, the manual will be updated at its completion. A preliminary bulleted list of items to be included in the manual follows:

Dam: • Inspect dam, clean filter and remove pool debris weekly • Note dam site conditions and water turbidity • Complete log book entry for each weekly inspection • Cut back vegetation biannually

Conduction Line:

• Pipe route walk of exposed sections weekly, and as soon after significant storms as possible, with repairs as necessary

• Weekly stake and ravine crossing structural support inspection section, with repairs as necessary

• Paint sunlight exposed pipe sections yearly • Map of all valve locations, types, and replacement costs • Instructive diagrams for valve replacement and typical joinery • Complete log book entry for each weekly inspection, and note all repairs occurring at this

time or otherwise Tank:

• Inspect and replenish tank treatment system operation as required, dependent on final design of treatment system

• Drain tank, remove sediment, scrub interior and clean filter every two months • Note tank conditions: tank cracking, leaking, surrounding soil erosion, influent and

effluent pipe and valve inspection for cracking, leaks, or deterioration. • Repointing of mortar joints annually or as needed, especially after seismic activity • Complete log book entry for each inspection and cleaning, and note all repairs occurring

at this time or otherwise

15.3 Education The EWB-CCNY Chapter has been designing an English/ Spanish manual for the community in which the system itself and its sustainability will be thoroughly described. With the help of GPHAN (Global Public Health Action Network), who have been collaborating with EWB-CCNY for the past year, a brochure will be developed in which the importance of water treatment, especially using chlorine, will be emphasized. This document will be given to the


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local water board. It will include descriptions, definitions, illustrations, maps, maintenance instructions and procedures, a troubleshooting guide, and a materials list. EWB-CCNY will conduct an training seminar with Nicholas Cruz and the other members of the water board. This will include an information session followed by a site inspection and demonstration. EWB-CCNY will also conduct a community-wide education session in order to inform the residents about the newly installed system. This session will include information about the necessity and function of the chlorine water treatment component of the new system, about the importance and need to adopt recommended water conservation measures and proper usage practices. The EWB-CCNY team is committed to providing the community with the tools and information needed to understand, operate, maintain and sustain their potable water treatment and distribution system. A sample education manual outline follows:

Community Education Manual: I. Master Layout:

A. Full map of system B. Retention System Blueprint C. Storage Tank Blueprint D. Water Treatment System Blueprint E. Conduction Line Junction Blueprints

II. Maintenance A. Retention System

i. Removing accumulated sediment ii. Checking conditions

B. Storage Tank C. Water Treatment System

i. Replacing chlorine ii. Testing Levels

D. Conduction Line i. Finding leak sources ii. Testing pressure iii. Replacing pipes iv. Using gate valves in isolating portions of pipe

III. Repairs IV. Education

A. Health Standards i. Value of treated water ii. Handwashing, etc. iii. Potential for disease.


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16.0 MONITORING

16.1 Monitoring plan for current project The project in Milla Tres is meant to accomplish a number of goals for the community. It is intended to provide the community with sufficient water through the entire year, including the dry season. It is additionally intended to enable the community to treat this water at the site of the storage tank. Finally, it is intended to be sustainable into the future. To monitor the success of this project into the future, a number of metrics will be considered. First, the schedule for each trip after the implementation will include a site visit to confirm that the system is still running. This will be measured by speaking with the water board about the ongoing access to water provided by the system. Additionally, the water board will accompany travel team members on tours of the system. This will facilitate conversation about any issues the community has had with the system while enabling the travel team to examine the system directly. Flow at a number of points along the route and in homes will be checked to confirm that the water distribution system is meeting expectations. The second metric will be the community’s proper use of the water treatment component of the project. A major benefit to the community will come through proper education on the value of water treatment and management. However, since the community has not been using the water treatment options currently available to them, it will be especially important to confirm that social acceptance of the project has been achieved, and that they are putting the system into effective use. This will be measured through discussions with the water board on current practices and surveys on community health. Additionally, it will be confirmed that community funds are being used to buy chlorine for the tank and that the chlorine is being replaced regularly. It should be noted here that the water treatment portion of the design will be a part of the tank design and implementation. Since this is scheduled for a second implementation trip at a later date, details are not included in this report. The third metric will be the ongoing cost and maintainability of the entire system. The operations and maintenance cost will include repairs, general maintenance, and chlorine costs. For the project to be sustainable, it will be necessary for these costs to be less than the current amount of money that the community pays to the water board. The success of the project in these terms will be confirmed by discussing costs with the water board, and confirming that they continue to be able to meet the financial burden of the project. Additionally of concern will be confirming that maintenance of the system is within the capacity of the community. Efforts were made in design to develop a project that was not too complex for the community, and that could be maintained using materials and equipment available to the community. A part of this metric will be confirming that all of the materials the community has needed to maintain the system have been readily available, relatively inexpensive, and within the ability of the community to use.


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16.2 Monitoring of past-implemented projects EWB-CCNY has recently closed out water distribution projects in Las Chicas and La Nueva Suiza. These projects have already been monitored for over five years. The projects have been deemed successes. While the team will continue to communicate with these communities into the future, no major monitoring will take place on these sites. The team will return to La Nueva Suiza to monitor the continued operation of the ventilation project that was completed in the community two years ago. Continuation of this project is pending the addition of corrugated roofing to homes that still need chimneys. If these roofs have been installed, the chapter will look into adding chimneys to more homes in the community. Additionally, the team will reach out to Tegucigalpita. The team found its project there not to be feasible. However, the team continues to provide advice to the community and will confirm that a government project scheduled for that community is proceeding. Details of these monitoring efforts will be included in the post-implementation report to be prepared in September, 2012.

17.0 COMMUNITY AGREEMENT/CONTRACT

The EWB-CCNY Chapter made a formal agreement with the community of Milla Tres in order to establish and define the roles of both the community and the EWB-CCNY team. By signing the document the community agreed to contribute with manual labor and basic materials, such as sand and gravel, during the construction of the system. Additionally, they have agreed to develop methods for maintaining the new water distribution system. In return the EWB-CCNY chapter agreed to develop a new water system, to include a dam at the source, a water storage and treatment tank and a connecting conduction line. In advance of traveling to Honduras to implement the project in August of 2012, this chapter will send a copy of the design plan to the community for confirmation of the contract. Construction will begin with a signed reaffirmation of the mutual commitment of EWB-CCNY and the Milla Tres water board. Figure 8 is an image of the original signed contract, while Figure 9 provides a translated reproduction.


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Figure 8: Signed Agreement Between EWB-CCNY and Milla Tres


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Agreement between: January 22, 2012 Milla Tres and EWB (Engineers Without Borders) EWB-CCNY (Engineers Without Borders- City College of New York Chapter) commits to working together with the habitants of Milla Tres to design and construct a dam, conduction line and potable water tank for the community. In addition, EWB (Engineers Without Borders) will work conjointly with the people of Milla Tres to educate the community on maintaining the system. The Chapter commits to maintaining our presence in the community of Milla Tres for five years. It is expected that the community of Milla Tres will work with EWB to construct the water supply system, provide labor, local basic material like lumber and rocks, and will maintain the system in the future. To contact EBW (Engineers Without Borders ) Milla Tres Email: [email protected] Phone: 504-974-24916 (Nicolas) Phone: 347-301-6512 (Sara) 718-350-0798 (Rachel) _________________________ ____________________________ Tristan Schwartzman Nicolas Cruz EWB-CCNY President Board of Water Leader

Figure 9: Translated Reproduction of Contract between EWB-CCNY and Milla Tres Water Board


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18.0 COST ESTIMATE Best estimates of project cost are presented here. Tables 8 & 9 present estimated costs for each facility, while Table 11 presents a travel budget for both staggered and continuous trip options.

Table 8: Pipe Materials pricing (including contingency)

Item Description/Use Unit Qty Cost / unit (Lampiras) Sum

G.I. piping Galv. Iron Sleeve, 3"

for use where durability requirements are not met by

PVC

c/u 4 115 460 45 deg. Elbow, Galv. Iron, 3" c/u 4 240 960 90 deg. Elbow, Galv. Iron, 3" c/u 2 170 340 Galv. Iron Pipe, SCH40 (6m), 3" 6m length 10 1825 18250 Pressure Rated Coupling, GI-PVC connection between materials c/u 4 300 1200 PVC piping PVC RD26 (rated 160psi) (6m), 3" standard piping material. If

PVC is not 'flared', additional unit cost for couplings

6m length 500 345 172500 45 deg. Elbow, PVC, 3" c/u 750 108 81000 90 deg. Elbow, PVC, 3" c/u 10 115 1150 Valves and Accessories Reducer from 3" to 1/2", PVC T joints, with reducer and air

release valves, for high points along pipe route

c/u 10 60 600 T-joint, PVC, 3" c/u 10 185 1850 Air Valve, 1/2" c/u 10 420 4200 Globe Valve

for flow management and shut-off

c/u 1 2000 2000 Bronze Check Valve c/u 10 565 5650 Bronze Gate Valve c/u 6 1620 9720 Thrust Blocks Bar

for installation of 'thrust block' where necessary

c/u 4 490 1960 Portland Cement bolsa (bag) 2 133 266 Sand m^3 1 320 320 Gravel m^3 1 320 320 Marking / Staking flags for marking pipe path c/100 flags 1 0.5 0.5 earth anchors

for securing pipeline to hillside

c/pkg 1 1330 1330 rebar for staples 30' length 30 190 5700 galvanized steel hangar strap roll rollo (roll) 2 230 460 Other blade

miscellaneous necessities, or possible needs

c/u 6 19 114 saw c/u 0 135 0

PVC pipe glue galón (gallon) 2 620 1240

Teflon Tape rollo (roll) 4 290 1160 Pipe Cutter (GI), 2-4" c/u 1 2450 2450

Sum in Lempira 315200.5

Sum in US Dollars 16589.50


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Table 9: Dam Materials pricing (including contingency) Dam Costs

Item Notes Specifications Units Cost/ unit Total Coffer Dam Aqua Dam In kind donation 3'X7'X29' 1 $1,500.00 $0.00 Shipping + 20% contingency 1 $1,000.00 $1,000.00 Siphon flexible or pvc 2"X30' 4 $2.12 $8.48 Bags for sand 100 bags per unit. US price 20 kg. size 8 $75.00 $600.00 plastic sheeting roll 6 mil 1 $20.00 $20.00 Dam Construction coarse agg collected at site <1.5" clean 1.4 cyd $0.00 $0.00 fine agg + 100% contingency sand 0.5 cyd $16.00 $16.00

Portland cement + 20% contingency. Based on 2006 prices 12 $5.09 $61.08

water collected at site clean 10 cft $0.00 $0.00 Rebar + 100% contingency 30'X var. 10 $5.00 $100.00 wood + 100% contingency 1"X12"X14' 20 $11.02 $440.80 Saw blade In kind donation rock saw 1 $85.00 $0.00 Total (USD) $2,246.36

Table 10: Travel Costing

Staggered Continuous Accomodations Lodging 25 per person/night 3750 3650 food/beverage 10 per person/night 1500 1460 Transportation airfare 600 per person/trip 8400 6000 exit visa 40 per person/trip** 520 360 insurance 30 per person/trip 390 270 rental 75 per car /day 2850 2850 gas 10 per car/day * 570 380

sum 17980 14970 (difference) 3010

*(allowance for extra airport travel with staggered trip) **(one mentor stays in country) person/day for staggered trip - 130 person/day for one team - 126 mentor/day forboth cases - 20


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19.0 SITE ASSESSMENT ACTIVITIES

Site Survey An accurate survey of the proposed location for the tank should be undertaken. A survey of the site was performed on a previous assessment trip, but a more accurate survey would be helpful to determine the maximum size available and location of the proposed tank. Locations of all pre-existing elements on the site should be included. There is a path and several trees which are present at the location which should all be located with annotated pictures taken of each of them. Special attention should be paid to the slope surrounding the plateau, as the stability of the soil under the tank is dependent on the slope. The equipment needed to perform the survey includes standard surveying equipment, measuring devices, and a digital camera to carefully document all aspects of the process. It is estimated the survey will take 3 hours with 3 people participating. Soil Analysis A more detailed analysis of the soil conditions at the build site should also be undertaken during the assessment. A rough location of the tank is included to indicate approximate location where the soil analysis should be performed. The approximate location of the tank should be laid out at the specified location. At the center of the tank location, a soil sample should be taken below the level of organic material, and a sample should be taken of any new type of soil that is encountered as the hole is dug. The hole should ideally be dug until bedrock is reached, but practical considerations will dictate the final depth of the hole. Approximately one meter can be taken as a minimum depth for this exploratory hole. If bedrock is not reached, a metal probe, which can be any heavy metal rod which can be driven into the earth, should be driven into the bottom of the hole as deep as possible. If bedrock is discovered under the hole itself, the probe can also be driven into the ground at various angles to try to locate bedrock at locations radiating out from the central hole location. The purpose of the probing is to try to determine the location of bedrock in the vicinity of the proposed tank location. All depths should be recorded including the depth of any soil samples taken, the depth of the hole, and the depth the probe is driven. At a minimum, soil sampling and soil probing should be performed at three points around the perimeter of the tank location. At two points on each side of the tank in the direction of the decreasing slope the same procedure should be performed if bedrock was not found at the tank location. The two points on each side of the tank should be a distance of the diameter of the tank away from the edge of the tank location. The depth and location of any organic soils discovered should be noted. The depths to which the holes need to be dug are unknown, so the length of time needed to perform the soil analysis is difficult to ascertain. It is assumed the procedure will take five to six hours with four to five laborers and at least one person able to ascertain soil types based on a visual inspection. The tools needed to perform the soil analysis consist of digging implements, one or more metal rods to be used to probe for bedrock, various items to lay out the proposed tank location, collection vessels for soil samples, and a camera to rigorously document


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the process. It is assumed the soil analysis and site survey will be able to be completed in one day with the appropriate number of laborers.

Existing Tank Assessment Since the existing tank will be as part of the new system, its condition needs to be determined. A visual inspection of the entire tank should be undertaken. Any cracks, spalling, or other signs of damage should be noted. Detailed photographs of the tank should be taken with special attention paid to any damaged areas. Pictures of damaged areas should include a ruler or other item to determine the scale of the photo. The dimensions of the tank should be determined including interior and exterior diameters. The thickness of the top and bottom slab should be determined if possible. The location of any access points and inlet or outlet pipes should be noted. Any information that can be gathered about the construction of the tank should be noted. The actual tank should be inspected to determine if it is constructed of poured concrete or, more likely, reinforced masonry. Local residents should be consulted to see if they have any knowledge of the tank construction from participating in its construction. As part of questioning local residents about the existing tank, an assessment of local building practices should be undertaken. Specifically, the population’s skill and comfort level with building the proposed tank out of reinforced, poured in place concrete and out of reinforced masonry should be determined. The slope of the ground around the tank should be measured to help gain an understanding of the strength of soil in the area. A minimal survey needed to determine this slope should be performed. Since the existing tank is along the route to the proposed tank location from the town, this procedure could be carried out by the survey team as they travel to the proposed tank location. A visual inspection of the soil on which the tank is built should be performed. Minimal excavations around the base of the tank should be performed to visually classify the soil type. Pictures appropriate should also be taken to document the soil conditions under the tank. To perform the inspection of the tank, it will have to be drained, so the town will have to be notified that water will be cut off for the specified time period. The assessment of the existing tank will need measuring equipment, a digital camera, survey equipment, and minimal digging tools. The assessment of the existing tank is expected to take three hours with two people. Water Assessment The main issues of concern for the surface water at the source are the turbidity, suspended solids and the existence of pathogens. During the assessment trip this past January, the source water was tested for the presence of coliforms, which came back negative. The turbidity and suspended solids of the source water, however, are unknown and samples will need to be collected and assessed. If the concentration of suspended solids is too high or if the water is too turbid, options such as a sedimentation tank or more advanced filtration methods at the source will need to be considered.


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The current tank has a drip chlorinator mounted to the top of the tank, which was not being utilized as of our last assessment trip. According the villagers, water is treated in their homes prior to using it for drinking or cooking purposes. The reasons behind the chlorinator not being used should be determined in case it signals a future disregard to the drip chlorinator’s maintenance. An agreement must be reached between us and the villagers for an appropriate method, of which they are comfortable with, to properly treat the water under the proper standards of Honduras. An individual in the municipality is supposed to be responsible for treating the local drinking water. We need to determine this individual’s future role in the community, his or her scheduled visits, the methods used and the cost that these services demand.

Table 11: Approximate Assessment activities time requirements

Assessment Respective Tasks Time (hrs.)

Site Survey ●Stakeout of site

4

● Slope survey

● Locate ideal tank coordinates

Soil Analysis ● Dig ~ 3'X3' hole at tank location

8

● Collect stratified samples

● Probe for bed rock

Existing Tank Site

● Inspection 3

● Dimensioning

● Subgrade/slope analysis

Water Quality

● Water Collection/Analysis 1

● Discussion with community

16 Total hrs.

20.0 PROFESSIONAL MENTOR/TECHNICAL LEAD ASSESSMENT

20.1 Professional Mentor/Technical Lead Name (Michael Piasecki, PhD) Michael Piasecki, PhD Associate Professor for Water Resources Engineering

20.2 Professional Mentor/Technical Lead Assessment The base for the preliminary design report was laid during the last trip to Milla Tres in January of 2012. The team discussed the need of a new system with municipality officials and local water board members. Furthermore, the team discussed the process by which the source was selected and the reasons why the current system is inadequate. These discussions clarified the viability of the source and the eventual necessity of a new tank at a different location. In this regard the team (Tristan Schwartzman, Liza Billings, Eric Ilijevich, Rachel Lovell, Liam O’Byrne, Ashley Kebreau, and Sarah Martinez) did a fine job elucidating additional and all relevant information to


of 52

make this assessment. No full assessment of alternative designs were carried out, but the group discussed at length the selection of source, the need for a new tank, how to run the feeder pipe from new source to new tank location, and also using the old system as a backup that remains integrated into the newer system. The selected source makes sense as it is the only available source that has constant productivity throughout the seasons and sufficient volume to sustain population growth for the next 10-20 yrs. In developing a design report, the team worked closely with myself and a number of other mentors and professors both within and outside of the City College of New York campus. The analysis combined research with this advice to produce a cohesive and clear report that demonstrates that the team developed an implementation plan that will meet the standards of EWB-USA. The design team has responsibly concerned all of the facets of the final water distribution project, and feasible plans have been produced for each of these facets. Additionally, the team has given sufficient thought to scheduling and financial issues for this step in the process. The team is very attuned to the potential difficulties in implementing a water distribution project of this size within the available time frame that will be available. To address this concern, the team has decided to build the storage tank to a second trip and is considering staggering travel teams to increase the amount of time available for implementation. I am confident that a clear and feasible schedule will be developed in advance of the trip.

20.3 Professional Mentor/Technical Lead Affirmation I have been engaged in this process from the beginning and also traveled with the team to Honduras. Therefore, I have intricate knowledge of the situation at the locale. The group has been very proactive in engaging me in the design process and as such I feel comfortable accepting responsibility for the course the project is taking.

20.4 Professional Mentor/Technical Lead Name (Stephen Morse, PE) Professional Mentor – Stephen A. Morse, PE VP of EWBNY Professional Chapter

20.5 Professional Mentor/Technical Lead Assessment This preliminary design document was prepared through collaboration of approximately 12-15 students over the course of a 3 month period with the oversight and advisement from myself and Professor Piasecki. Weekly progress meetings were held by the entire team with multiple break-out sessions held weekly. Studies and research were conducted across multiple engineering, planning, public health and economics disciplines and specifically included structural engineering, hydraulics, watershed analysis, pipe flow, soil and rock stability and construction costs and constructability analysis. Project management was performed by individual task leaders responsible for smaller design teams. Individual task leaders perform internal QA before


of 52

presenting findings and recommendations to the broader team where ideas were critiqued and peer-reviewed by the larger group, the project lead, and the professional and academic mentor.

20.6 Professional Mentor/Technical Lead Affirmation I hereby acknowledge my involvement in the design phase of this important project as well as an understanding of the community, having traveled with CCNY to the North Shore area of Honduras in Summer 2011. I accept professional responsibility for the course that the project is taking.

21.0 REFERENCES ACI. (2011). ACI 318-11 Building Code Requirements for Structural Concrete. Farmington Hills: American Concrete Institute. Arthur H. Nilson, D. D. (2010). Design of Concrete Structures, 14th ed. New York City: McGraw-Hill. Fischer, G. (n.d.). Piping Systems. Retrieved March 18, 2012, from George Fischer Piping Systems: www.harvel.com/pipepvc-sch40-80-dim.asp Hwang, N. H. (1996). Funtamentals of Hydraulic Engineering Systems (3rd ed.). Prentiss Hall. The Engineering Toolbox. (n.d.). The Engineering Toolbox. Retrieved March 18, 2012, from www.engineeringtoolbox.com/surface-roughness-ventilation-ducts-d 209.html


APPENDIX A – DRAWING SET

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

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APPENDIX B – DAM DESIGN CALCULATIONS


Rational Method Flow Calculations

, C=0.25 for steep forest (Eq. 1)1 271540.25 1 148 17,000

60mininhr

Q CIAhr galQ acres gal

acre in

=

= × × × × ≅⋅

Shear in Foot

1495.2 Live load V 1495.2 1.6 2392.32 (Eq. 2)

2 '

u

uC

C

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V fc bh

= ⇒ = × =

≥Φ

= (Eq. 3)22 2500 12 2392.3 6380

0.755.32 h=6in unreinforced

in h lbs

h in

× × = × =

= ⇒

Moment in Foot Assuming fixity at the foot Minimum reinforcement – 40 ksi steel

2

,min2

200 12 6 0.36 in controls40,000

3 2500 12 6 0.27 in40,000

sA

⎧ × × =⎪⎪

= ⎨⎪ × × =⎪⎩

(Eq. 4)

Minimum reinforcement, As,min = 0.36 in2/ft. 2@ #4 bars/ft =0.40 in2/ft. Assume fs = fy, ф = 0.9

20.40 40 0.627"0.85 ' 0.85 2.5 12"

s y

c

A f in ksiaf b ksi

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× ×

2 0.627 1'0.40 40 6 91 7.582 75822 2 12"s yaMn A f d in ksi kip in kft lbft⎛ ⎞ ⎛ ⎞= − = × × − = ⋅ × = =⎜ ⎟ ⎜ ⎟

⎝ ⎠ ⎝ ⎠

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2 2 2.005 1

' 0.003 2.5 .0030.85 0.85 12" 6" 1.22 0.400.008 40 .008

cs

y

f ksiA bd in inf ksi

β= = × × × × = >

Assumptions are correct.


0.9 7582 68246824 1.83

1.6 2326

n

n

u

M lbft lbftM lbftSFM lbft

φ

φ

= × =

= = =×

Reinforcement is the minimum: #4 bars at 6 inch spacing vertical in in the upstream face of the dam, running from the top edge into the rock below the foot with sufficient development length for the epoxy bond below the foot. Moment in Downstream Face Considered as simply supported beam Assume 3 inch concrete cover provides 9 inches of effective depth.

,max

2min

2

2

2

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Reinforcement is #5 bars at 6 inch spacing horizontal in in the downstream face of the dam, running from abutment to abutment.

Failure by Uplift Uplift pressure beneath the dam central span at flood conditions:

2

62.3 5' 311.5

311.5 6 18694 ' 6 ' 1' 150 3600

3600 1.931869

w

dam

P z pcf psfF PA psf ft lbsWt pcf lbs

lbsSFlbs

γ= = × =

= = × =

= × × × =

= =


APPENDIX C - MENTOR / TECHNICAL LEAD RÉSUMÉS

DANIEL IGNACIO GARCIA 700 Sevilla Ave

Coral Gables, FL 33134 Tel: +1.305.814.6368

E-mail: [email protected] EXPERIENCE

EMERGENT ENGINEERS, 2012 North & Central America President & Founder Consulting firm co-owned and operated with Central American engineers with the mission of encouraging partnerships with North American firms on engineering projects. Services include rural development consulting, which will focus efforts on providing long-term, technical assistance to development organizations operating in remote regions of Central America. UNITED STATES PEACE CORPS, 2011 - 2012 Honduras Environment & Water Engineer Engineering lead for local non-government organization and assistant to head infrastructure engineer for five municipalities in western Honduras.

Project lead on design, financing and construction management of water supply projects; accomplishments include two detailed designs for potable water supply systems and a topographic study of a city access road

Consultant services for transportation and wastewater projects to nongovernment organizations and municipal corporations, including peer reviews on road, solid waste management, potable water and sewer system projects

Developing partnership program between North American and Central American engineers to align technical human resource needs on development projects in Honduras

PARSONS BRINCKERHOFF / BALFOUR BEATTY, 2009 - 2010 New York, NY Financial Planner Specialist Assist executive management with corporate strategy, mergers and acquisitions, financial planning, operational management and marketing.

Assistant to the company Treasurer Managed $60 million Enterprise budget; identified $20 million in savings Coordinated merger integration efforts, particularly related to cost management, strategic

forecasting and accounting standards change Developed financial models to analyze strategic options during merger talks Assisted in drafting of company annual reports

BNP PARIBAS, 2008 – 2009 New York, NY Project Finance Analyst Conducted financial analysis and due diligence for deal origination of project financing. Provided support for syndication. Managed portfolio of projects. Developed and maintained relationships with clients in North American infrastructure sector.

Succeeded in obtaining internal credit approval for $3 billion in financing Provided support for syndication of $2.3 billion of transportation project financing Managed portfolio of $200 million in road and ports sector

PARSONS BRINCKERHOFF, 2004 – 2008 New York, NY Internal Auditor, 2006 – 2008 Provided support for financial and process controls audits of domestic and international offices and projects. Led domestic operational audits and provided support for audit of domestic energy sector division and company financial operations. Audits included:

£150 million rail project $205 million and £50 million highway projects $140 million bridge project $45 million rail project

DANIEL I. GARCIA Tel: 305.814.6368, E-mail: [email protected]

Coastal Engineer, 2004 – 2006 Consulted to board of container terminal facility and led several construction inspection activities, including review of contractor billing and claims. Led environmental inspection team on construction project. Provided design services for riverside development projects on East River, New York. Projects include:

$140 million bridge construction project $37 million port redevelopment project

HAN-PADRON ASSOCIATES, 2003 – 2004 New York, NY Coastal Engineer Led construction cost estimating. Developed programming code to analyze ocean wave data and develop shore protection measures. Provided design support on several international and domestic coastal and riverine projects. Projects include:

$20 million international, shore protection feasibility study $2 million international, shoreline protection project

UNITED STATES PEACE CORPS Nepal Rural Construction Engineer, 1998 – 2000 Supervised design, cost-estimating and inspection teams for infrastructure development projects. Successfully supported efforts by international development organizations in unifying design and construction code for national bridge building agencies.

EDUCATION

NEW YORK UNIVERSITY New York, NY Leonard N. Stern School of Business Master of Business Administration, January 2009 Specializations in International Finance and Global Business

V.P. of Economic Strategy and Analyst for Michael Price Student Investment Fund 2007–2008 V.P. of Part-time Students of Association of Hispanic and Black Business Students 2007–2008 National Society of Hispanic MBAs 2006, 2007 and 2008 Scholarship recipient

OREGON STATE UNIVERSITY Corvallis, OR Master of Science in Civil Engineering, Ocean Engineering, September 2003 Integrated Minor in Atmospheric Sciences and Oceanography UNIVERSITY OF FLORIDA Gainesville, FL Bachelor of Science in Civil Engineering, Coastal/Structural Engineering, May 1997 Magna Cum Laude

CERTIFICATIONS

Licensed Professional Engineer in State of Florida Licensed Professional Engineer in State of New York

FOREIGN LANGUAGES

Spanish: native fluency in speaking and writing French: basic fluency in speaking and writing Nepali: basic fluency in speaking

ADDITIONAL INTERNATIONAL DEVELOPMENT EXPERIENCE

Engineers Without Borders, Cambodia, 2006-2008

DANIEL I. GARCIA Tel: 305.814.6368, E-mail: [email protected]

CONSULTING EXPERIENCE

UNITED STATES AGENCY FOR INTERNATIONAL DEVELOPMENT, 2012 Engineering Specialist Contactor providing technical expertise in reviewing contract solicitations for design, construction and maintenance of infrastructure facilities and other construction projects including water and sanitation infrastructure, roads and transportation, energy, hospitals, clinics, schools and other public facilities and housing. Providing construction management advice and services for the review of design and bid documents for performance-based and incentives contracts, design-build and design-bid-build contracts, construction oversight and management services.

INTERNATIONAL RURAL WATER ASSOCIATION, 2012 Honduras Water & Sanitation Specialist Liaison between IRWA and local NGO partner Agua Y Desarrollo Comunitario (ADEC) Providing technical assistance and training to ADEC staff, management assistance on portfolio of projects, and guidance on national Circuit Rider program.

Stephen A. Morse, PE, LEED AP – Civil Engineer EDUCATION 2009, Columbia University in the City of New York, New York, NY, Masters of Civil Engineering 2001, Merrimack College, Andover, MA, Bachelors of Civil Engineering EXPERIENCE Mr. Morse is a licensed Professional Engineer in the State of New York with 10+ years in the environmental and geotechnical fields. In addition to current contract and task leadership responsibilities, Stephen’s work experience has focused on the investigation and remediation of hazardous waste sites, geotechnical characterization of proposed development sites, and creation of contract bid documents. Mr. Morse has designed and implemented hundreds of Phase I and Phase II environmental studies and geotechnical investigation programs including the proposed New York Jets Stadium and the Bronx Terminal Market. He has also designed and overseen construction on soil and groundwater remediation systems, such as AS/SVE systems, carbon cleansing systems, and in situ chemical oxidation applications. Stephen has been responsible for interfacing between clients, contractors, and regulatory agencies, and has been responsible for data interpretation, report preparations, and insight into ultimate remedial approaches to environmental problems. Mr. Morse has also managed the preparation of construction documents for numerous clients. As client manager for the NYS Air National Guard, Stephen managed the design and production of contract cost estimates, drawings, specifications and bid procedures. He was also responsible for coordination of in-‐‑house disciplines (civil & architectural) with environmental, structural, mechanical, electrical and fire subcontractors. For five years, Stephen Morse, has been actively involved in Engineers Without Borders. For the New York City professional chapter he is a project engineer on water supply project in Matunda, Kenya and is the current chapter Vice President. In 2010, he initiated and led the Louis Berger Group’s corporate sponsorship program with EWB-‐‑USA. He is also the current professional mentor for City College of New York’s water supply project in Tegucigalpita, Honduras. Mr. Morse has over 10 years of experience as a practicing civil / environmental engineer in the New York City area specializing in Brownfields investigation and remediation. Mr. Morse received his BS from Merrimack College and MS from Columbia University in Civil Engineering and he currently owns and operates Grant Engineering, a private consulting firm in lower Manhattan. 2010-‐‑2011 Grant Engineering -‐‑ Founder / President / Engineer, New York City, New York President and engineer of private engineering consulting firm specializing in civil, environmental, geotechnical and energy disciplines. 2007-‐‑Ongoing Engineers Without Borders – Matunda Health Clinic Water Distribution System, Matunda, Kenya – Lead Subsurface Engineer Managed drilling scope and borehole design and installation of a 150 meter borehole into sand and weathered bedrock. Managed onsite drilling operations including health and safety measures. Designed and managed step draw down test to evaluate yield of borehole. Implemented water quality testing. 2008-‐‑2009 BelleCreation International – Petionville Water Supply Project Assessments, Port-‐‑Au-‐‑Prince, Haiti – Lead Engineer Managed and oversaw site evaluations at three local project sites (schools and churches) with the objective of evaluating current drinking water and sanitary system needs and possible solutions. Worked with a team of NYC-‐‑based architects and engineers and local contractors to create construction cost estimates.

2007-‐‑2010 Phased Remedial Investigation/Feasibility Studies, New York City, New York – Louis Berger Group, Inc. As project manager/ hydrogeologist, has conducted remedial investigations at multiple New York City public and private properties. These efforts included evaluation of available data to develop the scope of work required to meet the objectives of the remedial investigation; completion of work plans, Quality Assurance Project Plans, and Health and Safety Plans; collecting and evaluating analytical and hydrogeologic data through site characterization (the first phase of a remedial investigation) efforts to determine the nature and extent of impacts to environmental media; and completion of remedial investigation/feasibility study reports including environmental and human population risk assessments and development of conceptual site models. These efforts included, well drilling and installation; completion of soil borings; environmental media sampling; monitoring well closures; contaminated soil removal; tank and waste disposal and tank cleaning; geophysical exploration; soil gas sampling/indoor air sampling and testing; vapor intrusion evaluation and mitigation; and test pitting. Was also responsible for post-‐‑investigation and removal closured documentation with NYCDEP and/or NYSDEC. 2006 New York Jets Stadium, New York City, NY –Geotechnical Drilling Inspector – GRB Environmental, Inc. Oversaw and directed two Warren George drill crews concurrently performing geotechnical borings in active rail yard. Gathered and classified soil and rock samples in accordance with the Unified Soil Classification System and New York City Building Code. All geotechnical borings were taken by Acker Drill Rigs mounted on Hi-‐‑Rail gear (for riding on train tracks) with hollow stem augers and split spoons. Oversaw and directed one ConeTec crew performing cone penetrometer tests, some of which were seismic. Collected and characterized undisturbed Shelby Tube samples. 2006 Purex Industries, Environmental Site Investigation and Remediation, Millville, NJ – GRB Environmental, Inc. Conducted step drawdown tests to determine the existing conditions in monitoring and recovery wells. Planned Soil Gas Sampling program and drafted activity summary report for NJDEP. Created site cross-‐‑section diagrams in AutoCAD depicting groundwater potential contours. Performed mass flux calculations to determine contaminant transport. Supervised soil testing completed with cone penetrometer rig. Managed drill crew collecting soil and groundwater samples using a Geoprobe direct push rig. 2005 JFK International Airport, Queens, NY – Geotechnical Drilling Inspector – GRB Environmental, Inc. Managed an indoor, 40+ boring geotechnical field investigation program for a new terminal building. Disturbed samples were collected using rotary, hollow stemmed augers and split spoons. Collected and characterized soil samples in accordance with the Unified Soil Classification System and New York City Building Code. Collected one dozen undisturbed Shelby Tube samples. 2005-‐‑2006 Retail Gasoline Station, Princeton, NJ –Design Engineer – GRB Environmental, Inc. Environmental Engineer examined and interpreted hydrogeological, geochemical, and contaminant analytical data to develop an in-‐‑situ chemical oxidation program. Conducted an infiltration test to determine the connectivity of the fractured bedrock network. CERTIFICATIONS AND TRAINING

• New York State Professional Engineer • United States Green Building Council LEED Accredited Professional • NYS Asbestos Designer License

• OSHA 1910.120 40-‐‑Hour Hazwoper Certification • American Society of Civil Engineers – NYC Chapter • Engineers Without Borders – NYC Professional Chapter Vice President

SKILLS

• Computer Skills: MS Office, AutoCAD 2007 and others • Soccer

Michael Piasecki

Waste Water Treatment Effluent Diffuser for Camden Municipality

Design included wet well sizing, overflow weir configuration, and the design of a 100’ long diffuser with discharge port analyses. The computations included analyses of open channel flow in the upper parts of the system, and pressurized flow in the submerged sections in the context of tidal (time invariant) boundary conditions at the discharge ports. A second analysis included the computation of water hammer and dynamic discharge conditions under various effluent loads and tidal elevation levels.

Forensic Hydrologic Analysis

Numerous projects on forensic hydrology related to flooding events in urban settings. Flow analyses in creeks and streams in addition to rainfall runoff calculations and the resulting load into receiving streams including obstruction assessment, flood level calculations. Besides the computational work this work typically carries the need for extensive surveying of the area affected, i.e. elevation measurements, sizing of flow conveyance systems, and proper accounting for solid walls, sharp bends, vegetation obstruction, tunnel and bridge effects, i.e. items typical in an urban setting.

Stormwater Conveyance System

Rainfall analyses for rural area in Lebanon and design of a rainwater collection and stormwater conveyance system to halt erosion and flooding problems. This work included extensive surveying work to record elevations, slope analyses, and sizing of conduits (both open channels and culverts) for extreme flow events. This work also included the construction phase for the conveyance system, for which it helped that I have a structures background.

Water Distribution System

Analyses of a malfunctioning water distribution system for urban sub-‐section. Using previously compiled map information to design (map) sub system into computer model, demand assessment, supply definitions, extensive flow and pressure analyses in the system at various demand scenarios (especially in late afternoon/evening) to isolate low pressure regions. In addition, I have taught the hydraulic course over many years; pipe network design is and has been one core topic in this class requiring the use of commercial design and analyses software. Incidentally this is the same software that the EWB chapter will get access to (WaterGEMS) as a result of a donation from Bentley Software.

Internships

As part of the German civil engineering curriculum students have to spend a considerable time doing internships. Have spent an accumulated 3 months worth of internships in construction companies (with mostly on-‐ site work) dealing building construction (including piping for water supply and waste collection) as well as road construction including laying pipes for water distribution and water collection (sanitary and stormwater) networks.


APPENDIX D – SUPPLEMENTAL TABLES

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APPENDIX E – PRICE SOURCING – HONDURAS

Articulo Unidad CostoDescripción Unitario

Aceite galón 500.00

Adaptador Hembra LxR PVC ½" Diámetro c/u 3.80

Adaptador Hembra LxR PVC ¾" Diámetro c/u 9.50

Adaptador Hembra LxR PVC 1" Diámetro c/u 8.00

Adaptador Hembra LxR PVC 1½" Diámetro c/u 10.50






Adaptador Macho LxR PVC ½" Diámetro c/u 3.80

Adaptador Macho LxR PVC ¾" Diámetro c/u 4.00

Adaptador Macho LxR PVC 1" Diámetro c/u 8.50

Adaptador Macho LxR PVC 1½" Diámetro c/u 14.00






Alambre de Amarre libra 15.00

Alambre de Triplex #2 pie 16.00

Alambre de Puas rollo 390.00

Aldabas c/u 22.00

Almadana c/u 455.00

Arena m^3 320.00

Angulo 2x2x1/4" c/u 565.00

Barra c/u 490.00

Bisagras de 3" c/u 13.00

Bloques de Cemento de 4" c/u 11.00

Bomba (3.5 hp) c/u 10,000.00

Bomba Flexi c/u 300.00

Banco de Prensa con Cadena c/u 2,300.00

Brocha 2" c/u 24.00

Cable de Acero 3/8" Diámetro Pie 11.00

Cable de Acero 1/2" Diámetro Pie 15.00

Camisa HG ½" Diámetro c/u 8.50

Camisa HG ¾" Diámetro c/u 12.00

Camisa HG 1" Diámetro c/u 18.00

Camisa HG 1½" Diámetro c/u 40.00





Cemento Gris Portland bolsa 133.00

Orden de MaterialesProyecto: Santa Cruz, San Manuel de Colohete, Lempira

Orden de Materiales, Página 1 de 8



Cepillo Metal c/u 40.00

Cinceles (1 X 8) c/u 90.00

Cinta Teflón rollo 290.00

Clavos 1½" libra 14.00

Clavos 2" libra 12.00

Clavos 2½" libra 12.00

Clavos 3" libra 12.00

Clavos para Lamina de Zinc libra 17.00

Clavos de Acero 2½" libra 1.00

Codo HG 45 Grados ½" Diámetro c/u 8.00

Codo HG 45 Grados ¾" Diámetro c/u 14.00

Codo HG 45 Grados 1" Diámetro c/u 26.00

Codo HG 45 Grados 1½" Diámetro c/u 55.00






Codo HG 90 Grados ½" Diámetro c/u 8.50

Codo HG 90 Grados ¾" Diámetro c/u 13.00


Codo HG 90 Grados 1½" Diámetro c/u 45.00




Codo HG 90 Grados 6" Diámetro c/u 1,245.00

Codo HG 90 Grados 8" Diámetro c/u 1,550.00

Codo PVC 45 Grados ½" Diámetro c/u 8.00

Codo PVC 45 Grados ¾" Diámetro c/u 9.00

Codo PVC 45 Grados 1" Diámetro c/u 12.00

Codo PVC 45 Grados 1½" Diámetro c/u 25.00





Codo PVC 45 Grados 8" Diámetro c/u 1,080.00

Codo PVC 90 Grados ½" Diámetro c/u 3.80

Codo PVC 90 Grados ¾" Diámetro c/u 4.50


Codo PVC 90 Grados 1½" Diámetro c/u 18.00









Corta Tubo ½" - 2" c/u 1,520.00

Corta Tubo 2" - 4" c/u 2,450.00

Electrodos c/u 22.00

Flotador 1" Diámetro c/u 300.00

Grava m^3 320.00

HG-SCH40 ½" Diámetro lance 280.00

HG-SCH40 ¾" Diámetro lance 340.00

HG-SCH40 1" Diámetro lance 485.00

HG-SCH40 1½" Diámetro lance 745.00

HG-SCH40 2" Diámetro lance 1,080.00





Hierro Corrugado 3/8"x30' varilla 88.00

Hierro Liso 1/4"x30' varilla 33.00

Instalacion de Transformador c/u 6,200.00

Juego de Rodo Completo c/u 90.00

Ladrillo Rafón 3"x6"x11" c/u 6.00

Ladrillo Rafón 3"x16"x6" c/u 12.00

Lámina de Plywood 3/16"x3'x7' lamina 255.00

Lámina de Zinc c/u 75.00

Lámina de Zinc Cal. 32, 28"x6' c/u 75.00

Letrina de Cierre Hidráulico c/u 1,200.00

Lija pliego 750.00

Lija de Agua pliegos 750.00

Llave #36 para tubo c/u 1,420.00

Llave Ajustable para tubo ½" - 3" c/u 720.00

Llave Ajustable para tuercas (Cressina) c/u 360.00

Llave Espita ½" Diámetro c/u 15.00

Llave PVC ½" Diámetro c/u 24.00

Losa Elevada c/u 168,000.00

Madera 1"x12"x14' c/u 210.00

Madera 1"x3"x8' c/u 30.00


Madera 1"x8"x10' c/u 100.00

Madera 1"x10"x10' c/u 150.00

Madera 2"x4"x10' c/u 100.00

Madera 2"x2"x3½' c/u 19.00









Madera 2"x2"x4½' c/u 60.00

Madera 2"x2"x6½' c/u 70.00




Madera Aserrada pies.t. 15.00

Mordazas c/u 15.00

Niple HG .25m x ½" Diámetro c/u 12.00

Niple HG ½" x 6" c/u 19.00

Niple HG 1" x 6" c/u 42.00

Niple HG 1.6m x ½" Diámetro c/u 40.00

Niple HG 1½" x 6" c/u 60.00

Niple HG 2" x 6" c/u 70.00

Niple HG 3" x 6" c/u 115.00

Niple HG 4" x 6" c/u 160.00

Niple HG 6" x 6" c/u 250.00

Niple HG 8" x 6" c/u 350.00

Palas c/u 140.00

Panelit 3' x 4' x 11mm c/u 160.10

Panelit 3½' x 4' x 11mm c/u 184.20

Panelit 3½' x 2' x 11mm c/u 92.50

Panelit 2' x 3' x 11mm c/u 80.00





Parrilla c/u 200.00

Pasadores c/u 38.00

Pegamento PVC galón 620.00

Perforación del Pozo pies 600.00

Piedra m^3 300.00

Pintura (Aceite) - Celeste galón 190.00

Pintura Impermeabilizante galón 190.00

Pintura Anticorrosivo galón 175.00

Piocha c/u 125.00

Poste para Cerca c/u 50.00

PVC-RD13.5 ½" Diámetro lance 34.00

PVC-RD13.5 ¾" Diámetro lance 50.00

PVC-RD13.5 1" Diámetro lance 100.00

PVC-RD13.5 1½" Diámetro lance 200.00







PVC-RD13.5 6" Diámetro lance 2,000.00

PVC-RD13.5 8" Diámetro lance 4,000.00

PVC-RD17 ½" Diámetro lance 0.00

PVC-RD17 ¾" Diámetro lance 49.00

PVC-RD17 1" Diámetro lance 76.00

PVC-RD17 1½" Diámetro lance 160.00




PVC-RD17 6" Diámetro lance 1,940.00




















Reductor Bushing HG ½" - 1" Diámetro c/u 20.00

Reductor Bushing HG ½" - 1½" Diámetro c/u 31.00




Reductor Bushing HG ¾" - 1" Diámetro c/u 19.00

Reductor Bushing HG ¾" - 1½" Diámetro c/u 33.00




Reductor Bushing HG 1" - 1½" Diámetro c/u 35.00

Reductor Bushing HG 1" - 2" Diámetro c/u 39.00


Reductor Bushing HG 1½" - 2" Diámetro c/u 150.00









Reductor PVC ¾" - ½" Diámetro c/u 3.00

Reductor PVC ¾" - 1" Diámetro c/u 3.50

Reductor PVC ¾" - 1½" Diámetro c/u 9.00

Reductor PVC ¾" - 2" Diámetro c/u 13.50

Reductor PVC ½" - 1½" Diámetro c/u 9.00

Reductor PVC ½" - 2" Diámetro c/u 13.80



Reductor PVC 1" - 1½" Diámetro c/u 9.00

Reductor PVC 1" - 2" Diámetro c/u 14.00


Reductor PVC 1½" - 2" Diámetro c/u 14.00

Reductor PVC 1½" - 3" Diámetro c/u 50.00





Rejilla (1.50mx0.70m) c/u 800.00

Segueta c/u 19.00

Serrucho c/u 135.00

Tapadera Metálica c/u 11.00

Tapón Copa HG ½" Diámetro c/u 15.00

Tapón Copa HG ¾" Diámetro c/u 18.00

Tapón Copa HG 1" Diámetro c/u 20.00

Tapón Copa HG 1½" Diámetro c/u 36.00






Tapón Copa PVC ½" Diámetro c/u 2.50

Tapón Copa PVC ¾" Diámetro c/u 3.00

Tapón Copa PVC 1" Diámetro c/u 6.00

Tapón Copa PVC 1½" Diámetro c/u 8.20






Tarraja ½" c/u 620.00




Tarraja 1" c/u 1,200.00

Tarraja 1½" - 2" c/u 1,900.00

Tarraja 2" - 4" c/u 20,000.00

Taza Hidraulica c/u 990.00

Taza Simple c/u 300.00

Tee HG ½" Diámetro c/u 14.00

Tee HG ¾" Diámetro c/u 23.00

Tee HG 1" Diámetro c/u 40.00

Tee HG 1½" Diámetro c/u 76.00






Tee PVC ½" Diámetro c/u 5.00

Tee PVC ½"x1" Diámetro c/u 16.00

Tee PVC ½"x2" Diámetro c/u 35.00

Tee PVC ¾" Diámetro c/u 8.50

Tee PVC 1" Diámetro c/u 13.00

Tee PVC 1½" Diámetro c/u 25.00





Tee PVC 8" Diámetro c/u 1,600.00

Tenazas c/u 80.00

Tinner galón 180.00

Transformador (15 kv) c/u 45,000.00

Transformador (25 kv) c/u 65,000.00

Unión Universal HG ½" Diámetro c/u 42.00

Unión Universal HG ¾" Diámetro c/u 48.00

Unión Universal HG 1" Diámetro c/u 54.00

Unión Universal HG 1½" Diámetro c/u 120.00




Unión Universal HG 6" Diámetro c/u 2,632.00

Unión Universal HG 8" Diámetro c/u 4,825.00

Válvula de Aire ½" Diámetro c/u 420.00

Válvula de Cheque de Bronce 1" Diámetro c/u 150.00

Válvula de Cheque de Bronce 1½" Diámetro c/u 200.00



Válvula de Cheque de Bronce 4" Diámetro c/u 1,100.00






Válvula de Compuerta de Bronce ½" Diámetro c/u 210.00

Válvula de Compuerta de Bronce 1" Diámetro c/u 380.00

Válvula de Compuerta de Bronce 1½" Diámetro c/u 520.00

Válvula de Compuerta de Bronce 2" Diámetro c/u 655.00

Válvula de Compuerta de Bronce 3" Diámetro c/u 1,620.00




Válvula de Globo Hembra PVC ½" Diámetro c/u 35.00

Válvula de Globo Macho PVC ½" Diámetro c/u 45.00

Válvula de Flotador ½" c/u 275.00

Válvula de Flotador 1" c/u 340.00

Válvula de Flotador 1½" c/u 1,520.00

Válvula de Flotador 2" c/u 1,780.00

Varilla de Hierro ½"x30' c/u 170.00

Varilla de Hierro 1/4"x30' lance 35.00





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http://www.adechonduras.org/

mailto:[email protected]


APPENDIX F – PIPELINE MATLAB CODE

% CALCULATION FOR HONDURAS PROJECT% PIPING GROUP% CALUCATION FOR WATER DEMAND% Tenzin Getso

clear allclose allclc

disp(' CALCULATION FOR HONDURAS PROJECT BY TEAM PIPE ')disp(' ')m2ft = 100/30.48;deltaz = 15*m2ft % elevation different in ftx = 2500*m2ft;L = sqrt(x^2+deltaz^2); % pipe lenght in ftL = 4*L/3; % after multiplying by third to take into account variation in topographyg = 32.2; % acceleration due to gravity

% different coefficients for head loss due to change in geometryd = [3 4]'; % Eliminited others, decided to choose 3 or 4 inch diameterd = d./12;k_entrance= 0.78; % assuming perfectly horizontal pipe at exit at the source. MOST CONSERVATIVEk_exit = 1; % for any type of exit . IRRESPETIVVE OF PIPE DIAMETERk_bent45 = [0.29 0.27]; % threadedk_AR = [0.36 0.34]; % for air release valve, using constant for T shape typically used for branchingk_gatevalve = [0.14 0.14]';k_globevalve = [6.1 5.8]';k_checkvalve = [1.8 1.7];% assume swing type

n_bent45 = 900; % total number of 45 degree bentn_AR = 10;n_gatevalve = 10; % total number of gate valvesn_globevalve = 2;n_checkvalve = 15; % total number of check valves

nue = 1.08e-5; % kinematic viscosity%sum of total minor head losses EXCLUDING gatevalve and globevalveK = k_entrance + k_exit;e_pvc = 2.33*10^-5;

output = zeros(6,3);display(' PIPE DIAMETER(INCHES) VELOCITY(FEET/SEC) FLOW RATE(GALS/SEC) WATER ACCUMULATION IN A DAY (GALLONS)')max_diff= 1; % intial value assignedf_pvc = 0.02; % intial assumptiondiff = 1;syms f

% change the value of i from 1 t0 2 until efficient code is found

for i = 1; while diff > 0.001; T = f_pvc*(L./d(i))+ K + k_bent45(i).*n_bent45 + k_AR(i).*n_AR ... +n_gatevalve.*k_gatevalve(i) + n_globevalve.*k_globevalve(i)... + k_checkvalve(i).*n_checkvalve;

+n_gatevalve.*k_gatevalve(i) + n_globevalve.*k_globevalve(i)... + k_checkvalve(i).*n_checkvalve; V(i) = sqrt(2*g*deltaz./T); % velocity NR = (V(i)*d(i))/nue; syms x sol = solve(x+2*log10((e_pvc./d(i))/3.7 + 2.5.*x./NR)); x = double(sol); f = (1./x).^2; diff = abs(f_pvc - f); f_pvc = f; end V(end); f_pvc(end); Q(i) = V(end).*(pi/4).*(d(i)).^2* 7.48051948; % volume flow rate in gals/s Volume_per_day(i) = Q(i).*60*60*24; % total volume accumulation in a day in gallons fprintf(' %2.1f %5.3f %5.3f %5.0f\n'... ,d(i)*12,V(end),Q(i),Volume_per_day(i))end

CALCULATION FOR HONDURAS PROJECT BY TEAM PIPE

deltaz =

49.2126

PIPE DIAMETER(INCHES) VELOCITY(FEET/SEC) FLOW RATE(GALS/SEC) WATER ACCUMULATION IN A DAY (GALLONS) 3.0 1.566 0.575 49697

Published with MATLAB® 7.9

document 525 pre-implementation report

Documents