TECHNICAL, ORGANIZATIONAL, AND SOCIAL CHALLENGES OF PROJECT

DEVELOPMENT IN RURAL LATIN AMERICA: A HONDURAN CASE STUDY

By

Douglas M. Messenger

A REPORT

Submitted in partial fulfillment of the requirements

For the degree of

MASTER OF SCIENCE IN ENVIRONMENTAL ENGINEERING

MICHIGAN TECHNOLOGICAL UNIVERSITY

2004

Copyright © Douglas M. Messenger 2004

ii

This report “Technical, Organizational, and Social Challenges of Project Development in Rural

Latin America: A Honduran Case Study,” is hereby approved in partial fulfillment of the

requirements for the Degree of MASTER OF SCIENCE IN ENVIRONMENTAL

ENGINEERING.

Civil and Environmental Engineering

Master’s International Program

Signatures:

Report Co-advisor: _______________________________

David Watkins

Report Co-advisor: _______________________________

James Mihelcic

Department Chair: _______________________________

C. Robert Baillod

Date: _______________________________

iii

Preface

While I worked in Honduras as a Peace Corps volunteer (PCV) for two years from 2002 through 2004,

I was welcomed into the community and developed many warm relationships. I also worked with

many different organizations and communities, and completed several system designs. Many of these

were for communities with which Peace Corps water and sanitation technicians had developed

relationships and evaluated the feasibility on both social and technical levels. I also completed designs

for sewer expansions for two municipalities, which I expect to be built and maintained successfully.

My focus and time while in Honduras was divided between many projects, which is more typical for

other development agencies than for PCVs. In most Peace Corps projects, a volunteer works with a

small number of communities, most specifically the one in which they are living. This allows the

volunteer time to know a community well, through informal development of personal relationships.

Perhaps this is the best way of addressing community development, but I explore the possibility and

the liability of collecting social information more directly through surveys as a way of addressing

needs through a wider geographical area.

While my relationship with various organizations is described in this paper, I chose to focus on one

particular village, Sabanetas, about an hour journey by automobile or bus from the small city where I

resided. I chose Sabanetas for a variety of reasons, mostly because it was a technically complex and

interesting project. As it turned out, it became even more socially and organizationally difficult, as this

village is a community with many obstacles to development. While I entered the situation with

excellent technical training and abilities, I had a limited amount of personal experience and training in

rural international development. I struggled with my role and relationship with this community, in a

large part because I neither developed a close personal relationship with the community nor collected

the social information though good quality surveys.

The message that I hope to deliver with this paper is that working with a community, especially as a

PCV, is a learning process. I hope that the reader improves understanding of the challenges that can be

encountered in the field. Organizational and financial readiness of communities must be evaluated

early on, and reevaluation is a continuing process. In the end, these challenges of the Sabanetas

project have made a much more interesting topic for this paper than if the project had gone forth in a

straightforward manner, with only technical issues to deal with.

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Table of Contents

Preface.......................................................................................................................................................... iii

Table of Contents..........................................................................................................................................iv

List of Figures...............................................................................................................................................vi

List of Tables ................................................................................................................................................vi

Acknowledgements .....................................................................................................................................vii

List of Abbreviations................................................................................................................................. viii

Abstract .........................................................................................................................................................ix

1 Introduction............................................................................................................................................1

2 Introduction to Sabanetas, Honduras....................................................................................................2

2.1 National Statistics...............................................................................................................2 2.2 Physical Characteristics of Sabanetas...............................................................................3

3 Development Theory and Social Survey..............................................................................................6

3.1 Aid and Power - Paternalism..............................................................................................6 3.2 Miscast Roles in Development Projects.............................................................................7 3.3 Factors Relating to O&M Failure........................................................................................8 3.4 Payment Issues in O&M.....................................................................................................8 3.5 Community Survey.............................................................................................................9 3.6 Contingent Valuation Survey............................................................................................10 3.7 Value Placed on “Free” Materials.....................................................................................11

4 Development in Honduras ..................................................................................................................12

4.1 The Players ......................................................................................................................12 4.1.1 Development and Government Agencies .................................................................12 4.1.2 The Local Community...............................................................................................13 4.1.3 The PCV ...................................................................................................................13

4.2 Working with Sabanetas ..................................................................................................14 4.2.1 Level of Support and Interest....................................................................................15 4.2.2 Economic Strata within the Community ....................................................................16 4.2.3 Public Tapstands ......................................................................................................16 4.2.4 Communication and Planning Abilities......................................................................17 4.2.5 Democratic Process and Decision Making ...............................................................19 4.2.6 Parachute Project Problem.......................................................................................20

5 Technical Engineering for Water System Design .............................................................................21

5.1 Site Reconnaissance and Project Feasibility ...................................................................21 5.2 Topographic Survey .........................................................................................................22 5.3 Water System Design ......................................................................................................23

6 Engineering Evaluation and Design for Sabanetas............................................................................24

6.1 Status of Equipment and Design......................................................................................24

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6.2 Evaluation of Water Source Alternatives .........................................................................24 6.2.1 Collect Water at the Original Point............................................................................25 6.2.2 Bored Well ................................................................................................................26 6.2.3 Collect from Upstream Springs.................................................................................26 6.2.4 Selection of Water Source........................................................................................27 6.2.5 Suitability of the Proposed Source............................................................................28

6.3 Storage Tank Site and Pump Configuration ....................................................................28 6.4 Cistern/Pump Location Decision......................................................................................31 6.5 Elevated Storage Tank Site and Pump Configuration .....................................................31 6.6 Finished Design ...............................................................................................................33

7 Conclusions and Recommendations...................................................................................................35

7.1 Further Work in Sabanetas..............................................................................................35

References....................................................................................................................................................37

Appendix A Pump Selection

Appendix B AHJASA water board statutes

Appendix C Final design for system with surface tank

Appendix D Tower design (Calculations and Figures)

Appendix E Proposal and materials list for Appendix C design

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List of Figures

Figure 1 Map of Honduras ..........................................................................................................3

Figure 2 Picture of Sabanetas from near the center of town.......................................................4

Figure 3 Houses, potential tank and potential dam location.......................................................5

Figure 4 Raising water from a well...........................................................................................26

Figure 5 Hydraulic and terrain elevations of the conduction and pump lines ..........................29

Figure 6 Map of final design of potable water system for Sabanetas.......................................34

List of Tables

Table 1 Estimation of future population in the design period ...................................................4

Table 2 Basic design parameters ...............................................................................................4

Table 3 Comparison of potential pumps for transporting water to a storage tank ..................30

Table 4 Comparison of potential pumps for transporting water to an elevated tank ..............32

Table 5 Quality of service for each of the two storage tank locations ....................................33

vii

Acknowledgements

First I would like to thank my report advisors Dr. Jim Mihelcic and Dr. Dave Watkins for giving me

support and direction throughout my time at Michigan Tech and while in Honduras, helping to shape

my experience in the Peace Corps and pushing me to think in new ways about the topics of this report.

I would also like to thank my other committee members Dr. Dave Hand and Dr.Carol MacLennan for

the valuable feedback that they offered. Dr. Joe Heyman contributed valuable insight early in the

development stage of this report.

Too many to list them all by name, many Peace Corps volunteers in Honduras must be thanks for both

social and technical support. I do want to make a special note of Lauren Candia, Mark Jackson, and

Ben Hildner. They are great friends with whom I shared some of the best experiences in Honduras.

Additionally, Lauren helped me to organize my thoughts on the paper, and Ben supplied some

valuable details about the community of Sabanetas. In addition to volunteers, the program manager of

the water and sanitation sector of Peace Corps Honduras, Martin Rivera, was always a good source of

technical information as well as personal support.

Likewise, there were too many Honduran friends and good neighbors to thank them all by name. I

would like to make a note of Mildred Garcia, who has been both a great friend and also a source of

information about the inner working of the development agency where she was a manager. And a

special thanks to the Hernandez Vazquez family who made me feel at home, and who became my

Marcala family.

viii

List of Abbreviations

AHJASA – Asociación Hondureña de Juntas Administradoras de Agua

ENEE – Empresa Nacional de Energía Eléctrica (National Electric Energy Company)

FHIS – Fondo Hondureño de Inversión Social

O&M – Operation and Maintenance

PCV – Peace Corps Volunteer

SANAA – Servicio Autónomo Nacional de Acueductos y Alcantarillado (National Autonomous

Water and Sewer Service)

UNICEF – United Nations Children’s Fund

WHO – World Health Organization

ix

Abstract

Developing a rural infrastructure project in a developing country involves much work beyond the

technical aspects of the project. Understanding and knowledge of the community is essential for long-

term success of a drinking water system. My experience in a Honduran village provides a case study,

illustrating the necessity of collecting social and technical information before embarking on extensive

topographic surveys and hydraulic design work.

A development agency also needs to recognize the implicit power relationship implied in giving aid.

Once this unequal balance of power is accepted, the agent should use care and discretion to listen to

the community members’ wants and needs and to guide them in choices and responsibilities for

operation and maintenance of a water system. This is assuming a common goal of better health and

improved economic status of the community. Many authors advise extensive questioning and training

of villagers as the first step in project planning.

When I arrived in the village, previous Peace Corps volunteers had already completed some work on

the project. While making technical changes to the existing plans, I never reevaluated the basic

assumption that the community needed a drinking water system with a pump and private household

connections. While working on the topographic survey and other preparations, I repeatedly

encountered difficulties surrounding the organization of the water board. I disregarded these warnings

and continued with the study and design.

I quickly learned that many technical features needed to change from their original plan. I changed the

location of the water intake to a location that would suffer from less contamination. I also elaborated

two different designs based on differing storage tank configurations. One design included a surface

tank, and the other had a water tower at a different location. Detailed cost analysis is given to compare

these two choices.

After all of this study and design work, I realized that the community did not have the necessary unity

or economic resources (even with agency aid) to build and maintain an expensive and complicated

pump system. Thus, I recommend further work with the community to evaluate interest in improved

drinking water quality. If the interest is present, I suggest two possible technical solutions, but more

importantly, that the villagers be surveyed on an individual basis to confirm the usefulness of the plan

and widespread support.

1

1 Introduction

When working with a rural community on an engineering development project in a developing

country, the engineer or technician encounters challenges that extend beyond technical issues into the

areas of social preferences and organizational abilities of the beneficiaries. Additionally, development

agencies frequently have organizational, temporal and budget constraints that need to be considered.

The objective of this paper is to explore both the challenges of working with both the beneficiaries and

development agencies on infrastructure projects in rural Latin America. I use my personal experience

in designing a small drinking water system in the agrarian community of Sabanetas, Marcala, La Paz,

Honduras as a case study. Chapter 2 introduces briefly the case study village, Sabanetas, and the

country of Honduras.

Change and growth in the community leadership and organization are essential to long-term

development. However, the question of the legitimacy of bringing and imposing outside values to a

local community comes with any effort to create social change. There remains a continuing tension

between paternalism and local control when considering the appropriate relationship of development

agencies and communities that they seek to serve. The best project would impose some external

values that are necessary for long-term project success, while accepting and working with local values

and beliefs as much as possible, and always maintaining the goal of community independence. A

community survey is an essential first step, both to impose some necessary outside values and

knowledge, and so that the agent can learn about the local values and needs. Chapter 3 discusses the

general points of development, first considering the abstract and theoretical literature, then proceeding

with practical principles, specifically community surveys, which can be used in the field.

Chapter 4 presents the organizational aspects of development in Honduras, specifically as they apply

to the drinking water project for Sabanetas. Several stories illustrate the organizational difficulties in

working with this particular community, as work on the project progressed. Some of these might have

been avoided had I familiarized myself more thoroughly with the community before elaborating the

technical design. After each story, there is a commentary on how a greater familiarity with the

community might have supplied the opportunity to avoid or prepare for these difficulties.

The technical requirements to develop a small-scale water system for a small rural community include

the initial community investigations, topographic survey, design, funding, construction, and planning

for operation and maintenance (O&M). Because the case study that is detailed in this paper also

2

included an electric pump as part of the design, an introduction to pump sizing and selection is also

covered. The general principles of engineering design in Honduras are discussed in Chapter 5.

These principles are illustrated in detail in Chapter 6 for the case study of Sabanetas, where two design

alternatives are presented and compared. This chapter parallels the events in Chapter 4, but with an

emphasis on the technical aspects of the project. In the first part of this chapter, the design on which

the community had already been working was shown to be unfeasible (both the water source and the

surface storage tank location). A new topographic survey and design give much better results using a

different water source and a different surface based storage tank location. Also considered and

evaluated was an elevated storage tank tower at the same site as the unfeasible surface storage tank.

At the end of this chapter, an optimal design is presented, within some limiting parameters of the

community and the funding agency.

The conclusion reevaluates the appropriateness of the design that is presented in Chapter 6. Because I

did not first conduct a community survey, but instead proceeded directly to the study and design phase

of the project much of the work on the project was misdirected. While working with the villagers, I

learned much of the information that should be gathered in the community survey. This information

forms a foundation for reevaluation of the entire project. The final design decisions must not always

reflect a purely technical analysis, but need to consider the appropriateness of the technology for the

individual community. Thus, I conclude that the complicated pump design presented in Chapter 6 is

not appropriate, and recommend additional community survey work to discover what other

alternatives might be appropriate.

2 Introduction to Sabanetas, Honduras

2.1 National Statistics

Honduras is one of the poorest countries in the Western hemisphere (CIA 2002). It has the lowest

average income in Central America, including neighboring Guatemala, El Salvador, and Nicaragua

(Figure 1), but has lower infant mortality and longer life expectancy than Guatemala (Population

Reference Bureau 2003). Most of the people living in rural areas have sufficient food and adequate

shelter, but some suffer from malnutrition, for lack of variety. The poorest live almost entirely on corn

tortillas, with some dry red beans and occasionally some dairy. To receive any cash at all, they must

work for very low wages, usually during the four-month coffee-cutting season. There are few wage

labor jobs available the rest of the year.

3

The World Health Organization (WHO) and United Nations Children’s Fund (UNICEF) report that

the current rural coverage of potable water is 82% (2000). It is not clear how they arrive at this

number. To survive, everyone must have access to some water. The more important questions always

revolve around the quality and quantity of the available water. Many of the drinking water systems in

the department of La Paz, where I lived, were contaminated with fecal coliforms, agricultural

chemicals, or high levels of iron. Additionally, if access was difficult, the small quantity of water

available at the home negatively influenced the levels of personal hygiene, especially hand washing.

2.2 Physical Characteristics of Sabanetas

In Sabanetas, there are approximately 60 houses or locations with pending construction within the

expected service area. About 30 houses form the center of the community, near the highway that

follows one of the highest ridges for miles around. In addition to the 30 houses grouped near the

center, there are approximately another 60 houses in the more outlying areas, but only about half of

these were included in the final design, some because they were very far away and at elevations where

Figure 1. Map of Honduras

4

water from the system would not reach. Other households

that could have been well served by the water project

needed to be asked why they have chosen not to

participate.

Table 1 shows the current and estimated future population

for the design period. The basic design parameters are

listed in Table 2. The calculations used for both of these

tables are detailed in Appendix C. A map of the

community (Figure 3) shows the locations of the houses,

public buildings, and proposed dam and storage tank

locations.

The people of Sabanetas established the community in a location where access to potable water, and

even positioning a storage tank, is difficult. People build communities in certain locations for a variety

of reasons sometimes without prioritizing easy access to potable water. This location offers fantastic

vistas or prospects, and convenient access to a primary transportation route, but water needs to be

hauled up to 500 meters by hand from wells, which are typically located at an elevation seventy meters

below many of the houses. These sources are frequently contaminated, and according to local public

health officials, cause illness in the community. Infiltration of agricultural chemicals is suspected to

cause much of this illness (Hildner 2004). They clearly need to have an improved water source for

health reasons.

Table 2. Estimation of future population of Sabanetas for the design period.

Houses of participants 61

Present Population 298

Design Period 20 yr

Growth Rate 3.5%

Estimated Future Population 506

Figure 2. Picture of Sabanetas from near the center of town. The highest hill in the area is shown near the right of the picture, behind the foreground bush.

Table 1. Basic design parameters for the Sabanetas water system.

Average daily requirement per capita

25 gal

Inflow required for design (MDC)

13.2 gpm

Required tank size 5000 gal

5

2000

2500

3000

3500

4000

4500

5000

4000 4500 5000 5500 6000 6500

Earth Highway

New House Construction Site

Participating Residence

Non-Participating Residence

Public Building

House where water will notarrive

Proposed Storage

Tank near Cemetary

Originally

proposed water

collection location

Originally proposed

storage tank location

Proposed Water Collection

Point (Dam)

Figure 3. Houses, potential tank and potential dam locations in Sabanetas. Contours were taken from the USGS 1:50000 series. They represent 20-meter intervals. Feature locations were recorded using the Global Positioning System. (UTM Zone 16, units in meters, easting –380000, northing –1550000).

6

During my time there, the wells that they used for drinking water were not tested. However, the

location where the community had been planning to construct an intake for the water system failed to

meet quality standards. The results showed high, but passable levels of total coliform bacteria, but

also showed the presence of fecal coliforms. Servicio Autónomo Nacional de Acueductos y

Alcantarillado (SANAA), the Honduran national water company, will not construct a drinking water

system if there is any fecal coliform contamination in the source, which indicates pathogenic bacteria,

specifically E. coli (Reents 2003, C-22 – C-23).

3 Development Theory and Social Survey

To create a successful project in the developing world, an understanding of the role of the

development agent and potential tools for learning about the community should be considered first.

The agent must have an understanding of the community in order to create good quality objectives for

both the community and the agency. This chapter first considers the most general aspects of the

activities and roles of the agent in the development process, and advocates an initial acknowledgement

of an imbalance of power between a rural community, such as Sabanetas, and the agency. From this

position, the agency can foster development within the community with the goal of increasing

independence for the community. Secondly, this chapter presents some research tools, namely

surveys, which can be used by the agency to learn about the community. With knowledge of the

community, the agency can then customize a development strategy and evaluate the appropriate level

of technology that is appropriate for the community. Chapter 4 will show, in retrospective, how using

these tools would have contributed to the effectiveness of work with the community of Sabanetas.

3.1 Aid and Power - Paternalism

“Since the leftist 1970s and liberal 1980s, paternalism has become a notion regarded with great

disdain” (Tonkens 2003). It is important to note, Tonkens continues, that “community workers cannot

rid themselves of paternalism”, regardless of political ideals. “Attempts to eliminate paternalism are

not only fruitless, but also undesirable.”

One form of neo-paternalism “creates a group of people who are considered to be hopeless. And

because damage is the only reason for intervention, this intervention becomes predominately negative;

focusing on penalties and punishment” (Tonkens 2003). This is only slightly different from the

paternalism of the 1950s, where “community workers knew what was best for their client.” In the

more contemporary form, intervention happens only if there is a request for help, or in response to bad

7

behavior. National and international aid have traditionally followed this 1950s model, which served to

maintain a particular power structure.

To empower villagers requires much more work than to provide handouts, as many of them are

fatalistic or passive with no vision for themselves to change their own lives or position. Quite possibly

this passiveness is a learned behavior resulting from generations of receiving aid. In contrast, what

Tonkens calls “caring neo-paternalism” requires criticism of the professional and outreach into the

community.

While avoiding the word “paternalism”, probably for the reasons given above, Macdonald (1995)

makes a similar observation: “Dominant approaches to the growing role of non-governmental

organizations in the delivery of development assistance tend to overlook the implicit power relations

which shape and restrict NGO action.” By first acknowledging that some groups are subordinate, a

NGO can make an effective plan for eventual local control. “NGOs are most likely to contribute to

long-term democratization if they support both real participation at the grassroots level and the

construction of alliances of subordinate groups seeking to challenge the balance of national political

forces in their favour.”

Often community members need clear requirements and goals that they must meet in order to receive

assistance with a project. At what level can the community meet this? Is there someone who can

organize a census, for example? If not, then it is best to take the time to explain how in detail and to

work with a local person on every step of the process. Thereby the person learns, and increases power

within the community. Of course, in the beginning, this is much more challenging than using aid as a

lever to demand some kind of behavior. In the long term, with improved education, hope, and social

organization, a community may eventually become more independent and stronger.

3.2 Miscast Roles in Development Projects

In addition to power relationships between the development agency and the community, the roles that

are cast and the associated expectations need to be considered. Honduras is no exception to the typical

miscast roles of agency and community as described by Cairncross (1980: 107):

A public agency is designed to carry out routine activities, while villagers can be stirred into an

occasional generous contribution toward self-help projects. These roles cannot readily be reversed.

Bureaucracies may be very bad at one-off project where officials are most exposed to local influence and

a routine approach is difficult to establish; while on the other hand village communities are generally

unable, through voluntary effort, to organize themselves on a sustained basis for routine management

tasks. So the financially convenient arrangement often adopted by a water agency, whereby it does the

8

initial construction job and then leaves maintenance to the people in the village, coincides with the

greatest organizational weakness of both the agency and the village.

Continuing support by agencies is instrumental to good long-term use of a water system.

Unfortunately, as Cairncross (1980) implies, there is a lack of agency funding and presence for long-

term support. For example, the Asociación Hondureña de Juntas Administradoras de Agua

(AHJASA) office in the small city of Marcala, La Paz, whose sole purpose was to support O&M in

surrounding rural communities, lost funding and closed their office. Without some form of continuing

support, any project in Sabanetas is likely to fail, so part of project planning must account for how this

support would be maintained.

3.3 Factors Relating to O&M Failure

Both the dependency-fostering type of paternalism and the miscast roles of the players contribute to

the failure in operation and maintenance (O&M) of water system and other infrastructure projects.

“The following factors relating to centralized management often contribute to O&M failure:

• an overdependence on government agencies who do not have the resources to keep supplies

functioning

• user expectation that government provides all the necessary services and funding required to

maintain supplies

• user non-payment for water services, and

• a lack of user involvement in decisions concerning their own water supply” (Davis 1995: 52).

These points all have a common thread running through them. They indicate subservience, and an

expectation of a dependent relationship with NGO or governmental organizations. These first two

points are already obviously issues with the community of Sabanetas. It would require significant

effort to break historical inertia. These issues must be addressed so that the second last two points

listed do not become issues if a water system is built in the community.

3.4 Payment Issues in O&M

Frequently in rural water systems, there are significant problems with delinquent accounts, which

could easily occur in a community such as Sabanetas. This can start the downward spiral where lack

of funds leads to lack of maintenance, so the system works poorly, so fewer people pay. This is why it

is so important that there “be sanctions on those who do not pay” (Davis 1995).

9

Throughout Honduras, it is common for communities to use the statutes recommended by the

Asociación Hondureña de Juntas Administradoras de Agua (AHJASA) (Appendix B). Article 33

states that delinquents will have their water supply cut off. This is harsh and punitive, like the “bad”

form of paternalism discussed above. Often, with reason, it is a statute that a water board is unlikely to

uphold.

[I]t should be stressed that there is no evidence of significantly increased levels of nonpayment of bills

where there is no threat of disconnection. It should also be stressed that disconnection from a public

water supply represents a significant health risk to the whole community and not just the disconnected

household. Significant increases in disease are noted in areas where disconnections have taken place.

Where household resources are limited and non-payment becomes problematic, other solutions should be

identified. These may include a minimum amount of water provided effectively free of charge,

employing large-scale subsidization from wealthier domestic users and industry or installing flow limiters

on households with a history of persistent non-payment. (WHO no date)

Therefore, it is important to develop and customize the water board statutes specifically for the

community that is involved. There needs to be a discussion with the water board concerning the

consequences for delinquent accounts, addressing both the potential effectiveness of sanctions, and the

willingness of the water board to carry them out.

3.5 Community Survey

By learning about a village, specifically though a survey, the agent or the Peace Corps volunteer

(PCV) can learn about the needs, preferences, beliefs, strengths and weaknesses of the community. In

this way, the agent can avoid some problems entirely, and be prepared for others. The communication

skills of the interviewer are very important. “Training must be given in how to ask questions, and how

to listen to the answers. The manner of asking is as important as the contest of the questions.

Interviewers should be sensitive when asking questions of a personal nature such as questions about

defaecation habits. Training interviewers from within the community will help to overcome some of

the difficulties. There should be a system of cross-questioning, that is, asking the same question in

different ways more than once, to check the reliability of answers” (Davis 1993: 66). Davis goes on

(69-79) to recommend gathering the following socio-economic information for planning a water

system:

• Level of support – It is important to try to estimate the level of [community] support

• How many people [and which ones] might benefit from an improved water supply

10

• The health of the community and existing sanitation practices

• People’s awareness of the connection between water and health

• Time spent collecting water, and the quantity and quality of the water collected

• Money matters

• Community structures

In Sabanetas, I collected very little information on any of these items, which significantly influenced

the outcome of the project. Chapter 4 discusses issues of the Sabanetas project, and refers to the

information listed above, and how it could have made a positive difference in the project’s progress.

3.6 Contingent Valuation Survey

In may be difficult to discover the market preference of the community if they receive free materials

through an agency, as is typical in many development projects. As a village water board or any other

village organization generally does not have strong credit to receive a low interest loan, nor are they

likely to be responsible in repaying the loan, rural communities need assistance, but this assistance can

obscure the true values of the village.

A typical remedy for this problem is to “assume that so long as financial requirements do not exceed

5% of income, rural consumers will choose to abandon their existing water supply in favor of the

“improved” system. Several reviews by the World Bank, bilateral donors, and water supply agencies

in developing countries have shown, however, that this simple model of behavioral response to

improved water supplies has usually been proved incorrect. In rural areas many of those ‘served’ by

new systems have chosen to continue with their traditional water use practices” (Whittington 1990a).

However, a well-constructed simple survey can yield good results.

A survey of the village can be well suited to establish preferences, needs, and interests of all the

members of the community. “[G]oing into a village and conducting a relatively simple household

survey can yield reliable information on the population’s willingness to pay for improved water

services.” The contingent valuation survey, “where the interviewer poses question in the context of a

hypothetical market”, that Whittington (1990a) tested in Haiti did “not appear to have a major problem

with either starting point or hypothetical bias. The evidence with regard to strategic bias [was] less

conclusive.” This means that, at least in Haiti, there was statistical value in devising a “bidding game”

questionnaire. “Most attempts to incorporate willingness-to-pay considerations into project design

have, however, been ad hoc, in large part because of the absence of validated, field-tested

11

methodologies for accessing willingness to pay for water in the context of rural communities in

developing countries” (Whittington 1990a).

There is a substantial volume of literature that contests the validity of contingent valuation (Portney

1994). However, a vast majority of this debate falls within the field of natural resource and

environmental economics. Even when applied to other fields, contingent valuation is usually used to

measure “passive use value”, such as reduced risk of respiratory disease (Portney 1994, Carson 2001).

There is a relative dearth of literature regarding the use of contingent valuation to establish the

willingness-to-pay for delivery of hypothetical goods or services. Clear, concrete hypothetical

outcomes can be presented in a questionnaire, substantially reducing the risk of hypothetical bias that

may be common with more abstract or difficult-to-observe values, such as biodiversity of a forest or

cleanliness of a lake. Strategic bias could be reduced by introducing the questionnaire with an

explanation of how the most honest responses would serve the interests of the community, so that the

project will best serve the communities needs throughout the life of the project.

While in Honduras, I was not familiar with contingent valuation studies. I believe that part of the

problem that developed with the project in Sabanetas was that, even with agency support, the proposal

exceeded the willingness-to-pay of many villagers, but this was not established beforehand. A good

quality contingent valuation survey would require significant research and preparation beforehand.

Contingent valuation can yield useful results when it is done right (Carson 2001). As with the more

general social survey questions that were presented in the previous section, Chapter 4 discusses the

potential application of a contingent valuation survey in the Sabanetas project.

3.7 Value Placed on “Free” Materials

Concerning construction costs, when free materials are available, such as piping, the community is not

motivated to limit the amount of that resource that they use. If paying the true economic cost, they

might prefer to simplify the system, use less of the available tubing, and instead use the value of the

tubing toward other projects. While it is clear that the average household needs some assistance to

improve access to potable water, it remains difficult to make designs and plans that meet their

economic preferences.

An ideal solution might involve an increase in wages, so that the community could afford to buy their

own system. This would make for more rational decision-making on the part of the community, and

greatly enhance the sense of ownership. If the community had paid their own money for the materials,

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they would likely have much more interest in doing an excellent construction job, such as excavating

the ground to a sufficient depth to protect the expensive tubing.

Additionally, a cost recovery scheme could possibly help to assign values to the materials, even if the

community cannot afford to purchase the supplies upfront. Whittington (1990b) provides an example

where villagers were not interested in paying in advance, but were happy to pay substantial money for

water on demand through a kiosk system, in which vendors sell water to carry away by the unit. The

point is not that kiosks are necessarily what Sabanetas needs, but rather any cost recovery options

could be explored with quality survey questions.

4 Development in Honduras

4.1 The Players

A variety of organizations, with different agendas and working styles, must all work together to build a

successful community infrastructure. Regarding drinking water projects in particular, a development

organization such as SANAA, Fondo Hondureño de Inversión Social (FHIS, a large Honduran

national development organization) or a non-governmental organization (NGO) commonly supply the

technical expertise, O&M training, and many of the material components of a project. The local

community contributes unskilled labor, locally available materials, and the organization and funding

for O&M. The PCV can act as an intermediary between the community and development

organizations, organize community training, and supply the technical expertise to design and build a

project. This section elaborates on the activities of each type of player, first of the development or

funding organization, then of the local community, and finally of a PCV.

4.1.1 Development and Government Agencies

Currently, there are large amounts of money going toward Honduran development. This is one of the

largest aspects of the economy, forming 6.9% of the gross domestic product, following only

merchandise exports and maquiladora (Orozco 2000). Monies from industry go primarily to the

owners, while the workers are not paid enough to establish themselves as a middle class. In contrast,

professional employees of development agencies form a very visible part of the local middle class,

most conspicuously in small cities near rural areas.

Ironically, there seems to be a shortage of money and aid workers, or more need than there is help to

go around. Sometimes this may be a result of poor prioritization, or ineffective administration. In

other cases, priorities are divided so many ways that motivated individuals within agencies may not

13

have the time to know communities well and to estimate the greatest capability of any individual rural

community.

4.1.2 The Local Community

The ownership arrangement most frequently endorsed by development agencies for rural water

projects in Honduras is “ownership by a water users’ association for which non-subscribers may be

excluded.” Cairncross (1980: 108) lists several other possibilities, but of these, the only other

arrangement that is seen in Honduras is municipal ownership by larger towns and small cities. There

was a legislative initiative in 2003 to privatize these larger systems, which was very controversial in

the media. However, for a system the size of Sabanetas, ownership by the water board is the

arrangement of choice.

For the success of any local water delivery system, the water board must execute the duties laid out in

statutes that are supplied or recommended by the funding agency. Appendix B provides an example of

the statutes that AHJASA recommends. The water board then in turn organizes the community to

complete necessary work on a project and establish a tariff for future O&M.

4.1.3 The PCV

According to the Peace Corps Act signed by Congress in September 1961, the goals of the Peace

Corps are:

• To help the people of interested countries meet their needs for trained workers;

• To help promote a better understanding of Americans in countries where Volunteers serve; and

• To help promote a better understanding of people of other nations on the part of Americans.

These ideas make a good starting point, but in practice, the goals become more complicated. The first

goal, especially, becomes modified in the field. As implied earlier in this chapter, there are many

Hondurans who are trained workers. Sometimes these trained workers are in organizations that have

management, strategy, or financial difficulties. Working at this level requires administrative capacity

that may be beyond the expectations and abilities of a PCV.

A PCV develops relationships with local communities. In the Honduran water and sanitation (W&S)

sector, the PCV usually works as a liaison between the community and other organizations. The W&S

volunteers frequently do the technical tasks that are explained in detail in Chapter 3. The ideal,

however, is to render the post obsolete, eventually. The volunteer should be training and working with

people through the entire process, so that dependency is eliminated. In my experience, this rarely

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happens, as the local Hondurans that are best able to learn the technical work of a W&S volunteer are

usually extremely busy with their own projects. The immediate needs of the rural villages often lead

the volunteer to work independently of agency representatives, to try to get a system in place as soon

as possible.

The volunteer also works with the villagers, both instrumentally, getting their help with tasks, and

organizationally, to prepare them to operate their water system. Often volunteers organize workshops.

The best workshops have a majority of the presentations given by other Hondurans, because language

and cultural gaps might inhibit understanding. This also works toward the goal of encouraging local

and national independence, i.e. to avoid fostering dependency on the presence of the Peace Corps. If

strong networks can be established, then when the volunteer leaves, the network could continue to

survive.

4.2 Working with Sabanetas

When working with a small village, such as Sabanetas, it is necessary to set expectations and goals that

are appropriate for that particular community. Every community has unique characteristics, abilities,

and shortcomings, akin to those of any individual person. When a community lacks experience,

expectations must be set at the level that can best improve and expand that community’s abilities. This

requires more time, experience, and patience than perhaps any other aspect of development work.

Cairncross (1980: 108) claims “water users’ associations may avoid the factionalism and conflict that

is often found in rural communities.” However, in the case of Sabanetas, deliberately excluding the

established community leaders from the water board seemed to create a power vacuum, into which

entered people with less ability to form a village consensus. I continued to find that the official village

leader, even though he had no official position on the water board, was more reliable and easier to

work with than the president of the water board. The democratic system of decision making by

majority or plurality voting, exemplified in the AHJASA water board statutes (Appendix B), may not

be sufficiently consistent with, or appropriate to, the traditional modes of decision-making and the

existing power structure.

In a case like Sabanetas, it can be a good starting point to observe how the current “natural”

organization of water delivery is functional, i.e. to investigate the existing “water collection patterns”

(Davis 1993). A more sophisticated system of piped and pumped water is not necessarily equally

suitable or sustainable. In the case of Sabanetas, the town has plenty of labor resources to do the

necessary handwork to move the water. Under the current system of bucket potage, some of the

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relatively wealthy households can even afford to pay other community members, usually children

looking for snack money, to make water deliveries. A more complicated and expensive water system

may be beyond the means of the average household, especially with the additional expenses associated

with the operation of an electric pump. For each household in Sabanetas, it was estimated that a water

system with the electric pump would cost the equivalent of one day of work per month for operation

and maintenance. It is important to discover if this is a price that community members are willing to

pay, perhaps using a contingent valuation survey.

When considering a system with an electrical pump, a very important thing to do early on would be to

calculate the monthly fee for the electricity, on a per household basis. A pump size and pump line size

could then be chosen, based on the original number of interested households and the desired level of

service. Using the electricity price given, a contingent valuation study would reveal willingness and

ability to continue with the project. Adjustment could then be made to the plan, until the configuration

that people are willing and able to pay for can be devised. The challenge here may be in making a

simple sketch of a plan, that could easily be changed, but still offer a realistic estimate of costs.

4.2.1 Level of Support and Interest

Before beginning any topographic study, it is important to establish which households in the area are

committed to work on the project. In Sabanetas, after we had done much of the topographic study, I

found out that some branches went to houses of people who were not interested in participation in the

project. I then asked the water board to make a list of all of the interested households. I had already

recorded the locations of all of the houses in the community using a GPS, so I just needed to know the

names of the families that were "in". Getting the list of participants took over two months, and much

more of my energy then should have been necessary. The water board kept showing me a list of

names that did not answer the simple question that I put to them. They listed whether or not residents

had been to the most recent water board meeting, or if they were up to date with dues. They had a list

with a column that was supposedly the participants, but then people would tell me that some of the

people marked as "out" were actually interested, and vice versa. The list also sometimes used a

different name to indicate the same household. This then required much conversation to establish

clearly which households these were. This case was the first indication of disorganization, and

perhaps lack of strong, widespread support for the project. Instead of trying to manage and understand

inaccurate and unwieldy lists, organizing an initial survey could have been a much more effective use

of everyone’s time.

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4.2.2 Economic Strata within the Community

Establishing a financing plan for the operation and maintenance that considers the economic status of

each household in the community may be sensible, but difficult to implement. Some households have

a modest, but substantial cash flow, and can afford to pay their share of expenses, but many other

households may not be able to do so. These more impoverished households operate almost entirely on

a non-cash basis. They grow enough corn to feed themselves, but have little cash income. When there

is work available, normally in the coffee cutting season, the pay is less than three dollars per day. So

only if one of these poorest households has a person that can cut coffee would they be able to pay the

bill, and this would be for only the four or five months of the season. Despite the differences in

income and assets, in rural Honduras it is not customary to establish a pricing structure based on

capacity to pay, but instead costs are divided equally between all participating households.

There are many cultural examples of mechanisms where the rich and powerful recycle money back to

the poor, which often serve to maintain the existing power order and structure. Scott’s (1985: 169-78)

discussion of the Malaysian village where he lived and worked illustrates this point. “There have

traditionally been three major forms of ritual gift giving joining the rich and poor in a Sedaka. They

include the ‘private’ Muslim tithe, gifts, and ritual feasts to which other villagers are invited.” Scott

goes on to point out how these practices serve to maintain power relationships. At the same time,

these traditions are breaking down in the face of modern agricultural practices.

Sabanetas does not appear to have any ritualized practice of this type. Reasons for this may include:

• It is a newly established community, established after the 1969 “Soccer War” with El

Salvador. Remnants of earthen battlements remain in the immediate area.

• Honduras may not have this type of cultural tradition.

• Even the better-off villagers do not have sufficient income for substantial gift giving.

A community valuation survey might help to acknowledge different levels of income within the

community. If different prices can be established for different levels of service, then the greatest

number of people can be included in the system.

4.2.3 Public Tapstands

Due to hydraulic limitations, there are approximately five outlying houses that cannot possibly receive

water from any ground-level tank in the community. For these houses, public tap stands would be a

necessity. While the other houses in the community would have water pressure sufficient to reach the

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house, people in these locations would have to retrieve the water from 200-300 meters away, at 30-40

meters lower elevation.

This then raises a question about the amount of monthly payment for this less convenient level of

service. SANAA recommends that households that access water at a tapstand pay a fraction, perhaps

half, of the full monthly tariff. Again, the contingent valuation survey could establish a more

appropriate tariff for this level of service, whether the price be higher or lower.

As a point of caution, if some households near a tapstand elect not to participate, there would be no

easy solution to regulate access to water at the tap stand. This would also introduce additional design

questions, for if many households collect water from the system illicitly, then there would eventually

be inadequate water available based on the original design calculations. It is important that

participants monitor for illicit usage, but this involves complex social relations and ethical

considerations. These issues could be at least partially resolved through surveys and training, but

continued monitoring might be necessary.

4.2.4 Communication and Planning Abilities

When I first arrived in Sabanetas, I overestimated the focus and ability of the community to work

independently. I assumed that the leadership of the community could delegate tasks, and organize

activities, without explicit instructions in every detail. Several examples show the types of activities

that needed to have the requirements clearly stated.

4.2.4.1 Community Inertia

While working toward a design of the Sabanetas water system, I left some tasks in the hands of the

community. I had expected them to finish these before we continued with the project. One of the

tasks that I put to the water board was to attend a meeting with AHJASA, an NGO that assists

community water boards in organization and operation and maintenance of their water systems.

Making this connection could have strengthened their organization, connected them with other water

boards, and given the project a greater chance of long-term success.

Another job that I had required them to do was to negotiate with the Empresa Nacional de Energía

Eléctrica (ENEE), the state owned electric company, for the rate they would pay for electricity. This

was extremely important, both so that the community could know how much they would have to pay

per month, and more immediately, so that I could complete that evaluation and pump selection

process.

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A representative from the community did go to the AHJASA meeting. This was good news, but no

one had gone, nor had any plans to go to ENEE to negotiate the price for electricity. Moreover, most

of the community members left the most recent water board meeting when the directors changed the

venue. The new venue made practical sense, but apparently there was some political reason that a

large part of the community refused to go to the new location. This indicated disunity and instability

that boded badly for success of the project.

I considered several potential responses to this inaction:

• A pep talk, saying how close they are to having a design;

• A threat, saying that I will not return until they are better organized and motivated, maybe

including new elections for the executive board ; or

• A long talk, to find out where the organizational problems were, and work toward solutions so

that most people could be satisfied and happy to continue with the project

Initially, I merely ignored the problem. This was not a good strategy, but I had not developed

confidence in my language skills, at this early stage of my service, for the complexity of the “long

talk”. This, however, might be similar to the approach taken by other organizations, unable or

unwilling to deal with the biggest challenges.

The best choice would have been to meet with people, from leaders to non-participants, to have that

long talk. The community and I still needed to gather the “[s]ocio-economic information for planning”

that Davis (1993) laid out so clearly, as provided in Chapter 3 of this report. These actions or inactions

seem to follow the reasons given for O&M failure in Section 3.2

4.2.4.2 Other Instances of Poor Planning

Another instance I encountered illustrates the same inaction and lack of preparedness. Just as we were

about to start the topographic survey, we encountered vandalism. It seems that some residents who

live near the site that we had been exploring were not fully informed, nor in full agreement with our

activities. The day we returned to the proposed dam location to begin the study, we found that several

small trees had been chopped down around the site, deliberate and apparently pointless damage.

Apparently, this was meant as a message to the water board that the landowner at this location was not

happy with their plans.

We did not proceed with the study on that day. The community members had not gotten all of the

necessary authorization to pass through people's land, as I had instructed them during our previous

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meeting. A week later, they assured me that everything was resolved and that all of the neighbors

were in agreement with our work. I proceeded on faith even though this seemed an all too simple

resolution to what appeared to be a very contentious situation.

4.2.5 Democratic Process and Decision Making

After completing a design for a water system for the community, using a surface based storage tank, I

learned from engineers at SANAA that a water tower technically was an option, contrary to my

previous understanding (see Section 6.5 for technical details). Therefore, I devised another design,

with the water tower on top of a slightly lower hill, in a much more convenient location. Total costs

for the two designs were nearly the same, but the new "tower" option delivered significantly better

pressure to many houses.

After I completed the alternative design, I called a meeting with the Sabanetas water board to present

the alternatives. I limited the technical explanations, and tried to show just the factors that were

relevant to them. The main costs relevant to them were additional lumber, sand and gravel, and the

labor for construction. The benefits were the improved water pressure at many houses, with four or

five houses going from below to above minimum recommended pressure.

I realized after the fact that the people of the community were not equipped or educated enough to

make this sort of technical decision. One woman asked the president of the water board how they

could make a decision between the two options if they did not know which option was better. I had

already presented both options, each of which had advantages and disadvantages. I felt that I was not

qualified to make an executive decision on the matter, because I had incomplete knowledge of the

values of the community. She, however, thought that there was only one right answer, and wanted

help.

As their most basic concerns were short-term cash costs and short-term labor, they chose the option

that was cheaper for the community in the present, and required less labor. It appeared that they did

not have any sort of evaluative discussion about the relative merits. My Peace Corps associate who

lived in the community commented that the majority of community members are afraid of making the

"wrong" decision, so most of the residents just sat in the meeting and did not say or do anything, not

even ask any questions.

The president of the water board made his position clear to the community, and they followed his

direction without any dissent or evaluation of the possibilities. I had handed the president two maps,

one representing each of the two options. After reading the legend aloud (which was hardly very

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important or relevant to the decision at hand), he then mistakenly described the map that he was

holding up as the non-tower option. After I corrected him, he then said that the one that he was

holding "doesn’t work" and handed it back to me. He closed any discussion, and put it to the vote.

The vote was, of course, unanimous for the option represented by the map that was still in the

president's hand (i.e. the tower option).

The decision that the community made was not "wrong", but it was not at all an example of good

decision-making processes. I now believe that it would be equally valid for me to have made the

decision, and tell them how the project must be built. I had assumed that rural Hondurans had the

capacity for decision-making, like that of community leaders in the Unite States. Regrettably, because

of the small amount of education that they have received, a somewhat paternal approach to rural

development may be necessary.

This mode of thinking may be a result of rural education extending little beyond the basics. While

many of the people of rural Honduras have a basic education and are functionally literate, they

generally do not advance beyond a sixth-grade level. This form of education does not advocate critical

thinking skills. As the teachers themselves are not educated beyond the high school level, their

curriculum emphasizes conformity and rote memorization. This must be taken into consideration,

then, when presenting information or choices to people.

Hopefully, the cycle of poverty and lack of education will begin to be broken, so that future

generations can grow up healthier, have a greater capacity to compare choices, and have the self-

esteem to risk going against the majority. It appears that the current generation of adults expects, and

even wants, to be told what to do, in order to be "rewarded" with a development project.

4.2.6 Parachute Project Problem

Apparently, there was also much talk among part of the community that Peace Corps is a joke for

Sabanetas. The reason for this comment, I would guess, was because the project was progressing

slowly, and they were becoming discouraged. In addition, they have been accustomed to having a

development agency arrive, do the project, and leave. I do not believe that the community has ever

had to organize itself, and be responsible for a project. Perhaps church buildings have been the only

community projects that they have organized and built on their own.

A PCV who lived in Sabanetas for two years provides two examples of failed projects, both of which

show an organization neither communicating well with the villages nor following through with

training (Hildner 2004):

21

Improved wood burning stoves – Rotary Club International, in the beginning of 2002, came to

Sabanetas, announced that they would be building 40 improved stoves in the community, and

asked the people to come to some meetings. In the meetings, it was never decided who would be

the beneficiaries, but there were more than 60 houses in the community that needed stoves. In the

end, by the time I arrived, Rotary Club was building the last stoves and, as far as I could tell, the

people had given no input to the design of the stoves, design of the project, the identity of the

beneficiaries, or even the actual construction of the stoves. From what I saw, the engineer would

arrive in a pickup truck in the morning with materials for two stoves. He would go into one house

in the morning and come out with the stove built in the afternoon, then proceed to another house,

install another stove, then leave. Some houses received two stoves. Others (about half of the

families) received none, despite their persistent attendance to the meetings. The beneficiaries of

the products were not trained to use of the stoves until a year after the project was completed. By

that time, many of the parts of the stoves (the clay fire pots, the iron stove tops, the chimneys) had

broken due to misuse and lack of maintenance.

Chicken coops – In several houses near the center of Sabanetas, a small group of villagers

organized to ask for help to build chicken coops for healthier, more productive chickens. A

ministry of the Honduran government provided all the materials, but no training, and several

months later the materials were missing from each house or useless because of wear. The chickens

roam without limits in each of the houses of the beneficiaries.

Projects like these probably lead the villages to expect failure from aid projects. To work successfully

with them, then, one would have to overcome the historical inertia of these expectations.

5 Technical Engineering for Water System Design

The activities of the water and sanitation engineer focus on the technical tasks related to the

construction and operation of community water and sanitation systems. The clients for whom the

engineer performs these activities include host country agencies and rural communities. Summarized

in this section, these topics are explored in detail by Reents (2003), Niskanen (2003), and Jordan

(1980).

5.1 Site Reconnaissance and Project Feasibility

An essential first step in most infrastructure development projects is to determine the scope of the

project, its feasibility, and the willingness of the community to participate. As social and economic

aspects were covered in the previous section, here the focus is on the technical information for

planning. Davis (1993, p79) recommends collecting the following information:

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• The hydrology, geology and topography of the area

• Existing water sources

• Water quality

• The effect of the seasons

• The availability of local technical skills

• The availability of construction materials

• Local services

Investigation typically starts with preliminary interviews of community members to define the project,

be it a new water system, community training or education, or investigating problems in the water

system. Information gathered can include population and demographics (included here as technical

data), elevation measurements with an altimeter, age of water system, water flow at the sources, visual

assessment of the water source, and flows of an existing water system. “A project should be

considered feasible only if both the technical factors and human factors indicate success” (Jordan

1980: 17).

According to SANAA standards, the flow must be measured at the end of the dry season, from the

beginning of April until the middle of May. If any rain showers occur during that time, the

measurements must be delayed for two weeks after the event. For small streams, the measurement is

made using the volumetric method, building a small dam and redirecting the water through a pipe into

a five-gallon bucket. The bucket is filled at least five times, and the time required to fill it each time is

recorded in a notebook. If one of the data falls outside the grouping of the others, it would be good to

retake that measurement. The mean of the five data is then calculated.

If the preliminary investigations indicate that the project is feasible, additional information of a more

technical nature is gathered. This can include analysis of water quality, inspection of water system

components, and examining any existing plans, calculations, or documents.

5.2 Topographic Survey

Topographic surveys are typically executed with an Abney level, measuring tape and compass. An

Abney level “is faster to use than a theodolite, and although not as accurate, yields results that are

within acceptable limits for this type of survey” (Jordan 1980: 17). Along with members of the

community, the technician plans routes for the conduction line and distribution network. The

23

technician then teaches the community members how to measure distances and hold the target. Field

notes must include both the numerical data and visual observations, including landmarks, stream

crossings, road crossings, and the ease of excavation. Sometimes, when the topography is not too

difficult, it is possible to conduct the survey with a GPS and barometric altimeter. The altimeter must

be recalibrated frequently, and readings extrapolated to correct for change of air pressure during the

day.

5.3 Water System Design

Water system design includes all tasks necessary to deliver to a client the information necessary to

construct a water system. In Honduras, the designs are made in essentially the same way as

expounded by Jordan (1980: 58-76). Typically water is collected in a springbox or dam, then delivered

by conduction line to a storage tank where it is treated with sodium hypochlorite solution. From the

storage tank, the water travels though a distribution network to private domiciliary taps.

Using a spreadsheet (Appendix C), design calculations are made based on the data collected in the

topographic survey. The engineer must include all necessary storage tanks, pipe sizes, break pressure

boxes, other valves, and domiciliary connections. The spreadsheet shows the resulting velocity, static

pressure, dynamic pressure, and other data. These data determine if the design meets standard criteria

for the materials and the system design (Reents 2003, see Appendix A). Adjustments are made to the

pipe sizes and tank locations until the design meets or nearly meets these criteria.

If the water system requires a pump component, the pump and pump line should be selected after all of

the other components are in place. The pump must meet the flow requirements of the design, and be

sized appropriately for the dynamic pressure load, to operate near its highest efficiency. The process

of finding the operational flow rate and hydraulic head is iterative, as explained in detail in the

Appendix A of this document.

Drawings are made of plan views for all of the system, and a profile view for the conduction line.

Usually these are made by hand, but if software and plotter are available, these can be created

electronically. Included in these drawings are all parts of the design, plus topographic contours and

landmarks. The final proposal has a complete list of materials, construction costs, and the prices of the

materials. Normally these costs are divided between the community and the development

organization. The development organization supplies expertise and materials such as cement, pipes,

and valves. The community supplies manual labor and locally available materials, such as sand,

24

gravel, and lumber. Appendix E of this report shows an itemized list for a complete proposal,

including how the costs are distributed between organizations.

6 Engineering Evaluation and Design for Sabanetas

There were several major decisions for the design of the Sabanetas potable water system that fall

outside of the typical design. The water might have been collected in a dam, springbox, or infiltration

gallery, at any of several potential locations. For all but the infiltration gallery, the water would then

flow by gravity to a cistern, from which it would be pumped to a storage tank. Calculations are made

for several different pumps, including the one that the community already owns, to show the estimated

electrical operating cost. The storage tank had two locations that were seriously considered. For each

of these storage locations, all of the costs that would be different between them are summed in a table,

one table for each tank. The final pump and tank choice is then discussed, reasons are given for the

choice, and some basic comparisons are made to options that were not chosen.

6.1 Status of Equipment and Design

Selecting a pump is normally the last step in a system design, but the community had already bought

the pump, without the complete and final design of the pressurized pump line. They chose the pump

without regard to system requirements, specifically the dynamic pressure head. Section 6.3 explains

why this makes the pump inefficient.

In addition, the community had already completed a topographic study and other plans with a previous

Peace Corps engineer, but the design was inadequate. The original study markers had disappeared too,

making revisions difficult to impossible. Another problem with the old study was that, with all the

trouble and expense of buying and operating a pump, the proposed source was a low quality surface

creek, no better than the water that they are currently using. The creek had an oily film, probably from

horse and cow manure, and was downstream from pasture, farmland, and many potential sources of

human contamination.

6.2 Evaluation of Water Source Alternatives

I have made three significant changes to the design of the water delivery system for the town of

Sabanetas. Due to time constraints, I had to make each of these as a best guess, as a cost benefit

analysis of each of the alternatives would have required more time than was available.

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The first change was in the water collection design. When I arrived in Sabanetas for the first time, the

plans depicted a location from which to obtain the water, but no structure had been proposed. Three

possible alternatives were investigated:

� Design and build a dam or infiltration gallery at the original location.

� Find contractors or an agency to site and bore a well.

� Collect water in a dam or springbox further upstream.

6.2.1 Collect Water at the Original Point

I first considered using the original point, from the old topographic study. The study had not described

any proposed collection method, so I proceeded to investigate the possibilities of using a dam or

constructing an infiltration gallery.

6.2.1.1 Dam

The proposed area is low and flat, immediately downstream from a wetland, and with the potential for

significant sedimentation. Even more significantly, the water sample tested positive for the presence

of fecal coliforms. This is not surprising considering the initial observations of the oily surface and the

nearby evidence of cattle. In addition, this location is downstream of many, perhaps 20, houses that

could all be sources of human fecal contamination. I quickly dismissed the possibility of building a

small dam.

6.2.1.2 Infiltration Gallery

An infiltration gallery is an underground structure, built near a river, to collect the subterranean flow of

groundwater that is associated with the surface river. A large rectangular pit is excavated

perpendicular to the river and filled with porous material, i.e. sand and gravel. A submersible pump is

then installed in the gallery. The pumped water is then of higher quality than surface water, due to the

filtering actions of both the surrounding soil and of the sand that is inside of the structure. This should

eliminate most of the particulates and the fecal coliforms that would be attached to the particles. Some

surface contamination, especially chemicals from agricultural runoff, would not be eliminated.

Therefore, it is possible that taking water from this location, even with the filtering action of the

infiltration gallery, would not resolve one of the main health issues of the community.

26

6.2.2 Bored Well

The second alternative was to bore a well, where a submersible pump could be installed. Digging

wells has high costs with no guarantees of meeting demand. However, this has good possibilities as

the source of cleanest drinking water, without any of the contamination of the surface sources. This

would also be less susceptible to the seasonal variation of flow that occurs on the surface.

Many households do use hand-dug wells in the area (Figure 4). However, the water in the one that I

observed had visible sediments, and the capacity of this well was reported to be very small, just a few

gallons per hour. A community well with pump would have to reach deeper to a more transmissive

and cleaner aquifer.

I had hoped to find an expert that could locate and test potential well locations, but did not find any

development agency that was interested in constructing a well in Sabanetas, and hiring a commercial

enterprise would be an additional expense that the community could not afford.

6.2.3 Collect from Upstream Springs

The third alternative was to look for better sources farther upstream. By going farther upstream, some

contamination from lower on the river course could be avoided. If a spring or springs with adequate

flow could have been located, these might be one of the best sources of potable water. In addition, I

also hoped to find locations that were more suitable for dam or springbox construction. It was clear

that by collecting water upstream, frictional losses in appropriately sized tubing would be less than the

slope of the stream, meaning that the pump inside a cistern could be located at a higher elevation than

Figure 4. Raising water from a well.

27

the stream surface, saving energy costs to pump water from cistern to storage tank. Most significantly,

by collecting water farther upstream the water quality should be improved.

We walked upstream to investigate the possibility of collecting water from a group of four or five

spring boxes. While it would be somewhat expensive to build four or five spring boxes for one small

community, this may be more cost effective than the alternatives, while supplying the highest quality

water. Pipes would connect all of the spring boxes to a small tank at the pump site. If the flow to this

lower tank were smaller than the capacity of the pump, then some significant storage capacity would

have to be built into the tank; otherwise, it would have to be no larger than what is necessary to house

the pump.

These investigations revealed that most of the sources were very small, with only one of them having a

flow greater than 1-2 gallons per minute, with a flow of about five gallons per minute. Piping the

water from these other tiny springs to a central point was not feasible for both technical and cost

reasons.

6.2.4 Selection of Water Source

Downstream from the undersized springs, there was a place where the water descended rapidly over

bedrock terrain, which could be an excellent place to build a water-catchment structure. The stream

flows through a narrow rocky channel, so construction at this point would be small and simple. The

initial descent is steep, for rapid gain in pressure head. The immediate area is wooded, which helps

with runoff contamination, but some contamination is still possible from upstream pastures. While not

as ideal as collecting water in a springbox, this location is upstream from some of the contamination

sources, about a kilometer from the originally proposed location.

Water piped from here would arrive at a cistern, at a higher elevation than the hypothetical nearby

infiltration gallery. This configuration has the additional benefit of decreasing the required pump

head, and long-term electrical cost. A submersible pump would be encased in a shroud, so that water

would cool the motor as it would in a borehole. It would then be placed in a sump at the bottom of the

cistern, with the intake at or below the level of cistern floor (Siirtola 2004).

I decided against the infiltration gallery for several reasons, as there were too many uncertainties.

Firstly, these are uncommon in Honduras, so any construction supervisor would be unfamiliar with the

kind of work that would be required. This is important because these men work based on personal

experience, rather than from reading and interpreting design plans. Additionally, I was also not

28

familiar with the site-specific design requirements for this type of structure, and did not believe that I

could find the necessary resources.

On purely technical grounds, I never outright dismissed the second alternative, a bored well, but never

located an organization that was excavating wells for no fee. I did dismiss the commercial approach as

unfeasible for its costs and uncertain results: an unsuccessful perforation is costly, and the next attempt

would be almost as expensive as the first.

6.2.5 Suitability of the Proposed Source

To verify the suitability of collecting water at this newly proposed location, the quality and quantity of

water had to be measured. The mean of the five samples taken from the proposed source for

Sabanetas, indicated a flow of 44 gallons per minute, more than adequate for the community needs.

A sample was sent to a laboratory for chemical testing. The sample tested high but within

specifications for total coliforms, and showed no fecal coliforms. These non-fecal coliforms are of

little concern, “particularly in tropical areas where many bacteria of no sanitary significance occur in

almost all untreated supplies” (WHO 1997). The results for the topographic survey revealed that, with

the 1100 meters of tubing that would be required, the pump can be located at about 15 m higher

elevation than the hypothetical infiltration gallery location, can deliver reasonably clean water, and be

much less expensive than digging a well.

6.3 Storage Tank Site and Pump Configuration

The next decision was to choose a tank site that would best serve the greatest number of residents,

without incurring prohibitive additional construction costs. The tank site that had been selected by a

previous PCV is of insufficient altitude to serve all of the community. This site may have been chosen

for its proximity to the water source. There was, however, a better, higher site easily located about 800

meters greater distance than the original tank site, along the same ridge at the opposite end of the town

center. While 800 meters is a significant distance for only eight meters of elevation, this extra

elevation would significantly improve the quality of the proposal. More than half (thirty-four) of the

houses in the proposal would have had severely inadequate water pressure (less than 5 meters

estimated dynamic head) using the originally prescribed tank location.

After preliminary calculations, it was decided that the potential additional construction costs for the

additional length of pump line would be a small percentage of the overall costs. The potential increase

in the quality of household service, i.e. pressure at the tap, indicated that this new location warranted a

29

complete design. The topographic survey showed that the length of pump line would be 1,110 meters

and that the elevation of tank inlet would be 63.5 meters higher than the pump inlet (Figure 5).

A detailed analysis for the sizing of the pump and pump line was then completed (Table 3). The cost

datum is arbitrary, since many of the common costs of the project are not included. Comparing these

options is, in a way, easier than the other decisions in that it only requires research of various pump

specifications, and making the corresponding calculations, rather than conducting field measurements.

It is also necessary to estimate the prices of pipe size for the conduction line and the long-term

projected electrical costs. To simplify these calculations, it was assumed that future electricity and

O&M costs would be proportional to population.

It was also assumed that the discount rate for future consumption would be equal to the population

growth rate. Cost-effectiveness analyses usually use a discount rate between 3% and 5% (Weinstein

1996), while population growth rate estimates for Honduras range from 2.3% to 2.9% (CIA 2002,

World Bank, Population Reference Bureau 2003). For water system design, usually a slightly higher

growth rate is used; while SANAA recommends a rate of 3.0%, Peace Corps volunteers in Honduras

commonly use a more conservative 3.2% - 3.5%. In part, this is because it is generally thought that if

an area has a good quality water system, more people will immigrate to the local area, fewer will

975

980

985

990

995

1,000

1,005

1,010

1,015

1,020

1,025

1,030

1,035

1,040

1,045

1,050

1,055

1,060

1,065

1,070

1,075

0 500 1,000 1,500 2,000 2,500 3,000

Horizontal Distance (m)

Elevation (m)

Hydraulic Grade Line

Natural Terrain

Q = 13.2 GPM (design flow)

Clean-out Valve

Air ValveDam

Location

3000 gallon

distribution tank

2" Diameter (54.4m GI SCH40, 1075m PVC RD-26)

2" Diameter (49m GI SCH40, 1051m PVC RD-26)

Location of pump and

5000 gallon cistern

Q = 29 GPM (design flow)

1 1/2" Diameter (7m GI SCH40, 385m PVC RD-26)

Figure 5. Hydraulic and terrain elevations of the conduction and pump lines for Sabanetas, Honduras. The elevation is based on an arbitrary datum.

30

emigrate, and there would be lower infant mortality. However, I was unable to find any studies that

quantified the impact of quality rural water systems on the population growth within the effective area.

With these assumptions, I only had to multiply the first year’s electricity cost by the projected life of

the project to arrive at a comparative analysis for the different pump options, assuming that differences

in the other O&M costs between these choices would be negligible. A range of electricity prices,

population growth rates, and discount rates also could have been tested in a sensitivity analysis, but in

the interest of simplicity, I chose to use only the best estimate for these variables. The electricity costs

for the life of the pump are added to the other costs that vary between the design alternatives, to

establish relative price differences between them.

Table 3. Comparison of potential pumps for transporting water to a storage tank located on the ground surface, but at a farther distance from the source in Sabanetas, Honduras. Using pump characteristics and pipe diameter, along with the distance and change in elevation, other items listed in the table are calculated to provide information on the monthly electrical expense per user. Relative differences in the costs of each option are summed on the bottom line. A complete explanation of these calculations is given in Appendix A. Compare to Table 4.

Make and ModelMeyers

Ranger

Meyers

Ranger

Meyers

Ranger

Jacuzzi

SandHandler

Aeromotor 25-

500

Aeromotor

25-300 ITT-Goulds

Design Capacity 50 gpm 50 gpm 25 gpm 25 gpm 25 gpm 25 gpm 25 gpm

Pump Size (HP) 5 5 3 3 5 3 3

Flow (Q) (gpm) 56 38 29.4 28.6 35.3 29 27

Pipe Diameter 3'' 2'' 2'' 2'' 2'' 2'' 2''

Velocity (m/s) 0.78 1.18 0.92 0.89 1.10 0.90 0.84

Major Losses(m) 9.99 35.09 21.82 20.73 30.61 21.27 18.63

Minor Losses (m) 0.42 0.98 0.59 0.55 0.84 0.57 0.49

Total Dynamic Head (m) 73.91 99.57 85.90 84.78 94.96 85.34 82.63

Total Dynamic Head (feet) 242.41 326.58 281.76 278.09 311.46 279.92 271.02

Estimation of Pump Efficiency

(Q*CDT)/(1204*HP)68.7% 62.9% 69.9% 67.1% 55.7% 68.5% 61.8%

Electrical Consumption by Motor

(7.46*HP/0.9) (kW)4.14 4.14 2.49 2.49 4.14 2.49 2.49

Electrical Consumption by Sensors(kW) 1.5 1.5 1.5 1.5 1.5 1.5 1.5

Average Daily Hours of operation during

the first year2.2 3.3 4.2 4.4 3.5 4.3 4.6

Total Monthly Electrical Expense $36.61 $53.95 $49.25 $50.63 $58.08 $49.93 $53.63

Monthy Electrical Expense per User $0.60 $0.88 $0.81 $0.83 $0.95 $0.82 $0.88

Totlal Electicity Costs (years 1-10) $4,393 $6,474 $5,910 $6,076 $6,969 $5,992 $6,436

Total Electricity costs (years 11-20) $4,393 $5,910 $5,910 $5,910 $5,910 $5,910 $5,910

Price to Purchace another Pump $1,176 $1,176 $894 $1,312 $0 $0 $1,456

Price of controls and sensors $1,471 $1,471 $1,471 $1,471 $0 $0 $1,471

Price of tubing and accessories for

pump line$11,146 $7,436 $7,436 $7,436 $7,436 $7,436 $7,436

Cost to Excavate Additional Conduction

Line Length$340 $340 $340 $340 $340 $340 $340

TOTAL (excluding costs not affected

by design choice)$22,919 $22,807 $21,961 $22,544 $20,656 $19,678 $23,048

31

6.4 Cistern/Pump Location Decision

I had anticipated that the last major decision would be where to locate the pump. As topography

would have it, there were three or four potential pump site locations, each just a few meters closer to

the electricity source and a few meters closer to the storage tank location, at the expense of tens of

meters of additional tubing. A formal analysis would have required comparing the costs of varying

lengths of both the water piping, and the electrical wiring, depending on any of two or three potential

locations. This was a great cost comparison question, but under time pressure, it seemed prudent to

make a best estimate, and continue with other aspects of the project. Most likely, saving 50 - 100

meters of high voltage wiring, and perhaps a wooden pole, would have been worth adding an

additional 300 meters of 2" PVC tubing to the conduction line. It would be interesting to evaluate if

this was the lowest cost option.

6.5 Elevated Storage Tank Site and Pump Configuration

When the design was nearly complete, I learned that a water tower could be an acceptable design

option. The SANAA engineer informed me that their office would be willing to supply materials for a

water tower if it were appropriate for the design. This was a surprise, because when I first started with

the project, I had been given the impression that a water tower was not acceptable, so I had not been

considering it. I decided to explore the possibility, and compare the results with the surface storage

tank that was discussed in Section 6.3.

I prepared an alternative design for an elevated storage tank, but in the interest of expediency, without

conducting any further topographic survey. The purpose at the time was to verify if it would be

reasonable and advantageous to change the design. The tank would be located close to the cistern, in

the same location as the old, discarded proposal suggested, but now atop a 13.5-meter tower.

In the office, I extrapolated between established points to make new connections and assumed a cistern

and pump location, upstream from the design proposed in Section 6.3. Terrain and distance were

estimated to connect the cistern to the elevated tank, and some network connections were

reconfigured. If this option were going to be used, additional topographic study would be necessary.

The detailed design for this option is presented in Appendix D. The length of pump line would be 245

meters, and the elevation of the tank inlet would be 70.5 meters higher than the pump inlet.

32

Table 4 shows the costs associated with the water tank tower, which can be compared with the costs in

Table 3, for the surface tank configuration presented in Section 6.3. The design presented here

requires a shorter pump line, and less dynamic head at the pump, to provide all of the houses in the

community equal or better pressure at the tap than with the other design. The only liability is the

construction costs for the water tower.

Within either of these main design alternatives, the bottom line indicates that using the pump that the

community already owns, the Aeromotor 25-500 (rated at 25 gpm, 5hp), would be a better alternative

than purchasing another pump, even though this pump is not the best suited for the job (i.e. has a low

efficiency). If the cost of replacing the pump were no object, then any of the other pumps, which

would use less electricity, would be the better option.

Table 4. Comparison of potential pumps for transporting water to an elevated storage tank in Sabanetas, Honduras. Using pump characteristics and pipe diameter, along with the distance and change in elevation, other items listed in the table are calculated to provide information on the monthly electrical expense per user. Relative differences in the costs of each option are summed on the bottom line. Compare to Table 3.

Make and ModelMeyers

Ranger

Meyers

Ranger

Jacuzzi

SandHandler

Jacuzzi

SandHandler

Aeromotor

25-500

Aeromotor

25-300 ITT-Goulds

Design Capacity 50 gpm 25 gpm 25 gpm 25 gpm 25 gpm 25 gpm 25 gpm

Pump Size (HP) 5 3 3 2.5 5 3 3

Flow (Q) (gpm) 49.7 32.7 30.2 25.5 37.4 31 29.5

Tube Diameter 2'' 2'' 2'' 2'' 2'' 2'' 2''

Velocity (m/s) 1.55 1.02 0.94 0.79 1.17 0.97 0.92

Major Losses(m) 12.84 5.91 5.10 3.73 7.58 5.36 4.89

Minor Losses (m) 1.67 0.72 0.62 0.44 0.95 0.65 0.59

Total Dynamic Load (m) 85.04 77.17 76.25 74.70 79.06 76.54 76.01

Total Dynamic Load (feet) 278.93 253.11 250.10 245.02 259.31 251.04 249.30

Estimation of Pump Efficiency

(Q*CDT)/(1204*HP)70.2% 69.9% 63.8% 63.3% 49.1% 65.7% 62.1%

Electrical Consumption by Motor

(7.46*HP/0.9) (kW)4.14 2.49 2.49 2.07 4.14 2.49 2.49

Electrical Consumption by Sensors(kW) 1.5 1.5 1.5 1.5 1.5 1.5 1.5

Average Daily Hours of operation during

the first year2.5 3.8 4.1 4.9 3.3 4.0 4.2

Total Monthly Electrical Expense $41.25 $44.28 $47.95 $50.88 $54.82 $46.71 $49.09

Monthy Electrical Expense per User $0.68 $0.73 $0.79 $0.83 $0.90 $0.77 $0.80

Totlal Electicity Costs (years 1-10) $4,950 $5,314 $5,754 $6,106 $6,578 $5,605 $5,890

Total Electricity costs (years 11-20) $4,950 $4,950 $4,950 $4,950 $4,950 $4,950 $4,950

Pump & Motor Price w/o Accessories $1,176 $894 $1,312 $1,312 $0 $0 $1,456

Cost of controls and sensors $1,471 $1,471 $1,471 $1,471 $0 $0 $1,471

Cost of tubing and accessories for

pump line$5,562 $5,562 $5,562 $5,562 $5,562 $5,562 $5,562

Excess Cost to Construct an Elevated

Storage Tank$4,235 $4,235 $4,235 $4,235 $4,235 $4,235 $4,235

TOTAL (excluding costs not affected

by design choice)$22,345 $22,426 $23,284 $23,636 $21,326 $20,353 $23,564

33

Even better, however, is that the vendor agreed to

exchange the 25-500 model for the 25-300 model, at no

additional cost. This gave Sabanetas the opportunity to

have an efficient pump, without incurring significant

costs. The best pump for the job, then, would be the

Aeromotor 25-300.

The decision between the two storage tank locations still

needed to be resolved. Based on cost estimates, it

would be slightly more expensive to build the water

tower at the location closer to the pump. On the other

hand, many issues with low dynamic pressure could be improved at several of the houses as shown in

Table 5. Because these design alternatives were not purely technical, it seemed prudent to present

them in simple terms to the Sabanetas water board and provide them an opportunity to choose what

they deemed best for themselves.

6.6 Finished Design

In addition to design limitations imposed by community preferences, SANAA's available materials

created limitations in the design. Since SANAA does not have 3" pipe on hand, this was not an option

for the system, regardless of the additional long-term electricity costs that might be saved by using the

larger diameter tube. The first column of Table 3 shows that this was a fairly expensive option,

because of the extra cost of the hypothetical purchase of the larger pipe. It can be seen that this would

have the lowest electrical usage. Since SANAA does have rebar and cement on hand, a tank tower

was a good option, as far as the agency was concerned.

As previously discussed in Section 4.2.5, Sabanetas outright dismissed all options that involved the

elevated storage tank, or tower. With all else staying the same, the tower option would have been

more expensive than the surface-based option. This is because of the initial construction costs of the

tower. There would be some savings on other areas, most notably for the pump line tubing, and in

long-term electrical costs.

Table 5. Quality of service for each of the two storage tank locations. Ten meters of dynamic pressure is the generally accepted design criteria, so if the system were built using the surface tank near the cemetery, five houses would have substandard pressure.

Pressure

(m)

number of

houses

Pressure

(m)

number of

houses

<18 7 <18 30

<14 3 <14 15

<9 0 <9 5

Tower on the hill

near pump

Surface near

cemetary

34

2000

2500

3000

3500

4000

4500

5000

4000 4500 5000 5500 6000 6500

Earth Highway

Distribution Line

Conduction Line

New House Construction Site

Participating Residence

Non-Participating Residence

Unaccounted Residence

Public Building

House where water will not arrive

Storage Tank

near Cemetary

Cistern

with Pump

Water Collection

Point (Dam)

Break Pressure Tank

Shutoff Valve

Figure 6. Map of final design of potable water system for Sabanetas, Marcala, La Paz, Honduras. All pipes are PVC except for short stretches across roadways, where GI is used. Water will flow at 13 gpm in 2” pipe from the dam to a 5000-gallon cistern. From the cistern, water will be pumped intermittently at 29 gpm, also in a 2” pipe, to a 3000-gallon distribution tank. The distribution network is composed of 2” down to ½” pipe. Note that one distribution line runs parallel, in the opposite direction, of the pump line. (UTM Zone 16, units in meters, easting –380000, northing –1550000).

35

Many of design options presented in the spreadsheets are then irrelevant, once SANAA and Sabanetas

had made their own private decisions. Of the remaining options, all with the surface based storage

tank and 2-inch pump line, the best choices utilize the brand of pump that the community already

owns. Because they already own the pump, and the vendor was willing to make an exchange for the 3-

Hp model, either of these would have been less expensive than buying another new pump. These

calculations would be different if they were able to sell the pump that they currently own. Revenue

from the hypothetical sale was not included in the spreadsheets.

Without a water tower, some of the houses would not have very good water pressure, because there is

no hill high enough. The design for the distribution network was made with some tradeoffs between

below-specification velocity, and below-specification pressure at the tap for several of the houses.

Velocity is supposed to be at least 0.5 meters per second, and for this design, I let it drop as low as 0.3

meters per second. Five houses have less than 9 meters and as little as 5 meters of estimated dynamic

pressure head, calculated at a flow rate of 1.63 liters per minute (lpm). This 1.63 lpm flow rate is the

household proportion of the Community Maximum Hourly (CMH) flow, the maximum amount of

water that the community is expected to use in any hour during the 20-year design period. Figure 6

shows a map of the completed design. Appendix E shows the completed project proposal.

7 Conclusions and Recommendations

There are many relevant components that must be considered for an infrastructure development

project in rural Latin America: culture, education, local natural geography and community resources;

agency characteristics, goals and resources; and the technical and communication abilities of all the

players. Giving attention to all of these components is vital to meeting the organizational, social, and

technical requirements for a successful technical community development project, such as a potable

water system. It is important to start work with a community by conducting surveys of various types,

including both technical information and socio-economic information. To discover more about

“money matters”, a contingent valuation survey can establish economic preferences at a household

level.

7.1 Further Work in Sabanetas

For the case study, I had not conducted any surveys, so in the process of working with the villagers, I

eventually learned that an elaborate pump system was not appropriate. Despite the work that was

involved in the pump design, I concluded that, based on organizational features and hidden

preferences, it will not work for Sabanetas. The elaborate pumped water system is beyond the current

36

capacity of the community to install and maintain. Aside from the initial expense of time and money,

the long term operating costs of an electric pump may be beyond the capacity of many residents to pay.

I present some alternative recommendations, with some of the basic advantages and disadvantages

associated with them. Regardless of the project plan, however, it is essential that detailed

communication and understanding be established before implementation.

A small gravity system could use the same proposed source, which meets health standards, with water

traveling through pipes, and then ultimately hauled by bucket to the point of use. The water would be

treated in a storage tank, with access at any of several public tap-stands. While the quality issues

would be readily resolved, some residents might have to transport water up to one kilometer, which for

some of them might be a farther distance than they haul water now. While water quality would be

improved for every household, hand washing, bathing, and cleaning activities might remain limited

due to quantities of available water at home. This points to important questions that a survey could

help answer: Would people want to travel farther for their water than they do currently? Would they

travel the extra distance for drinking and cooking water, but then use the closer sources for cleaning?

Would they use laundry facilities at or near the tapstands?

Conversely, with reduced expenses, some of the poorest residents in the area may be more willing and

able to participate. The proposal with the pump system has over ten households in its immediate

sphere of influence, and an equal number on the periphery, which have chosen not to participate. It

would be worth investigating the reason that they opted out, and if it was for financial reasons, a low

cost project could be much more appealing. This could mean better health in the community and area

as a whole than would be achieved by the more expensive and elaborate proposal.

Another possibility is to mitigate contamination of currently used water sources. This might involve

reducing or eliminating the sources of contamination in the well that the villagers use. At an

engineering level, this could achieve project goals with the lowest level of inputs. This may require

relocation or closure of some of the wells, or change in agricultural practices near others. At a social

engineering level this could prove to be difficult, but worth investigating, again with the recommended

surveys.

Finally, it may serve well to conduct a forum with community members to find other potential

solutions. The villages may have other ideas of their own. Perhaps in the right idea-generating and

decision-making environment, they could imagine solutions that an outside agent would not consider.

37

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Whittington, D., Briscoe, J., Mu, X. and Barron, W. (1990a) Estimating the Willingness to Pay for

Water Services in Developing Countries: A Case Study of the Use of Contingent Valuation

Surveys in Southern Haiti. Economic Development and Cultural Change, 293-311.

Whittington, D., Okorafor, A., Okore, A. and McPhail A. (1990b) Strategy for Cost Recovery in the

Rural Water Sector: A Case Study of Nsukka District, Anambra State, Nigeria. Water

Resources Research, 26(9), 1899-1913.

World Bank http://www.worldbank.org/data/dataquery accessed August 2004.

World Health Organization (WHO) (1997) Guidelines for Drinking-water Quality, Second Edition

Volume 3: Surveillance and Control of Community Supplies. World Health Organization,

Geneva. http://whqlibdoc.who.int/publications/9241545038.pdf accessed July 2004.

World Health Organization (WHO) Seminar Pack for Drinking-water Quality. Obtained from Peace

Corps Honduras reference materials March 2003.

World Health Organization and United Nations Children’s Fund (WHO and UNICEF) (2000) Global

Water Supply and Sanitation Assessment 2000 Report. World Health Organization, Geneva.

http://www.who.int/water_sanitation_health/monitoring/globalassess/en/ accessed July 2004.

A - 1

Appendix A – Pump Calculations

This appendix will run through the basics of pump sizing. It details the calculations made in

Table 3 and Table 4 in the main body text. A commercial pump curve is included to illustrate the

calculations for one of the pumps that was considered for the Sabanetas design.

Since the case study has the pump operating in a cistern, some calculations are not included that

would be important if the pump was in a well. It is also assumed that the entire length of pipe is

of PVC, which also simplifies the calculations. In the case of Sabanetas, the entire length was

PVC except for one very short stretch which was galvanized iron.

First, the basic system requirements must be known. These include

• the current population,

• expected growth rate,

• per capita daily water allotment,

• the price of electricity,

• the static pressure head (the change in elevation), and

• the distance that the water will be pumped.

Since the life of the pump is about 10 years, it is necessary to calculate the future population at

the end of 10 years and multiply that by the per capita allotment. See Reents (2003) for a more

detailed explanation. This is the same calculation as is given in Appendix C for the system

design, with the only difference being the design period. At the end of 10 years, the estimated

maximum daily consumption for Sabanetas is would be supplied with a continuous flow of 10.5

gpm.

While working on the design, I had assumed incorrectly that the pump had the same restriction of

12 hours daily operation that is typical of a well. Recent research indicated that a pump could

operate 24 hours daily (Siirtola 2004). However, for the sake of consistency, this illustration

continues with the 12-hour assumption. This makes design requirement of at least 21 gpm,

double the continuous flow rate. A common nominal flow rate for electric pumps is 25 gpm,

which is used to start the example.

A - 2

Table A-1 Calulations of Estimated Dynamic Head, to Bring to a Pump Vendor Sabanetas, La Paz

Pump flow (q) 25 gal/min

Desired Velocity 1 m/s

1.8 inches

Selected Diameter 2 inches

Velocity (v) 0.78 m/s

Minor losses (hf minor)

Articulo k No. hf

Tee 0.6 1 0.02

45o Elbow 0.4 0 0.00

90o Elbow 0.9 6 0.17Meter 2.5 1 0.08

Check Valve 2.5 2 0.15

Gate Valve 0.2 1 0.01

hf minor Total 0.42 meters

Major losses (hf major)

q 25 gpm

L = Length of the pump line 1101 meters

d 2 inches

C = coeficient of friction for PVC 140

hf major 16.16 m

Total Dynamic Head (TDH)

hfminor 0.42 m

hfmajor(m) 16.16 m

Static Head 63.50 m

TDH = hfminor + hfmajor + HT 80.08 meters

or 263 feet

Hazen-Williams formula using the given units

Recommended Diameter at the

Desired Velocity )/(

)(353.

smv

gpmqd =

2))(353.0(

)(

inchesd

gpmqv

⋅=

∑=g

vkh f

2

2

8 5 2.1

6 3.2

5 4 8.3

⋅⋅=

Cd

qLh f

A - 3

Figure A-1 Pump curves for the Myers Ranger 25 gpm series of pumps. The arrow with the dotted

line shows the first calculation for flow of this pump. Given an expected dynamic head, the arrow goes

from left to right, reaches the pump curve, then down to the flow, in gpm. After recalculating system

head in the spreadsheet, Table A-2, the process is repeated with the dashed line. The solid line shows

the final iteration, the system operating point.

A - 4

Along with the pump size, a good estimate of the dynamic system head must be calculated (Table

A-1). For this step, a pipe diameter is chosen first, so that the velocity is greater than 0.6 m/s.

Usually the velocity would not be substantially higher than 1.0 m/s, as the higher frictional losses

would cause significantly higher electricity costs during operation. Accessories are entered into

the table for minor loss calculations, and the length of the pipe is used for the major losses (CHP

2002). These are summed to get the theoretical total dynamic head (TDH), which in this case is

263 feet.

The data for expected flow, 25 gpm, and dynamic head, 263 feet, are taken to vendors to find the

pump series that will satisfy these requirements. The vendor will have a set of pump curves for a

series of pumps, like the one shown in Figure A-1. The figure is used for many of the remaining

calculations.

Once the pump curves are obtained, it is necessary to calculate the expected performance. To do

this, the head calculation from Table A-1 is used as a starting point. A horizontal line (dots) is

drawn until it arrives at a pump curve line near the rated flow. Either the 2 Hp or the 3 Hp sizes

may work, but for the purposes of this example, the line was extended to the 3 Hp curve. From

there, another line goes straight down to find the flow.

Since the new flow, 31.5 gpm, is different the one that was originally used to calculate the

dynamic head, the head calculations must be made again. Once again, a horizontal and then

vertical arrow is drawn to find the new flow (dashes). Repeat these calculations until these

amounts stay about the same, which indicates the operating point of the pump (solid).

Table A-2 shows the revised calculations, indicating the operating point of the pump. This is

essentially the same as Table A-1, but some of the items were hidden, since they have no new

significance, in order to make room to calculate the estimates of future electricity costs.

Because important data (the pump efficiency curve and motor efficiency (em)) are not always

available, some significant assumptions may be necessary. Normally it would be possible to find

the pump efficiency (ep) at the operating point, and calculate the motor input horsepower (EHp):

⋅⋅

=pm ee

WHpEHp

Where hydraulic horsepower is the product of the total dynamic head (TDH) and capacity (Q):

Hp

gpmmgpmQmTDHWHp

⋅⋅= 1204/)()(

A - 5

Table A-2 Calulations for the operating point of a 3 Hp, 25 gpm Myers Ranger pump and for the

total expected monthly electicity costs for Sabanetas, La Paz

Nom inal Hp (NHp) 3Nom inal flow (qn) 25

Pum p flow (qp) 29.4 gal/m in

Selected D iam eter (d) 2 inches

Velocity (v) 0.92 m /s

h f m inor Total 0.59 m

h f major Using Hazen-W illiam s form ula 21.82 m

Total Dynam ic Head (TDH)

h fm inor 0.59 m

h fm ajor(m ) 21.82 m

Static Head 63.50 m

TDH = h fm inor + h fm ajor + HT 85.90 m

or 282 feet

Hydraulic horsepower 2.09 W Hp

EHp = NHp 3.00 EHp

Total E ffic iency W Hp/Ehp 69.7%

Approxim ate Electric ity Costs

EHp 3.00 HP

Motor Usage kW = .746 Hp 2.49 kWSensor Usage 1.5 kW

Total Usage 3.99 kW

Number of Houses 61 casas

Average flow to each house 122.5 Gal/Day

Pum p F low 29.4 gal/m in

Daily Hours of Pumping, firs t year 4.2 hours

Daily E lectric ity Usage, firs t year 16.9 kWh

Electric iy Price $0.097 per kW h

Monthy costs for the village $49.25

Assume Motor Input horsepower is equal to

the nom inal horsepower

2))(353.0(

)(

inchesd

gpmqv

p

⋅=

A - 6

When the efficiencies are not available, then calculating electrical usage requires that input

horsepower be estimated by other means. The simplest solution is to assume that the input

horsepower (EHp) is always equal to the nominal horsepower (NHp). Using these assumptions,

total efficiency can be estimated

NHp

WHpeee pmtotal =⋅=

The input horsepower is then converted to kilowatts, and added to the estimated sensor power.

The sum is then multiplied by the expected hourly usage in the first year, to give the estimate of

daily kilowatt-hours (kWh). Multiplying this product by the price of electricity, and by the

number of days in a month, gives the total monthly electric bill.

Appendix B – The Community Water Board

This appendix describes the Community Water Board; its organization, functions, and duties. The introductory text is condensed from Peace Corps training materials used in Honduras, while the statutes are translated from an Asociación Hondureña de Juntas Administradoras de Agua (AHJASA) document.

B-1

Definition of the Community Water Board

The Community Water Board is the representative entity of the community, ordered to coordinate and to execute the activities of administration, operation and maintenance of the system of potable water supply, by means of the active participation of its members and of all the community that they represent.

Constituent members of the Community Water Board

Five members will constitute the Communitarian Water Board:

President

Vice-President

Secretary

Treasurer

Public prosecutor

They will all be Honduran; of legal age, recognized leadership and moral solvency, spirit of sacrifice and the live desire to integrate their community to the process of social development.

Selection of board members

For the Selection of the Water Board it is necessary to summon a General Assembly of beneficiaries, who through voting will designate each one of the members that will integrate the Water Board.

All the beneficiaries who participate in the general assembly for the selection of the Water Board must sign the election act to give faith of this election and its outcome.

Each one of the elected members must sign the statutes that will regulate the operation of the Water Board.

Functions of the water board

The Water Board must summon to meetings of beneficiaries to deal with subjects related to the water system. The Water Board must make the registry of beneficiaries using the corresponding format and to update it when new beneficiaries entries or executing the definitive suspension of the service to anyone of the existing beneficiaries.

The Water Board must collect and administer the funds that are gathered through the application of the tariffs corresponding to the service, as well as the originated funds from contributions, social raffles and events that are made to increase their financial resources.

At the time of the payment, the corresponding receipt will be given to the beneficiary, this receipt will have to be sealed and signed by the treasurer of the Water Board.

When a purchase of materials is made, such as tools, stationery miscellaneous or any other thing that it is used for the operation of the system, is due to ask for to the salesman the corresponding invoice.

When paying workers who execute activities for the operation of the system (plumbers, laborers or others), the treasurer must extend a receipt for this payment, for which they must use the receipt model that appears in this document.

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The treasurer with the support of the other members of the Water Board must elaborate a financial written report of the income and debits of the water system and make deposits in a banking account of the remaining money left after covering the corresponding expenses.

At the time of making the financial report, it must be sealed and the date when the report was elaborated must also be written down in the reverse of all the papers that served as base for the processing of the financial report, such as: invoices, receipts, checkbooks of payment by tariffs, deposit slips or withdrawal slips of the banking account and others.

All the members of the Water Board must sign this report and the treasurer of the board must take a countable registry of the originating income of the service of water.

The income must be written down in the book of collections (see format at the end of this chapter) and will have to correspond with the values indicated in the receipt checkbooks by payment of tariffs.

All the invoices of purchased materials, tools, pipe, accessories, stationery supplies, calcium hypochlorite expenses, as well as the receipts of payment of workers and the traveling expenses of the members of the Water Board will document the debits.

The secretary of the Water Board must write up all minutes of a meeting and state them in the corresponding book.

The members of the Water Board must sign all the acts, after being approved by the respective assembly.

All the documentation of the administrative management of the Water Board must stay filed and will serve as base to evaluate their performance.

The documentation that supports each financial report must be annexed to the same one and kept in the corresponding file.

The Water Board will have to keep the books and following files:

a) Act book.

b) Book of Collections.

c) Registry of Beneficiaries.

d) Legal document File of the Meeting (agreements, legal function and position of agent, land servitude and others).

e) Technical memories, design and construction plans of the water system.

B-3

WATER BOARD STATUTES FOR THE ADMINISTRATION, OPERATION AND MAINTENANCE OF POTABLE WATER SYSTEMS

CHAPTER I

OBJECTIVES

ARTICLE 1

The aim of these statutes is to regulate the functioning of Water Boards for potable water systems. The tasks of the Water Board are the administration, operation and maintenance of the system and the appropriate management of the system's watershed.

CHAPTER II

COMPOSITION OF THE WATER BOARD

ARTICLE 2

The Board shall be composed of native Hondurans, neighbors and residents of the community, of good moral character, and chosen by the community through majority vote at a General Assembly of Subscribers convened for this purpose in accordance with the means and procedures established under these statutes.

A. WATER BOARDS FOR INDIVIDUAL SYSTEMS

ARTICLE 3

Rural communities shall have a water board consisting of four or more members: a)

President b) Treasurer c) Secretary d) Fiscal e) General board members

CHAPTER III

GENERAL ASSEMBLY OF SUBSCRIBERS

Article 4

The General Assembly of Subscribers is the ultimate authority regarding the system and is composed of all the subscribers whose function is to make decisions concerning all aspects of the system that are not technical.

Article 5

The General Assembly of Subscribers shall meet regularly every 1 to 6 months and shall hold special meetings if convened by the Board by means of an initiative passed by of one-half plus one of all subscribers.

Article 6

The attendance of one half plus one of all subscribers shall be necessary for the General Assembly of Subscribers to hold a meeting. If this quorum is not present, a second

Assembly shall be convened within eight days. If the required quorum is not present at the second Assembly, the meeting shall be held with the members that are present.

Article 7 Functions of the General Assembly of Subscribers

a) To choose Water Board members or propose changes

b) To propose initiatives and suggestions for the collective benefit of the system

c) To insist of the performance of good service at all times

d) To establish, in conjunction with the Water Board, the family dues and other fees associated with wafer service

e) To monitor the Water Board's fulfillment of the duties with which it is charged as well the duties of support committees, personnel, and maintenance.

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CHAPTER IV

FUNCTIONS OF THE WATER BOARD

Article 8

The members of the Board shall not receive remuneration. However, the treasurer shall be given an allowance of 10% of the monthly income for administrative activities if the assembly believes such allowance is appropriate.

Article 9

The Water Board shall meet at least once a month.

Article 10

The quorum for meetings shall be one half plus one of the total board members.

Article 11

The absence of any member for three consecutive meetings without just cause may be cause for removal.

Article 12

The terms of the Water Board members shall be two years – except the President, who shall be an advisor for an additional year. In order to insure the continuity of the Board's work, the election of new Water Boards shall take place one month before the expiration of the term of the current Board.

Article 13

The members of the Water Board may be re-elected.

Article 14

The Board shall direct a portion of its funds to cover administrative expenses, and operation and maintenance of premises; the balances shall be deposited in a special account for extensions and improvements in the system and the protection of the watershed

Article 15

The Board shall keep the following books and registers in order to record the movement of its money and property.

a) “Carder” control card to each subscriber, in order to register payments of the family dues.

b) Control book of subscribers

c) A book to keep track of the control of money paid in cash and withdrawals made in accord with the respective receipts

d) Inventory book to keep track of the control of real estate, such as furnishings, tools, equipment, machines, and replacement minutes books.

e) A book for taking minutes

f) Keep and file forms that include: administrative monthly forms, invoice of earnings and expenditures, connection applications, and notification of suspension of service

CHAPTER V

FUNCTIONS OF THE WATER BOARD AND ITS MEMBERS

Article 16 Functions of the Board

a) To carry out and cause to be cried out the administration, operation and maintenance of the system.

B-5

b) To impose sanctions against subscribers for violations of these statutes. When the sanction consists of the temporary suspension of service, the Treasurer shall authorize the plumber to carry out said suspension.

c) To contract for the services of personnel and to limit their activities to the operation and maintenance of the system in accordance with the yearly budget previously approved by the General Assembly of Subscribers. This budget must be updated yearly.

d) To insure the future life of the system's water source by means of the execution of integrated management p1ans for the region's watersheds.

e) To negotiate before Financial Organizations or Private Development Institutions, requests for new connections, in the event that expansions of the system are needed.

f) To promote timely payment of family dues and to sanction delinquent subscribers.

g) To organize support committees for development activities such as the management of the watershed.

h) To prepare a monthly administrative report of earnings that must be produced when so ordered by the community in a meeting of the General Assembly of Subscribers.

i) Regarding the report of earnings and expenses managed by the Treasurer, the General Assembly of Subscribers, after prior notice from the Board, shall meet to analyze the report and whether earnings were insufficient enough to warrant consideration and approval of a change in fees

j) The Board shall make known to the subscribers the method of calculation used to arrive at the fee imposed for connection for new subscribers.

k) When requests for service are received from community members who lived in the community at the commencement of construction of the system but did not contribute to the construction,

those members shall be charged an amount equal to the value of the contribution of each community member during construction plus the fee for rights of connection.

1) The Board shall collect funds coming from service dues, connections, reconnections, fines, contributions, raffles, etc.

m) The Board shall make monthly deposits in a bank account for the benefit of the system of money remaining after covering expenses for administration, operation and maintenance.

n) To insure excellent service and to take the necessary steps to maintain and improve that service.

o) To insure that the water supplied is of the highest quality and is used in a rational manner.

p) To timely present, upon a change of members of the Board, the financial report; a copy of the report shall be remitted to the respective regional office.

q) To acquire the necessary paperwork for the administration of the service.

r) To collaborate on a regular basis with the organizational, administrative and technical updating of Board members through AHJASA (Honduran Association of Water Boards) or through other groups...

Article 17

The Board authorizes expenditures for the administration, representation, operation and maintenance of the service when the amount does not except the budget, except in special cases that the General Assembly authorizes.

Article 18 Specific Duties of the President

a) To exercise the legal and public representation of the Board.

B-6

b) To convene, preside over and direct ordinary and special meetings of the Board.

c) To authorize the purchase of materials and the hiring of the necessary personnel for the efficient administration, operation and maintenance of the system.

d) To order the payment of expenses necessary for administration and operation of the system.

e) To control the management of the money, property and resources of the system.

f) To sign the minutes of the meetings of the Board which must make note of the decisions that are adopted.

g) To ensure compliance with the decisions that are adopted.

h) To examine the claims of subscribers, to resolve the ones that are within his capacity to do so, and to present any others to the Board for consideration.

i) To timely notify subscribers about sanctions imposed upon them.

j) To order the plumber, in writing, to repair, suspend, or reconnect any installations.

k) To communicate to subscribers the facts and circumstances that causes a disruption in service.

1) To prepare and present annually the financial report for that tenure of the Board. This report will be presented at a meeting of the General Assembly of Subscribers, convened for that reason.

m) To offer advice to newly elected Water Boards for one year.

Article 19 Duties of the Treasurer

a) To organize a system of collections and to implement the charges for connection, family fees, reconnections, fines and other costs.

b) To carry a register and control of income and expenditures and of the movement of materials, keeping the corresponding receipt for each item.

c) To prepare a monthly administrative report of income and expenditures of the system in order to present it when so requested by the General Assembly of Subscribers.

d) To make monthly deposits in the system's bank accounts.

e) To take charge of the storage, custody, and movement of the materials for the system.

f) To prepare and approve the list of the materials required for the maintenance of the system and take steps to obtain the appropriate authorization for purchases.

g) To sign payments for expenditures authorized by the president.

h} To proceed with payments for materials and payment of accounts previously authorized by the President.

i) To join in the responsibility of the President to manage and keep custody of the system's funds.

j) To accomplish other appropriate labors of the office that are entrusted to him by the President.

Article 20 Specific Duties of the Secretary

a) To take minutes of Board meetings and record them in the appropriate book.

b) To take charge of the preparation, procedure and filing of the Board's correspondence.

c) To always be informed about

d) To prepare the reports of the activities of the Board and to inform the Assembly about the decisions that are adopted.

e) To sign the correspondence of the Board.

f) To organize the correspondence.

B-7

g) To complete other appropriate tasks of the post that are entrusted to him by the President or the Treasurer.

h) To complete periodic inspections of the different component parts of the system in order to be familiar with its functioning and to present the corresponding report to the Board so it may take corrective measures in case irregularities are present.

i) To periodically analyze the fees and rights to connection to make sure income is sufficient to cover expenditures.

j) To receive complaints and claims by the system's users in order to give them the opportunity to bring them before the Board.

CHAPTER VI

WATER BOARD PERSONNEL

Article 22

All of the Board's systems, acting in their own name, shall designate an operator or plumber who will be under the direct control of the Board and who should have experience in the operation and maintenance of rural aqueducts and preferably reside within the community.

Article 23

The Board and the subscribers shall determine the salary of the operator.

Article 24

Only the operator shall be able to make installations in the system with previous written authorization by the Board.

Article 25 Duties of the Operator or Plumber

a) To operate and maintain the system.

b) To make reconnections and perform necessary plumbing work.

c) To inform the Board about irregularities and interruptions of service.

d) To collaborate with the Treasurer in collections.

e) To disconnect service to clients when so ordered by the Board.

f) To collaborate in the protection of watersheds.

g) To execute other duties given to him by the Board.

CHAPTER VII

OPERATION AND SERVICE REGIME OF THE SYSTEM

Article the 26 Of the Property of the System.

All structures, facilities and equipment that includes/understands the water system, is property of the Water Board.

Article 27 Of the System management:

a) The System management will take control of sights to the benefit of the community, looking for that he is economical, in terms that assure the optimal service, maintenance and extension of the system.

b) The subscribers will conserve of the right to the use of the water, as long as they fulfill and they respect the legal dispositions of the present Statute.

Article 28 Of the Types of Supplying the Water

The supplying can become by means of domiciliary connections, those that can be fixed either by registered tariffs or by means of a water meter.

B-8

Article 29 Of Domiciliary Connection

a) Is the subscribers obligation to maintain its intra-domiciliary facilities in good state and to make use of the services in agreement with this statutes and the instructions for special cases according to determines the Water Board.

b) All the intra-domiciliary installations must be previously approved by the Water Board and no modifications might be made to them without the prior authorization of the Water Board for doing so.

c) The Board will be responsible to carry out the repairs in the networks and intra-domiciliary facilities of the services and will have to communicate them to the Assembly of Subscribers.

d) The board, at any time, will be able to review the intra-domiciliary facilities by means of authorized personnel; if the subscriber refuses he/she will be sanctioned according to this regulation.

e) The expenses of all domiciliary connection will be paid by the subscriber and the characteristics of the connections will be the ones that the Water Board has established and authorized.

f) The subscribers can ask for additional connections to the Board based on all the statutes here seen.

g) All non-authorized connections by the Water Board, will be considered clandestine and holds to cut sanction and fines.

h) When an estate that has service of aqueduct subsidizes, the right to the service will be granted to the sector or starts off where the connection enters. The part that consequently is without service will have to ask for it corresponding connection according to the requirements and formalities established in these Statutes.

Article 30 Of the Registry of Subscribers

a) Subscribers with domiciliary connections will be written down in the book, " Control of Subscribers ", in which the name, last name, address, account number and the payments that must do by their connection for the service of water is shown

Article 31 Of the Family Quota

a) When to a proprietor’s request for service has been approved, the interested one will cancel in the Treasury of the Water Board, the amount of money that correspond for the Right to connection.

b) The subscribers will have right to the number of taps that the Board authorizes. The additional taps will pay the amount of money that the Board has determined.

c) The family quotas will be reviewed by the Water Board in order to fit them to the expenses that demand the administration, operation and maintenance of the system or to ask for assessment.

d) The familiar quota will be paid starting on the day the domiciliary connection is installed.

Article 32 Of the Obligations of Subscriber

a) When doing a request of installation of the service, each subscriber will have to express the use that the tap will be given.

b) Each subscriber is responsible for the care of its facilities as well as to communicate it immediately to the Water Board whenever repairs are needed; in this case, the expenses that the Board incurs in will have to be reimbursed by the subscriber, in a single payment or multiple quotas.

B-9

c) The water provided by the system will be of domestic use exclusively such as: drinking, personal hygiene, washing of clothes, cleaning of kitchen utensils and house, it is prohibited to make use of water for agricultural or industrial activities.

d) The Water Board is empowered to authorize other uses of the water, previous agreement with the interested one, as long as the capacity of the source and the system allows it and the normal consumption from the population is not affected and also an additional cost is recognized.

e) The subscriber must pay his family quota by water services on the first ten days of every month and in the premises of were the Water Board works.

f) When the property is alienated, the new proprietor will have to inform to the Board for the change of registry of subscribers.

g) Any change in the use of services will have to be informed in writing to the Board, which will determine the technical modifications and the readjustment that applies for each case.

h) The subscriber is forced to allow the access to its home, to the personnel of the Water Board who shows up to inspect the facilities, whenever they identify themselves and their condition as members or other people who present/display authorization written by the meeting, but if they will refuse to it, the service could be suspended to them until they allow the inspections.

Article 33 Of the suspension of Service

a) All subscribers that owe two (2) months of consumption, will be sanctioned with the service cut without previous warning. The date of cut will be written down in the Registry of subscribers.

b) The cut can be also applied by:

• Poor conditions on the Domiciliary Connection of the subscriber.

• Intentional Damages to the installation.

• Illegal water Sale or illegal use of same.

• Death threats to the plumber or members of the Board.

c) In case of death threats the Board will have to meet urgently and according to the magnitude of the threats might proceed with the service cut to the subscriber or responsible subscribers for up to six (6) months, (1) a year or definitively.

d) In the previous case, the criminal responsibility by offenses, frustrated homicide or homicide, that are originated and derived from these threats, will be considered in addition having the meeting in such circumstances to ask for the cooperation and services of the competent local authority.

Article 34 Of the voluntary Suspension of Service

a) The subscribers who must leave their home for a prolonged period will be able, previous payment of the last monthly bill, to ask for the voluntary suspension of the service, without payment of consumption during the period of suspension.

b) In the previous case of returning later to their address, the subscriber will be able to ask for a reconnection, which will execute previous payment of the same one.

Article 35 Of the Reconnection

a) Subscribers whose services have been cut by debt, will be able to ask for the reconnection, previous payment of the pending debt plus the expenses of reconnection. The reconnection will be written down in the Registry of Subscribers.

Article 36 Of the prohibitions and sanctions

B-10

It is prohibited to subscribers, organizations or people different from the regional authorities or the Board:

a) To give to the water a different use from the one indicated in the connection request of the service.

b) To replace or to modify the facilities.

c) Reconnect a service that has been suspended.

d) To open or to close the valves of the network.

e) To install suction pumps.

f) To provide to other buildings water that has been assigned to one subscriber.

g) The construction of latrines in adjacent lands and at a superior level of the source and the storage tank(s).

Article 37

Infractions and the Prohibitions contemplated in the previous article will be sanctioned by the Board with non-greater suspension of fifteen (15) days, without the obligation to repair the damages that had been caused and to cover the cost of a reconnection.

Article 38 Of the Extensions

a) All work of extension to the system requires a previous technical and economic study, so the Water Board of the system will solicit to competent organisms like the SANAA for example: in order to make this study.

b) All extension constructed by one or several neighbors of the community will be yielded the Water Board under gratuitous title. The Board on the other hand commits itself to the maintenance of the cession that becomes of their property.

Article 39 Of the Transitory Interruptions of Service

a) The Board will be able to transitorily suspend the service in some zone or all the area covered by the system, to make maintenance tasks, to carry out new domiciliary connections, recognition of the service to the subscribers. In such cases it will have to warn with sufficient anticipation to the subscribers of this disposition.

Article 40 Of the Equipment of Pumping

a) non-manual equipment of pumping, will operate according to the hour and instructive regime that is established by the Board.

b) The repair of any equipment requires the authorization of the Board.

CHAPTER VII

General Dispositions

Article 41

In case it is needed to contract personnel for some temporary work that is required by the system, it is preferred to offer such opportunity to the subscribers that owe to the to the Board by services non-paid, in order to offer them the opportunity of paying their bills, as long as they are qualified to do it.

Article 42

The personnel designated for the administration, operation and maintenance of the system, will exclusively have labor relations with the Water Board and therefore the board be the one in charge of the payment of their wages.

Article 43

B-11

For effects of the fulfillment of the dispositions the present statute and when it finds place because of violations to the same one, the Board will ask for the collaboration of the Legal Authorities and Police of the respective community, in agreement with the sanitary codes and of Renewable Natural Resources and Protection of the Environment and other legal dispositions.

Article 44

The administrative technical attendance includes/understands among others the following things:

a) Supervision and audit in countable matter and investment of funds.

b) Public Relations between the Board and the subscribers of system.

c) Sanitary Education related to potable water.

d) Inherent Problems to the operation, maintenance and extension of the system

Article 45

The Board will not be responsible for the temporary interruptions of the service of water, due to unexpected damages in the system by natural phenomena.

Article 46

The Board is forced to disclose these statutes and to give a copy of them to each subscriber.

Article 47

The interpretation of the present Statute would adjust to the general rules of the interpretation of the Law and in case it does correspond, to the competent authority.

Article 48

The fact of any person using the Water Board services with consent or not of this organism, serves to indicate the knowledge and conformity of the present Statute accepting it in all its parts.

January, 2003

Design Population

Appendix C – Final Design for Sabanetas Drinking Water System with a Surface Storage Tank

In the main document, there are several tables and figures that illustrate the design for the water system that uses a surface based storage tank. This appendix shows the basic data and calculations that were made to make the design. These spreadsheets are modified from those created and used by Peace Corps water and sanitation volunteers in Honduras. Reents (see his Appendix A) explains the principles of design and design constraints. In the hydraulic design spreadsheets presented here, some of the data have boxes. The data inside of these boxes are outside of official design parameters, but due to the lack of better alternatives, these inadequacies are accepted. See Appendix E for the final proposal and list of materials using this design.

Calculations for future population and basic design requirements………………..... C-1

Field notes for the conduction and pump lines………………………..…………........ C-2 – C-3

Hydraulic design of the conduction and pump lines……………..………………….... C-4 – C-6

Field notes for the distribution network………………………………….………….… C-7 – C-11

Hydraulic design for the distribution network…………………………….….…….… C12 – C-16

Information about the water sourceEngineer: Ing. Douglas MessengerDate of flow Measurement January, 2003Source: Montaña VerdeFlow Measurement: 44 gpmType of Flow Measurement: VolumetricTopographic Study Method: Abney level

Calculations to estimate the future populationDesign Period (N) 20 Years (20 - 22)Growth Rate (K) 3.5 Anually (3,2% - 3,5%)Design Population 4.9 Residents per House (5 - 7)Number of Houses 61Present Population (P0) 298 Persons

Future Population (Arithmatic) (Pfa) 506 Persons

Future Populaton (Geometric) (Pfg) 592 Persons

Future Population (for Design) (Pf) 506 Persons

Calculations to estimate the water usage at the end of the design periodConsumption (y) 25.00 Gal/person/day

Average Daily Consumption (Cad) 8.78 gpm

Maximum Daily Consumption (CMD) 13.18 gpm(for the design of the conduction line)

Maximum Hourly Consumption (CMH) 19.77 gpm(for the design of the distribution network)

Storage requirements

Volume of Storage Tank = 5,000 Gallons

CALCULATIONS of BASIC SYSTEM DESIGN PARAMETERS

30% - 40% of Cad (3800 - 5100 gallons)

Sabanetas, Marcala, La Paz

CPP D ×=0

+=100

*10

NKPPfa

N

fg

KPP

+=100

10

( ) 375.0644.1

25

2000_

f

f

PY

Else

Y

PIF

=

=

<

1440

yPC f

ad

×=

25.2×= adMH CC

5.1×= adMD CC

C-1

Compass Forward Back Change in Type of Notes

Length (in degrees Level Level Terr Elev Tubing

(m.) from north) (dms) (dms) (dec. deg.)

0 1 9.20 215° -6°20' +5°50' -6.083 GI-SCH40 La estaka esta un metro de este punto

1 2 5.90 184° -3°30' +2°50' -3.167 GI-SCH40 Quebrada rocoso

2 3 10.80 250° +1°00' -1°50' 1.417 PVC-RD26 Cruce del quebrada

3 4 11.30 226° -8°20' +7°10' -7.750 PVC-RD26

4 5 10.80 245° +2°30' -2°30' 2.500 PVC-RD26

5 6 7.80 241° -19°40' +19°50' -19.750 PVC-RD26

6 7 12.80 249° -2°10' +1°30' -1.833 PVC-RD26

7 8 12.80 258° -3°20' +3°20' -3.333 PVC-RD26

8 9 5.00 230° -3°40' +3°20' -3.500 PVC-RD26

9 10 7.30 251° +5°00' -5°20' 5.167 GI-SCH40 cruce del quebrada, cerca del sitio fuente viejo

10 11 10.40 204° 0°00' 0°00' 0.000 PVC-RD26

11 12 14.80 211° +5°40' -6°20' 6.000 PVC-RD26

12 13 12.90 222° -4°20' +4°20' -4.333 PVC-RD26 cruce una cerca

13 14 11.30 240° +1°30' -1°40' 1.583 PVC-RD26 entre monte

14 15 21.80 241° +1°20' -1°30' 1.417 PVC-RD26

15 16 10.10 229° -1°50' +1°40' -1.750 PVC-RD26

16 17 16.30 212° +5°20' -5°50' 5.583 PVC-RD26

17 18 8.80 221° -4°20' +4°40' -4.500 PVC-RD26

18 19 8.70 219° -21°10' +21°30' -21.333 PVC-RD26

19 20 18.80 201° 0°00' -0°20' 0.167 PVC-RD26

20 21 24.60 198° +1°50' -2°10' 2.000 PVC-RD26 sigiendo camino

21 22 16.80 188° +1°20' -1°50' 1.583 PVC-RD26 estaka es un arbolito

22 23 30.70 168° -3°20' +2°50' -3.083 PVC-RD26

23 24 14.80 181° -5°20' +4°40' -5.000 PVC-RD26

24 25 28.80 193° -2°50' +2°10' -2.500 PVC-RD26

25 26 11.30 197° -10°00' +9°20' -9.667 PVC-RD26

26 27 8.80 197° -3°40' +4°20' -4.000 GI-SCH40 cruce un quebradita, la quebrada siga por la izq.

27 28 17.50 197° +18°30' -18°40' 18.583 PVC-RD26

28 29 21.10 216° -2°10' +1°40' -1.917 PVC-RD26

29 30 29.80 200° -6°00' +5°50' -5.917 PVC-RD26

30 31 29.80 194° 0°00' -0°30' 0.250 PVC-RD26

31 32 29.80 185° +1°00' -1°40' 1.333 PVC-RD26

32 33 17.10 206° -1°50' +1°40' -1.750 PVC-RD26

33 34 22.00 216° -14°10' +13°40' -13.917 PVC-RD26

34 35 13.40 176° +2°40' -2°40' 2.667 GI-SCH40 cruce un quebradita, la quebrada siga por la izq.

35 36 11.10 126° +27°40' -28°20' 28.000 PVC-RD26

36 37 20.20 139° +5°00' -5°00' 5.000 PVC-RD26

37 38 12.65 173° +0°50' -1°40' 1.250 PVC-RD26

38 39 20.10 180° -3°20' +3°20' -3.333 PVC-RD26 2m arriba de Inez cerca

39 40 13.55 203° -1°30' +1°10' -1.333 PVC-RD26

40 41 17.74 221° -8°30' +8°10' -8.333 PVC-RD26

41 42 22.10 222° -0°20' +0°30' -0.417 PVC-RD26

42 43 14.00 178° -1°40' +1°20' -1.500 PVC-RD26 arriba de Inez gardin

43 44 19.40 180° +8°00' -8°00' 8.000 PVC-RD26

44 45 29.80 179° -3°00' +3°10' -3.083 PVC-RD26

45 46 29.80 179° -1°20' +0°40' -1.000 PVC-RD26

46 47 21.80 162° +4°30' -5°20' 4.917 PVC-RD26 Espina de caballo

47 48 15.10 174° -24°00' +24°00' -24.000 PVC-RD26

48 49 9.80 198° -1°20' +1°20' -1.333 GI-SCH40 cruce un patano

49 50 16.35 159° +6°40' -6°40' 6.667 PVC-RD26

50 51 28.30 149° +3°50' -4°20' 4.083 PVC-RD26

51 52 11.20 156° +3°20' -3°20' 3.333 PVC-RD26

52 53 22.80 149° -8°40' +8°30' -8.583 PVC-RD26

53 54 18.30 144° +11°00' -11°00' 11.000 PVC-RD26

54 55 22.00 134° -12°50' +12°50' -12.833 PVC-RD26

55 56 21.00 131° +0°10' -1°40' 0.917 PVC-RD26

56 57 17.40 129° +6°40' -7°10' 6.917 PVC-RD26

57 58 15.30 129° -9°30' +9°50' -9.667 PVC-RD26

58 59 14.70 121° +3°20' -2°50' 3.083 PVC-RD26

59 60 16.20 146° -0°20' 0°00' -0.167 PVC-RD26

60 61 29.80 167° -6°20' +6°00' -6.167 PVC-RD26

61 62 29.80 171° -3°00' +2°20' -2.667 PVC-RD26

62 63 29.80 154° -1°10' +1°00' -1.083 PVC-RD26 cruce cerco

63 64 23.40 146° +8°10' -8°40' 8.417 PVC-RD26 bosque, estaka esta 4 metros abajo del camino

64 65 12.20 158° -13°20' +12°40' -13.000 PVC-RD26

65 66 7.30 158° -0°20' 0°00' -0.167 GI-SCH40 cruce quebraa y cerco, 2 ANCLAJES

66 67 26.15 112° +9°30' -9°40' 9.583 PVC-RD26

Reach

Stk - Stk

FIELD NOTES - CONDUCTION AND PUMP LINES

Sabanetas, Marcala, La Paz

C-2

Compass Forward Back Change in Type of Notes

Length (in degrees Level Level Terr Elev Tubing

(m.) from north) (dms) (dms) (dec. deg.)

Reach

Stk - Stk

FIELD NOTES - CONDUCTION AND PUMP LINES

Sabanetas, Marcala, La Paz

67 68 13.00 145° -5°10' +4°40' -4.917 PVC-RD26 empezar a siguir camino

68 69 22.80 166° +0°20' -0°20' 0.333 PVC-RD26

69 70 21.90 124° -7°40' +7°10' -7.417 PVC-RD26

70 71 7.00 128° -9°20' +8°40' -9.000 PVC-RD26

71 72 15.90 144° -2°30' +2°00' -2.250 PVC-RD26

72 73 21.90 112° +3°00' -3°30' 3.250 PVC-RD26

73 74 20.90 107° +15°00' -15°40' 15.333 PVC-RD26

74 75 18.00 119° +0°50' -1°10' 1.000 PVC-RD26

75 76 27.40 139° -4°10' +3°50' -4.000 PVC-RD26

76 77 15.95 133° -2°20' +1°40' -2.000 PVC-RD26

77 78 29.90 149° -9°20' +9°00' -9.167 PVC-RD26

78 79 29.90 142° +1°30' -1°20' 1.417 PVC-RD26

79 80 29.90 176° +4°30' -5°00' 4.750 PVC-RD26

80 81 9.10 181° +8°50' -9°20' 9.083 PVC-RD26

81 82 19.90 181° -5°20' +4°50' -5.083 PVC-RD26

82 83 25.90 181° +9°00' -9°30' 9.250 PVC-RD26

83 84 29.90 199° +0°50' -1°30' 1.167 PVC-RD26

84 I1 16.20 225° +17°50' -18°00' 17.917 PVC-RD26 2.5 m de un pino

I1 I2 13.14 214° +11°40' -11°40' 11.667 PVC-RD26

I2 I3 4.84 228° -3°50' +3°20' -3.583 PVC-RD26 cruce cerco

I3 I4 7.55 160° -1°20' +0°40' -1.000 GI-SCH40 cruce quebrada de lodo, ariba de la cascada

I4 I5 29.34 213° +17°00' -17°20' 17.167 PVC-RD26 para la primera espacio en monte

I5 I6 28.93 203° +13°40' -14°00' 13.833 PVC-RD26 por la izquierda de un pinito

I6 I7 29.72 200° +15°40' -15°50' 15.750 PVC-RD26

I7 I8 27.15 200° +9°50' -10°00' 9.917 PVC-RD26 2 m arriba de monte de mora

I8 I9 28.53 205° +8°00' -8°30' 8.250 PVC-RD26 20 m por la derecha de un cerco

I9 I10 19.40 209° +11°00' -11°20' 11.167 GI-SCH40 (38-39) cruce calle, cruce cerco, sigue camino

I10 I11 29.72 208° +14°50' -15°20' 15.083 PVC-RD26 (37-38)

I11 I12 29.17 211° +6°00' -6°10' 6.083 PVC-RD26 (36-37)

I12 I13 29.85 218° -2°30' +2°00' -2.250 PVC-RD26 (35-36)

I13 I14 28.75 221° -10°50' +10°20' -10.583 PVC-RD26 (34-35) cruce cerco de freddy

I14 I15 29.85 222° -8°10' +7°50' -8.000 PVC-RD26 (33-34)

I15 I16 29.32 222° -4°50' +4°30' -4.667 PVC-RD26 (32-33) cruce cerco para elsa

I16 I17 29.60 220° -4°00' +3°30' -3.750 PVC-RD26 (31-32) milpa de elsa

I17 I18 29.90 220° -1°20' +1°30' -1.417 PVC-RD26 (30-31)

I18 I19 29.30 220° +3°00' -3°20' 3.167 PVC-RD26 (29-30)

I19 I20 29.35 219° +6°50' -7°30' 7.167 PVC-RD26 (28-29) 15 m de zacate de rey, mora

I20 I21 24.48 214° +7°00' -7°40' 7.333 PVC-RD26 (27-28) 4m de arbol cerca de Nelson

I21 I22 8.90 226° +5°40' -6°10' 5.917 GI-SCH40 (26-27) Cruce Calle

I22 I23 28.70 231° +3°00' -3°40' 3.333 PVC-RD26 (25-26) 40 m arriba de la escuela

I23 I24 17.65 231° +4°00' -4°40' 4.333 PVC-RD26 (24-25)

I24 I25 17.74 236° -3°20' +2°50' -3.083 PVC-RD26 (23-24)

I25 I26 25.40 238° -5°50' +5°10' -5.500 PVC-RD26 (22-23)

I26 I27 18.40 238° -7°10' +6°50' -7.000 PVC-RD26 (21-22) Centro de Salud

I27 I28 29.70 238° -8°50' +8°30' -8.667 PVC-RD26 (20-21)

I28 I29 29.90 238° +0°50' -1°20' 1.083 PVC-RD26 (19-20)

I29 I30 27.80 236° +2°20' -2°50' 2.583 PVC-RD26 (18-19)

I30 I31 12.49 241° +2°30' -3°10' 2.833 PVC-RD26 (17-18)

I31 I32 13.52 304° +0°40' -1°20' 1.000 GI-SCH40 (16-17) cruce carretera, 31 es poste de cerco

I32 I33 21.50 219° -2°30' +1°50' -2.167 PVC-RD26 (15-16) campo

I33 I34 27.00 223° -1°20' +1°40' -1.500 PVC-RD26 (14-15) campo

I34 I35 29.80 225° -1°50' +1°10' -1.500 PVC-RD26 (13-14) campo

I35 I36 29.80 225° -6°20' +6°00' -6.167 PVC-RD26 (12-13) campo

I36 I37 29.80 229° -6°10' +6°00' -6.083 PVC-RD26 (11-12) campo

I37 I38 29.80 231° 0°00' -0°40' 0.333 PVC-RD26 (10-11) campo

I38 I39 29.80 227° +5°30' -6°00' 5.750 PVC-RD26 (9-10) campo

I39 I40 29.80 228° +5°10' -5°10' 5.167 PVC-RD26 (8-9) campo, bosque

I40 I41 29.80 228° +10°10' -9°50' 10.000 PVC-RD26 (7-8) bosque de pinos

I41 I42 29.80 228° +8°40' -9°20' 9.000 PVC-RD26 (6-7) monte, cruce cerco

I42 I43 29.80 234° +9°30' -9°40' 9.583 PVC-RD26 (5-6) Cruce cerco, arbol defrutas

I43 T 29.80 226° +11°50' -12°20' 12.083 PVC-RD26 (T-5) Monte

C-3

SOURCE: Montaña VerdePARAMETERS: Tube elevation at the dam exit (Datum )

Number of Houses 61 1000 metersNumber of Habitants 298

Projected usage 25 G.P.P.D. Pump HeadDesign Flow 13.2 GPM (CMD) 85.4 meters

Com

pass (degrees)

Length (m)

Type of T

ubing

Nom

inal D

iameter

Flow

(gpm)

Change in

Piez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static

Pressure (m

)

Velocity (m

/s)

1000.00 1000.000 1 215° 9.20 GI-SCH40 2 '' 13.18 -0.08 999.92 -0.97 999.03 0.9 0 0.97 0.411 2 184° 5.90 GI-SCH40 2 '' 13.18 -0.05 999.87 -0.33 998.70 1.1 7 1.30 0.412 3 250° 10.80 PVC-RD26 2 '' 13.18 -0.05 999.82 0.27 998.97 0.8 6 1.03 0.413 4 226° 11.30 PVC-RD26 2 '' 13.18 -0.05 999.77 -1.52 997.44 2. 33 2.56 0.414 5 245° 10.80 PVC-RD26 2 '' 13.18 -0.05 999.73 0.47 997.91 1.8 1 2.09 0.415 6 241° 7.80 PVC-RD26 2 '' 13.18 -0.04 999.69 -2.64 995.28 4.4 1 4.72 0.416 7 249° 12.80 PVC-RD26 2 '' 13.18 -0.06 999.63 -0.41 994.87 4. 76 5.13 0.417 8 258° 12.80 PVC-RD26 2 '' 13.18 -0.06 999.58 -0.74 994.12 5. 45 5.88 0.418 9 230° 5.00 PVC-RD26 2 '' 13.18 -0.02 999.55 -0.31 993.82 5.7 3 6.18 0.419 10 251° 7.30 GI-SCH40 2 '' 13.18 -0.06 999.49 0.66 994.48 5.0 2 5.52 0.4110 11 204° 10.40 PVC-RD26 2 '' 13.18 -0.05 999.44 0.00 994.48 4 .97 5.52 0.4111 12 211° 14.80 PVC-RD26 2 '' 13.18 -0.07 999.38 1.55 996.02 3 .36 3.98 0.4112 13 222° 12.90 PVC-RD26 2 '' 13.18 -0.06 999.32 -0.97 995.05 4.27 4.95 0.4113 14 240° 11.30 PVC-RD26 2 '' 13.18 -0.05 999.27 0.31 995.36 3 .91 4.64 0.4114 15 241° 21.80 PVC-RD26 2 '' 13.18 -0.10 999.17 0.54 995.90 3 .27 4.10 0.4115 16 229° 10.10 PVC-RD26 2 '' 13.18 -0.05 999.13 -0.31 995.59 3.53 4.41 0.4116 17 212° 16.30 PVC-RD26 2 '' 13.18 -0.07 999.05 1.59 997.18 1 .88 2.82 0.4117 18 221° 8.80 PVC-RD26 2 '' 13.18 -0.04 999.01 -0.69 996.49 2.53 3.51 0.4118 19 219° 8.70 PVC-RD26 2 '' 13.18 -0.04 998.97 -3.17 993.32 5 .65 6.68 0.4119 20 201° 18.80 PVC-RD26 2 '' 13.18 -0.08 998.89 0.05 993.38 5 .51 6.62 0.4120 21 198° 24.60 PVC-RD26 2 '' 13.18 -0.11 998.78 0.86 994.23 4 .54 5.77 0.4121 22 188° 16.80 PVC-RD26 2 '' 13.18 -0.08 998.70 0.46 994.70 4 .00 5.30 0.4122 23 168° 30.70 PVC-RD26 2 '' 13.18 -0.14 998.56 -1.65 993.05 5.52 6.95 0.4123 24 181° 14.80 PVC-RD26 2 '' 13.18 -0.07 998.50 -1.29 991.76 6.74 8.24 0.4124 25 193° 28.80 PVC-RD26 2 '' 13.18 -0.13 998.37 -1.26 990.50 7.87 9.50 0.4125 26 197° 11.30 PVC-RD26 2 '' 13.18 -0.05 998.32 -1.90 988.60 9.71 11.40 0.4126 27 197° 8.80 GI-SCH40 2 '' 13.18 -0.07 998.24 -0.61 987.99 1 0.25 12.01 0.4127 28 197° 17.50 PVC-RD26 2 '' 13.18 -0.08 998.17 5.58 993.57 4 .60 6.43 0.4128 29 216° 21.10 PVC-RD26 2 '' 13.18 -0.09 998.07 -0.71 992.86 5.21 7.14 0.4129 30 200° 29.80 PVC-RD26 2 '' 13.18 -0.13 997.94 -3.07 989.79 8.15 10.21 0.4130 31 194° 29.80 PVC-RD26 2 '' 13.18 -0.13 997.80 0.13 989.92 7 .88 10.08 0.4131 32 185° 29.80 PVC-RD26 2 '' 13.18 -0.13 997.67 0.69 990.61 7 .06 9.39 0.4132 33 206° 17.10 PVC-RD26 2 '' 13.18 -0.08 997.59 -0.52 990.09 7.50 9.91 0.4133 34 216° 22.00 PVC-RD26 2 '' 13.18 -0.10 997.49 -5.29 984.80 12.69 15.20 0.41

Cleanout Valve 997.49 984.8034 35 176° 13.40 GI-SCH40 2 '' 13.18 -0.11 997.38 0.62 985.42 1 1.96 14.58 0.4135 36 126° 11.10 PVC-RD26 2 '' 13.18 -0.05 997.33 5.21 990.63 6.70 9.37 0.4136 37 139° 20.20 PVC-RD26 2 '' 13.18 -0.09 997.24 1.76 992.39 4 .84 7.61 0.4137 38 173° 12.65 PVC-RD26 2 '' 13.18 -0.06 997.18 0.28 992.67 4 .51 7.33 0.4138 39 180° 20.10 PVC-RD26 2 '' 13.18 -0.09 997.09 -1.17 991.50 5.59 8.50 0.4139 40 203° 13.55 PVC-RD26 2 '' 13.18 -0.06 997.03 -0.32 991.19 5.84 8.81 0.4140 41 221° 17.74 PVC-RD26 2 '' 13.18 -0.08 996.95 -2.57 988.62 8.34 11.38 0.4141 42 222° 22.10 PVC-RD26 2 '' 13.18 -0.10 996.85 -0.16 988.45 8.40 11.55 0.4142 43 178° 14.00 PVC-RD26 2 '' 13.18 -0.06 996.79 -0.37 988.09 8.70 11.91 0.4143 44 180° 19.40 PVC-RD26 2 '' 13.18 -0.09 996.70 2.70 990.79 5 .91 9.21 0.4144 45 179° 29.80 PVC-RD26 2 '' 13.18 -0.13 996.57 -1.60 989.19 7.38 10.81 0.4145 46 179° 29.80 PVC-RD26 2 '' 13.18 -0.13 996.43 -0.52 988.67 7.77 11.33 0.4146 47 162° 21.80 PVC-RD26 2 '' 13.18 -0.10 996.34 1.87 990.53 5 .80 9.47 0.4147 48 174° 15.10 PVC-RD26 2 '' 13.18 -0.07 996.27 -6.14 984.39 11.88 15.61 0.4148 49 198° 9.80 GI-SCH40 2 '' 13.18 -0.08 996.19 -0.23 984.16 1 2.02 15.84 0.4149 50 159° 16.35 PVC-RD26 2 '' 13.18 -0.07 996.11 1.90 986.06 1 0.05 13.94 0.4150 51 149° 28.30 PVC-RD26 2 '' 13.18 -0.13 995.98 2.02 988.08 7 .91 11.92 0.41

Reach

HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINESSabanetas, Marcala, La Paz

C-4

Com

pass (degrees)

Length (m)

Type of T

ubing

Nom

inal D

iameter

Flow

(gpm)

Change in

Piez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static

Pressure (m

)

Velocity (m

/s)

Reach

HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINESSabanetas, Marcala, La Paz

51 52 156° 11.20 PVC-RD26 2 '' 13.18 -0.05 995.93 0.65 988.73 7 .21 11.27 0.4152 53 149° 22.80 PVC-RD26 2 '' 13.18 -0.10 995.83 -3.40 985.33 10.51 14.67 0.4153 54 144° 18.30 PVC-RD26 2 '' 13.18 -0.08 995.75 3.49 988.82 6 .93 11.18 0.4154 55 134° 22.00 PVC-RD26 2 '' 13.18 -0.10 995.65 -4.89 983.93 11.72 16.07 0.4155 56 131° 21.00 PVC-RD26 2 '' 13.18 -0.09 995.56 0.34 984.27 1 1.29 15.73 0.4156 57 129° 17.40 PVC-RD26 2 '' 13.18 -0.08 995.48 2.10 986.36 9 .12 13.64 0.4157 58 129° 15.30 PVC-RD26 2 '' 13.18 -0.07 995.41 -2.57 983.79 11.62 16.21 0.4158 59 121° 14.70 PVC-RD26 2 '' 13.18 -0.07 995.34 0.79 984.58 1 0.76 15.42 0.4159 60 146° 16.20 PVC-RD26 2 '' 13.18 -0.07 995.27 -0.05 984.54 10.73 15.46 0.4160 61 167° 29.80 PVC-RD26 2 '' 13.18 -0.13 995.14 -3.20 981.34 13.80 18.66 0.4161 62 171° 29.80 PVC-RD26 2 '' 13.18 -0.13 995.00 -1.39 979.95 15.05 20.05 0.4162 63 154° 29.80 PVC-RD26 2 '' 13.18 -0.13 994.87 -0.56 979.39 15.48 20.61 0.4163 64 146° 23.40 PVC-RD26 2 '' 13.18 -0.11 994.76 3.43 982.81 1 1.95 17.19 0.4164 65 158° 12.20 PVC-RD26 2 '' 13.18 -0.05 994.71 -2.74 980.07 14.64 19.93 0.4165 66 158° 7.30 GI-SCH40 1 1/2'' 13.18 -0.18 994.53 -0.02 980 .05 14.49 19.95 0.6366 67 112° 26.15 PVC-RD26 1 1/2'' 13.18 -0.34 994.20 4.35 984 .40 9.80 15.60 0.6367 68 145° 13.00 PVC-RD26 1 1/2'' 13.18 -0.17 994.03 -1.11 983.28 10.74 16.72 0.6368 69 166° 22.80 PVC-RD26 1 1/2'' 13.18 -0.29 993.73 0.13 983 .42 10.32 16.58 0.6369 70 124° 21.90 PVC-RD26 1 1/2'' 13.18 -0.28 993.45 -2.83 98 0.59 12.86 19.41 0.6370 71 128° 7.00 PVC-RD26 1 1/2'' 13.18 -0.09 993.36 -1.10 979 .50 13.87 20.50 0.6371 72 144° 15.90 PVC-RD26 1 1/2'' 13.18 -0.21 993.16 -0.62 97 8.87 14.28 21.13 0.6372 73 112° 21.90 PVC-RD26 1 1/2'' 13.18 -0.28 992.87 1.24 980 .11 12.76 19.89 0.6373 74 107° 20.90 PVC-RD26 1 1/2'' 13.18 -0.27 992.60 5.53 985 .64 6.96 14.36 0.6374 75 119° 18.00 PVC-RD26 1 1/2'' 13.18 -0.23 992.37 0.31 985 .95 6.42 14.05 0.6375 76 139° 27.40 PVC-RD26 1 1/2'' 13.18 -0.35 992.02 -1.91 98 4.04 7.98 15.96 0.6376 77 133° 15.95 PVC-RD26 1 1/2'' 13.18 -0.21 991.81 -0.56 98 3.49 8.33 16.51 0.6377 78 149° 29.90 PVC-RD26 1 1/2'' 13.18 -0.39 991.43 -4.76 97 8.72 12.70 21.28 0.63

Cleanout Valve 991.43 978.7278 79 142° 29.90 PVC-RD26 1 1/2'' 13.18 -0.39 991.04 0.74 979 .46 11.58 20.54 0.6379 80 176° 29.90 PVC-RD26 1 1/2'' 13.18 -0.39 990.66 2.48 981 .94 8.72 18.06 0.6380 81 181° 9.10 PVC-RD26 1 1/2'' 13.18 -0.12 990.54 1.44 983. 37 7.16 16.63 0.6381 82 181° 19.90 PVC-RD26 1 1/2'' 13.18 -0.26 990.28 -1.76 98 1.61 8.67 18.39 0.6382 83 181° 25.90 PVC-RD26 1 1/2'' 13.18 -0.33 989.95 4.16 985 .77 4.17 14.23 0.6383 84 199° 29.90 PVC-RD26 1 1/2'' 13.18 -0.39 989.56 0.61 986 .38 3.18 13.62 0.63

Cistern 986.38 986.38 0.00 13.62

C-5

Com

pass (degrees)

Length (m)

Type of T

ubing

Nom

inal D

iameter

Flow

(gpm)

Change in

Piez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static

Pressure (m

)

Velocity (m

/s)

Reach

HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINESSabanetas, Marcala, La Paz

After the Pump 1071.77 986.38 85.3984 I1 225° 16.20 PVC-RD26 2 '' 29.00 -0.31 1071.46 4.98 991.37 80.09 0.90I1 I2 214° 13.14 PVC-RD26 2 '' 29.00 -0.25 1071.20 2.66 994.02 77.18 0.90I2 I3 228° 4.84 PVC-RD26 2 '' 29.00 -0.09 1071.11 -0.30 993.72 77.39 0.90I3 I4 160° 7.55 GI-SCH40 2 '' 29.00 -0.27 1070.84 -0.13 993.59 77.25 0.90I4 I5 213° 29.34 PVC-RD26 2 '' 29.00 -0.57 1070.27 8.66 1002.2 5 68.02 0.90I5 I6 203° 28.93 PVC-RD26 2 '' 29.00 -0.56 1069.71 6.92 1009.1 7 60.54 0.90I6 I7 200° 29.72 PVC-RD26 2 '' 29.00 -0.58 1069.13 8.07 1017.2 3 51.90 0.90I7 I8 200° 27.15 PVC-RD26 2 '' 29.00 -0.53 1068.61 4.68 1021.9 1 46.70 0.90I8 I9 205° 28.53 PVC-RD26 2 '' 29.00 -0.55 1068.05 4.09 1026.0 0 42.05 0.90I9 I10 209° 19.40 GI-SCH40 2 '' 29.00 -0.70 1067.35 3.76 1029. 76 37.59 0.90

I10 I11 208° 29.72 PVC-RD26 2 '' 29.00 -0.58 1066.77 7.73 1037 .49 29.28 0.90I11 I12 211° 29.17 PVC-RD26 2 '' 29.00 -0.57 1066.21 3.09 1040 .59 25.62 0.90Air Valve 1066.21 1040.59I12 I13 218° 29.85 PVC-RD26 2 '' 29.00 -0.58 1065.63 -1.17 103 9.41 26.22 0.90I13 I14 221° 28.75 PVC-RD26 2 '' 29.00 -0.56 1065.07 -5.28 103 4.13 30.94 0.90I14 I15 222° 29.85 PVC-RD26 2 '' 29.00 -0.58 1064.50 -4.15 102 9.98 34.52 0.90I15 I16 222° 29.32 PVC-RD26 2 '' 29.00 -0.57 1063.93 -2.39 102 7.59 36.33 0.90I16 I17 220° 29.60 PVC-RD26 2 '' 29.00 -0.57 1063.35 -1.94 102 5.66 37.70 0.90I17 I18 220° 29.90 PVC-RD26 2 '' 29.00 -0.58 1062.77 -0.74 102 4.92 37.86 0.90I18 I19 220° 29.30 PVC-RD26 2 '' 29.00 -0.57 1062.21 1.62 1026 .54 35.67 0.90I19 I20 219° 29.35 PVC-RD26 2 '' 29.00 -0.57 1061.64 3.66 1030 .20 31.44 0.90I20 I21 214° 24.48 PVC-RD26 2 '' 29.00 -0.47 1061.16 3.12 1033 .32 27.84 0.90I21 I22 226° 8.90 GI-SCH40 2 '' 29.00 -0.32 1060.84 0.92 1034. 24 26.60 0.90I22 I23 231° 28.70 PVC-RD26 2 '' 29.00 -0.56 1060.28 1.67 1035 .91 24.38 0.90I23 I24 231° 17.65 PVC-RD26 2 '' 29.00 -0.34 1059.94 1.33 1037 .24 22.70 0.90I24 I25 236° 17.74 PVC-RD26 2 '' 29.00 -0.34 1059.60 -0.95 103 6.29 23.31 0.90I25 I26 238° 25.40 PVC-RD26 2 '' 29.00 -0.49 1059.11 -2.43 103 3.85 25.25 0.90I26 I27 238° 18.40 PVC-RD26 2 '' 29.00 -0.36 1058.75 -2.24 103 1.61 27.14 0.90I27 I28 238° 29.70 PVC-RD26 2 '' 29.00 -0.58 1058.17 -4.48 102 7.14 31.04 0.90I28 I29 238° 29.90 PVC-RD26 2 '' 29.00 -0.58 1057.59 0.57 1027 .70 29.89 0.90I29 I30 236° 27.80 PVC-RD26 2 '' 29.00 -0.54 1057.05 1.25 1028 .95 28.10 0.90I30 I31 241° 12.49 PVC-RD26 2 '' 29.00 -0.24 1056.81 0.62 1029 .57 27.24 0.90I31 I32 304° 13.52 GI-SCH40 2 '' 29.00 -0.49 1056.32 0.24 1029 .81 26.52 0.90I32 I33 219° 21.50 PVC-RD26 2 '' 29.00 -0.42 1055.91 -0.81 102 8.99 26.91 0.90I33 I34 223° 27.00 PVC-RD26 2 '' 29.00 -0.52 1055.38 -0.71 102 8.29 27.10 0.90I34 I35 225° 29.80 PVC-RD26 2 '' 29.00 -0.58 1054.81 -0.78 102 7.51 27.30 0.90I35 I36 225° 29.80 PVC-RD26 2 '' 29.00 -0.58 1054.23 -3.20 102 4.31 29.92 0.90I36 I37 229° 29.80 PVC-RD26 2 '' 29.00 -0.58 1053.65 -3.16 102 1.15 32.50 0.90I37 I38 231° 29.80 PVC-RD26 2 '' 29.00 -0.58 1053.07 0.17 1021 .32 31.75 0.90I38 I39 227° 29.80 PVC-RD26 2 '' 29.00 -0.58 1052.50 2.99 1024 .31 28.19 0.90I39 I40 228° 29.80 PVC-RD26 2 '' 29.00 -0.58 1051.92 2.68 1026 .99 24.93 0.90I40 I41 228° 29.80 PVC-RD26 2 '' 29.00 -0.58 1051.34 5.17 1032 .17 19.17 0.90I41 I42 228° 29.80 PVC-RD26 2 '' 29.00 -0.58 1050.76 4.66 1036 .83 13.94 0.90I42 I43 234° 29.80 PVC-RD26 2 '' 29.00 -0.58 1050.19 4.96 1041 .79 8.40 0.90I43 T 226° 29.80 PVC-RD26 2 '' 29.00 -0.58 1049.61 6.24 1048.0 3 1.58 0.90

C-6

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of (m.) from north) (dms) (dms) (dec. deg.) Houses

Main LineT 5 29.80 46° -12°20' +11°50' -12.083 PVC-RD26 0 (I43-T)

5 6 29.80 54° -9°40' +9°30' -9.583 PVC-RD26 0 (I42-I43)

6 7 29.80 48° -9°20' +8°40' -9.000 PVC-RD26 0 (I41-I42)

7 8 29.80 48° -9°50' +10°10' -10.000 PVC-RD26 0 (I40-I41)

8 9 29.80 48° -5°10' +5°10' -5.167 PVC-RD26 0 (I39-I40)

9 10 29.80 47° -6°00' +5°30' -5.750 PVC-RD26 0 (I38-I39)

10 11 29.80 51° -0°40' 0°00' -0.333 PVC-RD26 0 (I37-I38)

11 12 29.80 49° +6°00' -6°10' 6.083 PVC-RD26 0 (I36-I37)

12 13 29.80 45° +6°00' -6°20' 6.167 PVC-RD26 0 (I35-I36)

13 14 29.80 45° +1°10' -1°50' 1.500 PVC-RD26 0 (I34-I35)

14 15 27.00 43° +1°40' -1°20' 1.500 PVC-RD26 0 (I33-I34)

15 16 21.50 39° +1°50' -2°30' 2.167 PVC-RD26 0 (I32-I33)

16 17 13.52 124° -1°20' +0°40' -1.000 GI-SCH40 0 (I31-I32)

17 18 12.49 61° -3°10' +2°30' -2.833 PVC-RD26 0 (I30-I31)

18 19 27.80 56° -2°50' +2°20' -2.583 PVC-RD26 0 (I29-I30)

19 20 29.90 58° -1°20' +0°50' -1.083 PVC-RD26 1 (I28-I29)

20 21 29.70 58° +8°30' -8°50' 8.667 PVC-RD26 0 (I27-I28)

21 22 18.40 58° +6°50' -7°10' 7.000 PVC-RD26 1 (I26-I27)

22 23 25.40 58° +5°10' -5°50' 5.500 PVC-RD26 0 (I25-I26)

23 24 17.74 56° +2°50' -3°20' 3.083 PVC-RD26 0 (I24-I25)

24 25 17.65 51° -4°40' +4°00' -4.333 PVC-RD26 0 (I23-I24)

25 26 28.70 51° -3°40' +3°00' -3.333 PVC-RD26 0 (I22-I23)

26 27 8.90 46° -6°10' +5°40' -5.917 GI-SCH40 0 (I21-I22)

27 28 24.48 34° -7°40' +7°00' -7.333 PVC-RD26 0 (I20-I21)

28 29 29.35 39° -7°30' +6°50' -7.167 PVC-RD26 0 (I19-I20)

29 30 29.30 40° -3°20' +3°00' -3.167 PVC-RD26 0 (I18-I19)

30 31 30.00 63° -0°50' +0°50' -0.833 PVC-RD26 0 Sale de linea de impulsion

31 32 30.00 64° -1°10' +0°50' -1.000 PVC-RD26 032 33 30.00 64° -0°50' +0°10' -0.500 PVC-RD26 0 cruce cerco por campo de Freddy

33 34 30.00 67° +4°30' -4°50' 4.667 PVC-RD26 034 35 21.70 63° +2°30' -3°00' 2.750 PVC-RD26 0 cruce cerco

35 36 30.00 58° -7°40' +7°30' -7.583 PVC-RD26 036 37 30.00 60° +3°50' -4°10' 4.000 PVC-RD26 037 38 30.00 60° +5°00' -5°40' 5.333 PVC-RD26 038 39 30.00 15° -5°50' +5°40' -5.750 PVC-RD26 039 40 8.10 13° -9°40' +9°20' -9.500 PVC-RD26 0 cruce cerco40 41 7.80 24° -12°00' +11°20' -11.667 GI-SCH40 0 2 codos, mas 2 m pvc, y depues, cruce la calle41 42x 30.00 12° -17°50' +17°30' -17.667 PVC-RD26 042x 43x 30.00 12° -4°30' +4°00' -4.250 PVC-RD26 043x 44x 30.00 16° +7°30' -7°40' 7.583 PVC-RD26 044x 42 15.25 13° +11°00' -11°30' 11.250 PVC-RD26 042 43 29.80 49° -2°20' +2°00' -2.167 PVC-RD26 043 44 29.80 53° -5°30' +5°20' -5.417 PVC-RD26 0 estaka in bosque, 7 m izquierda del camino44 45 29.80 59° -9°30' +9°10' -9.333 PVC-RD26 0 estaka esta 2 m a la recha del cerco

45 46 29.80 55° -13°00' +12°20' -12.667 PVC-RD26 1 empieza cerca del cerco

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

C-7

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of (m.) from north) (dms) (dms) (dec. deg.) Houses

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

Line AT a1 29.70 138° -6°40' +6°50' -6.750 PVC-RD26 0 grama

a1 a2 25.40 138° -3°30' +3°10' -3.333 PVC-RD26 0 frontera vieja

a2 a3 8.70 138° -8°20' +7°50' -8.083 PVC-RD26 1a3 a4 10.90 146° -4°00' +3°40' -3.833 GI-SCH40 0 cruce carretera principal

a4 a5 29.90 147° -3°20' +3°20' -3.333 PVC-RD26 0a5 a6 30.00 159° -0°50' +0°30' -0.667 PVC-RD26 2 estaka 1 m abajo de la callecita

a6 a7 30.00 163° -0°10' 0°00' -0.083 PVC-RD26 0a7 a8 18.70 161° 0°00' -0°10' 0.083 PVC-RD26 0 estaka corta y gorda en el solar

a8 a9 30.00 169° +0°30' -1°00' 0.750 PVC-RD26 0 cruce cerco

a9 a10 30.00 165° -4°30' +4°00' -4.250 PVC-RD26 0a10 a11 30.00 158° -8°30' +7°50' -8.167 PVC-RD26 0a11 a13 9.70 158° -13°30' +13°30' -13.500 PVC-RD26 1a13 a14 20.13 165° -15°10' +14°50' -15.000 PVC-RD26 1 estaka esta en la esquina del cerco

a14 a15 28.45 171° -12°40' +12°00' -12.333 PVC-RD26 1 3 m de la casa con techo metalico

a15 a16 24.65 150° -9°10' +8°40' -8.917 PVC-RD26 0 1.5 m por la recha del camino

a16 a17 27.80 127° -7°00' +6°30' -6.750 PVC-RD26 1a17 a18 27.30 121° -14°10' +13°50' -14.000 PVC-RD26 0a18 a19 17.05 127° -16°40' +16°40' -16.667 PVC-RD26 0a19 a20 30.00 53° -17°40' +17°30' -17.583 PVC-RD26 1a20 a21 30.00 53° -1°30' +0°50' -1.167 PVC-RD26 1 casa es 8 m arriba

Line AAa13 aa1 30.00 88° -1°00' +0°40' -0.833 PVC-RD26 0aa1 aa2 30.00 53° +3°40' -4°20' 4.000 PVC-RD26 0aa2 aa3 30.00 45° +1°20' -2°00' 1.667 PVC-RD26 0 20? m de latrine

aa3 aa4 30.00 45° -2°30' +2°10' -2.333 PVC-RD26 1aa4 aa5 30.00 41° +3°00' -3°20' 3.167 PVC-RD26 0aa5 aa6 30.00 70° +0°10' -0°30' 0.333 PVC-RD26 0aa6 aa7 19.40 85° +0°10' -0°50' 0.500 PVC-RD26 0aa7 aa8 29.43 85° +3°50' -4°30' 4.167 PVC-RD26 0 monte. 8 m adento; busque estaka gordaaa8 aa9 28.10 85° -6°00' +5°30' -5.750 PVC-RD26 0 cruce cerco

aa9 aa10 29.71 78° -6°20' +5°40' -6.000 PVC-RD26 1aa10 aa11 29.80 92° -8°50' +8°40' -8.750 PVC-RD26 0 2 m de "izote"

aa11 aa12 16.50 93° -7°20' +7°00' -7.167 PVC-RD26 0 8 m del caminoaa12 aa13 10.02 65° -7°40' +7°00' -7.333 GI-SCH40 0 cruce calle, 2 CODOS DE 90, 2.5 m PVCaa13 aa14 29.77 104° -11°00' +10°30' -10.750 PVC-RD26 0aa14 aa15 29.64 99° -11°30' +11°10' -11.333 PVC-RD26 0aa15 aa16 19.03 107° -11°40' +11°00' -11.333 PVC-RD26 2aa16 aa17 28.80 107° -6°40' +6°00' -6.333 PVC-RD26 0 9 m para esquina del cerco de Chongoaa17 aa18 18.12 104° -5°50' +5°30' -5.667 PVC-RD26 0 15 m arriba del carbón barrera

aa18 aa19 29.30 99° -13°00' +12°30' -12.750 PVC-RD26 0 en barrera

aa19 aa20 25.97 87° -11°30' +11°00' -11.250 PVC-RD26 1 5 m abajo del camino

aa20 aa21 26.74 117° -18°50' +18°30' -18.667 PVC-RD26 0 3 m del cerco

aa21 aa22 23.24 154° -16°30' +16°00' -16.250 PVC-RD26 0aa22 aa23 29.80 186° -3°00' +3°00' -3.000 PVC-RD26 0 2 m arriba del camino

aa23 aa24 29.80 188° +0°50' -1°30' 1.167 PVC-RD26 0 3 m arriba del hoyo para adobe

aa24 aa25 29.90 187° +8°50' -9°20' 9.083 PVC-RD26 0 estaka 1 m de zanja

aa25 aa26 24.80 184° +4°00' -4°20' 4.167 PVC-RD26 0 monte; milpa

aa26 aa27 29.80 189° +3°20' -3°50' 3.583 PVC-RD26 1

Line AVaa21 av1 24.80 55° +8°40' -8°30' 8.583 PVC-RD26 0av1 av2 29.80 75° -7°30' +7°10' -7.333 PVC-RD26 0av2 av3 9.80 79° -3°40' +3°20' -3.500 PVC-RD26 1 3 m antes del cerco

Line ACaa24 ac1 29.80 77° -1°20' +0°40' -1.000 PVC-RD26 0ac1 ac2 29.30 83° +3°20' -3°50' 3.583 PVC-RD26 1 ac2 es un poste

C-8

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of (m.) from north) (dms) (dms) (dec. deg.) Houses

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

Line ADaa11 ad1 30.00 149° -2°40' +2°30' -2.583 PVC-RD26 0ad1 ad2 30.00 152° -5°50' +5°20' -5.583 PVC-RD26 0ad2 ad3 30.00 152° -3°40' +3°30' -3.583 PVC-RD26 0ad3 ad4 30.00 152° -5°20' +4°50' -5.083 PVC-RD26 0ad4 ad5 30.00 153° -3°20' +2°30' -2.917 PVC-RD26 0 cruce cerco

ad5 ad6 30.00 153° -7°10' +6°50' -7.000 PVC-RD26 1 cruce cerco

ad6 ad7 30.00 153° -1°00' +0°30' -0.750 PVC-RD26 0 cruce cerco

ad7 ad8 30.00 154° -1°40' +1°00' -1.333 PVC-RD26 0ad8 ad9 30.00 153° -8°40' +8°20' -8.500 PVC-RD26 1ad9 ad10 30.00 163° -14°20' +14°50' -14.583 PVC-RD26 0 6m par la recha del roble

ad10 ad11 25.20 163° +10°10' +9°40' 0.250 PVC-RD26 0ad11 ad12 7.20 168° -3°20' +2°40' -3.000 GI-SCH40 2 cerco, calle, cerco

ad12 ad13 19.50 189° -22°40' +22°00' -22.333 PVC-RD26 0ad13 ad14 30.00 158° -23°20' +22°50' -23.083 PVC-RD26 0 entre arbolesad14 ad15 30.00 143° -20°00' +19°40' -19.833 PVC-RD26 0 estaka 2 m por la izquiersa del tatascan, cruce cercoad15 ad16 30.00 142° -21°10' +20°40' -20.917 PVC-RD26 1

Line V16 v1 5.19 35° -0°20' -0°20' 0.000 PVC-RD26 1v1 v2 27.00 38° +1°10' -1°50' 1.500 PVC-RD26 0 cruce cerco, cerrito de rocas

v2 v3 27.00 32° -1°40' +1°40' -1.667 PVC-RD26 0 campo

v3 v4 27.00 32° -0°20' +0°30' -0.417 PVC-RD26 0 campo

v4 v5 27.00 34° +0°10' -0°20' 0.250 PVC-RD26 0 campo

v5 v6 27.00 28° +6°40' -6°40' 6.667 PVC-RD26 0 campo

v6 v7 27.00 28° +4°20' -4°00' 4.167 PVC-RD26 1 cruce cerco

v7 v8 5.84 351° -0°50' +0°30' -0.667 GI-SCH40 0 2 CODOS DE 45, cruce callecita

v8 v9 29.80 13° +1°00' -1°40' 1.333 PVC-RD26 1 estaka es poste

v9 v10 29.80 12° +0°20' -0°30' 0.417 PVC-RD26 0 en huerto

v10 v11 29.80 14° -1°30' +1°10' -1.333 PVC-RD26 0 cruce cerco

v11 v12 29.80 4° -3°20' +2°50' -3.083 PVC-RD26 2 10 m del cercov12 v13 28.90 361° -0°50' +0°30' -0.667 PVC-RD26 1 10 m del latrine, estaka 10 m del casav13 v14 21.35 31° +3°00' -3°20' 3.167 PVC-RD26 1v14 v15 29.80 24° -6°00' +5°20' -5.667 PVC-RD26 1v15 v16 29.80 22° -3°10' +2°50' -3.000 PVC-RD26 0 estaka 6 m de la zanja

v16 v17 29.80 14° 0°00' -0°30' 0.250 PVC-RD26 1 estaka cerca el postev17 v18 29.80 362° -0°20' 0°00' -0.167 PVC-RD26 1 estaka 2 m por la izquierda del caminov18 v19 29.80 345° +0°40' -1°00' 0.833 PVC-RD26 1 cerca union del 2 caminosv19 v20 29.80 332° 0°00' -0°30' 0.250 PVC-RD26 0 estaka esta entre 6 y 7 poste, 1.5 m del cercov20 v21 29.80 337° -2°00' +1°40' -1.833 PVC-RD26 0v21 v22 29.80 331° -0°40' +0°20' -0.500 PVC-RD26v22 v23 29.80 326° -2°40' +2°20' -2.500 PVC-RD26 0 14 m debajo de la patastera ceca gallinera

v23 v24 29.80 321° -3°50' +3°20' -3.583 PVC-RD26 1 cruce cerco

v24 v25 29.80 310° -1°40' +1°20' -1.500 PVC-RD26 0v25 v26 29.80 285° -1°20' +0°40' -1.000 PVC-RD26 1v26 v27 29.80 334° +4°40' -5°00' 4.833 PVC-RD26 1v27 v28 29.80 334° +3°00' -3°20' 3.167 PVC-RD26 0 cruce cerco

v28 v29 29.80 331° +6°00' -5°40' 5.833 PVC-RD26 0v29 v30 29.80 331° +6°10' -6°50' 6.500 PVC-RD26 1v30 v31 30.00 313° +0°10' -0°40' 0.417 PVC-RD26 0 4 m de la casa de Victor Garcia

v31 v32 26.90 316° +0°20' -0°50' 0.583 PVC-RD26 0v32 v33 17.30 11° +1°20' -1°40' 1.500 PVC-RD26 0v33 v34 17.30 39° +0°20' -1°00' 0.667 PVC-RD26 0 pendiente arriba por la recha

v34 v35 30.00 52° -2°10' +2°00' -2.083 PVC-RD26 0 cruce cerco

v35 v36 30.00 48° +2°20' -3°00' 2.667 PVC-RD26 0v36 v37 30.00 16° -7°00' +6°50' -6.917 PVC-RD26 1 elevacion de casa equal que estaka

v37 v38 30.00 359° -6°40' +6°30' -6.583 PVC-RD26 0v38 v39 30.00 1° -0°30' +0°10' -0.333 PVC-RD26 1v39 v40 30.00 1° -3°30' +3°40' -3.583 PVC-RD26 0v40 v41 30.00 340° -5°30' +6°00' -5.750 PVC-RD26 0v41 v42 14.00 323° -0°10' +0°10' -0.167 PVC-RD26 1

C-9

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of (m.) from north) (dms) (dms) (dec. deg.) Houses

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

Line VAv13 va1 29.80 284° -5°00' +4°20' -4.667 PVC-RD26 1 termina 2 m antes del cerco

Line C23 c1 29.80 127° -10°00' +9°20' -9.667 PVC-RD26 1 cerco del escuela

c1 c2 22.40 132° -7°50' +7°30' -7.667 PVC-RD26 0 tienen romper pila vieja

c2 c3 29.80 64° -2°30' +2°00' -2.250 PVC-RD26 0c3 c4 29.80 97° -8°10' +7°50' -8.000 PVC-RD26 1c4 c5 29.80 147° -10°20' +10°00' -10.167 PVC-RD26 0 cruce cerco

c5 c6 29.80 147° -10°20' +10°20' -10.333 PVC-RD26 1 cruce cerco

Line CAc2 ca1 24.09 161° -5°30' +4°50' -5.167 PVC-RD26 3

Line D29 d1 29.80 295° +8°20' -8°40' 8.500 PVC-RD26 0d1 d2 27.50 295° +11°40' -12°00' 11.833 PVC-RD26 0d2 d3 5.00 272° +10°50' -11°00' 10.917 GI-SCH40 0 cruce calle

d3 d4 19.15 310° +6°00' -6°30' 6.250 PVC-RD26 2

Line E30 e1 29.80 318° +7°20' -7°50' 7.583 PVC-RD26 0e1 e2 6.50 318° +9°10' -9°30' 9.333 PVC-RD26 2 esquinal poste

Line F42 f1 14.80 316° +6°00' -6°40' 6.333 GI-SCH40 0 cruce 2 calles

f1 f2 17.10 315° -18°20' +17°40' -18.000 PVC-RD26 0f2 f3 30.00 315° -24°30' +24°00' -24.250 PVC-RD26 0f3 f4 30.00 313° -11°20' +11°20' -11.333 PVC-RD26 0f4 f5 30.00 313° +4°00' -4°30' 4.250 PVC-RD26 0f5 f6 30.00 320° +19°20' -20°00' 19.667 PVC-RD26 0f6 f7x 30.00 321° +24°20' -25°20' 24.833 PVC-RD26 0f7x f7 16.40 292° +11°40' -12°10' 11.917 PVC-RD26 0f7 f8 29.81 318° -1°00' +0°40' -0.833 PVC-RD26 1

Line G37 g3 14.35 133° -5°30' +5°30' -5.500 PVC-RD26 0g3 g4 29.80 125° -10°20' +9°50' -10.083 PVC-RD26 0 cruce cerco

g4 g5 29.80 125° -8°10' +7°30' -7.833 PVC-RD26 1g5 g6 23.99 124° -6°00' +5°40' -5.833 PVC-RD26 0g6 g7 29.80 124° -19°10' +18°30' -18.833 PVC-RD26 0g7 g8 29.80 125° -3°40' +3°20' -3.500 PVC-RD26 0g8 g9 29.90 127° -1°30' +0°50' -1.167 PVC-RD26 1g9 g10 29.70 114° +4°20' -5°00' 4.667 PVC-RD26 0

g10 g11 29.70 117° +6°40' -6°50' 6.750 PVC-RD26 0g11 g12 29.70 114° +12°50' -13°30' 13.167 PVC-RD26 0 estaka 1 m arriba del camino

g12 g13 29.90 122° +4°50' -5°20' 5.083 PVC-RD26 0 estaka 5 m arriba del camino

g13 g14 29.90 127° -0°30' +0°20' -0.417 PVC-RD26 0g14 g15 29.90 119° 0°00' -0°30' 0.250 PVC-RD26 0g15 g16 29.80 119° +0°10' -0°40' 0.417 PVC-RD26 0g16 g17 29.80 115° -2°40' +2°00' -2.333 PVC-RD26 0g17 g18 21.47 113° -10°50' +10°20' -10.583 PVC-RD26 0 bosque/monte

g18 g19 18.23 110° -27°20' +26°40' -27.000 PVC-RD26 0 bosque/monte

g19 g20 29.80 111° -11°00' +10°40' -10.833 PVC-RD26 0 bosque/monte

g20 g21 29.80 115° -15°20' +15°00' -15.167 PVC-RD26 0 bosque/monte

g21 g22 29.80 111° -0°50' +0°10' -0.500 PVC-RD26 0 bosque/monte

g22 g23 29.60 111° -1°00' +0°40' -0.833 PVC-RD26 0g23 g24 29.80 122° +1°50' -2°30' 2.167 PVC-RD26 0g24 g25 7.70 125° -5°20' +5°00' -5.167 PVC-RD26 0g25 g26 9.30 143° -8°40' +8°00' -8.333 GI-SCH40 0g26 g27 29.80 179° -17°10' +17°00' -17.083 PVC-RD26 0g27 g28 29.80 182° -13°30' +13°00' -13.250 PVC-RD26 0g28 g29 27.20 179° -14°20' +14°00' -14.167 PVC-RD26 0g29 g30 29.80 106° -6°10' +6°00' -6.083 PVC-RD26 0 cerca y afuera del cerco Nolasco

g30 g31 29.80 105° -4°50' +4°30' -4.667 PVC-RD26 0 cerca y afuera del cerco Nolasco

C-10

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of (m.) from north) (dms) (dms) (dec. deg.) Houses

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

g31 g32 29.80 112° +0°40' -1°20' 1.000 PVC-RD26 2g32 g33 29.80 105° +1°20' -1°40' 1.500 PVC-RD26 0 bosque

g33 g34 29.80 118° -3°20' +2°50' -3.083 PVC-RD26 0 bosque, cerca camino

g34 g35 29.80 122° -8°20' +7°50' -8.083 PVC-RD26 0g35 g36 29.80 116° -10°30' +10°10' -10.333 PVC-RD26 0g36 g37 22.20 120° -11°10' +10°40' -10.917 PVC-RD26 0g37 g38 29.80 119° -4°20' +3°40' -4.000 PVC-RD26 0 estaka 8 m por la izquierda del caminoaa19 g39 29.80 113° -3°10' +2°30' -2.833 PVC-RD26 0g39 g40 19.50 100° -7°10' +6°40' -6.917 PVC-RD26 0g40 g41 29.80 103° -21°40' +21°30' -21.583 PVC-RD26 0 en frente de un "stump" grande

g41 g42 19.90 108° -15°00' +14°40' -14.833 PVC-RD26 0g42 g43 29.80 109° -1°40' +1°00' -1.333 PVC-RD26 0 pantano, zacate corte

g43 g44 29.80 100° -1°20' +0°50' -1.083 PVC-RD26 0 pantano, zacate corte

g44 g45 17.40 100° -0°30' +0°20' -0.417 PVC-RD26 0 pantano, zacate corte

g45 g46 14.70 98° +6°00' -6°20' 6.167 GI-SCH40 0anclaje/torre otro dos m HG, 1 CODO PVC 90;1 CODO HG 90

g46 g47 9.00 91° +22°20' -23°20' 22.833 PVC-RD26 0g47 g48 29.80 99° +3°50' -4°20' 4.083 PVC-RD26 0 pasa dento y afuera del caña

g48 g49 30.40 99° +11°20' -11°40' 11.500 PVC-RD26 0g49 g50 29.80 99° +7°40' -8°20' 8.000 PVC-RD26 0 cruce cerco

g50 g51 17.80 104° +11°00' -11°30' 11.250 PVC-RD26 1 estaka cerca de cipres grande

Line J10 j1 30.00 139° +11°40' -11°40' 11.667 PVC-RD26 0j1 j2 30.00 119° +7°30' -7°10' 7.333 PVC-RD26 0j2 j3 9.60 119° +3°20' -3°50' 3.583 PVC-RD26 0j3 j4 11.00 124° +0°30' -0°40' 0.583 GI-SCH40 1 cruce carretera principal

C-11

SOURCE: Montaña Verde

PARAMETERS:

Number of Houses 61

Number of Habitants 298 Elevation of the Tank Outflow

Projected usage 25 G.P.P.D. 1048.03 m

Design Flow 19.8 GPM (C.Máx.Hor.)

Average Flow per House 0.32 GPM

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Main Line 61 1048.03 1048.03 0.00

T 5 46° 29.80 PVC-RD26 0 39 2 '' 12.64 -0.12 1047.90 -6.24 1041.79 6.11 6.24 0.39

5 6 54° 29.80 PVC-RD26 0 39 2 '' 12.64 -0.12 1047.78 -4.96 1036.83 10.95 11.20 0.39

6 7 48° 29.80 PVC-RD26 0 39 2 '' 12.64 -0.12 1047.66 -4.66 1032.17 15.49 15.86 0.39

7 8 48° 29.80 PVC-RD26 0 39 2 '' 12.64 -0.12 1047.53 -5.17 1026.99 20.54 21.04 0.39

8 9 48° 29.80 PVC-RD26 0 39 2 '' 12.64 -0.12 1047.41 -2.68 1024.31 23.10 23.72 0.39

9 10 47° 29.80 PVC-RD26 0 39 2 '' 12.64 -0.12 1047.28 -2.99 1021.32 25.96 26.70 0.39

10 11 51° 29.80 PVC-RD26 0 38 2 '' 12.31 -0.12 1047.16 -0.17 1021.15 26.02 26.88 0.38

11 12 49° 29.80 PVC-RD26 0 38 2 '' 12.31 -0.12 1047.05 3.16 1024.31 22.74 23.72 0.38

12 13 45° 29.80 PVC-RD26 0 38 2 '' 12.31 -0.12 1046.93 3.20 1027.51 19.42 20.52 0.38

13 14 45° 29.80 PVC-RD26 0 38 2 '' 12.31 -0.12 1046.81 0.78 1028.29 18.52 19.74 0.38

14 15 43° 27.00 PVC-RD26 0 38 2 '' 12.31 -0.11 1046.70 0.71 1028.99 17.71 19.03 0.38

15 16 39° 21.50 PVC-RD26 0 38 2 '' 12.31 -0.09 1046.62 0.81 1029.81 16.81 18.22 0.38

Shutoff Valve16 17 124° 13.52 GI-SCH40 0 19 1 1/2'' 6.16 -0.08 1046.54 -0.24 1029.57 16.97 18.46 0.29

17 18 61° 12.49 PVC-RD26 0 19 1 1/2'' 6.16 -0.04 1046.50 -0.62 1028.95 17.54 19.07 0.29

18 19 56° 27.80 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1046.41 -1.25 1027.70 18.71 20.33 0.29

19 20 58° 29.90 PVC-RD26 1 19 1 1/2'' 6.16 -0.09 1046.32 -0.57 1027.14 19.18 20.89 0.29

20 21 58° 29.70 PVC-RD26 0 18 1 1/2'' 5.83 -0.08 1046.23 4.48 1031.61 14.62 16.42 0.28

21 22 58° 18.40 PVC-RD26 1 18 1 1/2'' 5.83 -0.05 1046.18 2.24 1033.85 12.33 14.17 0.28

22 23 58° 25.40 PVC-RD26 0 17 1 1/2'' 5.51 -0.07 1046.11 2.43 1036.29 9.83 11.74 0.26

23 24 56° 17.74 PVC-RD26 0 11 1 1/2'' 3.56 -0.02 1046.09 0.95 1037.24 8.85 10.78 0.17

24 25 51° 17.65 PVC-RD26 0 11 1 1/2'' 3.56 -0.02 1046.07 -1.33 1035.91 10.17 12.12 0.17

25 26 51° 28.70 PVC-RD26 0 11 1 1/2'' 3.56 -0.03 1046.04 -1.67 1034.24 11.80 13.79 0.17

26 27 46° 8.90 GI-SCH40 0 11 1 1/2'' 3.56 -0.02 1046.02 -0.92 1033.32 12.70 14.70 0.17

27 28 34° 24.48 PVC-RD26 0 11 1 1/2'' 3.56 -0.03 1045.99 -3.12 1030.20 15.80 17.83 0.17

28 29 39° 29.35 PVC-RD26 0 11 1 1/2'' 3.56 -0.03 1045.96 -3.66 1026.54 19.42 21.49 0.17

29 30 40° 29.30 PVC-RD26 0 9 1 '' 2.92 -0.19 1045.77 -1.62 1024.92 20.86 23.11 0.33

30 31 63° 30.00 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.65 -0.44 1024.48 21.17 23.55 0.26

31 32 64° 30.00 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.53 -0.52 1023.96 21.57 24.07 0.26

32 33 64° 30.00 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.41 -0.26 1023.70 21.71 24.33 0.26

33 34 67° 30.00 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.29 2.44 1026.14 19.15 21.89 0.26

34 35 63° 21.70 PVC-RD26 0 7 1 '' 2.27 -0.09 1045.20 1.04 1027.18 18.02 20.85 0.26

35 36 58° 30.00 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.08 -3.96 1023.22 21.86 24.81 0.26

36 37 60° 30.00 PVC-RD26 0 7 1 '' 2.27 -0.12 1044.96 2.09 1025.31 19.65 22.72 0.26

37 38 60° 30.00 PVC-RD26 0 2 1 '' 0.65 -0.01 1044.95 2.79 1028.10 16.85 19.93 0.07

38 39 15° 30.00 PVC-RD26 0 2 1 '' 0.65 -0.01 1044.94 -3.01 1025.09 19.84 22.93 0.07

39 40 13° 8.10 PVC-RD26 0 2 1 '' 0.65 0.00 1044.93 -1.34 1023.76 21.18 24.27 0.07

40 41 24° 7.80 GI-SCH40 0 2 1 '' 0.65 -0.01 1044.93 -1.58 1022.18 22.75 25.85 0.07

41 42x 12° 30.00 PVC-RD26 0 2 1 '' 0.65 -0.01 1044.92 -9.10 1013.08 31.84 34.95 0.07

42x 43x 12° 30.00 PVC-RD26 0 2 1 '' 0.65 -0.01 1044.90 -2.22 1010.85 34.05 37.17 0.07

43x 44x 16° 30.00 PVC-RD26 0 2 1 '' 0.65 -0.01 1044.89 3.96 1014.81 30.08 33.22 0.07

44x 42 13° 15.25 PVC-RD26 0 2 1 '' 0.65 -0.01 1044.89 2.98 1017.79 27.10 30.24 0.07

42 43 49° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1044.88 -1.13 1016.66 28.22 31.37 0.04

43 44 53° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1044.88 -2.81 1013.85 31.03 34.18 0.04

44 45 59° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1044.88 -4.83 1009.01 35.86 39.01 0.04

45 46 55° 29.80 PVC-RD26 1 1 1 '' 0.32 0.00 1044.87 -6.53 1002.48 42.39 45.55 0.04

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HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK

Sabanetas, Marcala, La Paz

C-12

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HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK

Sabanetas, Marcala, La Paz

Line A 1048.03 1048.03 0.00 0.00

Shutoff Valve 1048.03 1048.03

T a1 138° 29.70 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1047.90 -3.49 1044.54 3.37 3.49 0.34

a1 a2 138° 25.40 PVC-RD26 0 22 1 1/2'' 7.13 -0.11 1047.80 -1.48 1043.06 4.74 4.97 0.34

a2 a3 138° 8.70 PVC-RD26 1 22 1 1/2'' 7.13 -0.04 1047.76 -1.22 1041.84 5.93 6.19 0.34

a3 a4 146° 10.90 GI-SCH40 0 21 1 1/2'' 6.80 -0.08 1047.69 -0.73 1041.11 6.58 6.92 0.33

a4 a5 147° 29.90 PVC-RD26 0 21 1 1/2'' 6.80 -0.11 1047.57 -1.74 1039.37 8.20 8.66 0.33

a5 a6 159° 30.00 PVC-RD26 2 21 1 1/2'' 6.80 -0.11 1047.46 -0.35 1039.02 8.44 9.01 0.33

a6 a7 163° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1047.36 -0.04 1038.98 8.39 9.05 0.29

a7 a8 161° 18.70 PVC-RD26 0 19 1 1/2'' 6.16 -0.06 1047.31 0.03 1039.00 8.30 9.02 0.29

a8 a9 169° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1047.21 0.39 1039.40 7.82 8.63 0.29

a9 a10 165° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1047.12 -2.22 1037.17 9.94 10.85 0.29

a10 a11 158° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1047.02 -4.26 1032.91 14.11 15.12 0.29

a11 a13 158° 9.70 PVC-RD26 1 19 1 1/2'' 6.16 -0.03 1046.99 -2.26 1030.65 16.34 17.38 0.29

a13 a14 165° 20.13 PVC-RD26 1 5 1 '' 1.62 -0.04 1046.95 -5.21 1025.44 21.51 22.59 0.18

a14 a15 171° 28.45 PVC-RD26 1 4 1 '' 1.30 -0.04 1046.91 -6.08 1019.36 27.55 28.67 0.15

a15 a16 150° 24.65 PVC-RD26 0 3 1 '' 0.97 -0.02 1046.89 -3.82 1015.54 31.35 32.49 0.11

a16 a17 127° 27.80 PVC-RD26 1 3 1 '' 0.97 -0.02 1046.86 -3.27 1012.27 34.59 35.76 0.11

a17 a18 121° 27.30 PVC-RD26 0 2 1 '' 0.65 -0.01 1046.85 -6.60 1005.67 41.19 42.36 0.07

a18 a19 127° 17.05 PVC-RD26 0 2 1 '' 0.65 -0.01 1046.85 -4.89 1000.78 46.07 47.25 0.07

a19 a20 53° 30.00 PVC-RD26 1 2 1 '' 0.65 -0.01 1046.83 -9.06 991.71 55.12 56.31 0.07

a20 a21 53° 30.00 PVC-RD26 1 1 1 '' 0.32 0.00 1046.83 -0.61 991.10 55.73 56.92 0.04

Line AA 1046.99 1030.65 16.34 17.38

a13 aa1 88° 30.00 PVC-RD26 0 13 1 1/2'' 4.21 -0.05 1046.94 -0.44 1030.21 16.73 17.82 0.20

aa1 aa2 53° 30.00 PVC-RD26 0 13 1 1/2'' 4.21 -0.05 1046.90 2.09 1032.30 14.59 15.72 0.20

aa2 aa3 45° 30.00 PVC-RD26 0 13 1 1/2'' 4.21 -0.05 1046.85 0.87 1033.18 13.68 14.85 0.20

aa3 aa4 45° 30.00 PVC-RD26 1 13 1 1/2'' 4.21 -0.05 1046.80 -1.22 1031.95 14.85 16.07 0.20

aa4 aa5 41° 30.00 PVC-RD26 0 12 1 1/2'' 3.89 -0.04 1046.76 1.66 1033.61 13.15 14.42 0.19

aa5 aa6 70° 30.00 PVC-RD26 0 12 1 1/2'' 3.89 -0.04 1046.72 0.17 1033.79 12.94 14.24 0.19

aa6 aa7 85° 19.40 PVC-RD26 0 12 1 1/2'' 3.89 -0.03 1046.70 0.17 1033.96 12.74 14.07 0.19

aa7 aa8 85° 29.43 PVC-RD26 0 12 1 1/2'' 3.89 -0.04 1046.66 2.14 1036.09 10.56 11.93 0.19

aa8 aa9 85° 28.10 PVC-RD26 0 12 1 '' 3.89 -0.31 1046.35 -2.82 1033.28 13.07 14.75 0.44

aa9 aa10 78° 29.71 PVC-RD26 1 12 1 '' 3.89 -0.32 1046.03 -3.11 1030.17 15.85 17.85 0.44

aa10aa11 92° 29.80 PVC-RD26 0 11 1 '' 3.56 -0.28 1045.75 -4.53 1025.64 20.11 22.39 0.40

Break Pressure Tank 11 1025.64 1025.64 0.00 0.00

aa11aa12 93° 16.50 PVC-RD26 0 6 1 '' 1.94 -0.05 1025.59 -2.06 1023.58 2.01 2.06 0.22

2 90 degree elbows 1025.59 1023.58

aa12aa13 65° 10.02 GI-SCH40 0 6 1 '' 1.94 -0.06 1025.53 -1.28 1022.30 3.23 3.34 0.22

aa13aa14 104° 29.77 PVC-RD26 0 6 1 '' 1.94 -0.09 1025.44 -5.55 1016.75 8.69 8.89 0.22

aa14aa15 99° 29.64 PVC-RD26 0 6 1 '' 1.94 -0.09 1025.35 -5.82 1010.92 14.43 14.72 0.22

aa15aa16 107° 19.03 PVC-RD26 2 6 1 '' 1.94 -0.06 1025.30 -3.74 1007.18 18.11 18.45 0.22

aa16aa17 107° 28.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1025.25 -3.18 1004.01 21.25 21.63 0.15

aa17aa18 104° 18.12 PVC-RD26 0 4 1 '' 1.30 -0.03 1025.23 -1.79 1002.22 23.01 23.42 0.15

aa18aa19 99° 29.30 PVC-RD26 0 4 1 '' 1.30 -0.04 1025.19 -6.47 995.75 29.43 29.89 0.15

aa19aa20 87° 25.97 PVC-RD26 1 4 1 '' 1.30 -0.04 1025.15 -5.07 990.69 34.46 34.95 0.15

aa20aa21 117° 26.74 PVC-RD26 0 3 1 '' 0.97 -0.02 1025.13 -8.56 982.13 43.00 43.51 0.11

aa21aa22 154° 23.24 PVC-RD26 0 2 1 '' 0.65 -0.01 1025.12 -6.50 975.62 49.49 50.02 0.07

aa22aa23 186° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1025.11 -1.56 974.06 51.04 51.58 0.07

aa23aa24 188° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1025.09 0.61 974.67 50.42 50.97 0.07

aa24aa25 187° 29.90 PVC-RD26 0 1 1 '' 0.32 0.00 1025.09 4.72 979.39 45.70 46.25 0.04

aa25aa26 184° 24.80 PVC-RD26 0 1 1 '' 0.32 0.00 1025.09 1.80 981.19 43.90 44.45 0.04

aa26aa27 189° 29.80 PVC-RD26 1 1 1 '' 0.32 0.00 1025.09 1.86 983.06 42.03 42.58 0.04

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HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK

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Line AV 1025.13 982.13

aa21 av1 55° 24.80 PVC-RD26 0 1 1 '' 0.32 0.00 1025.12 3.70 985.83 39.30 39.81 0.04

av1 av2 75° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1025.12 -3.80 982.02 43.10 43.61 0.04

av2 av3 79° 9.80 PVC-RD26 1 1 1 '' 0.32 0.00 1025.12 -0.60 981.43 43.69 44.21 0.04

Line AC 1025.09 974.67

aa24 ac1 77° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1025.09 -0.52 974.15 50.94 51.49 0.04

ac1 ac2 83° 29.30 PVC-RD26 1 1 1 '' 0.32 0.00 1025.09 1.83 975.98 49.11 49.66 0.04

Line AD 1025.64 1025.64

aa11 ad1 149° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1025.57 -1.35 1024.29 1.29 1.35 0.18

ad1 ad2 152° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1025.51 -2.92 1021.37 4.14 4.27 0.18

ad2 ad3 152° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1025.45 -1.88 1019.49 5.95 6.15 0.18

ad3 ad4 152° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1025.38 -2.66 1016.84 8.55 8.80 0.18

ad4 ad5 153° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1025.32 -1.53 1015.31 10.01 10.33 0.18

ad5 ad6 153° 30.00 PVC-RD26 1 5 1 '' 1.62 -0.06 1025.25 -3.66 1011.65 13.60 13.99 0.18

ad6 ad7 153° 30.00 PVC-RD26 0 4 1 '' 1.30 -0.04 1025.21 -0.39 1011.26 13.95 14.38 0.15

ad7 ad8 154° 30.00 PVC-RD26 0 4 1 '' 1.30 -0.04 1025.17 -0.70 1010.56 14.60 15.08 0.15

ad8 ad9 153° 30.00 PVC-RD26 1 4 1 '' 1.30 -0.04 1025.12 -4.43 1006.13 18.99 19.51 0.15

ad9 ad10 163° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1025.10 -7.55 998.57 26.52 27.07 0.11

ad10ad11 163° 25.20 PVC-RD26 0 3 1 '' 0.97 -0.02 1025.08 0.11 998.68 26.39 26.96 0.11

ad11ad12 168° 7.20 GI-SCH40 2 3 1 '' 0.97 -0.01 1025.06 -0.38 998.31 26.76 27.33 0.11

ad12ad13 189° 19.50 PVC-RD26 0 1 1/2'' 0.32 -0.03 1025.04 -7.41 990.90 34.14 34.74 0.10

ad13ad14 158° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1025.00 -11.76 979.14 45.86 46.50 0.10

ad14ad15 143° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1024.95 -10.18 968.96 56.00 56.68 0.10

ad15ad16 142° 30.00 PVC-RD26 1 1 1/2'' 0.32 -0.04 1024.91 -10.71 958.25 66.67 67.39 0.10

Line V 1046.62 1029.81

Shutoff Valve 1046.62 1029.81

16 v1 35° 5.19 PVC-RD26 1 19 1 1/2'' 6.16 -0.02 1046.60 0.00 1029.81 16.79 18.22 0.29

v1 v2 38° 27.00 PVC-RD26 0 18 1 1/2'' 5.83 -0.08 1046.52 0.71 1030.51 16.01 17.51 0.28

v2 v3 32° 27.00 PVC-RD26 0 18 1 1/2'' 5.83 -0.08 1046.45 -0.79 1029.73 16.72 18.30 0.28

v3 v4 32° 27.00 PVC-RD26 0 18 1 1/2'' 5.83 -0.08 1046.37 -0.20 1029.53 16.84 18.49 0.28

v4 v5 34° 27.00 PVC-RD26 0 18 1 1/2'' 5.83 -0.08 1046.29 0.12 1029.65 16.64 18.38 0.28

v5 v6 28° 27.00 PVC-RD26 0 18 1 1/2'' 5.83 -0.08 1046.22 3.13 1032.79 13.43 15.24 0.28

v6 v7 28° 27.00 PVC-RD26 1 18 1 1/2'' 5.83 -0.08 1046.14 1.96 1034.75 11.39 13.28 0.28

2 90 degree elbows

v7 v8 351° 5.84 GI-SCH40 0 17 1 1/2'' 5.51 -0.03 1046.11 -0.07 1034.68 11.43 13.35 0.26

v8 v9 13° 29.80 PVC-RD26 1 17 1 1/2'' 5.51 -0.08 1046.04 0.69 1035.37 10.66 12.65 0.26

v9 v10 12° 29.80 PVC-RD26 0 16 1 1/2'' 5.18 -0.07 1045.97 0.22 1035.59 10.38 12.44 0.25

v10 v11 14° 29.80 PVC-RD26 0 16 1 1/2'' 5.18 -0.07 1045.90 -0.69 1034.90 11.00 13.13 0.25

v11 v12 4° 29.80 PVC-RD26 2 16 1 1/2'' 5.18 -0.07 1045.83 -1.60 1033.29 12.54 14.73 0.25

v12 v13 361° 28.90 PVC-RD26 1 14 1 1/2'' 4.54 -0.05 1045.78 -0.34 1032.96 12.82 15.07 0.22

v13 v14 31° 21.35 PVC-RD26 1 12 1 1/2'' 3.89 -0.03 1045.75 1.18 1034.14 11.61 13.89 0.19

v14 v15 24° 29.80 PVC-RD26 1 11 1 1/2'' 3.56 -0.03 1045.72 -2.94 1031.19 14.52 16.83 0.17

v15 v16 22° 29.80 PVC-RD26 0 10 1 1/2'' 3.24 -0.03 1045.69 -1.56 1029.63 16.05 18.39 0.16

v16 v17 14° 29.80 PVC-RD26 1 10 1 1/2'' 3.24 -0.03 1045.66 0.13 1029.76 15.89 18.26 0.16

v17 v18 362° 29.80 PVC-RD26 1 9 1 1/2'' 2.92 -0.02 1045.63 -0.09 1029.68 15.96 18.35 0.14

v18 v19 345° 29.80 PVC-RD26 1 8 1 1/2'' 2.59 -0.02 1045.62 0.43 1030.11 15.51 17.92 0.12

v19 v20 332° 29.80 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.50 0.13 1030.24 15.26 17.79 0.26

v20 v21 337° 29.80 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.38 -0.95 1029.29 16.09 18.74 0.26

v21 v22 331° 29.80 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.26 -0.26 1029.03 16.23 19.00 0.26

v22 v23 326° 29.80 PVC-RD26 0 7 1 '' 2.27 -0.12 1045.14 -1.30 1027.73 17.41 20.30 0.26

v23 v24 321° 29.80 PVC-RD26 1 7 1 '' 2.27 -0.12 1045.02 -1.86 1025.86 19.15 22.16 0.26

v24 v25 310° 29.80 PVC-RD26 0 6 1 '' 1.94 -0.09 1044.93 -0.78 1025.08 19.84 22.94 0.22

v25 v26 285° 29.80 PVC-RD26 1 6 1 '' 1.94 -0.09 1044.84 -0.52 1024.56 20.27 23.46 0.22

v26 v27 334° 29.80 PVC-RD26 1 5 1 '' 1.62 -0.06 1044.77 2.51 1027.08 17.70 20.95 0.18

v27 v28 334° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1044.73 1.65 1028.72 16.01 19.31 0.15

v28 v29 331° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1044.69 3.03 1031.75 12.94 16.28 0.15

v29 v30 331° 29.80 PVC-RD26 1 4 1 '' 1.30 -0.04 1044.64 3.37 1035.12 9.52 12.90 0.15

v30 v31 313° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1044.62 0.22 1035.34 9.28 12.69 0.11

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HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK

Sabanetas, Marcala, La Paz

v31 v32 316° 26.90 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.60 0.27 1035.62 8.98 12.41 0.11

v32 v33 11° 17.30 PVC-RD26 0 3 1 '' 0.97 -0.01 1044.58 0.45 1036.07 8.51 11.96 0.11

v33 v34 39° 17.30 PVC-RD26 0 3 1 '' 0.97 -0.01 1044.57 0.20 1036.27 8.30 11.76 0.11

v34 v35 52° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1044.54 -1.09 1035.18 9.36 12.85 0.11

v35 v36 48° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1044.52 1.40 1036.58 7.94 11.45 0.11

v36 v37 16° 30.00 PVC-RD26 1 3 1 '' 0.97 -0.03 1044.49 -3.61 1032.96 11.53 15.06 0.11

v37 v38 359° 30.00 PVC-RD26 0 2 1 '' 0.65 -0.01 1044.48 -3.44 1029.52 14.96 18.50 0.07

v38 v39 1° 30.00 PVC-RD26 1 2 1 '' 0.65 -0.01 1044.47 -0.17 1029.35 15.12 18.68 0.07

v39 v40 1° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1044.46 -1.88 1027.47 16.99 20.55 0.04

v40 v41 340° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1044.46 -3.01 1024.47 19.99 23.56 0.04

v41 v42 323° 14.00 PVC-RD26 1 1 1 '' 0.32 0.00 1044.46 -0.04 1024.43 20.03 23.60 0.04

Line VA 1045.78 1032.96

v13 va1 284° 29.80 PVC-RD26 1 1 1 '' 0.32 0.00 1045.78 -2.42 1030.53 15.24 17.50 0.04

Line C 1046.11 1036.29

23 c1 127° 29.80 PVC-RD26 1 6 1 '' 1.94 -0.09 1046.02 -5.00 1031.28 14.74 16.74 0.22

c1 c2 132° 22.40 PVC-RD26 0 5 1 '' 1.62 -0.05 1045.98 -2.99 1028.30 17.68 19.73 0.18

c2 c3 64° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1045.96 -1.17 1027.13 18.84 20.90 0.07

c3 c4 97° 29.80 PVC-RD26 1 2 1 '' 0.65 -0.01 1045.95 -4.15 1022.98 22.97 25.05 0.07

c4 c5 147° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1045.95 -5.26 1017.72 28.23 30.31 0.04

c5 c6 147° 29.80 PVC-RD26 1 1 1 '' 0.32 0.00 1045.95 -5.35 1012.37 33.57 35.65 0.04

Line CA 1045.98 1028.30

c2 ca1 161° 24.09 PVC-RD26 3 3 1 '' 0.97 -0.02 1045.96 -2.17 1026.13 19.83 21.90 0.11

Line D 1045.96 1026.54

29 d1 295° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1045.95 4.40 1030.94 15.01 17.09 0.07

d1 d2 295° 27.50 PVC-RD26 0 2 1 '' 0.65 -0.01 1045.94 5.64 1036.58 9.36 11.45 0.07

d2 d3 272° 5.00 GI-SCH40 0 2 1 '' 0.65 0.00 1045.93 0.95 1037.53 8.41 10.50 0.07

d3 d4 310° 19.15 PVC-RD26 2 2 1 '' 0.65 -0.01 1045.93 2.08 1039.61 6.31 8.42 0.07

Line E 1045.77 1024.92

30 e1 318° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1045.76 3.93 1028.85 16.91 19.18 0.07

e1 e2 318° 6.50 PVC-RD26 2 2 1 '' 0.65 0.00 1045.76 1.05 1029.90 15.85 18.12 0.07

Line F 1044.89 1017.79

42 f1 316° 14.80 GI-SCH40 0 1 1 '' 0.32 0.00 1044.88 1.63 1019.42 25.46 28.61 0.04

f1 f2 315° 17.10 PVC-RD26 0 1 1 '' 0.32 0.00 1044.88 -5.28 1014.14 30.75 33.89 0.04

f2 f3 315° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1044.88 -12.32 1001.81 43.06 46.21 0.04

f3 f4 313° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1044.88 -5.90 995.92 48.96 52.11 0.04

f4 f5 313° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1044.87 2.22 998.14 46.73 49.89 0.04

f5 f6 320° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1044.87 10.10 1008.24 36.63 39.79 0.04

f6 f7x 321° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1044.87 12.60 1020.84 24.03 27.19 0.04

f7x f7 292° 16.40 PVC-RD26 0 1 1 '' 0.32 0.00 1044.86 3.39 1024.22 20.64 23.80 0.04

f7 f8 318° 29.81 PVC-RD26 1 1 1 '' 0.32 0.00 1044.86 -0.43 1023.79 21.07 24.24 0.04

Line G 1044.96 1025.31

37 g3 133° 14.35 PVC-RD26 0 5 1 '' 1.62 -0.03 1044.93 -1.38 1023.94 20.99 24.09 0.18

g3 g4 125° 29.80 PVC-RD26 0 5 1 '' 1.62 -0.06 1044.87 -5.22 1018.72 26.15 29.31 0.18

g4 g5 125° 29.80 PVC-RD26 1 5 1 '' 1.62 -0.06 1044.80 -4.06 1014.66 30.14 33.37 0.18

g5 g6 124° 23.99 PVC-RD26 0 4 1 '' 1.30 -0.03 1044.77 -2.44 1012.22 32.55 35.81 0.15

g6 g7 124° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1044.72 -9.62 1002.60 42.13 45.43 0.15

g7 g8 125° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1044.68 -1.82 1000.78 43.90 47.25 0.15

g8 g9 127° 29.90 PVC-RD26 1 4 1 '' 1.30 -0.04 1044.64 -0.61 1000.17 44.47 47.86 0.15

g9 g10 114° 29.70 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.61 2.42 1002.59 42.03 45.44 0.11

g10 g11 117° 29.70 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.59 3.49 1006.08 38.51 41.95 0.11

g11 g12 114° 29.70 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.56 6.77 1012.84 31.72 35.18 0.11

g12 g13 122° 29.90 PVC-RD26 0 3 1 '' 0.97 -0.03 1044.54 2.65 1015.49 29.05 32.53 0.11

g13 g14 127° 29.90 PVC-RD26 0 3 1 '' 0.97 -0.03 1044.51 -0.22 1015.28 29.24 32.75 0.11

g14 g15 119° 29.90 PVC-RD26 0 3 1 '' 0.97 -0.03 1044.49 0.13 1015.41 29.08 32.62 0.11

g15 g16 119° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.46 0.22 1015.62 28.84 32.40 0.11

g16 g17 115° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.44 -1.21 1014.41 30.03 33.62 0.11

g17 g18 113° 21.47 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.42 -3.94 1010.47 33.96 37.56 0.11

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HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK

Sabanetas, Marcala, La Paz

g18 g19 110° 18.23 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.41 -8.28 1002.19 42.22 45.84 0.11

g19 g20 111° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.38 -5.60 996.59 47.79 51.44 0.11

g20 g21 115° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.36 -7.80 988.79 55.56 59.23 0.11

g21 g22 111° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.33 -0.26 988.53 55.80 59.49 0.11

g22 g23 111° 29.60 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.31 -0.43 988.10 56.20 59.93 0.11

g23 g24 122° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1044.28 1.13 989.23 55.05 58.80 0.11

g24 g25 125° 7.70 PVC-RD26 0 3 1 '' 0.97 -0.01 1044.27 -0.69 988.54 55.74 59.49 0.11

g25 g26 143° 9.30 GI-SCH40 0 3 1 '' 0.97 -0.01 1044.26 -1.35 987.19 57.07 60.84 0.11

Break Pressure Tank 987.19 987.19 0.00 0.00

g26 g27 179° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 987.16 -8.75 978.43 8.73 8.75 0.11

g27 g28 182° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 987.14 -6.83 971.60 15.53 15.58 0.11

g28 g29 179° 27.20 PVC-RD26 0 3 1 '' 0.97 -0.02 987.11 -6.66 964.95 22.17 22.24 0.11

g29 g30 106° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 987.09 -3.16 961.79 25.30 25.40 0.11

g30 g31 105° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 987.06 -2.42 959.36 27.70 27.82 0.11

g31 g32 112° 29.80 PVC-RD26 2 3 1 '' 0.97 -0.02 987.04 0.52 959.88 27.16 27.30 0.11

g32 g33 105° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.04 0.78 960.66 26.37 26.52 0.04

g33 g34 118° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.03 -1.60 959.06 27.97 28.13 0.04

g34 g35 122° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.03 -4.19 954.87 32.16 32.32 0.04

g35 g36 116° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.03 -5.35 949.52 37.50 37.66 0.04

g36 g37 120° 22.20 PVC-RD26 0 1 1 '' 0.32 0.00 987.02 -4.20 945.32 41.70 41.87 0.04

g37 g38 119° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.02 -2.08 943.24 43.78 43.95 0.04

aa19 g39 113° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.02 -1.47 941.77 45.25 45.42 0.04

g39 g40 100° 19.50 PVC-RD26 0 1 1 '' 0.32 0.00 987.02 -2.35 939.42 47.59 47.77 0.04

g40 g41 103° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.01 -10.96 928.46 58.55 58.73 0.04

g41 g42 108° 19.90 PVC-RD26 0 1 1 '' 0.32 0.00 987.01 -5.09 923.36 63.65 63.82 0.04

g42 g43 109° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.01 -0.69 922.67 64.34 64.52 0.04

g43 g44 100° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 987.00 -0.56 922.11 64.90 65.08 0.04

g44 g45 100° 17.40 PVC-RD26 0 1 1 '' 0.32 0.00 987.00 -0.13 921.98 65.02 65.21 0.04

Anchor - post, 1 m tall; Elbow PVC 90 degrees, Three elbows GI 90 degees, 2 m GI

g45 g46 98° 14.70 GI-SCH40 0 1 1 '' 0.32 0.00 987.00 1.58 923.56 63.44 63.63 0.04

g46 g47 91° 9.00 PVC-RD26 0 1 1 '' 0.32 0.00 987.00 3.49 927.05 59.95 60.13 0.04

g47 g48 99° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 986.99 2.12 929.17 57.82 58.01 0.04

g48 g49 99° 30.40 PVC-RD26 0 1 1 '' 0.32 0.00 986.99 6.06 935.23 51.76 51.95 0.04

g49 g50 99° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 986.99 4.15 939.38 47.61 47.80 0.04

g50 g51 104° 17.80 PVC-RD26 1 1 1 '' 0.32 0.00 986.99 3.47 942.85 44.13 44.33 0.04

Line J 1047.28 1021.32

10 j1 139° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1047.24 6.07 1027.39 19.85 20.64 0.10

j1 j2 119° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1047.20 3.83 1031.22 15.98 16.81 0.10

j2 j3 119° 9.60 PVC-RD26 0 1 1/2'' 0.32 -0.01 1047.19 0.60 1031.82 15.37 16.21 0.10

j3 j4 124° 11.00 GI-SCH40 1 1 1/2'' 0.32 -0.03 1047.16 0.11 1031.93 15.23 16.10 0.10

C-16

Appendix D – Test Design for Sabanetas Drinking Water System with an Elevated Storage Tank

This appendix shows the calculations made to test the feasibility of an alternate design with a storage tank atop a hill, not far from the pump site. Like Appendix C, this shows the basic data and calculations that were made to make the design. These spreadsheets are modified from those created and used by Peace Corps water and sanitation volunteers in Honduras. Reents (see his Appendix A) explains the principles of design and design constraints. In the hydraulic design spreadsheets presented here, some of the data are enclosed in boxes. The data inside of these boxes are outside of official design parameters, but due to the lack of better alternatives, these inadequacies are accepted.

In the end, this design was not accepted, so some aspects of it have not been finalized. Most notably, there are several lengths of line that travel terrain with topography that was not studied. The overall change in elevation was extrapolated across these lengths, the longest of these being the length from the pump to the storage tank. While the topography does not differ significantly from these extrapolations, it would be advised to take measurements in the field if this design were to be used.

Field notes for the conduction and pump lines………………………..…………........ D-1 – D-2

Hydraulic design of the conduction and pump lines……………..………………….... D-3 – D-4

Graph of hydraulic gradient of the conduction and pump line………………............ D-5

Field notes for the distribution network………………………………….………….… D-6 – D-9

Hydraulic design for the distribution network…………………………….….…….… D10 – D-13

Map of conduction and pump lines and the distribution network….…….….…….… D14

Compass Forward Back Change in Type of NotesLength (in degrees Level Level Terr Elev Tubing (m.) from north) (dms) (dms) (dec. deg.)

0 1 9.20 215° -6°20' +5°50' -6.083 GI-SCH40 La estaka esta un metro de este punto1 2 5.90 184° -3°30' +2°50' -3.167 GI-SCH40 Quebrada rocoso2 3 10.80 250° +1°00' -1°50' 1.417 PVC-RD26 Cruce del quebrada3 4 11.30 226° -8°20' +7°10' -7.750 PVC-RD264 5 10.80 245° +2°30' -2°30' 2.500 PVC-RD265 6 7.80 241° -19°40' +19°50' -19.750 PVC-RD266 7 12.80 249° -2°10' +1°30' -1.833 PVC-RD267 8 12.80 258° -3°20' +3°20' -3.333 PVC-RD268 9 5.00 230° -3°40' +3°20' -3.500 PVC-RD269 10 7.30 251° +5°00' -5°20' 5.167 GI-SCH40 cruce del quebrada, cerca del sitio fuente viejo10 11 10.40 204° 0°00' 0°00' 0.000 PVC-RD2611 12 14.80 211° +5°40' -6°20' 6.000 PVC-RD2612 13 12.90 222° -4°20' +4°20' -4.333 PVC-RD26 cruce una cerca13 14 11.30 240° +1°30' -1°40' 1.583 PVC-RD26 entre monte14 15 21.80 241° +1°20' -1°30' 1.417 PVC-RD2615 16 10.10 229° -1°50' +1°40' -1.750 PVC-RD2616 17 16.30 212° +5°20' -5°50' 5.583 PVC-RD2617 18 8.80 221° -4°20' +4°40' -4.500 PVC-RD2618 19 8.70 219° -21°10' +21°30' -21.333 PVC-RD2619 20 18.80 201° 0°00' -0°20' 0.167 PVC-RD2620 21 24.60 198° +1°50' -2°10' 2.000 PVC-RD26 sigiendo camino21 22 16.80 188° +1°20' -1°50' 1.583 PVC-RD26 estaka es un arbolito22 23 30.70 168° -3°20' +2°50' -3.083 PVC-RD2623 24 14.80 181° -5°20' +4°40' -5.000 PVC-RD2624 25 28.80 193° -2°50' +2°10' -2.500 PVC-RD2625 26 11.30 197° -10°00' +9°20' -9.667 PVC-RD2626 27 8.80 197° -3°40' +4°20' -4.000 GI-SCH40 cruce un quebradita, la quebrada siga por la izq.27 28 17.50 197° +18°30' -18°40' 18.583 PVC-RD2628 29 21.10 216° -2°10' +1°40' -1.917 PVC-RD2629 30 29.80 200° -6°00' +5°50' -5.917 PVC-RD26 entre un "clearing"30 31 29.80 194° 0°00' -0°30' 0.250 PVC-RD2631 32 29.80 185° +1°00' -1°40' 1.333 PVC-RD2632 33 17.10 206° -1°50' +1°40' -1.750 PVC-RD2633 34 22.00 216° -14°10' +13°40' -13.917 PVC-RD2634 35 13.40 176° +2°40' -2°40' 2.667 GI-SCH40 cruce un quebradita, la quebrada siga por la izq.35 36 11.10 126° +27°40' -28°20' 28.000 PVC-RD2636 37 20.20 139° +5°00' -5°00' 5.000 PVC-RD2637 38 12.65 173° +0°50' -1°40' 1.250 PVC-RD2638 39 20.10 180° -3°20' +3°20' -3.333 PVC-RD26 2m arriba de Inez cerca39 40 13.55 203° -1°30' +1°10' -1.333 PVC-RD2640 41 17.74 221° -8°30' +8°10' -8.333 PVC-RD2641 42 22.10 222° -0°20' +0°30' -0.417 PVC-RD2642 43 14.00 178° -1°40' +1°20' -1.500 PVC-RD26 arriba de Inez gardin43 44 19.40 180° +8°00' -8°00' 8.000 PVC-RD2644 45 29.80 179° -3°00' +3°10' -3.083 PVC-RD2645 46 29.80 179° -1°20' +0°40' -1.000 PVC-RD2646 47 21.80 162° +4°30' -5°20' 4.917 PVC-RD26 Espina de caballo47 48 15.10 174° -24°00' +24°00' -24.000 PVC-RD2648 49 9.80 198° -1°20' +1°20' -1.333 GI-SCH40 cruce un patano49 50 16.35 159° +6°40' -6°40' 6.667 PVC-RD2650 51 28.30 149° +3°50' -4°20' 4.083 PVC-RD2651 52 11.20 156° +3°20' -3°20' 3.333 PVC-RD2652 53 22.80 149° -8°40' +8°30' -8.583 PVC-RD2653 54 18.30 144° +11°00' -11°00' 11.000 PVC-RD2654 55 22.00 134° -12°50' +12°50' -12.833 PVC-RD2655 56 21.00 131° +0°10' -1°40' 0.917 PVC-RD2656 57 17.40 129° +6°40' -7°10' 6.917 PVC-RD2657 58 15.30 129° -9°30' +9°50' -9.667 PVC-RD2658 59 14.70 121° +3°20' -2°50' 3.083 PVC-RD2659 60 16.20 146° -0°20' 0°00' -0.167 PVC-RD2660 61 29.80 167° -6°20' +6°00' -6.167 PVC-RD2661 62 29.80 171° -3°00' +2°20' -2.667 PVC-RD2662 63 29.80 154° -1°10' +1°00' -1.083 PVC-RD26 cruce cerco63 64 23.40 146° +8°10' -8°40' 8.417 PVC-RD26 bosque, estaka esta 4 metros abajo del camino64 65 12.20 158° -13°20' +12°40' -13.000 PVC-RD2665 66 7.30 158° -0°20' 0°00' -0.167 GI-SCH40 cruce quebraa y cerco, 2 ANCLAJES66 67 26.15 112° +9°30' -9°40' 9.583 PVC-RD26

ReachStk - Stk

FIELD NOTES - CONDUCTION AND PUMP LINESSabanetas, Marcala, La Paz

D-1

Compass Forward Back Change in Type of NotesLength (in degrees Level Level Terr Elev Tubing (m.) from north) (dms) (dms) (dec. deg.)

ReachStk - Stk

FIELD NOTES - CONDUCTION AND PUMP LINESSabanetas, Marcala, La Paz

67 68 13.00 145° -5°10' +4°40' -4.917 PVC-RD26 empezar a siguir camino68 69 22.80 166° +0°20' -0°20' 0.333 PVC-RD2669 70 21.90 124° -7°40' +7°10' -7.417 PVC-RD2670 71 7.00 128° -9°20' +8°40' -9.000 PVC-RD2671 72 15.90 144° -2°30' +2°00' -2.250 PVC-RD2672 73 45.00 198° +12°50' -12°50' 12.833 PVC-RD2673 74 100.00 198° +12°50' -12°50' 12.833 PVC-RD2674 T 145.00 228° +12°50' -12°40' 12.750 PVC-RD26

Added in office to approximate the real distance of this line, The indirect route is deliberate but not due

D-2

SOURCE: Montaña VerdePARAMETERS: Tube elevation at the dam exit (Datum )

Number of Houses 61 1000 metersNumber of Habitants 298

Projected usage 25 G.P.P.D. Pump HeadDesign Flow 13.2 GPM (C.Máx.Diar.) 76.5 metros

Com

pass (degrees)

Length (m)

Type of T

ubing

Nom

inal D

iameter

Flow

(gpm)

Change in P

iez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static P

ressure (m

)

Velocity (m

/s)

1000.00 1000.000 1 215° 9.20 GI-SCH40 2 '' 13.18 -0.08 999.92 -0.97 999.03 0.9 0 0.97 0.411 2 184° 5.90 GI-SCH40 2 '' 13.18 -0.05 999.87 -0.33 998.70 1.1 7 1.30 0.412 3 250° 10.80 PVC-RD26 2 '' 13.18 -0.05 999.82 0.27 998.97 0.8 6 1.03 0.413 4 226° 11.30 PVC-RD26 2 '' 13.18 -0.05 999.77 -1.52 997.44 2. 33 2.56 0.414 5 245° 10.80 PVC-RD26 2 '' 13.18 -0.05 999.73 0.47 997.91 1.8 1 2.09 0.415 6 241° 7.80 PVC-RD26 2 '' 13.18 -0.04 999.69 -2.64 995.28 4.4 1 4.72 0.416 7 249° 12.80 PVC-RD26 2 '' 13.18 -0.06 999.63 -0.41 994.87 4. 76 5.13 0.417 8 258° 12.80 PVC-RD26 2 '' 13.18 -0.06 999.58 -0.74 994.12 5. 45 5.88 0.418 9 230° 5.00 PVC-RD26 2 '' 13.18 -0.02 999.55 -0.31 993.82 5.7 3 6.18 0.419 10 251° 7.30 GI-SCH40 2 '' 13.18 -0.06 999.49 0.66 994.48 5.0 2 5.52 0.4110 11 204° 10.40 PVC-RD26 2 '' 13.18 -0.05 999.44 0.00 994.48 4 .97 5.52 0.4111 12 211° 14.80 PVC-RD26 2 '' 13.18 -0.07 999.38 1.55 996.02 3 .36 3.98 0.4112 13 222° 12.90 PVC-RD26 2 '' 13.18 -0.06 999.32 -0.97 995.05 4.27 4.95 0.4113 14 240° 11.30 PVC-RD26 2 '' 13.18 -0.05 999.27 0.31 995.36 3 .91 4.64 0.4114 15 241° 21.80 PVC-RD26 2 '' 13.18 -0.10 999.17 0.54 995.90 3 .27 4.10 0.4115 16 229° 10.10 PVC-RD26 2 '' 13.18 -0.05 999.13 -0.31 995.59 3.53 4.41 0.4116 17 212° 16.30 PVC-RD26 2 '' 13.18 -0.07 999.05 1.59 997.18 1 .88 2.82 0.4117 18 221° 8.80 PVC-RD26 2 '' 13.18 -0.04 999.01 -0.69 996.49 2.53 3.51 0.4118 19 219° 8.70 PVC-RD26 2 '' 13.18 -0.04 998.97 -3.17 993.32 5 .65 6.68 0.4119 20 201° 18.80 PVC-RD26 2 '' 13.18 -0.08 998.89 0.05 993.38 5 .51 6.62 0.4120 21 198° 24.60 PVC-RD26 2 '' 13.18 -0.11 998.78 0.86 994.23 4 .54 5.77 0.4121 22 188° 16.80 PVC-RD26 2 '' 13.18 -0.08 998.70 0.46 994.70 4 .00 5.30 0.4122 23 168° 30.70 PVC-RD26 2 '' 13.18 -0.14 998.56 -1.65 993.05 5.52 6.95 0.4123 24 181° 14.80 PVC-RD26 2 '' 13.18 -0.07 998.50 -1.29 991.76 6.74 8.24 0.4124 25 193° 28.80 PVC-RD26 2 '' 13.18 -0.13 998.37 -1.26 990.50 7.87 9.50 0.4125 26 197° 11.30 PVC-RD26 2 '' 13.18 -0.05 998.32 -1.90 988.60 9.71 11.40 0.4126 27 197° 8.80 GI-SCH40 2 '' 13.18 -0.07 998.24 -0.61 987.99 1 0.25 12.01 0.4127 28 197° 17.50 PVC-RD26 2 '' 13.18 -0.08 998.17 5.58 993.57 4 .60 6.43 0.4128 29 216° 21.10 PVC-RD26 2 '' 13.18 -0.09 998.07 -0.71 992.86 5.21 7.14 0.4129 30 200° 29.80 PVC-RD26 2 '' 13.18 -0.13 997.94 -3.07 989.79 8.15 10.21 0.4130 31 194° 29.80 PVC-RD26 2 '' 13.18 -0.13 997.80 0.13 989.92 7 .88 10.08 0.4131 32 185° 29.80 PVC-RD26 2 '' 13.18 -0.13 997.67 0.69 990.61 7 .06 9.39 0.4132 33 206° 17.10 PVC-RD26 2 '' 13.18 -0.08 997.59 -0.52 990.09 7.50 9.91 0.4133 34 216° 22.00 PVC-RD26 2 '' 13.18 -0.10 997.49 -5.29 984.80 12.69 15.20 0.4134 35 176° 13.40 GI-SCH40 2 '' 13.18 -0.11 997.38 0.62 985.42 1 1.96 14.58 0.4135 36 126° 11.10 PVC-RD26 2 '' 13.18 -0.05 997.33 5.21 990.63 6 .70 9.37 0.4136 37 139° 20.20 PVC-RD26 2 '' 13.18 -0.09 997.24 1.76 992.39 4 .84 7.61 0.4137 38 173° 12.65 PVC-RD26 2 '' 13.18 -0.06 997.18 0.28 992.67 4 .51 7.33 0.4138 39 180° 20.10 PVC-RD26 2 '' 13.18 -0.09 997.09 -1.17 991.50 5.59 8.50 0.4139 40 203° 13.55 PVC-RD26 2 '' 13.18 -0.06 997.03 -0.32 991.19 5.84 8.81 0.4140 41 221° 17.74 PVC-RD26 2 '' 13.18 -0.08 996.95 -2.57 988.62 8.34 11.38 0.4141 42 222° 22.10 PVC-RD26 2 '' 13.18 -0.10 996.85 -0.16 988.45 8.40 11.55 0.4142 43 178° 14.00 PVC-RD26 2 '' 13.18 -0.06 996.79 -0.37 988.09 8.70 11.91 0.4143 44 180° 19.40 PVC-RD26 2 '' 13.18 -0.09 996.70 2.70 990.79 5 .91 9.21 0.4144 45 179° 29.80 PVC-RD26 2 '' 13.18 -0.13 996.57 -1.60 989.19 7.38 10.81 0.4145 46 179° 29.80 PVC-RD26 2 '' 13.18 -0.13 996.43 -0.52 988.67 7.77 11.33 0.4146 47 162° 21.80 PVC-RD26 2 '' 13.18 -0.10 996.34 1.87 990.53 5 .80 9.47 0.4147 48 174° 15.10 PVC-RD26 2 '' 13.18 -0.07 996.27 -6.14 984.39 11.88 15.61 0.4148 49 198° 9.80 GI-SCH40 2 '' 13.18 -0.08 996.19 -0.23 984.16 1 2.02 15.84 0.4149 50 159° 16.35 PVC-RD26 2 '' 13.18 -0.07 996.11 1.90 986.06 1 0.05 13.94 0.41

HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINESSabanetas, Marcala, La Paz

Reach

D-3

Com

pass (degrees)

Length (m)

Type of T

ubing

Nom

inal D

iameter

Flow

(gpm)

Change in P

iez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static P

ressure (m

)

Velocity (m

/s)

HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINESSabanetas, Marcala, La Paz

Reach

50 51 149° 28.30 PVC-RD26 2 '' 13.18 -0.13 995.98 2.02 988.08 7 .91 11.92 0.4151 52 156° 11.20 PVC-RD26 2 '' 13.18 -0.05 995.93 0.65 988.73 7 .21 11.27 0.4152 53 149° 22.80 PVC-RD26 2 '' 13.18 -0.10 995.83 -3.40 985.33 10.51 14.67 0.4153 54 144° 18.30 PVC-RD26 2 '' 13.18 -0.08 995.75 3.49 988.82 6 .93 11.18 0.4154 55 134° 22.00 PVC-RD26 2 '' 13.18 -0.10 995.65 -4.89 983.93 11.72 16.07 0.4155 56 131° 21.00 PVC-RD26 2 '' 13.18 -0.09 995.56 0.34 984.27 1 1.29 15.73 0.4156 57 129° 17.40 PVC-RD26 2 '' 13.18 -0.08 995.48 2.10 986.36 9 .12 13.64 0.4157 58 129° 15.30 PVC-RD26 2 '' 13.18 -0.07 995.41 -2.57 983.79 11.62 16.21 0.4158 59 121° 14.70 PVC-RD26 2 '' 13.18 -0.07 995.34 0.79 984.58 1 0.76 15.42 0.4159 60 146° 16.20 PVC-RD26 2 '' 13.18 -0.07 995.27 -0.05 984.54 10.73 15.46 0.4160 61 167° 29.80 PVC-RD26 2 '' 13.18 -0.13 995.14 -3.20 981.34 13.80 18.66 0.4161 62 171° 29.80 PVC-RD26 2 '' 13.18 -0.13 995.00 -1.39 979.95 15.05 20.05 0.4162 63 154° 29.80 PVC-RD26 2 '' 13.18 -0.13 994.87 -0.56 979.39 15.48 20.61 0.4163 64 146° 23.40 PVC-RD26 2 '' 13.18 -0.11 994.76 3.43 982.81 1 1.95 17.19 0.4164 65 158° 12.20 PVC-RD26 2 '' 13.18 -0.05 994.71 -2.74 980.07 14.64 19.93 0.4165 66 158° 7.30 GI-SCH40 2 '' 13.18 -0.06 994.65 -0.02 980.05 1 4.60 19.95 0.4166 67 112° 26.15 PVC-RD26 2 '' 13.18 -0.12 994.53 4.35 984.40 1 0.13 15.60 0.4167 68 145° 13.00 PVC-RD26 2 '' 13.18 -0.06 994.47 -1.11 983.28 11.19 16.72 0.4168 69 166° 22.80 PVC-RD26 2 '' 13.18 -0.10 994.37 0.13 983.42 1 0.95 16.58 0.4169 70 124° 21.90 PVC-RD26 2 '' 13.18 -0.10 994.27 -2.83 980.59 13.68 19.41 0.4170 71 128° 7.00 PVC-RD26 2 '' 13.18 -0.03 994.24 -1.10 979.50 1 4.74 20.50 0.4171 72 144° 15.90 PVC-RD26 2 '' 13.18 -0.07 994.17 -0.62 978.87 15.30 21.13 0.4172 73 198° 45.00 PVC-RD26 2 '' 13.18 -0.20 993.96 10.00 988.87 5.10 11.13 0.41

Cistern 988.87 988.87 0.00 11.13

After the Pump 1065.41 988.87 76.5473 74 198° 100.00 PVC-RD26 2 '' 31.00 -2.19 1063.21 22.21 1011 .08 52.14 0.9674 T 228° 145.00 PVC-RD26 2 '' 31.00 -3.18 1060.03 32.00 1043. 08 16.95 0.96

D-4

Co

nd

uct

ion

Lin

e "S

aban

etas

, Mar

cala

, La

Paz

"

975

980

985

990

995

1,00

0

1,00

5

1,01

0

1,01

5

1,02

0

1,02

5

1,03

0

1,03

5

1,04

0

1,04

5

1,05

0

1,05

5

1,06

0

1,06

5

1,07

0

1,07

5

020

040

060

080

01,

000

1,20

01,

400

1,60

0

Ho

rizo

nta

l Dis

tan

ce (

m)

Elevation (m)

Hyd

raul

ic G

rade

Lin

e

Nat

ural

Ter

rain

Q =

13.

2 G

PM

(d

esig

n f

low

)

Cle

an-O

ut V

alve

3000

gal

lon

d

istr

ibu

tio

n t

ank

2" D

iam

eter

(61

.7m

GI S

CH

40, 1

226.

9m P

VC

RD

-26)

2" D

iám

etro

(24

5m P

VC

RD

-26)

Lo

cati

on

of

pu

mp

an

d

5000

gal

lon

cis

tern

Q =

31

GP

M (

des

ign

flo

w)

Dam

L

oca

tio

n

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of Houses (m.) from north) (dms) (dms) (dec. deg.)

Main LineT xx1 24.00 206° -5°40' +5°40' -5.667 PVC-RD26 0 fabricated in office

xx1 xx2 11.00 206° -5°40' +5°40' -5.667 HG-SCH40 0 cruce de callexx2 v18 100.00 206° -5°40' +5°40' -5.667 PVC-RD26 1v18 v17 29.80 182° 0°00' -0°20' 0.167 PVC-RD26 1 estaka 2 m por la izquierda del caminov17 v16 29.80 194° -0°30' 0°00' -0.250 PVC-RD26 1 estaka cer ca el postev16 v15 29.80 202° +2°50' -3°10' 3.000 PVC-RD26 0 estaka 6 m de la zanjav15 v14 29.80 204° +5°20' -6°00' 5.667 PVC-RD26 1v14 v13 21.35 211° -3°20' +3°00' -3.167 PVC-RD26 1v13 v12 28.90 181° +0°30' -0°50' 0.667 PVC-RD26 1 10 m del latrine, estaka 10 m del casav12 v11 29.80 184° +2°50' -3°20' 3.083 PVC-RD26 2 10 m del c ercov11 v10 29.80 194° +1°10' -1°30' 1.333 PVC-RD26 0 cruce cerc ov10 xx3 11.00 104° +4°20' -4°30' 4.417 HG-SCH40 0 cruce careterraxx3 d4 41.00 104° +4°20' -4°30' 4.417 PVC-RD26 0d4 d3 19.15 130° -6°30' +6°00' -6.250 PVC-RD26 2d3 d2 5.00 92° -11°00' +10°50' -10.917 HG-SCH40 0 cruce call ed2 23 99.00 202° -0°10' +0°10' -0.167 PVC-RD26 023 22 25.40 238° -5°50' +5°10' -5.500 PVC-RD26 0 (22-23)22 21 18.40 238° -7°10' +6°50' -7.000 PVC-RD26 2 (21-22) Centro de Salud

Line Vv10 v9 29.80 192° -0°30' +0°20' -0.417 PVC-RD26 0 en huertov9 v8 29.80 193° -1°40' +1°00' -1.333 PVC-RD26 1 estaka es p ostev8 v7 5.84 171° +0°30' -0°50' 0.667 HG-SCH40 0 2 CODOS DE 45 , cruce callecitav7 v6 27.00 208° -4°00' +4°20' -4.167 PVC-RD26 1 cruce cercov6 v5 27.00 208° -6°40' +6°40' -6.667 PVC-RD26 0 campov5 v4 27.00 214° -0°20' +0°10' -0.250 PVC-RD26 0 campov4 v3 27.00 212° +0°30' -0°20' 0.417 PVC-RD26 0 campov3 v2 27.00 212° +1°40' -1°40' 1.667 PVC-RD26 0 campov2 v1 27.00 218° -1°50' +1°10' -1.500 PVC-RD26 0 cruce cerco , cerrito de rocasv1 16 5.19 115° -0°20' -0°20' 0.000 PVC-RD26 016 15 21.50 219° -2°30' +1°50' -2.167 PVC-RD26 1 (15-16) campo15 14 27.00 223° -1°20' +1°40' -1.500 PVC-RD26 0 (14-15) campo14 13 29.80 225° -1°50' +1°10' -1.500 PVC-RD26 0 (13-14) campo13 12 29.80 225° -6°20' +6°00' -6.167 PVC-RD26 0 (12-13) campo12 11 29.80 229° -6°10' +6°00' -6.083 PVC-RD26 0 (11-12) campo11 10 29.80 231° 0°00' -0°40' 0.333 PVC-RD26 0 (10-11) campo10 9 29.80 227° +5°30' -6°00' 5.750 PVC-RD26 0 (9-10) campo9 8 29.80 228° +5°10' -5°10' 5.167 PVC-RD26 0 (8-9) campo, bosque8 7 29.80 228° +10°10' -9°50' 10.000 PVC-RD26 0 (7-8) bosque de pinos7 6 29.80 228° +8°40' -9°20' 9.000 PVC-RD26 0 (6-7) monte, cruce cerco6 5 29.80 234° +9°30' -9°40' 9.583 PVC-RD26 0 (5-6) Cruce cerco, arbol defrutas5 4 29.80 226° +11°50' -12°20' 12.083 PVC-RD26 0 (T-5) Monte

Line A4 a1 29.70 138° -6°40' +6°50' -6.750 PVC-RD26 0 gramaa1 a2 25.40 138° -3°30' +3°10' -3.333 PVC-RD26 0 frontera vi ejaa2 a3 8.70 138° -8°20' +7°50' -8.083 PVC-RD26 1a3 a4 10.90 146° -4°00' +3°40' -3.833 HG-SCH40 0 cruce carre tera principala4 a5 29.90 147° -3°20' +3°20' -3.333 PVC-RD26 0a5 a6 30.00 159° -0°50' +0°30' -0.667 PVC-RD26 2 estaka 1 m abajo de la callecitaa6 a7 30.00 163° -0°10' 0°00' -0.083 PVC-RD26 0a7 a8 18.70 161° 0°00' -0°10' 0.083 PVC-RD26 0 estaka corta y gorda en el solara8 a9 30.00 169° +0°30' -1°00' 0.750 PVC-RD26 0 cruce cercoa9 a10 30.00 165° -4°30' +4°00' -4.250 PVC-RD26 0

a10 a11 30.00 158° -8°30' +7°50' -8.167 PVC-RD26 0a11 a13 9.70 158° -13°30' +13°30' -13.500 PVC-RD26 1a13 a14 20.13 165° -15°10' +14°50' -15.000 PVC-RD26 1 estaka esta en la esquina del cercoa14 a15 28.45 171° -12°40' +12°00' -12.333 PVC-RD26 1 3 m de la casa con techo metalicoa15 a16 24.65 150° -9°10' +8°40' -8.917 PVC-RD26 0 1.5 m por la recha del caminoa16 a17 27.80 127° -7°00' +6°30' -6.750 PVC-RD26 1

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

D-6

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of Houses (m.) from north) (dms) (dms) (dec. deg.)

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

a17 a18 27.30 121° -14°10' +13°50' -14.000 PVC-RD26 0a18 a19 17.05 127° -16°40' +16°40' -16.667 PVC-RD26 0a19 a20 30.00 53° -17°40' +17°30' -17.583 PVC-RD26 1a20 a21 30.00 53° -1°30' +0°50' -1.167 PVC-RD26 1 casa es 8 m arriba

Line AAa13 aa1 30.00 88° -1°00' +0°40' -0.833 PVC-RD26 0aa1 aa2 30.00 53° +3°40' -4°20' 4.000 PVC-RD26 0aa2 aa3 30.00 45° +1°20' -2°00' 1.667 PVC-RD26 0 20? m de l atrineaa3 aa4 30.00 45° -2°30' +2°10' -2.333 PVC-RD26 1aa4 aa5 30.00 41° +3°00' -3°20' 3.167 PVC-RD26 0aa5 aa6 30.00 70° +0°10' -0°30' 0.333 PVC-RD26 0aa6 aa7 19.40 85° +0°10' -0°50' 0.500 PVC-RD26 0aa7 aa8 29.43 85° +3°50' -4°30' 4.167 PVC-RD26 0 monte. 8 m adento; busque estaka gordaaa8 aa9 28.10 85° -6°00' +5°30' -5.750 PVC-RD26 0 cruce cerc oaa9 aa10 29.71 78° -6°20' +5°40' -6.000 PVC-RD26 1aa10 aa11 29.80 92° -8°50' +8°40' -8.750 PVC-RD26 0 2 m de " izote"aa11 aa12 16.50 93° -7°20' +7°00' -7.167 PVC-RD26 0 8 m del caminoaa12 aa13 10.02 65° -7°40' +7°00' -7.333 HG-SCH40 0 cruce ca lle, 2 CODOS DE 90, 2.5 m PVCaa13 aa14 29.77 104° -11°00' +10°30' -10.750 PVC-RD26 0aa14 aa15 29.64 99° -11°30' +11°10' -11.333 PVC-RD26 0aa15 aa16 19.03 107° -11°40' +11°00' -11.333 PVC-RD26 2aa16 aa17 28.80 107° -6°40' +6°00' -6.333 PVC-RD26 0 9 m par a esquina del cerco de Chongoaa17 aa18 18.12 104° -5°50' +5°30' -5.667 PVC-RD26 0 15 m ar riba del carbón barreraaa18 aa19 29.30 99° -13°00' +12°30' -12.750 PVC-RD26 0 en ba rreraaa19 aa20 25.97 87° -11°30' +11°00' -11.250 PVC-RD26 1 5 m a bajo del caminoaa20 aa21 26.74 117° -18°50' +18°30' -18.667 PVC-RD26 0 3 m del cercoaa21 aa22 23.24 154° -16°30' +16°00' -16.250 PVC-RD26 0aa22 aa23 29.80 186° -3°00' +3°00' -3.000 PVC-RD26 0 2 m arr iba del caminoaa23 aa24 29.80 188° +0°50' -1°30' 1.167 PVC-RD26 0 3 m arri ba del hoyo para adobeaa24 aa25 29.90 187° +8°50' -9°20' 9.083 PVC-RD26 0 estaka 1 m de zanjaaa25 aa26 24.80 184° +4°00' -4°20' 4.167 PVC-RD26 0 monte; m ilpaaa26 aa27 29.80 189° +3°20' -3°50' 3.583 PVC-RD26 1

Line AVaa21 av1 24.80 55° +8°40' -8°30' 8.583 PVC-RD26 0av1 av2 29.80 75° -7°30' +7°10' -7.333 PVC-RD26 0av2 av3 9.80 79° -3°40' +3°20' -3.500 PVC-RD26 1 3 m antes d el cerco

Line ACaa24 ac1 29.80 77° -1°20' +0°40' -1.000 PVC-RD26 0ac1 ac2 29.30 83° +3°20' -3°50' 3.583 PVC-RD26 1 ac2 es un p oste

Line ADaa11 ad1 30.00 149° -2°40' +2°30' -2.583 PVC-RD26 0ad1 ad2 30.00 152° -5°50' +5°20' -5.583 PVC-RD26 0ad2 ad3 30.00 152° -3°40' +3°30' -3.583 PVC-RD26 0ad3 ad4 30.00 152° -5°20' +4°50' -5.083 PVC-RD26 0ad4 ad5 30.00 153° -3°20' +2°30' -2.917 PVC-RD26 0 cruce cer coad5 ad6 30.00 153° -7°10' +6°50' -7.000 PVC-RD26 1 cruce cer coad6 ad7 30.00 153° -1°00' +0°30' -0.750 PVC-RD26 0 cruce cer coad7 ad8 30.00 154° -1°40' +1°00' -1.333 PVC-RD26 0ad8 ad9 30.00 153° -8°40' +8°20' -8.500 PVC-RD26 1ad9 ad10 30.00 163° -14°20' +14°50' -14.583 PVC-RD26 0 6m pa r la recha del roblead10 ad11 25.20 163° +10°10' +9°40' 0.250 PVC-RD26 0ad11 ad12 7.20 168° -3°20' +2°40' -3.000 HG-SCH40 2 cerco, c alle, cercoad12 ad13 19.50 189° -22°40' +22°00' -22.333 PVC-RD26 0ad13 ad14 30.00 158° -23°20' +22°50' -23.083 PVC-RD26 0 entr e arbolesad14 ad15 30.00 143° -20°00' +19°40' -19.833 PVC-RD26 0 esta ka 2 m por la izquiersa del tatascan, cercoad15 ad16 30.00 142° -21°10' +20°40' -20.917 PVC-RD26 1

Line VAv13 va1 29.80 284° -5°00' +4°20' -4.667 PVC-RD26 1 termina 2 m antes del cerco

D-7

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of Houses (m.) from north) (dms) (dms) (dec. deg.)

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

Line C23 c1 29.80 127° -10°00' +9°20' -9.667 PVC-RD26 1 cerco del escuelac1 c2 22.40 132° -7°50' +7°30' -7.667 PVC-RD26 0 tienen romp er pila viejac2 c3 29.80 64° -2°30' +2°00' -2.250 PVC-RD26 0c3 c4 29.80 97° -8°10' +7°50' -8.000 PVC-RD26 1c4 c5 29.80 147° -10°20' +10°00' -10.167 PVC-RD26 0 cruce ce rcoc5 c6 29.80 147° -10°20' +10°20' -10.333 PVC-RD26 1 cruce ce rco

Line CAc2 ca1 24.09 161° -5°30' +4°50' -5.167 PVC-RD26 3

Line Dxx2 v22 98.00 293° -6°10' +6°10' -6.167 PVC-RD26v22 v23 29.80 326° -2°40' +2°20' -2.500 PVC-RD26 0 14 m deba jo de la patastera ceca gallinerav23 v24 29.80 321° -3°50' +3°20' -3.583 PVC-RD26 1 cruce cer cov24 v25 29.80 310° -1°40' +1°20' -1.500 PVC-RD26 0v25 v26 29.80 285° -1°20' +0°40' -1.000 PVC-RD26 1v26 v27 29.80 334° +4°40' -5°00' 4.833 PVC-RD26 1v27 v28 29.80 334° +3°00' -3°20' 3.167 PVC-RD26 0 cruce cerc ov28 v29 29.80 331° +6°00' -5°40' 5.833 PVC-RD26 0v29 v30 29.80 331° +6°10' -6°50' 6.500 PVC-RD26 1v30 v31 30.00 313° +0°10' -0°40' 0.417 PVC-RD26 0 4 m de la casa de Victor Garciav31 v32 26.90 316° +0°20' -0°50' 0.583 PVC-RD26 0v32 v33 17.30 11° +1°20' -1°40' 1.500 PVC-RD26 0v33 v34 17.30 39° +0°20' -1°00' 0.667 PVC-RD26 0 pendiente a rriba por la rechav34 v35 30.00 52° -2°10' +2°00' -2.083 PVC-RD26 0 cruce cerc ov35 v36 30.00 48° +2°20' -3°00' 2.667 PVC-RD26 0v36 v37 30.00 16° -7°00' +6°50' -6.917 PVC-RD26 1 elevacion de casa equal que estakav37 v38 30.00 359° -6°40' +6°30' -6.583 PVC-RD26 0v38 v39 30.00 1° -0°30' +0°10' -0.333 PVC-RD26 1v39 v40 30.00 1° -3°30' +3°40' -3.583 PVC-RD26 0v40 v41 30.00 340° -5°30' +6°00' -5.750 PVC-RD26 0v41 v42 14.00 323° -0°10' +0°10' -0.167 PVC-RD26 1

Line Ed2 e2 65.50 46° -5°50' +6°00' -5.917 PVC-RD26 2 esquinal pos te

Line FT f7 142.00 76° -7°40' +7°40' -7.667 PVC-RD26 1f7 f7x 16.40 112° -12°10' +11°40' -11.917 PVC-RD26 0f7x f6 30.00 141° -25°20' +24°20' -24.833 PVC-RD26 0f6 f5 30.00 140° -20°00' +19°20' -19.667 PVC-RD26 0f5 f4 30.00 133° -4°30' +4°00' -4.250 PVC-RD26 0f4 f3 30.00 133° +11°20' -11°20' 11.333 PVC-RD26 0f3 f2 30.00 135° +24°00' -24°30' 24.250 PVC-RD26 0f2 f1 17.10 135° +17°40' -18°20' 18.000 PVC-RD26 0f1 42 14.80 136° -6°40' +6°00' -6.333 HG-SCH40 0 cruce 2 cal les42 44x 15.25 193° -11°30' +11°00' -11.250 PVC-RD26 044x 43x 30.00 196° -7°40' +7°30' -7.583 PVC-RD26 043x 42x 30.00 192° +4°00' -4°30' 4.250 PVC-RD26 042x 41 30.00 192° +17°30' -17°50' 17.667 PVC-RD26 041 40 7.80 204° +11°20' -12°00' 11.667 HG-SCH40 0 2 codos, m as 2 m pvc, y depues, cruce la calle40 39 8.10 193° +9°20' -9°40' 9.500 PVC-RD26 0 cruce cerco39 38 30.00 195° +5°40' -5°50' 5.750 PVC-RD26 038 g4 43.50 168° -12°10' +12°20' -12.250 PVC-RD26 0g4 g5 29.80 125° -8°10' +7°30' -7.833 PVC-RD26 1g5 g6 23.99 124° -6°00' +5°40' -5.833 PVC-RD26 0g6 g7 29.80 124° -19°10' +18°30' -18.833 PVC-RD26 0g7 g8 29.80 125° -3°40' +3°20' -3.500 PVC-RD26 0g8 g9 29.90 127° -1°30' +0°50' -1.167 PVC-RD26 1g9 g10 29.70 114° +4°20' -5°00' 4.667 PVC-RD26 0

g10 g11 29.70 117° +6°40' -6°50' 6.750 PVC-RD26 0g11 g12 29.70 114° +12°50' -13°30' 13.167 PVC-RD26 0 estaka 1 m arriba del camino

D-8

Compass Forward Back Change in Type of Number Notes

Length (in degrees Level Level Terr Elev Tubing of Houses (m.) from north) (dms) (dms) (dec. deg.)

ReachStk - Stk

FIELD NOTES - DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

g12 g13 29.90 122° +4°50' -5°20' 5.083 PVC-RD26 0 estaka 5 m arriba del caminog13 g14 29.90 127° -0°30' +0°20' -0.417 PVC-RD26 0g14 g15 29.90 119° 0°00' -0°30' 0.250 PVC-RD26 0g15 g16 29.80 119° +0°10' -0°40' 0.417 PVC-RD26 0g16 g17 29.80 115° -2°40' +2°00' -2.333 PVC-RD26 0g17 g18 21.47 113° -10°50' +10°20' -10.583 PVC-RD26 0 bosque /monteg18 g19 18.23 110° -27°20' +26°40' -27.000 PVC-RD26 0 bosque /monteg19 g20 29.80 111° -11°00' +10°40' -10.833 PVC-RD26 0 bosque /monteg20 g21 29.80 115° -15°20' +15°00' -15.167 PVC-RD26 0 bosque /monteg21 g22 29.80 111° -0°50' +0°10' -0.500 PVC-RD26 0 bosque/mo nteg22 g23 29.60 111° -1°00' +0°40' -0.833 PVC-RD26 0g23 g24 29.80 122° +1°50' -2°30' 2.167 PVC-RD26 0g24 g25 7.70 125° -5°20' +5°00' -5.167 PVC-RD26 0g25 g26 9.30 143° -8°40' +8°00' -8.333 HG-SCH40 0g26 g27 29.80 179° -17°10' +17°00' -17.083 PVC-RD26 0g27 g28 29.80 182° -13°30' +13°00' -13.250 PVC-RD26 0g28 g29 27.20 179° -14°20' +14°00' -14.167 PVC-RD26 0g29 g30 29.80 106° -6°10' +6°00' -6.083 PVC-RD26 0 cerca y a fuera del cerco Nolascog30 g31 29.80 105° -4°50' +4°30' -4.667 PVC-RD26 0 cerca y a fuera del cerco Nolascog31 g32 29.80 112° +0°40' -1°20' 1.000 PVC-RD26 2 y Jose Iza bel Nolazco Calixg32 g33 29.80 105° +1°20' -1°40' 1.500 PVC-RD26 0 bosqueg33 g34 29.80 118° -3°20' +2°50' -3.083 PVC-RD26 0 bosque, c erca caminog34 g35 29.80 122° -8°20' +7°50' -8.083 PVC-RD26 0g35 g36 29.80 116° -10°30' +10°10' -10.333 PVC-RD26 0g36 g37 22.20 120° -11°10' +10°40' -10.917 PVC-RD26 0g37 g38 29.80 119° -4°20' +3°40' -4.000 PVC-RD26 0 estaka 8 m por la izquierda del caminog38 g39 29.80 113° -3°10' +2°30' -2.833 PVC-RD26 0g39 g40 19.50 100° -7°10' +6°40' -6.917 PVC-RD26 0g40 g41 29.80 103° -21°40' +21°30' -21.583 PVC-RD26 0 en fre nte de un "stump" grandeg41 g42 19.90 108° -15°00' +14°40' -14.833 PVC-RD26 0g42 g43 29.80 109° -1°40' +1°00' -1.333 PVC-RD26 0 pantano, zacate corteg43 g44 29.80 100° -1°20' +0°50' -1.083 PVC-RD26 0 pantano, zacate corteg44 g45 17.40 100° -0°30' +0°20' -0.417 PVC-RD26 0 pantano, zacate corteg45 g46 14.70 98° +6°00' -6°20' 6.167 HG-SCH40 0 anclaje/tor re, 1 CODO PVC 90; 1 CODO HG 90g46 g47 9.00 91° +22°20' -23°20' 22.833 PVC-RD26 0g47 g48 29.80 99° +3°50' -4°20' 4.083 PVC-RD26 0 pasa dento y afuera del cañag48 g49 30.40 99° +11°20' -11°40' 11.500 PVC-RD26 0g49 g50 29.80 99° +7°40' -8°20' 8.000 PVC-RD26 0 cruce cercog50 g51 17.80 104° +11°00' -11°30' 11.250 PVC-RD26 1 estaka cerca de cipres grande

Line J10 j1 30.00 139° +11°40' -11°40' 11.667 PVC-RD26 0j1 j2 30.00 119° +7°30' -7°10' 7.333 PVC-RD26 0j2 j3 9.60 119° +3°20' -3°50' 3.583 PVC-RD26 0j3 j4 11.00 124° +0°30' -0°40' 0.583 HG-SCH40 1 cruce carret era principal

D-9

SOURCE: Montaña VerdePARAMETERS:

Number of Houses 61Number of Habitants 298

Projected usage 25 G.P.P.D. Elevation of the Tank Outflow 1056.41 mDesign Flow 19.8 GPM (C.Máx.Hor.)Terrain Elevation of Tank 1043.08 m

Average Flow per House 0.32 GPM

Com

pass (degrees)

Length (m)

Type of T

ubing

Num

ber of H

ouses

Accm

. # of houses

Nom

inal D

iameter

Flow

(gpm)

Change in P

iez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static P

ressure (m

)

Velocity (m

/s)

Main Line 61 1056.41 1043.08 13.33T xx1 206° 24.00 PVC-RD26 0 54 2 '' 17.50 -0.18 1056.23 -2.37 1040.71 15.52 15.70 0.54

xx1 xx2 206° 11.00 HG-SCH40 0 54 2 '' 17.50 -0.16 1056.07 -1.09 1039.62 16.45 16.79 0.54xx2 v18 206° 100.00 PVC-RD26 1 47 2 '' 15.23 -0.59 1055.49 -9.87 1029.75 25.74 26.66 0.47v18 v17 182° 29.80 PVC-RD26 1 46 2 '' 14.91 -0.17 1055.32 0.09 1029.84 25.48 26.58 0.46v17 v16 194° 29.80 PVC-RD26 1 45 2 '' 14.58 -0.16 1055.16 -0.13 1029.71 25.45 26.71 0.45v16 v15 202° 29.80 PVC-RD26 0 44 2 '' 14.26 -0.16 1055.00 1.56 1031.27 23.74 25.15 0.44v15 v14 204° 29.80 PVC-RD26 1 44 2 '' 14.26 -0.16 1054.85 2.94 1034.21 20.64 22.20 0.44v14 v13 211° 21.35 PVC-RD26 1 43 2 '' 13.93 -0.11 1054.74 -1.18 1033.03 21.71 23.38 0.43v13 v12 181° 28.90 PVC-RD26 1 41 2 '' 13.29 -0.13 1054.61 0.34 1033.36 21.24 23.05 0.41v12 v11 184° 29.80 PVC-RD26 2 40 2 '' 12.96 -0.13 1054.48 1.60 1034.97 19.51 21.44 0.40v11 v10 194° 29.80 PVC-RD26 0 38 2 '' 12.31 -0.12 1054.36 0.69 1035.66 18.70 20.75 0.38v10 xx3 104° 11.00 HG-SCH40 0 12 1 '' 3.89 -0.22 1054.25 0.85 1035.81 18.44 20.60 0.44xx3 d4 104° 41.00 PVC-RD26 0 12 1 '' 3.89 -0.45 1053.91 3.16 1038.82 15.09 17.59 0.44d4 d3 130° 19.15 PVC-RD26 2 12 1 '' 3.89 -0.21 1054.04 -2.08 1033.73 20.31 22.68 0.44d3 d2 92° 5.00 HG-SCH40 0 10 1 '' 3.24 -0.07 1053.97 -0.95 1032.78 21.19 23.63 0.37d2 23 202° 99.00 PVC-RD26 0 8 1 '' 2.59 -0.51 1053.46 -0.29 1032.49 20.97 23.92 0.2923 22 238° 25.40 PVC-RD26 0 2 1 '' 0.65 -0.01 1053.45 -2.43 1030.06 23.39 26.35 0.0722 21 238° 18.40 PVC-RD26 2 2 1 '' 0.65 -0.01 1053.44 -2.24 1027.82 25.63 28.59 0.07

Line V 1054.36 1035.66v10 v9 192° 29.80 PVC-RD26 0 26 1 1/2'' 8.42 -0.17 1054.19 -0.22 1035.44 18.75 20.97 0.40v9 v8 193° 29.80 PVC-RD26 1 26 1 1/2'' 8.42 -0.17 1054.02 -0.69 1034.75 19.27 21.66 0.40v8 v7 171° 5.84 HG-SCH40 0 25 1 1/2'' 8.10 -0.06 1053.97 0.07 1034.82 19.15 21.59 0.39v7 v6 208° 27.00 PVC-RD26 1 25 1 1/2'' 8.10 -0.14 1053.82 -1.96 1032.86 20.97 23.56 0.39v6 v5 208° 27.00 PVC-RD26 0 24 1 1/2'' 7.78 -0.13 1053.69 -3.13 1029.72 23.97 26.69 0.37v5 v4 214° 27.00 PVC-RD26 0 24 1 1/2'' 7.78 -0.13 1053.56 -0.12 1029.60 23.96 26.81 0.37v4 v3 212° 27.00 PVC-RD26 0 24 1 1/2'' 7.78 -0.13 1053.43 0.20 1029.80 23.63 26.61 0.37v3 v2 212° 27.00 PVC-RD26 0 24 1 1/2'' 7.78 -0.13 1053.30 0.79 1030.59 22.71 25.83 0.37v2 v1 218° 27.00 PVC-RD26 0 24 1 1/2'' 7.78 -0.13 1053.17 -0.71 1029.88 23.29 26.53 0.37v1 16 115° 5.19 PVC-RD26 0 24 1 1/2'' 7.78 -0.03 1053.14 0.00 1029.88 23.26 26.53 0.3716 15 219° 21.50 PVC-RD26 1 24 1 1/2'' 7.78 -0.10 1053.04 -0.81 1029.07 23.97 27.35 0.3715 14 223° 27.00 PVC-RD26 0 23 1 1/2'' 7.45 -0.12 1052.92 -0.71 1028.36 24.56 28.05 0.3614 13 225° 29.80 PVC-RD26 0 23 1 1/2'' 7.45 -0.13 1052.78 -0.78 1027.58 25.20 28.83 0.3613 12 225° 29.80 PVC-RD26 0 23 1 1/2'' 7.45 -0.13 1052.65 -3.20 1024.38 28.27 32.03 0.3612 11 229° 29.80 PVC-RD26 0 23 1 1/2'' 7.45 -0.13 1052.52 -3.16 1021.22 31.30 35.19 0.3611 10 231° 29.80 PVC-RD26 0 23 1 1/2'' 7.45 -0.13 1052.38 0.17 1021.39 30.99 35.02 0.3610 9 227° 29.80 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1052.26 2.99 1024.38 27.88 32.03 0.349 8 228° 29.80 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1052.14 2.68 1027.06 25.07 29.35 0.348 7 228° 29.80 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1052.01 5.17 1032.24 19.78 24.17 0.347 6 228° 29.80 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1051.89 4.66 1036.90 14.99 19.51 0.346 5 234° 29.80 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1051.77 4.96 1041.86 9.91 14.55 0.345 4 226° 29.80 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1051.64 6.24 1048.10 3.55 8.31 0.34

Line A 1051.64 1048.10 8.314 a1 138° 29.70 PVC-RD26 0 22 1 1/2'' 7.13 -0.12 1051.52 -3.49 1044.61 6.91 11.80 0.34a1 a2 138° 25.40 PVC-RD26 0 22 1 1/2'' 7.13 -0.11 1051.42 -1.48 1043.13 8.28 13.28 0.34a2 a3 138° 8.70 PVC-RD26 1 22 1 1/2'' 7.13 -0.04 1051.38 -1.22 1041.91 9.47 14.50 0.34a3 a4 146° 10.90 HG-SCH40 0 21 1 1/2'' 6.80 -0.08 1051.30 -0.73 1041.18 10.12 15.23 0.33a4 a5 147° 29.90 PVC-RD26 0 21 1 1/2'' 6.80 -0.11 1051.19 -1.74 1039.44 11.75 16.97 0.33a5 a6 159° 30.00 PVC-RD26 2 21 1 1/2'' 6.80 -0.11 1051.08 -0.35 1039.09 11.98 17.32 0.33a6 a7 163° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1050.98 -0.04 1039.05 11.93 17.36 0.29

Reach

HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

D-10

Com

pass (degrees)

Length (m)

Type of T

ubing

Num

ber of H

ouses

Accm

. # of houses

Nom

inal D

iameter

Flow

(gpm)

Change in P

iez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static P

ressure (m

)

Velocity (m

/s)

Reach

HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

a7 a8 161° 18.70 PVC-RD26 0 19 1 1/2'' 6.16 -0.06 1050.92 0.03 1039.08 11.85 17.34 0.29a8 a9 169° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1050.83 0.39 1039.47 11.36 16.94 0.29a9 a10 165° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1050.73 -2.22 1037.24 13.49 19.17 0.29a10 a11 158° 30.00 PVC-RD26 0 19 1 1/2'' 6.16 -0.09 1050.64 -4.26 1032.98 17.66 23.43 0.29a11 a13 158° 9.70 PVC-RD26 1 19 1 1/2'' 6.16 -0.03 1050.61 -2.26 1030.72 19.89 25.69 0.29a13 a14 165° 20.13 PVC-RD26 1 5 1 '' 1.62 -0.04 1050.56 -5.21 1025.51 25.06 30.90 0.18a14 a15 171° 28.45 PVC-RD26 1 4 1 '' 1.30 -0.04 1050.52 -6.08 1019.43 31.09 36.98 0.15a15 a16 150° 24.65 PVC-RD26 0 3 1 '' 0.97 -0.02 1050.50 -3.82 1015.61 34.89 40.80 0.11a16 a17 127° 27.80 PVC-RD26 1 3 1 '' 0.97 -0.02 1050.48 -3.27 1012.34 38.14 44.07 0.11a17 a18 121° 27.30 PVC-RD26 0 2 1 '' 0.65 -0.01 1050.47 -6.60 1005.74 44.73 50.67 0.07a18 a19 127° 17.05 PVC-RD26 0 2 1 '' 0.65 -0.01 1050.46 -4.89 1000.85 49.61 55.56 0.07a19 a20 53° 30.00 PVC-RD26 1 2 1 '' 0.65 -0.01 1050.45 -9.06 991.79 58.66 64.63 0.07a20 a21 53° 30.00 PVC-RD26 1 1 1 '' 0.32 0.00 1050.45 -0.61 991.18 59.27 65.24 0.04

Line AA 1050.61 1030.72a13 aa1 88° 30.00 PVC-RD26 0 13 1 '' 4.21 -0.38 1050.23 -0.44 1030.28 19.95 26.13 0.48aa1 aa2 53° 30.00 PVC-RD26 0 13 1 '' 4.21 -0.38 1049.85 2.09 1032.37 17.47 24.04 0.48aa2 aa3 45° 30.00 PVC-RD26 0 13 1 '' 4.21 -0.38 1049.47 0.87 1033.25 16.22 23.16 0.48aa3 aa4 45° 30.00 PVC-RD26 1 13 1 '' 4.21 -0.38 1049.09 -1.22 1032.03 17.06 24.39 0.48aa4 aa5 41° 30.00 PVC-RD26 0 12 1 '' 3.89 -0.33 1048.76 1.66 1033.68 15.08 22.73 0.44aa5 aa6 70° 30.00 PVC-RD26 0 12 1 '' 3.89 -0.33 1048.43 0.17 1033.86 14.57 22.55 0.44aa6 aa7 85° 19.40 PVC-RD26 0 12 1 '' 3.89 -0.21 1048.22 0.17 1034.03 14.19 22.39 0.44aa7 aa8 85° 29.43 PVC-RD26 0 12 1 '' 3.89 -0.32 1047.90 2.14 1036.17 11.73 20.25 0.44aa8 aa9 85° 28.10 PVC-RD26 0 12 1 '' 3.89 -0.31 1047.59 -2.82 1033.35 14.24 23.06 0.44aa9 aa10 78° 29.71 PVC-RD26 1 12 1 '' 3.89 -0.32 1047.27 -3.11 1030.24 17.02 26.17 0.44aa10aa11 92° 29.80 PVC-RD26 0 11 1 '' 3.56 -0.28 1046.99 -4.53 1025.71 21.28 30.70 0.40aa11aa12 93° 16.50 PVC-RD26 0 6 1 '' 1.94 -0.05 1046.94 -2.06 1023.65 23.29 32.76 0.22aa12aa13 65° 10.02 HG-SCH40 0 6 1 '' 1.94 -0.06 1046.88 -1.28 1022.37 24.51 34.04 0.22aa13aa14 104° 29.77 PVC-RD26 0 6 1 '' 1.94 -0.09 1046.79 -5.55 1016.82 29.97 39.59 0.22aa14aa15 99° 29.64 PVC-RD26 0 6 1 '' 1.94 -0.09 1046.70 -5.82 1011.00 35.71 45.42 0.22aa15aa16 107° 19.03 PVC-RD26 2 6 1 '' 1.94 -0.06 1046.65 -3.74 1007.26 39.39 49.16 0.22aa16aa17 107° 28.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1046.61 -3.18 1004.08 42.53 52.33 0.15aa17aa18 104° 18.12 PVC-RD26 0 4 1 '' 1.30 -0.03 1046.58 -1.79 1002.29 44.29 54.12 0.15aa18aa19 99° 29.30 PVC-RD26 0 4 1 '' 1.30 -0.04 1046.54 -6.47 995.82 50.71 60.59 0.15aa19aa20 87° 25.97 PVC-RD26 1 4 1 '' 1.30 -0.04 1046.50 -5.07 990.76 55.74 65.65 0.15aa20aa21 117° 26.74 PVC-RD26 0 3 1 '' 0.97 -0.02 1046.48 -8.56 982.20 64.28 74.21 0.11aa21aa22 154° 23.24 PVC-RD26 0 2 1 '' 0.65 -0.01 1046.47 -6.50 975.70 70.77 80.72 0.07aa22aa23 186° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1046.46 -1.56 974.14 72.32 82.28 0.07aa23aa24 188° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1046.45 0.61 974.74 71.70 81.67 0.07aa24aa25 187° 29.90 PVC-RD26 0 1 1 '' 0.32 0.00 1046.44 4.72 979.46 66.98 76.95 0.04aa25aa26 184° 24.80 PVC-RD26 0 1 1 '' 0.32 0.00 1046.44 1.80 981.27 65.17 75.15 0.04aa26aa27 189° 29.80 PVC-RD26 1 1 1 '' 0.32 0.00 1046.44 1.86 983.13 63.31 73.28 0.04

Line AV 1046.48 982.20aa21 av1 55° 24.80 PVC-RD26 0 1 1 '' 0.32 0.00 1046.48 3.70 985.90 60.58 70.51 0.04av1 av2 75° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1046.47 -3.80 982.10 64.38 74.32 0.04av2 av3 79° 9.80 PVC-RD26 1 1 1 '' 0.32 0.00 1046.47 -0.60 981.50 64.97 74.91 0.04

Line AC 1046.45 974.74aa24 ac1 77° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1046.44 -0.52 974.22 72.22 82.19 0.04ac1 ac2 83° 29.30 PVC-RD26 1 1 1 '' 0.32 0.00 1046.44 1.83 976.05 70.38 80.36 0.04

Line AD 1046.99 1025.71aa11 ad1 149° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1046.93 -1.35 1024.36 22.57 32.05 0.18ad1 ad2 152° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1046.86 -2.92 1021.44 25.42 34.97 0.18ad2 ad3 152° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1046.80 -1.88 1019.57 27.23 36.85 0.18ad3 ad4 152° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1046.73 -2.66 1016.91 29.82 39.51 0.18ad4 ad5 153° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1046.67 -1.53 1015.38 31.29 41.03 0.18ad5 ad6 153° 30.00 PVC-RD26 1 5 1 '' 1.62 -0.06 1046.60 -3.66 1011.72 34.88 44.69 0.18ad6 ad7 153° 30.00 PVC-RD26 0 4 1 '' 1.30 -0.04 1046.56 -0.39 1011.33 35.23 45.08 0.15

D-11

Com

pass (degrees)

Length (m)

Type of T

ubing

Num

ber of H

ouses

Accm

. # of houses

Nom

inal D

iameter

Flow

(gpm)

Change in P

iez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static P

ressure (m

)

Velocity (m

/s)

Reach

HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

ad7 ad8 154° 30.00 PVC-RD26 0 4 1 '' 1.30 -0.04 1046.52 -0.70 1010.63 35.88 45.78 0.15ad8 ad9 153° 30.00 PVC-RD26 1 4 1 '' 1.30 -0.04 1046.47 -4.43 1006.20 40.27 50.21 0.15ad9 ad10 163° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1046.45 -7.55 998.65 47.80 57.77 0.11ad10ad11 163° 25.20 PVC-RD26 0 3 1 '' 0.97 -0.02 1046.43 0.11 998.76 47.67 57.66 0.11ad11ad12 168° 7.20 HG-SCH40 2 3 1 '' 0.97 -0.01 1046.42 -0.38 998.38 48.04 58.03 0.11ad12ad13 189° 19.50 PVC-RD26 0 1 1/2'' 0.32 -0.03 1046.39 -7.41 990.97 55.42 65.44 0.10ad13ad14 158° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1046.35 -11.76 979.21 67.14 77.21 0.10ad14ad15 143° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1046.31 -10.18 969.03 77.28 87.38 0.10ad15ad16 142° 30.00 PVC-RD26 1 1 1/2'' 0.32 -0.04 1046.26 -10.71 958.32 87.95 98.09 0.10

Line VA 1054.74 1033.03v13 va1 284° 29.80 PVC-RD26 1 1 1 '' 0.32 0.00 1054.74 -2.42 1030.60 24.13 25.81 0.04

Line C 1053.46 1032.4923 c1 127° 29.80 PVC-RD26 1 6 1 '' 1.94 -0.09 1053.37 -5.00 1027.49 25.88 28.92 0.22c1 c2 132° 22.40 PVC-RD26 0 5 1 '' 1.62 -0.05 1053.32 -2.99 1024.50 28.82 31.91 0.18c2 c3 64° 29.80 PVC-RD26 0 2 1 '' 0.65 -0.01 1053.31 -1.17 1023.33 29.98 33.08 0.07c3 c4 97° 29.80 PVC-RD26 1 2 1 '' 0.65 -0.01 1053.30 -4.15 1019.19 34.11 37.23 0.07c4 c5 147° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1053.30 -5.26 1013.93 39.37 42.49 0.04c5 c6 147° 29.80 PVC-RD26 1 1 1 '' 0.32 0.00 1053.29 -5.35 1008.58 44.71 47.83 0.04

Line CA 1053.32 1024.50c2 ca1 161° 24.09 PVC-RD26 3 3 1 '' 0.97 -0.02 1053.30 -2.17 1022.33 30.97 34.08 0.11

Line D 1056.07 1039.62xx2 v22 293° 98.00 PVC-RD26 0 7 1 '' 2.27 -0.39 1055.68 -10.53 1029.10 26.58 27.32 0.26v22 v23 326° 29.80 PVC-RD26 0 7 1 '' 2.27 -0.12 1055.56 -1.30 1027.80 27.76 28.62 0.26v23 v24 321° 29.80 PVC-RD26 1 7 1 '' 2.27 -0.12 1055.44 -1.86 1025.93 29.51 30.48 0.26v24 v25 310° 29.80 PVC-RD26 0 6 1 '' 1.94 -0.09 1055.35 -0.78 1025.15 30.20 31.26 0.22v25 v26 285° 29.80 PVC-RD26 1 6 1 '' 1.94 -0.09 1055.26 -0.52 1024.63 30.63 31.78 0.22v26 v27 334° 29.80 PVC-RD26 1 5 1 '' 1.62 -0.06 1055.19 2.51 1027.14 28.05 29.27 0.18v27 v28 334° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1055.15 1.65 1028.79 26.36 27.62 0.15v28 v29 331° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1055.11 3.03 1031.82 23.29 24.59 0.15v29 v30 331° 29.80 PVC-RD26 1 4 1 '' 1.30 -0.04 1055.07 3.37 1035.19 19.87 21.22 0.15v30 v31 313° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1055.04 0.22 1035.41 19.63 21.00 0.11v31 v32 316° 26.90 PVC-RD26 0 3 1 '' 0.97 -0.02 1055.02 0.27 1035.68 19.33 20.73 0.11v32 v33 11° 17.30 PVC-RD26 0 3 1 '' 0.97 -0.01 1055.00 0.45 1036.14 18.87 20.27 0.11v33 v34 39° 17.30 PVC-RD26 0 3 1 '' 0.97 -0.01 1054.99 0.20 1036.34 18.65 20.07 0.11v34 v35 52° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1054.96 -1.09 1035.25 19.72 21.16 0.11v35 v36 48° 30.00 PVC-RD26 0 3 1 '' 0.97 -0.03 1054.94 1.40 1036.64 18.30 19.77 0.11v36 v37 16° 30.00 PVC-RD26 1 3 1 '' 0.97 -0.03 1054.91 -3.61 1033.03 21.88 23.38 0.11v37 v38 359° 30.00 PVC-RD26 0 2 1 '' 0.65 -0.01 1054.90 -3.44 1029.59 25.31 26.82 0.07v38 v39 1° 30.00 PVC-RD26 1 2 1 '' 0.65 -0.01 1054.89 -0.17 1029.42 25.47 27.00 0.07v39 v40 1° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1054.89 -1.88 1027.54 27.35 28.87 0.04v40 v41 340° 30.00 PVC-RD26 0 1 1 '' 0.32 0.00 1054.88 -3.01 1024.54 30.35 31.88 0.04v41 v42 323° 14.00 PVC-RD26 1 1 1 '' 0.32 0.00 1054.88 -0.04 1024.50 30.39 31.92 0.04

Line E 1053.97 1032.78d2 e2 46° 65.50 PVC-RD26 2 2 1 '' 0.65 -0.03 1053.95 -6.75 1026.03 27.91 30.38 0.07

Line F 1056.41 1043.08T f7 76° 142.00 PVC-RD26 1 7 1 '' 2.27 -0.57 1055.84 -18.94 1024.13 31.71 32.28 0.26f7 f7x 112° 16.40 PVC-RD26 0 6 1 '' 1.94 -0.05 1055.79 -3.39 1020.75 35.04 35.66 0.22f7x f6 141° 30.00 PVC-RD26 0 6 1 '' 1.94 -0.09 1055.70 -12.60 1008.15 47.55 48.26 0.22f6 f5 140° 30.00 PVC-RD26 0 6 1 '' 1.94 -0.09 1055.61 -10.10 998.05 57.56 58.36 0.22f5 f4 133° 30.00 PVC-RD26 0 6 1 '' 1.94 -0.09 1055.52 -2.22 995.83 59.69 60.58 0.22f4 f3 133° 30.00 PVC-RD26 0 6 1 '' 1.94 -0.09 1055.43 5.90 1001.72 53.70 54.69 0.22f3 f2 135° 30.00 PVC-RD26 0 6 1 '' 1.94 -0.09 1055.34 12.32 1014.05 41.29 42.37 0.22f2 f1 135° 17.10 PVC-RD26 0 6 1 '' 1.94 -0.05 1055.29 5.28 1019.33 35.95 37.08 0.22f1 42 136° 14.80 HG-SCH40 0 6 1 '' 1.94 -0.08 1055.20 -1.63 1017.70 37.50 38.71 0.2242 44x 193° 15.25 PVC-RD26 0 5 1 '' 1.62 -0.03 1055.17 -2.98 1014.72 40.45 41.69 0.1844x 43x 196° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1055.10 -3.96 1010.76 44.34 45.65 0.18

D-12

Com

pass (degrees)

Length (m)

Type of T

ubing

Num

ber of H

ouses

Accm

. # of houses

Nom

inal D

iameter

Flow

(gpm)

Change in P

iez. E

lev. (m)

Piez. E

levation (m

)

Change in

Terrain E

lev. (m

)

Terrain E

lev. (m

)

Dynam

ic P

ressure (m)

Static P

ressure (m

)

Velocity (m

/s)

Reach

HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORKSabanetas, Marcala, La Paz

43x 42x 192° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1055.04 2.22 1012.99 42.05 43.43 0.1842x 41 192° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1054.97 9.10 1022.09 32.88 34.32 0.1841 40 204° 7.80 HG-SCH40 0 5 1 '' 1.62 -0.03 1054.94 1.58 1023.67 31.27 32.74 0.1840 39 193° 8.10 PVC-RD26 0 5 1 '' 1.62 -0.02 1054.93 1.34 1025.01 29.92 31.41 0.1839 38 195° 30.00 PVC-RD26 0 5 1 '' 1.62 -0.06 1054.86 3.01 1028.01 26.85 28.40 0.1838 g4 168° 43.50 PVC-RD26 0 5 1 '' 1.62 -0.09 1054.77 -9.23 1018.78 35.99 37.63 0.18g4 g5 125° 29.80 PVC-RD26 1 5 1 '' 1.62 -0.06 1054.70 -4.06 1014.72 39.98 41.69 0.18g5 g6 124° 23.99 PVC-RD26 0 4 1 '' 1.30 -0.03 1054.67 -2.44 1012.28 42.39 44.13 0.15g6 g7 124° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1054.63 -9.62 1002.66 51.96 53.75 0.15g7 g8 125° 29.80 PVC-RD26 0 4 1 '' 1.30 -0.04 1054.58 -1.82 1000.84 53.74 55.57 0.15g8 g9 127° 29.90 PVC-RD26 1 4 1 '' 1.30 -0.04 1054.54 -0.61 1000.23 54.31 56.18 0.15g9 g10 114° 29.70 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.52 2.42 1002.65 51.87 53.76 0.11g10 g11 117° 29.70 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.49 3.49 1006.14 48.35 50.27 0.11g11 g12 114° 29.70 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.47 6.77 1012.91 41.56 43.51 0.11g12 g13 122° 29.90 PVC-RD26 0 3 1 '' 0.97 -0.03 1054.44 2.65 1015.56 38.89 40.86 0.11g13 g14 127° 29.90 PVC-RD26 0 3 1 '' 0.97 -0.03 1054.42 -0.22 1015.34 39.08 41.07 0.11g14 g15 119° 29.90 PVC-RD26 0 3 1 '' 0.97 -0.03 1054.39 0.13 1015.47 38.92 40.94 0.11g15 g16 119° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.37 0.22 1015.69 38.68 40.73 0.11g16 g17 115° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.34 -1.21 1014.47 39.87 41.94 0.11g17 g18 113° 21.47 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.32 -3.94 1010.53 43.79 45.88 0.11g18 g19 110° 18.23 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.31 -8.28 1002.25 52.06 54.16 0.11g19 g20 111° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.28 -5.60 996.65 57.63 59.76 0.11g20 g21 115° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.26 -7.80 988.85 65.40 67.56 0.11g21 g22 111° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.23 -0.26 988.59 65.64 67.82 0.11g22 g23 111° 29.60 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.21 -0.43 988.16 66.04 68.25 0.11g23 g24 122° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.18 1.13 989.29 64.89 67.12 0.11g24 g25 125° 7.70 PVC-RD26 0 3 1 '' 0.97 -0.01 1054.18 -0.69 988.60 65.58 67.81 0.11g25 g26 143° 9.30 HG-SCH40 0 3 1 '' 0.97 -0.01 1054.16 -1.35 987.25 66.91 69.16 0.11g26 g27 179° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.14 -8.75 978.50 75.64 77.92 0.11g27 g28 182° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.11 -6.83 971.67 82.45 84.75 0.11g28 g29 179° 27.20 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.09 -6.66 965.01 89.08 91.40 0.11g29 g30 106° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.06 -3.16 961.85 92.21 94.56 0.11g30 g31 105° 29.80 PVC-RD26 0 3 1 '' 0.97 -0.02 1054.04 -2.42 959.43 94.61 96.99 0.11g31 g32 112° 29.80 PVC-RD26 2 3 1 '' 0.97 -0.02 1054.01 0.52 959.95 94.07 96.47 0.11g32 g33 105° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1054.01 0.78 960.73 93.28 95.69 0.04g33 g34 118° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1054.01 -1.60 959.12 94.88 97.29 0.04g34 g35 122° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1054.00 -4.19 954.93 99.07 101.48 0.04g35 g36 116° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1054.00 -5.35 949.59 104.41 106.82 0.04g36 g37 120° 22.20 PVC-RD26 0 1 1 '' 0.32 0.00 1054.00 -4.20 945.38 108.62 111.03 0.04g37 g38 119° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1054.00 -2.08 943.30 110.69 113.11 0.04g38 g39 113° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1053.99 -1.47 941.83 112.16 114.58 0.04g39 g40 100° 19.50 PVC-RD26 0 1 1 '' 0.32 0.00 1053.99 -2.35 939.48 114.51 116.93 0.04g40 g41 103° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1053.99 -10.96 928.52 125.47 127.89 0.04g41 g42 108° 19.90 PVC-RD26 0 1 1 '' 0.32 0.00 1053.98 -5.09 923.43 130.56 132.99 0.04g42 g43 109° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1053.98 -0.69 922.73 131.25 133.68 0.04g43 g44 100° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1053.98 -0.56 922.17 131.81 134.24 0.04g44 g45 100° 17.40 PVC-RD26 0 1 1 '' 0.32 0.00 1053.98 -0.13 922.04 131.93 134.37 0.04g45 g46 98° 14.70 HG-SCH40 0 1 1 '' 0.32 0.00 1053.97 1.58 923.62 130.35 132.79 0.04g46 g47 91° 9.00 PVC-RD26 0 1 1 '' 0.32 0.00 1053.97 3.49 927.11 126.86 129.30 0.04g47 g48 99° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1053.97 2.12 929.24 124.73 127.18 0.04g48 g49 99° 30.40 PVC-RD26 0 1 1 '' 0.32 0.00 1053.97 6.06 935.30 118.67 121.11 0.04g49 g50 99° 29.80 PVC-RD26 0 1 1 '' 0.32 0.00 1053.96 4.15 939.44 114.52 116.97 0.04g50 g51 104° 17.80 PVC-RD26 1 1 1 '' 0.32 0.00 1053.96 3.47 942.92 111.04 113.49 0.04

Line J 1052.38 1021.3910 j1 139° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1052.34 6.07 1027.46 24.88 28.95 0.10j1 j2 119° 30.00 PVC-RD26 0 1 1/2'' 0.32 -0.04 1052.30 3.83 1031.29 21.01 25.12 0.10j2 j3 119° 9.60 PVC-RD26 0 1 1/2'' 0.32 -0.01 1052.29 0.60 1031.89 20.40 24.52 0.10j3 j4 124° 11.00 HG-SCH40 1 1 1/2'' 0.32 -0.03 1052.26 0.11 1032.00 20.26 24.41 0.10

D-13

D-14

2000

2500

3000

3500

4000

4500

5000

4000 4500 5000 5500 6000 6500

Earth Highway

Distribution Line

Conduction Line

New House Construction Site

Participating Residence

Non-Participating Residence

Unaccounted Residence

Public Building

House where water will not arrive

Break Pressure Tank

Shutoff Valve

Water Collection Point (Dam)

Cistern with Pump

Storage Tank atop Tower

Appendix E – List of Materials with Price Estimates This appendix contain a list of all necessary materials and labor associated with the design with the surface tank, except for the pump, its installation, and electrification. The materials for the pump are already owned by the community, but the utility poles and specialized labor would still need to be added to the proposal. The last column has the organization that has contributed or will contribute the line item. At the bottom of the page, these items are summed in two different ways. First, the totals are given according to major component, such as “Storage Tank” or “Distribution Network”. The values are then summed by contributor. In this way, it is clear that the community would be making a substantial contribution toward the project, mostly in manual labor.

Descripción Unidad Cantidad P.U. Total Lps Contribudor

tuberíatubo SCH-40 HG de 2" lance 1 410.00 410.00 SANAAtubo SCH-40 HG de 2" lance 1 410.00 410.00 SANAA

820.00AccesoriosTapon HG de 2" c/u 2 25.00 50.00 SANAAcodos hg 2"x90° c/u 5 23.50 117.50 SANAAtee HG de 2" c/u 1 15.00 15.00 SANAAniple HG de 2" x 80" c/u 1 323.60 323.60 SANAAunion universal de 2" c/u 1 67.00 67.00 SANAAvalvula compuerta bronce 2" c/u 1 130.00 130.00 SANAA

703.10Materiales de construcciónalambre de amarre calibre 20 lbs 5.00 6.50 32.50 SANAAanticorrosivo rojo protectivo 1/4 0.50 198.00 99.00 SANAAarena m3 2.50 400.00 1000.00 Sabanetascemento gris bolsa 35.00 70.00 2450.00 Sabanetascuartones de madera 1"x4"x10' piezas 1.50 18.30 27.45 Sabanetasgrava 3/4" m3 5.00 300.00 1500.00 Sabanetaspiedra m3 3.50 150.00 525.00 Sabanetasvarilla hierro lisa 1/4 x 30' c/u 10.00 14.00 140.00 SANAAvarilla hierro corrugada 3/8 x 30' c/u 15.00 34.00 510.00 SANAA

6283.95

total tubería 820.00total accesorios 703.10total materiales 6283.95TOTAL 7807.05

detalle de tubería y accesorios de la obra de toma

PRESA

SABANETAS, MARCALA, LA PAZ

E-1

descripcion unidad cantidad p.u. total Lps. ContribudorTuberia obra de toma al tanquetubo SCH-40 HG DE 1 1/2" lance 2 333.00 666.00 SANAAtubo SCH-40 HG DE 2" lance 20 410.00 8200.00 SANAAtubo PVC RD-26 DE 1 1/2" lance 71 72.80 5168.80 SANAAtubo PVC RD-26 DE 2" lance 390 100.80 39312.00 SANAA

53346.80accesorios adaptador H pvc 2" LxR c/u 17 16.50 280.50 SANAAadaptador H pvc 1 1/2" LxR c/u 2 8.00 16.00 SANAAadaptador M pvc 2" LxR c/u 2 12.00 24.00 SANAAadaptador M pvc 1 1/2" LxR c/u 2 7.80 15.60 SANAAreductor PVC de 2" x 1 1/2" c/u 1 10.00 10.00 SANAAniple hg 1" x 80" Long. c/u 2 95.00 190.00 SANAAniple hg 1" x 10" long. c/u 2 17.65 35.30 SANAAniple hg 1/2" x 12" Long. c/u 2 11.70 23.40 SANAAtee hg de 1 1/2" c/u 1 24.00 24.00 SANAAtee hg de 2" c/u 2 25.00 50.00 SANAABuje HG de 1" x 2" c/u 1 11.00 11.00 SANAAbuje HG de 1 1/2" x 1" c/u 1 9.50 9.50 SANAAbuje HG de 2" x 1/ 2" c/u 1 14.50 14.50 SANAAvalv. Comp. Br. 1" c/u 2 50.00 100.00 SANAAvalv. Comp. Br. 1/2" c/u 1 24.00 24.00 SANAAvalv. de aire 1/2" c/u 1 1200.00 1200.00 SANAApegamento para pvc 1/1 3 598.00 1794.00 SANAApintura anitcorisivo 1/4 1 198.00 198.00 SANAA

total accesorios Lps. 4019.80total tuberia Lps. 53346.80gran total Lps. 57366.60

SABANETAS, MARCALA, LA PAZdetalle de tuberia y accesorios de la linea de conducción e impulsión

E-2

descripcion unidad cantidad p.u. total Lps. ContribudorTUBERIA Y ACCESORIOSREBOSE Y LIMPIEZAAdaptador M. De 2" uni 1 12.00 12.00 SANAAniple HG de 2" x 80" uni 1 323.60 323.60 SANAAcodos hg 2"x90° uni 1 23.50 23.50 SANAAVENTILACIONcodo hg de 2" x 90º uni 2 58.00 116.00 SANAAniples hg 2"x10"Long uni 1 40.45 40.45 SANAAniples hg 2"x4" Long uni 1 22.00 22.00 SANAApascon de 2" uni 1 100.00 100.00 SANAAENTRADAtubo SCH-40 HG de 1 1/2" lance 1 333.00 333.00 SANAAtee HG de 1 1/2" uni 1 9.00 9.00 SANAAunion universal de 1 1/2" uni 1 47.00 47.00 SANAAvalvula compuerta bronce 1 1/2" uni 1 75.00 75.00 SANAAcodos hg 1 1/2"x90° uni 3 10.50 31.50 SANAAHIPOCLORADORtubo hg de 1/2" lance 1 74.00 74.00 SANAAcodo hg de 1/2" x 90º uni 3 3.00 9.00 SANAAvalvula compuerta de 1/2" uni 1 23.90 23.90 SANAAbuje hg de 1" x 1/2" uni 1 5.00 5.00 SANAAllave spita uni 1 17.00 17.00 SANAAunion universal de 1/2" uni 1 16.00 16.00 SANAASALIDAtubo SCH-40 HG de 2" lance 1 410.00 410.00 SANAAAdaptador M. De 2" uni 1 12.00 12.00 SANAAvalvula compuerta bronce 2" uni 1 130.00 130.00 SANAAunion universal de 2" uni 1 67.00 67.00 SANAAcodos hg 2"x90° uni 4 23.50 94.00 SANAAMedidor uni 1 SANAAVálvula check uni 2 SANAATotal Tuberia Y Accesorios 1990.95

Materiales de construccionalambre de amarre calibre 20 lbs 60 6.50 390.00 SANAAanti corrosivo rojo protecto 1/4 1 198.00 198.00 SANAAarena m3 10 300.00 3000.00 Sabanetascemento gris bolsa 105 70.00 7350.00 SANAAcuartones de madera 2"x4"x10' piezas 21 38.60 810.60 Sabanetascuartones de madera 1"x4"x12' piezas 18 19.30 347.40 Sabanetasgrava 3/4" m3 5 300.00 1500.00 Sabanetasladrillo rafon millar 1800 2.50 4500.00 Sabanetasmadera 1"x12"x14" piezas 15 81.20 1218.00 Sabanetasmanzonite pliegos 1 85.00 85.00 Sabanetaspiedra m3 7 150.00 1050.00 Sabanetasvarilla hierro corrugada 1/2" x 30' c/u 0 60.00 0.00 SANAAvarilla hierro corrugada 3/8 x 30' c/u 44 34.00 1496.00 SANAAvarrilla hierro lisa 1/4 x 30' c/u 44 14.00 616.00 SANAA

total material const Lps. 22561.00total tuberia y acc. Lps. 1990.95gran total Lps. 24551.95

SABANETAS, MARCALA, LA PAZdetalle del tanque de conservación de 5,000 galones

E-3

descripcion unidad cantidad p.u. total Lps. ContribudorTUBERIA Y ACCESORIOSREBOSE Y LIMPIEZAAdaptador M. De 3" uni 1.00 28.00 28.00 SANAAniple HG de 3" x 80" uni 1.00 430.00 430.00 SANAAcodos hg 3"x90° uni 1.00 58.00 58.00 SANAAVENTILACIONcodo hg de 2" x 90º uni 2.00 58.00 116.00 SANAAniples hg 2"x10"Long uni 1.00 40.45 40.45 SANAAniples hg 2"x4" Long uni 1.00 22.00 22.00 SANAApascon de 2" uni 1.00 100.00 100.00 SANAAENTRADAtubo SCH-40 HG de 2" lance 1.00 410.00 410.00 SANAAtee HG de 2" uni 1.00 15.00 15.00 SANAAunion universal de 2" uni 1.00 67.00 67.00 SANAAvalvula compuerta bronce 2" uni 1.00 130.00 130.00 SANAAcodos hg 2"x90° uni 3.00 23.50 70.50 SANAAHIPOCLORADORtubo hg de 1/2" lance 1.00 74.00 74.00 SANAAcodo hg de 1/2" x 90º uni 3.00 3.00 9.00 SANAAvalvula compuerta de 1/2" uni 1.00 23.90 23.90 SANAAbuje hg de 1" x 1/2" uni 1.00 5.00 5.00 SANAAllave spita uni 1.00 17.00 17.00 SANAAunion universal de 1/2" uni 1.00 16.00 16.00 SANAASALIDAtubo SCH-40 HG de 3" lance 1.00 698.00 698.00 SANAAAdaptador M. De 3" uni 1.00 28.00 28.00 SANAAvalvula compuerta bronce 3" uni 1.00 220.00 220.00 SANAAunion universal de 3" uni 1.00 242.00 242.00 SANAAcodos hg 3"x90° uni 1.00 58.00 58.00 SANAATotal Tuberia Y Accesorios 2877.85

Materiales de construccionalambre de amarre calibre 20 lbs 40 6.50 260.00 SANAAanti corrosivo rojo protecto 1/4 1 198.00 198.00 SANAAarena m3 7 300.00 2100.00 Sabanetascemento gris bolsa 65 70.00 4550.00 SANAAcuartones de madera 2"x4"x10' piezas 18 38.60 694.80 Sabanetascuartones de madera 1"x4"x12' piezas 15 19.30 289.50 Sabanetasgrava 3/4" m3 5 300.00 1500.00 Sabanetasladrillo rafon millar 1200 2.50 3000.00 Sabanetasmadera 1"x12"x14" piezas 15 81.20 1218.00 Sabanetasmanzonite pliegos 1 85.00 85.00 Sabanetaspiedra m3 5 150.00 750.00 Sabanetasvarilla hierro corrugada 1/2" x 30' c/u 0 60.00 0.00 SANAAvarilla hierro corrugada 3/8 x 30' c/u 30 34.00 1020.00 SANAAvarrilla hierro lisa 1/4 x 30' c/u 27 14.00 378.00 SANAA

total material const Lps. 16043.30total tuberia y acc. Lps. 2877.85gran total Lps. 18921.15

detalle del tanque de distribución de 3,000 galonesSABANETAS, MARCALA, LA PAZ

E-4

descripcion unidad cantidad p.u. total Lps. Contribudortuberiastubo SCH-40 HG de 1/2" lance 3 106.40 319.20 SANAAtubo SCH-40 HG de 1" lance 13 208.00 2704.00 SANAAtubo SCH-40 HG de 1 1/2" lance 8 333.00 2664.00 SANAAtubo PVC RD-26 DE 1/2" lance 33 32.50 1072.50 SANAAtubo PVC RD-26 DE 1" lance 755 39.20 29596.00 SANAAtubo PVC RD-26 DE 1 1/2" lance 229 72.80 16671.20 SANAAtubo PVC RD-26 DE 2" lance 64 100.80 6451.20 SANAA

59478.10accesoriosadapt. H PVC 1/2" uni 2 2.00 4.00 SANAAadaptador H pvc 1" LxR c/u 13 5.50 71.50 SANAAadaptador H pvc 1 1/2" LxR c/u 8 8.00 64.00 SANAAreductor PVC de 1 1/2" x 1" c/u 7 11.00 77.00 SANAAreductor PVC de 2" x 1/2" c/u 1 10.00 10.00 SANAAreductor PVC de 2" x 1 1/2" c/u 2 13.00 26.00 SANAAreductor PVC de 3" x 1 1/2" c/u 1 31.50 31.50 SANAAreductor PVC de 3" x 2" c/u 1 30.00 30.00 SANAATee PVC de 1" c/u 7 8.50 59.50 SANAATee PVC de 1 1/2" c/u 4 16.00 64.00 SANAATee PVC de 2" c/u 2 24.00 48.00 SANAATee PVC de 3" c/u 1 104.50 104.50 SANAACodo HG 1" x 90 c/u 1 8.00 8.00 SANAACodo PVC 1" x 90 c/u 3 6.50 19.50 SANAACodo PVC 1 1/2" x 90 c/u 2 13.75 27.50 SANAAniple hg 1 1/2" x 5" Long. c/u 9 12.30 110.70 SANAAunion universal de 1 1/2" c/u 3 47.00 141.00 SANAAvalvula compuerta bronce 1 1/2" c/u 3 75.00 225.00 SANAApintura anitcorisivo 1/4 1 198.00 198.00 SANAApegamento para pvc 1/1 7 598.00 4186.00 SANAA

total accesorios Lps 5505.70total tuberia Lps. 59478.10gran total Lps 64983.80

detalle de tuberia y accesorios Red de distribuciónSABANETAS, MARCALA, LA PAZ

E-5

No. CASAS 61Descripcion Unidad Cantidad P.U. Total Lps Contribudor

TuberiaTub. HG 1/2" SHC-40 lance 21 89.60 1,881.60 SANAATub. PVC 1/2" RD-13.5 lance 122 32.50 3,965.00 SANAA

5,846.60Accesoriosadapt. H PVC 1/2" uni 183 1.75 320.25 SANAAreductor pvc 2" x 1/2" uni 3 10.00 30.00 SANAAreductor pvc 1" x 1/2" uni 40 5.80 232.00 SANAAcamisa hg de 1/2" uni 61 2.60 158.60 SANAAcodo hg de 1/2" x 90 uni 122 3.00 366.00 SANAAllave spita de 1/2" uni 61 17.00 1,037.00 SANAAtee pvc de 2" uni 3 24.00 72.00 SANAAtee pvc de 1" uni 40 6.50 260.00 SANAAunion universal hg de 1/2" uni 61 16.00 976.00 SANAAvalvula comp. Br. 1/2" uni 61 23.90 1,457.90 SANAA

4,909.75Materialesalambre de amarre lbs 4 6.00 24.00 SANAAanticorrosivo rojo protecto 1/4 2 198.00 396.00 SANAAarena m3 2 200.00 457.50 Sabanetasgrava m3 1 200.00 219.60 Sabanetascemento gris bolsa 20 67.00 1,348.71 SANAAhoja de segueta 12" c/u 2 15.00 30.00 SANAAlija de agua #80 pliego 2 6.00 12.00 SANAApegamento para pvc 1/4 1 598.00 598.00 SANAAvarilla de hierro lisa 1/4"x30' c/u 40 11.50 455.98 SANAA

total materiales const. Lps 3,541.79total tuberia Lps 5,846.60total accesorios Lps 4,909.75gran total Lps 14,298.14

detalle de tuberia y accesorios de las conexiones domiciliarias SABANETAS, MARCALA, LA PAZ

E-6

Cantidad de este tipo de rompecargaDescripcion Unidad Cantidad P.U. Total Lps Contribudor

ENTRADAniple HG de 1" x 40" uni 2 70.50 141.00 SANAAniple HG de 1" x 10" uni 6 17.65 105.90 SANAAcodos hg 1"x90° uni 6 8.00 48.00 SANAAAdaptador M. De 1" uni 2 4.70 9.40 SANAASALIDAniple HG de 1" x 40" uni 2 70.50 141.00 SANAAniple HG de 1" x 10" uni 4 17.65 70.60 SANAAAdaptador M. De 1" uni 2 4.70 9.40 SANAAunion universal de 1" uni 2 25.00 50.00 SANAAvalvula compuerta bronce 1" uni 2 50.00 100.00 SANAALIMPIEZA Y REBOSEniple HG de 1" x 40" uni 4 70.50 282.00 SANAAniple HG de 1" x 10" uni 8 17.65 141.20 SANAAcodos hg 1"x90° uni 8 8.00 64.00 SANAATapon HG de 1" uni 2 8.00 16.00 SANAASUB TOTAL 1178.50

MATERIALES DE CONSTRUCCIONladrillo rafón uni 500 2.50 1250.00 Sabanetascemento gris bolsa 20 70.00 1400.00 SANAAgrava m3 0.6 400.00 240.00 Sabanetasarena m3 1.4 400.00 560.00 Sabanetasvarilla lisa de 1/4" x 30' lance 22 14.00 308.00 SANAAvarilla corrugada de 3/8" x 30' lance 8 34.00 272.00 SANAAalambre de amarre libras 10 6.50 65.00 SANAA

total materiales const. Lps 4095.00total accesorios Lps 1178.50gran total Lps 5273.50

detalle de materiales de tanque rompe carga 1SABANETAS, MARCALA, LA PAZ

E-7

DESCRIPCION UNIDAD CANTIDADP.U TOTAL Contribudor

INGENIERIA Y ADMINISTRACIONestudioa. Inspeccion y aforos global 1 800.00 800.00Cuerpo de Pazb. Levantamiento topografico kms 10.8 1000.00 10800.00Cuerpo de Pazc. Calculo topografico kms 10.8 70.00 756.00Cuerpo de Pazd. Dibujo kms 8.6 500.00 4300.00Cuerpo de Paze. Diseño y calculos hidraulicos kms 8.6 2000.00 17200.00Cuerpo de Pazf. Revision de diseño global 1 1500.00 1500.00Cuerpo de Pazg. Copias heliograficas global 1 400.00 400.00Cuerpo de Paz

sub total 35756.00admon central 6675.24Cuerpo de Paztotal Lps 42431.24

2 ejecusióna. Ingeniero jefe mes 0.2 18000.00 3600.00 SANAAb. Ingeniero encargado mes 2 14800.00 29600.00 SANAAc. Administrador mes 0.2 6000.00 1200.00 SANAAd. Secretaria mes 0.1 3000.00 300.00 SANAAe. Aseadora mes 0.4 1600.00 640.00 SANAAf. Jefe de control de vehiculos mes 0.3 2700.00 810.00 SANAAg. Gastos de oficina mes 0.05 500.00 25.00 SANAAh. Mant vehiculos y combustible mes 0.3 13000.00 3900.00 SANAAi. Viaticos mes 1.5 4000.00 6000.00 SANAAj. Equipo y herramientas mes 1.5 800.00 1200.00 SANAAk. Conserje mes 0.1 1800.00 180.00 SANAA

total Lps. 47455.00

OBRA DE TOMA

Replanteo y nivelacion global 1 300.00 300.00 SabanetasExcavacion m3 5.91 40.00 236.40 SabanetasEmplantillado M2 2.75 48.00 132.00 SabanetasRepello m2 30 15.00 450.00 SabanetasAfinado m2 30 15.00 450.00 SabanetasRelleno y compactacion M3 3.2 18.00 57.60 SabanetasInstalacion de tuberia y acc ml 12 35.00 420.00 SabanetasInstalacion de rejilla c/u 1 150.00 150.00 SabanetasLimpieza global 1 150.00 150.00 Sabanetas

Suministro de tuberia y acc 7807.05

sub total 10153.05%ejecucion 1377.323% imprevist 345.91total 11876.28

PRESUPUESTO DE CONSTRUCCION DEL SISTEMA DE ABASTECIMIENTO DE AGUA POTABLESABANETAS, MARCALA, LA PAZ

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LINEA DE CONDUCCION

DESCRIPCION UNIDAD CANTIDAD P.U. TOTAL ContribudorLimpieza ml 2623 0.50 1311.50 SabanetasExcavacion m3 419.68 60.00 25180.80 SabanetasInstalacion de tuberia global 1 1152.00 1152.00 SabanetasInstal.valvula de aire 1/2" c/u 1 30.00 30.00 SabanetasInstalacion de valvula de limpieza c/u 2 30.00 60.00 SabanetasAterrado m3 419.68 40.00 16787.20 SabanetasPrueba de desinfeccion km 2.62 200.00 524.60 SabanetasCruces de rio y anclajes c/u 6 30.00 180.00 SabanetasTranspoprte tub y acc lbs 0.60 0.00 SabanetasTanque Rompecarga (mano de obra) c/u 0 800.00 0.00 Sabanetas

Suministro de tuberia y acc 57366.60Tanques Rompecargas 0.00

sub total 102592.70%ejecucion 13917.293% imprevist 3495.30total 120005.29

DESCRIPCION UNIDAD CANTIDAD P.U. TOTAL ContribudorHipoclorador c/u 1 600.00 600.00 SabanetasLimpieza del sitio global 1 200.00 200.00 SabanetasExcavacion m3 17 45.00 765.00 SabanetasCimentacion de manposteria m3 17 80.00 1360.00 SabanetasLadrillo de piso reforzado m2 29 40.00 1160.00 SabanetasParedes de ladrillo reforzado m2 59 50.00 2950.00 SabanetasRepello exterior e interior m2 59 8.00 472.00 SabanetasAfinado pared interior m2 59 8.00 472.00 SabanetasInstalacion de tuberia y acc global 1 450.00 450.00 SabanetasCaja de valvulas c/u 2 150.00 300.00 SabanetasAcera perimetral m2 10.2 60.00 612.00 SabanetasTecho losa de concreto m2 30 220.00 6600.00 Sabanetas

Suministro tuberia,acc,mater constr24551.95

sub total 40492.95%ejecucion 5493.103% imprevist 1379.58total 47365.63

TANQUE DE CONSERVACION

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DESCRIPCION UNIDAD CANTIDAD P.U. TOTAL ContribudorLimpieza del sitio global 1 200.00 200.00 SabanetasExcavacion m3 17 45.00 765.00 SabanetasCimentacion de manposteria m3 17 80.00 1360.00 SabanetasLadrillo de piso reforzado m2 29 40.00 1160.00 SabanetasParedes de ladrillo reforzado m2 59 50.00 2950.00 SabanetasRepello exterior e interior m2 59 8.00 472.00 SabanetasAfinado pared interior m2 59 8.00 472.00 SabanetasInstalacion de tuberia y acc global 1 450.00 450.00 SabanetasCaja de valvulas c/u 2 150.00 300.00 SabanetasAcera perimetral m2 10.2 60.00 612.00 SabanetasTecho losa de concreto m2 30 220.00 6600.00 Sabanetas

Suministro tuberia,acc,mater constr 18921.15

sub total 34262.15%ejecucion 4647.863% imprevist 1167.30total 40077.31

RED DE DISTRIBUCION

DESCRIPCION UNIDAD CANTIDADP.U. TOTAL ContribudorTanque rompecarga (mano de obra) c/u 2 480.00 960.00 SabanetasLimpieza ml 6006 0.50 3,003.00 SabanetasExcavacion m3 961 40.00 38,438.40 SabanetasInst. tuberia y accesorios global 1 3753.00 3,753.00 SabanetasAterrado m3 961 20.00 19,219.20 SabanetasCaja valvulas c/u 3 150.00 450.00 SabanetasPrueba y desinfeccion km 6.006 200.00 1,201.20 SabanetasCruces rios y anclajes c/u 1 600.00 600.00 SabanetasTrans. Tuberia y materiales lbs 0.60 0.00 Sabanetas

Suministro tuberia,acc,materiales64983.80Tanque rompecarga 5273.50

sub total 137,882.10%ejecucion 18,704.503% imprevist 4,697.60total 161,284.20

CONEXIONES DOMICILIARIAS

DESCRIPCION UNIDAD CANTIDAD P.U. TOTAL ContribudorInstalacion c/u 61 31.20 1,903.20 SabanetasExcavacion m3 132 45.00 5,929.20 SabanetasAterrado m3 132 17.50 2,305.80 SabanetasTransporte lbs 0.50 0.00 Sabanetas

Tuberia y accesorios 14298.14

sub total 24,436.34%ejecucion 3,314.933% imprevist 832.54total 28,583.80

TANQUE DE DISTRIBUCION

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ETAPAINGENIERIA Y ADMINISTRACIONESTUDIO Lps. 35,756.00ADMINISTRACION CENTRAL Lps. 6675.24SUB TOTAL Lps. 42,431.24

CONSTRUCCIONOBRA DE TOMA Lps. 11876.28LINEA CONDUCCION Lps. 120005.29TANQUE CONSERVACION 5000 GLS Lps. 47365.63TANQUE DISTRIBUCION 3000 GLS Lps. 40077.31RED DE DISTRIBUCION Lps. 161,284.20CONEXIONES DOMICILIARIAS Lps. 28,583.80LETRINAS Lps. 0.00

SUB TOTAL Lps. 409,192.51

PRESUPUESTO TOTAL Lps. 451,623.75

Contribudor Total Lps 3% imprevistSabanetas 186994.95 5609.85192,604.80 42.6%

Cuerpo de Paz 42431.24 0.00 42,431.24 9.4%SANAA 210279.34 6308.38216,587.72 48.0%

PRESUPUESTO TOTAL Lps. 451,623.75

PRESUPUESTO DE PROYECTO DE AGUA POTABLE PARA

TOTALSABANETAS, MARCALA, LA PAZ

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