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
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:
_______________________________
ii
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.
iii
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
2.2
3
Development Theory and Social Survey..............................................................................................6
3.1
3.2
3.3
3.4
3.5
3.6
3.7
4
National Statistics...............................................................................................................2
Physical Characteristics of Sabanetas...............................................................................3
Aid and Power - Paternalism..............................................................................................6
Miscast Roles in Development Projects.............................................................................7
Factors Relating to O&M Failure........................................................................................8
Payment Issues in O&M.....................................................................................................8
Community Survey.............................................................................................................9
Contingent Valuation Survey............................................................................................10
Value Placed on “Free” Materials.....................................................................................11
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
5.2
5.3
6
Site Reconnaissance and Project Feasibility ...................................................................21
Topographic Survey .........................................................................................................22
Water System Design ......................................................................................................23
Engineering Evaluation and Design for Sabanetas............................................................................24
6.1
Status of Equipment and Design......................................................................................24
iv
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
v
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
vi
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.
vii
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
viii
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 longterm 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.
ix
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
1
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.
2
Figure 1. Map of Honduras
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
3
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
Table 2. Estimation of future
population of Sabanetas for the
design period.
Houses of participants
Present Population
Design Period
Growth Rate
Estimated Future Population
Table 1. Basic design parameters for
the Sabanetas water system.
Average daily requirement
per capita
Inflow required for design
(MDC)
Required tank size
locations.
61
298
20 yr
3.5%
506
25 gal
13.2 gpm
5000 gal
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.
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.
4
Earth Highway
5000
Proposed Water Collection
Point (Dam)
New House Construction Site
Participating Residence
Non-Participating Residence
4500
Public Building
House where water will not
arrive
Originally
proposed water
collection location
4000
Originally proposed
storage tank location
3500
3000
Proposed Storage
Tank near Cemetary
2500
2000
4000
4500
5000
5500
6000
6500
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).
5
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
6
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
7
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 longterm 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).
8
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
9
•
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
10
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,
11
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
12
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
13
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
14
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.
15
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
16
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.
17
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
18
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
19
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 selfesteem 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):
20
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:
21
•
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
22
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,
23
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.
24
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.
25
Figure 4. Raising water from a well.
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
26
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
27
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
28
Q = 29 GPM (design flow)
1,075
2" Diameter (49m GI SCH40,
1,070
1051m PVC RD-26)
1,065
3000 gallon
distribution tank
1,060
1,055
1,050
1,045
1,040
Elevation (m)
1,035
1,030
1,025
1,020
1,015
Q = 13.2 GPM (design flow)
1,010
2" Diameter (54.4m GI SCH40,
1075m PVC RD-26)
1,005
Hydraulic Grade Line
1 1/2" Diameter (7m GI
1,000
SCH40, 385m PVC RD-26)
Natural Terrain
995
Air Valve
990
Dam
Location
985
Location of pump and
5000 gallon cistern
Clean-out Valve
980
975
0
500
1,000
1,500
2,000
2,500
3,000
Horizontal Distance (m)
Figure 5. Hydraulic and terrain elevations of the conduction and pump lines for Sabanetas,
Honduras. The elevation is based on an arbitrary datum.
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
29
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.
Meyers
Ranger
Meyers
Ranger
Meyers
Ranger
50 gpm
5
56
50 gpm
5
38
25 gpm
3
29.4
25 gpm
3
28.6
3''
0.78
9.99
0.42
73.91
242.41
2''
1.18
35.09
0.98
99.57
326.58
2''
0.92
21.82
0.59
85.90
281.76
68.7%
62.9%
4.14
Electrical Consumption by Sensors(kW)
Average Daily Hours of operation during
the first year
Make and Model
Design Capacity
Pump Size (HP)
Flow (Q) (gpm)
Pipe Diameter
Velocity (m/s)
Major Losses(m)
Minor Losses (m)
Total Dynamic Head (m)
Total Dynamic Head (feet)
Estimation of Pump Efficiency
(Q*CDT)/(1204*HP)
Electrical Consumption by Motor
(7.46*HP/0.9) (kW)
Total Monthly Electrical Expense
Jacuzzi Aeromotor 25SandHandler
500
Aeromotor
25-300
ITT-Goulds
25 gpm
5
35.3
25 gpm
3
29
25 gpm
3
27
2''
0.89
20.73
0.55
84.78
278.09
2''
1.10
30.61
0.84
94.96
311.46
2''
0.90
21.27
0.57
85.34
279.92
2''
0.84
18.63
0.49
82.63
271.02
69.9%
67.1%
55.7%
68.5%
61.8%
4.14
2.49
2.49
4.14
2.49
2.49
1.5
1.5
1.5
1.5
1.5
1.5
1.5
2.2
3.3
4.2
4.4
3.5
4.3
4.6
$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)
Total Electricity costs (years 11-20)
Price to Purchace another Pump
Price of controls and sensors
Price of tubing and accessories for
pump line
Cost to Excavate Additional Conduction
Line Length
TOTAL (excluding costs not affected
by design choice)
$4,393
$4,393
$1,176
$1,471
$6,474
$5,910
$1,176
$1,471
$5,910
$5,910
$894
$1,471
$6,076
$5,910
$1,312
$1,471
$6,969
$5,910
$0
$0
$5,992
$5,910
$0
$0
$6,436
$5,910
$1,456
$1,471
$11,146
$7,436
$7,436
$7,436
$7,436
$7,436
$7,436
$340
$340
$340
$340
$340
$340
$340
$22,919
$22,807
$21,961
$22,544
$20,656
$19,678
$23,048
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.
30
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.
31
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.
Meyers
Ranger
Meyers
Ranger
Jacuzzi
SandHandler
Jacuzzi
SandHandler
Aeromotor
25-500
50 gpm
5
49.7
2''
1.55
12.84
1.67
85.04
278.93
25 gpm
3
32.7
2''
1.02
5.91
0.72
77.17
253.11
25 gpm
3
30.2
2''
0.94
5.10
0.62
76.25
250.10
25 gpm
2.5
25.5
2''
0.79
3.73
0.44
74.70
245.02
25 gpm
5
37.4
2''
1.17
7.58
0.95
79.06
259.31
25 gpm
3
31
2''
0.97
5.36
0.65
76.54
251.04
25 gpm
3
29.5
2''
0.92
4.89
0.59
76.01
249.30
70.2%
69.9%
63.8%
63.3%
49.1%
65.7%
62.1%
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 year
2.5
3.8
4.1
4.9
3.3
4.0
4.2
$41.25
$44.28
$47.95
$50.88
$54.82
$46.71
$49.09
$0.68
$0.73
$0.79
$0.83
$0.90
$0.77
$0.80
$4,950
$4,950
$5,314
$4,950
$5,754
$4,950
$6,106
$4,950
$6,578
$4,950
$5,605
$4,950
$5,890
$4,950
Make and Model
Design Capacity
Pump Size (HP)
Flow (Q) (gpm)
Tube Diameter
Velocity (m/s)
Major Losses(m)
Minor Losses (m)
Total Dynamic Load (m)
Total Dynamic Load (feet)
Estimation of Pump Efficiency
(Q*CDT)/(1204*HP)
Electrical Consumption by Motor
(7.46*HP/0.9) (kW)
Total Monthly Electrical Expense
Monthy Electrical Expense per User
Totlal Electicity Costs (years 1-10)
Total Electricity costs (years 11-20)
Aeromotor
25-300 ITT-Goulds
Pump & Motor Price w/o Accessories
$1,176
$894
$1,312
$1,312
$0
$0
$1,456
Cost of controls and sensors
Cost of tubing and accessories for
pump line
Excess Cost to Construct an Elevated
Storage Tank
TOTAL (excluding costs not affected
by design choice)
$1,471
$1,471
$1,471
$1,471
$0
$0
$1,471
$5,562
$5,562
$5,562
$5,562
$5,562
$5,562
$5,562
$4,235
$4,235
$4,235
$4,235
$4,235
$4,235
$4,235
$22,345
$22,426
$23,284
$23,636
$21,326
$20,353
$23,564
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.
32
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
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.
Aeromotor 25-300.
Tower on the hill
near pump
The decision between the two storage tank locations still
Pressure
(m)
number of
houses
Pressure
(m)
number of
houses
Based on cost estimates, it
<18
7
<18
30
<14
3
<14
15
would be slightly more expensive to build the water
<9
0
<9
5
needed to be resolved.
Surface near
cemetary
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.
33
Earth Highway
5000
Distribution Line
Water Collection
Point (Dam)
Conduction Line
New House Construction Site
Participating Residence
4500
Non-Participating Residence
Unaccounted Residence
Public Building
House where water will not arrive
Break Pressure Tank
4000
Shutoff Valve
Cistern
with Pump
3500
3000
Storage Tank
near Cemetary
2500
2000
4000
4500
5000
5500
6000
6500
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).
34
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 3Hp 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
35
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.
36
References
CHP Training (2002) Water and Sanitation Training Manual. CHP, Santa Lucia, Honduras.
CIA (Central Intelligence Agency) (2002) The World Factbook-Honduras.
http://www.odci.gov/cia/publications/factbook/geos/ho.htm accessed July 2004.
Cairncross, S., Carruters, I., Curtis, D., Feachem, R., Bradley, D. and Baldwin G. (1980) Evaluation
for Village Water Supply Planning. IRC, The Hague.
Carson, R., Flores, N. and Meade N. (2001) Contingent Valuation: Controversies and Evidence.
Environmental and Resource Economics, 19, 173-210.
Davis, J. and F. Brikké (1995) Making Your Water Supply Work: Operation and Maintenance of
Small Water Supply Systems. IRC, The Hague.
Davis, J. and G. Garvey (1993) Developing and Managing Community Water Supplies. Oxfam,
Oxford.
Fletcher, J. (2004) How to Read Pump Curves & What They Mean.
http://www.zoeller.com/Zep/Techbrief/JF1article.htm accessed August 2004
Hildner, B. Returned PCV and former Sabanetas resident, personal communication July 2004.
Jordan, T. (1980) A Handbook of Gravity-Flow Water Systems. Intermediate Technology, London.
Macdonald, L. (1995) Supporting Civil Society: The Political Role of Non-Governmental
Organizations in Central America. Dissertation, York University, Canada.
Niskanen, M. (2003) The Design, Construction, and Maintenance of a Gravity-fed Water System in
the Dominican Republic. Master’s Report, Department of Civil and Environmental
Engineering, Michigan Technological University, Houghton, Michigan.
Orozco, M. (2000) Globalization and Migration: Integrating in the Global Economy. Inter-American
Dialogue, Washington, DC. http://www.yorku.ca/cerlac/migration
/globalization_migration(Orozco).pdf accessed August 2004.
Peace Corps Kids World -- What is the Peace Corps.
http://www.peacecorps.gov/kids/about/goals.html accessed August 2004.
Population Reference Bureau (2003) World Population Data Sheet. http://www.popnet.org accessed
July 2004.
37
Portney, P. (1994) The Contingent Valuation Debate: Why Should Economists Care? Journal of
Economic Perspectives, 8(4), 3-18.
Reents, N. (2003) Design of Rural Water Systems in Honduras. Master’s Report, Department of Civil
and Environmental Engineering, Michigan Technological University, Houghton, Michigan.
Scott, J. (1987) Weapons of the Weak: Everyday Forms of Peasant Resistance. Yale University Press.
Siirtola, D. Siirtola Well Drilling, personal communication July 2004.
Tonkens, E. and Duyvendak, J. W. (2003) Paternalism – caught between rejection and acceptance:
taking care and taking control in community work. Community Development Journal, 38(1),
6-15.
Weinstein, M., Siegel, J., Gold, M., Kamiet, M. and Russell, L. (1996) Recommendation of the Panel
on Cost-Effectiveness in Heath and Medicine. Journal of the American Medical Association
276(15), 1253-1258.
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.
38
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-1
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
Recommended Diameter at the
Desired Velocity
q( gpm)
v( m / s )
d = .353
1.8 inches
Selected Diameter
2 inches
v=
Velocity (v)
q ( gpm)
(0.353 ⋅ d (inches )) 2
0.78 m/s
Minor losses (hf minor)
Articulo
Tee
o
45 Elbow
o
90 Elbow
Meter
Check Valve
Gate Valve
k
0.6
0.4
0.9
2.5
2.5
0.2
No.
1
0
6
1
2
1
hf minor
hf
0.02
0.00
0.17
0.08
0.15
0.01
hf = ∑ k
Total
v2
2g
0.42 meters
Major losses (hf major)
q
L = Length of the pump line
d
C = coeficient of friction for PVC
hf major
25 gpm
1101 meters
2 inches
140
Hazen-Williams formula using the
h
given units
f
 3 .5 4 8 q 
= L ⋅  2 .6 3

⋅C 
 d
1 .8 5 2
16.16 m
Total Dynamic Head (TDH)
hfminor
hfmajor(m)
0.42 m
Static Head
16.16 m
63.50 m
TDH = hfminor + hfmajor + HT
80.08 meters
or
A-2
263 feet
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-3
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):
EHp =
WHp
⋅
em ⋅ e p
Where hydraulic horsepower is the product of the total dynamic head (TDH) and capacity (Q):
WHp = TDH (m) ⋅ Q( gpm) / 1204
A-4
m ⋅ gpm
Hp
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
N om inal H p (N H p)
N om inal flow (q n )
3
25
P um p flo w (q p )
29 .4 gal/m in
S electe d D iam eter (d)
V elo city (v )
2 inc hes
v =
q p ( gpm )
( 0 . 353 ⋅ d ( inches ))
h f m in o r
h f m a jo r
0.9 2 m /s
2
T o tal
0.5 9 m
U sing H azen-W illiam s form ula
21.8 2 m
T o tal D ynam ic H ead (T D H )
h fm ino r
h fm a jo r (m )
S tatic H ea d
0.5 9 m
21.8 2 m
63.5 0 m
T D H = h fm in o r + h fm ajo r + H T
85.9 0 m
or
H yd raulic h orsep ow er
28 2 feet
2.0 9 W H p
A s sum e M otor Inpu t hors epo w er is e qual to
th e nom ina l hors epo w e r
EHp = NHp
T o tal E fficie ncy
W H p/E hp
3.0 0 E H p
69.7%
A pp roxim ate E lectricity C os ts
EHp
M otor U sa ge
S en sor U sa ge
T otal U sa ge
k W = .746 H p
N um b er of H ou ses
A ve rage flow to e ach hous e
P um p F lo w
D aily H ou rs of P u m pin g, firs t year
3.0 0
2.4 9
1 .5
3.9 9
61
122 .5
29 .4
4 .2
D aily E lectricity U sag e, firs t year
HP
kW
kW
kW
cas as
G al/D ay
gal/m in
h o u rs
16 .9 kW h
E le ctric iy P rice
$0.09 7 per k W h
$ 4 9.2 5
M o n th y co sts fo r th e v illag e
A-5
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
etotal = e m ⋅ e p =
WHp
NHp
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.
A-6
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.
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.
B-1
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-2
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.
B-3
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-4
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-5
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-6
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-7
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-8
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-9
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-10
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.
B-11
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
January, Reents
2003
volunteers in Honduras.
(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………………………..…………........
Hydraulic
Design
Populationdesign
C-2 – C-3
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
CALCULATIONS of BASIC SYSTEM DESIGN PARAMETERS
Sabanetas, Marcala, La Paz
Information about the water source
Engineer:
Date of flow Measurement
Source:
Flow Measurement:
Type of Flow Measurement:
Topographic Study Method:
Ing. Douglas Messenger
January, 2003
Montaña Verde
44 gpm
Volumetric
Abney level
Calculations to estimate the future population
Design Period (N)
Growth Rate (K)
Design Population
Number of Houses
Present Population (P0)
20
3.5
4.9
61
298
Years
Anually
Residents per House
Future Population (Arithmatic) (Pfa)
506
Persons
Future Populaton (Geometric) (Pfg)
592
Persons
Future Population (for Design) (Pf)
506
Persons
Persons
(20 - 22)
(3,2% - 3,5%)
(5 - 7)
P0 = PD × C
 K*N 
Pfa = P0 1 +

100 

K 

Pfg = P0 1 +

 100 
N
Calculations to estimate the water usage at the end of the design period
Consumption (y)
25.00
Gal/person/day
IF _ P
f
< 2000
Y = 25
Else
Y = 1 . 644
Average Daily Consumption (Cad)
8.78
gpm
C ad =
(P )
0 . 375
f
Pf × y
1440
Maximum Daily Consumption (CMD)
(for the design of the conduction line)
13.18
gpm
C MD = C ad × 1 . 5
Maximum Hourly Consumption (CMH)
(for the design of the distribution network)
19.77
gpm
C MH = C ad × 2.25
Storage requirements
Volume of Storage Tank =
5,000
C-1
Gallons
30% - 40% of Cad
(3800 - 5100 gallons)
FIELD NOTES - CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Length
(m.)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
9.20
5.90
10.80
11.30
10.80
7.80
12.80
12.80
5.00
7.30
10.40
14.80
12.90
11.30
21.80
10.10
16.30
8.80
8.70
18.80
24.60
16.80
30.70
14.80
28.80
11.30
8.80
17.50
21.10
29.80
29.80
29.80
17.10
22.00
13.40
11.10
20.20
12.65
20.10
13.55
17.74
22.10
14.00
19.40
29.80
29.80
21.80
15.10
9.80
16.35
28.30
11.20
22.80
18.30
22.00
21.00
17.40
15.30
14.70
16.20
29.80
29.80
29.80
23.40
12.20
7.30
26.15
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
Compass Forward
(in degrees
Level
from north)
(dms)
215°
184°
250°
226°
245°
241°
249°
258°
230°
251°
204°
211°
222°
240°
241°
229°
212°
221°
219°
201°
198°
188°
168°
181°
193°
197°
197°
197°
216°
200°
194°
185°
206°
216°
176°
126°
139°
173°
180°
203°
221°
222°
178°
180°
179°
179°
162°
174°
198°
159°
149°
156°
149°
144°
134°
131°
129°
129°
121°
146°
167°
171°
154°
146°
158°
158°
112°
-6°20'
-3°30'
+1°00'
-8°20'
+2°30'
-19°40'
-2°10'
-3°20'
-3°40'
+5°00'
0°00'
+5°40'
-4°20'
+1°30'
+1°20'
-1°50'
+5°20'
-4°20'
-21°10'
0°00'
+1°50'
+1°20'
-3°20'
-5°20'
-2°50'
-10°00'
-3°40'
+18°30'
-2°10'
-6°00'
0°00'
+1°00'
-1°50'
-14°10'
+2°40'
+27°40'
+5°00'
+0°50'
-3°20'
-1°30'
-8°30'
-0°20'
-1°40'
+8°00'
-3°00'
-1°20'
+4°30'
-24°00'
-1°20'
+6°40'
+3°50'
+3°20'
-8°40'
+11°00'
-12°50'
+0°10'
+6°40'
-9°30'
+3°20'
-0°20'
-6°20'
-3°00'
-1°10'
+8°10'
-13°20'
-0°20'
+9°30'
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
+5°50'
+2°50'
-1°50'
+7°10'
-2°30'
+19°50'
+1°30'
+3°20'
+3°20'
-5°20'
0°00'
-6°20'
+4°20'
-1°40'
-1°30'
+1°40'
-5°50'
+4°40'
+21°30'
-0°20'
-2°10'
-1°50'
+2°50'
+4°40'
+2°10'
+9°20'
+4°20'
-18°40'
+1°40'
+5°50'
-0°30'
-1°40'
+1°40'
+13°40'
-2°40'
-28°20'
-5°00'
-1°40'
+3°20'
+1°10'
+8°10'
+0°30'
+1°20'
-8°00'
+3°10'
+0°40'
-5°20'
+24°00'
+1°20'
-6°40'
-4°20'
-3°20'
+8°30'
-11°00'
+12°50'
-1°40'
-7°10'
+9°50'
-2°50'
0°00'
+6°00'
+2°20'
+1°00'
-8°40'
+12°40'
0°00'
-9°40'
-6.083
-3.167
1.417
-7.750
2.500
-19.750
-1.833
-3.333
-3.500
5.167
0.000
6.000
-4.333
1.583
1.417
-1.750
5.583
-4.500
-21.333
0.167
2.000
1.583
-3.083
-5.000
-2.500
-9.667
-4.000
18.583
-1.917
-5.917
0.250
1.333
-1.750
-13.917
2.667
28.000
5.000
1.250
-3.333
-1.333
-8.333
-0.417
-1.500
8.000
-3.083
-1.000
4.917
-24.000
-1.333
6.667
4.083
3.333
-8.583
11.000
-12.833
0.917
6.917
-9.667
3.083
-0.167
-6.167
-2.667
-1.083
8.417
-13.000
-0.167
9.583
GI-SCH40
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
C-2
Notes
La estaka esta un metro de este punto
Quebrada rocoso
Cruce del quebrada
cruce del quebrada, cerca del sitio fuente viejo
cruce una cerca
entre monte
sigiendo camino
estaka es un arbolito
cruce un quebradita, la quebrada siga por la izq.
cruce un quebradita, la quebrada siga por la izq.
2m arriba de Inez cerca
arriba de Inez gardin
Espina de caballo
cruce un patano
cruce cerco
bosque, estaka esta 4 metros abajo del camino
cruce quebraa y cerco, 2 ANCLAJES
FIELD NOTES - CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Length
(m.)
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
I1
I2
I3
I4
I5
I6
I7
I8
I9
I10
I11
I12
I13
I14
I15
I16
I17
I18
I19
I20
I21
I22
I23
I24
I25
I26
I27
I28
I29
I30
I31
I32
I33
I34
I35
I36
I37
I38
I39
I40
I41
I42
I43
13.00
22.80
21.90
7.00
15.90
21.90
20.90
18.00
27.40
15.95
29.90
29.90
29.90
9.10
19.90
25.90
29.90
16.20
13.14
4.84
7.55
29.34
28.93
29.72
27.15
28.53
19.40
29.72
29.17
29.85
28.75
29.85
29.32
29.60
29.90
29.30
29.35
24.48
8.90
28.70
17.65
17.74
25.40
18.40
29.70
29.90
27.80
12.49
13.52
21.50
27.00
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
I1
I2
I3
I4
I5
I6
I7
I8
I9
I10
I11
I12
I13
I14
I15
I16
I17
I18
I19
I20
I21
I22
I23
I24
I25
I26
I27
I28
I29
I30
I31
I32
I33
I34
I35
I36
I37
I38
I39
I40
I41
I42
I43
T
Compass Forward
(in degrees
Level
from north)
(dms)
145°
166°
124°
128°
144°
112°
107°
119°
139°
133°
149°
142°
176°
181°
181°
181°
199°
225°
214°
228°
160°
213°
203°
200°
200°
205°
209°
208°
211°
218°
221°
222°
222°
220°
220°
220°
219°
214°
226°
231°
231°
236°
238°
238°
238°
238°
236°
241°
304°
219°
223°
225°
225°
229°
231°
227°
228°
228°
228°
234°
226°
-5°10'
+0°20'
-7°40'
-9°20'
-2°30'
+3°00'
+15°00'
+0°50'
-4°10'
-2°20'
-9°20'
+1°30'
+4°30'
+8°50'
-5°20'
+9°00'
+0°50'
+17°50'
+11°40'
-3°50'
-1°20'
+17°00'
+13°40'
+15°40'
+9°50'
+8°00'
+11°00'
+14°50'
+6°00'
-2°30'
-10°50'
-8°10'
-4°50'
-4°00'
-1°20'
+3°00'
+6°50'
+7°00'
+5°40'
+3°00'
+4°00'
-3°20'
-5°50'
-7°10'
-8°50'
+0°50'
+2°20'
+2°30'
+0°40'
-2°30'
-1°20'
-1°50'
-6°20'
-6°10'
0°00'
+5°30'
+5°10'
+10°10'
+8°40'
+9°30'
+11°50'
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
+4°40'
-0°20'
+7°10'
+8°40'
+2°00'
-3°30'
-15°40'
-1°10'
+3°50'
+1°40'
+9°00'
-1°20'
-5°00'
-9°20'
+4°50'
-9°30'
-1°30'
-18°00'
-11°40'
+3°20'
+0°40'
-17°20'
-14°00'
-15°50'
-10°00'
-8°30'
-11°20'
-15°20'
-6°10'
+2°00'
+10°20'
+7°50'
+4°30'
+3°30'
+1°30'
-3°20'
-7°30'
-7°40'
-6°10'
-3°40'
-4°40'
+2°50'
+5°10'
+6°50'
+8°30'
-1°20'
-2°50'
-3°10'
-1°20'
+1°50'
+1°40'
+1°10'
+6°00'
+6°00'
-0°40'
-6°00'
-5°10'
-9°50'
-9°20'
-9°40'
-12°20'
-4.917
0.333
-7.417
-9.000
-2.250
3.250
15.333
1.000
-4.000
-2.000
-9.167
1.417
4.750
9.083
-5.083
9.250
1.167
17.917
11.667
-3.583
-1.000
17.167
13.833
15.750
9.917
8.250
11.167
15.083
6.083
-2.250
-10.583
-8.000
-4.667
-3.750
-1.417
3.167
7.167
7.333
5.917
3.333
4.333
-3.083
-5.500
-7.000
-8.667
1.083
2.583
2.833
1.000
-2.167
-1.500
-1.500
-6.167
-6.083
0.333
5.750
5.167
10.000
9.000
9.583
12.083
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
C-3
Notes
empezar a siguir camino
2.5 m de un pino
cruce cerco
cruce quebrada de lodo, ariba de la cascada
para la primera espacio en monte
por la izquierda de un pinito
2 m arriba de monte de mora
20 m por la derecha de un cerco
(38-39) cruce calle, cruce cerco, sigue camino
(37-38)
(36-37)
(35-36)
(34-35) cruce cerco de freddy
(33-34)
(32-33) cruce cerco para elsa
(31-32) milpa de elsa
(30-31)
(29-30)
(28-29) 15 m de zacate de rey, mora
(27-28) 4m de arbol cerca de Nelson
(26-27) Cruce Calle
(25-26) 40 m arriba de la escuela
(24-25)
(23-24)
(22-23)
(21-22) Centro de Salud
(20-21)
(19-20)
(18-19)
(17-18)
(16-17) cruce carretera, 31 es poste de cerco
(15-16) campo
(14-15) campo
(13-14) campo
(12-13) campo
(11-12) campo
(10-11) campo
(9-10) campo
(8-9) campo, bosque
(7-8) bosque de pinos
(6-7) monte, cruce cerco
(5-6) Cruce cerco, arbol defrutas
(T-5) Monte
SOURCE: Montaña Verde
PARAMETERS:
Tube elevation at the dam exit (Datum )
Number of Houses
61
1000 meters
Number of Habitants
298
Projected usage
25 G.P.P.D.
Pump Head
Design Flow
13.2 GPM (CMD)
85.4 meters
HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
13.40
11.10
20.20
12.65
20.10
13.55
17.74
22.10
14.00
19.40
29.80
29.80
21.80
15.10
9.80
16.35
28.30
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
-0.11
-0.05
-0.09
-0.06
-0.09
-0.06
-0.08
-0.10
-0.06
-0.09
-0.13
-0.13
-0.10
-0.07
-0.08
-0.07
-0.13
C-4
1000.00
999.92
999.87
999.82
999.77
999.73
999.69
999.63
999.58
999.55
999.49
999.44
999.38
999.32
999.27
999.17
999.13
999.05
999.01
998.97
998.89
998.78
998.70
998.56
998.50
998.37
998.32
998.24
998.17
998.07
997.94
997.80
997.67
997.59
997.49
997.49
997.38
997.33
997.24
997.18
997.09
997.03
996.95
996.85
996.79
996.70
996.57
996.43
996.34
996.27
996.19
996.11
995.98
-0.97
-0.33
0.27
-1.52
0.47
-2.64
-0.41
-0.74
-0.31
0.66
0.00
1.55
-0.97
0.31
0.54
-0.31
1.59
-0.69
-3.17
0.05
0.86
0.46
-1.65
-1.29
-1.26
-1.90
-0.61
5.58
-0.71
-3.07
0.13
0.69
-0.52
-5.29
0.62
5.21
1.76
0.28
-1.17
-0.32
-2.57
-0.16
-0.37
2.70
-1.60
-0.52
1.87
-6.14
-0.23
1.90
2.02
1000.00
999.03
998.70
998.97
997.44
997.91
995.28
994.87
994.12
993.82
994.48
994.48
996.02
995.05
995.36
995.90
995.59
997.18
996.49
993.32
993.38
994.23
994.70
993.05
991.76
990.50
988.60
987.99
993.57
992.86
989.79
989.92
990.61
990.09
984.80
984.80
985.42
990.63
992.39
992.67
991.50
991.19
988.62
988.45
988.09
990.79
989.19
988.67
990.53
984.39
984.16
986.06
988.08
Velocity (m/s)
-0.08
-0.05
-0.05
-0.05
-0.05
-0.04
-0.06
-0.06
-0.02
-0.06
-0.05
-0.07
-0.06
-0.05
-0.10
-0.05
-0.07
-0.04
-0.04
-0.08
-0.11
-0.08
-0.14
-0.07
-0.13
-0.05
-0.07
-0.08
-0.09
-0.13
-0.13
-0.13
-0.08
-0.10
Static
Pressure (m)
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
Dynamic
Pressure (m)
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
Terrain Elev.
(m)
Change in
Piez. Elev. (m)
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
Change in
Terrain Elev.
(m)
Flow (gpm)
GI-SCH40
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
Piez. Elevation
(m)
Type of Tubing
9.20
5.90
10.80
11.30
10.80
7.80
12.80
12.80
5.00
7.30
10.40
14.80
12.90
11.30
21.80
10.10
16.30
8.80
8.70
18.80
24.60
16.80
30.70
14.80
28.80
11.30
8.80
17.50
21.10
29.80
29.80
29.80
17.10
22.00
Nominal
Diameter
Length (m)
Compass
(degrees)
Reach
0
1
215°
1
2
184°
2
3
250°
3
4
226°
4
5
245°
5
6
241°
6
7
249°
7
8
258°
8
9
230°
9 10
251°
10 11
204°
11 12
211°
12 13
222°
13 14
240°
14 15
241°
15 16
229°
16 17
212°
17 18
221°
18 19
219°
19 20
201°
20 21
198°
21 22
188°
22 23
168°
23 24
181°
24 25
193°
25 26
197°
26 27
197°
27 28
197°
28 29
216°
29 30
200°
30 31
194°
31 32
185°
32 33
206°
33 34
216°
Cleanout Valve
34 35
176°
35 36
126°
36 37
139°
37 38
173°
38 39
180°
39 40
203°
40 41
221°
41 42
222°
42 43
178°
43 44
180°
44 45
179°
45 46
179°
46 47
162°
47 48
174°
48 49
198°
49 50
159°
50 51
149°
0.9 0
1.1 7
0.8 6
2. 33
1.8 1
4.4 1
4. 76
5. 45
5.7 3
5.0 2
4 .97
3 .36
4.27
3 .91
3 .27
3.53
1 .88
2.53
5 .65
5 .51
4 .54
4 .00
5.52
6.74
7.87
9.71
1 0.25
4 .60
5.21
8.15
7 .88
7 .06
7.50
12.69
0.97
1.30
1.03
2.56
2.09
4.72
5.13
5.88
6.18
5.52
5.52
3.98
4.95
4.64
4.10
4.41
2.82
3.51
6.68
6.62
5.77
5.30
6.95
8.24
9.50
11.40
12.01
6.43
7.14
10.21
10.08
9.39
9.91
15.20
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
1 1.96
6.70
4 .84
4 .51
5.59
5.84
8.34
8.40
8.70
5 .91
7.38
7.77
5 .80
11.88
1 2.02
1 0.05
7 .91
14.58
9.37
7.61
7.33
8.50
8.81
11.38
11.55
11.91
9.21
10.81
11.33
9.47
15.61
15.84
13.94
11.92
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
Piez. Elevation
(m)
-0.05
-0.10
-0.08
-0.10
-0.09
-0.08
-0.07
-0.07
-0.07
-0.13
-0.13
-0.13
-0.11
-0.05
-0.18
-0.34
-0.17
-0.29
-0.28
-0.09
-0.21
-0.28
-0.27
-0.23
-0.35
-0.21
-0.39
29.90
29.90
9.10
19.90
25.90
29.90
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
13.18
13.18
13.18
13.18
13.18
13.18
-0.39
-0.39
-0.12
-0.26
-0.33
-0.39
995.93
995.83
995.75
995.65
995.56
995.48
995.41
995.34
995.27
995.14
995.00
994.87
994.76
994.71
994.53
994.20
994.03
993.73
993.45
993.36
993.16
992.87
992.60
992.37
992.02
991.81
991.43
991.43
991.04
990.66
990.54
990.28
989.95
989.56
986.38
C-5
Velocity (m/s)
Change in
Piez. Elev. (m)
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
Static
Pressure (m)
Flow (gpm)
2
''
2
''
2
''
2
''
2
''
2
''
2
''
2
''
2
''
2
''
2
''
2
''
2
''
2
''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
Dynamic
Pressure (m)
Nominal
Diameter
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
Terrain Elev.
(m)
Type of Tubing
11.20
22.80
18.30
22.00
21.00
17.40
15.30
14.70
16.20
29.80
29.80
29.80
23.40
12.20
7.30
26.15
13.00
22.80
21.90
7.00
15.90
21.90
20.90
18.00
27.40
15.95
29.90
Change in
Terrain Elev.
(m)
Length (m)
Compass
(degrees)
Reach
51 52
156°
52 53
149°
53 54
144°
54 55
134°
55 56
131°
56 57
129°
57 58
129°
58 59
121°
59 60
146°
60 61
167°
61 62
171°
62 63
154°
63 64
146°
64 65
158°
65 66
158°
66 67
112°
67 68
145°
68 69
166°
69 70
124°
70 71
128°
71 72
144°
72 73
112°
73 74
107°
74 75
119°
75 76
139°
76 77
133°
77 78
149°
Cleanout Valve
78 79
142°
79 80
176°
80 81
181°
81 82
181°
82 83
181°
83 84
199°
Cistern
0.65
-3.40
3.49
-4.89
0.34
2.10
-2.57
0.79
-0.05
-3.20
-1.39
-0.56
3.43
-2.74
-0.02
4.35
-1.11
0.13
-2.83
-1.10
-0.62
1.24
5.53
0.31
-1.91
-0.56
-4.76
988.73
985.33
988.82
983.93
984.27
986.36
983.79
984.58
984.54
981.34
979.95
979.39
982.81
980.07
980 .05
984 .40
983.28
983 .42
98 0.59
979 .50
97 8.87
980 .11
985 .64
985 .95
98 4.04
98 3.49
97 8.72
978.72
979 .46
981 .94
983. 37
98 1.61
985 .77
986 .38
986.38
7 .21
10.51
6 .93
11.72
1 1.29
9 .12
11.62
1 0.76
10.73
13.80
15.05
15.48
1 1.95
14.64
14.49
9.80
10.74
10.32
12.86
13.87
14.28
12.76
6.96
6.42
7.98
8.33
12.70
11.27
14.67
11.18
16.07
15.73
13.64
16.21
15.42
15.46
18.66
20.05
20.61
17.19
19.93
19.95
15.60
16.72
16.58
19.41
20.50
21.13
19.89
14.36
14.05
15.96
16.51
21.28
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.74
2.48
1.44
-1.76
4.16
0.61
11.58
8.72
7.16
8.67
4.17
3.18
0.00
20.54
18.06
16.63
18.39
14.23
13.62
13.62
0.63
0.63
0.63
0.63
0.63
0.63
HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
29.85
28.75
29.85
29.32
29.60
29.90
29.30
29.35
24.48
8.90
28.70
17.65
17.74
25.40
18.40
29.70
29.90
27.80
12.49
13.52
21.50
27.00
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
-0.58
-0.56
-0.58
-0.57
-0.57
-0.58
-0.57
-0.57
-0.47
-0.32
-0.56
-0.34
-0.34
-0.49
-0.36
-0.58
-0.58
-0.54
-0.24
-0.49
-0.42
-0.52
-0.58
-0.58
-0.58
-0.58
-0.58
-0.58
-0.58
-0.58
-0.58
-0.58
C-6
1071.77
1071.46
1071.20
1071.11
1070.84
1070.27
1069.71
1069.13
1068.61
1068.05
1067.35
1066.77
1066.21
1066.21
1065.63
1065.07
1064.50
1063.93
1063.35
1062.77
1062.21
1061.64
1061.16
1060.84
1060.28
1059.94
1059.60
1059.11
1058.75
1058.17
1057.59
1057.05
1056.81
1056.32
1055.91
1055.38
1054.81
1054.23
1053.65
1053.07
1052.50
1051.92
1051.34
1050.76
1050.19
1049.61
4.98
2.66
-0.30
-0.13
8.66
6.92
8.07
4.68
4.09
3.76
7.73
3.09
-1.17
-5.28
-4.15
-2.39
-1.94
-0.74
1.62
3.66
3.12
0.92
1.67
1.33
-0.95
-2.43
-2.24
-4.48
0.57
1.25
0.62
0.24
-0.81
-0.71
-0.78
-3.20
-3.16
0.17
2.99
2.68
5.17
4.66
4.96
6.24
Velocity (m/s)
-0.31
-0.25
-0.09
-0.27
-0.57
-0.56
-0.58
-0.53
-0.55
-0.70
-0.58
-0.57
Static
Pressure (m)
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
29.00
Dynamic
Pressure (m)
''
''
''
''
''
''
''
''
''
''
''
''
Terrain Elev.
(m)
Change in
Piez. Elev. (m)
2
2
2
2
2
2
2
2
2
2
2
2
Change in
Terrain Elev.
(m)
Flow (gpm)
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
Piez. Elevation
(m)
Type of Tubing
16.20
13.14
4.84
7.55
29.34
28.93
29.72
27.15
28.53
19.40
29.72
29.17
Nominal
Diameter
Length (m)
Compass
(degrees)
Reach
After the Pump
84 I1
225°
I1 I2
214°
I2 I3
228°
I3 I4
160°
I4 I5
213°
I5 I6
203°
I6 I7
200°
I7 I8
200°
I8 I9
205°
I9 I10
209°
I10 I11
208°
I11 I12
211°
Air Valve
I12 I13
218°
I13 I14
221°
I14 I15
222°
I15 I16
222°
I16 I17
220°
I17 I18
220°
I18 I19
220°
I19 I20
219°
I20 I21
214°
I21 I22
226°
I22 I23
231°
I23 I24
231°
I24 I25
236°
I25 I26
238°
I26 I27
238°
I27 I28
238°
I28 I29
238°
I29 I30
236°
I30 I31
241°
I31 I32
304°
I32 I33
219°
I33 I34
223°
I34 I35
225°
I35 I36
225°
I36 I37
229°
I37 I38
231°
I38 I39
227°
I39 I40
228°
I40 I41
228°
I41 I42
228°
I42 I43
234°
I43 T
226°
986.38
991.37
994.02
993.72
993.59
1002.2 5
1009.1 7
1017.2 3
1021.9 1
1026.0 0
1029. 76
1037 .49
1040 .59
1040.59
103 9.41
103 4.13
102 9.98
102 7.59
102 5.66
102 4.92
1026 .54
1030 .20
1033 .32
1034. 24
1035 .91
1037 .24
103 6.29
103 3.85
103 1.61
102 7.14
1027 .70
1028 .95
1029 .57
1029 .81
102 8.99
102 8.29
102 7.51
102 4.31
102 1.15
1021 .32
1024 .31
1026 .99
1032 .17
1036 .83
1041 .79
1048.0 3
85.39
80.09
77.18
77.39
77.25
68.02
60.54
51.90
46.70
42.05
37.59
29.28
25.62
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
26.22
30.94
34.52
36.33
37.70
37.86
35.67
31.44
27.84
26.60
24.38
22.70
23.31
25.25
27.14
31.04
29.89
28.10
27.24
26.52
26.91
27.10
27.30
29.92
32.50
31.75
28.19
24.93
19.17
13.94
8.40
1.58
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of
Houses
Main Line
T
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42x
43x
44x
42
43
44
45
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42x
43x
44x
42
43
44
45
46
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
27.00
21.50
13.52
12.49
27.80
29.90
29.70
18.40
25.40
17.74
17.65
28.70
8.90
24.48
29.35
29.30
30.00
30.00
30.00
30.00
21.70
30.00
30.00
30.00
30.00
8.10
7.80
30.00
30.00
30.00
15.25
29.80
29.80
29.80
29.80
46°
54°
48°
48°
48°
47°
51°
49°
45°
45°
43°
39°
124°
61°
56°
58°
58°
58°
58°
56°
51°
51°
46°
34°
39°
40°
63°
64°
64°
67°
63°
58°
60°
60°
15°
13°
24°
12°
12°
16°
13°
49°
53°
59°
55°
-12°20'
-9°40'
-9°20'
-9°50'
-5°10'
-6°00'
-0°40'
+6°00'
+6°00'
+1°10'
+1°40'
+1°50'
-1°20'
-3°10'
-2°50'
-1°20'
+8°30'
+6°50'
+5°10'
+2°50'
-4°40'
-3°40'
-6°10'
-7°40'
-7°30'
-3°20'
-0°50'
-1°10'
-0°50'
+4°30'
+2°30'
-7°40'
+3°50'
+5°00'
-5°50'
-9°40'
-12°00'
-17°50'
-4°30'
+7°30'
+11°00'
-2°20'
-5°30'
-9°30'
-13°00'
+11°50'
+9°30'
+8°40'
+10°10'
+5°10'
+5°30'
0°00'
-6°10'
-6°20'
-1°50'
-1°20'
-2°30'
+0°40'
+2°30'
+2°20'
+0°50'
-8°50'
-7°10'
-5°50'
-3°20'
+4°00'
+3°00'
+5°40'
+7°00'
+6°50'
+3°00'
+0°50'
+0°50'
+0°10'
-4°50'
-3°00'
+7°30'
-4°10'
-5°40'
+5°40'
+9°20'
+11°20'
+17°30'
+4°00'
-7°40'
-11°30'
+2°00'
+5°20'
+9°10'
+12°20'
-12.083
-9.583
-9.000
-10.000
-5.167
-5.750
-0.333
6.083
6.167
1.500
1.500
2.167
-1.000
-2.833
-2.583
-1.083
8.667
7.000
5.500
3.083
-4.333
-3.333
-5.917
-7.333
-7.167
-3.167
-0.833
-1.000
-0.500
4.667
2.750
-7.583
4.000
5.333
-5.750
-9.500
-11.667
-17.667
-4.250
7.583
11.250
-2.167
-5.417
-9.333
-12.667
C-7
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
(I43-T)
(I42-I43)
(I41-I42)
(I40-I41)
(I39-I40)
(I38-I39)
(I37-I38)
(I36-I37)
(I35-I36)
(I34-I35)
(I33-I34)
(I32-I33)
(I31-I32)
(I30-I31)
(I29-I30)
(I28-I29)
(I27-I28)
(I26-I27)
(I25-I26)
(I24-I25)
(I23-I24)
(I22-I23)
(I21-I22)
(I20-I21)
(I19-I20)
(I18-I19)
Sale de linea de impulsion
cruce cerco por campo de Freddy
cruce cerco
0
cruce cerco
2 codos, mas 2 m pvc, y depues, cruce la calle
0
0
0
0
0
0
0
1
estaka in bosque, 7 m izquierda del camino
estaka esta 2 m a la recha del cerco
empieza cerca del cerco
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of
Houses
Line A
T
a1
a2
a3
a4
a5
a6
a7
a8
a9
a10
a11
a13
a14
a15
a16
a17
a18
a19
a20
a1
a2
a3
a4
a5
a6
a7
a8
a9
a10
a11
a13
a14
a15
a16
a17
a18
a19
a20
a21
29.70
25.40
8.70
10.90
29.90
30.00
30.00
18.70
30.00
30.00
30.00
9.70
20.13
28.45
24.65
27.80
27.30
17.05
30.00
30.00
138°
138°
138°
146°
147°
159°
163°
161°
169°
165°
158°
158°
165°
171°
150°
127°
121°
127°
53°
53°
-6°40'
-3°30'
-8°20'
-4°00'
-3°20'
-0°50'
-0°10'
0°00'
+0°30'
-4°30'
-8°30'
-13°30'
-15°10'
-12°40'
-9°10'
-7°00'
-14°10'
-16°40'
-17°40'
-1°30'
+6°50'
+3°10'
+7°50'
+3°40'
+3°20'
+0°30'
0°00'
-0°10'
-1°00'
+4°00'
+7°50'
+13°30'
+14°50'
+12°00'
+8°40'
+6°30'
+13°50'
+16°40'
+17°30'
+0°50'
-6.750
-3.333
-8.083
-3.833
-3.333
-0.667
-0.083
0.083
0.750
-4.250
-8.167
-13.500
-15.000
-12.333
-8.917
-6.750
-14.000
-16.667
-17.583
-1.167
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
0
0
2
0
0
0
0
0
1
1
1
0
1
0
0
1
1
30.00
30.00
30.00
30.00
30.00
30.00
19.40
29.43
28.10
29.71
29.80
16.50
10.02
29.77
29.64
19.03
28.80
18.12
29.30
25.97
26.74
23.24
29.80
29.80
29.90
24.80
29.80
88°
53°
45°
45°
41°
70°
85°
85°
85°
78°
92°
93°
65°
104°
99°
107°
107°
104°
99°
87°
117°
154°
186°
188°
187°
184°
189°
-1°00'
+3°40'
+1°20'
-2°30'
+3°00'
+0°10'
+0°10'
+3°50'
-6°00'
-6°20'
-8°50'
-7°20'
-7°40'
-11°00'
-11°30'
-11°40'
-6°40'
-5°50'
-13°00'
-11°30'
-18°50'
-16°30'
-3°00'
+0°50'
+8°50'
+4°00'
+3°20'
+0°40'
-4°20'
-2°00'
+2°10'
-3°20'
-0°30'
-0°50'
-4°30'
+5°30'
+5°40'
+8°40'
+7°00'
+7°00'
+10°30'
+11°10'
+11°00'
+6°00'
+5°30'
+12°30'
+11°00'
+18°30'
+16°00'
+3°00'
-1°30'
-9°20'
-4°20'
-3°50'
-0.833
4.000
1.667
-2.333
3.167
0.333
0.500
4.167
-5.750
-6.000
-8.750
-7.167
-7.333
-10.750
-11.333
-11.333
-6.333
-5.667
-12.750
-11.250
-18.667
-16.250
-3.000
1.167
9.083
4.167
3.583
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
1
0
0
0
0
0
1
0
0
0
0
0
0
1
24.80
29.80
9.80
55°
75°
79°
+8°40'
-7°30'
-3°40'
-8°30'
+7°10'
+3°20'
8.583
-7.333
-3.500
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
3 m antes del cerco
29.80
29.30
77°
83°
-1°20'
+3°20'
+0°40'
-3°50'
-1.000
3.583
PVC-RD26
PVC-RD26
0
1
ac2 es un poste
grama
frontera vieja
cruce carretera principal
estaka 1 m abajo de la callecita
estaka corta y gorda en el solar
cruce cerco
estaka esta en la esquina del cerco
3 m de la casa con techo metalico
1.5 m por la recha del camino
casa es 8 m arriba
Line AA
a13
aa1
aa2
aa3
aa4
aa5
aa6
aa7
aa8
aa9
aa10
aa11
aa12
aa13
aa14
aa15
aa16
aa17
aa18
aa19
aa20
aa21
aa22
aa23
aa24
aa25
aa26
aa1
aa2
aa3
aa4
aa5
aa6
aa7
aa8
aa9
aa10
aa11
aa12
aa13
aa14
aa15
aa16
aa17
aa18
aa19
aa20
aa21
aa22
aa23
aa24
aa25
aa26
aa27
20? m de latrine
0
0
1
0
0
0
monte. 8 m adento; busque estaka gorda
cruce cerco
2 m de "izote"
8 m del camino
cruce calle, 2 CODOS DE 90, 2.5 m PVC
0
0
2
0
9 m para esquina del cerco de Chongo
15 m arriba del carbón barrera
en barrera
5 m abajo del camino
3 m del cerco
2 m arriba del camino
3 m arriba del hoyo para adobe
estaka 1 m de zanja
monte; milpa
Line AV
aa21
av1
av2
av1
av2
av3
Line AC
aa24
ac1
ac1
ac2
C-8
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of
Houses
Line AD
aa11
ad1
ad2
ad3
ad4
ad5
ad6
ad7
ad8
ad9
ad10
ad11
ad12
ad13
ad14
ad15
ad1
ad2
ad3
ad4
ad5
ad6
ad7
ad8
ad9
ad10
ad11
ad12
ad13
ad14
ad15
ad16
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
25.20
7.20
19.50
30.00
30.00
30.00
149°
152°
152°
152°
153°
153°
153°
154°
153°
163°
163°
168°
189°
158°
143°
142°
-2°40'
-5°50'
-3°40'
-5°20'
-3°20'
-7°10'
-1°00'
-1°40'
-8°40'
-14°20'
+10°10'
-3°20'
-22°40'
-23°20'
-20°00'
-21°10'
+2°30'
+5°20'
+3°30'
+4°50'
+2°30'
+6°50'
+0°30'
+1°00'
+8°20'
+14°50'
+9°40'
+2°40'
+22°00'
+22°50'
+19°40'
+20°40'
-2.583
-5.583
-3.583
-5.083
-2.917
-7.000
-0.750
-1.333
-8.500
-14.583
0.250
-3.000
-22.333
-23.083
-19.833
-20.917
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
5.19
27.00
27.00
27.00
27.00
27.00
27.00
5.84
29.80
29.80
29.80
29.80
28.90
21.35
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
30.00
26.90
17.30
17.30
30.00
30.00
30.00
30.00
30.00
30.00
30.00
14.00
35°
38°
32°
32°
34°
28°
28°
351°
13°
12°
14°
4°
361°
31°
24°
22°
14°
362°
345°
332°
337°
331°
326°
321°
310°
285°
334°
334°
331°
331°
313°
316°
11°
39°
52°
48°
16°
359°
1°
1°
340°
323°
-0°20'
+1°10'
-1°40'
-0°20'
+0°10'
+6°40'
+4°20'
-0°50'
+1°00'
+0°20'
-1°30'
-3°20'
-0°50'
+3°00'
-6°00'
-3°10'
0°00'
-0°20'
+0°40'
0°00'
-2°00'
-0°40'
-2°40'
-3°50'
-1°40'
-1°20'
+4°40'
+3°00'
+6°00'
+6°10'
+0°10'
+0°20'
+1°20'
+0°20'
-2°10'
+2°20'
-7°00'
-6°40'
-0°30'
-3°30'
-5°30'
-0°10'
-0°20'
-1°50'
+1°40'
+0°30'
-0°20'
-6°40'
-4°00'
+0°30'
-1°40'
-0°30'
+1°10'
+2°50'
+0°30'
-3°20'
+5°20'
+2°50'
-0°30'
0°00'
-1°00'
-0°30'
+1°40'
+0°20'
+2°20'
+3°20'
+1°20'
+0°40'
-5°00'
-3°20'
-5°40'
-6°50'
-0°40'
-0°50'
-1°40'
-1°00'
+2°00'
-3°00'
+6°50'
+6°30'
+0°10'
+3°40'
+6°00'
+0°10'
0.000
1.500
-1.667
-0.417
0.250
6.667
4.167
-0.667
1.333
0.417
-1.333
-3.083
-0.667
3.167
-5.667
-3.000
0.250
-0.167
0.833
0.250
-1.833
-0.500
-2.500
-3.583
-1.500
-1.000
4.833
3.167
5.833
6.500
0.417
0.583
1.500
0.667
-2.083
2.667
-6.917
-6.583
-0.333
-3.583
-5.750
-0.167
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
1
0
0
1
0
0
2
0
0
cruce cerco
cruce cerco
cruce cerco
6m par la recha del roble
cerco, calle, cerco
0
entre arboles
estaka 2 m por la izquiersa del tatascan, cruce cerco
1
cruce cerco, cerrito de rocas
campo
campo
campo
campo
cruce cerco
2 CODOS DE 45, cruce callecita
estaka es poste
en huerto
cruce cerco
10 m del cerco
10 m del latrine, estaka 10 m del casa
1
Line V
16
v1
v2
v3
v4
v5
v6
v7
v8
v9
v10
v11
v12
v13
v14
v15
v16
v17
v18
v19
v20
v21
v22
v23
v24
v25
v26
v27
v28
v29
v30
v31
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
v1
v2
v3
v4
v5
v6
v7
v8
v9
v10
v11
v12
v13
v14
v15
v16
v17
v18
v19
v20
v21
v22
v23
v24
v25
v26
v27
v28
v29
v30
v31
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
v42
C-9
1
0
0
0
0
0
1
0
1
0
0
2
1
1
0
1
1
1
0
estaka 6 m de la zanja
estaka cerca el poste
estaka 2 m por la izquierda del camino
cerca union del 2 caminos
estaka esta entre 6 y 7 poste, 1.5 m del cerco
0
0
1
0
1
1
0
0
1
0
0
0
0
0
0
1
0
1
0
0
1
14 m debajo de la patastera ceca gallinera
cruce cerco
cruce cerco
4 m de la casa de Victor Garcia
pendiente arriba por la recha
cruce cerco
elevacion de casa equal que estaka
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of
Houses
Line VA
v13
va1
29.80
284°
-5°00'
+4°20'
-4.667
PVC-RD26
1
termina 2 m antes del cerco
29.80
22.40
29.80
29.80
29.80
29.80
127°
132°
64°
97°
147°
147°
-10°00'
-7°50'
-2°30'
-8°10'
-10°20'
-10°20'
+9°20'
+7°30'
+2°00'
+7°50'
+10°00'
+10°20'
-9.667
-7.667
-2.250
-8.000
-10.167
-10.333
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
1
0
0
1
0
1
cerco del escuela
tienen romper pila vieja
24.09
161°
-5°30'
+4°50'
29.80
27.50
5.00
19.15
295°
295°
272°
310°
+8°20'
+11°40'
+10°50'
+6°00'
-8°40'
-12°00'
-11°00'
-6°30'
8.500
11.833
10.917
6.250
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
0
0
0
2
29.80
6.50
318°
318°
+7°20'
+9°10'
-7°50'
-9°30'
7.583
9.333
PVC-RD26
PVC-RD26
0
2
14.80
17.10
30.00
30.00
30.00
30.00
30.00
16.40
29.81
316°
315°
315°
313°
313°
320°
321°
292°
318°
+6°00'
-18°20'
-24°30'
-11°20'
+4°00'
+19°20'
+24°20'
+11°40'
-1°00'
-6°40'
+17°40'
+24°00'
+11°20'
-4°30'
-20°00'
-25°20'
-12°10'
+0°40'
6.333
-18.000
-24.250
-11.333
4.250
19.667
24.833
11.917
-0.833
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
0
0
0
1
14.35
29.80
29.80
23.99
29.80
29.80
29.90
29.70
29.70
29.70
29.90
29.90
29.90
29.80
29.80
21.47
18.23
29.80
29.80
29.80
29.60
29.80
7.70
9.30
29.80
29.80
27.20
29.80
29.80
133°
125°
125°
124°
124°
125°
127°
114°
117°
114°
122°
127°
119°
119°
115°
113°
110°
111°
115°
111°
111°
122°
125°
143°
179°
182°
179°
106°
105°
-5°30'
-10°20'
-8°10'
-6°00'
-19°10'
-3°40'
-1°30'
+4°20'
+6°40'
+12°50'
+4°50'
-0°30'
0°00'
+0°10'
-2°40'
-10°50'
-27°20'
-11°00'
-15°20'
-0°50'
-1°00'
+1°50'
-5°20'
-8°40'
-17°10'
-13°30'
-14°20'
-6°10'
-4°50'
+5°30'
+9°50'
+7°30'
+5°40'
+18°30'
+3°20'
+0°50'
-5°00'
-6°50'
-13°30'
-5°20'
+0°20'
-0°30'
-0°40'
+2°00'
+10°20'
+26°40'
+10°40'
+15°00'
+0°10'
+0°40'
-2°30'
+5°00'
+8°00'
+17°00'
+13°00'
+14°00'
+6°00'
+4°30'
-5.500
-10.083
-7.833
-5.833
-18.833
-3.500
-1.167
4.667
6.750
13.167
5.083
-0.417
0.250
0.417
-2.333
-10.583
-27.000
-10.833
-15.167
-0.500
-0.833
2.167
-5.167
-8.333
-17.083
-13.250
-14.167
-6.083
-4.667
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Line C
23
c1
c2
c3
c4
c5
c1
c2
c3
c4
c5
c6
cruce cerco
cruce cerco
Line CA
c2
ca1
-5.167
PVC-RD26
3
Line D
29
d1
d2
d3
d1
d2
d3
d4
cruce calle
Line E
30
e1
e1
e2
esquinal poste
Line F
42
f1
f2
f3
f4
f5
f6
f7x
f7
f1
f2
f3
f4
f5
f6
f7x
f7
f8
cruce 2 calles
Line G
37
g3
g4
g5
g6
g7
g8
g9
g10
g11
g12
g13
g14
g15
g16
g17
g18
g19
g20
g21
g22
g23
g24
g25
g26
g27
g28
g29
g30
g3
g4
g5
g6
g7
g8
g9
g10
g11
g12
g13
g14
g15
g16
g17
g18
g19
g20
g21
g22
g23
g24
g25
g26
g27
g28
g29
g30
g31
C-10
cruce cerco
estaka 1 m arriba del camino
estaka 5 m arriba del camino
bosque/monte
bosque/monte
bosque/monte
bosque/monte
bosque/monte
cerca y afuera del cerco Nolasco
cerca y afuera del cerco Nolasco
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
+0°40'
+1°20'
-3°20'
-8°20'
-10°30'
-11°10'
-4°20'
-3°10'
-7°10'
-21°40'
-15°00'
-1°40'
-1°20'
-0°30'
Back
Level
(dms)
-1°20'
-1°40'
+2°50'
+7°50'
+10°10'
+10°40'
+3°40'
+2°30'
+6°40'
+21°30'
+14°40'
+1°00'
+0°50'
+0°20'
Change in
Terr Elev
(dec. deg.)
1.000
1.500
-3.083
-8.083
-10.333
-10.917
-4.000
-2.833
-6.917
-21.583
-14.833
-1.333
-1.083
-0.417
Type of
Tubing
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
Number Notes
of
Houses
g31
g32
g33
g34
g35
g36
g37
aa19
g39
g40
g41
g42
g43
g44
g32
g33
g34
g35
g36
g37
g38
g39
g40
g41
g42
g43
g44
g45
29.80
29.80
29.80
29.80
29.80
22.20
29.80
29.80
19.50
29.80
19.90
29.80
29.80
17.40
112°
105°
118°
122°
116°
120°
119°
113°
100°
103°
108°
109°
100°
100°
2
0
0
0
0
0
g45
g46
14.70
98°
+6°00'
-6°20'
6.167
GI-SCH40
0
g46
g47
g48
g49
g50
g47
g48
g49
g50
g51
9.00
29.80
30.40
29.80
17.80
91°
99°
99°
99°
104°
+22°20'
+3°50'
+11°20'
+7°40'
+11°00'
-23°20'
-4°20'
-11°40'
-8°20'
-11°30'
22.833
4.083
11.500
8.000
11.250
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
1
30.00
30.00
9.60
11.00
139°
119°
119°
124°
+11°40'
+7°30'
+3°20'
+0°30'
-11°40'
-7°10'
-3°50'
-0°40'
11.667
7.333
3.583
0.583
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
0
0
0
1
bosque
bosque, cerca camino
0
0
0
0
0
0
0
0
estaka 8 m por la izquierda del camino
en frente de un "stump" grande
pantano, zacate corte
pantano, zacate corte
pantano, zacate corte
anclaje/torre otro dos m HG, 1 CODO PVC 90;
1 CODO HG 90
pasa dento y afuera del caña
cruce cerco
estaka cerca de cipres grande
Line J
10
j1
j2
j3
j1
j2
j3
j4
C-11
cruce carretera principal
SOURCE: Montaña Verde
PARAMETERS:
Number of Houses
61
Number of Habitants
298
Projected usage
25 G.P.P.D.
Design Flow
19.8 GPM (C.Máx.Hor.)
Average Flow per House
0.32 GPM
Elevation of the Tank Outflow
1048.03 m
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Type of Tubing
Number of
Houses
Accm. # of
houses
Flow (gpm)
Change in
Piez. Elev. (m)
Piez. Elevation
(m)
Change in
Terrain Elev.
(m)
Terrain Elev.
(m)
Dynamic
Pressure (m)
Static Pressure
(m)
Velocity (m/s)
T
5
6
7
8
9
10
11
12
13
14
15
5
6
7
8
9
10
11
12
13
14
15
16
46°
54°
48°
48°
48°
47°
51°
49°
45°
45°
43°
39°
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
0
0
0
0
0
0
0
61
39
39
39
39
39
39
38
38
38
38
38
38
2
2
2
2
2
2
2
2
2
2
2
2
''
''
''
''
''
''
''
''
''
''
''
''
12.64
12.64
12.64
12.64
12.64
12.64
12.31
12.31
12.31
12.31
12.31
12.31
-0.12
-0.12
-0.12
-0.12
-0.12
-0.12
-0.12
-0.12
-0.12
-0.12
-0.11
-0.09
1048.03
1047.90
1047.78
1047.66
1047.53
1047.41
1047.28
1047.16
1047.05
1046.93
1046.81
1046.70
1046.62
-6.24
-4.96
-4.66
-5.17
-2.68
-2.99
-0.17
3.16
3.20
0.78
0.71
0.81
1048.03
1041.79
1036.83
1032.17
1026.99
1024.31
1021.32
1021.15
1024.31
1027.51
1028.29
1028.99
1029.81
0.00
6.11
10.95
15.49
20.54
23.10
25.96
26.02
22.74
19.42
18.52
17.71
16.81
6.24
11.20
15.86
21.04
23.72
26.70
26.88
23.72
20.52
19.74
19.03
18.22
0.39
0.39
0.39
0.39
0.39
0.39
0.38
0.38
0.38
0.38
0.38
0.38
Nominal
Diameter
Length (m)
Compass
(degrees)
Reach
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
27.00
21.50
Main Line
Shutoff Valve
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
124°
61°
56°
58°
58°
58°
58°
56°
51°
51°
46°
34°
39°
40°
63°
64°
64°
67°
63°
58°
60°
60°
15°
13.52
12.49
27.80
29.90
29.70
18.40
25.40
17.74
17.65
28.70
8.90
24.48
29.35
29.30
30.00
30.00
30.00
30.00
21.70
30.00
30.00
30.00
30.00
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
1
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
19
19
19
19
18
18
17
11
11
11
11
11
11
9
7
7
7
7
7
7
7
2
2
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
6.16
6.16
6.16
6.16
5.83
5.83
5.51
3.56
3.56
3.56
3.56
3.56
3.56
2.92
2.27
2.27
2.27
2.27
2.27
2.27
2.27
0.65
0.65
-0.08
-0.04
-0.09
-0.09
-0.08
-0.05
-0.07
-0.02
-0.02
-0.03
-0.02
-0.03
-0.03
-0.19
-0.12
-0.12
-0.12
-0.12
-0.09
-0.12
-0.12
-0.01
-0.01
1046.54
1046.50
1046.41
1046.32
1046.23
1046.18
1046.11
1046.09
1046.07
1046.04
1046.02
1045.99
1045.96
1045.77
1045.65
1045.53
1045.41
1045.29
1045.20
1045.08
1044.96
1044.95
1044.94
-0.24
-0.62
-1.25
-0.57
4.48
2.24
2.43
0.95
-1.33
-1.67
-0.92
-3.12
-3.66
-1.62
-0.44
-0.52
-0.26
2.44
1.04
-3.96
2.09
2.79
-3.01
1029.57
1028.95
1027.70
1027.14
1031.61
1033.85
1036.29
1037.24
1035.91
1034.24
1033.32
1030.20
1026.54
1024.92
1024.48
1023.96
1023.70
1026.14
1027.18
1023.22
1025.31
1028.10
1025.09
16.97
17.54
18.71
19.18
14.62
12.33
9.83
8.85
10.17
11.80
12.70
15.80
19.42
20.86
21.17
21.57
21.71
19.15
18.02
21.86
19.65
16.85
19.84
18.46
19.07
20.33
20.89
16.42
14.17
11.74
10.78
12.12
13.79
14.70
17.83
21.49
23.11
23.55
24.07
24.33
21.89
20.85
24.81
22.72
19.93
22.93
0.29
0.29
0.29
0.29
0.28
0.28
0.26
0.17
0.17
0.17
0.17
0.17
0.17
0.33
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.07
0.07
39
40
41
42x
43x
44x
42
43
44
45
40
41
42x
43x
44x
42
43
44
45
46
13°
24°
12°
12°
16°
13°
49°
53°
59°
55°
8.10
7.80
30.00
30.00
30.00
15.25
29.80
29.80
29.80
29.80
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
0
0
0
0
1
2
2
2
2
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0.65
0.65
0.65
0.65
0.65
0.65
0.32
0.32
0.32
0.32
0.00
-0.01
-0.01
-0.01
-0.01
-0.01
0.00
0.00
0.00
0.00
1044.93
1044.93
1044.92
1044.90
1044.89
1044.89
1044.88
1044.88
1044.88
1044.87
-1.34
-1.58
-9.10
-2.22
3.96
2.98
-1.13
-2.81
-4.83
-6.53
1023.76
1022.18
1013.08
1010.85
1014.81
1017.79
1016.66
1013.85
1009.01
1002.48
21.18
22.75
31.84
34.05
30.08
27.10
28.22
31.03
35.86
42.39
24.27
25.85
34.95
37.17
33.22
30.24
31.37
34.18
39.01
45.55
0.07
0.07
0.07
0.07
0.07
0.07
0.04
0.04
0.04
0.04
''
''
''
''
''
''
''
''
''
''
C-12
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
30.00
30.00
30.00
30.00
30.00
30.00
19.40
29.43
28.10
29.71
29.80
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
1
0
0
0
0
0
1
0
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1
''
1
''
1
''
4.21
4.21
4.21
4.21
3.89
3.89
3.89
3.89
3.89
3.89
3.56
-0.05
-0.05
-0.05
-0.05
-0.04
-0.04
-0.03
-0.04
-0.31
-0.32
-0.28
1
''
1.94
-0.05
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
1.94
1.94
1.94
1.94
1.30
1.30
1.30
1.30
0.97
0.65
0.65
0.65
0.32
0.32
0.32
-0.06
-0.09
-0.09
-0.06
-0.04
-0.03
-0.04
-0.04
-0.02
-0.01
-0.01
-0.01
0.00
0.00
0.00
Line AA
a13 aa1
aa1 aa2
aa2 aa3
aa3 aa4
aa4 aa5
aa5 aa6
aa6 aa7
aa7 aa8
aa8 aa9
aa9 aa10
aa10aa11
88°
53°
45°
45°
41°
70°
85°
85°
85°
78°
92°
PVC-RD26
0
13
13
13
13
12
12
12
12
12
12
11
11
6
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
2
0
0
0
1
0
0
0
0
0
0
1
6
6
6
6
4
4
4
4
3
2
2
2
1
1
1
Break Pressure Tank
aa11aa12 93° 16.50
2 90 degree elbows
aa12aa13 65° 10.02
aa13aa14 104° 29.77
aa14aa15 99° 29.64
aa15aa16 107° 19.03
aa16aa17 107° 28.80
aa17aa18 104° 18.12
aa18aa19 99° 29.30
aa19aa20 87° 25.97
aa20aa21 117° 26.74
aa21aa22 154° 23.24
aa22aa23 186° 29.80
aa23aa24 188° 29.80
aa24aa25 187° 29.90
aa25aa26 184° 24.80
aa26aa27 189° 29.80
C-13
1046.99
1046.94
1046.90
1046.85
1046.80
1046.76
1046.72
1046.70
1046.66
1046.35
1046.03
1045.75
1025.64
1025.59
1025.59
1025.53
1025.44
1025.35
1025.30
1025.25
1025.23
1025.19
1025.15
1025.13
1025.12
1025.11
1025.09
1025.09
1025.09
1025.09
0.00
0.00
-3.49
-1.48
-1.22
-0.73
-1.74
-0.35
-0.04
0.03
0.39
-2.22
-4.26
-2.26
-5.21
-6.08
-3.82
-3.27
-6.60
-4.89
-9.06
-0.61
1048.03
1048.03
1044.54
1043.06
1041.84
1041.11
1039.37
1039.02
1038.98
1039.00
1039.40
1037.17
1032.91
1030.65
1025.44
1019.36
1015.54
1012.27
1005.67
1000.78
991.71
991.10
-0.44
2.09
0.87
-1.22
1.66
0.17
0.17
2.14
-2.82
-3.11
-4.53
-2.06
-1.28
-5.55
-5.82
-3.74
-3.18
-1.79
-6.47
-5.07
-8.56
-6.50
-1.56
0.61
4.72
1.80
1.86
1030.65
1030.21
1032.30
1033.18
1031.95
1033.61
1033.79
1033.96
1036.09
1033.28
1030.17
1025.64
1025.64
1023.58
1023.58
1022.30
1016.75
1010.92
1007.18
1004.01
1002.22
995.75
990.69
982.13
975.62
974.06
974.67
979.39
981.19
983.06
3.37
4.74
5.93
6.58
8.20
8.44
8.39
8.30
7.82
9.94
14.11
16.34
21.51
27.55
31.35
34.59
41.19
46.07
55.12
55.73
3.49
4.97
6.19
6.92
8.66
9.01
9.05
9.02
8.63
10.85
15.12
17.38
22.59
28.67
32.49
35.76
42.36
47.25
56.31
56.92
16.34
16.73
14.59
13.68
14.85
13.15
12.94
12.74
10.56
13.07
15.85
20.11
0.00
2.01
17.38
17.82
15.72
14.85
16.07
14.42
14.24
14.07
11.93
14.75
17.85
22.39
0.00
2.06
3.23
8.69
14.43
18.11
21.25
23.01
29.43
34.46
43.00
49.49
51.04
50.42
45.70
43.90
42.03
3.34
8.89
14.72
18.45
21.63
23.42
29.89
34.95
43.51
50.02
51.58
50.97
46.25
44.45
42.58
Velocity (m/s)
-0.12
-0.11
-0.04
-0.08
-0.11
-0.11
-0.09
-0.06
-0.09
-0.09
-0.09
-0.03
-0.04
-0.04
-0.02
-0.02
-0.01
-0.01
-0.01
0.00
Static Pressure
(m)
138°
138°
138°
146°
147°
159°
163°
161°
169°
165°
158°
158°
165°
171°
150°
127°
121°
127°
53°
53°
Dynamic
Pressure (m)
a1
a2
a3
a4
a5
a6
a7
a8
a9
a10
a11
a13
a14
a15
a16
a17
a18
a19
a20
a21
Terrain Elev.
(m)
7.13
7.13
7.13
6.80
6.80
6.80
6.16
6.16
6.16
6.16
6.16
6.16
1.62
1.30
0.97
0.97
0.65
0.65
0.65
0.32
Nominal
Diameter
T
a1
a2
a3
a4
a5
a6
a7
a8
a9
a10
a11
a13
a14
a15
a16
a17
a18
a19
a20
Change in
Terrain Elev.
(m)
Piez. Elevation
(m)
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
Flow (gpm)
22
22
22
21
21
21
19
19
19
19
19
19
5
4
3
3
2
2
2
1
Accm. # of
houses
0
0
1
0
0
2
0
0
0
0
0
1
1
1
0
1
0
0
1
1
Number of
Houses
Change in
Piez. Elev. (m)
Type of Tubing
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
Length (m)
Compass
(degrees)
Reach
29.70
25.40
8.70
10.90
29.90
30.00
30.00
18.70
30.00
30.00
30.00
9.70
20.13
28.45
24.65
27.80
27.30
17.05
30.00
30.00
1048.03
1048.03
1047.90
1047.80
1047.76
1047.69
1047.57
1047.46
1047.36
1047.31
1047.21
1047.12
1047.02
1046.99
1046.95
1046.91
1046.89
1046.86
1046.85
1046.85
1046.83
1046.83
Line A
Shutoff Valve
0.34
0.34
0.34
0.33
0.33
0.33
0.29
0.29
0.29
0.29
0.29
0.29
0.18
0.15
0.11
0.11
0.07
0.07
0.07
0.04
0.20
0.20
0.20
0.20
0.19
0.19
0.19
0.19
0.44
0.44
0.40
0.22
0.22
0.22
0.22
0.22
0.15
0.15
0.15
0.15
0.11
0.07
0.07
0.07
0.04
0.04
0.04
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Type of Tubing
Number of
Houses
Accm. # of
houses
Flow (gpm)
Change in
Piez. Elev. (m)
Piez. Elevation
(m)
Change in
Terrain Elev.
(m)
Terrain Elev.
(m)
Dynamic
Pressure (m)
Static Pressure
(m)
Velocity (m/s)
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
1
1
1
1
1
1
''
''
''
0.32
0.32
0.32
0.00
0.00
0.00
1025.13
1025.12
1025.12
1025.12
3.70
-3.80
-0.60
982.13
985.83
982.02
981.43
39.30
43.10
43.69
39.81
43.61
44.21
0.04
0.04
0.04
29.80
29.30
PVC-RD26
PVC-RD26
0
1
1
1
1
1
''
''
0.32
0.32
0.00
0.00
1025.09
1025.09
1025.09
-0.52
1.83
974.67
974.15
975.98
50.94
49.11
51.49
49.66
0.04
0.04
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
25.20
7.20
19.50
30.00
30.00
30.00
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
1
0
0
1
0
0
2
0
0
0
1
5
5
5
5
5
5
4
4
4
3
3
3
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
''
1/2''
1/2''
1/2''
1/2''
1.62
1.62
1.62
1.62
1.62
1.62
1.30
1.30
1.30
0.97
0.97
0.97
0.32
0.32
0.32
0.32
-0.06
-0.06
-0.06
-0.06
-0.06
-0.06
-0.04
-0.04
-0.04
-0.03
-0.02
-0.01
-0.03
-0.04
-0.04
-0.04
1025.64
1025.57
1025.51
1025.45
1025.38
1025.32
1025.25
1025.21
1025.17
1025.12
1025.10
1025.08
1025.06
1025.04
1025.00
1024.95
1024.91
-1.35
-2.92
-1.88
-2.66
-1.53
-3.66
-0.39
-0.70
-4.43
-7.55
0.11
-0.38
-7.41
-11.76
-10.18
-10.71
1025.64
1024.29
1021.37
1019.49
1016.84
1015.31
1011.65
1011.26
1010.56
1006.13
998.57
998.68
998.31
990.90
979.14
968.96
958.25
1.29
4.14
5.95
8.55
10.01
13.60
13.95
14.60
18.99
26.52
26.39
26.76
34.14
45.86
56.00
66.67
1.35
4.27
6.15
8.80
10.33
13.99
14.38
15.08
19.51
27.07
26.96
27.33
34.74
46.50
56.68
67.39
0.18
0.18
0.18
0.18
0.18
0.18
0.15
0.15
0.15
0.11
0.11
0.11
0.10
0.10
0.10
0.10
0.00
0.71
-0.79
-0.20
0.12
3.13
1.96
1029.81
1029.81
1029.81
1030.51
1029.73
1029.53
1029.65
1032.79
1034.75
16.79
16.01
16.72
16.84
16.64
13.43
11.39
18.22
17.51
18.30
18.49
18.38
15.24
13.28
0.29
0.28
0.28
0.28
0.28
0.28
0.28
-0.07
0.69
0.22
-0.69
-1.60
-0.34
1.18
-2.94
-1.56
0.13
-0.09
0.43
0.13
-0.95
-0.26
-1.30
-1.86
-0.78
-0.52
2.51
1.65
3.03
3.37
0.22
1034.68
1035.37
1035.59
1034.90
1033.29
1032.96
1034.14
1031.19
1029.63
1029.76
1029.68
1030.11
1030.24
1029.29
1029.03
1027.73
1025.86
1025.08
1024.56
1027.08
1028.72
1031.75
1035.12
1035.34
11.43
10.66
10.38
11.00
12.54
12.82
11.61
14.52
16.05
15.89
15.96
15.51
15.26
16.09
16.23
17.41
19.15
19.84
20.27
17.70
16.01
12.94
9.52
9.28
13.35
12.65
12.44
13.13
14.73
15.07
13.89
16.83
18.39
18.26
18.35
17.92
17.79
18.74
19.00
20.30
22.16
22.94
23.46
20.95
19.31
16.28
12.90
12.69
0.26
0.26
0.25
0.25
0.25
0.22
0.19
0.17
0.16
0.16
0.14
0.12
0.26
0.26
0.26
0.26
0.26
0.22
0.22
0.18
0.15
0.15
0.15
0.11
Nominal
Diameter
Length (m)
Compass
(degrees)
Reach
24.80
29.80
9.80
Line AV
aa21 av1
av1 av2
av2 av3
55°
75°
79°
Line AC
aa24 ac1
ac1 ac2
77°
83°
Line AD
aa11 ad1
ad1 ad2
ad2 ad3
ad3 ad4
ad4 ad5
ad5 ad6
ad6 ad7
ad7 ad8
ad8 ad9
ad9 ad10
ad10ad11
ad11ad12
ad12ad13
ad13ad14
ad14ad15
ad15ad16
149°
152°
152°
152°
153°
153°
153°
154°
153°
163°
163°
168°
189°
158°
143°
142°
Line V
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
1
0
0
0
0
0
1
19
18
18
18
18
18
18
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
6.16
5.83
5.83
5.83
5.83
5.83
5.83
-0.02
-0.08
-0.08
-0.08
-0.08
-0.08
-0.08
1046.62
1046.62
1046.60
1046.52
1046.45
1046.37
1046.29
1046.22
1046.14
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
1
0
0
2
1
1
1
0
1
1
1
0
0
0
0
1
0
1
1
0
0
1
0
17
17
16
16
16
14
12
11
10
10
9
8
7
7
7
7
7
6
6
5
4
4
4
3
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
5.51
5.51
5.18
5.18
5.18
4.54
3.89
3.56
3.24
3.24
2.92
2.59
2.27
2.27
2.27
2.27
2.27
1.94
1.94
1.62
1.30
1.30
1.30
0.97
-0.03
-0.08
-0.07
-0.07
-0.07
-0.05
-0.03
-0.03
-0.03
-0.03
-0.02
-0.02
-0.12
-0.12
-0.12
-0.12
-0.12
-0.09
-0.09
-0.06
-0.04
-0.04
-0.04
-0.03
1046.11
1046.04
1045.97
1045.90
1045.83
1045.78
1045.75
1045.72
1045.69
1045.66
1045.63
1045.62
1045.50
1045.38
1045.26
1045.14
1045.02
1044.93
1044.84
1044.77
1044.73
1044.69
1044.64
1044.62
Shutoff Valve
16 v1
35°
5.19
v1 v2
38° 27.00
v2 v3
32° 27.00
v3 v4
32° 27.00
v4 v5
34° 27.00
v5 v6
28° 27.00
v6 v7
28° 27.00
2 90 degree elbows
v7 v8 351° 5.84
v8 v9
13° 29.80
v9 v10 12° 29.80
v10 v11 14° 29.80
v11 v12
4°
29.80
v12 v13 361° 28.90
v13 v14 31° 21.35
v14 v15 24° 29.80
v15 v16 22° 29.80
v16 v17 14° 29.80
v17 v18 362° 29.80
v18 v19 345° 29.80
v19 v20 332° 29.80
v20 v21 337° 29.80
v21 v22 331° 29.80
v22 v23 326° 29.80
v23 v24 321° 29.80
v24 v25 310° 29.80
v25 v26 285° 29.80
v26 v27 334° 29.80
v27 v28 334° 29.80
v28 v29 331° 29.80
v29 v30 331° 29.80
v30 v31 313° 30.00
C-14
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Length (m)
Type of Tubing
Number of
Houses
Accm. # of
houses
Flow (gpm)
Change in
Piez. Elev. (m)
Piez. Elevation
(m)
Change in
Terrain Elev.
(m)
Terrain Elev.
(m)
Dynamic
Pressure (m)
Static Pressure
(m)
Velocity (m/s)
316°
11°
39°
52°
48°
16°
359°
1°
1°
340°
323°
26.90
17.30
17.30
30.00
30.00
30.00
30.00
30.00
30.00
30.00
14.00
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
1
0
1
0
0
1
3
3
3
3
3
3
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
0.97
0.97
0.97
0.97
0.97
0.97
0.65
0.65
0.32
0.32
0.32
-0.02
-0.01
-0.01
-0.03
-0.03
-0.03
-0.01
-0.01
0.00
0.00
0.00
1044.60
1044.58
1044.57
1044.54
1044.52
1044.49
1044.48
1044.47
1044.46
1044.46
1044.46
0.27
0.45
0.20
-1.09
1.40
-3.61
-3.44
-0.17
-1.88
-3.01
-0.04
1035.62
1036.07
1036.27
1035.18
1036.58
1032.96
1029.52
1029.35
1027.47
1024.47
1024.43
8.98
8.51
8.30
9.36
7.94
11.53
14.96
15.12
16.99
19.99
20.03
12.41
11.96
11.76
12.85
11.45
15.06
18.50
18.68
20.55
23.56
23.60
0.11
0.11
0.11
0.11
0.11
0.11
0.07
0.07
0.04
0.04
0.04
29.80
PVC-RD26
1
1
1
''
0.32
0.00
1045.78
1045.78
-2.42
1032.96
1030.53
15.24
17.50
0.04
29.80
22.40
29.80
29.80
29.80
29.80
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
1
0
0
1
0
1
6
5
2
2
1
1
1
1
1
1
1
1
''
''
''
''
''
''
1.94
1.62
0.65
0.65
0.32
0.32
-0.09
-0.05
-0.01
-0.01
0.00
0.00
1046.11
1046.02
1045.98
1045.96
1045.95
1045.95
1045.95
-5.00
-2.99
-1.17
-4.15
-5.26
-5.35
1036.29
1031.28
1028.30
1027.13
1022.98
1017.72
1012.37
14.74
17.68
18.84
22.97
28.23
33.57
16.74
19.73
20.90
25.05
30.31
35.65
0.22
0.18
0.07
0.07
0.04
0.04
24.09
PVC-RD26
3
3
1
''
0.97
-0.02
1045.98
1045.96
-2.17
1028.30
1026.13
19.83
21.90
0.11
295°
295°
272°
310°
29.80
27.50
5.00
19.15
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
0
0
0
2
2
2
2
2
1
1
1
1
''
''
''
''
0.65
0.65
0.65
0.65
-0.01
-0.01
0.00
-0.01
1045.96
1045.95
1045.94
1045.93
1045.93
4.40
5.64
0.95
2.08
1026.54
1030.94
1036.58
1037.53
1039.61
15.01
9.36
8.41
6.31
17.09
11.45
10.50
8.42
0.07
0.07
0.07
0.07
318°
318°
29.80
6.50
PVC-RD26
PVC-RD26
0
2
2
2
1
1
''
''
0.65
0.65
-0.01
0.00
1045.77
1045.76
1045.76
3.93
1.05
1024.92
1028.85
1029.90
16.91
15.85
19.18
18.12
0.07
0.07
316°
315°
315°
313°
313°
320°
321°
292°
318°
14.80
17.10
30.00
30.00
30.00
30.00
30.00
16.40
29.81
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
0
0
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1044.89
1044.88
1044.88
1044.88
1044.88
1044.87
1044.87
1044.87
1044.86
1044.86
1.63
-5.28
-12.32
-5.90
2.22
10.10
12.60
3.39
-0.43
1017.79
1019.42
1014.14
1001.81
995.92
998.14
1008.24
1020.84
1024.22
1023.79
25.46
30.75
43.06
48.96
46.73
36.63
24.03
20.64
21.07
28.61
33.89
46.21
52.11
49.89
39.79
27.19
23.80
24.24
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
133°
125°
125°
124°
124°
125°
127°
114°
117°
114°
122°
127°
119°
119°
115°
113°
14.35
29.80
29.80
23.99
29.80
29.80
29.90
29.70
29.70
29.70
29.90
29.90
29.90
29.80
29.80
21.47
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
0
0
0
1
0
0
0
0
0
0
0
0
0
5
5
5
4
4
4
4
3
3
3
3
3
3
3
3
3
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
1.62
1.62
1.62
1.30
1.30
1.30
1.30
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
-0.03
-0.06
-0.06
-0.03
-0.04
-0.04
-0.04
-0.02
-0.02
-0.02
-0.03
-0.03
-0.03
-0.02
-0.02
-0.02
1044.96
1044.93
1044.87
1044.80
1044.77
1044.72
1044.68
1044.64
1044.61
1044.59
1044.56
1044.54
1044.51
1044.49
1044.46
1044.44
1044.42
-1.38
-5.22
-4.06
-2.44
-9.62
-1.82
-0.61
2.42
3.49
6.77
2.65
-0.22
0.13
0.22
-1.21
-3.94
1025.31
1023.94
1018.72
1014.66
1012.22
1002.60
1000.78
1000.17
1002.59
1006.08
1012.84
1015.49
1015.28
1015.41
1015.62
1014.41
1010.47
20.99
26.15
30.14
32.55
42.13
43.90
44.47
42.03
38.51
31.72
29.05
29.24
29.08
28.84
30.03
33.96
24.09
29.31
33.37
35.81
45.43
47.25
47.86
45.44
41.95
35.18
32.53
32.75
32.62
32.40
33.62
37.56
0.18
0.18
0.18
0.15
0.15
0.15
0.15
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
v42
Nominal
Diameter
Compass
(degrees)
Reach
v31
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
Line VA
v13 va1 284°
Line C
23
c1
c2
c3
c4
c5
c1
c2
c3
c4
c5
c6
127°
132°
64°
97°
147°
147°
Line CA
c2 ca1 161°
Line D
29
d1
d2
d3
d1
d2
d3
d4
Line E
30
e1
e1
e2
Line F
42 f1
f1 f2
f2 f3
f3 f4
f4 f5
f5 f6
f6 f7x
f7x f7
f7 f8
Line G
37
g3
g4
g5
g6
g7
g8
g9
g10
g11
g12
g13
g14
g15
g16
g17
g3
g4
g5
g6
g7
g8
g9
g10
g11
g12
g13
g14
g15
g16
g17
g18
C-15
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
-0.02
-0.02
-0.02
-0.02
-0.02
-0.02
-0.01
-0.01
1044.41
1044.38
1044.36
1044.33
1044.31
1044.28
1044.27
1044.26
Break Pressure Tank
987.19
g26 g27 179° 29.80 PVC-RD26
0
3
1
''
0.97
-0.02
987.16
g27 g28 182° 29.80 PVC-RD26
0
3
1
''
0.97
-0.02
987.14
g28 g29 179° 27.20 PVC-RD26
0
3
1
''
0.97
-0.02
987.11
g29 g30 106° 29.80 PVC-RD26
0
3
1
''
0.97
-0.02
987.09
g30 g31 105° 29.80 PVC-RD26
0
3
1
''
0.97
-0.02
987.06
g31 g32 112° 29.80 PVC-RD26
2
3
1
''
0.97
-0.02
987.04
g32 g33 105° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.04
g33 g34 118° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.03
g34 g35 122° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.03
g35 g36 116° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.03
g36 g37 120° 22.20 PVC-RD26
0
1
1
''
0.32
0.00
987.02
g37 g38 119° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.02
aa19 g39 113° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.02
g39 g40 100° 19.50 PVC-RD26
0
1
1
''
0.32
0.00
987.02
g40 g41 103° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.01
g41 g42 108° 19.90 PVC-RD26
0
1
1
''
0.32
0.00
987.01
g42 g43 109° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.01
g43 g44 100° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
987.00
g44 g45 100° 17.40 PVC-RD26
0
1
1
''
0.32
0.00
987.00
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
g46 g47 91°
9.00
PVC-RD26
0
1
1
''
0.32
0.00
987.00
g47 g48 99° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
986.99
g48 g49 99° 30.40 PVC-RD26
0
1
1
''
0.32
0.00
986.99
g49 g50 99° 29.80 PVC-RD26
0
1
1
''
0.32
0.00
986.99
g50 g51 104° 17.80 PVC-RD26
1
1
1
''
0.32
0.00
986.99
Line J
10
j1
j2
j3
j1
j2
j3
j4
139°
119°
119°
124°
30.00
30.00
9.60
11.00
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
0
0
0
1
1
1
1
1
1/2''
1/2''
1/2''
1/2''
0.32
0.32
0.32
0.32
C-16
-0.04
-0.04
-0.01
-0.03
1047.28
1047.24
1047.20
1047.19
1047.16
-8.28
-5.60
-7.80
-0.26
-0.43
1.13
-0.69
-1.35
42.22
47.79
55.56
55.80
56.20
55.05
55.74
57.07
0.00
8.73
15.53
22.17
25.30
27.70
27.16
26.37
27.97
32.16
37.50
41.70
43.78
45.25
47.59
58.55
63.65
64.34
64.90
65.02
45.84
51.44
59.23
59.49
59.93
58.80
59.49
60.84
0.00
8.75
15.58
22.24
25.40
27.82
27.30
26.52
28.13
32.32
37.66
41.87
43.95
45.42
47.77
58.73
63.82
64.52
65.08
65.21
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
-8.75
-6.83
-6.66
-3.16
-2.42
0.52
0.78
-1.60
-4.19
-5.35
-4.20
-2.08
-1.47
-2.35
-10.96
-5.09
-0.69
-0.56
-0.13
1002.19
996.59
988.79
988.53
988.10
989.23
988.54
987.19
987.19
978.43
971.60
964.95
961.79
959.36
959.88
960.66
959.06
954.87
949.52
945.32
943.24
941.77
939.42
928.46
923.36
922.67
922.11
921.98
1.58
3.49
2.12
6.06
4.15
3.47
923.56
927.05
929.17
935.23
939.38
942.85
63.44
59.95
57.82
51.76
47.61
44.13
63.63
60.13
58.01
51.95
47.80
44.33
0.04
0.04
0.04
0.04
0.04
0.04
6.07
3.83
0.60
0.11
1021.32
1027.39
1031.22
1031.82
1031.93
19.85
15.98
15.37
15.23
20.64
16.81
16.21
16.10
0.10
0.10
0.10
0.10
Velocity (m/s)
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
Static Pressure
(m)
''
''
''
''
''
''
''
''
Dynamic
Pressure (m)
1
1
1
1
1
1
1
1
Terrain Elev.
(m)
3
3
3
3
3
3
3
3
Change in
Terrain Elev.
(m)
0
0
0
0
0
0
0
0
Piez. Elevation
(m)
Accm. # of
houses
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
Change in
Piez. Elev. (m)
Number of
Houses
18.23
29.80
29.80
29.80
29.60
29.80
7.70
9.30
Flow (gpm)
Type of Tubing
110°
111°
115°
111°
111°
122°
125°
143°
Nominal
Diameter
Length (m)
g19
g20
g21
g22
g23
g24
g25
g26
Compass
(degrees)
Reach
g18
g19
g20
g21
g22
g23
g24
g25
0.11
0.11
0.11
0.11
0.11
0.11
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
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
FIELD NOTES - CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Length
(m.)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
9.20
5.90
10.80
11.30
10.80
7.80
12.80
12.80
5.00
7.30
10.40
14.80
12.90
11.30
21.80
10.10
16.30
8.80
8.70
18.80
24.60
16.80
30.70
14.80
28.80
11.30
8.80
17.50
21.10
29.80
29.80
29.80
17.10
22.00
13.40
11.10
20.20
12.65
20.10
13.55
17.74
22.10
14.00
19.40
29.80
29.80
21.80
15.10
9.80
16.35
28.30
11.20
22.80
18.30
22.00
21.00
17.40
15.30
14.70
16.20
29.80
29.80
29.80
23.40
12.20
7.30
26.15
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
Compass Forward
(in degrees
Level
from north)
(dms)
215°
184°
250°
226°
245°
241°
249°
258°
230°
251°
204°
211°
222°
240°
241°
229°
212°
221°
219°
201°
198°
188°
168°
181°
193°
197°
197°
197°
216°
200°
194°
185°
206°
216°
176°
126°
139°
173°
180°
203°
221°
222°
178°
180°
179°
179°
162°
174°
198°
159°
149°
156°
149°
144°
134°
131°
129°
129°
121°
146°
167°
171°
154°
146°
158°
158°
112°
-6°20'
-3°30'
+1°00'
-8°20'
+2°30'
-19°40'
-2°10'
-3°20'
-3°40'
+5°00'
0°00'
+5°40'
-4°20'
+1°30'
+1°20'
-1°50'
+5°20'
-4°20'
-21°10'
0°00'
+1°50'
+1°20'
-3°20'
-5°20'
-2°50'
-10°00'
-3°40'
+18°30'
-2°10'
-6°00'
0°00'
+1°00'
-1°50'
-14°10'
+2°40'
+27°40'
+5°00'
+0°50'
-3°20'
-1°30'
-8°30'
-0°20'
-1°40'
+8°00'
-3°00'
-1°20'
+4°30'
-24°00'
-1°20'
+6°40'
+3°50'
+3°20'
-8°40'
+11°00'
-12°50'
+0°10'
+6°40'
-9°30'
+3°20'
-0°20'
-6°20'
-3°00'
-1°10'
+8°10'
-13°20'
-0°20'
+9°30'
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
+5°50'
+2°50'
-1°50'
+7°10'
-2°30'
+19°50'
+1°30'
+3°20'
+3°20'
-5°20'
0°00'
-6°20'
+4°20'
-1°40'
-1°30'
+1°40'
-5°50'
+4°40'
+21°30'
-0°20'
-2°10'
-1°50'
+2°50'
+4°40'
+2°10'
+9°20'
+4°20'
-18°40'
+1°40'
+5°50'
-0°30'
-1°40'
+1°40'
+13°40'
-2°40'
-28°20'
-5°00'
-1°40'
+3°20'
+1°10'
+8°10'
+0°30'
+1°20'
-8°00'
+3°10'
+0°40'
-5°20'
+24°00'
+1°20'
-6°40'
-4°20'
-3°20'
+8°30'
-11°00'
+12°50'
-1°40'
-7°10'
+9°50'
-2°50'
0°00'
+6°00'
+2°20'
+1°00'
-8°40'
+12°40'
0°00'
-9°40'
-6.083
-3.167
1.417
-7.750
2.500
-19.750
-1.833
-3.333
-3.500
5.167
0.000
6.000
-4.333
1.583
1.417
-1.750
5.583
-4.500
-21.333
0.167
2.000
1.583
-3.083
-5.000
-2.500
-9.667
-4.000
18.583
-1.917
-5.917
0.250
1.333
-1.750
-13.917
2.667
28.000
5.000
1.250
-3.333
-1.333
-8.333
-0.417
-1.500
8.000
-3.083
-1.000
4.917
-24.000
-1.333
6.667
4.083
3.333
-8.583
11.000
-12.833
0.917
6.917
-9.667
3.083
-0.167
-6.167
-2.667
-1.083
8.417
-13.000
-0.167
9.583
GI-SCH40
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
D-1
Notes
La estaka esta un metro de este punto
Quebrada rocoso
Cruce del quebrada
cruce del quebrada, cerca del sitio fuente viejo
cruce una cerca
entre monte
sigiendo camino
estaka es un arbolito
cruce un quebradita, la quebrada siga por la izq.
entre un "clearing"
cruce un quebradita, la quebrada siga por la izq.
2m arriba de Inez cerca
arriba de Inez gardin
Espina de caballo
cruce un patano
cruce cerco
bosque, estaka esta 4 metros abajo del camino
cruce quebraa y cerco, 2 ANCLAJES
FIELD NOTES - CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Length
(m.)
67
68
69
70
71
72
73
74
13.00
22.80
21.90
7.00
15.90
45.00
100.00
145.00
68
69
70
71
72
73
74
T
Compass Forward
(in degrees
Level
from north)
(dms)
145°
166°
124°
128°
144°
198°
198°
228°
-5°10'
+0°20'
-7°40'
-9°20'
-2°30'
+12°50'
+12°50'
+12°50'
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
+4°40'
-0°20'
+7°10'
+8°40'
+2°00'
-12°50'
-12°50'
-12°40'
-4.917
0.333
-7.417
-9.000
-2.250
12.833
12.833
12.750
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
D-2
Notes
empezar a siguir camino
Added in office to approximate the real distance of
this line, The indirect route is deliberate but not due
SOURCE: Montaña Verde
PARAMETERS:
Tube elevation at the dam exit (Datum )
Number of Houses
61
1000 meters
Number of Habitants
298
Projected usage
25 G.P.P.D.
Pump Head
Design Flow
13.2 GPM (C.Máx.Diar.)
76.5 metros
HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
Terrain Elev.
(m)
Dynamic
Pressure (m)
Static Pressure
(m)
Velocity (m/s)
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
Change in
Terrain Elev.
(m)
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
Piez. Elevation
(m)
GI-SCH40
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
Change in Piez.
Elev. (m)
9.20
5.90
10.80
11.30
10.80
7.80
12.80
12.80
5.00
7.30
10.40
14.80
12.90
11.30
21.80
10.10
16.30
8.80
8.70
18.80
24.60
16.80
30.70
14.80
28.80
11.30
8.80
17.50
21.10
29.80
29.80
29.80
17.10
22.00
13.40
11.10
20.20
12.65
20.10
13.55
17.74
22.10
14.00
19.40
29.80
29.80
21.80
15.10
9.80
16.35
Flow (gpm)
Type of Tubing
215°
184°
250°
226°
245°
241°
249°
258°
230°
251°
204°
211°
222°
240°
241°
229°
212°
221°
219°
201°
198°
188°
168°
181°
193°
197°
197°
197°
216°
200°
194°
185°
206°
216°
176°
126°
139°
173°
180°
203°
221°
222°
178°
180°
179°
179°
162°
174°
198°
159°
Nominal
Diameter
Length (m)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
Compass
(degrees)
Reach
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
-0.08
-0.05
-0.05
-0.05
-0.05
-0.04
-0.06
-0.06
-0.02
-0.06
-0.05
-0.07
-0.06
-0.05
-0.10
-0.05
-0.07
-0.04
-0.04
-0.08
-0.11
-0.08
-0.14
-0.07
-0.13
-0.05
-0.07
-0.08
-0.09
-0.13
-0.13
-0.13
-0.08
-0.10
-0.11
-0.05
-0.09
-0.06
-0.09
-0.06
-0.08
-0.10
-0.06
-0.09
-0.13
-0.13
-0.10
-0.07
-0.08
-0.07
1000.00
999.92
999.87
999.82
999.77
999.73
999.69
999.63
999.58
999.55
999.49
999.44
999.38
999.32
999.27
999.17
999.13
999.05
999.01
998.97
998.89
998.78
998.70
998.56
998.50
998.37
998.32
998.24
998.17
998.07
997.94
997.80
997.67
997.59
997.49
997.38
997.33
997.24
997.18
997.09
997.03
996.95
996.85
996.79
996.70
996.57
996.43
996.34
996.27
996.19
996.11
-0.97
-0.33
0.27
-1.52
0.47
-2.64
-0.41
-0.74
-0.31
0.66
0.00
1.55
-0.97
0.31
0.54
-0.31
1.59
-0.69
-3.17
0.05
0.86
0.46
-1.65
-1.29
-1.26
-1.90
-0.61
5.58
-0.71
-3.07
0.13
0.69
-0.52
-5.29
0.62
5.21
1.76
0.28
-1.17
-0.32
-2.57
-0.16
-0.37
2.70
-1.60
-0.52
1.87
-6.14
-0.23
1.90
1000.00
999.03
998.70
998.97
997.44
997.91
995.28
994.87
994.12
993.82
994.48
994.48
996.02
995.05
995.36
995.90
995.59
997.18
996.49
993.32
993.38
994.23
994.70
993.05
991.76
990.50
988.60
987.99
993.57
992.86
989.79
989.92
990.61
990.09
984.80
985.42
990.63
992.39
992.67
991.50
991.19
988.62
988.45
988.09
990.79
989.19
988.67
990.53
984.39
984.16
986.06
0.9 0
1.1 7
0.8 6
2. 33
1.8 1
4.4 1
4. 76
5. 45
5.7 3
5.0 2
4 .97
3 .36
4.27
3 .91
3 .27
3.53
1 .88
2.53
5 .65
5 .51
4 .54
4 .00
5.52
6.74
7.87
9.71
1 0.25
4 .60
5.21
8.15
7 .88
7 .06
7.50
12.69
1 1.96
6 .70
4 .84
4 .51
5.59
5.84
8.34
8.40
8.70
5 .91
7.38
7.77
5 .80
11.88
1 2.02
1 0.05
0.97
1.30
1.03
2.56
2.09
4.72
5.13
5.88
6.18
5.52
5.52
3.98
4.95
4.64
4.10
4.41
2.82
3.51
6.68
6.62
5.77
5.30
6.95
8.24
9.50
11.40
12.01
6.43
7.14
10.21
10.08
9.39
9.91
15.20
14.58
9.37
7.61
7.33
8.50
8.81
11.38
11.55
11.91
9.21
10.81
11.33
9.47
15.61
15.84
13.94
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
D-3
HYDRAULIC DESIGN OF THE CONDUCTION AND PUMP LINES
Sabanetas, Marcala, La Paz
100.00 PVC-RD26
145.00 PVC-RD26
2
2
''
''
31.00
31.00
-2.19
-3.18
D-4
995.98
995.93
995.83
995.75
995.65
995.56
995.48
995.41
995.34
995.27
995.14
995.00
994.87
994.76
994.71
994.65
994.53
994.47
994.37
994.27
994.24
994.17
993.96
988.87
1065.41
1063.21
1060.03
2.02
0.65
-3.40
3.49
-4.89
0.34
2.10
-2.57
0.79
-0.05
-3.20
-1.39
-0.56
3.43
-2.74
-0.02
4.35
-1.11
0.13
-2.83
-1.10
-0.62
10.00
988.08
988.73
985.33
988.82
983.93
984.27
986.36
983.79
984.58
984.54
981.34
979.95
979.39
982.81
980.07
980.05
984.40
983.28
983.42
980.59
979.50
978.87
988.87
988.87
988.87
1011 .08
1043. 08
7 .91
7 .21
10.51
6 .93
11.72
1 1.29
9 .12
11.62
1 0.76
10.73
13.80
15.05
15.48
1 1.95
14.64
1 4.60
1 0.13
11.19
1 0.95
13.68
1 4.74
15.30
5.10
0.00
76.54
52.14
16.95
22.21
32.00
11.92
11.27
14.67
11.18
16.07
15.73
13.64
16.21
15.42
15.46
18.66
20.05
20.61
17.19
19.93
19.95
15.60
16.72
16.58
19.41
20.50
21.13
11.13
11.13
Velocity (m/s)
-0.13
-0.05
-0.10
-0.08
-0.10
-0.09
-0.08
-0.07
-0.07
-0.07
-0.13
-0.13
-0.13
-0.11
-0.05
-0.06
-0.12
-0.06
-0.10
-0.10
-0.03
-0.07
-0.20
Static Pressure
(m)
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
13.18
Dynamic
Pressure (m)
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
Terrain Elev.
(m)
Change in Piez.
Elev. (m)
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
Change in
Terrain Elev.
(m)
Flow (gpm)
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
GI-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
Piez. Elevation
(m)
Type of Tubing
28.30
11.20
22.80
18.30
22.00
21.00
17.40
15.30
14.70
16.20
29.80
29.80
29.80
23.40
12.20
7.30
26.15
13.00
22.80
21.90
7.00
15.90
45.00
Nominal
Diameter
Length (m)
Compass
(degrees)
Reach
50 51
149°
51 52
156°
52 53
149°
53 54
144°
54 55
134°
55 56
131°
56 57
129°
57 58
129°
58 59
121°
59 60
146°
60 61
167°
61 62
171°
62 63
154°
63 64
146°
64 65
158°
65 66
158°
66 67
112°
67 68
145°
68 69
166°
69 70
124°
70 71
128°
71 72
144°
72 73
198°
Cistern
After the Pump
73 74
198°
74 T
228°
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.96
0.96
Elevation (m)
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
Dam
Location
200
400
600
Horizontal Distance (m)
800
2" Diameter (61.7m GI SCH40, 1226.9m PVC RD-26)
Q = 13.2 GPM (design flow)
Clean-Out Valve
Natural Terrain
Hydraulic Grade Line
1,000
1,200
2" Diámetro (245m PVC RD-26)
Q = 31 GPM (design flow)
Conduction Line "Sabanetas, Marcala, La Paz"
1,400
Location of pump and
5000 gallon cistern
1,600
3000 gallon
distribution tank
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of Houses
Main Line
T
xx1
xx2
v18
v17
v16
v15
v14
v13
v12
v11
v10
xx3
d4
d3
d2
23
22
xx1
xx2
v18
v17
v16
v15
v14
v13
v12
v11
v10
xx3
d4
d3
d2
23
22
21
24.00
11.00
100.00
29.80
29.80
29.80
29.80
21.35
28.90
29.80
29.80
11.00
41.00
19.15
5.00
99.00
25.40
18.40
206°
206°
206°
182°
194°
202°
204°
211°
181°
184°
194°
104°
104°
130°
92°
202°
238°
238°
-5°40'
-5°40'
-5°40'
0°00'
-0°30'
+2°50'
+5°20'
-3°20'
+0°30'
+2°50'
+1°10'
+4°20'
+4°20'
-6°30'
-11°00'
-0°10'
-5°50'
-7°10'
+5°40'
+5°40'
+5°40'
-0°20'
0°00'
-3°10'
-6°00'
+3°00'
-0°50'
-3°20'
-1°30'
-4°30'
-4°30'
+6°00'
+10°50'
+0°10'
+5°10'
+6°50'
-5.667
-5.667
-5.667
0.167
-0.250
3.000
5.667
-3.167
0.667
3.083
1.333
4.417
4.417
-6.250
-10.917
-0.167
-5.500
-7.000
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
1
1
0
1
1
1
2
0
29.80
29.80
5.84
27.00
27.00
27.00
27.00
27.00
27.00
5.19
21.50
27.00
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
192°
193°
171°
208°
208°
214°
212°
212°
218°
115°
219°
223°
225°
225°
229°
231°
227°
228°
228°
228°
234°
226°
-0°30'
-1°40'
+0°30'
-4°00'
-6°40'
-0°20'
+0°30'
+1°40'
-1°50'
-0°20'
-2°30'
-1°20'
-1°50'
-6°20'
-6°10'
0°00'
+5°30'
+5°10'
+10°10'
+8°40'
+9°30'
+11°50'
+0°20'
+1°00'
-0°50'
+4°20'
+6°40'
+0°10'
-0°20'
-1°40'
+1°10'
-0°20'
+1°50'
+1°40'
+1°10'
+6°00'
+6°00'
-0°40'
-6°00'
-5°10'
-9°50'
-9°20'
-9°40'
-12°20'
-0.417
-1.333
0.667
-4.167
-6.667
-0.250
0.417
1.667
-1.500
0.000
-2.167
-1.500
-1.500
-6.167
-6.083
0.333
5.750
5.167
10.000
9.000
9.583
12.083
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
1
0
1
0
0
0
0
0
0
29.70
25.40
8.70
10.90
29.90
30.00
30.00
18.70
30.00
30.00
30.00
9.70
20.13
28.45
24.65
27.80
138°
138°
138°
146°
147°
159°
163°
161°
169°
165°
158°
158°
165°
171°
150°
127°
-6°40'
-3°30'
-8°20'
-4°00'
-3°20'
-0°50'
-0°10'
0°00'
+0°30'
-4°30'
-8°30'
-13°30'
-15°10'
-12°40'
-9°10'
-7°00'
+6°50'
+3°10'
+7°50'
+3°40'
+3°20'
+0°30'
0°00'
-0°10'
-1°00'
+4°00'
+7°50'
+13°30'
+14°50'
+12°00'
+8°40'
+6°30'
-6.750
-3.333
-8.083
-3.833
-3.333
-0.667
-0.083
0.083
0.750
-4.250
-8.167
-13.500
-15.000
-12.333
-8.917
-6.750
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
0
0
2
0
0
0
0
0
1
1
1
0
1
fabricated in office
cruce de calle
estaka 2 m por la izquierda del camino
estaka cer ca el poste
estaka 6 m de la zanja
0
0
2
0
0
10 m del latrine, estaka 10 m del casa
10 m del c erco
cruce cerc o
cruce careterra
cruce call e
0
2
(22-23)
(21-22) Centro de Salud
Line V
v10
v9
v8
v7
v6
v5
v4
v3
v2
v1
16
15
14
13
12
11
10
9
8
7
6
5
v9
v8
v7
v6
v5
v4
v3
v2
v1
16
15
14
13
12
11
10
9
8
7
6
5
4
en huerto
estaka es p oste
2 CODOS DE 45 , cruce callecita
cruce cerco
campo
campo
campo
campo
cruce cerco , cerrito de rocas
1
0
0
0
0
0
0
0
0
0
0
0
(15-16) campo
(14-15) campo
(13-14) campo
(12-13) campo
(11-12) campo
(10-11) campo
(9-10) campo
(8-9) campo, bosque
(7-8) bosque de pinos
(6-7) monte, cruce cerco
(5-6) Cruce cerco, arbol defrutas
(T-5) Monte
Line A
4
a1
a2
a3
a4
a5
a6
a7
a8
a9
a10
a11
a13
a14
a15
a16
a1
a2
a3
a4
a5
a6
a7
a8
a9
a10
a11
a13
a14
a15
a16
a17
D-6
grama
frontera vi eja
cruce carre tera principal
estaka 1 m abajo de la callecita
estaka corta y gorda en el solar
cruce cerco
estaka esta en la esquina del cerco
3 m de la casa con techo metalico
1.5 m por la recha del camino
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
a17
a18
a19
a20
a18
a19
a20
a21
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of Houses
27.30
17.05
30.00
30.00
121°
127°
53°
53°
-14°10'
-16°40'
-17°40'
-1°30'
+13°50'
+16°40'
+17°30'
+0°50'
-14.000
-16.667
-17.583
-1.167
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
1
30.00
30.00
30.00
30.00
30.00
30.00
19.40
29.43
28.10
29.71
29.80
16.50
10.02
29.77
29.64
19.03
28.80
18.12
29.30
25.97
26.74
23.24
29.80
29.80
29.90
24.80
29.80
88°
53°
45°
45°
41°
70°
85°
85°
85°
78°
92°
93°
65°
104°
99°
107°
107°
104°
99°
87°
117°
154°
186°
188°
187°
184°
189°
-1°00'
+3°40'
+1°20'
-2°30'
+3°00'
+0°10'
+0°10'
+3°50'
-6°00'
-6°20'
-8°50'
-7°20'
-7°40'
-11°00'
-11°30'
-11°40'
-6°40'
-5°50'
-13°00'
-11°30'
-18°50'
-16°30'
-3°00'
+0°50'
+8°50'
+4°00'
+3°20'
+0°40'
-4°20'
-2°00'
+2°10'
-3°20'
-0°30'
-0°50'
-4°30'
+5°30'
+5°40'
+8°40'
+7°00'
+7°00'
+10°30'
+11°10'
+11°00'
+6°00'
+5°30'
+12°30'
+11°00'
+18°30'
+16°00'
+3°00'
-1°30'
-9°20'
-4°20'
-3°50'
-0.833
4.000
1.667
-2.333
3.167
0.333
0.500
4.167
-5.750
-6.000
-8.750
-7.167
-7.333
-10.750
-11.333
-11.333
-6.333
-5.667
-12.750
-11.250
-18.667
-16.250
-3.000
1.167
9.083
4.167
3.583
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
1
0
0
0
0
0
1
0
0
0
0
0
2
0
0
0
1
0
0
0
0
0
0
1
24.80
29.80
9.80
55°
75°
79°
+8°40'
-7°30'
-3°40'
-8°30'
+7°10'
+3°20'
8.583
-7.333
-3.500
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
3 m antes d el cerco
29.80
29.30
77°
83°
-1°20'
+3°20'
+0°40'
-3°50'
-1.000
3.583
PVC-RD26
PVC-RD26
0
1
ac2 es un p oste
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
25.20
7.20
19.50
30.00
30.00
30.00
149°
152°
152°
152°
153°
153°
153°
154°
153°
163°
163°
168°
189°
158°
143°
142°
-2°40'
-5°50'
-3°40'
-5°20'
-3°20'
-7°10'
-1°00'
-1°40'
-8°40'
-14°20'
+10°10'
-3°20'
-22°40'
-23°20'
-20°00'
-21°10'
+2°30'
+5°20'
+3°30'
+4°50'
+2°30'
+6°50'
+0°30'
+1°00'
+8°20'
+14°50'
+9°40'
+2°40'
+22°00'
+22°50'
+19°40'
+20°40'
-2.583
-5.583
-3.583
-5.083
-2.917
-7.000
-0.750
-1.333
-8.500
-14.583
0.250
-3.000
-22.333
-23.083
-19.833
-20.917
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
1
0
0
1
0
0
2
0
0
0
1
29.80
284°
-5°00'
+4°20'
-4.667
PVC-RD26
1
casa es 8 m arriba
Line AA
a13
aa1
aa2
aa3
aa4
aa5
aa6
aa7
aa8
aa9
aa10
aa11
aa12
aa13
aa14
aa15
aa16
aa17
aa18
aa19
aa20
aa21
aa22
aa23
aa24
aa25
aa26
aa1
aa2
aa3
aa4
aa5
aa6
aa7
aa8
aa9
aa10
aa11
aa12
aa13
aa14
aa15
aa16
aa17
aa18
aa19
aa20
aa21
aa22
aa23
aa24
aa25
aa26
aa27
20? m de l atrine
monte. 8 m adento; busque estaka gorda
cruce cerc o
2 m de " izote"
8 m del camino
cruce ca lle, 2 CODOS DE 90, 2.5 m PVC
9 m par a esquina del cerco de Chongo
15 m ar riba del carbón barrera
en ba rrera
5 m a bajo del camino
3 m del cerco
2 m arr iba del camino
3 m arri ba del hoyo para adobe
estaka 1 m de zanja
monte; m ilpa
Line AV
aa21
av1
av2
av1
av2
av3
Line AC
aa24
ac1
ac1
ac2
Line AD
aa11
ad1
ad2
ad3
ad4
ad5
ad6
ad7
ad8
ad9
ad10
ad11
ad12
ad13
ad14
ad15
ad1
ad2
ad3
ad4
ad5
ad6
ad7
ad8
ad9
ad10
ad11
ad12
ad13
ad14
ad15
ad16
cruce cer co
cruce cer co
cruce cer co
6m pa r la recha del roble
cerco, c alle, cerco
entr e arboles
esta ka 2 m por la izquiersa del tatascan, cerco
Line VA
v13
va1
D-7
termina 2 m antes del cerco
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of Houses
Line C
23
c1
c2
c3
c4
c5
c1
c2
c3
c4
c5
c6
29.80
22.40
29.80
29.80
29.80
29.80
127°
132°
64°
97°
147°
147°
-10°00'
-7°50'
-2°30'
-8°10'
-10°20'
-10°20'
+9°20'
+7°30'
+2°00'
+7°50'
+10°00'
+10°20'
-9.667
-7.667
-2.250
-8.000
-10.167
-10.333
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
1
0
0
1
0
1
24.09
161°
-5°30'
+4°50'
-5.167
PVC-RD26
3
98.00
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
30.00
26.90
17.30
17.30
30.00
30.00
30.00
30.00
30.00
30.00
30.00
14.00
293°
326°
321°
310°
285°
334°
334°
331°
331°
313°
316°
11°
39°
52°
48°
16°
359°
1°
1°
340°
323°
-6°10'
-2°40'
-3°50'
-1°40'
-1°20'
+4°40'
+3°00'
+6°00'
+6°10'
+0°10'
+0°20'
+1°20'
+0°20'
-2°10'
+2°20'
-7°00'
-6°40'
-0°30'
-3°30'
-5°30'
-0°10'
+6°10'
+2°20'
+3°20'
+1°20'
+0°40'
-5°00'
-3°20'
-5°40'
-6°50'
-0°40'
-0°50'
-1°40'
-1°00'
+2°00'
-3°00'
+6°50'
+6°30'
+0°10'
+3°40'
+6°00'
+0°10'
-6.167
-2.500
-3.583
-1.500
-1.000
4.833
3.167
5.833
6.500
0.417
0.583
1.500
0.667
-2.083
2.667
-6.917
-6.583
-0.333
-3.583
-5.750
-0.167
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
1
0
1
1
0
0
1
0
0
0
0
0
0
1
0
1
0
0
1
65.50
46°
-5°50'
+6°00'
-5.917
PVC-RD26
2
142.00
16.40
30.00
30.00
30.00
30.00
30.00
17.10
14.80
15.25
30.00
30.00
30.00
7.80
8.10
30.00
43.50
29.80
23.99
29.80
29.80
29.90
29.70
29.70
29.70
76°
112°
141°
140°
133°
133°
135°
135°
136°
193°
196°
192°
192°
204°
193°
195°
168°
125°
124°
124°
125°
127°
114°
117°
114°
-7°40'
-12°10'
-25°20'
-20°00'
-4°30'
+11°20'
+24°00'
+17°40'
-6°40'
-11°30'
-7°40'
+4°00'
+17°30'
+11°20'
+9°20'
+5°40'
-12°10'
-8°10'
-6°00'
-19°10'
-3°40'
-1°30'
+4°20'
+6°40'
+12°50'
+7°40'
+11°40'
+24°20'
+19°20'
+4°00'
-11°20'
-24°30'
-18°20'
+6°00'
+11°00'
+7°30'
-4°30'
-17°50'
-12°00'
-9°40'
-5°50'
+12°20'
+7°30'
+5°40'
+18°30'
+3°20'
+0°50'
-5°00'
-6°50'
-13°30'
-7.667
-11.917
-24.833
-19.667
-4.250
11.333
24.250
18.000
-6.333
-11.250
-7.583
4.250
17.667
11.667
9.500
5.750
-12.250
-7.833
-5.833
-18.833
-3.500
-1.167
4.667
6.750
13.167
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1
0
0
0
cerco del escuela
tienen romp er pila vieja
cruce ce rco
cruce ce rco
Line CA
c2
ca1
Line D
xx2
v22
v23
v24
v25
v26
v27
v28
v29
v30
v31
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
v22
v23
v24
v25
v26
v27
v28
v29
v30
v31
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
v42
14 m deba jo de la patastera ceca gallinera
cruce cer co
cruce cerc o
4 m de la casa de Victor Garcia
pendiente a rriba por la recha
cruce cerc o
elevacion de casa equal que estaka
Line E
d2
e2
esquinal pos te
Line F
T
f7
f7x
f6
f5
f4
f3
f2
f1
42
44x
43x
42x
41
40
39
38
g4
g5
g6
g7
g8
g9
g10
g11
f7
f7x
f6
f5
f4
f3
f2
f1
42
44x
43x
42x
41
40
39
38
g4
g5
g6
g7
g8
g9
g10
g11
g12
D-8
cruce 2 cal les
2 codos, m as 2 m pvc, y depues, cruce la calle
cruce cerco
estaka 1 m arriba del camino
FIELD NOTES - DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Reach
Stk - Stk
g12
g13
g14
g15
g16
g17
g18
g19
g20
g21
g22
g23
g24
g25
g26
g27
g28
g29
g30
g31
g32
g33
g34
g35
g36
g37
g38
g39
g40
g41
g42
g43
g44
g45
g46
g47
g48
g49
g50
g13
g14
g15
g16
g17
g18
g19
g20
g21
g22
g23
g24
g25
g26
g27
g28
g29
g30
g31
g32
g33
g34
g35
g36
g37
g38
g39
g40
g41
g42
g43
g44
g45
g46
g47
g48
g49
g50
g51
Compass Forward
Length (in degrees Level
(m.) from north) (dms)
Back
Level
(dms)
Change in
Terr Elev
(dec. deg.)
Type of
Tubing
Number Notes
of Houses
29.90
29.90
29.90
29.80
29.80
21.47
18.23
29.80
29.80
29.80
29.60
29.80
7.70
9.30
29.80
29.80
27.20
29.80
29.80
29.80
29.80
29.80
29.80
29.80
22.20
29.80
29.80
19.50
29.80
19.90
29.80
29.80
17.40
14.70
9.00
29.80
30.40
29.80
17.80
122°
127°
119°
119°
115°
113°
110°
111°
115°
111°
111°
122°
125°
143°
179°
182°
179°
106°
105°
112°
105°
118°
122°
116°
120°
119°
113°
100°
103°
108°
109°
100°
100°
98°
91°
99°
99°
99°
104°
+4°50'
-0°30'
0°00'
+0°10'
-2°40'
-10°50'
-27°20'
-11°00'
-15°20'
-0°50'
-1°00'
+1°50'
-5°20'
-8°40'
-17°10'
-13°30'
-14°20'
-6°10'
-4°50'
+0°40'
+1°20'
-3°20'
-8°20'
-10°30'
-11°10'
-4°20'
-3°10'
-7°10'
-21°40'
-15°00'
-1°40'
-1°20'
-0°30'
+6°00'
+22°20'
+3°50'
+11°20'
+7°40'
+11°00'
-5°20'
+0°20'
-0°30'
-0°40'
+2°00'
+10°20'
+26°40'
+10°40'
+15°00'
+0°10'
+0°40'
-2°30'
+5°00'
+8°00'
+17°00'
+13°00'
+14°00'
+6°00'
+4°30'
-1°20'
-1°40'
+2°50'
+7°50'
+10°10'
+10°40'
+3°40'
+2°30'
+6°40'
+21°30'
+14°40'
+1°00'
+0°50'
+0°20'
-6°20'
-23°20'
-4°20'
-11°40'
-8°20'
-11°30'
5.083
-0.417
0.250
0.417
-2.333
-10.583
-27.000
-10.833
-15.167
-0.500
-0.833
2.167
-5.167
-8.333
-17.083
-13.250
-14.167
-6.083
-4.667
1.000
1.500
-3.083
-8.083
-10.333
-10.917
-4.000
-2.833
-6.917
-21.583
-14.833
-1.333
-1.083
-0.417
6.167
22.833
4.083
11.500
8.000
11.250
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
estaka 5 m arriba del camino
cruce cerco
estaka cerca de cipres grande
30.00
30.00
9.60
11.00
139°
119°
119°
124°
+11°40'
+7°30'
+3°20'
+0°30'
-11°40'
-7°10'
-3°50'
-0°40'
11.667
7.333
3.583
0.583
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
0
0
0
1
cruce carret era principal
bosque /monte
bosque /monte
bosque /monte
bosque /monte
bosque/mo nte
cerca y a fuera del cerco Nolasco
cerca y a fuera del cerco Nolasco
y Jose Iza bel Nolazco Calix
bosque
bosque, c erca camino
estaka 8 m por la izquierda del camino
en fre nte de un "stump" grande
pantano, zacate corte
pantano, zacate corte
pantano, zacate corte
anclaje/tor re, 1 CODO PVC 90; 1 CODO HG 90
pasa dento y afuera del caña
Line J
10
j1
j2
j3
j1
j2
j3
j4
D-9
SOURCE: Montaña Verde
PARAMETERS:
Number of Houses
61
Number of Habitants
298
Projected usage
25 G.P.P.D.
Elevation of the Tank Outflow 1056.41 m
Design Flow
19.8 GPM (C.Máx.Hor.)
Terrain Elevation of Tank 1043.08 m
Average Flow per House
0.32 GPM
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Type of Tubing
Number of
Houses
Accm. # of
houses
Flow (gpm)
Change in Piez.
Elev. (m)
Piez. Elevation
(m)
Change in
Terrain Elev.
(m)
Terrain Elev.
(m)
Dynamic
Pressure (m)
Static Pressure
(m)
Velocity (m/s)
Reach
T
xx1
xx2
v18
v17
v16
v15
v14
v13
v12
v11
v10
xx3
d4
d3
d2
23
22
xx1
xx2
v18
v17
v16
v15
v14
v13
v12
v11
v10
xx3
d4
d3
d2
23
22
21
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
1
1
0
1
1
1
2
0
0
0
2
0
0
0
2
61
54
54
47
46
45
44
44
43
41
40
38
12
12
12
10
8
2
2
2
2
2
2
2
2
2
2
2
2
2
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
17.50
17.50
15.23
14.91
14.58
14.26
14.26
13.93
13.29
12.96
12.31
3.89
3.89
3.89
3.24
2.59
0.65
0.65
-0.18
-0.16
-0.59
-0.17
-0.16
-0.16
-0.16
-0.11
-0.13
-0.13
-0.12
-0.22
-0.45
-0.21
-0.07
-0.51
-0.01
-0.01
1056.41
1056.23
1056.07
1055.49
1055.32
1055.16
1055.00
1054.85
1054.74
1054.61
1054.48
1054.36
1054.25
1053.91
1054.04
1053.97
1053.46
1053.45
1053.44
-2.37
-1.09
-9.87
0.09
-0.13
1.56
2.94
-1.18
0.34
1.60
0.69
0.85
3.16
-2.08
-0.95
-0.29
-2.43
-2.24
1043.08
1040.71
1039.62
1029.75
1029.84
1029.71
1031.27
1034.21
1033.03
1033.36
1034.97
1035.66
1035.81
1038.82
1033.73
1032.78
1032.49
1030.06
1027.82
13.33
15.52
16.45
25.74
25.48
25.45
23.74
20.64
21.71
21.24
19.51
18.70
18.44
15.09
20.31
21.19
20.97
23.39
25.63
15.70
16.79
26.66
26.58
26.71
25.15
22.20
23.38
23.05
21.44
20.75
20.60
17.59
22.68
23.63
23.92
26.35
28.59
0.54
0.54
0.47
0.46
0.45
0.44
0.44
0.43
0.41
0.40
0.38
0.44
0.44
0.44
0.37
0.29
0.07
0.07
192°
193°
171°
208°
208°
214°
212°
212°
218°
115°
219°
223°
225°
225°
229°
231°
227°
228°
228°
228°
234°
226°
29.80
29.80
5.84
27.00
27.00
27.00
27.00
27.00
27.00
5.19
21.50
27.00
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
1
0
1
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
26
26
25
25
24
24
24
24
24
24
24
23
23
23
23
23
22
22
22
22
22
22
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
8.42
8.42
8.10
8.10
7.78
7.78
7.78
7.78
7.78
7.78
7.78
7.45
7.45
7.45
7.45
7.45
7.13
7.13
7.13
7.13
7.13
7.13
-0.17
-0.17
-0.06
-0.14
-0.13
-0.13
-0.13
-0.13
-0.13
-0.03
-0.10
-0.12
-0.13
-0.13
-0.13
-0.13
-0.12
-0.12
-0.12
-0.12
-0.12
-0.12
1054.36
1054.19
1054.02
1053.97
1053.82
1053.69
1053.56
1053.43
1053.30
1053.17
1053.14
1053.04
1052.92
1052.78
1052.65
1052.52
1052.38
1052.26
1052.14
1052.01
1051.89
1051.77
1051.64
-0.22
-0.69
0.07
-1.96
-3.13
-0.12
0.20
0.79
-0.71
0.00
-0.81
-0.71
-0.78
-3.20
-3.16
0.17
2.99
2.68
5.17
4.66
4.96
6.24
1035.66
1035.44
1034.75
1034.82
1032.86
1029.72
1029.60
1029.80
1030.59
1029.88
1029.88
1029.07
1028.36
1027.58
1024.38
1021.22
1021.39
1024.38
1027.06
1032.24
1036.90
1041.86
1048.10
18.75
19.27
19.15
20.97
23.97
23.96
23.63
22.71
23.29
23.26
23.97
24.56
25.20
28.27
31.30
30.99
27.88
25.07
19.78
14.99
9.91
3.55
20.97
21.66
21.59
23.56
26.69
26.81
26.61
25.83
26.53
26.53
27.35
28.05
28.83
32.03
35.19
35.02
32.03
29.35
24.17
19.51
14.55
8.31
0.40
0.40
0.39
0.39
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.36
0.36
0.36
0.36
0.36
0.34
0.34
0.34
0.34
0.34
0.34
138°
138°
138°
146°
147°
159°
163°
29.70
25.40
8.70
10.90
29.90
30.00
30.00
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
0
0
2
0
22
22
22
21
21
21
19
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
7.13
7.13
7.13
6.80
6.80
6.80
6.16
-0.12
-0.11
-0.04
-0.08
-0.11
-0.11
-0.09
1051.64
1051.52
1051.42
1051.38
1051.30
1051.19
1051.08
1050.98
-3.49
-1.48
-1.22
-0.73
-1.74
-0.35
-0.04
1048.10
1044.61
1043.13
1041.91
1041.18
1039.44
1039.09
1039.05
6.91
8.28
9.47
10.12
11.75
11.98
11.93
8.31
11.80
13.28
14.50
15.23
16.97
17.32
17.36
0.34
0.34
0.34
0.33
0.33
0.33
0.29
Nominal
Diameter
Length (m)
24.00
11.00
100.00
29.80
29.80
29.80
29.80
21.35
28.90
29.80
29.80
11.00
41.00
19.15
5.00
99.00
25.40
18.40
Compass
(degrees)
206°
206°
206°
182°
194°
202°
204°
211°
181°
184°
194°
104°
104°
130°
92°
202°
238°
238°
Main Line
Line V
v10
v9
v8
v7
v6
v5
v4
v3
v2
v1
16
15
14
13
12
11
10
9
8
7
6
5
v9
v8
v7
v6
v5
v4
v3
v2
v1
16
15
14
13
12
11
10
9
8
7
6
5
4
Line A
4
a1
a2
a3
a4
a5
a6
a1
a2
a3
a4
a5
a6
a7
D-10
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Length (m)
Type of Tubing
Number of
Houses
Accm. # of
houses
Nominal
Diameter
Flow (gpm)
Change in Piez.
Elev. (m)
Piez. Elevation
(m)
Change in
Terrain Elev.
(m)
Terrain Elev.
(m)
Dynamic
Pressure (m)
Static Pressure
(m)
Velocity (m/s)
a8
a9
a10
a11
a13
a14
a15
a16
a17
a18
a19
a20
a21
Compass
(degrees)
Reach
a7
a8
a9
a10
a11
a13
a14
a15
a16
a17
a18
a19
a20
161°
169°
165°
158°
158°
165°
171°
150°
127°
121°
127°
53°
53°
18.70
30.00
30.00
30.00
9.70
20.13
28.45
24.65
27.80
27.30
17.05
30.00
30.00
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
0
1
1
1
0
1
0
0
1
1
19
19
19
19
19
5
4
3
3
2
2
2
1
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1 1/2''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
1
''
6.16
6.16
6.16
6.16
6.16
1.62
1.30
0.97
0.97
0.65
0.65
0.65
0.32
-0.06
-0.09
-0.09
-0.09
-0.03
-0.04
-0.04
-0.02
-0.02
-0.01
-0.01
-0.01
0.00
1050.92
1050.83
1050.73
1050.64
1050.61
1050.56
1050.52
1050.50
1050.48
1050.47
1050.46
1050.45
1050.45
0.03
0.39
-2.22
-4.26
-2.26
-5.21
-6.08
-3.82
-3.27
-6.60
-4.89
-9.06
-0.61
1039.08
1039.47
1037.24
1032.98
1030.72
1025.51
1019.43
1015.61
1012.34
1005.74
1000.85
991.79
991.18
11.85
11.36
13.49
17.66
19.89
25.06
31.09
34.89
38.14
44.73
49.61
58.66
59.27
17.34
16.94
19.17
23.43
25.69
30.90
36.98
40.80
44.07
50.67
55.56
64.63
65.24
0.29
0.29
0.29
0.29
0.29
0.18
0.15
0.11
0.11
0.07
0.07
0.07
0.04
30.00
30.00
30.00
30.00
30.00
30.00
19.40
29.43
28.10
29.71
29.80
16.50
10.02
29.77
29.64
19.03
28.80
18.12
29.30
25.97
26.74
23.24
29.80
29.80
29.90
24.80
29.80
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
0
1
0
0
0
0
0
1
0
0
0
0
0
2
0
0
0
1
0
0
0
0
0
0
1
13
13
13
13
12
12
12
12
12
12
11
6
6
6
6
6
4
4
4
4
3
2
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
4.21
4.21
4.21
4.21
3.89
3.89
3.89
3.89
3.89
3.89
3.56
1.94
1.94
1.94
1.94
1.94
1.30
1.30
1.30
1.30
0.97
0.65
0.65
0.65
0.32
0.32
0.32
-0.38
-0.38
-0.38
-0.38
-0.33
-0.33
-0.21
-0.32
-0.31
-0.32
-0.28
-0.05
-0.06
-0.09
-0.09
-0.06
-0.04
-0.03
-0.04
-0.04
-0.02
-0.01
-0.01
-0.01
0.00
0.00
0.00
1050.61
1050.23
1049.85
1049.47
1049.09
1048.76
1048.43
1048.22
1047.90
1047.59
1047.27
1046.99
1046.94
1046.88
1046.79
1046.70
1046.65
1046.61
1046.58
1046.54
1046.50
1046.48
1046.47
1046.46
1046.45
1046.44
1046.44
1046.44
-0.44
2.09
0.87
-1.22
1.66
0.17
0.17
2.14
-2.82
-3.11
-4.53
-2.06
-1.28
-5.55
-5.82
-3.74
-3.18
-1.79
-6.47
-5.07
-8.56
-6.50
-1.56
0.61
4.72
1.80
1.86
1030.72
1030.28
1032.37
1033.25
1032.03
1033.68
1033.86
1034.03
1036.17
1033.35
1030.24
1025.71
1023.65
1022.37
1016.82
1011.00
1007.26
1004.08
1002.29
995.82
990.76
982.20
975.70
974.14
974.74
979.46
981.27
983.13
19.95
17.47
16.22
17.06
15.08
14.57
14.19
11.73
14.24
17.02
21.28
23.29
24.51
29.97
35.71
39.39
42.53
44.29
50.71
55.74
64.28
70.77
72.32
71.70
66.98
65.17
63.31
26.13
24.04
23.16
24.39
22.73
22.55
22.39
20.25
23.06
26.17
30.70
32.76
34.04
39.59
45.42
49.16
52.33
54.12
60.59
65.65
74.21
80.72
82.28
81.67
76.95
75.15
73.28
0.48
0.48
0.48
0.48
0.44
0.44
0.44
0.44
0.44
0.44
0.40
0.22
0.22
0.22
0.22
0.22
0.15
0.15
0.15
0.15
0.11
0.07
0.07
0.07
0.04
0.04
0.04
24.80 PVC-RD26
29.80 PVC-RD26
9.80 PVC-RD26
0
0
1
1
1
1
1
1
1
''
''
''
0.32
0.32
0.32
0.00
0.00
0.00
1046.48
1046.48
1046.47
1046.47
3.70
-3.80
-0.60
982.20
985.90
982.10
981.50
60.58
64.38
64.97
70.51
74.32
74.91
0.04
0.04
0.04
29.80 PVC-RD26
29.30 PVC-RD26
0
1
1
1
1
1
''
''
0.32
0.32
0.00
0.00
1046.45
1046.44
1046.44
-0.52
1.83
974.74
974.22
976.05
72.22
70.38
82.19
80.36
0.04
0.04
30.00
30.00
30.00
30.00
30.00
30.00
30.00
0
0
0
0
0
1
0
5
5
5
5
5
5
4
1
1
1
1
1
1
1
''
''
''
''
''
''
''
1.62
1.62
1.62
1.62
1.62
1.62
1.30
-0.06
-0.06
-0.06
-0.06
-0.06
-0.06
-0.04
1046.99
1046.93
1046.86
1046.80
1046.73
1046.67
1046.60
1046.56
-1.35
-2.92
-1.88
-2.66
-1.53
-3.66
-0.39
1025.71
1024.36
1021.44
1019.57
1016.91
1015.38
1011.72
1011.33
22.57
25.42
27.23
29.82
31.29
34.88
35.23
32.05
34.97
36.85
39.51
41.03
44.69
45.08
0.18
0.18
0.18
0.18
0.18
0.18
0.15
Line AA
a13 aa1
aa1 aa2
aa2 aa3
aa3 aa4
aa4 aa5
aa5 aa6
aa6 aa7
aa7 aa8
aa8 aa9
aa9 aa10
aa10 aa11
aa11 aa12
aa12 aa13
aa13 aa14
aa14 aa15
aa15 aa16
aa16 aa17
aa17 aa18
aa18 aa19
aa19 aa20
aa20 aa21
aa21 aa22
aa22 aa23
aa23 aa24
aa24 aa25
aa25 aa26
aa26 aa27
88°
53°
45°
45°
41°
70°
85°
85°
85°
78°
92°
93°
65°
104°
99°
107°
107°
104°
99°
87°
117°
154°
186°
188°
187°
184°
189°
Line AV
aa21 av1
av1 av2
av2 av3
55°
75°
79°
Line AC
aa24 ac1
ac1 ac2
77°
83°
Line AD
aa11
ad1
ad2
ad3
ad4
ad5
ad6
ad1
ad2
ad3
ad4
ad5
ad6
ad7
149°
152°
152°
152°
153°
153°
153°
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
D-11
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
Type of Tubing
Number of
Houses
Accm. # of
houses
Nominal
Diameter
Flow (gpm)
Change in Piez.
Elev. (m)
Piez. Elevation
(m)
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
1
0
0
2
0
0
0
1
4
4
3
3
3
1
1
1
1
1
''
1
''
1
''
1
''
1
''
1/2''
1/2''
1/2''
1/2''
1.30
1.30
0.97
0.97
0.97
0.32
0.32
0.32
0.32
-0.04
-0.04
-0.03
-0.02
-0.01
-0.03
-0.04
-0.04
-0.04
1046.52
1046.47
1046.45
1046.43
1046.42
1046.39
1046.35
1046.31
1046.26
35.88
40.27
47.80
47.67
48.04
55.42
67.14
77.28
87.95
45.78
50.21
57.77
57.66
58.03
65.44
77.21
87.38
98.09
0.15
0.15
0.11
0.11
0.11
0.10
0.10
0.10
0.10
284°
29.80 PVC-RD26
1
1
1
''
0.32
0.00
1054.74
1054.74
-2.42
1033.03
1030.60
24.13
25.81
0.04
127°
132°
64°
97°
147°
147°
29.80
22.40
29.80
29.80
29.80
29.80
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
1
0
0
1
0
1
6
5
2
2
1
1
1
1
1
1
1
1
''
''
''
''
''
''
1.94
1.62
0.65
0.65
0.32
0.32
-0.09
-0.05
-0.01
-0.01
0.00
0.00
1053.46
1053.37
1053.32
1053.31
1053.30
1053.30
1053.29
-5.00
-2.99
-1.17
-4.15
-5.26
-5.35
1032.49
1027.49
1024.50
1023.33
1019.19
1013.93
1008.58
25.88
28.82
29.98
34.11
39.37
44.71
28.92
31.91
33.08
37.23
42.49
47.83
0.22
0.18
0.07
0.07
0.04
0.04
24.09 PVC-RD26
3
3
1
''
0.97
-0.02
1053.32
1053.30
-2.17
1024.50
1022.33
30.97
34.08
0.11
1039.62
-10.53 1029.10
-1.30 1027.80
-1.86 1025.93
-0.78 1025.15
-0.52 1024.63
2.51 1027.14
1.65 1028.79
3.03 1031.82
3.37 1035.19
0.22 1035.41
0.27 1035.68
0.45 1036.14
0.20 1036.34
-1.09 1035.25
1.40 1036.64
-3.61 1033.03
-3.44 1029.59
-0.17 1029.42
-1.88 1027.54
-3.01 1024.54
-0.04 1024.50
26.58
27.76
29.51
30.20
30.63
28.05
26.36
23.29
19.87
19.63
19.33
18.87
18.65
19.72
18.30
21.88
25.31
25.47
27.35
30.35
30.39
27.32
28.62
30.48
31.26
31.78
29.27
27.62
24.59
21.22
21.00
20.73
20.27
20.07
21.16
19.77
23.38
26.82
27.00
28.87
31.88
31.92
0.26
0.26
0.26
0.22
0.22
0.18
0.15
0.15
0.15
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.07
0.07
0.04
0.04
0.04
Line VA
v13 va1
Line C
23
c1
c2
c3
c4
c5
c1
c2
c3
c4
c5
c6
Line CA
c2 ca1
161°
Line D
xx2
v22
v23
v24
v25
v26
v27
v28
v29
v30
v31
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
v22
v23
v24
v25
v26
v27
v28
v29
v30
v31
v32
v33
v34
v35
v36
v37
v38
v39
v40
v41
v42
293°
326°
321°
310°
285°
334°
334°
331°
331°
313°
316°
11°
39°
52°
48°
16°
359°
1°
1°
340°
323°
98.00
29.80
29.80
29.80
29.80
29.80
29.80
29.80
29.80
30.00
26.90
17.30
17.30
30.00
30.00
30.00
30.00
30.00
30.00
30.00
14.00
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
0
0
1
0
1
1
0
0
1
0
0
0
0
0
0
1
0
1
0
0
1
7
7
7
6
6
5
4
4
4
3
3
3
3
3
3
3
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
2.27
2.27
2.27
1.94
1.94
1.62
1.30
1.30
1.30
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.65
0.65
0.32
0.32
0.32
-0.39
-0.12
-0.12
-0.09
-0.09
-0.06
-0.04
-0.04
-0.04
-0.03
-0.02
-0.01
-0.01
-0.03
-0.03
-0.03
-0.01
-0.01
0.00
0.00
0.00
1056.07
1055.68
1055.56
1055.44
1055.35
1055.26
1055.19
1055.15
1055.11
1055.07
1055.04
1055.02
1055.00
1054.99
1054.96
1054.94
1054.91
1054.90
1054.89
1054.89
1054.88
1054.88
46°
65.50 PVC-RD26
2
2
1
''
0.65
-0.03
1053.97
1053.95
-6.75
1032.78
1026.03
27.91
30.38
0.07
76°
112°
141°
140°
133°
133°
135°
135°
136°
193°
196°
142.00
16.40
30.00
30.00
30.00
30.00
30.00
17.10
14.80
15.25
30.00
1
0
0
0
0
0
0
0
0
0
0
7
6
6
6
6
6
6
6
6
5
5
1
1
1
1
1
1
1
1
1
1
1
''
''
''
''
''
''
''
''
''
''
''
2.27
1.94
1.94
1.94
1.94
1.94
1.94
1.94
1.94
1.62
1.62
-0.57
-0.05
-0.09
-0.09
-0.09
-0.09
-0.09
-0.05
-0.08
-0.03
-0.06
1056.41
1055.84
1055.79
1055.70
1055.61
1055.52
1055.43
1055.34
1055.29
1055.20
1055.17
1055.10
-18.94
-3.39
-12.60
-10.10
-2.22
5.90
12.32
5.28
-1.63
-2.98
-3.96
1043.08
1024.13
1020.75
1008.15
998.05
995.83
1001.72
1014.05
1019.33
1017.70
1014.72
1010.76
31.71
35.04
47.55
57.56
59.69
53.70
41.29
35.95
37.50
40.45
44.34
32.28
35.66
48.26
58.36
60.58
54.69
42.37
37.08
38.71
41.69
45.65
0.26
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.18
0.18
Line E
d2
e2
Line F
T
f7
f7x
f6
f5
f4
f3
f2
f1
42
44x
f7
f7x
f6
f5
f4
f3
f2
f1
42
44x
43x
Terrain Elev.
(m)
-0.70 1010.63
-4.43 1006.20
-7.55
998.65
0.11
998.76
-0.38
998.38
-7.41
990.97
-11.76 979.21
-10.18 969.03
-10.71 958.32
Change in
Terrain Elev.
(m)
Velocity (m/s)
Length (m)
30.00
30.00
30.00
25.20
7.20
19.50
30.00
30.00
30.00
Static Pressure
(m)
Compass
(degrees)
154°
153°
163°
163°
168°
189°
158°
143°
142°
Dynamic
Pressure (m)
Reach
ad7 ad8
ad8 ad9
ad9 ad10
ad10ad11
ad11ad12
ad12ad13
ad13ad14
ad14ad15
ad15ad16
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
D-12
HYDRAULIC DESIGN FOR THE DISTRIBUTION NETWORK
Sabanetas, Marcala, La Paz
0
0
0
1
1
1
1
1
Velocity (m/s)
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
Static Pressure
(m)
30.00
30.00
9.60
11.00
Dynamic
Pressure (m)
139°
119°
119°
124°
Terrain Elev.
(m)
5
5
5
5
5
5
5
4
4
4
4
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Change in
Terrain Elev.
(m)
0
0
0
0
0
0
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
Piez. Elevation
(m)
Accm. # of
houses
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
HG-SCH40
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
PVC-RD26
Change in Piez.
Elev. (m)
Number of
Houses
30.00
30.00
7.80
8.10
30.00
43.50
29.80
23.99
29.80
29.80
29.90
29.70
29.70
29.70
29.90
29.90
29.90
29.80
29.80
21.47
18.23
29.80
29.80
29.80
29.60
29.80
7.70
9.30
29.80
29.80
27.20
29.80
29.80
29.80
29.80
29.80
29.80
29.80
22.20
29.80
29.80
19.50
29.80
19.90
29.80
29.80
17.40
14.70
9.00
29.80
30.40
29.80
17.80
Flow (gpm)
Type of Tubing
192°
192°
204°
193°
195°
168°
125°
124°
124°
125°
127°
114°
117°
114°
122°
127°
119°
119°
115°
113°
110°
111°
115°
111°
111°
122°
125°
143°
179°
182°
179°
106°
105°
112°
105°
118°
122°
116°
120°
119°
113°
100°
103°
108°
109°
100°
100°
98°
91°
99°
99°
99°
104°
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
''
1.62
1.62
1.62
1.62
1.62
1.62
1.62
1.30
1.30
1.30
1.30
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
-0.06
-0.06
-0.03
-0.02
-0.06
-0.09
-0.06
-0.03
-0.04
-0.04
-0.04
-0.02
-0.02
-0.02
-0.03
-0.03
-0.03
-0.02
-0.02
-0.02
-0.02
-0.02
-0.02
-0.02
-0.02
-0.02
-0.01
-0.01
-0.02
-0.02
-0.02
-0.02
-0.02
-0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1055.04
1054.97
1054.94
1054.93
1054.86
1054.77
1054.70
1054.67
1054.63
1054.58
1054.54
1054.52
1054.49
1054.47
1054.44
1054.42
1054.39
1054.37
1054.34
1054.32
1054.31
1054.28
1054.26
1054.23
1054.21
1054.18
1054.18
1054.16
1054.14
1054.11
1054.09
1054.06
1054.04
1054.01
1054.01
1054.01
1054.00
1054.00
1054.00
1054.00
1053.99
1053.99
1053.99
1053.98
1053.98
1053.98
1053.98
1053.97
1053.97
1053.97
1053.97
1053.96
1053.96
2.22
9.10
1.58
1.34
3.01
-9.23
-4.06
-2.44
-9.62
-1.82
-0.61
2.42
3.49
6.77
2.65
-0.22
0.13
0.22
-1.21
-3.94
-8.28
-5.60
-7.80
-0.26
-0.43
1.13
-0.69
-1.35
-8.75
-6.83
-6.66
-3.16
-2.42
0.52
0.78
-1.60
-4.19
-5.35
-4.20
-2.08
-1.47
-2.35
-10.96
-5.09
-0.69
-0.56
-0.13
1.58
3.49
2.12
6.06
4.15
3.47
1012.99
1022.09
1023.67
1025.01
1028.01
1018.78
1014.72
1012.28
1002.66
1000.84
1000.23
1002.65
1006.14
1012.91
1015.56
1015.34
1015.47
1015.69
1014.47
1010.53
1002.25
996.65
988.85
988.59
988.16
989.29
988.60
987.25
978.50
971.67
965.01
961.85
959.43
959.95
960.73
959.12
954.93
949.59
945.38
943.30
941.83
939.48
928.52
923.43
922.73
922.17
922.04
923.62
927.11
929.24
935.30
939.44
942.92
42.05
32.88
31.27
29.92
26.85
35.99
39.98
42.39
51.96
53.74
54.31
51.87
48.35
41.56
38.89
39.08
38.92
38.68
39.87
43.79
52.06
57.63
65.40
65.64
66.04
64.89
65.58
66.91
75.64
82.45
89.08
92.21
94.61
94.07
93.28
94.88
99.07
104.41
108.62
110.69
112.16
114.51
125.47
130.56
131.25
131.81
131.93
130.35
126.86
124.73
118.67
114.52
111.04
43.43
34.32
32.74
31.41
28.40
37.63
41.69
44.13
53.75
55.57
56.18
53.76
50.27
43.51
40.86
41.07
40.94
40.73
41.94
45.88
54.16
59.76
67.56
67.82
68.25
67.12
67.81
69.16
77.92
84.75
91.40
94.56
96.99
96.47
95.69
97.29
101.48
106.82
111.03
113.11
114.58
116.93
127.89
132.99
133.68
134.24
134.37
132.79
129.30
127.18
121.11
116.97
113.49
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.15
0.15
0.15
0.15
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
1/2''
1/2''
1/2''
1/2''
0.32
0.32
0.32
0.32
-0.04
-0.04
-0.01
-0.03
1052.38
1052.34
1052.30
1052.29
1052.26
6.07
3.83
0.60
0.11
1021.39
1027.46
1031.29
1031.89
1032.00
24.88
21.01
20.40
20.26
28.95
25.12
24.52
24.41
0.10
0.10
0.10
0.10
Nominal
Diameter
Length (m)
42x
41
40
39
38
g4
g5
g6
g7
g8
g9
g10
g11
g12
g13
g14
g15
g16
g17
g18
g19
g20
g21
g22
g23
g24
g25
g26
g27
g28
g29
g30
g31
g32
g33
g34
g35
g36
g37
g38
g39
g40
g41
g42
g43
g44
g45
g46
g47
g48
g49
g50
g51
Compass
(degrees)
Reach
43x
42x
41
40
39
38
g4
g5
g6
g7
g8
g9
g10
g11
g12
g13
g14
g15
g16
g17
g18
g19
g20
g21
g22
g23
g24
g25
g26
g27
g28
g29
g30
g31
g32
g33
g34
g35
g36
g37
g38
g39
g40
g41
g42
g43
g44
g45
g46
g47
g48
g49
g50
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Line J
10
j1
j2
j3
j1
j2
j3
j4
D-13
Earth Highway
5000
Water Collection
Point (Dam)
Distribution Line
Conduction Line
New House Construction Site
Participating Residence
4500
Non-Participating Residence
Unaccounted Residence
Public Building
House where water will not arrive
Cistern
with Pump
4000
Break Pressure Tank
Shutoff Valve
Storage Tank
atop Tower
3500
3000
2500
2000
4000
4500
5000
5500
D-14
6000
6500
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.
detalle de tubería y accesorios de la obra de toma
SABANETAS, MARCALA, LA PAZ
Descripción
tubería
tubo SCH-40 HG de 2"
tubo SCH-40 HG de 2"
Accesorios
Tapon HG de 2"
codos hg 2"x90°
tee HG de 2"
niple HG de 2" x 80"
union universal de 2"
valvula compuerta bronce 2"
Materiales de construcción
alambre de amarre calibre 20
anticorrosivo rojo protectivo
arena
cemento gris
cuartones de madera 1"x4"x10'
grava 3/4"
piedra
varilla hierro lisa 1/4 x 30'
varilla hierro corrugada 3/8 x 30'
PRESA
Unidad
Cantidad
P.U.
Total Lps Contribudor
lance
lance
1
1
410.00
410.00
410.00 SANAA
410.00 SANAA
820.00
c/u
c/u
c/u
c/u
c/u
c/u
2
5
1
1
1
1
25.00
23.50
15.00
323.60
67.00
130.00
50.00
117.50
15.00
323.60
67.00
130.00
703.10
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
lbs
1/4
m3
bolsa
piezas
m3
m3
c/u
c/u
5.00
0.50
2.50
35.00
1.50
5.00
3.50
10.00
15.00
6.50
198.00
400.00
70.00
18.30
300.00
150.00
14.00
34.00
32.50
99.00
1000.00
2450.00
27.45
1500.00
525.00
140.00
510.00
6283.95
SANAA
SANAA
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
SANAA
SANAA
total tubería
total accesorios
total materiales
TOTAL
E-1
820.00
703.10
6283.95
7807.05
detalle de tuberia y accesorios de la linea de conducción e impulsión
SABANETAS, MARCALA, LA PAZ
descripcion
Tuberia obra de toma al tanque
tubo SCH-40 HG DE 1 1/2"
tubo SCH-40 HG DE 2"
tubo PVC RD-26 DE 1 1/2"
tubo PVC RD-26 DE 2"
accesorios
adaptador H pvc 2" LxR
adaptador H pvc 1 1/2" LxR
adaptador M pvc 2" LxR
adaptador M pvc 1 1/2" LxR
reductor PVC de 2" x 1 1/2"
niple hg 1" x 80" Long.
niple hg 1" x 10" long.
niple hg 1/2" x 12" Long.
tee hg de 1 1/2"
tee hg de 2"
Buje HG de 1" x 2"
buje HG de 1 1/2" x 1"
buje HG de 2" x 1/ 2"
valv. Comp. Br. 1"
valv. Comp. Br. 1/2"
valv. de aire 1/2"
pegamento para pvc
pintura anitcorisivo
unidad
lance
lance
lance
lance
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
1/1
1/4
cantidad
2
20
71
390
17
2
2
2
1
2
2
2
1
2
1
1
1
2
1
1
3
1
total accesorios
total tuberia
gran total
E-2
p.u.
total Lps. Contribudor
333.00
410.00
72.80
100.80
666.00
8200.00
5168.80
39312.00
53346.80
SANAA
SANAA
SANAA
SANAA
16.50
8.00
12.00
7.80
10.00
95.00
17.65
11.70
24.00
25.00
11.00
9.50
14.50
50.00
24.00
1200.00
598.00
198.00
Lps.
Lps.
Lps.
280.50
16.00
24.00
15.60
10.00
190.00
35.30
23.40
24.00
50.00
11.00
9.50
14.50
100.00
24.00
1200.00
1794.00
198.00
4019.80
53346.80
57366.60
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
detalle del tanque de conservación de 5,000 galones
SABANETAS, MARCALA, LA PAZ
descripcion
TUBERIA Y ACCESORIOS
REBOSE Y LIMPIEZA
Adaptador M. De 2"
niple HG de 2" x 80"
codos hg 2"x90°
VENTILACION
codo hg de 2" x 90º
niples hg 2"x10"Long
niples hg 2"x4" Long
pascon de 2"
ENTRADA
tubo SCH-40 HG de 1 1/2"
tee HG de 1 1/2"
union universal de 1 1/2"
valvula compuerta bronce 1 1/2"
codos hg 1 1/2"x90°
HIPOCLORADOR
tubo hg de 1/2"
codo hg de 1/2" x 90º
valvula compuerta de 1/2"
buje hg de 1" x 1/2"
llave spita
union universal de 1/2"
SALIDA
tubo SCH-40 HG de 2"
Adaptador M. De 2"
valvula compuerta bronce 2"
union universal de 2"
codos hg 2"x90°
Medidor
Válvula check
Total Tuberia Y Accesorios
Materiales de construccion
alambre de amarre calibre 20
anti corrosivo rojo protecto
arena
cemento gris
cuartones de madera 2"x4"x10'
cuartones de madera 1"x4"x12'
grava 3/4"
ladrillo rafon
madera 1"x12"x14"
manzonite
piedra
varilla hierro corrugada 1/2" x 30'
varilla hierro corrugada 3/8 x 30'
varrilla hierro lisa 1/4 x 30'
unidad
cantidad
p.u.
total Lps. Contribudor
uni
uni
uni
1
1
1
12.00
323.60
23.50
12.00 SANAA
323.60 SANAA
23.50 SANAA
uni
uni
uni
uni
2
1
1
1
58.00
40.45
22.00
100.00
116.00
40.45
22.00
100.00
SANAA
SANAA
SANAA
SANAA
lance
uni
uni
uni
uni
1
1
1
1
3
333.00
9.00
47.00
75.00
10.50
333.00
9.00
47.00
75.00
31.50
SANAA
SANAA
SANAA
SANAA
SANAA
lance
uni
uni
uni
uni
uni
1
3
1
1
1
1
74.00
3.00
23.90
5.00
17.00
16.00
74.00
9.00
23.90
5.00
17.00
16.00
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
lance
uni
uni
uni
uni
uni
uni
1
1
1
1
4
1
2
410.00
12.00
130.00
67.00
23.50
410.00
12.00
130.00
67.00
94.00
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
1990.95
lbs
1/4
m3
bolsa
piezas
piezas
m3
millar
piezas
pliegos
m3
c/u
c/u
c/u
E-3
60
6.50
1
198.00
10
300.00
105
70.00
21
38.60
18
19.30
5
300.00
1800
2.50
15
81.20
1
85.00
7
150.00
0
60.00
44
34.00
44
14.00
total material const Lps.
total tuberia y acc. Lps.
gran total
Lps.
390.00
198.00
3000.00
7350.00
810.60
347.40
1500.00
4500.00
1218.00
85.00
1050.00
0.00
1496.00
616.00
22561.00
1990.95
24551.95
SANAA
SANAA
Sabanetas
SANAA
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
SANAA
SANAA
SANAA
detalle del tanque de distribución de 3,000 galones
SABANETAS, MARCALA, LA PAZ
descripcion
TUBERIA Y ACCESORIOS
REBOSE Y LIMPIEZA
Adaptador M. De 3"
niple HG de 3" x 80"
codos hg 3"x90°
VENTILACION
codo hg de 2" x 90º
niples hg 2"x10"Long
niples hg 2"x4" Long
pascon de 2"
ENTRADA
tubo SCH-40 HG de 2"
tee HG de 2"
union universal de 2"
valvula compuerta bronce 2"
codos hg 2"x90°
HIPOCLORADOR
tubo hg de 1/2"
codo hg de 1/2" x 90º
valvula compuerta de 1/2"
buje hg de 1" x 1/2"
llave spita
union universal de 1/2"
SALIDA
tubo SCH-40 HG de 3"
Adaptador M. De 3"
valvula compuerta bronce 3"
union universal de 3"
codos hg 3"x90°
Total Tuberia Y Accesorios
Materiales de construccion
alambre de amarre calibre 20
anti corrosivo rojo protecto
arena
cemento gris
cuartones de madera 2"x4"x10'
cuartones de madera 1"x4"x12'
grava 3/4"
ladrillo rafon
madera 1"x12"x14"
manzonite
piedra
varilla hierro corrugada 1/2" x 30'
varilla hierro corrugada 3/8 x 30'
varrilla hierro lisa 1/4 x 30'
unidad
cantidad
p.u.
total Lps. Contribudor
uni
uni
uni
1.00
1.00
1.00
28.00
430.00
58.00
28.00 SANAA
430.00 SANAA
58.00 SANAA
uni
uni
uni
uni
2.00
1.00
1.00
1.00
58.00
40.45
22.00
100.00
116.00
40.45
22.00
100.00
SANAA
SANAA
SANAA
SANAA
lance
uni
uni
uni
uni
1.00
1.00
1.00
1.00
3.00
410.00
15.00
67.00
130.00
23.50
410.00
15.00
67.00
130.00
70.50
SANAA
SANAA
SANAA
SANAA
SANAA
lance
uni
uni
uni
uni
uni
1.00
3.00
1.00
1.00
1.00
1.00
74.00
3.00
23.90
5.00
17.00
16.00
74.00
9.00
23.90
5.00
17.00
16.00
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
lance
uni
uni
uni
uni
1.00
1.00
1.00
1.00
1.00
698.00
28.00
220.00
242.00
58.00
698.00
28.00
220.00
242.00
58.00
2877.85
SANAA
SANAA
SANAA
SANAA
SANAA
40
6.50
1
198.00
7
300.00
65
70.00
18
38.60
15
19.30
5
300.00
1200
2.50
15
81.20
1
85.00
5
150.00
0
60.00
30
34.00
27
14.00
total material const Lps.
total tuberia y acc. Lps.
gran total
Lps.
260.00
198.00
2100.00
4550.00
694.80
289.50
1500.00
3000.00
1218.00
85.00
750.00
0.00
1020.00
378.00
16043.30
2877.85
18921.15
SANAA
SANAA
Sabanetas
SANAA
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
SANAA
SANAA
SANAA
lbs
1/4
m3
bolsa
piezas
piezas
m3
millar
piezas
pliegos
m3
c/u
c/u
c/u
E-4
detalle de tuberia y accesorios Red de distribución
SABANETAS, MARCALA, LA PAZ
descripcion
tuberias
tubo SCH-40 HG de 1/2"
tubo SCH-40 HG de 1"
tubo SCH-40 HG de 1 1/2"
tubo PVC RD-26 DE 1/2"
tubo PVC RD-26 DE 1"
tubo PVC RD-26 DE 1 1/2"
tubo PVC RD-26 DE 2"
accesorios
adapt. H PVC 1/2"
adaptador H pvc 1" LxR
adaptador H pvc 1 1/2" LxR
reductor PVC de 1 1/2" x 1"
reductor PVC de 2" x 1/2"
reductor PVC de 2" x 1 1/2"
reductor PVC de 3" x 1 1/2"
reductor PVC de 3" x 2"
Tee PVC de 1"
Tee PVC de 1 1/2"
Tee PVC de 2"
Tee PVC de 3"
Codo HG 1" x 90
Codo PVC 1" x 90
Codo PVC 1 1/2" x 90
niple hg 1 1/2" x 5" Long.
union universal de 1 1/2"
valvula compuerta bronce 1 1/2"
pintura anitcorisivo
pegamento para pvc
unidad
lance
lance
lance
lance
lance
lance
lance
uni
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
c/u
1/4
1/1
cantidad
3
13
8
33
755
229
64
2
13
8
7
1
2
1
1
7
4
2
1
1
3
2
9
3
3
1
7
total accesorios
total tuberia
gran total
E-5
p.u.
total Lps. Contribudor
106.40
208.00
333.00
32.50
39.20
72.80
100.80
319.20
2704.00
2664.00
1072.50
29596.00
16671.20
6451.20
59478.10
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
2.00
5.50
8.00
11.00
10.00
13.00
31.50
30.00
8.50
16.00
24.00
104.50
8.00
6.50
13.75
12.30
47.00
75.00
198.00
598.00
Lps
Lps.
Lps
4.00
71.50
64.00
77.00
10.00
26.00
31.50
30.00
59.50
64.00
48.00
104.50
8.00
19.50
27.50
110.70
141.00
225.00
198.00
4186.00
5505.70
59478.10
64983.80
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
detalle de tuberia y accesorios de las conexiones domiciliarias
SABANETAS, MARCALA, LA PAZ
No. CASAS 61
Descripcion
Unidad
Cantidad
P.U.
Total Lps Contribudor
Tuberia
Tub. HG 1/2" SHC-40
Tub. PVC 1/2" RD-13.5
Accesorios
adapt. H PVC 1/2"
reductor pvc 2" x 1/2"
reductor pvc 1" x 1/2"
camisa hg de 1/2"
codo hg de 1/2" x 90
llave spita de 1/2"
tee pvc de 2"
tee pvc de 1"
union universal hg de 1/2"
valvula comp. Br. 1/2"
Materiales
alambre de amarre
anticorrosivo rojo protecto
arena
grava
cemento gris
hoja de segueta 12"
lija de agua #80
pegamento para pvc
varilla de hierro lisa 1/4"x30'
lance
lance
21
122
89.60
32.50
1,881.60 SANAA
3,965.00 SANAA
5,846.60
uni
uni
uni
uni
uni
uni
uni
uni
uni
uni
183
3
40
61
122
61
3
40
61
61
1.75
10.00
5.80
2.60
3.00
17.00
24.00
6.50
16.00
23.90
320.25
30.00
232.00
158.60
366.00
1,037.00
72.00
260.00
976.00
1,457.90
4,909.75
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
4
6.00
2
198.00
2
200.00
1
200.00
20
67.00
2
15.00
2
6.00
1
598.00
40
11.50
total materiales const. Lps
total tuberia
Lps
total accesorios
Lps
gran total
Lps
24.00
396.00
457.50
219.60
1,348.71
30.00
12.00
598.00
455.98
3,541.79
5,846.60
4,909.75
14,298.14
SANAA
SANAA
Sabanetas
Sabanetas
SANAA
SANAA
SANAA
SANAA
SANAA
lbs
1/4
m3
m3
bolsa
c/u
pliego
1/4
c/u
E-6
detalle de materiales de tanque rompe carga 1
SABANETAS, MARCALA, LA PAZ
Cantidad de este tipo de rompecarga
Descripcion
Unidad
Cantidad
P.U.
Total Lps Contribudor
ENTRADA
niple HG de 1" x 40"
uni
2
70.50
141.00 SANAA
niple HG de 1" x 10"
uni
6
17.65
105.90 SANAA
codos hg 1"x90°
uni
6
8.00
48.00 SANAA
Adaptador M. De 1"
uni
2
4.70
9.40 SANAA
SALIDA
niple HG de 1" x 40"
uni
2
70.50
141.00 SANAA
niple HG de 1" x 10"
uni
4
17.65
70.60 SANAA
Adaptador M. De 1"
uni
2
4.70
9.40 SANAA
union universal de 1"
uni
2
25.00
50.00 SANAA
valvula compuerta bronce 1"
uni
2
50.00
100.00 SANAA
LIMPIEZA Y REBOSE
niple HG de 1" x 40"
uni
4
70.50
282.00 SANAA
niple HG de 1" x 10"
uni
8
17.65
141.20 SANAA
codos hg 1"x90°
uni
8
8.00
64.00 SANAA
Tapon HG de 1"
uni
2
8.00
16.00 SANAA
SUB TOTAL
1178.50
MATERIALES DE CONSTRUCCION
ladrillo rafón
uni
cemento gris
bolsa
grava
m3
arena
m3
varilla lisa de 1/4" x 30'
lance
varilla corrugada de 3/8" x 30'
lance
alambre de amarre
libras
E-7
500
20
0.6
1.4
22
8
10
2.50
70.00
400.00
400.00
14.00
34.00
6.50
1250.00
1400.00
240.00
560.00
308.00
272.00
65.00
total materiales const. Lps
total accesorios
Lps
gran total
Lps
4095.00
1178.50
5273.50
Sabanetas
SANAA
Sabanetas
Sabanetas
SANAA
SANAA
SANAA
PRESUPUESTO DE CONSTRUCCION DEL SISTEMA DE ABASTECIMIENTO DE AGUA POTABLE
SABANETAS, MARCALA, LA PAZ
DESCRIPCION
UNIDAD CANTIDADP.U
INGENIERIA Y ADMINISTRACION
estudio
a. Inspeccion y aforos
global
b. Levantamiento topografico
kms
c. Calculo topografico
kms
d. Dibujo
kms
e. Diseño y calculos hidraulicos
kms
f. Revision de diseño
global
g. Copias heliograficas
global
1
10.8
10.8
8.6
8.6
1
1
TOTAL
800.00
1000.00
70.00
500.00
2000.00
1500.00
400.00
sub total
admon central
total Lps
2 ejecusión
a. Ingeniero jefe
b. Ingeniero encargado
c. Administrador
d. Secretaria
e. Aseadora
f. Jefe de control de vehiculos
g. Gastos de oficina
h. Mant vehiculos y combustible
i. Viaticos
j. Equipo y herramientas
k. Conserje
mes
mes
mes
mes
mes
mes
mes
mes
mes
mes
mes
0.2
2
0.2
0.1
0.4
0.3
0.05
0.3
1.5
1.5
0.1
total Lps.
800.00
10800.00
756.00
4300.00
17200.00
1500.00
400.00
Contribudor
Cuerpo de Paz
Cuerpo de Paz
Cuerpo de Paz
Cuerpo de Paz
Cuerpo de Paz
Cuerpo de Paz
Cuerpo de Paz
35756.00
6675.24 Cuerpo de Paz
42431.24
18000.00
14800.00
6000.00
3000.00
1600.00
2700.00
500.00
13000.00
4000.00
800.00
1800.00
3600.00
29600.00
1200.00
300.00
640.00
810.00
25.00
3900.00
6000.00
1200.00
180.00
47455.00
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
SANAA
300.00
236.40
132.00
450.00
450.00
57.60
420.00
150.00
150.00
7807.05
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
OBRA DE TOMA
Replanteo y nivelacion
Excavacion
Emplantillado
Repello
Afinado
Relleno y compactacion
Instalacion de tuberia y acc
Instalacion de rejilla
Limpieza
global
m3
M2
m2
m2
M3
ml
c/u
global
1
300.00
5.91
40.00
2.75
48.00
30
15.00
30
15.00
3.2
18.00
12
35.00
1
150.00
1
150.00
Suministro de tuberia y acc
sub total
%ejecucion
3% imprevist
total
E-8
10153.05
1377.32
345.91
11876.28
LINEA DE CONDUCCION
DESCRIPCION
UNIDAD CANTIDAD
P.U.
Limpieza
ml
2623
0.50
Excavacion
m3
419.68
60.00
Instalacion de tuberia
global
1
1152.00
Instal.valvula de aire 1/2"
c/u
1
30.00
Instalacion de valvula de limpieza
c/u
2
30.00
Aterrado
m3
419.68
40.00
Prueba de desinfeccion
km
2.62
200.00
Cruces de rio y anclajes
c/u
6
30.00
Transpoprte tub y acc
lbs
0.60
Tanque Rompecarga (mano de obra)
c/u
0
800.00
Suministro de tuberia y acc
Tanques Rompecargas
sub total
%ejecucion
3% imprevist
total
TOTAL
1311.50
25180.80
1152.00
30.00
60.00
16787.20
524.60
180.00
0.00
0.00
57366.60
0.00
Contribudor
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
102592.70
13917.29
3495.30
120005.29
TANQUE DE CONSERVACION
DESCRIPCION
Hipoclorador
Limpieza del sitio
Excavacion
Cimentacion de manposteria
Ladrillo de piso reforzado
Paredes de ladrillo reforzado
Repello exterior e interior
Afinado pared interior
Instalacion de tuberia y acc
Caja de valvulas
Acera perimetral
Techo losa de concreto
UNIDAD CANTIDAD
P.U.
TOTAL
c/u
1
600.00
600.00
global
1
200.00
200.00
m3
17
45.00
765.00
m3
17
80.00
1360.00
m2
29
40.00
1160.00
m2
59
50.00
2950.00
m2
59
8.00
472.00
m2
59
8.00
472.00
global
1
450.00
450.00
c/u
2
150.00
300.00
m2
10.2
60.00
612.00
m2
30
220.00
6600.00
Suministro tuberia,acc,mater 24551.95
constr
sub total
%ejecucion
3% imprevist
total
E-9
40492.95
5493.10
1379.58
47365.63
Contribudor
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
TANQUE DE DISTRIBUCION
DESCRIPCION
UNIDAD CANTIDAD
Limpieza del sitio
global
1
Excavacion
m3
17
Cimentacion de manposteria
m3
17
Ladrillo de piso reforzado
m2
29
Paredes de ladrillo reforzado
m2
59
Repello exterior e interior
m2
59
Afinado pared interior
m2
59
Instalacion de tuberia y acc
global
1
Caja de valvulas
c/u
2
Acera perimetral
m2
10.2
Techo losa de concreto
m2
30
Suministro tuberia,acc,mater constr
P.U.
200.00
45.00
80.00
40.00
50.00
8.00
8.00
450.00
150.00
60.00
220.00
sub total
%ejecucion
3% imprevist
total
TOTAL
200.00
765.00
1360.00
1160.00
2950.00
472.00
472.00
450.00
300.00
612.00
6600.00
18921.15
Contribudor
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
34262.15
4647.86
1167.30
40077.31
RED DE DISTRIBUCION
DESCRIPCION
Tanque rompecarga (mano de obra)
Limpieza
Excavacion
Inst. tuberia y accesorios
Aterrado
Caja valvulas
Prueba y desinfeccion
Cruces rios y anclajes
Trans. Tuberia y materiales
UNIDAD CANTIDADP.U.
TOTAL
c/u
2
480.00
960.00
ml
6006
0.50
3,003.00
m3
961
40.00 38,438.40
global
1
3753.00
3,753.00
m3
961
20.00 19,219.20
c/u
3
150.00
450.00
km
6.006
200.00
1,201.20
c/u
1
600.00
600.00
lbs
0.60
0.00
Suministro tuberia,acc,materiales
64983.80
Tanque rompecarga
5273.50
sub total
%ejecucion
3% imprevist
total
Contribudor
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
Sabanetas
137,882.10
18,704.50
4,697.60
161,284.20
CONEXIONES DOMICILIARIAS
DESCRIPCION
Instalacion
Excavacion
Aterrado
Transporte
UNIDAD CANTIDAD
P.U.
c/u
61
31.20
m3
132
45.00
m3
132
17.50
lbs
0.50
Tuberia y accesorios
sub total
%ejecucion
3% imprevist
total
E-10
TOTAL
1,903.20
5,929.20
2,305.80
0.00
14298.14
24,436.34
3,314.93
832.54
28,583.80
Contribudor
Sabanetas
Sabanetas
Sabanetas
Sabanetas
PRESUPUESTO DE PROYECTO DE AGUA POTABLE PARA
SABANETAS, MARCALA, LA PAZ
ETAPA
INGENIERIA Y ADMINISTRACION
ESTUDIO
ADMINISTRACION CENTRAL
SUB TOTAL
TOTAL
Lps.
Lps.
Lps.
CONSTRUCCION
OBRA DE TOMA
LINEA CONDUCCION
TANQUE CONSERVACION 5000 GLS
TANQUE DISTRIBUCION 3000 GLS
RED DE DISTRIBUCION
CONEXIONES DOMICILIARIAS
LETRINAS
Lps.
11876.28
Lps. 120005.29
Lps.
47365.63
Lps.
40077.31
Lps. 161,284.20
Lps. 28,583.80
Lps.
0.00
SUB TOTAL
Lps. 409,192.51
PRESUPUESTO TOTAL
Lps. 451,623.75
35,756.00
6675.24
42,431.24
Contribudor Total Lps 3% imprevist
Sabanetas
186994.95
5609.85 192,604.80
Cuerpo de Paz
42431.24
0.00 42,431.24
SANAA
210279.34
6308.38 216,587.72
PRESUPUESTO TOTAL
Lps. 451,623.75
E-11
42.6%
9.4%
48.0%