document 525 pre-implementation report chapter: … · president zachary mueller...

Document 525

PRE-IMPLEMENTATION REPORT

CHAPTER: University of Texas at San Antonio

COUNTRY: Peru

COMMUNITY: Viña Vieja

PROJECT: Viña Vieja Water System

PREPARED BY

Francisco Balandrano

Timothy Hayes

Diego A. Gonzalez

Steven Byers

Jessica George

Adam Bazar

Zach Mueller

John Joseph, Ph. D.

Dustin Vasquez

Rodrigo Zertuche

May 20th

, 2012

ENGINEERS WITHOUT BORDERS-USA

www.ewb-usa.org

Document 525 - Pre-Implementation Report Rev. 05-2012

EWB - University of Texas at San Antonio

Viña Vieja, Peru

Viña Vieja Water System

© 2005 Engineers Without Borders - USA. All Rights Reserved. Page 1 of 58

Table of Contents Part 1 – Administrative Information ....................................................................................... 2-9

Part 2 – Technical Information ............................................................................................ 10-26

Appendix ................................................................................................................................. 27-57



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Pre-Implementation Report Part 1 – Administrative

Information

1.0 Contact Information

Project Title Name Email Phone Organization

Name

Project Lead Francisco

Balandrano

[email protected]

(210) 425-

9263

EWB-

UTSA

President Zachary

Mueller

[email protected]

(210) 595-

0070

EWB-

UTSA

Mentor #1 Dr John

Joseph

[email protected] (210) 843-

2378

EWB-

UTSA

Mentor #2 Dr AnnMarie

Spexet


0836

EWB-

USA

Faculty Advisor Dr Heather

Shipley


7926

EWB-

UTSA

Health and Safety

Officer

Steven Byers [email protected] (210) 725-

5715

EWB-

UTSA

Health and Safety

Officer

Dustin

Vasquez


6015

EWB-

UTSA

NGO Contact Iliana Diaz [email protected]

(210) 834-

0477

Texas Partners

of the

Americas

2.0 Travel History

Dates of Travel Assessment or

Implementation Description of Trip

July 6-13, 2010 Assessment Initial contact with the community. Assessed the

community needs. March 12-20, 2012 Assessment Assessed the need for a water distribution

system. Conducted household surveys, carried

out water tests, took elevations surveys, obtained

GPS data, signed MOU with the community,

located supplies, and met with local officials.



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3.0 Travel Team (Should be 8 or fewer):

# Name E-mail Phone Chapter Student or

Professional

1 Dr John Joseph [email protected] (210) 843-

2378

EWB-

UTSA

Professional

2 Dr AnnMarie

Spexet


0836

EWB-

USA

Professional

3 Francisco

Balandrano

[email protected]

(210) 425-

9263

EWB-

UTSA

Student

4 Steven Byers [email protected]

(210) 725-

5715

EWB-

UTSA

Student

5 Dustin Vasquez [email protected] (281) 684-

6015

EWB-

UTSA

Student

6 Timothy Hayes [email protected] (210) 380-

1175

EWB-

UTSA

Student

7 Diego A.

Gonzalez


9360

EWB-

UTSA

Student

8 Adam Bazar [email protected] (210) 383-

3954

EWB-

UTSA

Student

4.0 Health and Safety

The travel team will follow the site-specific HASP that has been prepared for this

implementation trip and has been submitted as a standalone document along with this pre-trip

report.

5.0 Budget

5.1 Project Budget

Project City/Region and Country: Viña Vieja, Ica, Peru

EWB-USA Chapter: University of Texas at San Antonio

Year: 2012

Trips Planned: 1

Planned Month for Trip: August

Trip type: I= Implementation



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Direct Costs Project Budget Total Budget

Travel

Airfare $1250 * 8 Tickets $10,000

Gas $28.50 * 22 Days $650

Rental Vehicle $0

Driver $57.00 * 22 Days $1250

Misc. $0

Sub-Total $0 $11,900

Travel Logistics

Exit Fees/ Visas $0

Inoculations $300 * 4 people $1,200

Insurance $2.50/day/person $285

Licenses & Fees $0

Medical Exams $0

Passport Issuance $200 per passport $600

Misc. $0

Sub-Total $0 $2,085

Food & Lodging

Lodging $0

Food & Beverage (Non-alcoholic) $8/person/day $1,056

Misc. $0

Sub-Total $0 $1,056

Labor

In-Country logistical support $0

Local Skilled labor $0

Misc. $0

Sub-Total $0 $0

EWB-USA

Program QA/QC(1) $1,000 $1,000

Sub-Total $1,000 $1,000

Project Materials & Equipment

Piping 5.5 km (2”, 3”) $9,860

Foundations Contractor $2,500

Pumps 2 cent, 1 sub $1,000

Valves 20 $170

Tanks 4 $11,120




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Misc.

Report Preparation $0

Advertising & Marketing $0

Postage & Delivery $0

Misc. $0

Sub-Total $0 $0

TOTAL $0 $40,691

EWB-USA National office use:

Indirect Costs

EWB-USA

Program Infrastructure(1) $0 $0

Sub-Total $0 $0

TOTAL $0 $0

Note (1): These rows are calculated automatically based on type of trip.

Non-Budget Items:

Additional Contributions to Project Costs

Community

Labor $0

Materials $0

Logistics $0

Cash $0

Other $0

Sub-Total $0 $0

EWB-USA Professional Service In-Kind

Professional Service Hours 360 hours

Hours converted to $$(1) $100 $36,000


GRAND TOTAL (Project cost) $0 $76,691



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Funds Raised for Project by Source

Actual Raised to Date

Source and Amount

Engineering Societies $0

Corporations $0

University $3,200

Rotary $0

Grants - Government $0

Grants - Foundation/Trusts $500

Grants - EWB-USA program $0

Other Nonprofits $0

Individuals $750

Special Events $450

Misc. $0

$0

Total $0 $4,900

5.1 Donors and Funding

Donor Name Type Account Kept

at EWB-USA?

Amount

UTSA College of

Engineering

Institute No $3,200

UTSA Family Association

and Parent Council

Association No $500

Jessica George, Timothy

Hayes & Adam Bazar

In-Kind No $750

EWB UTSA - Fundraising

Events

Organization No $450

Total Amount Raised: $4900

6.0 Project Discipline(s):

Water Supply

____ Source Development

√ Water Storage

√ Water Distribution

√ Water Treatment

√ Water Pump

Civil Works

____ Roads

____ Drainage

____ Dams

Energy

____ Fuel

____ Electricity



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Sanitation

____ Latrine

____ Gray Water System

____ Black Water System

Structures

____ Bridge

____ Building

Agriculture

____ Irrigation Pump

____ Irrigation Line

____ Water Storage

____ Soil Improvement

____ Fish Farm

____ Crop Processing Equipment

Information Systems

____ Computer Service

7.0 Project Location Longitude: 13

°28

' 52

'' S

Latitude: 76°0

' 55

'' W

8.0 Project Impact

Number of persons directly affected: 500

Number of persons indirectly affected: 500

9.0 Professional Mentor Resume

John F. Joseph, P.E., Ph.D.

(210) 843-2378

[email protected]

Primary Career Goal:

Provide expertise to communities who may be egregiously affected by environmental

injustice, when such communities want such support. The support is to include an

exchange of perspectives, in which I gain understanding of the community’s viewpoints

and the community gains understanding of my technical knowledge.

Education:

Ph.D. Environmental Science and Engineering, University of Texas at San Antonio,

2011. Dissertation, Preliminaries to Watershed Instrumentation System Design, provides

a basis for proving and predicting the movement of contaminants through watersheds of

communities that may be affected, particularly the Ecuadoran Cofan community, whom I

visited while developing the dissertation proposal.

mailto:[email protected]



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M.S. Environmental Engineering, University of North Carolina at Chapel Hill, 1990.

Thesis, Queuing Theory Applied to Standpost Design, develops and applies Markovian

matrices to determine expected waiting line lengths for drawing water in rural and peri-

urban areas of the developing world, and to recommend revisions to the World Health

Organization standards for standpost design. Thesis won first place in a national

competition to receive the James M. Montgomery/Association of Environmental

Engineering Professors Master’s Thesis Award.

B.S. Civil Engineering, University of Texas at Austin, 1985.

Recipient of Kenneth Howard Academic Excellence scholarship. Graduated with

Honors.

M.A. Pastoral Ministry, Oblate School of Theology in San Antonio, Texas, 2000.

This degree helped me to appreciate various cultures, and to communicate within various

cultural contexts.

Teaching Experience:

Instructor, Fall ’11, EGR 2323 Applied Engineering Analysis I, University of Texas at San

Antonio.

Instructor, Fall ’09 and Spring ’09, CE 2633 Introduction to Environmental Engineering,

University of Texas at San Antonio.

Instructor/Education Skills Specialist II, 1998-2004, various remedial math courses, Alamo

Community College District, San Antonio, Texas.

Instructor, Spring ’92 and Spring ’93, CE 4643 Air Pollution and Industrial Hygiene, University

of Texas at San Antonio.

Relevant Research Experience:

Research Assistant, August ’85 – Dec ’86, University of North Carolina at Chapel Hill. Work

included statistical analysis of demographic, hygiene, and sanitation data in rural Malawi. Work

also included an examination of water use patterns in peri-urban Tegucigalpa, Honduras, with a

two-week field visit.

Relevant Work Experience

Engineer-in-Training, Aug. ’87 – Aug. ’90, Wright-Pierce Engineers, Topsham, Maine.

Reviewed shop drawings for compliance with specifications; design of pumps, piping, and

chemical feed systems for 4 million gallon per day water treatment facility, subject to

approval/modification by project engineer; distribution system modeling for water utility master

plans.

District Area Engineer, July ‘05 – June ’08, BexarMet Water District, San Antonio, Texas.

Actually, I was in training for the first few months of this time period, and did not become a



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District Area Engineer until later in ’05. Responsible for up to approximately 20 projects

simultaneously, mostly water main projects, but also storage tanks, pumping stations, well

capacity testing, and treatment facilities, and other projects.

Publications:

Joseph, J., and H. Sharif, 2009. Preliminaries to Assessing the Quality of SWAT Parameter

Confidence Intervals, 2009 International SWAT Conference Proceedings, Texas Water Resource

Institute Technical Report No. 356, 116-123.

Joseph, J. and H. Sharif, et al, 2011. Synthesis of Hydrologic and Hydraulic Impacts, Technical

Report TxDOT Project 0-6671, Texas Department of Transportation.

Several articles now under review by a variety of peer-reviewed journals.

Miscellaneous:

Excellence in Teaching Nominee, 2011, University of Texas at San Antonio.

University Teaching Fellow, 2009-2010 Academic Year, University of Texas at San Antonio.

The 2010 Outstanding Graduate Student for the College of Engineering, University of Texas at

San Antonio.

Licensed civil engineer since 1990.

One year (1995-1996) of living in rural Oaxaca, Mexico, has proven helpful in developing

appreciation for other cultures.



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Pre-Implementation Report Part 2 – Technical Information

1.0 INTRODUCTION

The purpose of this document is to present the design for a ground water storage and distribution

system to be built for Viña Vieja, Peru by EWB-UTSA members. This system aims to improve

the lifestyle of the community members through better access to clean drinking water. The

construction of this system is only the first step in a multiyear commitment by EWB-UTSA with

the overall goal of sustainably improving the lives of the members of the Viña Vieja community.

After two assessment trips and conducting an analysis of alternative solutions, the team has

found a ground water based system to be the most appropriate solution. This solution calls for

the installation of a submersible pump in a well located easily accessible by the community and

to which the community members have contractual rights. The submersible pump will feed water

into three 10,000L storage tanks near the well and a booster pump will pump some water further

uphill, to two additional 10,000 L water tank. When the booster pump is off, water pressure will

be achieved through gravity for homes above the well's evaluation; gravity will provide water

pressure at all times for homes at lower elevations than the well and three primary storage tanks.

There are to be approximately 5.5 kilometers of piping in the proposed system, with larger main

pipelines running along the length of the community and a few branching pipelines intended to

provide for small subsections not located on the main road. The system will provide water to

each home through individual taps. Most homes are currently provided with its own tap, thus our

system is designed to match that level of convenience; however, the water quality from the

current system is poor and water access from those taps is unreliable and controlled by

individuals outside of the community. Further detail of this design and its analysis is provided

later in this report.

2.0 PROGRAM BACKGROUND

Viña Vieja is a small rural community, home to around ninety families, in the southwest region

of Peru. In 2007, two consecutive earthquakes struck Viña Vieja and caused severe structural

damage in the community. Since that same year, Texas Partners of the Americas, a non-

governmental organization based in San Antonio, has supported the community in areas from

education to health and safety by reconstructing the school, reopening the health clinic, and

building a communal kitchen. The EWB-UTSA student chapter was approached by Texas

Partners of the Americas in 2010 to assist with the water situation.

Currently, there is no central water supply in Viña Vieja; therefore families obtain their water

from different unreliable sources which have shown traces of water contamination. During the

first assessment trip, the EWB-UTSA team was able to initiate a relationship with the

community and gather significant information about a particular agricultural well ceded to the

community for a period of one year. The members of the community were very friendly with the



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team and expressed their support for the project. The travel team was able to collect maps and

GPS coordinates during the trip as well. Unfortunately, the contract of the previously analyzed

well was not renewed and the community lost the rights to use that specific well.

After the previous contract expired, a new agreement of use for a different well was issued to the

community for a length of ten years starting in May 2011. The well agreement includes a

possibility of renewal at the end of the determined period; also, as established in the Peruvian

laws, after five years of constant use the water well will automatically belong to the community.

Having the property rights of the well resolved, EWB-UTSA plans to use this well, called “Pozo

de Manuel”, located in a suitable area of Viña Vieja, to provide continuous and sustainable water

to the community.

The team made a more recent assessment trip to Viña Vieja in March 2012. On this trip, the team

was able to collect all the necessary water data from the new well, as well as inspect key areas

the team expects to use for the implementation of the water distribution system. Another

important accomplishment from this trip was the discussion with the community members. The

team was able to sit down with many of the community members to discuss what their greatest

needs are, what options we see available to solving their water needs, EWB-UTSA's continued

commitment to their community, and even expected costs to them for ongoing use and

maintenance of the expected system.

Since the team's return, the team looked through all of their notes, pictures, and data from the

assessment trip and debated between various alternative systems. A rainwater system was

deemed improbable due to the low amount of rainfall throughout the year in the community. A

surface water system was determined to be also unreliable because of the large differences in

water levels of the Matagente River between wet and dry seasons, as well as the lower

cleanliness of water from the river. The team ultimately landed upon a ground water sourced

system, provided by the contracted well, for its convenience, water quality, ease of access, and

moderate cost. For the chosen solution, as well as for many of the other alternatives discussed,

maintenance and operation system will easily be localized based on the observed skills of some

of the community members; this is important, as sustainability is a highly valued aspect of our

design process.



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3.0 FACILITY DESIGN

The proposed solution, discussed below, consists of one submersible and two booster pumps;

five 10,000L water tanks, with three near the source water well and the other two uphill from the

community; over 5 kilometers of PVC pipe, with various diameters; and individual taps available

at nearly every individual home. The design and analysis is discussed in detail below.

3.1 Description of the Proposed Facilities

3.1.1 Water Well A. Well Site, Structure and Capacity

The proposed water source is a pre-existing well that was drilled in the 1960s and lies in the

center of the community just off of the main road. The site available for well pump

appurtenances, storage tanks, and booster pumps is approximately 0.25 acres and is bounded by

the edge of a cotton farm, a dirt road, and an irrigation ditch. The soil around the well is loose

and, in some spots, higher than the top of the well casing. Fortunately, there is an adequate

elevation drop from the top of the casing to the edge of cotton field and the irrigation ditch,

allowing for the earth to be cut lower than the top of the casing and then sloped away from the

well. Animal feces were near the well at the time of our visit, emphasizing the importance of

enclosing the site with a chain link fence.

Little documentation regarding the structure of the well has been found. We measured the steel

casing diameter to be approximately 18 inches, and the casing thickness to be 0.5 inches. The

owner of the property on which the well sits, and with whom the village has a contract to use the

well, stated that the depth of the well is 45 meters. We measured the water level to be 7.1 meters

below the top of the casing, but the dry season water level may be several meters lower. Since

the well has been out of use for decades, there was no knowledge among the people as to how

much the water level may vary by season. Interviews with residents who use shallower wells

closer to the Matagente River and under greater influence of surface water suggest that the water

level in those wells may fluctuate by approximately 5 meters between the wet season from

January to May and the dry season, June to December. Before installing the well pump, the well

water level will be re-measured during the dry season on several occasions, and the pump will be

set several meters below that water level.

Water quality assessment required disinfecting and flushing the well. This flushing also served

as an opportunity to assess the well capacity. Priming a gas-powered, locally owned pump was

particularly challenging because the depth of the water level was just barely high enough for

formation of adequate suction pressure. When flow was finally delivered, the flow rate was fairly

stable at approximately 4 liters/second for 2 hours, and then the pump stopped due to exhausting

its fuel supply. A water infrastructure map stamped by a licensed Peruvian engineer in December

2006 indicates that the flow capacity of this well is 22 liters/second, which is beyond the

capacity of the pump used for flushing. We suspect that the flow capacity of the well is

substantially greater than the 4 liters/second delivered during well flushing.



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B. Well Water Quality

Prior to testing the water quality, approximately a half liter of Chlorox was poured into it to add

a few mg/L of chlorine to its water, in an effort to disinfect it. This concentration is far below the

chlorine concentrations stated in well disinfection standards such as those of the American Water

Works Association. However, resources were limited, and the team wished to avoid disposal of

highly chlorinated flushing discharge. The chlorine was allowed to set in the water for

approximately 12 hours. The following morning, after nearly two hours of flushing, samples

were grabbed. Conductivity, pH, turbidity, and microbes were tested a few hours later that day in

Viña Vieja. All other items shown in Appendix C were measured after the team’s return to the

University of Texas at San Antonio (UTSA).

The microbes were measured using Petrifilm plates. To each of three such plates, 1.0 mL of

sample was added. Within two days, colonies emerged. For the water from the proposed well,

the colony count for the total of 3.0 mL was zero for non-coliforms, zero for coliforms, and zero

for E. coli. At the time of grabbing the sample, as would be shown by later testing in the lab at

UTSA, the concentration of total chlorine was 0.05 mg/L.

Water quality testing confirmed the Viña Vieja community’s confidence that the well is an

appropriate source for potable water. As shown in Appendix C, none of the constituents

exceeded the maximum contaminant levels listed as U.S. Environmental Protection Agency

standards. The arsenic level is only slightly less than the EPA maximum contaminant level of 10

parts per billion, and therefore will be monitored. We anticipate no need for water treatment, but

space is provided at the well site for the addition of treatment processes, such as chlorination and

the removal of arsenic or other metals by a small, packaged water treatment system.

The water quality was also tested from a material compatibility perspective. The Langelier

Index was determined to be -0.135, which is neither scale forming nor significantly corrosive.

3.1.2 Water Demand During the assessment trip, a survey of the community revealed ninety households with an

average of approximately 5 persons per household. Thirty of these households lie west and uphill

from the well, and are in what we designate as Pressure Zone A, while the remaining 60 homes

lie east and at a lower elevation than the well, are in what we designate as Pressure Zone B. The

water consumption survey indicates that the average daily consumption for households having a

tap in the front yard (the scenario which matches are design condition) is approximately 9

gallons per capita per day (gpcd). Households who have to walk a significant distance for water

use less water in their homes, and may wash laundry and bathe at a spring, irrigation canal, or the

Matagente River.

Most households with taps have no flow at the tap from 5:00 p.m. to midnight, and on some

occasions have no flow for a few consecutive days. Water demand at these households is likely

to increase beyond the average of 9 gpcd once the proposed system is installed due to more

consistent availability. However, upon consulting with our in-house veteran expert (Dr. Louis



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Manz, who has been involved with dozens of community water supply efforts in Honduras),

providing more than 15 gpcd may lead to ponding of excess water and wastewater, becoming a

health concern. We believe that allowing for 15 gpcd is safe, particularly in this dry climate, but

the Committee will be instructed regarding the need to monitor and educate against such a

potential health problem. Control of the well and booster pumps will provide leverage for

preventing such complications, if necessary.

With 30 households in Zone A and 60 households in Zone B, our design demand is 2,250

gallons/day (8,500 liters/day) for Zone A and 4,500 gallons/day (17,000 liters/day) for Zone B.

While the average daily demand is helpful in establishing required storage capacity, the peak

hourly demand is needed to estimate maximum velocities and frictional losses for Zone B, and,

depending on the pump/system curve relationship, perhaps for Zone A as well. We have selected

a peak hourly demand to average daily demand ratio of 4. This is approximately the ratio used by

the Texas Commission on Environmental Quality and others for community water supply

systems. The ratio may increase for communities smaller than Viña Vieja. We believe that the

ratio of 4 is conservative because the proposed system will have only one tap per household and

many homes store water on site.

The population is not expected to grow substantially. Essentially all land is presently occupied

by houses or agriculture, and the main source of employment is agriculture. Even if we assume

an increase in demand of 50%, the proposed system discussed below can adequately

accommodate the increase. The water well is capable of meeting such a future demand many

times over, the well pump and booster pumps can easily be run for 50% more time per day and

still have substantial down time, the site for storage tanks has room for additional tanks, and the

conservatively sized pipe diameters can accommodate such an increase without substantial

increase in energy losses.

3.2 Description of Design and Design Calculations

3.2.1 Piping A. Pipe Sizing

Our community covers approximately seven kilometers from one end to the other. The well lies

near the center of the community, at the convergence of Zones A and B. All flow will be by

gravity except for that delivered from a proposed booster pump at the well site pumping water to

the water tank at the highest elevation 1,300 meters away in Zone A. This line will serve as the

main trunk line for Zone A. For Zone B, the main trunk line will extend from tanks B-1 through

B-4 near the well to the village’s elementary school approximately 3,500 meters away.

Pipe sizing is based primarily on the peak flow rate. Our design peak hourly demands are 6.25

gallons/minute (gpm) for Zone A, and 12.5 gpm for Zone B. For Zone B, where flow is strictly

by gravity, this peak hourly demand is also the peak flow rate in the main trunk line. For Zone A,

the peak hourly demand must be compared with the booster pump operating point, and the

greater of the two is to be the peak flow rate in the main trunk line. The trunk lines for both

zones lie along the main road, which passes through the full length of the village and leads to



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neighboring El Carmen. Several significant branches serve clusters of houses near to or some

distance from the main road, as shown in Appendix F, Maps.

Compared to the cost and effort of trenching, laying and piecing together pipe, and filling the

trench, a one inch increase in pipe diameter is not very significant. Pipes were therefore sized

such that frictional losses (see Appendix A, Frictional Head Losses) and minor losses (Appendix

A, Minor Losses) are very low even at the peak flow rate. The resulting energy grade lines are

shown in Appendix B, for each of the lines shown in Grade line Zone A and Grade line Zone B.

We do not anticipate build up of particulates in the pipeline due to low velocities because the

well water is of naturally low turbidity. The relatively large pipe sizes accommodate an increase

in future demand of 50% without a substantial change in the energy grade lines even if the

conservative peaking factor of 4 is maintained. Also, for the main trunk line of Zone A, which is

a force main, the relatively low peak velocity provided by the large pipe size allows for easier

control of surges, and less likely pipe failure should surge control measures fail.

B. Pipe Material

The water is non-corrosive or only mildly corrosive based on the calculation of the Langelier

Index (Appendix A, corrosivity). Therefore, from a corrosivity or scaling perspective, virtually

any pipe material is acceptable. Because of cost limitations, we anticipate providing no more

than approximately 1.5 ft of cover over the top of the pipe, and the question arises as to whether

the pipes will be adequately protected against the stresses exerted by traffic, especially if the

least expensive material, PVC, is to be used. Nearly all the vehicles that travel the road are light-

weight motorcycle “dirt bikes”, but occasionally a farm tractor or a cement truck may travel the

road. Therefore, we assume the heavy truck traffic of H-20 wheel loading as specified by the

American Association of State Highway and Transportation Officials (AASHTO). Based on the

deflection equation (Appendix A, Deflection Equation), Class 10 PVC (which is nearly

equivalent to Schedule 40 PVC) is adequate for such loading. We note that the high stiffness of

the 3” and smaller Class 10 pipe sizes enable the pipes to withstand such loading.

As shown in the drawings, the water lines must cross irrigation canals or other obstacles which

prevent the provision of earthen cover. The exposure of PVC to ultraviolet radiation from the sun

causes it to become brittle and to fail. Also, PVC can easily be damaged when struck by heavy

objects. For these reasons, galvanized steel casing of 1.5” diameter or larger (depending on the

diameter of the PVC pipe) will be provided for such crossings, as shown in Appendix B, crossing

detail.

At one location, where a concrete bridge passes over a stream, it would be impossible to prevent

PVC from being exposed near the edges of the casing. Therefore, the piping itself is to be

galvanized steel. The transition from PVC to galvanized steel occurs in the trench line, and is

accomplished with transition couplings. See Appendix B, bridge crossing.

C. Joint Restraints and Thrust Blocks

Static pressure, pressure surges, and changes in flow direction at bends and tees all create forces

towards separating pipe at its joints. The sum of these forces is known as the thrust force. The



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total thrust force must be calculated. Joint restraints or thrust blocks or both must be used to

ensure that the thrust force does not push the piping apart, particularly at bends, tees, and dead

ends.

The anticipated force due to static pressure is based on the maximum possible static pressure in

the system, and is calculated by Appendix A, static pressure. The force due to a pressure surge

occurs in Zone A only, where there are booster pumps, and is based on the assumption that surge

controls fail. This force is calculated by Appendix A, Surge. Finally, the force due to a change in

flow direction at a bend is relatively small, and is calculated by force due to change in

momentum, Appendix A. The thrust force, the sum of these three forces, dictates the restraint

design requirements. In Zone A this force is at its maximum at bends in the trunk line near the

booster pumps. In Zone B this force is at its maximum at the point of lowest elevation in Zone

B.

Both thrust blocks and restraints at the joints may be used for restraint design. Thrust blocks,

made by pouring concrete at the pipe fitting, offer the advantage of never corroding, but tend to

cover the fitting in concrete if not poured carefully. If a leak occurs at or near the fitting,

repairing the leak will become greatly complicated. Also, if not carefully poured, the block may

sink with time, dragging the fitting and piping with it, ultimately rupturing the piping.

Joint restraints are applied where segments of pipe are connected, or where fitting or valves join

pipe segments. If made from inadequate materials, or if not protected against corrosion, the

fittings may fail with time.

Joint restraints and thrust blocks are relatively inexpensive and will be used for this project to

better ensure adequate restraint for decades to come, with thrust blocks to be carefully poured

and the possibility of joint restraint corrosion being carefully considered. Redundancy is

achieved by designing the thrust blocks as if there were to be no joint restraints and the joint

restraints as if there were to be no thrust blocks. For thrust block design, the back surface area of

the thrust block is based on the soil bearing strength and the thrust force, as shown in Appendix

A, Thrust Blocks.

For joint restraint design, the length of piping which must be restrained at the joints is calculated

based on frictional forces between the soil and the pipe that act against the thrust force. The

longer the length over which the piping is restrained at the joints, the greater the thrust force that

would be needed to separate it. In Appendix A, Restraints, the equations are used for calculating

the length over which the joints must be restrained. In cases where solvent weld PVC is to be

used, the solvent welding serves as the joint restraint.

The water in this pipe is fed by a booster pump when Tank A is filling and gravity fed when the

tank is full. The major loss in the pipe was accounted for based on the Hazen-Williams equation,

Appendix A. The minor loss in the pipe was accounted for using the equation in Appendix A,

Minor Losses. These figures contributed to choosing a diameter of 2 inches in order to decrease

the major and minor energy losses as well as maintain demand in this zone. Zone B is located



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west of the well and decreases in elevation 17.68 meters. The pipe in this zone will be gravity fed

from Tank B. This zone will provide water to 60 households. The major and minor losses in this

zone were higher than Zone A and designed for using the major and minor losses as in Zone A.

The diameter of the mainline was increased to 3 inches based on the increased demand and

energy losses. The main lines will service the majority of the community; however there are

households that lie off the main road. In order to provide water to these families, the main line

will have 4 branch lines. Zone A will have one branch line in order to service households that lie

south of Tank A. Zone B will have three branch lines, with one going south of Tank B, one going

west of the end of mainline B, and one north of the end of mainline B. The design of these pipes

called for a diameter of 1.5 inch because of decreased demand. The demand was very minimal;

however, an increased diameter was chosen in order to account for future growth.

Each household will be serviced by an individual tap located on the outside of their home. These

taps will all be serviced by a tap line of 0.5 inch diameter. The pipelines for this project will be

underground except on bridge crossings. The pipeline will be buried approximately sixty

centimeters deep and dug using machinery donated by a nearby farmer/landowner. The bottom

of the trench will be lined with sand in order to provide a level surface for the pipe to sit on. The

bridge crossing will be done using galvanized steel pipeline in order to provide the necessary

strength to cross the span.

Thrust blocks were designed for the critical points in our pipeline. These critical points were at

the southernmost point of Mainline A as well the southernmost point of Mainline B. Mainline B

had a static pressure of 4206.5 lb/ft2 as calculated using the Static Pressure equation, Appendix

A. Mainline A had a static force of 3178.5 lb/ft2 and a surge pressure was accounted for based on

the worst cases scenario that the valve on Tank A closed and the pump did not stop pumping

water. This surge force was calculated as 57 ft H2O using the Surge equation in Appendix A. The

thrust block was then designed based on the worst case scenario in Zone B, coming out to an

area of 0.11 in2. Even though this was the critical point, thrust blocks will also be added at the

ends of the branch lines and 90 degree turns in order to provide added protection against pipe

separation. As an additional precaution, restraints will be added to the pipe system. These

restraints will be used on all 90 and 45 degree bends, as well as t-joints and dead ends. The

design of these restraints was done using restraint calculations as seen in Appendix A. On T

joints the design calls for the pipe to be restrained 1.7 ft on the branch and 2 feet on the runs. On

the 90 degree bends 2.10 feet of restraint is called for. The 45 degree bends call for 0.86 feet of

restraint and the dead ends require 2.5 feet.

3.2.2 Water Tanks The size of the tanks was designed to provide proper support for the community as well as the

ability to serve increased demand in the future. In order to provide satisfactory capacity for the

community, four 10,000 L tanks will be used as storage. The topography of the area requires that

three of the tanks be placed at the location of the well. The remaining tank will be placed in Zone

A at the top of the hill. This tank will be fed by a booster pump until it is full. Once it is full the

tank will be able to supply the households in Zone A by gravity.



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3.2.3 Pumps In order to draw water from the well, a submersible pump is chosen because the water level

below the top of casing would provide inadequate suction pressure for above-ground impellers.

The demand of the community as well as the total dynamic head at various flow rates were

plotted against the pump operating points. The intersection point yielded the operating flow rate

of the pump. The most efficient pump, using the numbers from these graphs, was a Pedrollo 45k

submersible pump. This pump will be able to provide sufficient water to fill the tanks located by

the well.

A centrifugal-type booster pump was needed in order provide water to Zone A. This pump was

found using the same general methods described in choosing the submersible pump. The pump

that best fit the system’s needs was the Pedrollo 3CPm80E. Designing for sustainability, two

booster pumps will be installed in order to decrease continuous use of each pump, and to allow

time for repair without disruption of service. The pumps will rotate each day and need to be

turned on manually, but turned off automatically based on the height of water in the zone A

tanks. The manual start is designed to require a community member to visit the area around the

well each day and perform visual inspection. As the community matures in its understanding of

the system, it may choose to implement greater automation.

3.2.4 Automatic Shut Off of Booster Pumps An altitude control valve will be needed on the storage Tanks A serving pressure Zone A. This

valve will close when the water level in the tank reaches full capacity, but will close slowly to

minimize surges. As it closes, the pressure at the booster pump will increase, causing a pressure

switch at the pump discharge end to shut down the pump. The booster pump will need to be

restarted manually (most likely the following day). After the pump stops, the pressure in the

force main from the booster pump to Tank A will drop, causing the altitude valve to re-open so

that water may flow by gravity from it to community members in Zone A.

The slow closure of the altitude control valve is essential to minimizing surges. The critical time

for the surge was calculated to be 4.9 seconds based on the Critical Time Equation in Appendix

A. This is the time for the surge to travel from the pump to the valve and back to the pump. The

surge pressure is not only positive, but also, in its wake, leaves a pressure reduction, equal in

magnitude. A closure any less than 4.9 seconds will not reduce the maximum surge pressure

exerted on the system, or the minimum pressure occurring in the wake. For our system, the

primary concern is that the minimum pressure does not dip below the vapor pressure of water

(which is 0.2 psia, or approximately -14.5 psig), so that column separation does not occur. To

maintain a minimum pressure of no less than -5 psig, the valve closure should occur over a time

span of no less than 15 seconds, by application of the time critical equation in Appendix A,

surge.



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4.0 PROJECT OWNERSHIP

The Viña Vieja Water Committee will take ownership of the financial obligations and

maintenance of the facilities implemented for the project, which includes but is not limited to

four tanks, two centrifugal water pumps, one submersible pump, and all the necessary piping.

The committee will consist of a president (community leader, Javier Ortiz Espino), who makes

sure the water distribution system works properly; a treasurer (Mayor Francisco Cartagena)

responsible of collecting the fees; a maintenance man, in charge of all of the operation and

maintenance; and a secretary, to do the bookkeeping. All of the committee members will be

selected before our arrival and the whole community is aware of the maintenance and operational

fees involved in the system. The land that the water well, pumps, and three of the tanks sit on is

owned by C.A.U. Manco Capac Ltda. with a transfer of use agreement (see Appendix D,

Contracts) in place for the community lasting at least ten years.

5.0 CONSTRUCTION PLAN

The foundation needs to be created and cured and the trench for the pipe already cleared so that

the project can be completed during the implementation trip. The community has access to a

trench digger, through La Calera, a local agriculture company, that can complete the trenching in

less than seven days. The community has agreed that they will have this completed before we

arrive in Viña Vieja on the 8th

of August. We will be hiring a contractor to lay the foundation for

the tanks and pumps in July while Texas Partners of the Americas, the local NGO, is in Viña

Vieja so they can facilitate the process. This needs to be done before we arrive in Viña Vieja

because the time needed for the concrete to cure is 28 days.

At our arrival in August, we will lay PVC pipe in the cleared out trenches over the full five and a

half kilometers. The different connections and fittings will be attached on an as needed basis.

The galvanized steel casing will be installed in the crossing and the pipes fed through these

casings. Once we do a test run with the water and verify that all the pipes were connected

properly and no pipes are leaking, we can go and fill the trench with the back dirt. The next step

is to install the pumps in the proper position and attach the pipes to the pump. The pump needs

to be connected to the power grid, which is about one hundred meters away from the pump site.

Once this is completed, the tanks can be anchored to the foundation and pipe connections

completed. Since we are using four plastic tanks, a connection between all of the storage tanks is

crucial but it is also essential we design something that will not fail when one tank cracks and

can no longer be used until replaced. This connection between the tanks will be installed and

then we will be ready to turn the pump on and make sure all of our connections have been

completed properly.



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The foundations done by a contractor will include clearing ground for the foundation, the form

reinforcement, pouring concrete for the foundation, concrete cure time, and anchoring. The

piping installations include laying the pipe, installing the connections, and fill in the trenches.

The storage tanks installation include connecting the pumps and pipes to the tanks and the

connections between the four storage tanks pumping installations.

6.0 SUSTAINABILITY

6.1 Background Since the beginning, this design aimed to improve living conditions for the people Viña Vieja.

Thus, the feasibility of maintaining and repairing the project lies with the resources available to

the region. All of the hardware stores from which we will be getting supplies, are in Chincha

Alta, a one hour drive from Viña Vieja. Many residents from Viña Vieja are workers in Chincha

Alta, making transportation and communication between the two continuous and reliable. The

plastic tanks that we will be using are from Rotoplas. These tanks have a lifetime warranty so

long as they are not subject to misuse or abuse, making any unexpected issue manageable at a

reduced cost or no cost at all. Through the MOU it has been agreed that the people of Viña Vieja

will pay an affordable monthly tax, which will be used for the maintenance and replacement

parts. The initial maintenance will be done by members of EWB-UTSA, who will later train the

elected officials of Viña Vieja. All of these factors have been considered in order to ensure the

sustainability of the design.

6.2 Operation and Maintenance All operations and maintenance activities for the water pump systems and tanks are identified

below.

Centrifugal Pump:

There will be two interchangeable pumps, each running every other day. A two pump system

allows reduced strain on each individual pump and allows interruption free maintenance on an

individual pump. Routine inspections of the pump will take place daily. One should look for any

of the following: if there is any unusual noise or vibration, something inside the pump may be



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loose; if water is detected around connections, then there may be leaks. Problems with the

centrifugal pumps will be addressed by the appointed member of the water committee.

Submersible Pump:

The submersible pump is made with the capability of going unattended for long periods of time.

It has control systems that will, in many occurrences, handle any mishaps. System controls for

the pump can only handle stable conditions; hence if the conditions of the well change to an

extreme, the pump may not be able to handle the changes and will most likely cease functioning.

Short scheduled maintenance sessions should decrease the chance of the submergible pump

failing. In these sessions one should look for alarms in the control panel, excessive noise and any

sign of overheating and should be done every two to four weeks.

Pipes:

Pipes should be checked weekly for leaks or whenever the community deems necessary.

Inspections will be organized and documented by the water committee. In case of any damage or

aging, PVC pipes can be bought from any of the three providers in Chincha Alta. Time needed to

maintain the pipe’s is estimated to be approximately 40-50 minutes per week.

Water Tanks:

Tanks must be cleaned and disinfected annually and should be checked for leaks monthly. One

should not enter the tank while cleaning. In order to clean, first drain the tank and close the tap.

Wash the inside surfaces of the tank with water and then drain the freshwater and sediment from

the bottom by opening the spigot. Chlorination and bleach can be used to disinfect it but both

include mixing with water (5 mL of bleach per liter of water), which would be difficult. In using

chlorine and bleach, the solution needs to sit for 2-5 hours and then let drain until the smell of

chlorine disappears. The spigot should be tightly closed and secured after every use. Estimated

time for cleaning and inspecting tanks is 4 to 6 hours per year.

Water System Committee:

During our assessment trip, we visited the neighboring community of Punta de la Isla. After

analyzing their water system, we proceeded to discuss our findings with leader of the community

of Viña Vieja, Javier Ortiz Espino. It was decided that, like Punta de la Isla, there will be a

charge of 5 soles per month per household. Additionally, it was concluded that the creation of a

committee, who will take charge of the project, was needed which will be later know as The

Water System Committee. The Water System Committee is composed of four officials, elected

annually, and a group of representatives. The four officials consist of a President, Treasurer,

Secretary and Maintenance official. The President will deal with the community and will

mobilize the workforce in order to keep the project running. The Treasurer will collect fees and

evaluate the need of funds on maintenance. The Secretary will keep a log of meetings, a history

of water quality tests and update the community representatives on any upcoming meetings. The

Maintenance officer will check the equipment to be in good working condition as well as let the

President and the Treasurer know of any work needed to be done. The representatives consist of

people who will represent each cluster of households, such that no group is neglected and the



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whole community is involved. These representatives are not necessarily elected by the

community as a whole, they are chosen by the members of each cluster so that everyone is

represented and involved.

Finance:

As stated in the MOU the community members will be paying a monthly fee of 5 soles per

household in order for the maintenance of project to be assured. It is recommended for the

community Treasurer and Secretary to keep a record of any expense made on the project, as well

as a record of water quality tests. Prices of any replacement parts will be approximately equal to

the costs of individual parts in our cost estimate (see Appendix E for pricing information).

General View:

In general, inspections for the water pump system will take 60-90 minutes every week. The tank

will also need cleaning every year, which will require 4-6 hours. Supplies can be acquired in a

neighboring city which has good relations with Viña Vieja. If anything happens to the tanks there

is a lifetime warranty that can be validated through the distributor. At the end of the tanks’

lifetime, approximately 35 years, replacement tanks may be procured from the distributors at

Chincha Alta. Water pressure is an important factor for reducing time spent on inspections. If

water pressure decreases in any section and only in that section it is most likely that only that

particular area has the issue. Hence the area being checked is reduced to a small area instead of

the entire distribution system.

6.3 Education The community of Viña Vieja has skilled workers who have prior experience with the

maintenance of pipes and tanks. This will reduce mechanical education on the O&M of the

design. What we want to focus on in our education committee meetings, lead by our mentor Dr.

Joseph, are the “why’s”. Why are we checking for leaks? Why is it a hazard to leave leaks alone?

Why only small and precise amounts of bleach should be used? Are prices for the maintenance

going to increase and why? These questions are only a few of the many we plan to discuss. Our

aim is to clarify and give them an understanding of why it is important to follow the O&M.

Additionally, we will give them instructions for the equipment we will be providing them such

as; Petrifilm for the monitoring of E. Coli and water quality tests to check the level of arsenic in

the water.

EWB-UTSA is still in the process of forming an Operations and Maintenance Manual for the

system as a whole to be provided to the committee upon completion of the system. This manual

will cover all operations and maintenance points mentioned above and include EWB-UTSA’s

recommendations on fund collection.



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7.0 MONITORING

7.1 Monitoring plan for current project

The project will be monitored on three different aspects to ensure the success and sustainability

of the project.

The first aspect of the monitoring plan regards with the construction and operation of the water

distribution system. The system will be monitored to work under the expected conditions in

terms of water pressure, ease of access by households, tank maintenance, and pipeline integrity.

The previous parameters will be monitored in monthly conversations with the community and

visually inspected during every visit.

The second aspect is about the continuation and effectiveness of the community committee in

charge of the operation and maintenance of the system. The functionality of the committee will

be based on its dedication to the system, fulfilling their responsibilities of following a

maintenance program, assessing all fees, and holding committee elections periodically. As well

as the previous monitoring aspect, the committee will be evaluated in monthly conversations and

during the monitoring trips to the community.

The third aspect deals with the community’s education and behaviors regarding health and

hygiene. It will be based on the community’s understanding and practices about proper disposal

of wastewater, health issues related to drinking contaminated water and potential contamination

risks in stored drinking water. During the implementation trip proper and improper water storing

techniques will be displayed and consequences explained. Techniques in water storage and

disposal can be inspected visually during future trips and maintained as needed.

The education and training about the maintenance of the water distribution system and sanitation

will be given by EWB-UTSA to the community committee. The committee will be responsible

for educating the rest of the community and monitoring their sanitation behaviors continuously.

7.2 Monitoring of past-implemented projects

There are no previously implemented projects to monitor.

8.0 COMMUNITY AGREEMENT

The Memorandum of Understanding (MOU) represents the commitment of the three parties

involved in the water distribution project of Viña Vieja. The first version of the MOU was

written by the team in San Antonio before the assessment trip. On the third day in Viña Vieja,

the MOU was discussed with the community leaders; they valued our commitment to the project



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and only demanded a few modifications to it. On the next day, the required modifications were

made and the MOU was read, discussed, and signed during the community meeting.

The MOU expresses the commitment to the project by the community, the NGO, and the EWB-

UTSA chapter. In summary, the residents of Viña Vieja agreed to allow EWB-UTSA to work on

the project, they will create a local committee in charge of the operation and maintenance of the

system, and each family will pay a monthly fee to cover the operational expenses. The NGO,

Texas Partners of the Americas, will also support the project and provide transportation,

communication, and translators to EWB-UTSA if necessary. EWB-UTSA is committed to

design the project, to teach the community on how to properly maintain the system, and to

provide the in-built drawings to Viña Vieja after the project completion.

The MOU was signed by the lieutenant governor of Viña Vieja, Francisco Cartagena, by the

president of Texas Partners of the Americas, Iliana Diaz, and by the professional mentor of

EWB-UTSA, Dr John F. Joseph. A re-evaluation of the MOU will be made during each trip and

any adjustments agreed upon by all parties will be added as an addendum. A copy of the signed

MOU in Spanish and its translation in English is shown in Appendix D, Contracts.

9.0 COST ESTIMATE

Item Unit Unit Cost (S/.) Quantity Total (S/.) Total ($)

Pipe

1" Class 10 3m 7.06 541 3,822.11 $1,433.67

1.5" Class 10 3m 8.08 975 7,876.03 $2,954.30

2" Class 10 3m 8.80 432 3,800.65 $1,425.62

3" Class 10 3m 15.54 695 10,802.23 $4,051.92

Subtotal $9,865.51

Foundation

Concrete 1 yd^3 186.62 12.8 2,388.74 $896

Base 1 yd^3 57.00 7.2 410.40 $154

Corner bars n/a 60.00 16 960.00 $360

Tie Downs 1 strap 120.00 2 240.00 $90

Rebar 20ft 300.00 4 1,200.00 $450

Stirrups n/a 440.00 1 440.00 $165

Subtotal $2,115

Water Tanks

10,000 L Tank n/a 7,411.50 4 29,646.00 $11,120

Subtotal $11,120

Pumps

Pump n/a 675.00 3 2,025.00 $760

Subtotal $760



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Valves

1/2" Valve n/a 3.50 60 210.00 $78.77

1" Valve n/a 7.00 9 63.00 $23.63

2" Valve n/a 17.20 11 189.15 $70.95

Subtotal $173.35

Transportation

Transport Water Tanks 1 trip 100.00 4 400.00 $150.04

Transport Pipe 1 trip 100.00 4 400.00 $150.04

Subtotal $300.08

Grand total

$24,333.98

Maintenance (per year)

Electricity 1 pump 450.00 2 900.00 $337.59

Water testing 1 test 200.00 1 200.00 $75.02

Pump repair n/a 200.00 1 200.00 $75.02

Pipe repair n/a 150.00 1 150.00 $56.27

Yearly Maintenance Total $543.90

10.0 SITE ASSESSMENT ACTIVITIES

The site assessment component of this trip includes considerations of wastewater needs once the

water system is in place. The amount of water provided to each house may necessitate a

wastewater consolidation plan in order to avoid groundwater contamination and excess erosion.

As a portion of our community engagement, we'll introduce waste water considerations to the

people of Viña Vieja and gauge interest in a future waste water plan. EWB-UTSA will attempt to

locate possible sites for pipe and septic tanks for future additions to this community's total water

solution.

11.0 PROFESSIONAL MENTOR ASSESSMENT

11.1 Professional Mentor Name John F. Joseph, Ph.D.

11.2 Professional Mentor/Technical Lead Assessment

All those listed on the front page of this report contributed significant time to its development.

At least one student thoroughly understands each of the many equations listed for hydraulics and

for foundation design. Students consulted me for guidance regarding hydraulics, piping material,

pumps, system operation and thrust restraint, and water quality. They also consulted Dr. Heather



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Shipley for water quality and water quality testing. UTSA faculty member Dr. Manuel Diaz, a

structural engineer and native of Peru, provided guidance on foundation design. AnnMarie

Spexet provided helpful insights for important general guidance.

In the earlier stages of the report preparation, many of the students were caught in the business of

the last weeks of the semester – working on major reports, preparing for finals, etc., and much of

the work done depended on who had time and energy to invest in the project. But as the

semester closed, a chart was created by the students, in which they tasks were assigned to each.

11.3 Professional Mentor Affirmation I, John F. Joseph, have been involved in this design development phase, and accept responsibility

for the course that this project is taking.



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APPENDIX

Appendix A – Calculations Equations Frictional Head Loss (Hazen-Williams Equation)

L=Length (ft.)

Q=Flow rate (gpm)

C=Roughness Coefficient

d=inner diameter (in.)

Minor Loss

K= minor loss coefficient

V=Velocity (ft/s)

g=acceleration due to gravity (32.2 ft/s2)

Surge

a=elastic wave speed (ft/sec), calculated below

∆v=change in water velocity due to pump kicking on or off and valve closing (ft/sec)

g= gravity (32.2 ft/s2)

Wave Speed (a)

K=bulk modulus of elasticity of water (lb/ft

2)

=density of water (slugs/ft3)

E=modulus of elasticity of pipe material (lbs/ft3)

C=correction factor for pipe constraining, and depends on pipe material. We'll assume

pipe is constrained against axial movement. (See Pumping Station Design, 3rd ed,



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Chapter 6, for details.) This leaves us with C = 1-0.45^2=0.80 for PVC

D=inner diameter of pipe (ft)

e= pipe wall thickness (ft)

Time Critical

L=length (ft)

a= wave speed (ft/sec)

Force due to change in momentum

Fx=force exerted on bend in x-direction (ft*lb)

=density of water (slug/ft3)

velocity of water in the x-direction before the bend is reached (ft/s)

= velocity of water in the x-direction after it passes the bend

Q=volumetric flow rate (ft3/s)

Force on bend after booster pump

Static Pressure

γ = specific weight of water (lb/ft

3)

h=height (ft)

Static pressure at bottom of Zone A

Static pressure at bottom of Zone B



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Pipe Deflection

∆ = deflection (%)

DL= deflection lag factor

K=Bedding Constant

= Prism Load (lb/in2)

PS = pipe stiffness (lb/in2)

E1=soil modulus (lb/in

2)

Corrosivity

pH=pH

pHs=(9.3+a+b) - (c+d)

b=13.12(log10(C+273)) + 34.55

c=log10(Ca2+

as CaCO3) - 0.4

d=log10(alkalinity as CaCO3)

-0.135 is between 0 and -0.5, therefore the water is non-corrosive and has no tendency to scale

Frictional Resistance

Ap=area based on half the pipe circumference in contact with soil (ft

2/ft)

Fc=cohesion modifier coefficient

c=cohesion of the soil (lb/ft2)

D=outside diameter of pipe (ft)

We=normal force due to vertical prism load of soil (lb/ft)

Wp=normal force due to the weight of the pipe (lb/ft)

Ww=normal force due to the weight of the water in the pipe (lb/ft)



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Zone A

Zone B

Fittings

Horizontal bends

Sf=Safety Factor 1

P=internal pressure (lb/in2)

A=cross sectional area of pipe (in2)

Fs=frictional resistance acting on pipeline, acting on half the pipe diameter (lb/ft)

=bend angle in degrees

Kn=trench compaction modifier

horizontal passive soil pressure (lb/ft2)

=soil density (lb/ft

2)

Hc=mean depth from surface to pipe center line (ft)

c=cohesion of soil (lb/ft2)

Kp=Rankin passive pressure coefficient

=internal friction angle of soil (degrees)

90 degree bend



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45 Degree Bend

Tees

Ab=cross sectional area of the branch of the tee (in

2)

Lr=minimum restrained length on each side of the run of a tee (ft)

Fsb=frictional resistance acting on the pipeline (acting on the full pipe diameter)

(Ap)b=area based on full pipe circumference in contact with soil (ft

2/ft)

D=outside diameter of pipe (ft)

3 inch

tan(0.6*29)=164.67

Dead End

3 Inch



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Thrust Blocks

T=Thrust force (lb)

qallow=soil bearing pressure (lb/in2)

Zone B



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Foundation Calculations (three pages)



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Appendix B – Drawings



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Foundation



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Grade line Zone A

Grade line Zone B



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Appendix C – Water Quality

March 2012 Viña Vieja Water Testing Results (Pozo de Manuel)

After-Pump Water EPA Requirement

Water Tests: Reading Units Secondary Guideline

pH 7.46 6.5-8.5

Conductivity 445.0 μS/cm

TDS 225.0 mg/L 500 mg/L

DO 7.00 mg/L O2

Turbidity 1.06 NTU N/A

Coliform Present Zero to One per Month

Alkalinity 125.0 mg/L CaCO3 N/A

Total Hardness 197.6 mg/L CaCO3 N/A

EPA Requirement (MCLG or MCL)

Testing Metals: Concentration Unit MCLG

MCL (or Secondary Guideline)

Ni 1.432 μg/L Ni+2

Cu 0.326 μg/L Cu+2 1.3 1.3; TT mg/L

Zn 0.302 μg/L Zn+2 5 mg/L

As 6.088 μg/L As(III) 0 0.01 mg/L

Ag 0.042 μg/L Ag+1 0.1 mg/L

Cd 0.062 μg/L Cd+2 0.005 0.005 mg/L

Pb 0.008 μg/L Pb+4 0 0.015 mg/L

Mg 13.173 mg/L Mg+2

Ca 40.951 mg/L Ca+2

Na 1.806 mg/L Na+1

Fe 0.170 mg/L Fe 0.3 mg/L

Phosphate 0.150 mg/L PO4-3

Chlorine 0.05 mg/L Cl2 4.0 4.0 mg/L

Corrosivity -0.135 (Noncorrosive) Noncorrosive



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Appendix D - Contracts

Copy of the “Pozo de Manuel” contract (three pages).



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Translation of the “Pozo de Manuel” contract.

TRANSFER OF USE AGREEMENT SIGNED BY THE C.A.U. MANCO CAPAC LTDA.

AND GENTLEMEN CIRILO ORTIZ MARCOS AND JAVIER ORLANDO ORTIZ

ESPINO.

BY MUTUAL CONSENT BETWEEN THE INTERESTED PARTIES MEANING THE

COOPERATIVA AGRARIA DE USUARIOS MANCO CAPAC LTDA. AND MR. CIRILO

ORTIZ MARCOS AND MR. JAVIER ORLANDO ORTIZ ESPINO, PRESIDENT OF

CENTRO POBLADO VIÑA VIEJA AND PRESIDENT OF THE EXECUTIVE GROUP OF

CENTRO POBLADO VIÑA VIEJA RESPECTIVELY, AGREE TO CONCLUDE THIS

TRANSFER OF USE AGREEMENT UNDER THE FOLLOWING TERMS AND

CONDITIONS:

1.-

The C.A.U. MANCO CAPAC LTDA. duly represented by its General Manager Mr. Pedro Pablo

CASTILLA CARPIO, and its Chairman of the Board Mr. Luis Enrique MINA ORTIZ, and Mr.

CIRILO ORTIZ MARCOS with ID Nº 21826848 AND JAVIER ORTIZ ESPINO with ID Nº

21828542, both farmers, married, with legal addresses in Fundo Viña Vieja, District of El

Carmen, Province of Chincha, Ica region. Agree to grant in TRANSFER OF USE for a period of

TEN (10) YEARS, A TUBULAR WELL IDENTIFIED WITH IRHS Nº 212, called

"MANUEL" and situated 219.41 meters above sea level. It is located in Viña Vieja, District of El

Carmen, Province of Chincha, Ica region and it is property of C.A.U. MANCO CAPAC Ltda.

2.-

This TRANSFER OF USE is done based on the agreement of this administration, which

determined to TEMPORARILY CEDE this well, without tools and equipment. In order to be

used by the applicant to obtain water and supply Viña Vieja, District of El Carmen with this vital

element.

3.-

The gentlemen CIRILO ORTIZ MARCOS AND JAVIER ORTIZ ESPINO, may recover, clean

up, and employ the previously mentioned tubular well as long as the TRANSFER OF USE

agreement is in effect.

4.-

The company WILL NOT CHARGE ANY MONETARY FEE for the use of this tubular well

during the agreed time period.

5.-

Mr. CIRILO ORTIZ MARCOS and Mr. JAVIER ORTIZ ESPINO commit to maintain the rights

of the tubular well, given to them by this transfer of use agreement.

6.-

LENGTH OF TRANSFER OF USE AGREEMENT

THE LENGTH OF THE CURRENT TRANFER OF USE AGREEMENT WILL BE FOR (10)

YEARS, WILL TAKE EFFECT AT THE MOMENT OF SIGINING THIS DOCUMENT.

7.-



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The C.A.U. MANCO CAPAC Ltda. will be able to renew the transfer of use agreement if the

applicants wish to do so, by communicating to this company a month prior to the expiration of

the current transfer of use agreement.

8.-

The TUBULAR WELL, matter of TRANSFER OF USE, by being PROPERTY OF

COOPERATIVA AGRARIA DE USUARIOS MANCO CAPAC Ltda. CAN NOT BE

AWARDED, TITLED, SOLD, OR TRANSFERRED without the company authorization

because it is an intangible patrimony asset of this Cooperative.

9.

Obligations of Cirilo Ortiz Marcos and Javier Ortiz Espino

9.1

Receive the goods, take care of them and used them for what they are meant for.

9.2

Communicate to CAU. Manco Capac LTDA. of any usurpation, disturbance or imposition

against the goods.

9.3

They should not make irresponsible use of the goods or against the law.

9.4

Return the goods to CAU. Manco Capac LTDA. After the cession** reach the deadline of the

contract.

9.5

Cirilo Ortiz Marcos and Javier Ortiz Espino are not allowed to rent the water well which is under

cession. If they brake this rule without a special permit of the corporation, the cession will be

automatically terminated.

10.

Any modification that Cirilo Ortiz Marcos and Javier Ortiz Espino make to the water well will

be to full benefit of CAU. Manco Capac LTDA. without any cost.

11.

Jurisdiction

11.1

the parts specifically resign to the law of their addresses and to be put under the judges and

courts of Chincha Alta.

12.

The deadline of this cession will be on July 1st 2021.

This document was signed by C.A.U. Manco Capac LTDA, Cirilo Ortiz Marcos and Javier Ortiz

Espino. On July 1st 2011 at Viña Vieja, district of El Carmen, province of Chincha and Region

Ica.

Cession- The act of Cession, or to cede, is the assignment of property to another entity. In

international law it commonly refers to land transferred by treaty.



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Signed Memorandum of Understanding (Spanish version; two pages).



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Memorandum of Understanding (English version; two pages) MOU for EWB UTSA/Viña Vieja Water Supply Project

Engineers Without Borders-University of Texas at San Antonio chapter (EWB-UTSA) believes that in order to

ensure that projects are put in the best position to succeed it is vital that communities are strongly committed to

collaborating with its chapters. Therefore, it asks that communities provide some sort of support for the

requested project. This can take many forms, from providing money or labor during implementation to housing

for volunteers or providing materials for the project.

This contract is between Viña Vieja, Texas Partners of the Americas (TPA) and EWB-UTSA for the purpose

of setting guidelines for the Viña Vieja water supply project.

The residents of Viña Vieja agree to the following:

Viña Vieja residents agree to allow EWB-UTSA to work on the water supply project.

Viña Vieja residents agree to participate in the work of constructing the system.

Viña Vieja residents agree to conserve water and maintain their system.

Viña Vieja will work to obtain support from the local government with respect to labor and materials.

Viña Vieja residents agree that the goal of water supply project is to improve the health of everyone in

the village, not just those who can afford to pay a tax/fee. Therefore, Viña Vieja residents will strive to

find ways to provide clean water to everyone.

Viña Vieja will hold annual elections for water board positions.

Viña Vieja residents agree to pay a household tax/fee of 5 Soles per household per month to be used

for maintenance and repairs of the water system, the amount can vary each year depending on the

community judgment.

More as determined by project…

Texas Partners of the Americas agrees to the following:

TPA will work with Viña Vieja to establish continuing support of the system.

TPA will provide contacts for ongoing maintenance, if the community is not directly responsible for

this.

TPA will provide local transportation for the travel members of EWB-UTSA.

TPA will provide translators and trainers for the EWB-UTSA.


EWB-UTSA agrees to the following:

EWB-UTSA will work with Viña Vieja to design and develop improvements to their water system.

EWB-UTSA will work to obtain implementation approval from EWB-USA.

EWB-UTSA will provide materials not obtained by the community for construction of the project.

EWB-UTSA will teach community members to maintain their system.

EWB-UTSA will seek input from community members during the design phase, but will not submit

plans for approval by a third party.

EWB-UTSA will provide as-built drawings to Viña Vieja after project completion.


Sanctions - EWB-UTSA reserves the right at any time to stop funding any or all aspects of the project.

If at any time, EWB-UTSA determines that a problem has arisen that jeopardizes the successful



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implementation of the work, all parties will be notified in a first effort to reconcile the problem. If this

fails to resolve the issue to the mutual satisfaction of EWB-UTSA and Viña Vieja, EWB-UTSA will

take successive steps to escalate the issue until it is resolved or no measurable progress is achieved

and project success is deemed very unlikely:

1. Project suspension until corrective actions are completed and there is agreement to

continue; then

2. Non-binding mediation, conducted by a mutually acceptable third party selected by

EWB-UTSA and Viña Vieja at the start of the project; then

3. Cessation of project implementation should mediation prove unacceptable to either

or both parties.

Rewards – EWB-UTSA and Viña Vieja enter this MOU with the objective of building a foundation

for long-term relationships through an initial project success. Follow-on projects are the planned

reward for achieving this mutual objective.

Adjustment to the MOU This MOU will be re-evaluated as necessary and any adjustments can be added as an addendum to the MOU if

agreed by all parties.

On behalf of, and acting with the authority of the residents of Viña Vieja, the NGO, Texas Partners of the

Americas and Engineers Without Borders-University of Texas at San Antonio chapter, the under-signed agree

to abide by the above conditions.

Viña Vieja Representative Date

Texas Partners of the Americas Representative Date

Engineers Without Borders University Date

of Texas at San Antonio Representative



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Appendix E - Pricing Electricity Bill from a household of Viña Vieja



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Prices of Materials - Chincha Alta, Peru

Sodimac Chincha

Rocio Construcciones S.A.C. Chincha

Contact: Laura Aguirre Tasayco

Contact: N/A

Nextel: 113*9368 / Cellphone: (056) 599 700

Nextel: 828*9792 / Cellphone: (965) 722 343

[email protected]

[email protected]

Address: Calle Leopoldo Carrillo s/n Mz. C Lt. 3

Address: Av Victor A. Belaunde Nº 619

Product Description Price (Soles)

Product Description Price (Soles)

Rebar 3/8" AA x 9 meters S/. 14.57

Rebar 3/8" x 9 meters S/. 15.20

Rebar 1/2" AA x 9 meters S/. 26.00


Rebar 6 mm x 9 meters S/. 5.79


Cement Sol 42.5 KGS S/. 17.90

Cement Sol 42.5 KGS S/. 18.00

Drain Pipe 2" x 3 meters PV. S/. 8.70

Pipe 2" C/R Posco S/. 60.00

Drain Pipe 3" x 3 meters PV. S/. 15.40

Pipe 2" Embone Posco S/. 45.00

Drain Pipe 4" x 3 meters TF. S/. 12.90

Pipe 3" Embone x 6 meters S/. 78.00

Centrifug. Pump Humboldt 1 HP S/. 289.90

Pipe 4" Embone x 6 meters S/. 125.00

Pump Pedrollo CPM 650 1.5 hp S/. 1,249.90

Pump Rotobomba 0.5 hp S/. 240.00

Pump Pedrollo CPM 660 2 hp S/. 1,329.90

Tank ROTOPLAS. 1100 L S/. 395.00

PE Tank 10,000 L ROTOPLAS. S/. 7,337.90

Wire KG Nº 16 & 8 S/. 4.00

PE Tank 10,000 L ETERNIT BLACK S/. 6,499.90

Multiples Cuva S.A.C Chincha

Contact: Elmer Cuba Nextel: 422*2104 / Cellphone: (956) 596 191 [email protected]

Address: Jr. Lima Nº 345, Pueblo Nuevo

Product Description Price (Soles) Rebar 3/8" Fe x meters S/. 16.00 Rebar 1/2" Fe x meters S/. 26.50 Cement Sol 42.5 KGS S/. 18.00 Pipe 2" PVC SAP - C10 x 5 meters S/. 39.00 Pipe 3" PVC SAP - C10 x 5 meters S/. 85.00 Pipe 4" PVC SAP - C10 x 5 meters S/. 120.00 Wire Black KG Nº 16 & 8 S/. 4.30 Nail KG 2", 2.5", 3", 4" S/. 4.30






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Appendix F – Maps GIS map of Viña Vieja



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Geological map, legend on bottom



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Topographic map of Viña Vieja.



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Conceptual system design map

document 525 pre-implementation report chapter: … · president zachary mueller...

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