Assessment of water systems-American Samoa

[From the U.S. Government Printing Office, www.gpo.gov]

AMERICAN SAMOA WATER RESOURCES STUDY

COASTAL ZONE

INFORMATION CENTER

ASSESSMENT OF
7o.
WATER SYSTEMS
71i' "t AMERICAN SAMOA

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U. S ARMY ENGINEER DISTRICT, HONOLULU

AMERICAN SAMOA WATER RESOURCES STUDY

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

Prepared for:

U. S. Army Engineer District, Honolulu

4 September, 1978

US Department of Commerce
NOAA Coastal Servzces Center Libr=T
2234 South Avenue
Charlestong SC 2'04-14'5-2413

Prepared by:
U R S COMPANY HAWAII
Suite 909, 1164 Bishop Street
Honolulu, Hawaii 96813

URS SIONAL SERVICES ORGANIZATION
AN INTERNATIONAL PROFES

URS COMPANY HAWAI I NEW YORK
SAN FRANCISCO
SUITE 909,1164 BISHOP STREET WASHINGTON. D.C
HONOLULU, HAWAII 96813 DALLAS
SEATTLE
TEL: (808) 533-3861 DENVER
KANSAS CITY
HONOLULU
NEW ORLEANS
SAN MATEO
HONG KONG
BOLIVIA

September 19, 1978

Mr. Kisuk Cheung
Chief, Engineering Division
Department of the Army
U.S. Army Engineering Division
Building 230, Fort Shafter
Honolulu, Hawaii 96111

Dear Mr. Cheung:

Subject: Assessment of Water Systems
American Samoa
Contract DACW84-78-C-0008
URS 8504

We are pleased to submit this final report entitled "Assessment of
Water Systems, American Samoa".

As directed by the scope of work this assessment contains documentation
of all ongoing and proposed water system improvements; engineering
evaluation and problem identification; and engineering and management
recommendations for the problems identified.

The data resulting from this assessment and the recommendations made
are intended to provide a source of information for all interested
agencies.

We appreciated having had the opportunity to work on this challenging
assignment.

Sincerely,

URS COMPANY HAWAII

Edward C. Stevenson, P.E.
Vice President

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE OF CONTENTS

Chapter Subject Page No.

I Introduction

Study Objectives 1-3
Scope 1-3
Methodology 1-4
Acknowledgements 1-5
Physical Characteristics of
the Study Area 1-5

Socio-economic Characteristics
of the Study Area
Ii Summary
III The Existing System, Ongoing and Proposed
Improvement Programs

Historical Overview of System

Existing American Samoa Government
Water System 111-7
Existing Village Systems 111-12
Existing Design Criteria 111-15
Ongoing and Proposed A.S.G. Water
System Improvements 111-18

IV Recommended Design Criteria

Population Projections IV-1
System Demand Design Criteria IV-8

V Identification of Problems

Surface Water Supplies V-1
Ground Water Supplies v-4

Treatment v-6
Transmission and Pumping V-8

TABLE OF CONTENTS (cont'd)

Chapter Subject Page No.
V Identification of Problems (cont'd)
Distribution Storage V-14
Distribution System V-16
Right-of-Way V-19
Village Systems V-25
Water Systems Management V-33

VI Conclusions and Recommendations

Water Sources VI-1

Transmission and Pumping System VI-10
Storage VI-17

Treatment VI-21

Distribution System VI-22
Rehabilitation Program VI-23
Village Water Systems VI-26
Right-of-Way Acquisition VI-43
Water Systems Management VI-48

List of References R-1

Appendix
A - GAS System Water Usage Reports A-1

B - Ground Water Development in American
Samoa B-1

C - Review of Existing Literature C-1

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

LIST OF TABLES

Table
Number Description Page No.
III-1 Inventory of American Samoa Government
Facilities in Villages 111-8
111-2 Existing American Samoa Government
Surface Water Sources III-10
111-3 Comparison of Past Design Criteria 111-16
111-4 Existing Water System Design Criteria 111-17
111-5 Proposed A.S.G. Capital Improvement
Program 111-19
IV-1 Population of American Samoa from
1900 to 1974 by District IV-2

IV-2 American Samoa General Plan
Population Projections IV-4
IV-3 Study Area Population by Village IV-7
IV-4 Evaluation of Water Consumption IV-9

IV-5 Recommended Service Levels IV-13
IV-6 Year 2000 Peak Day Flow Rates IV-14

IV-7 Minimum Recommended Fire Flow
Requirements IV-16
IV-8 Reservoir Sizing IV-18
V-1 Peak 1978 Flow Rates for A.S.G.
Water System V-9
V-2 Hydraulic Grade Line for A.S.G. Water
System - 1978 Peak Day Flow V-10
V-3 Peak 1983 Flow Rates for A.S.G.
Water System V-11
v-4 Hydraulic Grade Line for A.S.G. Water
System - 1983 Peak Day Flow V-12
V-5 Some Water Related Diseases Reported to
LBJ Medical Center V-27

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LIST OF TABLES (cont'd)

Number Description Page No.
VI-1 Suggested Village Ranking for Exploratory
Wells Southeast Shore of Tutuila VI-4

VI-2 Peak Year 2000 Flow Rates for A.S.G.
Water System VI-11
VI-3 Hydraulic Grade Line for A.S.G. Water
System - Year 2000 Peak Day Flow VI-12
VI-4 Recommended Additional Storage Capacity VI-18

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA
Figure LIST OF FIGURES
Number Description Page No.
I-1 Study Area Location Map 1-2
III-1 Existing American Samoa Government
and Leone Water System 111-29
111-2 Schematic Profile - Existing American
Samoa Government and Leone Water System 111-30
111-3 A.S.G. Proposed Improvements -
Western District 111-31
111-4 A.S.G. Proposed Improvements -
Bay Area and Tafuna-Leone Plain 111-32
111-5 A.S.G. Proposed Improvements -
Eastern District 111-33
V-1 Public Notice of Poor Water Quality V-28
V-2 Organization Chart, Department of
Public Works V-34
V-3 Organization Chart, Water Systems
Management V-36
v-4 Water System Operational
Responsibilities V-37
V-5 Water Utility Objectives FY'78,
Department of Public Works v-43
VI-1 Distribution System Rehabilitation
Program Outline VI-24
VI-2 Village Water System Decision Diagram VI-27
VI-3 Schematic Rainshed Water System -
Fitiuta Village VI-34
VI-4 Preliminary Design Fitiuta Village
Water System VI-35
VI-5 Rainfall Probability at Tafuna Airport
Weather Station VI-36

LIST OF FIGURES (cont'd)

Figure
Number Description Page No.
VI-6 Schematic Rainshed Water System -
Aoloaufou Village VI-37
VI-7 Preliminary Design Aoloaufou Village
Water System VI-38
VI-8 Rainfall Probability at Upper Fagaalu
Reservoir VI-39
VI-9 Roof Catchment System VI-42
VI-10 Organization Chart Proposed Water
Division VI-50

VI-11 Recommended Water System Improvements -
Western District VI-53

VI-12 Recommended Water System Improvements -
Bay Area and Tafuna Leone Plain VI-54
VI-13 Recommended Water System Improvements -
Eastern District VI-55

VI-14 Schematic Profile Recommended Water
System Improvements VI-56

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I CHAPTER I
I INTRODUCTION
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CHAPTER I

INTRODUCTION

The water supply situation in American Samoa (Figure I-1) has been a
constant source of problems and serious public and private concern
from as early as 1960, when economic growth and expanding population
began to put a strain on the capacity of the system. Since 1970,
tens of millions of dollars have been spent on capital improvements
to water systems with little or no apparent improvement to the
quality of water service. The severity of this situation was partic-
ularly evident during the drought conditions of 1974, when strict
water rationing forced restrictions on industrial consumption and
resulted in serious economic impacts on the islands.

The water shortages seem unwarranted to residents and outsiders alike
when considering that the islands receive up to 200 inches of annual
rainfall and have a total population of only 30,000 people.

The general lack of communication and proper documentation has
further complicated the situation with a great deal of public
misunderstanding and misinformation regarding the objectives,
priorities and progress of water system improvement programs.

While low rainfall have had a significant impact, an equally
important factor has been the expanding population, economic growth
and growing expectations for the quality of water service. A
great deal has been accomplished in the past ten years in the areas
of basal water production and delivery systems, and demands upon
these systems have grown at an astounding rate.

As part of its American Samoa Water Resources Study, the U.S. Army
Engineer District, Honolulu, in cooperation with the American Samoa

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Government (A.S.G.) has conducted this technical assessment of the
water supply situation in the Territory of American Samoa.

The basic purpose of the Assessment of Water Systems, American
Samoa, which was contracted to U R S Company Hawaii (Contract No.
DACW84-78-C-0008), is to assist the Goverment of American Samoa
in its water system improvement programs by documenting and
evaluating these programs. This report will also serve as a
source of information for all interested congressional, federal
and local agencies. In effect, it will establish a "baseline"
for the water supply situation in American Samoa.

STUDY OBJECTIVES

The specific objectives of this assessment are the following

1. To document all ongoing and proposed water system s

improvement programs.
2. To perform a detailed engineering evaluation of these
programs and to identify specific problems.
3. To develop engineering and management recommendations in
solution to the problems identified.
4. To prepare a report that will document and summarize the
findings, conclusions and recommendations of this

assessment.

SCOPE

The general scope of this assessment will consist of the following:

1. Basically, there are two types of water systems in use in
the Territory of American Samoa: (a) the A.S.G. centralized
system which serves a portion of the island of Tutuila and

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6) village water systems which serve the remainder of the
territory. The scope of this study will include both types of
water systems.
2. In evaluating improvement programs to determine their
adequacy in meeting current and projected (year 2000) needs,
this assessment will be based upon existing information
and data.
3. The scope of this assessment will include the topics of
source, transmission and arterial distribution, operation
and maintenance, and management.

METHODOLOGY

The depth and detail of this study were restricted by the limited
quantity and quality of basic water system operational data available.
The A.S.G. Public Works Department, which is responsible for most data
collection related to the water system, maintains meager records of
the physical plant and its operating characteristics. The villages do
not maintain any records pertaining to their water systems.

Most of the written data available on the water system is contained
in reports and studies performed by various engineering consulting
firms.

Additional field information was collected in Samoa during a two
week field study in April of 1978. Existing reports, drawings, and
correspondence were collected from the A.S.G. files; and interviews
were held with A.S.G. officials responsible for the management
design and operation of the water system. The existing water system
shown in this report is as it existed on April 1, 1978. 7 1
It should be noted that the Department of Public Works was making substantial
improvements to the system physical plant and the system management
structure at the time of our field studies.

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The recommendations pertaining to ground water development are based
upon "Ground Water Development in American Samoa" prepared by the
U.S. Army Engineer District, Honolulu (copy attached as Appendix B).

ACKNOWLEDGEMENTS

We wish to express our appreciation to the Governor's office, the
Development Planning Office and the Department of Public Works for
their assistance in preparation of this report.

During our field studies, it was our privilege to be in frequent
contact with Mr. Edvin Remund, Director of Public Works, and Mr.
Al Sundquist, Mr. Marty Heede, and Mr. Geoff Keeler of the Department
of Public Works, Water Systems Division, who provided invaluable
information and drawings on the existing water system and plans for
future improvements. Our appreciation also goes out to Mr. Randy
Morris, Mr. Abe Malae and Mr. Seti Maleah of the Water Sewer and
Solid Waste Division for their cooperation and time in giving us
insight into the operation of the water system.

We also received meaningful assistance from Mr. Joseph Pereira,
Mr. James Pedersen and Mr. Alfonso (Pete) Galeali of the Development
Planning Office who provided us with,direction for our studies and
with data on the growth patterns of the study area.

PHYSICAL CHARACTERISTICS OF THE STUDY AREA

Identification and Location

The study area includes the entire Territory of American Samoa
except for Rose and Swains Island. American Samoa is the southern-
most possession of the United States and consists of a group of

@even islands located in the South Pacific at about 170 0 West
longitude and 140 south latitude. These islands contain approxi-
mately 76.1 square miles and are about 2,300 nautical miles south-
west of Hawaii, 1,200 nautical miles northwest of Tahiti, 1,600
miles northeast of New Zealand, and about 80 miles southeast of the
independent state of Western Samoa, see Figure I-1. The islands of
Samoa are located along the crest of a submarine volcanic ridge
which extends for over 300 miles and trends generally 75 0 southeast.

The five volcanic islands of Tutuila, Aunulu, Ofu, Olosega, and
Talu are the major inhabited islands. Tutuila, the largest and
principal island, is the center of government and business. Aunulu,
a satellite of Tutuila, lies one mile off the east coast of Tutuila.
The three islands of Ofu, Olosega, and Talu are collectively called
the Manula Islands, and lie some 65 miles to the east of Tutuila.
The two remaining islands of American Samoa are Rose and Swains,
both of which are coral atolls. Rose Island, about 160 miles to
the east of Tutuila is the territory's only uninhabited island.
It does not have enough water to support human life and is
preserved as a wildlife refuge for sea turtles and birds.

Swains Island, about 230 miles north of Tutuila, is the northern-
most island of the territory and is geographically a part of the
Tokelau Islands, but administratively is part of American Samoa.
The island is privately owned by the descendants of a New England
whaling captain.

The islands of American Samoa were discovered in the 1700's by
Dutch navigators. Although the islands remained unclaimed for
many years they were the subject of great power struggles between
the United States, Germany, and Great Britain. The Convention of
1899 resulted in the forfeiture of Germany and Great Britain of

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all claims east of the 171st meridian, and the United States
dropped all claims to the islands of Upolu and Savaili which now
comprise Western Samoa. In 1900 the chiefs of Tutuila and Aunu'u
ceded title to the United States. Four years later the chiefs of
the Manula Islands followed suit. From 1900 to 1951 the U.S. Navy
administered the islands as a territory of the United States. In
1951, administration was transferred to the U.S Department of
Interior. American Samoa remains an unorganized, unincorporated
territory of the United States. Its inhabitants are American
nationals (but not citizens) who may visit or emigrate to the
United States without passports. No organic legislation has been
enacted for.the territory by the U.S. Congress. Since 1951, the
governor of the territory has been appointed by the Secretary of
the Interior. In November of 1977, however, following a recent
plebiscite in which the citizens of American Samoa expressed a
desire for more local control of their government, local elections
were held for the positions of governor and lieutenant governor.

Topography

The islands of American Samoa are of volcanic origin and exhibit
the rugged topographic relief common to Pacific volcanic islands.
The islands rise precipitously from the ocean and their rugged
flanks are clothed in lush tropical vegetation. Typically,
sheltered embayments develop small coastal plains providing one
of the few sources of flat land in the territory. Palm lined sand
and coral rubble beaches rim much of the islands except where
exposed to severe marine erosion. Beyond the narrow beach there
is usually a moderately wide fringing reef providing limited
protection to the shore. The maximum elevations for the five
major volcanic islands are 2142, 280, 1621, 2095, and 3180 feet

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for Tutuila, Aunulu, Ofu, Olosega, and Talu respectively. Drainage
is provided by deeply incised stream valleys radiating from the
summit of each distinct volcanic cone.

Tutuila is geologically the most complex of the islands. Its
spine consists of overlapping centers of volcanic activity. The
north shore is deeply indented by embayments with little flat land
other than at the mouth of each of the streams. The coastline is
typified by high cliffs plunging directly into the ocean. The
southern coastline is slightly more protected. The Tafuna-Leone
Plain extends along the south side of the island from Nuuuli west-
ward to Leone. This formation is believed to be a late stage lava
flow overlying a former barrier reef. During a lower sea stand,
what is now Pago Pago Harbor was carved as a major stream valley.
A rise in sea level flooded the former valley and produced one of
the deepest and most sheltered harbors in the Pacific. The
majority of the southern coast consists of broad fringing reefs
except immediately near stream mouths where the salinity is too
low for coral growth.

Tutuila Island is about 18 miles long and varies in width from I
to 6 miles. The total land area is about 53 square miles. Land
with slopes less than thirty degrees is scarce and found mostly in
the Tafuna-Leone Plain. The Tafuna-Leone Plain has an area of

about 13.5 square miles. The total land area with slopes less
than thirty degrees is approximately 16.5 square miles or about 30
percent of the island.

Aunulu, off the east coast of Tutuila, is a small volcanic tuff
cone that is dominated by a slightly dissected crater whose rim

rises 200 to 300 feet above sea level. Its land area is about 0.6

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square mile. The floor of the crater is occupied by a marsh and
lake. Marine erosion has developed steep cliffs on the east and
south sides of the cone. Habitation on the island is on a low

coastal flatland that rims the west and north sides of the island.

Ofu and Olosega are remnants of a single volcanic island and are
separated by a 500 foot wide straight. Both islands rise abruptly
from the ocean with little flat land other than a narrow band along

the coast. A small island off the western side of Ofu has been
spectacularly carved into grottos, caves, and arches by marine
erosion. The land areas of Ofu and Olosega are approximately 3
and 2 square miles respectively.

Talu is the largest of the Manula Islands, covering 17 square miles.
It is formed from the northern hemisphere of the shield volcano,
Mt. Lata. Streams are scarce and have poorly developed and shallow
valleys. The south side of the island is inaccessible and consists
of spectacular cliffs and cascades that drop over 1000 feet into the
sea. Most of the coastline along the northern and western sides of
the island are fringed by a fairly wide coastal plain fronted by
narrow beaches. The villages on the west end of the island are
built on terraces which are 10 to 15 feet above sea level and are
composed of sand dunes and storm benches of coral sediments deposited
by high waves.

Climate

The climate of American Samoa is tropical and characterized by
wet and dry seasons rather than the continental four seasons of
winter., spring, summer, and fall. During the wet or summer period
of November through April, the islands lie in the intertropical
convergence zone. This results in weak and variable winds, high

1-9

temperature, rainfall, and humidity. In the dry season or winter
from May through October, the islands are influenced by the southern
hemisphere trade winds. The prevailing southeasterly winds bring
slightly lower temperatures and less rain.

Precipitation results from the upward deflection of the trades as
they pass over the island as well as from major storm fronts and
isolated thunderstorms. The annual precipitation varies with both
location and elevation. The Pago Pago airport on the Tafune-Leone
Plain receives an average of 125 inches per year, whereas the Pago
Pago Harbor area only four and one-half miles away receives an
average of nearly 200 inches per year. The summit of Mt. Alava
which overlooks Pago Pago Harbor at an altitude of 1600 feet re-
ceives more than 250 inches per year. It would appear that American
Samoa is blessed with an over abundance of rainfall. However,
seasonal rainfall variations are considerable and it is not uncommon
for extended dry periods of two to three months duration to result
in critical water supply shortages. In general, the driest months
are June through September and the wettest months are December
through March.

The average temperature is about 800F. The mean daily range is
about 120F and the mean seasonal variation is only 30F. January,
February, and March are the warmest months, and June, July, and
August are the coolest. The highest recorded temperature at the
airport was in the low 90's and the lowest was near 600F.

Flora and Fauna

The vegetation of American Samoa originally consisted of dense
tropical forests. Man has influenced this by forest clearing for
'both cultivation and habitation. Approximately 70 percent of

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Tutuila and 95 percent of Talu remain in original tropical forest
.vegetation. Cultivated lands consist principally of banana, taro,
and coconut plantations. Breadfruit trees are also extensively

grown.

American Samoa has few endemic animals. Domestic animals such as
fowl, pigs, and dogs were brought in with the early polynesian
settlers. There are no snakes but other small reptiles are
plentiful. The most abundant forms of wildlife are birds. The
number of species is limited to about thirty indigenous species
and a dozen or so seasonal inhabitants.

There have been few studies of the freshwater biological communities
since most of these streams are of intermittent flow. The reef
communities fringing the islands are characterized by numerous
species of fish such as surgeon fish, goat fish, parrot fish, wrasse,
mullet, and damsel fish. The open ocean surrounding the territory
contains skipjack and yellowfin tuna, marlin, sailfish, and dolphin.

SOCIO-ECONOMIC CHARACTERISTICS OF THE STUDY AREA

Culture

The people of American Samoa are culturally tied to the Western
Samoans. The Samoan people are polynesians as are the Hawaiians,
Tahitians, Tongans, and the Maoris of New Zealand. Their traditional
lifestyle revolves around the extended family (11aigall). The aiga
is a communal lifestyle headed by a chief (I'mataill). The matai is
responsible for the welfare of all under his rule. Additionally,
he is responsible for protection and distribution of the,family's
land.

The traditional Samoan lifestyle (11fala Samoa") is often at odds
with traditional western lifestyles. Fala Samoa places great

importance on the dignity and achievements of the group rather
than on individual achievements.

Historically, each village which was composed of one or more aigas,
was self supporting, and trade with other villages or outsiders was
not a basic necessity of life. Increased contacts with western
outsiders have caused the development of a job oriented cash economy.
This cash economy is in conflict with fala Samoa and, increasingly,
Samoans are faced with the conflicts between the desire for
western material goods and a strong cultural link with fala Samoa.
Traditional Samoan values and authority are being diffused by
increased formation of nuclear families and values emphasizing
individual achievement and opportunity. The result is that American
Samoa is becoming increasingly westernized and fala Samoa is becoming
more and more difficult to maintain. There is a bright spot in that
the youths of American Samoa are becoming increasingly conscious
and proud of their heritage. This program is being actively
pursued through the educational system.

Economy

American Samoa's economy is dependent on a very limited base.
Employment trends in American Samoa reflect the shift from a
subsistence type of economy to a cash economy. Many Samoans prefer
the cash-paying jobs available in the Pago Pago Harbor area, and
particularly with the Goverment of American Samoa, the largest
single employer in the territory. In 1970 the A.S.G. employed 2,790
persons or 54 percent of the total work force of 5,094. Since
1970 A.S.G. employment continued to increase while employment
in private sector is believed to have increased only slightly.

Other leading employers are the food processing industries, including
can manufacturing, the shipping and transportation industry which

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includes seafaring and dockside personnel, and tourism. The Starkist
and Van Camp tuna canneries employed over 1,100 Samoans in 1970.
Additionally, there were over 2,900 oriental fishermen employed by
the fishing boats based out of Pago Pago. These fishermen undoubt-
edly spent a portion of their income while in port thus stimulating
the entire economy. Unfortunately, the total number of fishing
boats based out of Pago Pago has been declining.

Although much of the current work force is engaged in unskilled
labor., an increasing number of Samoans are seeking higher education
in professional fields and are gradually expected to assume jobs
now held by non-Samoans ("palagill). This is in consonance with the
U.S. Department of Interior's goal to promote economic, social, and
political development leading to a full measure of self-government
and the active participation of the residents of American Samoa in
the life of their country.

A drastic reduction of corporate income tax in FY 1975 was caused
by a severe water shortage that resulted in a shutdown of the
canneries. The lost tax income rippled throughout the territory
as the A.S.G. was required-to implement a reduction in force by 10
percent. Similar incidents of boom/bust economy are possible until
a more diversified tax base can be established. The variability of
Federal grants and loans also affects the level of A.S.G. employment.

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I CHAPTERII
I SUMMARY
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CHAPTER II

SUMMARY

GENERAL

The American Samoa Government Central Water System

Over the past eight years, considerable effort has been expended
toward improvement of the American Samoa water supply situation.
Upon performing this engineering review, it was evident that sub-
stantial improvements to the physical plant of the American Samoa
Government (A.S.G.) water system have been achieved. The rapid
improvement of the system has been accompanied by extensive expan-
sion into new service areas in response to critical water shortages.
While the extensions were made with the best of intentions, in some
cases insufficient analysis was made of the ability of the existing
system to adequately operate and supply these new areas. The water
system was improved and extended faster than the ability to reliably
manage and operate the new system. Consequently, complaints about
the quality of water service continue in spite of the fact that the
system is producing and distributing over five times as much water as
it was during the dry season of 1972.

The management and operational problems have created a general
public misunderstanding of the A.S.G. motives in development of the
water system. Residents of areas with water shortages feel that water
is being taken from their area to serve the industrial, commercial
and governmental centers. There is an urgent need to develop a
public information and education program to counteract the many
public misconceptions.

For the existing service areas, improvements to the water production
and transmission components of the central system have essentially

been completed. The emphasis is now being directed toward upgrading
the distribution system and more efficient system management and
operation.

The Village Water Systems

Efforts to improve village water systems have also increased over
the past eight years in response to a growing population and to greater
per capita demands for water caused by rising standards of living.
The improvements to village water systems have largely been made on
an unplanned basis in the form of remedial improvements to the grossly
inadequate existing water systems. Traditionally, the villages want
to remain independent of outside influences and retain operational
control over the water systems, but they lack the financial resources
and technical abilities.

The A.S.G. is placed in a difficult position in the villages of
trying to improve the standard of living and to maintain water
service to the many government operated facilities (schools,
offices, housing, etc.) without having operational control over
the water system.

Past attempts to improve village water systems have been largely
unsuccessful because the villages have not contributed to or
participated in the planning and construction processes.

In cooperation with the Samoan community, the A.S.G. needs to establish
a firm policy to clarify its role and functions when dealing with village

water systems.

MANAGEMENT

A reorganization of the Department of Public Works functions dealing
with water systems design, construction, maintenance, and operation to

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take advantage of existing professional talent and to improve coordi-
nation is needed. As a recommendation, a Water Division could be
formed within the Department of Public Works, to combine planning,
design, construction, operation, and maintenance of all water systems
under one Assistant Director of Public Works. This organization would
provide increased engineering expertise for operational decisions
without duplicating engineering or support staff efforts in separate
design and operation divisions. The existing in-service training
program should be expanded to include all levels of management, as
well as field personnel and the topics expanded to include billing and
other management considerations.

Additional repair crews and equipment, meter installation and meter
reading crews, mid-level managers, and engineering expertise will be
required if the benefits of the new transmission and sources develop-
ment programs are to be extended to the people and if the goverment
is to operate and maintain planned improvements in the best long-term
interest of the territory.

A future alternative for consideration is the formation of a separate
authority such as a Board of Water Supply. The formation of a separate
Water Division could serve as a first step. The Board would presumably
have all of the functions of the previously mentioned Water Division
and would operate more independently of the A.S.G. This would require
development of separate billing, procurement, and other administrative
functions creating additional overhead expense and a demand for trained
manpower that is critically short in Samoa. The Water Board concept
does not now appear warranted for the marginal benefits of bypassing
political pressure and cumbersome governmental regulations regarding
personnel and procurement procedures.

Long-term planning and policy direction from the highest level of
territorial goverment also needs to be developed. Such items as the

11-3

philosophy of continual subsidy of the water system or the possibility
of system revenue meeting all (or a fixed percentage) of operating
costs need to be addressed in the form of governmental policy. The
goals of expansion of the system and of increased potable water quality
also require attention.

An ongoing public awareness program should be incorporated into the
Water Division activities. The program should include both formal
public hearings and informal workshops, as well as regular television
news coverage of system changes. Dissemination of information on how
the system operates and the problems encountered by the Water Division
would be of value. Announcing failures and successes in solving
difficult problems will also do much to narrow the gap between public
expectations and Water Division capabilities. This mutual understanding
will do much to improve water system management, from which the people
of the territory will ultimately benefit.

RIGHT-OF-WAY ACQUISITION

Right-of-way acquisition for water system improvements has been a
serious problem for the Department of Public Works for many years.
Badly needed projects have been delayed or halted indefinitely by
extended right-of-way negotiations or right-of-way disputes. Projects
have been modified at the increased cost or at the expense of the
system's operating efficiency in attempts to skirt right-of-way
problems.

The problems are related to the communal land ownership system under
which the majority of the land in American Samoa is held. Most of the
communal land has not been surveyed and registered with the court, and
ownership and boundary disputes over this land often exist. There is
no formal procedure to obtain a verification of land ownership when
the land has not been recorded. Persons stating a claim on land, can

11-4

file and often can obtain temporary restraining orders against A.S.G.
land acquisition attempts without posting a bond.

The problems have also resulted from the use of relatively short term
(two-year) contract employees, causing a lack of continuity and also
from the lack of an effective training program for local personnel.
The lack of continuity has resulted in an inconsistent policy toward
right-of-way acquisitions.

Public meetings should be arranged in cooperation with the Office of
Samoan Affairs before a final selection is made of the right-of-way
route in the village or villages affected. The public meeting will
help identify the landowners, problems with the selected route, and
problems in obtaining land values and lease rentals in the area by the
appraisers.

The Department of Public Works needs to staff the Right-of-Way Branch
with trained personnel as required for efficient and prompt right-of-
way acquisitions. Whenever necessary, long-term (e.g., five year)
contracts of employment could be made with skilled personnel to
maintain continuity in the Right-of-Way Branch.

The Office of the Territorial Registrar needs to adopt indexing systems
that will increase the efficiency of retrieving land sale records,
leases, easements, condemnation and right-of-way acquisitions.

Legislation to require the mandatory posting of a bond or surety to
secure temporary restraining orders seeking to restrain right-of-way
acquisitions is needed.

DISTRIBUTION SYSTEM

The distribution system is the weak link in the existing A.S.G. water
system. Residential consumption rates averaging 285 gallons per

capita per day have been estimated in the existing services. This
high consumption is due primarily to leakage and waste in unmetered
and illegal connections. Excess water consumption is a burden on the
existing transmission, pumping, and storage facilities to the extent
that the system has not operated correctly.

The existing distribution system consists of small diameter pipelines
that branch off of the main transmission pipelines into the communities.
Pipelines and meters are indiscriminately placed. The meters are
difficult to locate, to read, and to repair; and it is sometimes
nearly impossible to relate a specific meter to any given house.

Distribution pipelines wander throughout villages above and under-
ground, and it is difficult to determine which lines are metered and
which are not. Illegal connections are simple to make and hard to
police. Repairs to pipelines are sometimes difficult as no rights-of-
way exist for most distribution pipelines.

The A.S.G. has recently begun an extensive five to ten year program to
completely rehabilitate the existing A.S.G. distribution system. To
be successful, the program needs support from the Governor's office
and the local legislature. Initially, the program may not be popular,
because right-of-way will be required for the new distribution system
and many residents who now receive free or low flat rate water service
will be required to pay. Overcoming the initial public resistance
will be the first problem faced by the program. A comprehensive
public education and public information program is required. If the
importance of the program is communicated and results in the form of
improved water service are demonstrated, then subsequent efforts will
be made easier.

11-6

The objectives of the rehabilitation program are as follows:

1. To reduce water waste and misuse
2. To facilitate water system maintenance and repair
3. To reduce operating costs
4. To provide better fire protection
S. To provide equitable water use charges to all water

system customers

EXPANSION OF THE A.S.G. WATER SYSTEM

A workable policy toward expansion of the A.S.G. water system service
area needs to be developed. Any proposed expansion should be proceeded
by detailed studies that identify the increased demands that will be
borne by the management, operational, and water supply resources of the
existing system. These studies should also evaluate the ability of the
existing system to meet these new demands and as required, recommend
where improvements are necessary. No expansion should be attempted
until the water system has the resources to provide reliable water
service.

Any expansion into areas served by village systems must consider the
desires of the residents of these areas and be consistent with the
overall A.S.G. policy toward village water systems.

WATER SUPPLY DEVELOPMENT

Ground water is recommended for development as the primary source of
potable water. The consistently high quality of ground water develop-
able at a relatively low cost makes ground water the most desirable type
of water source. A separate study of surface water resources (Dames &
Moore, 1978) indicated that approximately 164 million gallons of storage

11-7

would be required for each million gallons per day of regulated
flow. A storage reservoir of this magnitude in Samoa would
require a dam approximately 200 feet high. Preliminary estimates
indicate that ground water resources of the Tafuna-Leone Plain
are sufficient to supply the demands of an expanded A.S.G. water
system through the year 2000. The development of this resource
should be undertaken with care, however, to insure that it is not
over-developed.

More specifically, the recommendations for the management and
development of the ground water resources are as follows:

1. Avoid over-development of the basal freshwater lens in
the Tafunafou area by directing ground water development programs

to other areas.

2. Investigate the potential of the Malaeimi and Malaeloa
valleys which appear to be promising areas as supplemental sources
of ground water for the central A.S.G. system.

3. Conduct a ground reconnaissance survey of villages
outside the existing,goveTTment system to identify and inventory
those which are eligible for further ground water exploration.

4. Institute a program to seal abandoned and unsealed
drilled holes and wells and to assure that production and obser-
vation wells in use have adequate sanitary seals.

5. Select production well sites above, or upstream, of
anticipated sources of contaminants, insofar as possible, to
minimize the need for strict watershed management and conflicting

land uses.

11-8

6. 'Coordinate waste collection and dispos al (wastewater
and solid waste) and land use practices and plans to assure
protection of ground water supplies.

7. Maintain the qualified technical expertise required in
the engineering, design, and construction of wells to fit the
particular hydrology and geology of subsurface conditions encoun-
tered at each individual well site and to oversee the mechanical
aspects of well drilling.

8. Develop a hydrologic budget for the island of Tutuila.
A hydrologic, or water budget is a method of quantifying the four
phases of the hydrologic cycle (i.e., precipitation, evaporation
and transpiration, surface water and ground water) and their
interactions for a given area. It is particularly useful in
managing water supplies and in evaluating and forecasting the
impacts of certain actions (e.g., dry spells, projected growth
and demand, etc.) on each hydrologic component.

COLLECTION OF ADDITIONAL DATA AND ADDITIONAL STUDIES

The basis for recommendations of the specific improvement items
contained in this report is, as of necessity, based upon es timates
of water production capabilities and water consumption requirements
available at the time of this writing. The water system management
has in the past maintained insufficient field operational data on
the system. In the future, more detailed information of flow
rates, flow rate variations, and pressure distribution must be
collected at all critical points in the system. These data
should be periodically analyzed to determine the most efficient
sizing and location of proposed improvements and the most efficient
operational procedures.

H-9

As noted in Chapter I, the scope of this assessment is limited to
documenting and evaluating all ongoing and currently proposed
A.S.G. water systems improvement programs. Hence, the specific
recommendations contained herein do not comprise a complete water
plan for the territory.

In view of the fact that current water system improvements are
only planned through 1981 and in light of the findings of this
assessment, a long-range (e.g., 25- or 50-year) water plan to
guide future development and to minimize the recurrence of past
problems is highly recommended. In formulating this plan, such
subjects as alternative methods for developing village water
systems, the identification of area-by-area future water demands,
alternative sources of water to meet future demands, and an
investigation of federal requirements as they apply to villages
and the A.S.G. system could be addressed. Coordinated improvements
with economic development, waste disposal and other planning
activities would also be part of the long-range water plan.

II-10

8. Develop a hydrologic budget for the island of Tutuila.
A hydrologic, or water, budget is a method of quantifying the four
phases of the hydrologic cycle (i.e., precipitation, evaporation
and transpiration, surface water and ground water) and their
interactions for a given area. It is particularly useful in
managing water supplies and in evaluating and forecasting the
impacts of certain actions (e.g., dry spells, projected growth
and demand, etc.) on each hydrologic component. It requires
extensive data collected through well-conceived monitoring programs
over extended periods.

COLLECTION OF ADDITIONAL DATA AND ADDITIONAL STUDIES

Studies and plans are necessary for the orderly development of
expanding facilities like water systems. These plans are, however,
based upon data as of a given point in time and projections of
future events. Future events cannot be predicted with certainty
and the longer the projection, the less the certainty. Studies
and plans, therefore, have a "shelf life" that is considerably
shorter than the life of the facilities that they planned.

The basis for recommendation of the specific improvement items
contained in this report is, as of necessity, based upon estimates
of water production capabilities and water consumption requirements.
The water system management has in the past maintained insufficient
field operational data on the system. In the future, more detailed
information of flow rates, flow rate variations, and pressure
distribution must be collected at all critical points in the
system. This data should be periodically analyzed to determine
the most efficient sizing.and location of proposed improvements
and the most efficient operational procedures.

TI-11

The existing planning for water system improvements is currently
extended only through 1981. There is a need for long term planning
that will guide future water system development. This planning
should address itself to subjects such as identification and
evaluation of alternate water sources, identification of area by
area future water demands, investigation of alternate methods
for developing village water systems, and an investigation of
federal requirements as they relate to village and the A.S.G.
system. The planning effort needs to set out a logical year
to year development sequence for the future water system
improvements.

11-12

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I CHAPTER IH
I THE EXISTING SYSTEM, ONGOING
I AND PROPOSED IMPROVEMENT PROGRAMS
I
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CHAPTER III

THE EXISTING SYSTEM, ONGOING

AND PROPOSED IMPROVEMENT PROGRAMS

HISTORICAL OVERVIEW OF SYSTEM

There is no evidence of any organized water systems in American Samoa
prior to the first contacts with the outside western world. Water was
evidently obtained directly from surface streams and springs. During
times of drought, those villages and areas without perennial streams
no doubt obtained drinking water from coconuts and used the ocean to

bathe in.

The first organized community water system was probably constructed
to serve the early United States coaling station near Fagatogo. A water
service agreement recently discovered by the Department of Public Works
shows an agreement between the U.S. Navy and Fagatogo Village dated
August 23, 1899, and indicates one of the earliest attempts to obtain
water rights to serve the Navy base.

Periodic expansion to the coaling station and World War II brought on
the first significant attempts to develop and distribute water in
American Samoa. During this period the Pago Pago well shaft was con-
structed and a 10-inch pipeline was laid to the ship repair yard (at
the present site of the tuna canneries and marine railway), a stream
intake was constructed on Vaipito Stream above Pago Pago Village and
a pipeline extended to the vicinity of Happy Valley, the Upper Fagaalu
Dam was constructed together with a hydroelectric power generation plant
at Fagatogo, a stream intake was constructed on Vaitele Stream to supply
water to the airfield at Tafuna, a stream intake was constructed on
Leafu Stream to serve the airfield at Leone, and several other miscel-
laneous improvements were made to the water systems of villages (Tula,

Pago Pago, Aua, Nuuuli and Amanave) that had military personnel stationed

in them.

From the end of World War II until 1960, very little, if anything was
done to improve the wate,'r supply systems of American Samoa. When the
U. S. Department of Interior took responsibility for administration
of the Territory in 1950, the Territorial Government (A.S.G.) assumed
responsibility from the Navy for operation and maintenance of the water
systems. The primary emphasis was on those systems that served govern-
mental facilities. By the villagers own choice and by governmental
policy not to interfere, the villages maintained control over village
systems that served the local population.

Beginning in the early 1960's, American Samoa began its rapid transition
from a villages subsistence economy to a cash economy. During this
period, the Tafuna International Airport was constructed, the roadway
connecting each end of the island to Pago Pago along the south shore
was completed and the tuna canneries offered the first major opportunity
for employment outside of government service. These improvements brought
about changing life styles and together with an expanding population
(from 6,000 in 1900 to nearly 30,000 in 1974) brought water shortages

and demands for a more reliable water service.

In response to these demands, the A.S.G. had the first master plan for
the water system prepared. This report (Austin, Smith & Associates,
1963) noted the increasing population and water needs in American Samoa
and recommended that improvements be made to the old Navy system.

The 1963 report identified the inability of the existing surface water
systems to meet peak demands and recommended the construction of nearly
seven million gallons of distribution storage reservoirs, the construction

111-2

of various 6-inch and 8-inch diameter transmission pipelines and the
construction and further investigation of ground water sources. Based
upon this 1963 report, the A.S.G. designed and'built the following
improvements: (See Figure III-1 for general locations)

1. The 6-inch pipeline from Atuu to Leloaloa
2. The 1.0 million gallon reservoir at Pago Pago
3. The 2.25 million gallon reservoir (stilling basin) and filters

at Vaipito Stream
The 8-inch pipeline from Pago Pago to Happy Valley
5. The Pago Stream well (since abandoned)
6. The Fagatogo booster pumps and pressure filters
7. The 1.0 million gallon reservoir at Fagatogo (Maugaalii Reservoir)
8. The 1.0 million gallon reservoir at Blunts Point
9. The 4.5 million gallon reservoir at (Virgin Falls) Fagaalu
10. The lower Fagaalu Stream intake and pressure filters
11. The 8-inch distribution pipeline from Fagaalu to Utulei
12. The Papa Stream well (since abandoned)
13. The 6-inch distribution pipeline from the Papa Stream well
to the Tafuna A.S.G. housing area

These improvements were limited to areas containing A.S.G. facilities

and in which the A.S.G. had some control over right-of-way. Villages
along the systems were allowed to connect to the systems if they desired.

After 1964, the water systems were not improved to any extent until

approximately 1970. In 1970, there was a cooperative attempt between
the A.S.G. and the villages to improve the old Navy system in the Leone
area. The improvement was of limited success, however, because it was
not fully completed. Pipeline and storage reservoirs were constructed
in the villages of Leone, Malaeloa, Puapua, Taputimu and Vailoatai.

111-3

The surface water supplies had inadequate quantity in the dry season
and insufficient pressure head to serve all the villages. The villages
attempted to operate the system on their own, but intervillage disagree-
ments, the lack of technical and managerial expertise, and limited water
supplies prevented the system from being operated correctly.

In 1970, the A.S.G. also began construction of the Lago Puna water
system. This system ran from its source at Puna Stream through Mapusagafou,
Pavaiai, Faleniu, Futiga, Iliili and Vaitogi villages. The operation
of this system proved less than satisfactory, however, because the sole
source for the system (Puna Stream) had inadequate supply during the
dry season. The later addition of wells at Iliili has helped the situa-
tion, but lack of back up facilities and operational problems have created
continued water shortages.

The FY 1971 Water System Expansion Program was in three separate locations
on Tutuila Island. In the Western District it was planned to improve
and extend the Leone Water System as far west as Atauloma. Unfortunately,
because of insufficient funds, it was only possible to construct the
system from Asili westward to Atauloma. (See Figure 111-3)

In the eastern district, a pipeline from Auto to Alofau was planned
to be constructed. However, the system was only extended from Auto
to the east as far as Pagai due to insufficient funds and village dis-
agreements. (See Figure 111-4)

In the Bay Area (Pago Pago), the A.S. G. water system was extended
from Leloaloa to the Aua Village School. Insufficient funds also
prevented the construction of the proposed tanks along this pipeline.

Low rainfalls in the first half of the 1970's coupled with accelerating
population and economic growth brought increased attention to the A.S.G.'s

111-4

water system planning. In 1972, an updated water system master plan
(Austin, Smith and Associates, 1972) was prepared for the Pago Pago,

Tafuna and Leone areas.

The water system improvement program for 1973 and 1974 followed the
recommendations of the 1972 system master plan. New wells were completed
at Tafunafou, a 12-inch pipeline was constructed from Nuuuli to Fagaalu
Village and two booster stations at Nuuuli and Fagaalu were provided
to connect the well field with the Bay Area. As part of the industrial
park project, a 12-inch pipeline was constructed to connect the Tafunafou
well field with the water system. These programs interconnected the
various portions of the A.S.G. water systems into one water system.

Because of continuing problems with quality and quantity of the existing
surface water sources, an analysis of the capabilities of the water
system to operate solely on ground water was prepared (R.M. Towill Corp.,
1975). The FY 1975 Water System Improvement Program was originally
designed in accordance with the criteria in this report which assumed
that all water used in the Bay Area would be transported from the Tafuna

Plains area.

Before the design was completed, a separate proposal was made to utilize
the Olovalu Crater to store large quantities of surface water and to
transport the water into the Bay Area via a high pressure gravity system
that used large diameter pipelines and no intermediate booster pump
stations (CH2M-Hill, 1975). The A.S.G. decided that the construction
costs under this Crater Proposal were excessive when compared to ground
water development and that ground water should be developed to its maximum
first. However, the Olovalu Crater proposal was never formally adopted
or rejected. Apparently the pipeline sizes in the 1976 system were
somewhat affected by the Crater Proposal on the chance that the proposal
may be adopted at a later date. There is no documented evidence, but

111-5

the size increases are very similar to those recommended in the Olovalu
Crater project.

The Olovalu Crater has subsequently been used as a borrow site for cinders

to such an extent that the crater rim is now breached. The earthwork

necessary to repair the breach make the economics of this project even

less desirable.

The FY 1975 improvement program consisted of pipeline improvements along
the main highway from Tafuna to Nuuuli, from Fagaalu to Utulei and from
Leloaloa across Pago Pago Park to Siufuga. The FY 1976 and 1977 programs
continued the improvements to the transmission capabilities between
the Tafuna well field and the canneries and provided additional distri-
bution storage.

The FY 1976 and FY 1977 capital improvements program contained the follow-
ing transmission and storage projects:

1. Pipelines between Mapusaga and Tafuna (16 and 20-inch diameter)
2. Pipelines between Siufuga and Atuu (12-inch diameter)
3. Pipelines between the Airport and Iliili (16-inch diameter)
4. Pipelines between the Industrial Park and the Airport (16-
inch diameter)
5. Pipelines at Fagaalu Park (20-inch diameter)
6. Water storage tank at Mapusagafou (0.50 million gallons)
7. Water storage tank at Pavaiai (0.75 million gallons)
8. Water storage tank at Aua (1.0 million gallons)

111-6

EXISTING AMERICAN SAMOA GOVERNMENT WATER SYSTEM

General

The existing A.S.G. water system extends from Aua Village in the east
to Futiga Village in the west (Figure III-1). The A.S.G. water system
is distinguished from village water systems in that it is operated
and maintained by the Department of Public Works and it is recognized
by the residents as A.S.G. owned. Generally customers receiving water
from the A.S.G. system are charged a fee, either flat rate or by metered
consumption. In contrast, village systems are theoretically owned and
operated by the villages and generally do not charge for water service.

Within this area serviced by the A.S.G. water system and in all other
villages, there are also numerous private individual family or village

water systems. Residences are frequently connected into one of these
private systems as well as the A.S.G. system, and residents utilize
the free water service in the private system when adequate supplies

are available.

The A.S.G. has an unofficial interest in the operation of many of the
outside village water systems that attempt to maintain water service
to the A.S.G. facilities within villages (Table III-1). In these systems,
the A.S.G. does not provide an active maintenance role, but responds
to requests for assistance when water service fails. These requests
often become demands, since necessary facilities such as schools, offices,

and similar A.S.G. facilities are forced to shut down when water becomes

unattainable.

The A.S.G. participated in or completely paid for construction of some
of the water facilities in Asili, Leone and Fagaitua, but does not

111-7

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE 111-1

INVENTORY OF AMERICAN SAMOA GOVERNMENT

FACILITIES IN VILLAGES

VILLAGE DESCRIPTION OF FACILITIES REMARKS
Poloa, Nuo Elementary school Served by
Ataulorna Employee housing village water
system
Leone Dispensary, offices, fire station,
elementary school, high school,
experimental farm, employee housing
lliili, Pavaiai,
Aoloaufou Elementary schools Served by
Mapusaga Community college, American
employee housing Samoa
Government
Tafuna Elementary school, airport, power water system
station, construction offices
and equipment, industrial park,
offices, employee housing
Fagaalu Hospital, elementary school,
employee housing
Utulei Housing, offices, high school,
elementary school, T.V. studio
Fagatogo Housing and offices
Pago Pago Offices, elementary school
Satala Power station, marine railway
Aua Elementary school
Fagasa, Vatia,
Lauliituai Elementary schools Served by
Fagaitua High school, post office, village water
employee housing system
Alofau Elementary school
Amouli Dispensary
Tula, Aoa,
Masef au Elementary schools
Aunuu Elementary school,
Ofu, Olosega, dispensary
Faleasao Elementary schools, dis-
pensaries, power stations Manua Islands
Luma High school water system
FitiUtG Elementary school
111-8

actively operate or maintain them except in Leone where a minor A.S.G.
center has developed. The A.S.G. has drilled and maintains several
wells in the Leone area to provide water to the A.S.G. facilities and
in the process, supplies most of the water to the system.

Sources

The existing A.S.G. water supply system is supplied by both surface

and ground water sources. The older Navy water system relied almost
entirely on surface water supplies. Since the early 1970s, the A.S.G.
has relied more heavily on ground water. The existing surface water
supplies with estimates of the average flow rates and minimum observed
flow rates are shown in Table 111-2. Only the Fagaalu intake water
is metered; the other figures shown are estimated.

Ground water supplies are now the major sources of water for the A.S.G.
system, primarily from drilled wells in the Malaeloa, Iliili and Tafunafou
areas of the Western District. The current major production wells are
shown on Figure 1 and in Table 3 of Appendix B. Smaller quantities
of ground water are obtained from a shallow dug well in Utulei and a
dug shaft with a collection gallery in Pago Pago Valley.

Treatment

The treatment of ground water is limited to simple chlorination at the
Tafunafou well field and the Utulei dug well. All other wells are

untreated.

The surface water sources from Vaitele, lower Fagaalu and upper Fagaalu
intakes have pressure filters and chlorination. The Vaipito intake
has gravity filtration through three valveless gravity filters and

111-9

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE 111-2

EXISTING AMERICAN SAMOA GOVERNMENT

SURFACE WATER SOURCES

Estimated 2
Estimated Minimum
Average Dry Season
Flow Flow
SOURCE (GPM) (GPM)

Fagaalu Intake 220 0
Puna Dam 50 0

Vaitele Intake 300 50
Upper Fagaalu Reservoir 250 100
Vaipito Intake (Utumoa) 220 100
Malaeloa Intake 150 50

Leone Intake 200 100

1390 400
1Estimated flows, no meters except for Fagaalu intake.
2Based upon reported observations during the 1971 and 1974 dry seasons.

III-10

chlorination. The Puna intake has only chlorination facilities; the

Malaeloa and Leone intake waters receive no treatment.

Generally, all of the existing treatment equipment is inadequate and
unreliable for the treatment of potable water.

Service Levels

Because of ground elevation differences within the A.S.G. water system,
the system is broken into four service areas (See Figure III-1). The
highest service area contains the village of Mapusagafou and runs from
elevation 390 to 590. Water supplies for this area are obtained from

the Puna intake.

The next lowest service area contains the villages of Futiga, Iliili
and part of Pavaiai. Water supplies for this area are obtained from
the drilled wells at Iliili. The village of Vaitogi is fed by water
dropped from Iliili through a pressure reducing valve.

The villages of Mapusaga, Faleniu and part of Pavaiai are fed from wells
number 67 and 69 at Malaeimi and the new Mapusaga (ASCC) booster station

which lifts water from the Tafunafou well field.

The bulk of the area from Tafuna to Aua is in the lowest service level

and is fed from the Tafunafou well field and the surface water sources.

The upper portions of Pago Pago and Fagatogo villages are served from
the stream sources in the respective valleys.

EXISTING VILLAGE SYSTEMS

General

There is no evidence of any village water system improvements in Ameri-
can Samoa prior to 1900. The water needs of early Samoa were normally
met at streams, springs, or along the ocean shore. In times of extreme
drought, the ocean was used for bathing and the coconut provided liquid
for drinking.

During the 50 years of Navy administration, it was the policy to stay
out of local affairs and consequently, little development of village
resources resulted during this administration.

Outside of the Bay Area, the earliest water systems were constructed
during World War II. Evidence of these systems can be seen in Tula,
Amuuli, Aua, Nuuuli, Leone, and Amanave villages. Each of these vil-
lages had some sort of an American military base or personnel stationed
in them, and the water systems are a result of their presence.

Up until the 1960's, these village water systems were the most advanced
form of water systems outside of the Bay Area. By the 1960's, most
of the villages had made some improvements, but they were normally on
an individual family basis and were not village-wide. The improvements
normally consisted of development of springs and streams with small
diameter pipelines (under two inches) for water delivery. No provision
for water treatment and little or no water storage capacity were pro-

vided.

For most of the village communities located outside of the A.S.G. water
system, the most common water system developments are small re,servoirs

111-12

or catchments formed by concrete dams built across streams. Occasionally,
a few families developed a hillside spring for their own use.

The storage capacity of the catchments are small (100 to 10,000 gallons).
Many villages also have 5000 to 30,000 gallon concrete or wooden tanks
for storage outside of the catchment. Water is piped directly from
the catchment or reservoir to the consumer's tap using small (1/2 to
6-inch) diameter galvanized iron or plastic pipes.

In most villages, there are several separate water systems belonging
to several individual families within the village. These systems have
sometimes been interconnected and form complex systems within the village.

Current Situation

There is little or no mapping of village water systems. For the most
part, the systems have evolved bit by bit over the years without any
planning. Partial information on the sources and layout of existing
village water systems is available in R.H. Dale's Inventory of Village
Water Systems in American Samoa, 1970 and Inventory of the Economic
Development Administration Village Water System Program, 1975 by URS/
The Ken R. White Company.

Just a decade ago, it was common for each village to have only a few
outdoor outlets, consisting of 3/4-inch pipe risers four to six feet
high and bent at the top to direct water downward. The fortunate fami-
lies had one or even two of these outlets to themselves. All washing
and bathing was done at these pipe risers.

Within the past few years, the situation has changed completely. In
addition to the existing pipe risers, many of the homes (now predomi-
nantly Western style), have some form of indoor plumbing. Some of the

111-13

village families still use the outdoor risers and basins for washing
clothes or for bathing. Privies are found in the outlying villages,
but have been replaced in many areas by the high water consuming flush

toilets.

Contamination of water supplies is still a serious threat to the village
water systems. During heavy rainstorms, stream catchments and reservoirs
are subject to high silt and debris loads. The steep slopes within
the watersheds are cultivated by villagers and often foraged by pigs.
The watersheds do not contain any industry within their boundaries,
but because of limited land area, dwellings are beginning to encroach
on the watersheds. The lack of water treatment in the village systems

compounds the contamination problem.

Beginning in the 1960's, the A.S.G. began taking more interest in village
water systems due to construction of schools, dispensaries or other
A.S.G. operated facilities in many of the villages. To provide water
to these facilities, the A.S.G. improved existing facilities or con-
structed new water systems with minimal capacity. These systems became
a part of the village systems, and they soon were used by the village
as well as the schools and dispensaries.

In 1970, a combination of an extremely low rainfall, increased popula-
tion and increased standards of village living focused the first real
attention on village water systems. This attention resulted in the

A.S.G. securing a grant for improvements to village water systems from
the Economic Development Administration. The A.S.G. has since applied
for an additional grant from the Economic Development Administration.

111-14

EXISTING DESIGN CRITERIA

The design cviteria used in past A.S.G. water system master plans and
subsequent A.S.G. facilities design are summarized in Table 111-3.
With the exception of the 1963 report, the criteria used to determine
water demands and the calculated water demands are fairly consistent
and have comparable results. Direct comparisons of the various criteria
can not be made as each is based upon different assumptions for the
future of the system.

The 1963 report was prepared at the very beginning of American Samoa's
unprecedented economic growth and population expansion and did not
anticipate the rapid growth of the 1960-1978 era. During the decade
1950 to 1960, the population of American Samoa grew less than 1% per
year. In 1963, it would have been very difficult to foresee what has
happened in Samoa over the past fifteen years. At that time there was
very little or no past supportive data to work with concerning the
operating characteristics of the water system or population projections.
Each succeeding report had the advantage of additional background data.

The proposed A.S.G. water system has expanded from a system that served
only A.S.G. facilities to one that will serve most of the population

on the south shore of Tutuila Island. Before the advent of the recent

Safe Drinking Water Act, it would have been difficult to foresee the
A.S.G. becoming involved in village water systems to the extent that
it is today. The criteria is constantly changing; more and more areas
are being served with higher quality water on a more consistent basis

each year.

The existing surface water sources have become less important to the
system over.the years. The economic considerations concerning providing
improved treatment facilities for these sources to obtain a consistently

111-15

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE 111-3

COMPARISON OF PAST DESIGN CRITERIA

C;
0 2
0 @t Design Design Population Projections and Design
0 Service Peak Flow Rates (MGD)
Report 0 a- <.S Area 1970 1980 1990 2000 2010 C(

Austin-Smith 180 0.252 Tafuna to 7,500 8,800 10,000 11,500 12,500 Prepa
Assoc., 1963 Leloaloa (1.9) (2.25) (2.5) (2.8) (3.2) begin
unpre
tion (
growt

Austin-Smith 150 1.650 Leone to 27,000 37,000 46,000 Noted
Assoc., 1972 Breakers Pt. (5.6) (7.8) tion i
tinue(
Reco
ment
trans

R.M. Towill 150 2.124 Tafuna to 12,730 16,413 Noted
1975 Breakers Pt. (5.7) (6.9) pipe
sourc

CH2M-Hill 200 2.16 AmGnave to 49,200 Pipe
1975 Breakers Pt. (12.0) sourc
Bay /
Flanagan 1 180 1.2 Most of 36,900 48,200 No b(
1976 South Shore (7.6) (9.9) criter
desigr
See Table 1-4 for breakdown.
2 Populations and peak flow rates are not directly comparable between reports due to different
service areas.

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE 111-4
EXISTING WATER SYSTEM DESIGN CRITERIA
Area Population Average Day_Water D
1974 1990 2010 1974. 1990
West of Leone 1844 2200 2600 (0.33) (0.40)
Leone System 3633 5250 7200 (0.65) (0.95)
Logo Puna System 38 61 5499 7600 0.70 0.97
Tafuna Nuuuli -
.Matuu 3738 5200 7000 0.67 0.94
Fagaalu Fagatogo 3665 4750 6050 0.66 0.85
Pago Pago - Aua 6070 7850 10,000 1.09 1.41
Existing canneries -- -- -- 0.70 0.75
Allowance for new
industry -- -- -- -- 0.25
Eastern district 4515 6100 7700 (0.81) 1.10
TOTAL 27,326 36,849 48,150 5.61 7.62
Not in present service area (1.79)
Net water demand 3.82

Source: American Samoo's Water System Improvement Program, Matthew J. Flanagan, 1976

high quality water has become less and less desirable. Reevaluation
based upon availability, quality and cost-effectiveness of water sources

has dictated that more and more water be obtained from groundwater
wells outside of the Bay Area, and this has increased the required size

and extent of the transmission mains needed to move water from the well

field to the Bay Area.

ONGOING AND PROPOSED A.S.G. WATER SYSTEM IMPROVEMENTS

The proposed water system capital improvement program for 1977 to 1981,

as prepared by the A.S.G. is listed in Table 111-5 and illustrated on
Figures 111-3, 111-4, and 111-5. Project item numbers are keyed to
Figures 111-3, 111-4, and 111-5 for convenience in listing them. The
status of each project is listed as of April 1978. A brief item by
item discussion of this.program is as follows:

Item No. 1. Tafuna and Mapusaga Pipelines: These pipelines run
along the main highway from the village of Mapusaga to the airport

road turnoff and down the access road to the Tafunafou well field.

The project is under construction and is scheduled to be completed
by June, 1978. The pipeline is 16-inches in diameter along the
road to the well field and along the highway toward Mapusaga.
The pipeline is 20-inches in diameter along the main highway east

of the airport road turnoff.

Along the main highway, the new pipeline is interconnected with
the existing 8-inch pipeline and provisions have been made for
installation of a booster pump station (see item 13) near the
American Samoa Community College (A.S.C.C.). The future booster
station will be used for lifting water up to the second service
level to provide water for the villages of Mapusaga. and Faleniu.

111-18

ASSESSMENT OF WATER SYSTEMS
AMERICAN SAMOA

TABLE 111-5
PROPAqFr) A.S.G. CAPITAL IMPROVEMENT PROGRAM

Project Fiscal Fi scal
No. Project Name No. Year Year '78 Fiscal Year '79 Fiscal Year '80 Fiscal Year '81
"em PIPELINES A M J JA S ONDJF 'A A M J J A SJOND JF M AM J J A S OND J F PA A M
I TAFUNA/MAPUSAGA 20" & 16" 760074 76 33
1 WELL 110 AICC 11" 110082 76
3 IND. PARK/FAA/ILIILI 760603 76
4 ATUU TO LELOALOA 770495 76 3M
5 AIRPORT FEEDER 780106 76
6 PAGO TANK ROAO/SIUFAGA 12" 780114 76
7 WESTERN LOOP 12" 770230
770339 76 TrrTTrrrrrT7rrrrrrm
8 MAPUSAGA/ALOAUFOU 8" 780098 76
9 AUMA/AMANAVE 8" 780155
780189 77 moorTTTrrrrrrrrrrm
10 UTULEI TO MARKET 20" 780395 78
I I MARKET TO MALALOA 16" 790xxx 79
12 AUA/AUTO 8" 790xxx 79 fill

BOOSTER STATION
@
3 MAPLISAGA (ASCC) 760090 76
4 PAVAIAI BOOSTER PUMP 770172 77
15 MAPUSAGAFOU BOOSTER PUMP 770412 76
16 FIVE PLACES 780387 78

RESERVOIRS
17 PAVAIAI .75 MG 770255 77 351!301111la nTrrrTrITrM
is MAPUSAGAFOU .5 MG 770420 77 izMEINIKI ......... i rTTTrTm-M
19 AUA 1.0 MG 770487 76 ZER@
20 LEONE 3.0 MG 760504 76 M f TrrTTrrrrTn
21 FUTICA .75 MG 8OOxxx so mi-11-ii
22 ASILI 780225 77

WELLS & PUMPS
23 EXPLORATORY/TEST 770602 77
24 FY-76 HUD PROGRAM 760025 76
25 FY-77 DOIPROGRAM 780197 77
26 FY-77 HUD PROGRAM 770404 77 rrrrrrrrrm
27 FY-78 PUMPS 7803" 78 ...... rrTTrrrrrTTrrr
28 FY-79 790xxx 79 (ST77,=-lfJJ11 111 111111 1111111
29 SPARE PUMPS 770446 77 55=55=

REHABILITATION
30 EXISTING RESERVOIRS (4) 760496 76 nTrrrrrmT
31 EXISTING FILTERS (10) 770594 76 3000000yo,
12 FAGATOGO VILLAGE 760131 76 MMMII 1=1127=1
33 UTULEI VILLAGE 780130 76 TI7f7ZZ7;!ZM
34 PAGO PAGO VILLAGE 780148 76 -1 so
35 NUUULI VILLAGE 780122 76 .........

TREATMENT

36 WATER PURIFICATION 760520 76
37 CHLORINATOR CONVERSION 780213 77 T@7@@ 1111111 1 MIT=
38 RECHLORINATION 780221 77 ESSMANNE@=
39 FACILITIES 780xxx 78 KK=
40 TREATMENT FACILITIES 790xxx 79 rrrrrrrrrTT-rrrr,

MISCELLANEOUS
421 LEAK DETECTION 770321 76
4 MALAEIMI PIPELINE 770171 76 ESSSSSWEENOW EA
43 O&M MANUALS 770586 76
44 METER PROGRAM 780209 77
45 MISC. IMPROVEMENT FY-77 780247 77
46 M@SC. @MPROVEMENT FY-78 780xxx 78 r3palogym
47 M SC. MPROVEMENr FY-79 790xxx 79 05=5m

f= DESIGN, IN-.0UIE OEM 1011STRUCTION, FORCE ACCOUNT Source. Department ol Public War's
DESIGN BY A/E CONSTRUCTION, CONTRACT American Samoa Government
BID & AWARD

M-19

Item No. 2. Well #10 to A.S.C.C.: This 12-inch pipeline will
run from the far western,end of the Tafunafou well field (well
#10), northerly to the main highway near the American Samoa Com-
munity College (A.S.C.C.). The pipeline provides an alternate
looped system route for water supply to the system should the well
field pipeline fail. The pipeline is scheduled for design in
fiscal year 1978. However, right-of-way problems are not solved
and the funds may be reprogrammed.

Item No. 3. Industrial Park/FAA/Iliili: This project consists
of a 16-inch diameter pipeline that extends along the Iliili to
Airport Road from Lupelele School in Iliili village to the FAA
road near the airport. The pipeline is under construction and
is over 50% complete. When completed the pipeline will provide
water to a large area of the Tafuna Plain that is presently un-
developed.

Item No. 4. Atuu to Leloaloa: This project is a 12-inch diameter
pipeline that extends along the north side of the harbor from Atuu
Village to Leloaloa Village. Construction bids for this project
were scheduled to be opened on May 26, 1978. The pipeline will
replace an existing 6-inch diameter pipe to provide better water
service to the north side of the Bay.

Item No. 5. Airport Feeder: This project consists of an 8-inch
diameter pipeline that will provide water service to the airport
from the new industrial Park/FAA/Iliili pipeline. The project
design is nearly complete and construction is scheduled for late
in the fiscal year 1978. The pipeline will replace the old, trouble-
some World War II 6-inch airport service line.

111-20

Item No. 6. Pago Tank Road to Siufaga: This 12-inch pipeline
will extend along the main highway from Pago Pago Village to near
the Korea House at Siufaga Village. The project design is nearly
complete and construction is scheduled to begin in August of 1978.
The pipeline will complete the loop around Pago Pago Park and allow

abandonment of the old 10-inch main that was constructed on the

ground surface in the 1940's.

Item No. 7. Western Loop: This project will consist of an 8-inch
and 12-inch pipeline loop and connection to the existing government
water system at Futiga. The pipelines will serve the villages
in the Leone area. The project is scheduled to be under design
in July of 1978 and construction is scheduled to start near the
end of 1978. The pipeline will provide water service to the vil-
lages of Pua Pua, Malaeloa, Taputimu, Leone and Vailoatai.

Item No. 8. Mapusaga to Aoloaufou: This project will consist
of an 8-inch pipeline that will extend the A.S.G. system from the
village of Mapusagafou to the village of Aoloaufou. Design is
scheduled to begin in July 1978. The project will provide water
service to the rapidly growing area above Mapusagafou.

Item No. 9. Auma. to Amanave: This 8-inch pipeline project will
extend the A.S.G. water system from Leone Village to the western
tip of the island at Amanave Village. Design is scheduled to begin
in January of 1979, and the project is projected to be completed
in 1980.

Item No. 10. Utulei to Market: This proposed 20-inch pipeline
will extend from Utulei Village to the market at Fagatogo Village.
When completed, this segment will eliminate the use of the salt

111-21

water fire system as a fresh water transmission pipeline. The
pipeline is scheduled for construction in early 1980.

Item No. 11. Market to Malaloa: As the project title suggests,
this project will consist of a 16-inch diameter pipeline that will
extend from the market in Fagatogo Village to Malaloa Village.
The pipeline is scheduled for construction in mid 1980.

Item No. 12. Aua to Auto: This project is an 8-inch diameter
pipeline that will extend the A.S.G. water system from Aua Village
east to the village of Auto. The pipeline is scheduled for con-
struction in early 1981.

Item No. 13. Mapusaga (A.S.C.C.): This project consists of a
booster station that will be connected to the Tafuna and Mapusaga
pipeline (Item 1). The pump station will provide the capability
of lifting water from the lower service level to the second service
level villages of Mapusaga and Faleniu. The station is currently
under construction and is scheduled for completion in 1978.

Item No. 14. Pavaiai Booster Pump: This booster pump will be
used to lift water from the existing Mapusaga service level to
the next highest service level. Villages within the higher water
service level include Pavaiai and Futiga. When the transmission
pipelines are complete, this booster will allow ground water from

the Tafuna Plains to be distributed to the eastern end of the

island. The station will also provide a backup supply for the
existing Iliili ground water sources. Construction plans for this

system are complete and construction is scheduled to start in the

near future.

111-22

Item No. 15. Mapusagafou Booster Pump: This booster pump will

be used to lift water from the third water service level to the

fourth to serve Mapusagafou Village. The station will provide
a backup supply of ground water to Mapusagafou which is currently
served from the undependable Puna Stream intake.

Item No. 16. Five Places: These five booster stations will be

installed near:

A. Lupelele School in Iliili Village to lift water from the lower
service level to the second service level to provide water to the
village of Iliili.
B. Puapua Village to lift water from the second service level
to the third service level. The pump station will allow water
from the Leone system to be moved easterly to Futiga.
C. Tafananai Village to move water from the Bay Area easterly
to the villages along the south coast.
D. Mapuaagafou (two stations) to lift water from the fourth ser-
vice level to a fifth and sixth so that water can be provided to

Aoloaufou Village.

Construction of these booster stations will span throughout the
period of the proposed improvement program. The first station
is scheduled for construction in early 1979.

Item No. 17. Pavaiai Reservoir: This proposed 0.75 million gallon
storage reservoir will be located with a base elevation of 320

feet. The reservoir will serve the second service elevation vil-

lages of Faleniu and Mapusaga. The reservoir will be fed primarily
by the Mapusaga (A.S.C.C.) booster station (Item 13). Construction
began on the tank base in April, 1978.

111-23

Item No. 18. Mapusagafou Reservoir: This proposed 0.5 million
gallon reservoir will be located with a base elevation of 635 feet.
The reservoir serves the fourth service level village of Mapusagafou.
The reservoir will be fed by the Mapusagafou booster pump (Item
15). Construction is scheduled to start on this reservoir during
1978.

Item No. 19. Aua Reservoir: This proposed 1.0 million gallon

reservoir will be located with a base elevation of 175 feet. The

reservoir will serve the area from the canneries to Aua Village.
Construction is scheduled to start on this reservoir in late 1978.

Item No. 20. Leone Reservoir: The storage reservoir proposed
for the Leone area is 3.0 million gallons in capacity. The reser-
voir will provide water to the proposed western loop water system.
The reservoir will be supplied by wells near Malaeloa. Design
of the project is scheduled to begin in July of 1978, with con-
struction to be completed before March, 1980.

Item No. 21. Futiga Reservoir: The proposed 0.75 million gallon
reservoir at Futiga will be set at base elevation of approximately
450 feet to serve the third service level. The villages in the
third service level are Futiga and Pavaiai. The reservoir can
be fed from the Puapua, 1liili or Pavaiai booster stations. Con-
struction of this reservoir is scheduled to be begin in March of

1979.

Item No. 22. Asili Reservoir: The proposed 1.0 million gallon
storage reservoir will serve the villages on the western end of

the island from Leone to Amanave. Construction is scheduled for

completion in 1980.

111-24

Item No. 23 Exploratory and Test Wells: This drilling pro gram
is to be accomplished by the A.S.G. operating the drilling rig
obtained from the U.S. Army Corps of Engineers. The project was
delayed for some time pending the recruitment of a qualified drill
rig operator. The A.S.G. has solved this problem and the program
is under way. Preliminary plans call for drilling in Malaeimi
Valley, the Manula Islands and in the outer villages.of Tutuila
Island.

Item No. 24. Fy 76 HUD Program: This is an ongoing production
well drilling program. Drilling under the first contract has been
completed and the second Contract for four additional wells was
awarded in May of 1978. The third contract will be advertised
upon completion of the second contract. The new wells under the
second contract are scheduled to be drilled in the Tafuna well
field somewhere between-existing wells 60 and 52, one quarter of
the way up the well field access road between wells 46 and 72 and
at the Iliili Village church site and at Malaeloa.Village.

Item No. 25. F Y 77 DOI Program: This contract is for the procure-
ment and installation of pumps for completed wells.

Item No. 26. FY 77 HUD Program: This program is for the drilling
of additional production wells. Locations have not been determined.

Item.No. 27. FY 78 Pumps: This program calls for the procurement
and installation of pumps in existing drilled wells. Also included
is a program to inventory and rehabilitate existing wells for more
efficient operation of the existing.facilities.

Item*No. 28. FY 79: This is a proposed future drilling program
for production wells. Locations have not been determined.

111-25

Item No. 29 Spare Pumps: This provides for procurement of spare
pumping equipment for backup of existing equipment.

Item No. 30. Existing Reservoirs: This project consists of com-
plete rehabilitation of the existing steel reservoirs at Pago Pago,
Utulei, Blunts Point and Nuuuli. Work to be included is complete
tank painting and repairs to the automatic level control valves.
Construction is scheduled to start in late 1978.

Item No. 31. Existing Filters: This rehabilitation program calls
for painting, recharging and repairs to the existing filters at
Vaipito, Fagatogo, Fagaalu and Vaitele. Work is currently in
process at the Fagatogo filters.

Item No. 32. Fagatogo Village: This project calls for improvements
to the distribution and fire protection system in Fagatogo Village.
The existing system consists of a multitude of small diameter pipe-
lines that run throughout the village.

Item No. 33. Utulei Village: This project consists of design
and construction ofa pipeline loop through the upper part of
Utulei Village. The new loop will provide improved water distri-
bution and fire protection. Preliminary designs have been prepared
for this project. Construction is scheduled to start in 1979.

Item No. 34. Pago Pago Village: Improvements are planned to the
fire protection and water distribution of Pago Pago under this
project. Preliminary routing has been determined and construction
is scheduled for 1979.

111-26

I
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I CHAPTER IY
I RECOMMENDED DESIGN CRITERIA
I
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CHAPTER IV

RECOMMENDED DESIGN CRITERIA

POPULATION PROJECTIONS

General

Master plans for capital improvements with relatively long life require
long-term population projections so that maximum benefits can be obtained
from the improvements. The preparation of a long-term population pro-
jection for American Samoa i-s a very difficult and somewhat risky task.
Population changes are closely tied to the economic conditions in Samoa
and the United States and to the paternalistic inclinations of the U.S.
Congress. During times of economic slowdown and/or reduced federal
appropriations, history has shown that emigration from Samoa to the
U.S. mainland and Hawaii has increased dramatically (American Samoans
are American Nationals and are free to enter the U.S. at any time).
During times of economic growth, emigration decreases and migrations
to Samoa from other Pacific nations (most notably Western Samoa) increases.

Historical Background

The first record of the population of American Samoa was made by the
U.S. Navy in 1900. Since then, the population has grown from 5679
to 30,600 in 1977. This represents an annual growth rate of 2.7% and
a five-fold increase (Table IV-1).

From 1900 until the 1940's, the population grew at an annual rate of
approximately 2%. Improved health conditions, better hygienic and
sanitary habits, and the establishment of a hospital by the Navy con-
tributed to this growth rate.

IV-1

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE IV- I
POPULATION OF AMERICAN SAMOA FROM 1900 to 1974 BY DISTRICT

Eastern Western Swain's Index OA
Census Date Total Tutuila Tutuila MGnu'G Island (I 900= 100) F

June 1, 1900 5679 2221 1702 1756 100
1901 5563 2342 1618 1603 98
1903 5888 2441 1752 1695 104
1908 6780 3018 1907 1855 119
1912 7251 3186 2268 1797 128
Jan. 1, 1920 8058 3777 2408 1873 142
1926 8763 4221 2396 2060 87 1 154
Apr. 1, 1930 10055 5032 2777 2147 99 177
Apr. 1, 1940 12908 6733 3431 2597 147 227
1945 16493 9338 4610 2406 139 290
Apr. 1, 1950 18937 10624 5330 2819 164 333
Sept.25, 1956 20154 11405 5902 2767 80 355
Apr. 1, 1960 20051 11137 6113 2095 106 353
Apr. 1, 1970 27159 15955 9018 2112 74 478
Sept.26, 1974 29190 16828 10520 1808 34 514
Jan. 31, 1977 30600 538
1 SWGin's Island become an American possession in 1923.
Source: U.S. Navy, A.S.G and Federal censuses.

The 4.9% annual increase in population between 1940 and 1945 is attri-
buted to a natural increase and to immigrants from Western Samoa who
came to American Samoa because of a great demand for labor during World

War II.

After the Navy left American Samoa in 1950, population growth was less
than 1% and there was even a slight decrease in the period 1956 to 1960.
This slowing of growth is most likely the result of mass emigration
due to the economic slowdown after the war and neglect by the U.S.

government.

The increased interest of the U.S. government in American Samoa begin-
ning in the 1960's sparked a dramatic 3% annual growth in population
between 1960 and 1970.

The census of 1974 indicated that the growth rate had slowed consider-
ably between 1970 and 1974 to a rate of 1.53% per year. This is almost
certainly due to increased emigration as the 1974 census coincided with
an economic crisis and reductions in local A.S.G. employment in Samoa.
The A.S.G. employs 10% of the population which, given the median age
of 15, means that the A.S.G. employs the majority of the adult work
force; thus, any reduction in A.S.G. employment has a severe economic

effect.

A special sample census performed by the A.S.G. in January of 1977
indicates that the annual growth rate has increased to a current rate
of approximately 2.1% between 1974 and 1977. The average annual rate
between 1970 and 1977 was approximately 1.7%.

The American Samoa General Plan Interim Report and Preliminary General
Plan, Phase II (Eckbo, Dean, Austin & Williams, 1972 and 1973) presented
four alternate population projections at five year intervals through
1990 (Table IV-2). These projections were based upon studies and pro-
jections of fertility rates, employment and migration in American Samoa.

IV-3

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE IV-2

AMERICAN SAMOA GENERAL PLAN

POPULATION PROJECTIONS

Actual 1970-
Alternative 1970 1975 1980 1985 1990 1990

Numbers
Projection 1 27,160 31,500 34,600 39,400 43,400
Projection 11 2 27,160 30,500 34,000 37,000 40,500
Projection 1113 27,160 30,720 34,120 37,280 40,410
Projection IV 4 27,160 30,200 33,500 35,500 37,500

Annual Percent Increase
Projection 1 3.0 1.9 2.6 2.0 2.37
Projection 11 2.4 2.2 1.7 1.8 2.02
Projection [it 2.5 2.1 1.8 1.6 2.01
Projection IV 2.1 2.1 1.2 1.1 1.62

1. Projection 1: Assumes trend fertility rates & planned employment.
2. Projection If: Assumes trend fertility rates & trend employment.
3. Projection III: Assumes planned fertility rates & planned employment.
4. Projection IV: Assumes planned fertility rates & trend employment.
5. Trend fertility rate - the present (1970) slightly decreasing rate
projected based on no change in present (1973) government family
planning program.
6. Planned fertility rate - the gradually decreasing rate projected
in the Interim General Plan Report.

Source: American Samoa General Plan - Interim Report, 1972.

IV-4

The high Projection I assumes current trend fertility rates and planned
employment opportunities resulting in a 2.37% overall annual rate of
population increase. Projection II assumes -trend fertility rates and
trend employment resulting in a 2.02% overall annual rate of population
increase. Projection III assumes planned fertility rates and planned
employment for a 2.01% overall annual rate of population increase.
The low Projection IV assumes planned fertility rates and trend employ-
ment for a 1.6% overall annual rate of population increase.

Population Projection

For the purposes of water systems planning, the A.S.G. Development Planning
Office has recommended a straight line projection of a 2% annual growth
rate for the overall territory population.

For purposes of evaluating the proposed A.S.G. central water system,
the study area of this report will be the entire south shore of Tutuila
Island from Tula Village on the east to Amanave Village on the west.

The individual areas or zones will be as follows:

Pago Pago Bay Area

Tafuna Plains Area

Tutuila Island West of Futiga Village
Tutuila Island East of Aua Village

Factors which were considered in defining these zones include natural
land systems (such as watershed divisions, topographic and elevational
changes) and exposure or orientation identity. Also considered were
man-made boundaries such as structures, linkages, and service systems.
Consideration of the relative proximity to urbanizing areas or areas

IV-5

that have potential for urbanization was also one of the defining fac-
tors. The annual growth rates applied to each area have also been
recommended by the A.S.G. Development Planning Office.

The Bay Area (Pago Pago) is anticipated to have a growth rate of 1.9%.
The Bay Area represents the most significant social, political and
economic gathering place in the territory; it is also the most congested
and crowded. Suitable land for residential construction is becoming
more and more scarce and will tend to restrict growth in the area.

The Tafuna Plains area has a total of over 3400 acres of land with
a slope of under 30% and represents the largest area with potential
for growth. This potential for growth has already begun to be realized
as the population center of the island has gradually shifted westward
out of the Bay Area since 1960. The percentage of total population
has steadily increased in the Western district at the expense of the

Eastern and Manua districts.

Growth in the Tafuna Plain area-is assumed to follow the established
trend for the Western district since 1960 and grow at an annual rate
of 3.8%.

Tutuila Island west of Futiga Village is expected to increase in popu-
lation at a rate nearly equal to that of the overall territory. The
proximity of this area to the Tafuna Plain will promote expansion and
an annual rate of 2.4% was used.

Tutuila Island east of Aua Village is expected to grow at a rate of
only 0.75%. The lower rate for this area is in accordance with recent
trends. The area has limited land area with slopes suitable for build-
ing construction and is the most remote from the business and commercial

centers.

IV-6

ASSESSMENT OF WATER SYSTEMS

AwrcAN SAMOA

TABLEW-3
STUDY AREA POPULATION BY VILLAGE

Population Population
1974 2000 1974 2000
Tutuila Island M of F I a Tcfuna Plains Area
- Cr-owth at. te 3.8%)
TAnnual 44 (Annual Growth To
Amanove 292 541 Futigo 273 720
Failolo 80 148 Pavoici 853 2249
Agucjulu 55 102 Mosepa 340 897
Uturnea 46 85 - -
Seefogo 211 391 Subtotal 1466 3866
Nua 155 287 lHili 615 1622
Afoo 101 187 Foleniu 566 1493
Asili 184 341 Maloeimi 340 897
Amoluia 188 348 Subtotal 1521 4012
- Mapusagafou 533 1406
Subtotal 1312 2430
Voilootai 742 1375 Subtotal 533 1406
Tapurtimu 396 733 Aoloourfou 276 728
malaeloc 295 546 Aosufou, 134 353
Leone 1823 3377 -
- - Subtotal 410 1081
Subtotal 3256 6031 Valtogi 613 1617
Tofunc 820 2162
Nuuuli 2096 5527

Subtotal 3529 9306

TOTAL 25,702
a' Harbor Area Tutuila Island East of
R'nanupr @rowth Kate I.?%) Auc Villa
(Annual Frowth Rate 0.75%)
Foganeanec 172 281 Tafaminai 36 44
matuv 238 388 Lculiifou 170 206
Faturnafuti 72 117 Lauliituai 328 398

- - Aumi 123 149
Subtotal 482 786 Alega 23 28
Fcgoalu 940 1533 Avcio 51 62
Utulei 937 1529 -
Fagatogo 1788 2917 Subtotal 731 887
- - Auto 196 238
Subtotal 3665 5979 Utu-100 33 40
Pooo Pago 2529 4126 Annauc 79 96
Anuo 41 67 Fagaitua 457 555
Atuu 582 949 Alofau 409 496
Lelooloa 429 700 -
Auo 1200 1958 Subtotal 1174 1425
- - Amouli 324 393
Subtotal 4781 7800 Auasi 77 94
TOTAL 14,565 Uturnea 43 52
Aloo 345 4:9
345 4 9
Tula

Subtotal 1134 1377

TOTAL 3689

GRAND TOTAL 23,994 46,085

IV-7

SYSTEM DEMAND DESIGN CRITERIA

General

The determination of demands is one of the first major tasks in analyzing
a water system. This data is used as the determining factor in evalua-
ting the adequacies or shortcomings of the water supply and distribution
system and to estimate the size of the facilities that will be required
in the future. There is a very serious lack of data collected on the
existing system in American Samoa that can give accurate information
on the system's operating characteristics. Only 25% of the consumers
and sources are metered and there is no data on pressure or flow rates
within key points of the system. Some data has been collected during
the past year, but the limited amount requires that consumption and

variations in demand and flow rates be estimated. It should also be

understood that this engineering evaluation assumes that the A.S.G.
water system will be extended along the entire southshore of Tutuila
Island as proposed by the A.S.G.

Per Capita Water Consumption

Data obtained over a four month period between October 1977 and January
1978 indicates that the estimated overall residential consumption of
water varies from 264 to 319 gallons per capita per day (Table IV-4),
while consumption on metered residential connections was estimated at
56 gallons per capita per day. The disparity between these two figures
may be due to the limited accuracy of the data collected, but it is
also an indication of waste and misuse of water within the system.

We estimate that the long term average day residential demand will be
about 150 gallons per capita per day. Considerations used in arriving
at this figure are as follows:

IV-8

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE IV-4

EVALUATION OF WATER CONSUMPTION

C14
C
E -
.2

4-
a ;> w-E C0 in C
-C U. D
E 0
C
.;: 4;;- C U ::E 4- E -5 E
0 V) 04- 0 ::E 0 0 4) -0 o
Uj @- 0 :E U - -,o @- of U .6 = 0 S U 0

Oct. 177 4.35 1.06 24.4 325 278 47 59

Nov. 177 5.14 1.30 24.1 385 319 66 58
Dec. 177 4.25 1.32 31.1 318 264 54 45
Jan. 178 4.37 1.11 25.3 237 279 48 63

Avg. 4.50 1.20 26.2 316 285 54 56

1 Data from 11G.A.S. System Water Usage" reports prepared by
Department of Public Works Water, Sewer, Solid Waste Division.
(See Appendix A)

Based upon A.S.G. estimate of 13,350 people served by
the water system.
3 Based upon 7.4 persons per account, one residence per account.

IV-9

1. Although the existing domestic consumption of metered resi-
dences is estimated at 56 gallons per capita per day, domestic
consumption will increase as standards of living increase.

2. Metered residences may also be served by village water systems
which would contribute to an artificially low metered resi-
dential consumption because of a preferential use of the free
village system water.

3. The present overall domestic commerical and industrial consump-
tion of 237 to 385 gallons per capita per day will be reduced
as meters are installed throughout the system.

4. As it exists, the water distribution system has many built

in characteristics that contribute to water waste and misuse.

Many of these characteristics will never be entirely elimi-
nated, and overall consumption is likely to remain at a rela-
tively high rate. With an effective conservation program,
residential water consumption could easily be reduced to 120
gallons per capita per day. We have added a 25% loss rate
to obtain our recommended rate of 150 gallons per capita per
day.

5. Because of prevailing local attitudes towards paying for
water, the rates charged for water are likely to remain low
contributing to higher consumption rates.

6. The data base from which the existing consumption rates have
been calculated is for a very limited period and contains
estimates of water production and population served. Consump-
tion estimates should, thereforej be conservative until addi-

tional data is available.

IV-10

Service Levels

Distribution and storage systems must be separated into service levels
to maintain adequate pressures at high elevations and to prevent exces-
sive pressures at low elevations.

The maximum static pressure should not exceed approximately 100 psi.
Pressures above 100 psi can cause plumbing problems and contribute to
leaks and excessive water usage. Setting the maximum pressure at 100
psi fixes the lower elevation boundary of the service level at a specific
vertical distance below the storage reservoir overflow. Since 100 psi
is the pressure exerted at the base of a column of water 231 feet high,
the lowest consumer in the service level should not be more than 231
feet below the overflow of the storage reservoir.

The minimum static pressure at a customer connection should not be less
than 25 psi. Pressures below 25 psi will not allow modern water using
appliances and eq uipment to function properly. Setting the minimum
pressure at 25 psi fixes the upper elevation boundary of the service
level at a specific vertical distance below the storage reservoir over-
flow. To maintain a static pressure of 25 psi (equivalent to a column
of water 58 feet high) the upper service level boundary should be at
least 58 feet below the storage reservoir overflow. In addition,
approximately 42 feet is necessary to satisfy the distribution system
hydraulic requirements, giving a total minimum height of 100 feet.

The distribution system hydraulic requirements are made up of the daily
fluctuation in the reservoir water level (10 to 15 feet) during the
peak demand period and an additional 27 to 32 feet of pressure head
required to force water through the distribution pipelines to the con-

sumer's service.

IV-11

Based on the above general considerations, the A.S.G. water system will
require seven service levels (Table IV-5). These seven service levels
can supply water from sea level to Aoloaufou Village at elevation 1375
feet above sea level. Figure VI-12 shows service level areas of the
study area.

In the Bay Area, Utulei, Fagatogo and Pago Pago Village are becoming
so densely developed that residences are now being constructed on the
hillsides above the villages and above the effective service elevation
of service level one. A second service level must be developed in these
villages if the homes are to receive water.

Variations in Flow Rates

There are no records of the variations in hourly, daily or monthly water
flow rates or pressures for the A.S.G. water system. Records from many
water systems in the United States indicate that the maximum daily flow
varies from approximately 1.2 to 2.5 times the average daily flow.
For Samoa, we recommend a factor of 1.5. Lawns and gardens rarely
require irrigation during the dry season in Samoa, and a low peak day

factor results.

The supply facilities should be able to provide at least the average
demand on the day of the maximum system demand. Hourly peak demands
in excess of the average are most economically supplied from distri-
bution system storage reservoirs.

Peak hourly flow rates are generally 2.5 to 3.5 times the average flow
rates depending upon the service area involved. For Samoa, we recommend
an average factor of 3.0 be used. Minimum daily flow rates will, in
general, vary from 25 to 50 percent of the average daily flow rates.
The estimated peak day flow rates for the study area for the estimated
year 2000 populations are shown in Table IV-6.

IV-12

Item No. 35. Nuuuli Village: This project will provide for re-
placement of the existing old 6-inch pipeline that feeds the air-
port from Vaitele Stream. The pipeline dates back to WWII and
is subject to frequent breaks.

Item No. 36. Water Purification: This program will provide chlori-
nation equipment for many of the new wells that currently are not

chlorinated.

Item No. 37. Chlorinator Conversion: Based upon the report "Disin-
fection of Ground water Supplies, American Samoa" (CH2M-Hill, 1977),
the government intends to upgrade its chlorination equipment.
This program will provide for design, procurement and installation
of the new equipment at eight different sites.

Item No. 38. Rechlorination: This project will consist of design
and construction of a rechlorination station near Fagaalu so that
chlorine residual can be maintained in the water pumped from Tafuna

to the Bay Area.

Items Nos. 39 and 40. Treatment Facilities: These projects are
for improved treatment facilities for surface water sources at
Vaipito, Fagatogo, Fagaalu and Vaitele streams.

Item No. 41. Leak Detection: This program is for the procurement
of equipment, training of personnel and institution of a leak detec-
tion program for the existing water system. The training of personnel
under this program began in April of 1978.

Item No. 42. Malaeimi Pipeline: This project is for the construc-
tion of a pipeline back into the Malaeimi Valley for transmission

111-27

of water from proposed wells in the valley to the'water system.
The project is contingent upon acquisition of well site right-of-
ways and successful well drilling and testing.

Item No. 43. Operation and Maintenance Manuals: This project
calls for a program to develop operation and maintenance manuals
for the A.S.G. water system. The program will include system
operation procedures, maintenance requirements and mapping of the
water system that will accurately show the size and location of
all pipelines and valves, interconnection details and other water
system appurtenances on the transmission and distribution system.

Item No. 44. Meter Programs: This program is for obtaining more
complete operating data on the water system. Meters will be in-
stalled on all water supply sources and at key points within the
distribution and transmission system.

Items Nos. 45, 46, and 47. Miscellaneous Improvements FY 77, 78,
and 79: This is a program for contingency improvements for pipe-
line failures, connections, well repairs and construction.

111-28

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE IV-5
RECOMMENDED SERVICE LEVELS

Normal
Reservoir Service Operating
Elevation Level Pressure
Service Over Boundary, Range
Level No. Base Flow Elevations (PSI)

1 190, 2221 0 - 1251 24 - 96

2 320 352 125 - 250 26 - 98

3 450 482 250 - 375 28 - 100
4 580 612 375 - 520 22 - 103

5 725 757 520 - 665 22 - 103

6 870 902 665 - 810 22 - 103

7 1435 1467 1225 - 1375 22 - 105

1 Elevations in feet above mean sea level.

IV-13

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE IV-6

YEAR 2000 PEAK DAY FLOW RATES

Industrial 1 2
Yr. 2000 Allowance Residential Total
No. Service Area Population (MGD) (MGD) NGD)

I Amanave to Amaluio 2430 - 0.547 0.547
2 Leone, Taputimu,
Vailoatai 5031 0.05 1.132 1.182
3 Malaeloa, Pua Pua 1000 - 0.225 0.225
4 Futiga, Pavaiai, Mesepa 3866 - 0.870 0.870
5 Mapusagafou (lower) 706 - 0.159 0.159
6 Mapusagafou (middle) 350 - 0.079 0.079
7 Mapusagafou (upper) 350 - 0.079 0.079
8 Aoloaufou, Aasufou 1081 - 0.243 0.243
9 Iiiiii 1622 - 0.365 0.365
10 Faleniu, Mopusaga,
Malaeimi 2390 0.07 0.538 0.608
11 Vaitogi 1617 - 0.364 0.364
12 Tafuna, Nuuuli 7689 0.25 1.730 1.980
13 Faganeanea, Fatumafuti 786 - 0.177 0.177
14 Fagaalu, Utulei,
Fagatogo 5979 0.20 1.345 1.545
15 Pago Pago to Aua 7800 0.90 1.755 2.655
16 Tafananai to Avaio 887 - 0.200 0.200
17 Auto, Fagaitua,
Alofou 1425 0.05 0.321 0.371
18 Amouli, Tula 1377 - 0.310 0.310

46,086 1.52 10.439 11.959
1150 gal Ions/capita/day x 1.5 peak day flow rate
2Peak day rate = population x 150 gallons/capita/day x 1.5 peak
day flow factor + industrial allowance

IV-14

Fire Protection

Water usage for fire protection varies with the use of the property
to be protected. Although the total quantity of water used is small,
the rates of use are quite large. The water distribution system must
have sufficient capacity to supply water for fighting fires in addition
to maintaining adequate flows to residential, commercial and industrial

customers. The National Board of Fire Underwriters established minimum

standards for the quantity and duration of flow for fire fighting pur-
poses. The standards were developed to measure a water system's ability
to fight fires and are used in determining the rates for an area's fire
insurance premiums. The standards have also evolved into fire protection
guidelines for design of water systems.

The fire flows required in higher value business districts are generally
based on the total population of the area served by the business district.
Fire flows in residential areas are based on the size, structural condi-
tion, value, and density of the dwelling units. Fire flows for institu-
tions, industrial buildings, and suburban commercial complexes are
usually evaluated separately. The recommended fire flows for American

Samoa are shown in Table IV-7.

The existing fire protection system consists of fire hydrants throughout

the distribution system and fire stations with pumper capacity at Leone
and Fagatogo. The design of the recommended system assumes that the
fire fighting capabilities will be continued to be upgraded and will
be able to provide pumper truck fire fighting capabilities to all areas
served by the A.S.G. water system.

IV-15

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE IV-7

MINIMUM RECOMMENDED FIRE FLOW REQUIREMENTS

Recommended Fire Flow
Quantity, Duration, Volume
Location gpm hours mq
Principal Business District
Population Served
1000 or less 1000 2 0.12

2000 1500 2 0.18
5000 2250 2 0.27
10,000 3000 3 0.54
Future Industrial Tracts 3000 3 0.54
Typical Elementary School 1500 2 0.18
Typical High School,
College or Church 3000 3 0.54
Single-Family Dwelling Area 1000 2 0.12
Multiple-Family Dwelling Area 2000 2 0.24

iv-16

Pipeline Size

Transmission and distribution pipelines should be sized to provide the
maximum daily flow plus fire flows with a residual pressure of 25 psi
at the critical fire hydrant. In determining the carrying capacity
of mains, the following 11C11 valves will be used:

HAZEN AND WILLIAMS
PIPE SIZE COEFFICIENT OF FLOW "C"
411, 61, 100
811 7 1211 110
16", 2011 120
2411 and larger 130

The maximum velocity of flow in mains should be 6 feet per second,
without fire flows. With fire flows, the maximum velocity of flow
should be 10 feet per second.

Storage Reservoir

The system's storage reservoirs should provide adequate storage to meet
the following criteria:

1. The maximum day consumption with no source input to the reser-
voir. Reservoir is full at the beginning of the 24 hour
period.
2. The maximum day consumption plus fire flows for the fire
duration shown in Table IV-7 (reservoir 3/4 full at the start
of the fire) with credit for incoming flow from source or
booster pumps, with one of the largest pumps out of service.

The recommended reservoir sizing based upon this criteria is shown in
Table IV-8. This table compares the requirement based upon -criterion

IV-17

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE IV-8

RESERVOIR SIZING

>,:@E
> cu E
4.2 @ a @ 3 4
(U X 4) 0 4- 0
>z.s 4) , Q) Use Say
0 N V3 a U 0
LO C 0:* (MG) (MG)
LL . :* - ;:: I
(1) (2) (3) (4) (5) (6) (7) (8)
Location

Amanave Reservoi r 0.547 0.27 0.817 1.089 -0.547@ 0.542 0.547 0.75
Leone Reservoir(s) 1.182 0.54 1.722 2.296 -1.886 0.410 1.182 1.50
Futiga Reservoir 0.225 0.54 0.765 1.020 -1.886 - 0.225 0.25
Mapusagafou # 1 0.870 0.18 1.050 1.400 -0.56 0.840 0.840 1.0
Mapusagafou #2 0.159 0.12 0.279 0.372 -0.159 0.213 0.213 0.25
Mapusagafou #3 0.079 0.12 0.199 0.265 -0.079 0.186 0.186 0.25
Mopusagaf ou #4 0.079 0.12 0.199 0.265 -0.079 0.186 0.186 0.25
lliili Reservoir 0.365 0.18 0.545 0.727 -1.56 - 0.365 0.50
Vaitogi Reservoir 0.364 0.12 0.484 0.645 -0.364 0.281 0.364 0.5
Tafuna, Nuuuli 1.980 0.54 2.520 3.360 -7.238 - 1.980 2.0
Faleniu, Mapusaga,
Malaeimi 0.608 0.54 1.148 1.531 -7.238 - 0.608 0.75
Faganeanea,
Fatumafuti 0.177 - - - - - N/A N/A

Fagatogo 1.545 0.54 2.085 2.780 -5-081 - 1.545 2.0
Fagaalu, Utulei,

Pago Pago, Aua 2.655 0.54 3.195 4.260 -5-081 - 2.655 3.0
Laulii to Alega 0.200 0.18 0.38 0.507 -0.881 - 0.20 0.25
Auto, Fagaitua,
Alofau 0.371 0.54 0.911 1.215 -0.681 0.534 0.534 0.75
Amouli, Tula 0.310 0.18 0.49 0.653 -0.31 0.343 0.343 0.50

1. From Table IV-6.

2. From Table IV-7.

3. Use maximum column I or 6.
4. Rounded up to nearest 0. 25 MG.

IV-18

one (column one) and criterion two (column six), selects the larger
of the two (column seven) and adjusts the requirements to fit the situa-
tion (column eight).

Pump Capacity

Booster pumping stations should be adequate to meet 1) the maximum
day demand with an operating time of 16 hours and 2) the maximum day
demand plus fire demands during the duration of a fire, less 3/4 of
reservoir storage. In all cases, the largest unit will be considered

out of service.

IV-19

I
I
I
I
I
I
I
I
I
I
I
I
I
I CHAPTER V
I IDENTIFICATION OF PROBLEMS
I
I
I

CHAPTER V

IDENTIFICATION OF PROBLEMS

SURFACE WATER SUPPLIES

General

Prior to the 1970's, water supplies in American Samoa were almost exclu-
sively from surface water streams, and water supplies came directly
from the streams with little or no storage provided. These streams
were adequate for use by a relatively small population with a small
per capita demand for water and a low expectation for the quality of
service. During periods of low rainfall and restricted water supplies,
the population survived with some inconvenience and economic hardship
through water rationing.

Without storage, surface water reservoirs can only be relied upon to
supply water at their low flow rates. A surface source is only as good
as its dry season flow unless higher than normal flows can be stored
for use during low flow periods.

Available Storage

Unfortunately, the steep, narrow stream valleys of American Samoa do
not provide easily available sites for storage reservoirs of sufficient
capacity to supply water during the four to six month Samoan dry season.
A water system relying entirely on surface water would require several
hundred million gallons of water in storage to meet the design year
water demands through a dry season. The largest existing reservoir
in American Samoa is at Virgin Falls on the Fagaalu Stream. This reser-
voir is approximately 25 feet high and holds approximately 4.5 million.

V-1

gallons of water. A hydrologic study of surface water (Dames & Moore
1978) showed that approximately 164 million gallons of storage would
be required for each million gallons per day of regulated flow.

Available Supplies

The American Samoa Government does not maintain any accurate long-term
flow records of its surface water sources, and all past water supply
planning studies were necessarily based upon estimates of low flows.
The record droughts of 1971 and 1974 indicated that all previous esti-
mates were overly optimistic (Table 111-2). During each of these years,
the total flow from five of the major stream sources for the A.S.G.
water system dropped to approximately 250 gallons per minute.

One major advantage of utilizing surface water in American Samoa is
that some of the sources are located closer to the point of consumption
in the Bay Area (Pago Pago) eliminating the need for long transmission
pipelines and booster pumping stations. This single advantage is more
than offset by the tendency of surface waters to vary greatly in quality
and quantity from day to day and by the complex treatment required to
meet current federal water quality standards. The relatively low flows
available from a single stream and the random spacing of each stream
throughout the water system require that the complex treatment equipment
be duplicated in many locations compounding the maintenance and opera-
tion problems.

Watershed Protection

Surface water supplies require strict protection of watersheds from
contamination. All human, residential, agricultural, and recreational
activities should be controlled within a designated watershed area that

is above a surface water intake.

V-2

In American Samoa, agricultural and recreational activities such as
hiking and bathing often take place in the watersheds of the existing
surface water supplies. Competition for housing sites is forcing resi-
dential developments higher and higher up hillsides behind existing
villages, seriously threatening most watersheds. Although restrictions
are needed, the A.S.G. does not currently exercise any control over

use of the watershed lands above its surface water sources.

Water Quality

The R.M. Towill Corporation investigated the Bay Area surface water
treatment systems (R.M. Towill, 1973). Even with somewhat optimistic
estimates of the minimum flow rates available, they recommended that

the surface water sources be abandoned. This recommendation was based

upon the following conclusions:

1. The existing treatment equipment is inadequate for the condi-
tions in which it is operated. To operate satisfactorily,
the existing equipment needs to be repaired and upgraded by
the addition of provisions for pretreatment, pre and post
chlorination and monitoring of the system operations.
2. Economic considerations of expenditures to upgrade the system
are not justified considering the small quantity of end product

produced.
3. The degree of watershed protection to provide a 100% safe
water supply does not appear culturally or politically acceptable
to the community.
4. There is insufficient quantity of technically qualified opera-
tional personnel to maintain the relatively complicated treat-
ment processes required.
5. Public health considerations indicate that a water supply
should be abandoned if it is potentially dangerous because
of possible human error, mechanical malfunction, or other
factors beyond the control of the system operators.

V-3

Past experience with the filters support the above recommendations.
The filters have been repaired and recharged two or three times in the
past eight years, and within a.short period they were inoperable. The
limited number of technically qualified operational personnel did not
have the time required to keep the filters functioning.

In recent years, the Department of Public Works has increased its efforts
at inservice training and maintenance of the treatment facilities and
has reported an improved operating record. However, the basic inadequacy
and unreliability of the equipment to operate correctly under the varying
quality of water remains.

GROUND WATER SUPPLIES

General

The natural quality of fresh ground water in American Samoa is very
good. It can meet the maximum contaminant levels set forth in the
National Primary Drinking Water Regulations for the parameters measured
and is suitable for domestic consumption and current industrial uses
in American Samoa. Since the early 1970's, the A.S.G. has directed
its water source development toward ground water supplies, and the quan-
tity and quality of water service has steadily improved. The improvement
in service, however, has not been without certain problems due primarily
to the previous lack of technical expertise and other management and
training needs.

Existing Resources and Problems

The basal ground water lens that is viewed as the primary source of

water for Samoa is located in a limited area known as the Tafuna-Leone

Plain. While this area has great potential for residential and commercial

v-4

development and is rapidly growing, the major water system demands are
currently within the Bay Area some six miles distant from the well
sources. Because of its length, the transmission line is vulnerable
to breaks and power outages which can cut water service. The well pumps
and booster pumping stations require expensive electrical power and
sophisticated technical maintenance capabilities. These shortcomings
have created past operational problems with the ground water sources.

Recent tests of new booster pumping facilities at Fagaalu and Pago Pago

have indicated that there are an insufficient number of wells on line

to support the transmission facilities. The imminent addition of pumps
to existing new wells should relieve this problem.

The ground water reservoir in American Samoa is replenished continu-
ously, but it is a finite resource that can be over-taxed if care is

not exercised on the rate of withdrawal. Inadequate monitoring and
management of the development of the resource has caused seawater in-
trusion at several wells. The effect of ground water withdrawal on
the entire basal lens has not been determined; thus, overdevelopment

of the lens is a constant threat.

Right-of-Way Problems

Right-of-way for construction of wells has been a continuing problem
in ground water development. Right-of-way has been an especially acute
problem for wells because they usually must be located outside of recog-
nized areas of A.S.G. concern such as roadways, and the property owners
can not see any direct benefit to themselves from the construction of
the wells. The sites determined to have a high potential for production
are relatively limited and it has become increasingly difficult to find
land where right-of-way can be obtained by negotiation. This problem
is examined in more detail in the right-of-way section of this chapter.

V-5

Public Support

There is very little public support for the water system development
in general and the ground water program in particular. For the most
part, the lack of support is due to a lack of communication between
the Public Works Department and the general public. There should be
an immediate and sustained effort to inform the people of Samoa of the
objectives of the Ground Water Development Program. A public education
and public involvement program listing the advantages and disadvantages
of utilizing ground water and the current implementation problems should
help to obtain public support. If the legislature and the public are
kept informed, they could possibly lend their support to the program.

TREATMENT

General

Existing treatment of the water supplies is limited to chlorination
of some ground water sources and filtration and chlorination of the
surface water sources. Because of operational problems, the filters
are sometimes bypassed. The degree of control over water quality is
generally very poor.

The treatment of ground water is limited to the wells in the Tafunafou
well field and a few other isolated sources such as the shallow dug
well at Utulei which serves the hotel. Because of the problems in
obtaining right-of-way, many of the recent wells have been drilled at
scattered locations. Separate chlorination equipment may have to be

installed and maintained at each of these wells if the water is to be

chlorinated before all customer connections.

V-6

Filtration

Pressure filters have been installed at the Vaitele, lower Fagaalu and
Fagatogo surface water sources. Attempts have been made on several
occasions to activate these filters, however, the water supplied to
these filters is of such a varying quality and becomes so poor at times
that the filters are difficult to operate correctly. The equipment
does not provide for proper backwashing to clean the filters and there
is insufficient operator time and technical capabilities to give them

adequate care.

The three automatic gravity filters at Vaipito Reservoir have similar
operating problems to the pressure filters and in the past were fre-
quently bypassed. For a more complete discussion of the surface water
treatment facilities see The Analysis of Vaipito and Fagaalu Treatment
Systems, R.M. Towill Corporation, 1973.

Chlorination

The chlorination equipment throughout the system is inadequate. Chlo-
rine is applied only at some of the sources of supply and chlorine
residuals are not maintained throughout the system. Contact times are
insufficient and the equipment has no provision for automatic switchover
to a standby supply when one supply bottle has been exhausted. Several
days often elapse before maintenance personnel can replace the exhausted
supply containers.

For a more detailed discussion of the existing treatment system see
Disinfection of Ground Water Supplies, CH2M-Hill, 1977.

V-7

TRANSMISSION AND PUMPING

General

Vast improvements in transmission and pumping capabilities of the A.S.G.
water system have been accomplished in the past six years. The area
served by A.S.G. water systems has greatly expanded from the original
Tafuna and Bay Area population centers. The ability to move water into
and through these areas was one of the main objectives of the past water
system improvement programs.

Transmission Pipelines

However, because of the excessive water consumption identified in Chapter
IV, two shortcomings currently exist within the system. Adequate opera-
ting pressures within the Pago Pago Bay Area (Tables V-1 and V-2) cannot
be maintained in the 12-inch diameter pipelines that extend from Nuuuli
to Fagaalu and from Utulei to Malaloa. This inadequate flow capacity
and the insufficient supplies from the Tafunafou well field also prevent

the operation of the two new booster stations at Fagaalu and Pago Pago.
If water consumption could be reduced to a more reasonable level of
150 GPCD (see following discussion on the distribution system in this
chapter) and more of the existing wells were operational, these faci-
lities would be adequate to meet current demands (Table V-3 and V-4).

The other transmission pipelines in the A.S.G. system are normally
capable of supplying current water demands. Villages beyond the exist-
ing A.S.G. system have critical deficiencies. The expansion of the
A.S.G. system to these areas should be preceeded by studies to deter-
mine the desires and expectations of the villages involved and the
adequacy of existing source and transmission facilities to handle the

V-8

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE V- I

PEAK 1978 FLOW RATES

FOR A.S.G. WATER SYSTEM

Resi- 2 Cummu-
Industrial dential Total lative
1978 Demand Demand Flow Flow
Service Area Population (MGD) (MGD) (MGD) (MGD)

Tafuna 845 0.01 0.390 0.400 5.785

Nuuuli 2160 - 0.998 0.998 5.385
Faganeanea 496 - 0.229 0.229 4.387
Fagaalu 968 0.01 0.447 0.457 4.158
Utulei 965 - 0.445 0.445 3.701
Fogatogo 1842 0.851 0.851 3.256
Pago Pago 2605 - 1.204 1.204 2.405
Canneries 1084 0.70 0.501 1.201 1.201

10,965 0.72 5.065 5.785

1 1974 Population plus 3%.
2Estimated November, 1977 average daily flow rate (385 GPCD)
x 1.2 peak day factor x population.
3Assumes no surface water inflow.

V-9

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE V-2
HYDRAULIC GRADE LINE
FOR A.S.G. WATER SYSTEM
1978 PEAK DAY FLOW

Head
Pipe loss Head Eleva-
Flow Rate Size ft Length loss tion
Location MGD GPM (in) 1000 ft (ft) (ft) HGL

Well Field 260

5.785 4017 16 9.8 2000 20
Highway Road 5.785 4017 20 3.2 2500 8 240
Airport Road 5.785 4017 24 1.24 2500 3 232
Housing Road 229
5.385 3740 24 1.04 7500 8

Coconut Point 221
Fagaalu Booster 4.387 3046 12 26.6 12,000 319 1 -98 to 245
4.158 2887 20 1.7 7500 13

Utulei 232
3.701 2570 12 19.5 7000 137 1

MOI-31OG 95

3.256 2261 16 3.8 1500 4
Pago Booster 89 to 2451
2.405 1670 1,6 1.8 1000 2
Pago Pago 243
1.201 834 12 2.3 5500 13

Canneries 230
1Critical pressure drops creating low pressures within water system.
Assumes distribution reservoirs do not contribute to system during peak flow.

V-10

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE V-3

PEAK 1983 FLOW RATES
FOR A.S.G. WATER SYSTEM

19831 Resi - 2 Cummu-
Est. Industrial dential Total lative
Pop. Demand Demand Flow Flow
Service Area Served (MGD) (MGD) (MGD) (MGD)

Tafuna & Vaitogi 2005 0.01 0.451 0.461 3.811
Nuuuli 2932 - 0.660 0.660 3.350
FaganeaneG 674 - 0.152 0.152 2.690
Fagaalu 1114 0.01 0.251 0.261 2.538
Utulei 1110 - 0.250 0.250 2.277
Fagatogo 2118 0.01 0.477 0.487 2.027
Pago Pago 2996 - 0.674 0.674 1.540
Atuu, Anua &
Canneries 738 0.70 0.166 0.866 0.866

13,697 0.73 3.081 3.811
1 Per A.S.G. Development Planning Office.
2 Population x 150 GPCD x 1.5 Peak Day Factor.
3
Assumes no surface water inflow.

Flow is conservative as not all residents of Bay Area are on system
(many homes are above 175 foot effective service elevation or are on
private water systems).

V-11

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE V-4

HYDRAULIC GRADE LINE

FOR A.S.G. WATER SYSTEM

1983 PEAK DAY FLOW

Head
Pipe loss Head Eleva-
Flow Rate Size ft Length loss tion
Location MGD GPM (in) 1000 ft (ft) (ft) HGL

Well Field 260

3.811 2646 16 4.2 1500 6.3
Highway Road 254
3.811 2646 20 1.4 2500 3.5
Airport Road 3.600 2500 24 0.46 2500 1.15 250
Housing Road 249
3.300 2292 24 0.43 7500 3.2
Coconut Point 246
2.690 1868 12 9.6 12,000 115
Fagualu Booster 131 to 245
Utulei 2.538 1763 20 0.65 7500 4.8 240
Malaloa 2.277 1581 12 8.3 7000 58 182
2.027 1408 16 1.4 1500 2.1
Pago Booster 180 to 24
1.540 1069 16 0.91 1000 0.9
Pago Pago 0.866 601 12 1.2 5500 6.6 244
Canneries 237

Assumes distribution reservoirs do not contribute to system during peak flow.

V-12

increased water demands. Controls should be maintained over consumption
in the new areas so that excessive demands are not imposed on water
delivery facilities.

The A.S.G. is currently conducting a leak detection survey on the trans-
mission system. Preliminary results indicate that the transmission
system is in good condition. One of the problems highlighted in the
survey was a lack of system mapping. Being able to determine the loca-
tion of existing pipelines, interconnections and valves is important
in the effective operation of the water system.

Booster Stations

Booster stations are required to increase the system's reliability in
the upper service areas. The villages of Vaitogi, Iliili, Futiga,
Pavaiai, and Mapusagafou are currently subject to shortages when either
the single surface source (Puna Dam) or the well at Iliili is not oper-
ating or cannot meet demands. The booster stations would lift water
from the lower service level to supplement these sources.

The maintenance and operation of booster pumps is also a serious problem
due to several factors. The moist tropical environment of American
Samoa shortens the life of all mechanical devices. Severe voltage drops
and surges are common and are extremely hard on electric motors and
other electrical equipment. Pumps are frequently operated under other
than design conditions. There is a critical shortage of technically
skilled manpower for the operation and maintenance of the many pumps
and motors. The repair staff is frequently in an operational crisis
because of low pressures or lack of water. A preventive maintenance
program is almost impossible under these conditions. Too few standby
facilities are provided and spare parts are difficult to obtain so that
repairs are often just temporary expediences.

V-13

The 100 horse power pump in the older booster station at Nuuuli is
operated with reported success. The actual benefit is difficult to
determine, however, as limited records of flow rates or pressures are
maintained for each station. The pump is no doubt operated in a very
low efficiency range as the system demands are far above the pump's
design flow rates. This station should be abandoned when the new booster
stations at Nuuuli and Pago Pago are made operational.

DISTRIBUTION STORAGE

General

The existing A.S.G. water system contains 3.5 million gallons of distri-
bution storage in the Pago Pago, Maugaalii, Blunts Point, and Tafuna

Reservoirs.

Elevated distribution storage is usually provided within distribution
systems to normalize system pressures and supply peak water demands.
Elevated distribution storage may also be provided to increase system
reliability and to reduce the need of constructing large main sizes
to the system extremities. Elevated storage facilities are designed
so that the system hydraulic gradients fall within the useful elevation
range of the tank; thus, allowing the tank to contribute its volume
by gravity. Facilities operated in this manner are referred to as
"floating" storage facilities. Elevated distribution storage provides
increased reliability for fire protection and for emergencies during
power outages or other high service pumping interruptions.

Operation

High consumption rates and limited water resources have prevented A.S.G.
storage reservoirs from operating as distribution system reservoirs

V-14

as they were intended. Attempts to let the reservoirs "float on line"
in the Bay Area result in continuously empty reservoirs. Currently
the reservoirs store excess water accumulated during wet weather periods.
This excess water is pumped into the reservoirs and retained for dry
weather and other emergency purposes. The Pago Pago Reservoir is used
primarily for emergency service to the canneries and the Pago Pago area,
the Maugaalii Reservoir serves the downtown Fagatogo area, and the Blunts
Point Tank serves the hospital and Fagaalu and Gataivai Villages.

The problem with utilizing the reservoirs in this manner is that the
water system loses its ability to draw from the reservoirs during the
peak hour demands of each day. All supplies must come directly from
the sources, which overloads the capacity of the source and the trans-
mission mains and results in low operating pressures throughout the
system.

Capacity

The Tafuna area and upper service areas around Futiga and Pavaiai are
deficient in storage facilities for current peak hour and fire reserve
demands. Existing storage is limited to 0.5 million gallons at Tafuna
and 90,000 gallons near Mapusagafou. A 0.75 million gallon reservoir
is under construction at Pavaiai. The three million gallons of storage
capacity in the Bay Area is adequate for existing peak hour and fire

demands if the reservoir water levels can be maintained.

Maintenance

All of the existing reservoirs require painting and repair of automatic
control valves before they can float on line. The reservoir at Pago
Pago is currently threatened by an active earth slide.

V-15

DISTRIBUTION SYSTEM

General

The existing distribution system is and has been a source of problems
for the water system for many years. Austin-Smith & Associates pointed
to excessive water use in the initial 1963 report on the A.S.G. water
system. Most of the subsequent water studies also noted excessive water
demands as a major problem.

Data collected by the Department of Public Works covering the period
from October 1977 to January 1978 indicates that nearly half of the
water used cannot be accounted for (Appendix A). This does not mean
that it is not metered, but it means that after estimating all normal
residential, commercial and industrial use, nearly an equal amount is
lost somewhere within the system.

Water Consumption

Only about a quarter of all water consumed is metered, but the metered
residential customers average only 56 gallons per capita per day in
consumption. This figure has been indirectly calculated and is only
approximate, but it reflects the amount of conservation that can be
obtained through metering and nominal water use charges. Total resi-
dential water use among metered and non-metered customers is estimated
at 285 gallons per capita per day. This figure includes the unaccounted
for water and illustrates how great a problem the excessive water con-
sumption is to the water system. For comparative purposes, 150 gallons
per capita per day would be considered a generous consumption rate for

an area like American Samoa.

V-16

The unaccounted for water includes unnecessary consumption and wastage.
The production, transmission and distribution of this water puts a
strain on the system facilities, consumes unnecessary electric power
and has required premature investment in plant and equipment.

A.S.G. facilities including employee housing are not metered and do
not pay for water consumed. The volume of water consumed by these
facilities is potentially quite large as there is no incentive for
conservation. There should be an administrative policy developed con-
cerning this matter to bring about a reduction in water consumption
and to eliminate the double standard between A.S.G. employees and the
community at large.

Backflow

The negative pressures created in the pressure fringe areas during high
demand hours dramatically increase the possibility of backflow contami-
nation of the entire water system. There is little plumbing code enforce-
ment, and cross connections with private water systems, ground surface
pipelines running through pig pens or other contaminated areas and other
possible sources of backflow are evident throughout the distribution

system.

Most direct cross connections with the main transmission lines of vil-

lage systems have been reported to be eliminated or protected with
double check valves. Cross connections with the village systems within
individual homes, however, presents an equally serious potential for
contamination of the A.S.G. system.

V-17

Water Service Policy

The A.S.G. has been over accommodating in the past in providing service
to customers. Service laterals extend far from main pipelines to the
point of consumption and meters are usually installed at or near the
residence. The portion of the service lateral that is behind the meter
becomes the maintenance responsibility of the A.S.G. as any water lost

would not be metered and the customer would not be concerned. Because

of the difficulty in obtaining right-of-way and for simple expediency,
the service laterals are usually constructed on the ground surface where
they are subject to damage and illegal connections. Most laterals are
either galvanized iron or plastic and are easily tapped illegally by
anyone desiring water. To complicate matters, most villages also have
private water systems. It is difficult to locate illegal connections
in the web of A.S.G. and private small diameter pipelines that inter-
twine throughout most villages.

The A.S.G. provides water service to customers who are above the eleva-
tion that will allow proper pressures in the water system. Water is
available to these customers only when other demands on the system are
low and water pressures rise. Pressures usually rise late at night
or in the early morning. The customers leave their taps open over a
large drum in an effort to collect as much water as possible during
the night. If the drum overflows, it is regretable, but at least a
full drum was collected. These high elevation fringe areas also have
a higher proportion of illegal connections because they are the most
remote from official inspections.

The A.S.G. needs to determine realistic service objectives for the water
system and to set policy and service rules and regulations based upon
these objectives. Even with unlimited financial, physical, and techni-
cal resources, the A.S.G. could not expect to be all things for all

V-18

people. If standards are sacrificed in one area, customers in another
are deprived of a proper water service.

RIGHT-OF-WAY

General

Right-of-way acquisition for water system improvements has been a serious
problem for the Department of Public Works in recent years. Badly
needed projects have been delayed or halted indefinitely by extended
right-of-way negotiations or right-of-way disputes. Projects have been
modified at increased cost or at the expense of the system operating
efficiency in attempts to skirt right-of-way problems.

The Right-of-Way Program of the Department of Public Works is beset
with problems in the areas of setting policy guidelines, continuity
of trained personnel, budgeting requirements, abuse of the crop damage
system, and landowner and boundary disputes.

History and Legal Precedence

The American Samoa Government aquisition of Samoan lands can be traced
back to the United States Navy Administration of Samoa (C.A. No. 199-
1964). The court has determined that since land owned by Samoans before
the deed of cession to the United States in 1900 was retained by the
Samoans after 1900, the land could only be obtained by the A.S.G. by
negotiation or by condemnation under eminent domain (C.A. No. 25-1962).

The right of eminent domain is the power of a sovereign state to take
or to authorize the taking of property in its jurisdiction for public

use without the owner's consent. Eminent domain is an inherent sovereign

V-19

right, founded on the common necessity and interest, to appropriate
property of individuals for the greater needs of the community. The
right of eminent domain is given to the American Samoa Government in
Title 27, Section 1601 and Title II, Section 6401 through 6467 of the
American Samoa Code. The power of eminent domain can be exercised only
for what is deemed a public use and where just compensation is given.

The High Court of American Samoa has taken judicial notice (Rule of
Evidence 201 of the High Court of American Samoa) that the most valuable
tangible thing that Samoans possess is their land (C.A. No. 199-1964).
In 1900 the U.S. Commander condemned land for a public highway, and
it was deemed an appropriation for public use (C.A. No. 25-1962). The
High Court of American Samoa determined that when condemnation proceed-
ings are made for public use and when just compensation is paid, then
it does not violate due process of law (C.A. No. 25-1950). The Court
also found that land taken by the A.S.G. is not against the interest
of the Samoan people, because the property is held by the A.S.G. for
the use and benefit of all the people of American Samoa (App. Div. No.
15-1963).

In Re Matter Condemnation of Pago Pago Well Property , 1951, (2 A.S.R.
614), land in Pago Pago was taken by condemnation proceedings. In 1954,
the American Samoa Government in The Matter of the Acquisition of Land
for the Construction of the Airport (C.A. 15-1959), obtained a judgment
from the High Court of American Samoa, condemning 550.83 acres of land
at Tafuna for a public airport and granting ownership in fee simple
to the Government of American Samoa. Fair compensation was set by the

Court as follows:

1. $135 per acre for land cleared but without any plantation

on it.
2. $140 per acre for bush or jungle land.

V-20

3. $380 per acre for land including the plantations thereon,
the ownership of such land and the plantations being combined
in the same family, families, person or persons.
4. $135 per acre for land (i.e., the land alone) on which there
were plantations at the time of the taking, the ownership
of the land and of the plantations theron being separated,
i.e., not combined in the same family, families, person or

persons.
5. $245 per acre of plantations (i.e., for the plantations alone),
the ownership of the land and the plantations thereon being
separated at the time of the taking, i.e., not combined in
the same family, families, person or persons.

In 1961, in The Matter of the Condemnation of Dairy Farm Hansen's Disease
Sanitarium Area and Access Roadway (3 A.S.R. 439), the A.S.G. filed
a notice that there existed a dispute among the claimants regarding
the ownership of the property and requested that the Court determine
its ownership. The Court rendered a determination after a trial on
the issue of ownership for the purpose of distribution of the condemna-

tion award.

The condemnation proceedings used by the American Samoa Government in
the Pago Pago Well Condemnation, Airport Acquisition, and the Dairy
Farm cases were the same or similar to the condemnation proceedings
provided for in the Revised Code of American Samoa. The Revised Code
of American Samoa provides condemnation proceedings where the A.S.G.
desires to acquire any land, easement, right-of-way, or other property
interest for public use. The code provides for the right of compensa-
tion, the determination and award of compensation, disposition of dis-
putes to title, the arbitration of compensation disputes and the appeal

process.

V-21

In seeking to set forth guidelines for Right-of-Way acquisitions by
the Department of Public Works, a Right-of-Way Manual was prepared.
The manual provides general guidelines for organization of a Right-of-
Way Branch, sets procedures for right-of-way acquisitions, the execution
of instruments, the closing procedures, lead time or advance notice
procedures, condemnation guidelines,payment of crop damage, and the
relocation assistance regulations under the Uniform Relocation Assis-
tance and Real Property Acquisition Policies Act of 1970 (27 A.S.C.
2001).

Right-of-Way Policy

Policy problems may have resulted from the lack of continuity in the
executive administration of the Territory of American Samoa. The Terri-
tory has had five appointed Governors and one elected Governor during
the past five years. It is difficult to reconstruct the right-of-way
policy for each administration, but it would appear from a review of
the present situation that no substantive policy has been adopted.

A right-of-way policy is essential to the establishment of a viable
program that will reduce delays during the negotiation stages of right-
of-way acquisitions or when negotiation fails to result in an agreement
and condemnation proceedings are initiated.

The problem with setting a viable right-of-way policy may also be attri-
buted to the high turnover of A.S.G. contract employees in Public Works
Department and the lack of a training program to train local personnel
to administer a right-of-way acquisition program.

Crop Damage

Under the crop damage schedule, the owner receives fixed compensation
for a list of "cash" crops destroyed by reason of the right-of-way

V-22

acquisition in addition to payment for the right-of-way. The
continued use by the A.S.G. of this system allows for abuses by
the landowner. Crop damage abuse cases reported by the Department
of Public Works have included the planting of crops within the
area of the right-of-way after negotiations have begun and claims
for crops destroyed which were not affected by the right-of-way
acquisition. The inherent abuses within this system exist because
of the lack of definite guidelines for Right-of-Way Personnel and
the lack of trained personnel that are bonded under surety to
certify the accounting of the damage and the payment made to the
landowner.

Budgetary Policy

There also exists a budgetary problem in regards to negotiating ease-
ments or leases for right-of-way acquisitions. In a situation where
the right-of-way acquisition allows for monthly or annual payments,
the landowner often requests an advance payment for the amount due over
the term of the lease. The advance payment decreases the available
money in the current budget and may not be adjusted in the next annual
budget. The limited funds may limit the A.S.G. ability to negotiate
fair compensation for required right-of-way acquisitions.

Land Title Registration

Most of the communal land in the Territory of American Samoa has not
been surveyed and registered. Communal land ownership under the autho-
rity (pule) of the chief (matai) is subject to boundary disputes and
disputes of actual ownership because of the lack of recorded boundaries.
A common Droblem has.been that the A.S.G. will enter into an agreement
with a matai or a person who represents himself as the owner but is
not the true owner or is only one of the owners. There is no formal
procedure whereby the A.S.G. can obtain a verification of land ownership

V-23

of communal land when the land has not been duly recorded. American
Samoa does not have a title insurance company that can give certifi-
cation of title to lands subject to right-of-way acquisitions.

The recordation of land sales and lease rentals does not have gran tor-
grantee index or a cross-index system to obtain an abstract of the sale.

The same problem exists with the recordation of leases. The problem
of the lack of registration of title to land in the Territory of American
Samoa is indirectly related to the lack of adequate recordation of land
sales and lease rentals in the Office of the Territorial Registrar.
Land sale prices and lease rentals can be obtained by reviewing the

Native Land Transfer Volumes and Native Lease Volumes in the Office

of the Territorial Registrar, but the process is very time consuming.
The present system provides for the recordation of the land sale or
the lease by the village, the "name of the land", and in chronological
order of presentation for recordation.

Past experience has shown that when the A.S.G.-personnel enter into
an agreement with the wrong landowner or with only one of the landowners,
a matai or person believing to have a claim on the land will file a
temporary restraining order against the American Samoa Government and
the alleged landowner. The temporary restraining order will seek to
have a preliminary injunction until ownership is determined in a trial
in the Land and Titles Division of the High Court of American Samoa.
Under the laws of American Samoa, any matter involving a land dispute

must be referred to the Office of Samoan Affairs for at least two meet-

ings and if the matter is not resolved, then a certificate of irrecon-
cilable lispute is filed for trial with the High Court of American
Samoa. This process is very time consuming and can result in delaying
the matter for several years. Most temporary restraining orders in
land dispute matters are granted without the posting of a bond and are
easily obtainable upon merely filing a Complaint for Injunctive Relief,

V-24

with an affidavit alleging irreparable damage and no adequate remedy

at law to support a temporary restraining order.

VILLAGE SYSTEMS

General

There are over 40 villages that have water systems that are completely
independent from the A.S.G. water system, except to the extent that
they request A.S.G. assistance for repair or expansion to the system,
or that they have schools or other A.S.G. facilities in them. There
are probably an equal number of villages which maintain private water
systems while using the A.S.G. water system as a backup sUpply.

Village water systems are distinguished from the A.S.G. water system
for several reasons. The most significant of which is that the resi-

dents of American Samoa draw a careful distinction between them. The

A.S.G. water system is the one that attempts to charge for water through
the use of meters or flat rate use charges.

It is difficult to generalize about so many individual systems, each
of which has features which make it unique from the others. There are,
however, similarities that apply to the majority of the village water

systems and these similarities will be discussed here.

Generally, village water systems are small, unplanned systems that have
been developed over time to supply water to a village or a portion of
a village. They have usually been constructed to provide minimal domes-
tic flows. Pipe sizes are generally under two inches in diameter and
storage is limited to that available behind the stream catchment (usually
less than 2,000 gallons). The water supply is.generally derived from

V-25

surface water streams. With very few exceptions, these supplies are

inadequate during the dry season.

The more remote the villages are from the westernized center in the
Bay and Tafuna areas, the more independent from the A.S.G. they are
in the administration of their villages. This independence is by design
of the village councils who do not want control of village affairs to
go to outside forces. The strict control over family and village life
is part of the fabric of the Samoan culture. Almost without exception,

the villages want to maintain control over their water systems, to
maintain their independence and to avoid paying for water service.
It is very difficult to explain to the villagers that the water charge
is not actually for the water, but for the delivery and treatment system.

Water Quality

None of the villages treat their water in any way and the quality of
water is usually very poor (Table V-5 and Figure V-1). The watersheds
behind the catchment dams are cultivated by villagers and often are
foraged by pigs. Suggestions to limit access or to set aside protected
watersheds have been flatly refused by villagers since much of the vil-
lage food supply comes from plantations situated in these watersheds.
The ownership and control of these lands is vested in different family
chiefs. Restricting the use of land by one or more families could cause
serious political and cultural problems within the village.

The major difficulty with independent village water systems is that
few villages have the technical or managerial ability to operate a
reliable water system. The villages have gotten by in the past with
the simple stream catchment systems when the expectations for the system
were low. The villages are growing now, and almost all homes have
indoor plumbing. The value of these homes is increasing, and they

V-26

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE V-5

SOME WATER RELATED DISEASES

REPORTED TO LBJ MEDICAL CENTER

1971 1972 1973 1974 1975 1976
Amebiasis 6 0 0 1 0 2
Bacillary Dysentery
(Shigellosis) 0 1 0 0 1 1
Food Poisoning (Staph.) 1 2 8 2 0 0
Hepatitis, Infectious 13 51 13 24 44 14
Infantile Diarrhea
(Hospital only) 155 130 120 119 126 132
Salmonellosis 3 1 0 2 0 4
Trachoma 9 4 0 0 0 0

It should be kept in mind that often Samoans do not seek medical
treatment for "mild diseases" such as gastroenteritis and dysentery.

Source: -1977 Annual Report to the Secretary of the Interior.

V-27

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

FIGURE V- I

PUBLIC NOTICE OF POOR WATER QUALITY

PUBLIC NOTICE

The Department of Health advises the follow-
ing villages, Fagasa, Masausi, Masefau, Aoa, Ploa,
Amanave, Agugulu, Se'etaga, Ataulama, Amaluia,
Leone, Malaeloa, Ili'ili, Pava'ia'i and Faleniu to boil
their drinking water for 20 minutes before con-
sumption. The Public Health Laboratory Monitor-
ing reports last week indicated that your water is
unsuitable for drinking purposes.

You are strongly advised to stay away from
streams and areas where catchments are located in
order to eliminate contamination. You are also
reminded that stray pigs and other domestic
animals be kept away from these areas.

FAAALIGA

Ua Fautuaina e le Ofisa o le Soif ua Maloloina
le MGMGIU o alafaga nei: Fagasa, Masausi,
Masefau, Aoa, Poloa, Amanave, Agugulu, Se'etaga,
Atauloma, Amaluia, Leone, Malaeloa, Ili'ili,
Pava'ai'i ma Faleniu, ina la faapunaina lelei le
suavai mo le 20 minute a e le'i faaaogaina mo le
taumafa. Ua facalia i su'esu'ega a le Ofisa o le
Soifua Maloloina i le vaiaso ua ta'a, le le talafeagai
o le suavai mo le taumafa.

E lapata'i atu i lo outou marnalu ina la
alo'alo ese mai vaitafe ma faatanoa, ina la taofia ai
Iona faaleagaina. E foamanatu atu foi i lo outou
mamalu o mea-ituo-olo ta'aloa, ma nisi mea oia la
teena mai nei laufanua.

Source: Samoa News, Friday, May 19, 1978, Vol. 8-5187

V-28

warrant fire protection. Villagers are beginning to recognize the
health benefits of a quality water supply, and federal regulations (PL
93-523) will soon place strict requirements over the quality of water
that may be supplied in any water system with 25 or more consumers.

American Samoa Government Policy

The A.S.G. lacks a clear or workable policy for dealing with the village
water systems. While customers on the A.S.G. system are required to
pay for water service with the explanation.that the revenues indirectly
go toward the operating and maintenance costs for the water system,
in contrast, if a village keeps requesting assistance, they will eventu-
ally get free repair service or funds for improvements to their water
systems. In some instances, the A.S.G. will provide assistance to a
village that also has access to the A.S.G. water system. It is not
surprising, therefore, to find that people on the A.S.G. water system
are reluctant to pay for water service. The A.S.G. water system mainte-
nance and operation staff is over-committed to the task of caring for
the A.S.G. water system, and time spent with village systems is taken
from the customers of the A.S.G. system.

The problem is not always clear out or simple. In many villages, the
A.S.G. has built schools, housing, dispensaries or offices. These
facilities depend upon the village water system for their water supply,
and the A.S.G. is obliged to make the repairs to the system necessary
to provide service. Unfortunately, the systems are not adequately
maintained, properly managed or constructed for sufficient capacity
to meet demands. It becomes an impossible, never ending task to keep
the systems operating just enough to provide water to the A.S.G. faci-
lity.

V-29

Past Improvement Programs

The A.S.G. has attempted wholesale improvements to the privately oper-
ated village water systems on several occasions. In the early 1960s,
a cooperative improvement program to improve the village water system
in the Leone area was attempted. Distribution lines and storage reser-
voirs were constructed throughout the villages of Leone, Puapua, Malaeloa,
Taputimu and Vailoatai utilizing the stream catchment intake constructed
by the military during WWII as the main supply source. The system has
never operated correctly, and the storage reservoirs have deteriorated
to a point of uselessness.

Leone Village receives the bulk of the water as it is closer to the
source and lowest in elevation on the system while the upper villages
receive water only periodically. The villagers report that because
of cost overruns, the project was never completed properly and the
A.S.G. did not live up to its end of the bargain. The system receives
little or no management or maintenance.

In 1961, the A.S.G. completed projects near the villages of Asili in
the Western District and Fagaitua in the Eastern District. Each of
the projects interconnected villages in an attempt to more evenly dis-
tribute available water among the villages involved. Unfortunately,
the A.S.G. did not discuss this concept with the villages before the
systems were constructed. The villages with water were reluctant to
give water to other villages without assurances that there would still
be an ample supply remaining. The A.S.G. could not identify any group
that was willing to assume responsibility for operation and maintenance
of the systems. As a result, the systems are used very little and by
default are maintained by the A.S.G.

V-30

In 1972, the A.S.G. received a grant from the Economic Development
Administration for improvements to approximately 38 village water sys-
tems. The grant was obtained in response to the severe drought of 1971
which caused many hardships for the villages.

The success of this village water system program has been mixed. While
some of the systems are operating satisfactorily, there are many which
do not. There are several reasons for the problems:

1. The scope of each individual project was determined within
the Public Works Department with little if any input from
the villages concerned.
2. Because of the emergency situation, construction standards
were reduced so that improvements could be made in as many
villages as possible.
3. No provision was made for operation and maintenance of the

systems.

The reduced construction standards were to have been offset by the fact
that the systems were to become the property of the village in which
they were constructed. Ownership by village could provide a degree
of protection and careful use that would not be available in an A.S.G.
run system. As an example of the required construction standards,
distribution pipelines were not buried. As their contribution to the
project, the villagers were advised to bury the pipelines.

Because the villages had little input into the planning and had no
financial investment in the systems, they view the systems as belonging
to the A.S.G. They feel that the responsibility for maintenance and
protection of the systems also belongs to the A.S.G., and when the
systems break down, they expect repairs to come from the A.S.G.

V-31

There is no operational control over the systems and no village orga-
nization with the technical capabilities or financial resources to
repair the systems. When water is available, there is misuse and waste,
and the systems which were designed to operate on a distribution storage
principle fail because the storage tanks never fill. Sooner or later,
the A.S.G. is obliged to undertake repairs, especially when the system
serves a school, dispensary or other A.S.G. facility.

The problems associated with village systems become more acute with
increasing populations, rising consumption and rising expectations for
the quality of service.

V-32

WATER SYSTEMS MANAGEMENT

General

The existing public water supply system in American Samoa is a mixture
of governmental (A.S.G.) systems and village systems. Historically, the
management of these systems has been loosely structured, and management
and operation decisions have been made without the benefit of policy
guidance, objectives, or written procedures. The need to meet chronic
water shortages and expediency in filling village desires has often
overshadowed consistent management policy and has served to confuse the
overall management of the territory's water systems. Recently, the
A.S.G, began to define the management objectives of all A.S.G. water
systems in the territory.

The purpose of this section is to describe the existing management of
the water systems and recommended improvements. For the purpose of this
study, water system management encompasses planning, design, operation,

and maintenance.

The Management of the American Samoa Government Water Systems is the
responsibility of the Department of Public Works (DPW). The current
Department organization is shown on Figure V-2. Water system planning
and design functions are the responsibility of the Water Systems Divi-
sion (WSD), while operation and maintenance functions are the responsi-
bility of the Water, Sewer, and Solid Waste Division (WSSW). In addi-
tion, the Director of Public Works has retained a consulting engineering
company to specifically examine water system leakage and pump perfor-
mance, and has formed special task forces for the installation of new
distribution lines/booster pumps and water line inspection. These posi-
tive steps will greatly improve water system operation and management.

V-33

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

FIGURE V-2

ORGANIZATION CHART
DEPARTMENT OF PUBLIC WORKS

AssiSTA DIRECT
ATTORNEY GE OF PUBL I C
-T

ELECTRIC FACILITIES WATER, SEWER WATER SYSTEMS DMINISTRATION ENGINE
UTILITY Divisi I& SOLID WASTE DIVISIONS DIVISION SERVI
DIVISION DIVISION

INCLUDING

FORMER
CONSTRUC TION
DIVISION
--7
AND MOTOR POOL IVIL OIVIS:.O]N
I LC

AN INCLUDING
I
[-Mml & TECHNICAL .SERVICES
DIVISION
@ENG NE
ELE CT.-C L I
UT. ITY S ER V.
J)IV Lq.S.ON

The water system management functions within the Department are sum-
marized on Figure V-3.

Planning and Design of water system facilities is the responsibility of
the DPW Water Systems Division. Staffing consists of a division direc-
tor and project engineers in charge of distribution systems, pump sta-
tions, and ground water. Other staff engineers and draftsmen from DPW
are also available on an as-needed basis. Developed plans and specifi-
cations are reviewed with the water utility branch and equipment branch
managers for operational considerations. Currently, the Division is
primarily concerned with the design of the water system improvements in
the existing capital improvement program (see Table V-5). There is no
current Government of American Samoa planning or design effort underway
for water system improvements beyond the 1981 construction program.

Operation and Maintenance of the A.S.G. water systems is the responsi-
bility of the DPW Water, Sewer, and Solid Waste Division. The Division
is officially divided into five branches: solid waste, sewer, water
utility, equipment, and special projects. However, in 1977, the water
utility and special projects branches were consolidated and simply
called Wate@ Utility. The emerging organization and the water system
responsibilities of each branch of the Division are shown on Figure V-4.

Management Problems
Numerous problems in the planning and design as well as the operation
and maintenance of the water system have been identified by several
investigators, including WSSW and WSD administrators. Many of the
administrative problems, such as a lack of formal paper flow through the
Division, have been addressed by the existing management. Other identi-
fied problems are being addressed through increased attention to opera-
tions and an ambitious ongoing program of in-service training. Some of
these identified problems, and current or recommended efforts aimed at
solving them include:

V-35

ASSESSMENT OF WATER SYSTEMS
AMERICAN SAMOA

FIGURE V-3

ORGANIZATION CHART

WATER SYSTEMS MANAGEMENT

DIRECTOR OF PUBLIC WORKS

WATER, SEWER WATER SYSTEMS SPECIAL TASK FORCE
& SOLID WAST DiviSION INSTALL:
DivisioN 1. BOOSTER P UMPS
2. NEW DIST. LINE
3. INSPECTION

U4 WATER UTILITY EOUIPMENT PROJECT ENGINEER CONSULTANT
L BR NCH DISTRO13UTION ECIAL AssIGNME
LEAKS
F Pump AssESSMEN

DiSTRIOUTIO PROJECT ENGINEER
SECTION GROUND WATER
DEVELOPMENT

SOL D WAST
'BRANCH PROJECT ENGINEER
PUMP STATIONS
LFETE RING AN.
C, .EC'. ON:

ASSESSMENT OF W&TER SYSTEMS

AMERICAN SAMOA

FIGURE V-4

WATER SYSTEM OPERATIONAL RESPONSIBILITIES

L WATER, SEWER & SOLID WASTE DIVISION

I EQutPmENT BRANCH SOL I DWASTE
ER U-viu-Ty BRANT.
Fw --l
OPERATION AND MAINTENANCE MAINTENANCE OF WELL PUMPS, (NONE)
OF WATER FILTERS BOOSTER PUMPS
LEAK REPAIRS OPERATION AND MAINTENANCE
NEW ICONNE CT 'ONS Of CHLORINATORS
ELECTRICAL OPERATING COSTS
OF ALL METERS, PUMPS, ETC.
METER INSTALLATION, READING
AND REPAIR
FIRE HYOR& N' 1EPIA I
3U BMITTAL OF WATER BILLING
INFORMATION TO CENTRAL
ACCOUNTING
ROUTING AND BALANCING OF
AVAILABLE WATER SUPPLIES
THROUGH DISTRIBUTION
SYSTEMS

Identified Problem Identified Solutio

Inadequate communication within WSD causes a lack The division should hold regular s
of knowledge about ultimate goals and individual improve communications between all
roles in the program. written plan should also be develo
with changing contract engineers.

Objectives are not established for WSD and WSSW. Specific and realistic objectives
Consequently, no mechanism exists for evaluation consumption to 150 gpd, reduce del
of employees or division accomplishment. accounts to 10 percent, etc.) shou.
and reviewed annually.

The WSD is too task oriented toward component DPW should increase operational inj
00
installation, lacking sufficient consideration all projects. All new designs shoi
of total system operation. any changes in operating characteri

There is a lack of total familiarity among Water Utility Branch objectives foi
employees throughout DPW to objectives. developed, written in both Samoan E
distributed to employees -- See Fi@

Personnel lack necessary skills and judgmental An in-service training program for
knowledge of water system. implemented to teach basic hydrauli
and mechanical skills. Highly trai
being hired as vacancies appear th3

Identified Problem Identified Solution

High turnover of employees in the Water Utility All position descriptions are being exaj
Branch occurs because of low salary levels. written as necessary, and salaries adju

Management procedures in WSSW are vague. The management manual for WSSW is being
Water utility regulations should be dev
adopted through A.S.G. administrative p

High rate (approximately 30%) of water customers Conflicts in meter readings and billing
are delinquent in account payments due to resolved and accuracy is improving in m
discrepancies in consumption and billing. and billing preparation.

WSSW attempts to provide water service on request WSSW should develop rules and regulatio
without evaluating capability or the effect on clearly delineate the manner of providi
on operation and management resources. service to customers.

"Free water" agreements in exchange for rights-of- DPW should identify households that rec
way result in water waste and extension of free water under past agreements and limit t
water to growing extended families. to households existing at the time of a
volume of water should be specified in
agreements negotiated.

Identified Problem Identified Solutic

Lack of clear rights-of-way presents problem for Insist that all facilities constructed
maintenance and repair. the maintenance responsibility of A.S.G
adequate and clear right of way.

No direct incentive exists for WSSW to meter or If water systet collections cannot be c
collect funds for water usage as funds collected WSSW account, include metering and coll
are credited to the general account and not to funds among the DPW Director's responsi
the DPW budget.

Residential meter readings are inaccurate due to Meter replacement/repair is receiving a
faulty meters. High level of suspended solids in and water system filters have received
water supply increases meter maintenance require- attention. Suspended solids will be re
ments. water quality is improved.

High leakage rate results in lack of service. A special leak detection task force, uT
of a consulting engineer, is pinpointir
repair. A new distribution system is I
where replacement is more cost effectii

M M M M M M M M M M M M M M N

Identified Problem Identified Solution

Per capita water consumption rate appears high. A.S.G. should increase water use charge
should be metered at all service locati
and collections pursued as a means of e
water conservation. In addition, the g
should repair leaks, detect and meter i
nections, repair faulty meters, and imp
of meter readings.

A.S.G. facilities, including employee housing, A.S.G. facilities should be metered and
are not metered, possibly creating excess con- water services (in the same manner as el
sumption and a double standard between the A.S.G. services).
and the general public.

Improper repair equipment available to WSSW. Equipment needs have been included in tf

The inadequate water pressure provided to residents WSSW should develop policy of not allowi
above service levels promotes water waste and back- to A.S.G. system at elevations higher th
flow problems. below storage reservoir overflow. WSSW
building permits and ascertain that A.S.
be provided at the proposed location. I
not possible, A.S.G. should inform the

Identified Problem Identified Solution

The legislature and general public have not been The DPW should develop a public educati
made fully aware of the need and components of a under the auspices of the Safe Drinking
well managed water system. In addition, the that would educate the general public o
operational procedures and improvement program of of a safe water supply that is adequate
the A.S.G. water system have not been fully consistently. The program should inclu
explained. of the functions of water meters, disad
advantages of ground water versus surfa
structures, rules and regulations, obje
the system as well as management, and
for the system.

No systems operations manual exists, and the WSSW should prepare an operations manua
water systems have not been mapped. that shows the locations of all the wat
components.

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

FIGURE V-5

WATER UTILITY OBJECTIVES FY 178

DEPARTMENT OF PUBLIC WORKS

1. To provide every customer with safe potable water 24 hours per day.
This potable water shall meet federal standards for chlorine resi-
dual, coliform level and turbidity.

2. To provide every service with at least 25 psi and at most 100 psi
water pressure. To reduce the number of trouble calls due to low
pressure or no water for any 3-month period to 60 or less (down from
700 in June-September 1977 period).

3. To be able to give 36 hours advance warning to customers of any
scheduled water outage. To inform customers of every emergency
water outage before customer complains to the Water Utility.

4. To be able to report accurately on a monthly and yearly basis water
output from all A.S.G. sources and consumption at all metered taps.
To be able to estimate unmetered water usage.

5. To reduce the percentage of unaccounted for water (due to unknown
illegal connections and leaks) to 15 percent.

6. To provide in service training for all water personnel. Areas shall
include water technology, basic hydraulics and quality plumbing and
pipefitting practices.

7. To reduce the water accounts delinquency rate (2 months or more
overdue) to 15 percent.

8. To meter all users including all GAS facilities connected to the
water system.

9. To institute a more equitable rate structure which would recover all
operating costs.

10. To stay within the budget plus or minus 5 percent each quarter.

11. To implement high quality plumbing and pipefitting practices.

Source: Department of Public Works
Water, Sewer, and Solid Waste Division
Water Utility Branch

V-43

I
I
I
I
I
I
I
I
I
I
I
I
I CHAPTER T
I CONCLUSIONS AND RECOMMENDATIONS
I
I
I
I

CHAPTER VI

CONCLUSIONS AND RECOMMENDATIONS

WATER SOURCES

General

The findings of this engineering evaluation support the American Samoa
Government's policy of utilizing ground water as the primary type of
water source for its central water system. Existing information indi-
cates that sufficient quantities of high quality ground water are avail-
able to meet year 2000 water demands for this system. The development
of ground water supplies, however, must be carefully managed and moni-
tored to insure that the safe yield of this valuable resource is not

exceeded.

Surface water impoundments presently serving the central system should
be maintained as emergency supplies and to supplement ground water
sources. In most cases, existing surface sources should be phased out
of operation as more ground water production wells are constructed.

Available hydrologic and geologic information and data pertinent to
the development of water sources for individual village systems are
generally insufficient. On-the-ground reconnaissance surveys of villages
with water supply problems are needed to determine what type of water
source development (i.e., surface or ground) should be pursued in each

case.

Ground Water Development

Exploratory Weli Drilling Program. The current A.Z.G. exploratory well
drilling program is directed at defining the ground water resources

VI-1

of American Samoa. The program can be divided by area into those acti-
vities that explore the Tafuna-Leone aquifer and those that explore
small village aquifers.

An analysis of existing ground water data indicates that salt water

intrusion is a constant threat at the Tafunafou well field and cautions
against overdevelopment of the fresh water basal lens in this area (see
Appendix B). It is recommended, therefore, that the ground water develop-
ment program be directed to other areas in and around the Tafuna-Leone
plain.

The wide and deep Malaeimi and Malaeloa valleys appear to be promising
as supplemental sources of ground water for the A.S.G. system and deserve
to be explored. They are both relatively large basins; they are situated
landward of the Tafuna-Leone Plain; thus, farther from the coastline
and generally above the more populated areas (i.e., potential sources
of ground water contamination); and they may be substantial sources
of recharge for the Tafuna-Leone aquifer.

The exploratory well drilling program should also attempt to delineate
the limits of the Tafuna-Leone aquifer to provide direction for its
future development and to aid in a reliable estimate of its safe yield
potential.

The investigation of other small village aquifers should be directed
toward those villages which have the most critical water supply problems
and which are not planned to become a part of the A.S.G. centralized
water system.

The Manua Islands villages are completely dependent upon ground water
for supply as there are no reliable alternative sources readily avail-
able. Fitiuta Village has the most critical current supply problem.

VI-2

Exploratory wells should be drilled on the ridge behind the village
as far from the shoreline as possible. If sufficient quantities of
ground water are encountered, two wells should be completed and fitted
with pumps of sufficient capacity to individually supply the village.
The wells and pumps will represent a sizeable investment by the A.S.G.
and should be operated and maintained by the A.S.G.

Tau and Faleasao Villages require an additional well to supplement the
existing drilled well at Luma High School.

ON and Olosega Villages require additional wells to increase capacity
and provide reliability to those systems. The Olosega well should
include capacity for Sili Village. Each of these wells can be hand
dug or drilled depending upon the availability of the drilling equip-
ment, the logistics of shipping, and the availability of labor.

After completion of the Manua Islands program, the exploratory program
should concentrate on the villages of the southeast shore of Tutuila
from Auto to Tula. These villages have the most critical water supply
problem on Tutuila Island, since few of the streams in the area are
perennial. A priority system listing such factors as: ground water
potential, A.S.G. facilities to be served, population and absence of
other developed resources should be compiled to provide a schedule for
an exploratory program. Table VI-1 shows a suggested ranking for these
villages of the southeast shore.

Production Well Construction. The construction of efficient and perma-
nent water wells involves two separate and distinct operations: the
mechanical aspects of drilling a hole in the ground and technical super-
vision, which includes the engineering and design of the well to fit
the particular hydrology and geology of subsurface conditions at each
individual well site. In the past 20 years, more than 60 holes have

VI-3

ASSESSMENT OFWATER SYSTEMS

AMERICAN SAMOA

TABLE Vl- I

SUGGESTED VILLAGE RANKING FOR
EXPLORATORY WELLS SOUTHEAST SHORE OF TUTUILA

Ground Critical A.S.G. Absence
Water Facilities Popula- of Other
Village Potential to be Seryed tion Resource Overall
Name Ranking Ranking Ranking Ranking Total Ranking
Auto 8 42 6 8 26 8
Amaua 9 42 8 6 27 9
Fagaitua 2 1 1 5 9 2
Alofau 3 3 2 1 9 1

Amouli 5 2 4 4 15 5
Auasi 7 42 7 3 21 6
Utumea 6 42 9 33 22 7
Alao 4 42 5 2 15 4

Tula 1 3 3 7 14 3
1 Rankings indicate which village has the highest priority for each factor.
Lowest number indicates highest priority.
2 Contain no A.S.G. facilities.
3 Served by Ausi water system.

VI-4

been drilled on Tutuila without the benefit of technical supervision.
As a consequence, not enough is known about their construction other
than the location, depth and, in some cases, quality of water. The
quality and quantity of water from these holes, especially in the Tafuna-
Leone plain, are directly related to the uncontrolled manner in which
they were constructed.

The A.S.G. Public Works Department recently (in May 1978) acquired the
services of an experienced hydrogeologist and a well driller. In view
of past well construction problems, the results of this study strongly
encourage maintaining this level of technical expertise in the future.

Ground Water Contamination. The importance of protecting potabLe ground
water supplies from all sources of contamination cannot be overemphasized.
Once contaminated, the integrity of ground water supplies is difficult
to restore. Treatment, as is the case with surface water, is expensive,
and the economic advantage of having good natural quality ground water

is lost.,

Since drilling penetrates the surface soil (overburden) above ground
water sources, all drilled holes must also be viewed as potential pipe-
lines for introducing contaminants into subsurface supplies, and pre-
cautionary measures must be taken at each hole. For this reason, it
is recommended that a program be instituted to seal abandoned and un-
sealed drilled holes and wells and to insure that production and obser-
vation wells in use have adequate sanitary seals.

As a general guideline, one of the first considerations that should
be given in ground water development is to select favorable production
well sites that are above, or upstream, of anticipated sources of con-
tamination. Ground water under unconfined or water table conditions,

VI-5

like surface water, flows by gravity. Achieving this advantage reduces
the need to impose strict land use controls in tributary areas.

Over the long-term, the protection of ground water supplies mandates
the strict coordination of waste collection and disposal (wastewater
and solid waste) and land use practices and plans with those of ground
water development.

Surface Waters

The short-term operation (next 20 years) of the existing surface water
treatment facilities at Fagaalu, Fagatogo and Pago Pago should be used
for emergency supplies and to serve the upper elevations of those villages
only until the A.S.G. ground water sources and water delivery system
is reliably capable of supplying water to the Bay Area (Pago Pago).

The existing filtration equipment should be maintained in an operable
condition. Expenditures on the treatment equipment should be kept to
a minimum and efforts at major upgrading of the equipment should not
be undertaken at the expense of improvements to the primary ground water

source.

The following is a list by sources of general recommendations for the
short-term disposition of the surface water sources:

1. Puna Dam and Intake

Abandon as soon as the proposed transmission and booster
system that will supply ground water from Tafuna to Mapusagafou
is complete. Recommended interim, temporary improvements
to make the water safe for residents that are now served by
the source include installation of chlorination equipment
and repair of the 90,000 gallon Mapusagafou tank.

VI-6

2. Vaitele Dam and Intake

Abandon as soon as adequate and reliable supplies are avail-
able from the Tafuna wells. This should occur in the very
near future as there are four existing wells awaiting instal-
lation of pumps and four new wells contracted for drilling.
3. Fagaalu Intake
Discontinue regular use of this supply as soon as adequate
and reliable ground water supplies from Tafuna are available
in the Bay Area. The existing transmission system as it
exists is adequate for this purpose, however, as described
in Chapter V, excessive demands on the system have created
flow rates beyond the system capacity. The reduction or

elimination of the excessive demands as described later in

this chapter will allow abandonment of this source.

Temporary rehabilitation of the facilities will be necessary
as it is anticipated that it will be at least five years
before the excessive-demands will be reduced. Rehabilitation
work should include repair and recharging the filters and
installation of a more positive chlorination system.

Fagatogo Reservoir and Upper Fagaalu Intake
Discontinue use as a regular source of supply to the lower
Bay Area service level of the A.S.G. system as soon as ade-
quate and reliable ground water supplies from Tafuna are
available in the Bay Area. This source may be kept opera-
tional to serve residences above the upper service limit of
the Bay Area lower service level. Longer term planning should

include a booster station to lift water from the lower service
level to a 'properly designed higher service level distribution

system.

VI-7

Temporary rehabilitation of the treatment facilities is re-
quired and should include repair and recharging of the filters
and installation of a more positive chlorination system.

5. Vaipito Intake
This source has the most protected and highest quality water
of all the existing surface water sources. With proper manage-
ment and operation of the existing facilities, it may be able
to supply the upper elevations of Pago Pago Village for the
foreseeable future.

The immediate improvements required to this source include
control of the watershed to prevent contamination, diversion
of overland flow away from the Vaipito Reservoir, testing,
and if necessary, repair of the basin for leaks, repair of
the filters, and installation of positive chlorination equip-
ment. This system will also require a review and modification
of current operating procedures and competent operator atten-
tion to bypass unsuitable water and to insure that the equip-
ment is operating correctly.

Longer term improvements should include a new upper service
level finished water distribution reservoir to serve the upper
service level and booster pumps at the filters and at the
lower service level to lift water to the new upper service

level distribution storage reservoir.

The long-term operation of existing surface water sources and develop-

ment of new surface water sources is dependent upon more extensive
information and experience with the ground water sources. If supple-
mental surface water supplies must be developed, the existing surface

water sources must be the first to be reevaluated. The decision will

be made based upon conditions that exist at that time.

VI-8

It 13 difficult, if not impossible, to determine the conditions that
will govern this decision. It seems reasonable to assume that an objec-

tive will be to combine the best sources for treatment at a central
point(s). Based upon this, we would anticipate that the upper and lower
Fagaalu sources would be combined for treatment at Fagaalu and the
Fagatogo treatment facilities abandoned. The Vaipito intake and treat-
ment facilities would be upgraded and utilized for the upper service,
levels of Pago Pago Village.

Development of new surface water supplies to supplement the ground water
aquifer will be dependent upon the sam e future conditions, economics
being one of the most important. If new surface water sources are to
be developed, one of the important criteria for selection of the source
should be the relative location to the ground water supplies.

The existing ground water supplies are located in a relatively centra-
lized area, and water is transported from there along a lineal pipeline
system to the ends of the service area. A break in a pipeline could
discontinue service to large areas. Development of a surface water
source at a location near the end of the service area could improve
the reliability of the system and extend the life of the transmission
system by providing additional capacity.

With this crite ria in-mind, the most ideal location for a surface water
source would be in the eastern district. The perennial streams radiating
from Ploa Mountain (Rainmaker) have the best potential. Of these, Alega
stream and the Maga, Lesea and Vaitele stream complex above Laulii Village
have the best location as they are on the south shore of the island.
Investigations (Dames and Moore, 1978) of the Laulii Village stream
complex indicate that a sustained regulated flow ot 1.8 million gallons
per day could be developed. This flow rate would be adequate to supply
the year 2000 water demands for the south east shore of Tutuila Island,

VI-9

but it would require a dam of approximately 180 feet in height to develop
this flow. The economics of constructing a dam of this magnitude in
Samoa are very questionable. The A.S.G. should monitor flow rates in
key streams to aid in future feasibility studies. Consideration should
also be given to protection of the watersheds of certain key streams
so that they will be available for development in the future.

TRANSMISSION AND PUMPING SYSTEM

General

The recommended transmission system is shown in Figures VI-11, VI-12
and VI-13. The past emphasis of the capital improvement program toward
transmission pipelines has created a transmission system that is ade-
quate to serve the existing A.S.G. water service area until approxi-
mately 1990. The projected A.S.G. system flow rates and calculated
hydraulic grade line for the year 2000 are shown in Tables VI-2 and

VI-3.

Completion of Existing System

Prior to 1990, improvements will have to be made to the pipeline sec-
tions between Nuuuli and Fagaalu and between Utulei Village and Malaloa.
An alternate alignment for the Utulei - Malaloa pipeline that would

cross under the harbor near the oil dock is available. This alternate

deserves detailed study as it would eliminate the need for new pipeline
construction through the congested Fagatogo area, eliminate the need
for the Pago Pago pump station, reduce the required pipe size between
Atuu and Aua and provide a more flexible looping water system. The
cross bay alternate would present some severe construction difficulties
as the 2500 foot crossing would be in water up to 150 feet deep and
the area is used for ship achorage.

VI-10

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE VI-2
PEAK YEAR 2000 FLOW RATES
FOR A.S.G. WATER SYSTEM

Year I Resi- 2 Cummu-
2000 Industrial dential Total lative
Popu- Demand Demand Flow Flow
Service Area tion (MGD) (MGD) (MGD) (MGD)

Tafuna & Vaitogi 3779 0.25 0.850 1.100 7.601
Nuuuli 5527 - 1.244 1.244 6.501
Faganeaneo to
Fatumofuti 786 - 0.177 0.177 5.257
Fagaalu 1533 0.07 0.345 0.415 5.080
Utulei 1529 0.06 0.344 0.404 4.665
Fagatogo 2917 0.07 0.656 0.726 4.261
Pago Pago 4126 0.80 0.928 1.728 3.535
Anua to Aua 3674 0.10 0.827 0.927 1.807
Tafananai to Laulii 797 - 0.179 0.179 0.880
Alega to Avaio 88 - 0.020 0.020 0.701
Auto to Fagaitua 929 0.05 0.209 0.259 0.681
Alofau 496 - 0.112 0.112 0.422
Amouli to Tula 1377 0.310 0.310 0.310

I Per A.S.G. Development and Planning Office.
2 Population x 150 GPCD x 1.5 peak day factor.
3 Assumes no surface water inflow to system.

VI-11

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE VI-3

HYDRAULIC GRADE LINE

FOR A.S.G. WATER SYSTEM
YEAR 2000 PEAK DAY FLOW

Head
Pipe loss Head ElevG-
Flow Rate Size ft Length loss tion
Location NVID GPM (in) -1 @Of t (ft) (ft) HGL

Highway near
well field 260

7.601 5278 20 5.4 2500 13.5
Highway at
Airport Road 247
Highway at 6.000 4167 24 1.3 2500 3.3
Housing Road 243
Highway at 5.400 3750 24 1.0 7500 7.5
Coconut Point 236
5.257 3651 20 2.6 12,000 30.8 -
Fagaalu 201 to 255
5.080 3528 20 2.7 7500 20
Utulei 235

4.665 3240 20 2.3 4000 9
Mogaalii 224
4.261 2959 20 2.0 4200 8

malalocl 216

3.535 2455 16 4.1 1500 6
Pago Booster 210 to 255
2.607 1810 12 11.5 4000 46
Pago Pago 246
2.607 1810 12 11.5 4000 46

Canneries 200
1.807 1255 16 0.91 10,000 9
Aua 191 to 255
Laulii 0.880 600 12 1.2 13,000 16 239
0.70f 490 12 0.89 4500 4
Alega 0.681 470 12 0.89 12,000 11 235
Auto 224
Alofau Booster 0.422 300 8 2.5 4000 10 214 to 320
0.310 215 8 1.5 7000 11
Amouli 0.310 215 8 1.5 18,000 27 309 to 230
Tula 203

VI-12

The above statements are made on the premise that water consumption
can be reduced to a more reasonable 150 gallons per capita per day as
discussed in the Distribution System recommendations. Without this
reduction in consumption, the two pipeline improvements from Nuuuli
to Fagaalu and Utulei to Malaloa are required immediately.

Two other small projects within the existing A.S.G. water system service
area are the airport extension to improve service to the airport and
the 12-inch pipeline from the Pago Pago Reservoir Road to Siufuga.
Each of these two projects will enable the abandonment of an old trouble-
some pipeline.

Extension of System

The recommended program also includes extension of the A.S.G. system
eastward from Aua-Village to Tula Village at the far eastern tip of
the island, westward from Futiga to Amanave at the far western tip of
the island and up from Mapusagafou to Aoloaufou Village at the top of
the mountain ridge.

The recommendation for this expansion is based upon the assumption that
this is in the best interests of residents concerned and that they
desire to be served by the A.S.G. water system. Before any of the
expansion to the service of the A.S.G. water system is begun, several

items should be resolved:

1. The A.S.G. should improve the reliability of the existing
system to provide sufficient quantities of high quality water,
and in doing so, improve its public image as being capable
of providing this service.
2. Conduct a public education program to inform the public of
the managerial, public health, and safety aspects of the operm-
ation of water systems. Subjects covered should include such

VI-13

items as: 1) Need for disinfection, 2) The reasons why
metering is required, and 3) The advantages and disadvantages
of ground water versus surface water sources.
3. Insure that sufficient water supplies, transmission facilities
and maintenance capabilities are available to support the

new expanded service area.
4. Ascertain that the villages involved wish to have an A.S.G.
water system and are willing to allow the degree of control
over the water system that is required for proper operation
of the water system. As a minimum, the villagers shouldbe
willing to pay for water at the prevailing metered rate,
donate or sell to the A.S.G. the required land area necessary
to construct the water system facilities, and donate or sell
any existing privately owned water system facilities that
will be incorporated into the new A.S.G. water system.

The A.S.G is proposing to make improvements to the Leone water system
in the near future. The A.S.G. has drilled and is operating two wells

on the grounds of the Catholic Boys School at Malaeloa in an attempt
to supply water to the two private Catholic schools and to the A.S.G.
facilities at Leone. The privately operated Leone water system has

been unable or unwilling to upgrade its system to meet rising demands

for water and has forced the A.S.G. to step in and provide the addi-
tional water supplies without charge.

In addition to the wells, the A.S.G. is currently designing the Western
Loop pipeline project which will distribute water throughout the Leone
area. The A.S.G. should be extremely careful in the design of this
project to maintain control over these new pipelines and avoid connect-
ing into the existing distribution system unless it is upgraded and
all existing services are metered.

VI-14

The residents of the Leone area should bekept thoroughly informed and
their concerns should be reflected in the design of the water system.
The project should not continue into the construction stage unless there
is agreement between the residents and the A.S.G. on the design concepts
and the future operation and management of the system. Some of the

points that need to be clarified include:

1. Will the A.S.G. or the villages be responsible for maintenance
and operation of the new system9
2. What portions of the existing Leone water system will be
incorporated into the new system?

3. Will the water services be metered?
4. How will the existing surface water sources at Leone and
Malaeloa be incorporated into the new system?
5. If the A.S.G. is going to operate and manage the system, what
rights will they have over the incorporated portions of the
existing system and the existing surface water sources?

Booster Stations

The Aua and Alofau Booster Pumping Stations will be required when the
water transmission system is expanded easterly beyond Aua Village.
With the indicated sizes on the new pipelines, these booster stations
will be able to supply water to Tula Village on the east end of the
island. The Alofau booster station is required to lift water above
and beyond the high elevation roadway at Cape Fogausa.

The Iliili booster station should be sized with sufficient capacity
and head to lift water to the Futiga reservoir for service to Futiga,
Pavaiai, Iliili, the Leone Plain villages, and the villages from Leone
to Amanave. This pump station can serve as a backup supply to the

Malaeloa well field.

VI-15

The Futiga booster station will be used to lift water from the second
service level Futiga Reservoir to the third level Mapusagafou #1 Reser-
voir. The pumps should have sufficient capacity to serve Futiga, Pavaiai,
Mapusagafou, Mapusaga and Aoloaufou villages. This booster station
will serve as a backup to the Pavaiai and Mapusaga (A.S.C.C.) booster

stations.

The Mapusaga (A.S.C.C.) booster station should be sized to lift water
to the Pavaiai Reservoir and should have sufficient capacity to serve
the villages of Mapusaga, Pavaiai, Futiga, Mapusagafou and Aoloaufou.

The Pavaiai booster station should lift water the next step into service
level three and supply the villages of Futiga, Pavaiai, Mapusagafou

and Aoloaufou.

The Map@sagafou 2222 stations numbers one through four should be sized
to progressively lift the required amount of water from service level

three to service level seven.

The Malaeloa well pumps will lift water directly to the second service
level Futiga Reservoir. Water can be dropped from this re servoir to
Amanave at the western tip of the island and can also be used to supple-

ment the Tafunafou well field.

Residences in Fagatogo and Pago Pago villages are being constructed
at an elevation that requires the creation of a second service level
in these villages. When the distribution system is rehabilitated in
these villages, provisions for the second level and for the booster
pumps should be provided.

VI-16

STORAGE

General

The functions of a water system storage facilities are to:

1. Meet peak demand rates.
2. Supply fire fighting requirements.
3. Provide operational flexibility.
4. Provide pressure and flow equalization.
5. Provide system reliability.
The only quantitative functions are those relating to peak and fire
demands. The other functions are equally important, but are more charac-
teristic of the management and operation of each system.

The recommended additional storage capacity required to meet the year
2000 demands is shown in Table VI-4. The requirements were determined
according to the design criteria developed in Chapter IV and included
capacity for peak hour flow reserve and fire reserves.

In order to maintain system pressure and flow requirements during periods
of peak water use, elevated storage should be located in the areas having
the lowest system pressures during intervals of high water use. These

areas are usually those of greatest water demand or those most remote
from pump stations. Elevated tanks are generally located at some dis-
tance from pump stations serving the same distribution pressure level,
but not outside the boundaries of the service area unless the facility

can be placed on a hill near the service area.

Additional considerations for siting of elevated storage are terrain
conditions, suitability of subsurface and/or rock for foundation purposes.,
and hazards of low-flying aircraft, especially near airports. Elevated

VI-17

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

TABLE V1-4

RECOMMENDED ADDITIONAL

STORAGE CAPACITY

Total
Existing Recom. Recom.
Storage Storage New
Service Capacity Capacity Reservoir
Reservoir Names Area (MG) (MG) (MG)
Amanave Amanave, Failolo 0.75 0.50 5
Autauloma Seetaga to Asili - 0.50
Taputimu Leone, Vailoatai,
Taputimu 1.5 1.5
Futiga Futiga, Pavaiai, 11iiii, 2
Malaeloa, Puapua 0.25 2.5
Mapusagafou # I Mapusagafou - 1.0 1.0
Mapusagafou #2 Mapusagafou - 0.25 0.25
Mapusagafou #3 Mapusagaf ou - 0.25 0.25
Mapusagafou #4 Mapusagafou - 0.25 0.25
lHill - 0.50
Vaitogi Vaitogi, Tafuna, Nuuuli - 0.50 1.5
Tafuna Vaitogi, Tafuna, Nuuuli 0.50 2.0 2.0
Pavaiai Mapusaga 0.75 0.75 -
Blunts Point,
Maugaalii Fagaalu, Utulei 2.0 2.0 -
Pago Pago, Atuu,
Aua Pago Pago to Aua 2.0 3.0 1.0
Laulii Laulii to Alega - 0.25 0.25
Fagaitua Auto to Utumea - 0.50 0.50
Leva Point Amouli to Utumea - 0.50 0.50
Tula Tula, Alao - - 0.25 5
1 From Table IV-8. TOTAL 5.25 14.25 12.75
2 Provide approximately one day storage reserve for gravity supplyto all villages
west of Futiga in power outage or other emergency.
3 Service provided from Futiga Reservoir, separate reservoir not required.
4 Serve booster stations to Bay Area and potential high demand Tafuna-Nuuuli
area provide 1.5 MG reserve storage for operational feasibility.

Provide added storage at end of line.
VI-18

tanks are normally built on the highest available ground so as to mini-
mize the required construction heights.

The majority of the reservoir capacities and locations require no special
comments as to their size and location as the data is directly from
the criteria. The tank locations shown are approximate. Generally,
the tanks can be moved around within their service area to a site that

presents the least obstacles as far as physical construction, right-
of-way, cultural, or environmental concerns.

Reservoir Location and Capacities

The Aua Reservoir is shown at base elevation 175 feet because that is
the way it has been previously designed. Right-of-way for the reservoir
has been obtained and construction is planned for the very near future.
By setting the reservoir at an elevation lower than the standard 190
feet, the flexibility for future changes in the water system and effi-
ciency of use of stored water is greatly reduced. Consideration should
be given to redesigning this tank for a base elevation of 190 feet above

sea level.

The Tafuna, Nuuuli and Vaitogi service area storage requirement has
been divided into two separate reservoirs, one near the Malaeimi well
field (Tafuna Reservoir) and one near Iliili Village (Vaitogi Reservoir).
The Vaitogi Reservoir storage capacity at the far end of the service
level from the Tafuna well field source will provide better pressure
distribution at peak hour flows and will facilitate using the airport/
Iliili pipeline for backup transfer of water to Leone. The Vaitogi
tank site will also provide an easier site for tank construction, but
will require an added connecting pipeline. An additional 1.5 million
gallons of storage capacity has been added to the volume called for
in the criteria to provide operational flexibility and system reliability.

VI-19

The Tafuna-Nuuuli area has a high potential for development and will
require significant volumes of water. Water stored in this service
level provides the source supply for the entire system to the east.
The added volume will provide a reserve for short-term loss of supply

from the Tafunafou wells.

The Futiga Reservoir has been located and sized to supply the villages
of Malaeloa, Puapua and Iliili. Added capacity has been provided for
operational flexibility and system reliability. With the indicated
2.5 million gallons of storage, the reservoir can supply by gravity
approximately one day's demand to all villages west of Futiga. The
water would also be available by gravity to the Vaitogi, Tafuna and

Nuuuli area.

The Futiga Reservoir would be supplied primarily from the wells at
Malaeloa. Discharge pressures on the well pumps should be designed
for direct supply to the reservoir. The reservoir can also be supplied
with water from the Tafunafou well field by the Iliili booster station
or more indirectly by lifting water at the Mapusaga (A.S.C.C.) and
Pavaiai booster stations and then dropping back down at the Futiga

pressure reducing valve.

The Leone service level will be supplied from storage in the Taputimu
reservoir. The Taputimu location is recommended over a previously
considered site near Leone because the Taputimu site is superior from

an ease of construction viewpoint. The Leone site is somewhat better

func tionally because it is closer to the Leone population center, but

either site would be acceptable.

VI-20

TREATMENT

General

The treatment of existing and proposed A.S.G. water system supplies
can be divided into two general areas, existing surface water supplies
and existing and new ground water supplies.

Existing Surface Water Supplies

The treatment of the existing surface water supplies at Puna Dam, Fagaalu,
Fagatogo and Pago Pago should be rehabilitated as described in the
previous section on "Surface Water" in this chapter. Generally, the
rehabilitation should consist of installation of more positive disinfec-
tion systems (chlorination) and repairs to the fi lters.

Existing Ground Water Supplies

The treatment of the existing ground water supplies should be upgraded
as described in the report Disinfection of Ground Water Supplies, CH2M-
Hill? 1977.- Each of the production wells should be provided with chlori-
nation equipment, and in addition, to insure that a chlorine residual
is maintained in the Bay Area, a chlorine monitoring station with re-
chlorination capabilities should be installed on the system somewhere
between Nuuuli and Fagaalu. A suggested possible site is at the Nuuuli
booster station which has been programmed to be abandoned.

New Ground Water Supplies

The recommended new ground water sources at Tafuna and Malaeloa should
be disinfected with chlorine at a central point at each site.

VI-21

DISTRIBUTION SYSTEM

General

As discussed in previous sections, the distribution system is the weak
link in the existing water system. Residential consumption averaging
285 gallons per capita per day has been estimated in the existing ser-
vices. This high consumption is due primarily to leakage and waste
in unmetered and illegal connections. The excess water consumption
is such a burden on the existing transmission, pumping and storage
facilities that the system will not operate correctly.

In many areas,* the existing distribution system is a tangle of small dia-
meter pipelines that branch off of the main transmission pipelines into
the community. Distribution pipelines wander throughout villages-above
and underground and it is difficult to determine which lines are metered
and which are not. Illegal connections are simple to make and difficult
to police. Repairs to pipelines are sometimes difficult as no rights-
of-way exist for most distribution pipelines. Residents can insist
at any time that distribution pipelines be removed from their property
or prohibit meter readers or repair personnel from having access to
their property. Meters are*placed everywhere, in and under homes,
outside on the ground surface and underground. The meters are difficult
to locate, to read and to repair, and it is sometimes nearly impossible
to relate a specific meter to any given house.

The A.S.C. should immediately begin an extensive five to ten year program
to completely rehabilitate the existingA.S.G. distribution system.
To be successful, the program needs support from the Governor's office
and the Legislature ("Fono"). Initially, the program will not be popular.
If the importance of the program is communicated and results in the

VI-22

form of improved water services are demonstrated, then subsequent efforts
will be made easier. Overcoming the initial public resistance will
be the first and a major problem faced by-the program. A comprehensive
public education and public information program will be required.

The completion of the program in the five to ten years projected will
require all the resources of the Water System Division and support from
the Water, Sewer and Solid Waste Division personnel.

REHABILITATION PROGRAM

The objectives of the rehabilitation program are as follows:

1. To reduce water waste and misuse

2. To facilitate water system maintenance and repair
3. To reduce operating costs
4. To provide better fire protection
5. To provide equitable water use charges to all water system

customers

6. To ensure that all consumers are metered

7. To facilitate meter reading
8. To increase revenues

The program outline is shown on Figure VI-1 and is described in more

detail as follows:

Step 1. Systematically divide the A.S.G. water system into zones
of approximately 50 houses (or any other number that is manageable)
that are contiguous and that physically and culturally lend them-
selves to water distribution improvements.

VI-23

ASSESSMENT OF WATER SYSTEMS
AMERICAN SAMOA
FIGURE VI-1
DISTRIBUTION SYSTEM
REHABILITATION PROGRAM OUTLINE
STEP 1 STEP 11

SELECT
DISTRIBUTION DISCONNECT
SYSTEM OLD
RENEWAL ZONE SERVICES

STEP 2 STEP 10
RECONNECT
CONDUCT PUBLIC CUSTOMERS
HEARING AND/OR
VILLAGE COUNCIL
.MEETING STEP 9

REQUEST
STEP 3 REAPPLICATIONS
FOR WATER
PREPARE SERVICE
PRELIMINARY
ENGINEERING
PLAN STEP 8

DESIGN AND
STEP 4 CONSTRUCT
NEW
CONDUCT DISTRIBUTION
PUBLIC SYSTEM
HEARING

STEP S

MODIFY
ENGINEERING
PLAN

STEP 6 NO STEP 7
REQUEST
APPROVAL NO is THIS THE YES CONDEMN
FOR RIGHT- THIRD PLAN RIGHT-
OF-WAY MODIFICATION? OF-WAY
TYES

VI-24

Step 2. Conduct a public hearing and/or a village council meeting
to present the distribution system rehabilitation program and its
objectives, request community support, discuss the water service
agreement form and obtain community input.
Step 3. Prepare a preliminary engineering plan for the Water
Distribution improvements in the zone. The preliminary plan would
attempt to provide water service to the zone through existing
A.S.G. easements or recognized public rights-of-way that can be
converted to pipeline easements.

The preliminary plan would provide fire protection to the zone
by maintaining a minimum 6-inch diameter pipeline size and pro-
viding adequately spaced fire hydrants. The preliminary plan would
provide for right-of-way for all A.S.G. maintained water system
facilities for repair and meter reading.
Step 4. Conduct a public hearing to present the preliminary
engineering plan to the residents of the zone and to hear criti-
cisms and suggestions for the proposed plan.
Step 5. Modify the plan as required and as practicable to reflect
public comments.
Step 6. Conduct up to two additional public hearings to present
the revised preliminary plan to collect and include public sugges-
tions and request right-of-way for the improvement facilities.
Step 7. If right-of-way has not been negotiated at the end of
a designated period (60 days after last public hearing) proceed
with condemnation for the pipeline right-of-way.
Step 8. When proper right-of-way has been obtained, construct
new distribution pipeline.
Step 9. Request that all residents (existing and new customers)
who wish to obtain water service apply at the Department of Public

Works.

VI-25

Step 10. Connect the services to the new main pipeline. All new
meters shall be within the right-of-way and as close to the main
pipeline as possible. The new meters shall be installed with
sufficient fittings to prevent backflow and to allow quick removal
of the meter for repair or for discontinuance of service.

Meters would be installed within a meter box to protect them from
damage or vandalism.

When reconnecting existing customers, adequate service pipe of
proper size would be provided by the A.S.G. so that service will
reach the point of the original service meter or the residence.
It will be the responsibility of the customer to obtain right-
of-way for his service lateral.

Service to all new customers shall be at the nearest distribution

main.

Step 11. Disconnect all the old existing service connections from

the main pipeline.

Step 12. Continue with next zone.

VILLAGE WATER SYSTEMS

General

Within the constraints of Public Health Requirements (See Malae, 1976),
most individual villages or individuals will be free to either request
water service from the A.S.G. system or to develop and operate their
own water systems. The choices opened to the villages are illustrated
in Decision Diagram (Figure VI-2).

VI-26

ASSESSMENT OF WATER SYSTEMS
AMERICAN SAMOA
FIGURE V1-2
VILLAGE WATER SYSTEM DECISION DIAGRAM

GOVERNMENT YES REQUEST
OPERATED INTRA GOVERNMENTAL
VILLAGE SYSTEM? ASSISTANCE

VILLAGE OPERATED No SMALL INDIVIDUAL
INTERVILLAGE
SYSTEM? FAMILY SYSTEMS

YES

DOES VILLAGE HAVE
NO ADEQUATE MANAGERIAL
TECHNICAL AND FINAN-
CIAL CAPABILITIES?

YES

ARE ADEQUATE QUANTITIES DEVELOP
OF SURFACE WATER AVAIL- YES SURFACE
ABLE THAT WILL MEET ------- WATER
MINIMUM QUANTITY SYSTEM
.,STANDAR S?

DEVELOP
1
ARE ADEQUATE QUANTITIES YES al. GROUND
OF GROUND WATER AVAILABLE?l WATER
SYSTEM

IS ADEQUATE LAND AREA DEVELOP
SUITABLE FOR A RAIN YES RAIN CATCH-
CATCHMENT SYSTEM MENT SYSTEM
AVAILABLE?

VI-27

If there is a choice and if the villages wish to remain independent
from the A.S.G water system and feel that they have the managerial,
technical, and financial resources required to properly operate a'water
system within existing federal law, they should investigate the water
resources within the village. On the basis that the source that is
least expensive to develop is the source that should be investigated
first - surface water, ground water and rainshed catchment systems
should be investigated in that respective order.

If none of these sources are viable, then the village should look again
at the A.S.G. system, at individual home roof catchment systems, or
other individual systems.

Whenever the A.S.G. participates in the development or improvement of
a water system within an isolated village or villages, the village(s)
should be given the option of operating and maintaining that system.
The village should understand that it will assume all responsibilities
for the operations including financial and legal obligations.

The most important legal obligation at this time is PL 93-523. This
law applies to all public water supplies having at least 15 service
connections or serving 25 or more people. The law requires that tests
be regularly conducted to determine if the water supply complies with
the minimum requirements. Public notice must be given of any failure
to meet standards. The Environmental Protection Agency, the Territory,
or private citizens may take legal action against any village believed
to be in violation of the act. Copies of the Act, together with a written
summary in both Samoan and English, should be given to villages operating
systems.

All operational and maintenance expenses should be borne by the village.
It is highly inconsistent and unfair for consumers on the A.S.G. water

VI-28

system to be charged for water while villages receive free water and
free water system repair service. The baiis and reasoning for charging
for water service is that the A.S.G. will then operate and maintain
the water system.

Experience with developing village water systems in many countries
(World Bank 1976 and Civil Engineering 1978) indicates that it is highly
desirable that the village be involved in the entire system planning
process and the village contributes toward the improvements. Most
villages in American Samoa want to contribute labor rather than finan-

cial support.

The contribution of labor is an acceptable alternate, but it creates
several construction management problems. The volunteer labor tends
to be very unskilled and unreliable. Dollarwise, the unskilled labor
portion of the projects is very small and it is usually quicker and
cheaper to employ skilled labor.

Involving the village in decision-making roles and not just as laborers
is more important to the success of the project. By being involved
in the decisions, the village is, to a large extent, responsible for
the success of the system and will be willing to be responsible for
the continued maintenance and repair of the systems.

The initiative for undertaking improvements to the village system should
come from the village itself. A representative from the Development
Planning Office or the Department of Public Works should be available
to the village for help in organization, as a liaison in dealing with
various A.S.G. agencies and for technical assistance with the system
design. If it has not done so, the village should be encouraged to
form a Water Committee that would be responsible for coordinating the
village decision process, collection of required funds, coordination
of the construction process, and ultimate management of the water system
operation.

VI-29

The village should be required to pay a part of the construction costs,
not because the funds are necessary to complete the water system, but
because the contribution of funds is part of the participation process.
The collection of funds for the construction of churches or other village
projects is very much a part of the culture and life style of small
villages and if encouraged, could be applied to water system improve-

ments.

Water Consumption

One of the first steps in the design of a water system is the determina-
tion of water demands. The water demands of a village-type community
in a developing area are dependent to a great extent upon the type of
waste disposal system to be utilized.

The common industrialized society's solution to waste disposal is through
the use of waterborne sewage transport. This involves dilution of the
waste with potable water. The resulting sewage, mostly water, is flushed
through a system of subterranean pipes and pumping stations to one dis-
charge point. Because direct discharge of large volumes of waste is
detrimental to the receiving water, the objective then becomes one of
repurifying the water and reconcentrating the waste. The dilution-recon-
centration process makes little sense economically or in terms of resource
conservation. Flush toilets for water transport of wastes utilize the
majority of water consumed in a residential structure.

A.S.G. planning should investigate alternate waste disposal technologies
to determine if some other system would be acceptable to the community
without the utilization of large quantities of potable water and the
high cost of sewerage.

VI-30

Surface Water

The vast majority of villages currently use surface water streams or
springs for their source of water supply. Surface waters are the easiest
and cheapest to develop and are the first to be developed. There are
several problems that must be addressed when utilizing surface waters.

The quantity of flow varies with each season. The short, steep streams
of American Samoa have a very rapid runoff, and as the 1971 and 1974
dry season demonstrated, base flows rapidly diminish after several weeks
without rain. The narrow, steep watersheds also make it difficult,
if not economically impossible, to construct dams that can contain
sufficient water to carry over through a long dry season. A surface
water source is only as good as its low flow unless a substantial volume
of water is stored for use during the low flows encountered during the
dry season.

The high intensity rains of American Samoa wash sediment and debris

into the streams that must be removed from the water. Current federal

regulations have very high standards for water quality. To meet these
standards most surface water sources would, as a minimum, require sedi-
mentation, filtration and disinfection treatment processes. These
processes are expensive to build and difficult to maintain. To be
bacterially safe, the watersheds above a stream intake should be set
aside to nearly a natural state. All access to the watershed should
be controlled. This is a very difficult problem in American Samoa where
land is scarce and villagers traditionally raise their own crops on
the lands above the villages.

VI-31

Ground Water Wells

Ground water typically offers the best possibility of a high quality
water with minimum treatment and storage requirements. The quality
and quantity of ground water normally remains relatively constant over
time. Barring mechanical problems, once a well is drilled and success-
fully tested, it can be expected to be a reliable source of water for
many years. Chlorination would normally be the only recommended treat-
ment requirement.

The main problem with ground water wells is that they require a pump
and motor which require maintenance and operation effort and expenses.
Past experience with wells in villages has not been good. The equipment
is not maintained and sooner or later breaks down, leaving the village
without water. A backup well and pump should always be provided.

The drilling of wells requires an expenditure of funds and is not always
successful. Because of this and a lack of understanding of ground

water, the community does not generally support wells as a water source.
A public education program could do much to relieve many of the misunder_
standings. Exploratory well drilling programs along the narrow coastal
plain in which the majority of villages are located have indicated that
the quantity of ground water is limited. The alluvial fills are highly
weathered and have limited quantities of developable water. However,
most villages have some potential for ground water that should be inves-
tigated. The A.S.G. test well drilling program is scheduled to inventory
the ground water of most villages that are currently outside of the
A.S.G. water system. This information would aid the villages in master
planning their water system objectives.

VI-32

Village Rainshed Catchment, Systems

Certain villages which lack both surface and ground water supplies could
develop a village-wide rainshed system to provide water. Typically,
this system consists of a large impervious area to collect rain and

storage facilities to contain rainfall runoff for drier periods. These
systems can provide high quality water with simple slow sand filtration

and chlorination.

The village-wide rainshed systems require a relatively large capital
investment that is far beyond the capabilities of a village and would
probably have to be developed and operated with assistance from the

A.S.G.

Because of the high development costs, the design of these systems
assumes strict control over water usage to prevent waste. The attached
schematic designs and preliminary cost estimates for two villages
(Aoloaufou and Fitiuta) give some idea of the size and cost of these
systems (Figures VI-3, VI-4, VI-5 and VI-6). Aunuu village also has
characteristics that would make a rainshed catchment system attractive.
The Aunuu system could be designed to mix the high quality rainshed
water with the high chloride ground water presently utilized in Aunuu
Village.

The primary disadvantages of rainshed systems are their relatively high
development costs and the fact that the catchment structure and storage
facilities can not be economically constructed large enough to supply
water through all rainfall probabilities. An economic decision would
be made to size the system to provide design water demands in eight
out of ten cases, nine out of ten cases, or some other frequency.
Shortages during low rainfall years would@be met by alternate sources
and/or strict rationing.

VI-33

oz@
0,

10,
-led

Fl
--@F NISH ER
STORAGE-__TANK--@.
-,fI ATI-QN Bv-,- 'a
C 0 MTIG
5 0 A AW
R OW G

'POO
obb 43
41
11170
ASSESSMENT OF WATER SYSTEMS AM

SCHEMATIC RAINSHED W
alto - FITIUTA VILL
700 SYSTEM
0 U.S. ARMY ENGINEER DISTRICT9
do OAHU . HAWAII

FIGURE
Im IN!

ASSESSMENT OF WATER SYSTEMS
AMERICAN SAMOA
FIGURE VI-4
PRELIMINARY DESIGN
FITIUTA VILLAGE WATER SYSTEM

1. POPULATION

YEAR POPULATION
1974 441
2000 502*
*0.5% increase per year

2. WATER CONSUMPTION

ASSUMPTIONS:

1. No industrial or commercial use
2. 50 gallons per capita per day consumption
3. Strict controls (meters) over water use
4. Government operated system
502 people x 50 gallons/day x 365 days 9,161,500 gallons
5. Mix in 2,500 gallons per day from
existing brackish well
2,500 gallons/day x 365 days 912,500 gallons
Gallons required from catchment 8,249,000 gallons

3. REQUIRED CATCHMENT AREA
Assume 110 inches rain/year (90% probability rainfall)
8,249,000 gallons/year x 12 inches/foot - 120,306 square feet
7.48 gallons/cu. ft. x 110 inches/year

4. STORAGE SIZING
(per mass storage calculations)
625,000 gallon storage reservoir required

5. COST ESTIMATE
1. Storage tank (625,000 gallon) = $175,000
2. Rubber lined catchment (120,306 sq. ft. @ $1.50) = 180,500
3. Treatment & miscellaneous 75,000
Subtotal = $430,500
Contingencies 15% = 65,000
TOTAL = $495,500
SAY = $500,000

VI-35

w
0,30
z oeq
w
X40
D
050 d
u-
060
001-
aN 70
J
HE
M80
0
ir
0-90 E

100
70 80 90 100 110 120 130 140
ANNUAL RAINFALL (inches)

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA
FIGURE VI-5
RAINFALL PROBABILITY AT TAFUNA AIRPORT
M m m m m = m

1275

so
----S-PALS@ 2

13
i4l

1400
FINISH STORAGE
142.5
FILTRATION a CHLOR
1450
M, AW 1475
S ORA 1500
15? 5
/I -5a 11 00 T
AIN ATC. N
L '4

LOAvA
CRATE

ASSESSMENT OF WATER SYSTSMS9 AMERICAN SAMOA

SCHEMATIC RAINSHED WATER
SYSTEM.- AOLOAUFOU VILLAGE

U.S. ARMY ENGINEER DISTRICT, HONOLULU
OAHU I HAWAII
FIGURE Vl- 6 PagelZI-37

ASSESSMENT OF WATER SYSTEMS
AMERICAN SAMOA
FIGURE VI-7
PRELIMINARY DESIGN
AOLOAUFOU VILLAGE WATER SYSTEM

1. POPULATION

YEAR POPULATION
1974 410
2000 1137*
*4% increase per year

2. WATER CONSUMPTION

ASSUMPTIONS:

1. No industrial or commercial use

2. Strict controls (meters) over water consumption
3. Government operated system
4. 75 gallons per capita per day consumption
5. Existing spring average flow 40 gpm,
1137 people x 75 gallons per day x 365 days = 31,125,400 gallons
Less 40 gallons/minute x 1440 minutes/day
x 365 days = 21,024,000 gallons
Gallons required from catchment = 10,101,400 gallons

3. REQUIRED CATCHbIENT AREA
Assume 140 inches/year rainfall as per Faga'alu rain station (90% rainfall
probability)
10,101,400 gallons/year x 12 inches/foot = 115,753 square feet
7.48 gallons/cu. ft. x 140 inches/year

4. STORAGE SIZING
(per mass storage calculations)
2.00 million gallon storage reservoir required

5. CATCHMENT SYSTEM COST ESTIMATE
1. Storage tank (2.0 M.G.) $550,000
Rubber lined catchment (1.50/sq. ft.) 174,000
3. Treatment & miscellaneous 75,000
Subtotal 799,000
Contingencies 15% = 120,000
TOTAL = $919,000
SAY = $925,000

VI-38

z
w 30
w -L. Z
D
040

50
u-
0
>- 60

Co 70
< 4+
Co
0 80
Cr
CL 90

100
100 200 300
ANNUAL RAINFALL (inches)

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

FIGURE VI-8
RAIWALL PROBABILITY AT UPPER FAGAALU RESERVOIR

Individual Roof Catchment Systems

Many homes presently utilize runoff from roofs for water supply pur-
poses. Except for a very few, these systems are primitive and runoff
is only collected in barrels and buckets from roof downspouts.

A few homes have more advanced systems with adequately sized gutters,
storage tanks, and pressurization systems. Some of these systems have
proved to be successful in the relatively evenly distributed annual

rainfall of American Samoa.

Calculations for a typical system in American Samoa in an area with
100 inches of rainfall per year and an allowance for only 50 gallons
of water per person per day indicate that the individual roof catchment
system would require 300 square feet of roof area and 1500 gallons of
storage capacity per person in the household. Reservoir storage capa-
city was determined by mass storage calculations which assumes that
storage will be depleted coincidentally with the first rains of the

wet season.

A consumption rate of 50 gallons per person per day is low by most
standards. There have been no studies on the actual consumption rates
in American Samoa, and it is possible that through strict control of
water usage, the head of a household could reduce water consumption
to a lower rate. Perhaps a demonstration project could be developed
that would provide more information on water consumption.

With a consumption rate of 50 gallons per person per day, the typical
U.S. household of 3.5 persons would require a storage capacity of some
5,000 gallons and a roof area of slightly over 1000 square feet. Samoan
households average 7.4 persons per household (see 1977 annual report)

VI-40

and would require facilities over twice as large. A typical Samoan
residence has far less than the required 2200 square feet of roof area
and would require special additions for the extra catchment area. .

Roof catchment systems can be of several types. To eliminate the need
for pumping to pressurize the system, a catchment roof and storage tank
can be constructed as a separate structure from the residence. The
structure will have to be elevated above the residence by either build-
ing an elevated structure or by siting the structure on elevated ground.
In this system, the size of the catchment area is usually limited by
economics to an area roughly equal to the size of the tank roof. The
system, therefore, can not be relied upon for continual supply and
requires a backup source. The backup source can be either a village
or the A.S.G. system. The backup system, however, may be experiencing
the same water shortages during low rainfall periods.

The separate structure system could be constructed in American Samoa
using locally available materials (galvanized iron roof catchment and
5000 gallon ferrocement tank) and skills for less than $1,000.

A catchment system that utilizes the roof area of the residence could
also be easily constructed (Figure VI-9). The roofs should be of galva-
nized iron or some other nonorganic material that does not impart a
taste or color to the water as do wood shingles or composition roofing.
The roofs of existing homes are sometimes difficult to incorporate into
a roof catchment system because of the materials used for construction
or because their layout makes collection of all runoff difficult. How-
ever, new home roofs can easily be planned for efficient collection.

The roof catchment system requires a pump and pressure tank if adequate
pressures are to be maintained in the residence. The pump increases
the maintenance requirements and reduces reliability. A pumped syjtem

would cost approximately $1500 in American Samoa.

VI-41

METAL ROOF

GUTTER

SCREEN

PREFILTER WATER STORAGE
SETTLING TANK
TANK

SAND
FILTER

HOUSEHOLD
PUMP a USE
PRESSURE
TANK

OPTIONAL BACKUP SUPPLY

ASSESSMENT OF WATER SYSTEMS ',.AMERICAN SAMOA

ROOF CATCHMENT SYSTEM

U.S. ARMY ENGINEER DISTRICT, HONOLULU
OAHU, HAWAII
FIGURE W-9 PageZ-42

Any roof catchment system will experience shortages at one time or
another because it is impossible to construct a system large enough
to cover all rainfall probabilities. With proper management of water,
though, the shortages can be reduced to a minimum.

RIGHT-OF-WAY ACQUISITION

General

The procurement of right-of-way for construction of improvement programs
has historically been the source of problems and delays for the American
Samoa Government. The difficulties can be traced directly to adminis-
trative problems, a lack of policy guidelines, and the unique Samoan
communal land ownership arrangement. The problem also relates to the

reluctance of the A.S.G. to take a firm stand on the issue because of

a fear that it may be violating the nonalienation of native lands policy.
The A.S.G. also feels that a firm stand may not be popular in the small
island community. The avoidance of confronting right-of-way issues
and the urgent need for water system improvements have sometimes caused
projects to be modified at the expense of higher construction costs
or operational efficiency.

The difficulty in obtaining right-of-way can also be viewed as a measure
of the public's lack of knowledge concerning the A.S.G. water program.
This unawareness of A.S.G. improvement programs in turn leads to apathy
and nonsupport of the programs. The present policies do not stress
public involvement, and this is exemplified by the tradition of making
public contact for the first time only when attempting to obtain right-
of-way for projects. An individual who is not informed about proposed
plans and objectives of the improvement programs will have little con-
fidence in the programs and little sense of community duty to cooperate
in providing right-of-way.

VI-43

Recommended Policy and Procedures

After a review of the problem areas within the Right-of-Way
Branch of the Department of Public Works, the following revisions
to the present system are recommended:

1. The American Samoa Government should adopt a policy to
expedite right-of-way acquisition by instituting condemna-
tion proceedings under the public domain authority
vested in the A.S.G. when an agreement is not reached by
negotiation with the landowner within a reasonable time.

2. Establish a Right-of-Way Branch in the Department of Public
Works staffed by engineers, surveyors, draftsmen, right-
of-way men, trained appraisers, lawyers, and other personnel
required for efficient and prompt right-of-way acquisitions.
Whenever necessary, long"term (five year) contracts of employ-
ment could be made with skilled personnel to maintain conti-
nuity in the Right-of-Way Branch.

3. Arrange public hearings in cooperation with the Office of
Samoan Affairs before a final selection is made of the right-
of-way route in the village or villages affected. The
public hearings will identify the landowners, problems with
the selected route, and problems in obtaining land values
and lease rentals in the area by the appraisers.

4. In the negotiation stage, the American Samoa Government
should initially make an offer to purchase the property from
the landowner. If an agreement is not reached, the A.S.G.
should have appraisers investigate the property and make an
official,appraisal of its market value. The landowner would
then be given an official notice that states the property
is to be taken, given a description of the property, and se ts
forth the amount the A.S.G. will pay. If the amount is accep-
table to the owner, the purchase of the property will.be

VI-44

secured by an agreement between the A.S.G. and the owner.
If the amount is acceptable, but there is a dispute as to
the ownership of the land, all parties claiming ownership
should execute a release. A writ of interpleader would be
filed by depositing the agreed upon amount with the High
Court and the Court would determine ownership for the pur-
pose of distribution of the amount deposited with the
Court Registry. If an agreement cannot be reached, then
condemnation proceedings should be instituted immediately.

Abolish the crop damage schedule of payments system and.
make payments pursuant to the fair market value of the
land by the official appraisers. A landowner refusing to
accept the official appraisal value may seek to prove by
competent evidence that the compensation is inadequate for
past., present, and prospective loss to the property not taken
a5-a measure of compensation. The owner may also show the
special adaptability or availability of the land for its
highest and best use as a measure of increasing the com-
pensation. It should be noted that as long as the taking
is for the public use, the only matter remaining would be
the award of just compensation to the landowner.

6. The Right-of-Way Branch budget should be set for a longer
term (three years) to allow a review of right-of-way acqui-
sitions during that period and estimate the-budgetary needs
of the Right-of-Way Branch. The Budget would have to be
audited on an annual basis to determine whether or not a
special appropriation will be necessary to meet the right-
of-way acquisitions that exceed the estimated cost for
particular projects or for new projects that were not a part
of the original budget consideration. Advance payments for
monthly or annual rentals for right-of-way acquisitions or
leases should be discouraged and be subject to approval
by the budget officer for the Right-of-Way Branch.

vi-45

7. Enact legislation to authorize the Right-of-Way
Branch to enter land for the purpose of making
preliminary surveys and plans prior to the commence-
ment of proceedings to acquire land for public use.
After determination of ownership, record surveys of
right-of-way acquisitions that describe ownership and boundary
lines in the Office of the Territorial Registrar. This will
provide.a record of land ownership and boundary definitions
whenever the A.S.G. takes land for public use under a
right-of-way acquisition.

8. The Office of the Territorial Registrar should adopt in-
dexing systems that will increase the efficiency of
retrieving land sale records, leases, easements, condemnation
and right-of-way acquisitions. The American Samoa Govern-
ment should assist the collection of statistics on written
lease agreements that are not recorded with the Territorial
Registrar or informal oral lease rent agreements bytaking a
survey of commercial and residential rentals in the Territory
of American Samoa and making the information available to the
Right-of-Way Branch.

9. Enact legislation to require the mandatory posting of a bond
or surety to secure temporary restraining orders seeking to
restrain right-of-way acquisitions.

Cultural Considerations

The cultural aspects to be considered in condemnation and right-of-way
acquisitions would involve the direct infringement on the Samoan concept
of their inalienable rights to the land. The A.S.G., past and present,
had zealously supported the policy to protect Samoan lands. Since
1961, the A.S.G. policy has been to encourage negotiations for right-
of-way acquisitions and not to use condemnation proceedings. This
policy may have contributed to many of the problems described in Chapter V.

VI-46

The villages of Fagatogo and Pago Pago represent a unique problem that
is not completely cultural, but it still presents a major obstacle to
any right-of-way acquisition for waterlines and monitoring water use
by meters in these villages. The villages rely on an agreement between
Commander Benjamin F. Tilley, U.S. Navy, and the Chief of Fagatogo and
the Chief of Pago Pago, dated August 23, 1899. In the agreement, the
Navy agreed to "two pipe hydrants for the public use in the village
of Fagatogoll in exchange for "three hundred dollars and the exclusive
right to construct and maintain a reservoir, pipeline, and all necessary
connections and fittings". Many residents in these villages have inter-
preted the agreement to mean that they have a right to free water from
the A.S.G. water system ("public hydrant") and are reluctant to sur-
render this assumed privilege. The 1899 Tilley agreement may be con-
sidered a treaty with the United States entered into prior to the Deed
of Cession in 1900 which would raise a legal question. To be effective
a treaty must be adopted by the President of the United States and
approved by two-thirds of the United States Senators present at the
time of approval.

The primary cultural objection that would be raised in every right-of-
way acquisition is the erosion of the Samoan way of life (11fala Samoa").
Every taking of land for public use, directly affects the authority
("Pule") of the chief (I'mataill) over land that he exercises control
over for his extended family. The Pago Pago Well Condemnation, Airport
Acquisition, and Dairy Farm cases, however, demonstrate that condemna-
tion proceedings can be effectively instituted without seriously affect-
ing the Samoan culture.

VI-47

WATER SYSTEMS MANAGEMENT

General

Over the short-term, the attention that is now being given to the pro-
blems of operation and management of the water system and the coordina-
tion with planning functions appears to be a great improvement over past
efforts. The development of programs to meet the goals and objectives
of the water utility branch are underway and should receive priority
attention within WSSW. Outlining these programs and disseminating the
information to various departments of the Government of American Samoa
would do much to strengthen the understanding of the operational consi-
derations of WSSW in the planning efforts and would define the role of
government in water systems development. In addition, weekly staff
meetings between the Water Systems Division and Water Utilities would
increase coordinatation between the design and operation professionals.

The policy and operational procedures in regards to government interven-

tion in village water systems should be formalized prior to increased
government expenditures on the village systems. Because of consistently
expressed village sentiment towards maintaining traditional ownership of
the water use rights, the DPW goal of owning and operating all water
systems and charging customers appears ill-fated. It is recommended
that A.S.G. acknowledge village ownership and operation of water systems
and only provide services on a work order basis, charging for services
rendered. In situations where the Governor determines aid is desirable,
he allocates money from a small descretionary fund, called the Small
Village Fund. This aid should not be channelled through Water Utility,
but through another DPW division. This will reduce public confusion as
to the role of Water Utility in operating A.S.G.'systems. To accom-
modate A.S.G. facility requirements, the government should either
develop separate water supplies for government facilities served by

VI-48

village systems, or purchase water from the village systems at the same
rate for which A.S.G.. charges for government supplied water@. This
approach will not only minimize conflicts, but absolve A.S.G. of many
operational responsibilities for village water systems under the Safe
Drinking Water Act.

Long-Term Recommendations
Management will receive additional government-wide emphasis through
increased budgeting in the fiscal years following FY79. However, a
reorganization of the DPW functions dealing with water systems design,
construction, maintenance, and operation to take advantage of existing
professional talent and to improve coordination, appears desirable. A
Water Division could be formed within the Department of Public Works,
which would combine planning, design, construction, operation, and main-
tenance of all water systems under one Assistant Director of DPW. A
atrong manager with experience in managing multidisciplined organiza-
tions would be required. A recommended organization chart for such a
Division appears as Figure VI-10. This organization would provide
increased engineering expertise for operational decisions without dupli-
cating engineering or support staff efforts in separate design and oper-
ation divisions. Additionally, the organization will facilitate in-
creased emphasis on upgrading the distribution system. The additional
function of needs assessment was added to form a basis for future plan-
ning. Locating all members of the Division in one specific area, and
holding weekly staff seminars to discuss plans and operational problems
would also increase the coordination of objectives and provide the bene-
fits of additional exchange of technical information. The existing
in-service training program should be expanded to include all levels of
management, as well as field personnel and the topics expanded to
include billing and other management considerations.

VI-49

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

FIGURE VI-10

ORGANIZATION CHART

PROPOSED WATER DIVISION

DIRECTOR OF PUBLIC WORKS

i-n ASSISTANT DIRECTOR,
WATER DIVISION ADMINISTRATION

PLANNING AND BUDGETING BRANCH OPERATIONS AND MAINTENANCE BRANCH]
PLANNI:G: DiSTR18UTION
NEE0 ASSESSMENT TREATMENT
COSTING AND BUDGETING METERING AND CONNECTIONS
DESIGN: EouiPMENT
TRANSMISSION AND DISTRIBUTION BILLING AND COLLECTION
GROUNDWATER
SURFACE WATER
'
A STAN :D:REC
SS' IS: T I
WATER
D31 V '0 :N:ADMN
,A.H

With the accelerated construction of water improvements in American
Samoa, management and operation requirements have increased dramatically
over the past 5 years, and will continue. The burden of compensating
for past operational neglect and the operation of this new and rela-
tively sophisticated utility system will result in significant demands
on management and indicates that bold and forceful changes will be
required to correct existing deficiencies and meet the new tasks ahead.
Additional repair crews and equipment, meter installation and meter
reading crews, mid-level managers, and engineering expertise will be
required if the benefits of the new transmission and source development
programs are to be extended to the people and if the government is to
operate and maintain planned improvements in the best long-term interest
of the territory.

Another longer range alternative is the formation of a separate author-
ity such as a Board of Water Supply, and which the formation of a sepa-
rate Division would be an excellent first step. The Board would pre-
sumably have all of the functions of the previously mentioned Division
and would operate independently of the Government. This would require
development of separate billing, procurement, and other administrative
functions. This additional overhead expense does not now appear war-
ranted for the marginal benefits of bypassing political pressure and
cumbersome governmental regulations regarding personnel and procurement
procedures. A Board of Water Supply concept should be considered as the
system size and functions increase.

Long-term planning and policy direction from the highest level of terri-
torial government also needs to be developed. Such items as the philos-
ophy of continual subsidy of the water system or the possibility of
system revenue meeting all (or a fixed percentage) of operating costs
need to be addressed in the form of governmental policy. The goals of

VI-51

expansion of the system and of increased water quality also require
attention. One recommended step, in development of the policy, is to
require completion of the Government of American Samoa Operations
Manual. This manual, required under the code of American Samoa, is the
responsibility of the Lt. Governor. Policy and operational procedures
contained in the manual would be a basis for action on the department

level.

To reduce public suspicion and distrust of water system management, an
ongoing public awareness program should be incorporated into WSSW acti-
vities. The program should include both formal and informal public
hearings, and weekly television news coverage of system changes. Dis-
semination of information on how the system operates and the problems
encountered by DPW would be of value. Announcing failures and successes
in solving difficult problems will also do much to narrow the gap be-
tween public expectations and DPW capabilities. This mutual understand-
ing will do much to improve water system management, from which the
people of the territory will ultimately benefit.

VI-52

I
I
I
I
I
I
I
I
I
I
I
I
I
I
I LIST OF REFERENCES
I
I
I -

ASSESSMENT OF WATER SYSTEMS

AMERICAN SAMOA

LIST OF REFERENCES

1. Alalilima, Vaiao J. and Fay C., Samoan Values and Economic Development.

2. Austin, Smith & Associates, Inc., 'Report Covering a Master Planned
Water Supply and Distribution System for the Pago Pago and Tafuna Areas,
prepared for the Government of American Samoa, February 1963.

3. Austin, Smith & Associates, Inc., Report Updating the 1963 Master Planned
Water Supply and Distribution System for the Pago Pago and Tafuna Areas
and Including the Leone Plain, prepared for the Department of Public
Works, Government of American Samoa, April 1972.

4. Austin, Smith and Associates, Inc., Water Supply and Distribution
Systems Pago Pago and Tafuna Areas, April 1966.

S. Bentley, C. B., Ground Water Resources of American Samoa with Emphasis
on the Tafuna-Leone Plain Tutuila Island, USGS Water Resources
Investigation"Report No. 29-75, 1975.

6. CH2M Hill, Water System Study: Western Portion of Tutuila Island,
prepared for the Department of Public Works, Government of American
Samoa, November 1975.

7. CH2M Hill, A Report on Immediate Improvements to Water System, Tafuna
Plains to Pago Pago Harbor Area, prepared for the Government of American
Samoa, March 1975.

8. CH2M Hill, Wastewater Facilities Plan American Samoa, prepared for
the Government of American Samoa, February 1976, two volumes.

9. CH2M Hill, Disinfection of Ground Water Supplies - Predesign Study,
May 13, 1977.

10. Civil Engineering Staff-ASCE, "Citizen Participation for Successful
Village Water Supply", Civil Engineering, August 1978.

11. Dale, R. H., Inventory of Village Water Systems in American Samoa,
U. S. Geological Survey Basic Data Report, November 1970.

12. Dames & Moore, Hydrologic Investigation of Surface Water for Water
Supply and Hydropower, Tutuila I51and, American Samoa, September 1978.

13. Davis, D. A., Ground Water Reconiiai.ssance of American Samoa,
U. S. Geological Survey Water-Supply Paper, 1608-C, 1963.

R-1

14. Eckbo, Dean, Austin & Williams, American Samoa, General Plan,
Interim Report, November 1972.

15. Eckbo, Dean, Austin & Williams, American Samoa, Preliminary General
Plan, Phase II, October 1972.

16. Flanagan, M. J., American Samoa's Water System Improvement Program,
April 1976.

17. Gilbert Associates, Inc., Leak Detection Survey and Personnel
Training, July 1974.

18. Government of American Samoa, Comprehensive Health Planning Advisory
Council, Gastroentritis and Infantile Diarrhea, Goals, Objectives and
Recommend-ations, November 10, 1975.

19. Government of American Samoa, Health Planning and Development Agency,
Department of Health, Infantile Gastroentritis and Diarrhea, Plan for
Improvement, revised March 10, 1978.

20. Government of American Samoa, Development Planning Office, Overall
Economic Development Program, June 1974.

21. Government of American Samoa, Development Planning Office, Summary
of Community Participation Efforts, FY 1977-1978.

22. Government of American Samoa, American Samoa Code, 1973.

23. Gutierrez, Leonardo V. Jr., "Water Supply Feasibility Studies in
Philippines", Journal of Urban Planning and Development Division-ASCE,
Vol/04 No. UPI, May 1978.

24. Linsley, R. K., M. A. Kohler and J. L. H. Paulhus, Hydrology for
Engineers, McGraw-Hill Book Company, 1958.

25. Malae, Abe Utu, The Effect of the Safe Drinking Water Act on American
Samoa, 1976.

26. McGarry, Michael G., "Sanitary Sewers for Developing Countries",
Civil Engineering-ASCE., August 1978.

27. Morris, Randy, Public Works Role in Developing American Samoa, 1976.

28. R. M. Towill Corporation, Contract Documents and Specifications for
Construction of FY 175 Water Distribution System: Tafuna, Nuuuli,
fagalalu, Utulei, Pago Pago, Atuu, prepared for the Government of
American Samoa, 1974.

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29. R. M. Towill Corporation, Analysis of Water Distribution System,
prepared for the Government of American Samoa, not dated but estimated
at January 1975.

30. R. M. Towill Corporation, Preliminary Report-Analysis of Vaipito and
Fagalalu Water Treatment Systems, 1973.

31. R. M. Towill Corporation, Basis for Design--FY 174 Water System
Expansion, January 1974.

32. R. M. Towill Corporation, Standard Specifications and Construction
Details for Water Distribution System, November 1975.

33* R, M. Towill Corporation, Final Report--Analysis of Vaipito and
Fagalalu Treatment Systems, June 1973.

34. Sinclair, Roger L., Report Covering a Salt Water Fire Projection
System, May 1971.

35. Stice, G. D. and F. W. McCoy, Jr., "The Geology of the Manula Islands,
Samoa", Pacific Science, 1968, volume 22, no. 4, pp. 426-457.

36. Stearns, H. T., "Geology of the Samoan Islands", Geological Society
of America, Bulletin, 1944, volume 55, pp. 1279-1332.

37. URS/The Ken R. White Company, Inventory of the Economic Development
Administration Village Water Systems Program: EDA Project No. 07-11-00809,
prepared for the Department of Public Works, Government of American Samoa,
October 1975.

38. U. S. Army Engineer District, Honolulu, American Samoa Water Resources
Study Plan of Study, December 1977.

39. World Bank,.Village Water SupplX A World Bank Paper, March 1976.

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I
I APPENDICES
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I

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i APPENDIX A
GAS SYSTEM WATER USAGE REPORTS
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11
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GAS SYSTEM VkM USAG2 - neTnRER 1977-
M21;ared zatir-Itai Matimated
C@-"Sump- Unmstered Residential
Number of Lion, MG Consunp- Largest Metered Largest Unmetered Populatier. ?rlmary Water
Villasr Acco-ints Ylat tion, MG Consumption. MG Consumption, MG Served Sources

Futtga 50 None 622 300 111111 well
IMIL 48 .872 John Vienn'.985 600 11tilt well
Vaitogi 76 1.357 700 111111 well
Pfiva'ift'i 45 .486 800 Malnelmi well
.Hapusaga Fou 16 .144 100 Legopuna catch

Faleniu/Iiapusega 22 1.975 C. College 1.927 250 14slaelml well
Malaelmi 25 .726 Kong Yung .215 100 Malaelml well
Coca Cola .731 4200 A (Tsfuna Wells
Foganeanea/Nu'u'uli 169 02 3.711 1
Tafuns FAA Housing .204 (Water catchm
Fatumafutt 07 .130 Kong Yung .315 100 A
Tagaalu 38 .587 400 5 (A
(Fagaalu catc
Utulei 87 28 2.867 Rainmaker-2.036 900 B
Standard Oft .116 Utulei well
Morris S- .112

r
Fagatogo 151 42 2.221 Lumana't .148 1800 C (B
Ileadow Cold .240 (Fagatogo cat
Pago Pago /Satala 202 46 5.183 B.F.K. 1.007 2400 D (C
Solis R. '257 MUM& catcl
Atu'u 34 04 .417 (Paro well
Canneries 02 11.319 SK 7.295 500 Utumoa catchmer
D
Leloaloa to .119 VC 4.024 200 D
990 12S 32*.936 MT 13,350
Total Water
Accounted for: 74.0, IIG
Total water outpu.1 9 accounted for: @0.9% Approxim
for month of Oct. 134. 7 P. of meter

IUS 111;m,,.:,@ OVI(k.tV I

Unzei:ered Residential
VU4@,.Gr of 14G Consump- Largest Materar; Largest Unmet.,.--2d Population Primary Water
Accounts f-lat tion. MG Consunition. MG Consumption, HG Served Sources

Futiga 50 -0- 301*
111111 300 Iltill well
44 -0- .668 600 111111 well
Valtogi 76 -0- 1.231
Pava'la't 45 -0- .390 111111 well
1 800 Halaeimt well
Mapusagafou 17 -0- .09 7* 100 Lagopuna catchm

Folentu/Hapusaga 24 -0- 2.363 College 1.924 250 Halaelml well
Malaelml 27 -0- .985 Kong Yting .228 100 Malaelml well
Nuu'uti/Tafu'na/ 165 02 3.734 Coca Coln 1.42 4200 A (Tafuna wells
Faganeanea 8
Fatumafuti 07 - FAA Housing .296 (Witer catchm
0- 144 100 A
Fagsalu 35 -0- .554 400 B (A
Utulet 86 28 2 .939 Hotel 1.043 900 (Fagaalu catc
Morris S. .288 B
S. oil .109 Utulel well
:C- Fagatogo 143 42 2.117 Lumana'i .194
1800 C (B
Meadow Gqjd .246 (Fagatogo cat
Pago Pago/Satsla 202 48 5.069 AAA Gym .132 2400 D (C
Korea House .375 (Utumoa catch
Soli's Rest .305 (Pago well
B.F.K. 1.429
Atu'u 33 04 1.444 Fishermen C. .818 500 D
Canneries 02 16,672 SK-8.908 D
Leloaloa 18 01 .281 IVC-7.764
- - 1 200 D
TOTALS 974 125 .36-960 42,4 226.413 13,350
Total water account d
for: 81.4
r
Total water output - ill. -al cul-lioctbinn)
for month of Novemb r:154.4
*-4proximately 190% of co@suffjptj
Z Accounted fort 52.0@ n )n,cannery C, Sto9mrs.

Estiuated
Residential
Urmatered
Ccn_,uq,?- Largest Vatared Largest Unmetered Population Primary Water
tirc. k,.*G nsumption, tion, VIG served --Sources
Villag: Accaunts._@'.r Cc yv" Consuz.1
Futiga 53 None 1.487 300 111111 well
111111 47 None .821 600 111111 well
Valtogi j78 None .843 -700 Iltilt well
Pava'lall 53 None 'I.010 Boo Malaelmi Well

Hapusegafou .20 None .333 100 Lagopunacatchm

Faleniu/Mapusage t28 None 2.665 College 1.325 250 Malaelmi Well
Halseimi M None .691 Kong Yung .166 100 Malseimi Well
Nu'uuli/Tafuna) 175 02 4.777 FAA Housing .339 4200 A (Tafuna Wel
Faganeanes Coca @ola 1.428 (Water catc
Kong Yung .673
Fatumafuti 07 None .623 100 A
Fagaalu 40 None 1.263 400 5 (A
(Fagnalu cat

Utulei 93 28 2.783 Rainmaker 2.198 900 B
Morris Scanlan .113 Utulei well

Fagatogo 155 42 2.270 Lumana'I .131 1800 C (a
Meadow Gold .240 (Fagatogo ca
Pago pago/Satala -220 48 5.907 BFK 1.429 2400 D (C
Soli's Rest .196 (Utumon catc
AAA Gym .155 (Pago well

Atu,u 41 04 .903 SK 6.246 500 D
Canneries 02 13.882 VC 7.606 D
Leloaloa 20 01 .663 200 D

TOTALS 1.057 123- 61.4 13,350
Total Water 40,921 i
Accounted for: 92.3HG Viter i %rct,;s'_vj I,-)
Total Water out r,J i :.)-I .. .... tion A*-Approximatel
.put for month of metered non-
December )31.8

CAS SYSTEM WATE-R 3E - JANUARY, 1978
Hi7tered Estimated-t Estimated
Consump- Unmetered Residential
Number of tion, MG Consump- Largest Metered Largest Unmetered Population Primary Water
VIII Accounts Fiat tion. HG Consumption. HG Consumption, HG Served Sources
Futiga 55 None 1.401 300 lliili well
IIUIL 45 None .457 600 IlLill well
Valtost 76 None 1.732 700 111111. well
Pava'ia't 45 None .887 800 Malaelmi well

Hapusaga Fou 20 None .519 100 Lagopuna catch

Faleniu/Mapusago 26 None 1.663 College 1.242 250 Malaeimi well
Malaelmi 25 None .936 Kong Yung .259 100 MalLeial well
Ou'uuli/Tafuna & 165 02 2.456 Coca Cola 1.400 4200 A (Tafuns wel
raganennea FAA Housing .267 (water Cate

Fatumafutt 07 None .108 100 A
Fogaalu 38 None .636 400 B(A
(Fagaalu ca

Utulei 83 None 3.455 Rainmaker 2.627 900 B
Utulel we

ragatogo 150 42 2.702 Lumans'l .113 1800 C(o
Meadow Cold .190 (Fagl;togo cpt
M. Bird .275
Pago Pago/Satals 212 48 4.351 AAA Gym .107 2400 D(C
(Utumos catch
K. Houge .242
Sall's Rest .202
BFK- .835
Atu'u 04 .582 Soo .0
Canneries 02 12.029 SK - 7.254 D
Leloaloa to 01 .379 VC - 4.775 .($USpe t-pater-wdermegigtral nrLY00 D
70TALS 1005 125 340293 G. 42.3 13,350
Total water accounte for: 76.6 M,G Approximate
Total water output 135.4-IIG % acc unted for 56,6% metered non
for January:

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I APPENDIX B
GROUND WATER DEVELOPMENT
I IN AMERICAN SAMOA
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I
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I GROUND WATER DEVELOPMENT
I IN
I AMERICAN SAMOA
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I U.S. ARMY ENGINEER DISTRICT, HONOLULU
I AUGUST 1978
. I
'I

TABLE OF CONTENTS

GROUND WATER DEVELOPMENT IN AMERICAN SAMOA

Page

INTRODUCTION B-1

Purpose and Scope B-1

Geology and Hydrogeology B-1
General B-1
Occurrence of Ground Water B-6
Tafuna-Leone Plain B-7

Historical Overview B-10
Background B-10
Present Situation B-13

RESULTS AND DISCUSSION B-18

Sources of Information and Data B-18

Data Evaluation and Analysis B-19
Ground Water Quantity B-19
Ground Water Quality B-20
Ground Water Contamination B-25

Exploratory Well Drilling B-27

Production Well Construction B-29

CONCLUSIONS AND RECOMMENDATIONS B-31

Problem Identified B-31

Short-Term Recommendations B-32

Long-Term Recommendations B-33

LIST OF REFERENCES B-35

LIST OF TABLES

Table No. Page

1 Surface Areas and Maximum Altitude of Each
Island B-2

2 Stratigraphic Section of Tutuila and Water-
bearing Characteristics of the Rocks B-3

3 Listing of Major Water Production Wells in
Tafuna-Leone Area B-15

4 Maximum Contaminant Levels for Drinking Water B-22

LIST OF FIGURES

Figure No. Page

1 Existing Water Production Wells in the Tafuna-
Leone Area (June 1978)

2 Chloride Concentrations in Tafunafou Well
Field Discharges: January 1977 to June 1978 B-24

3 Chloride Concentrations for Iliili and Malaeimi
Wells: January 1977 to June 1978 B-26

GROUND WATER DEVELOPMENT

AMERICAN SAMOA

INTRODUCTION

Purpose and Scope

The purpose of this report is to summarize and evaluate available
information and data on ground water development in American Samoa. The
report was prepared by the U.S. Army Engineer District, Honolulu, in
assistance to the American Samoa Government (ASG).

This presentation will include a summary description of the geology
and hydrogeology of the five major inhabited islands of American Samoa,
an historical overview of ground water development, a technical evalua-
tion of available information and data, and, finally, conclusions and

recommendations.

Geology and Hydrogeology

General. The geology and hydrogeology of the Samoa Islands have
been described by Stearns (1944), Davis (1963), Stice and McCoy (1968),
and Bentley (1975). The following discussion was extracted from their
reports and supplemented by more recently acquired information.

The islands of American Samoa are part of the Samoan Archipelago,
which lies roughly 1,000 miles south of the equator and forms a westward-
trending chain. The principal islands of American Samoa are Tutuila,
Aunu'u, Ofu, Olosega and Ta'u. These form the eastern part of the
archipelago and extend over a distance of about 100 miles. Ofu, Olosega
and Ta'u are collectively called the Manu'a Islands and are situated

about 65 miles east of Tutuila.

B-1

All five islands are of volcanic origin and.exhibit the rugged
topographic relief common to many Pacific islands. Table 1 lists the

area and maximum altitude of each of these five islands.

TABLE 1

SURFACE AREA AND MAXIMUM ALTITUDE OF EACH ISLAND

Surface Area Max. Altitude
Island (Square Miles) (Feet)

Tutuila 53.0 2,140
Aunu'u 0.6 300

Ofu 2.0 1,590
Olosega 1.5 2,090
Ta'u 15 3,050

In his report Ground-Water Reconnaissance of American Samoa Davis
(1963) presents the following discussion (based on Stearns, 1944; of
those geological features of the five islands that are pertinent to the

occurrence of water.

"Tutuila is made up chiefly of basaltic rock that was
erupted from five volcanoes arranged in a rough east-west
line. The major activity, which occurred at four centers
in Pliocene or early Pleistocene time, produced shield-
shaped masses that merged into a single elongate island,
longer and broader than the present Tutuila. After activity
at the four centers ceased, deep valleys were cut by streams,
and the shoreline retreated under the attack of waves. Toward
the end of Pleistocene time, the island had been reduced to
approximately its present size and form. More recently, the
fifth volcano became active and built the Tafuna-Leone plain,
and a small submarine eruption off the east end of Tutuila
built the tuff cone that is now Aunuu. During the subse-
quent erosional period, sedimentary deposits were formed at
the foot of steep slopes, on valley floors, and along the
coast. The general character of the rocks on the island and
their relative ages are shown in the following stratigraphic
section (Table 2).

B-2

TABLE 2

Stratigraphic section of Tutuila (after Stearns, 1944) and ivaier-bearing
characteriztici af the rocks

Thick
Geologic age Formation ness General character Water-bearing characteristics
(feet)

Sedimentary 200+ Alluvium on valley floors; Alluvium in mouths of valleys
rocks talus at foot of steep slopes; is moderattly permeable and
calcareous sand and coral- contuins rr(,Yh to brackish
line gravel along coast. water. Talus locally yields
water in seeps and 'mall
springs. Sand and gravel
contain small supplies of fresh
Recent water.
LeoneVolcanics 20G+ Oliviue basalt in pahoeboe- Lava flows under Tafuna-
lava flo s: tuil in cones and Lpone plain have moderate
veneer owver lava flows; ash to high pernicabilityand may
and cinder in cones. contain considerable fresh
water at about sea level.
Tuff and ash have low per-
meability and yield little
water. A few small springs
flow from cinder,

Aunuu Tuff 200+ Taff forming Aunuu island. Low permeability and yields
little water.
- Erosional unconformity --

Traebyte 2,140+ Trachytic dikes " ' Low permeability. Yields
crater fill younjer`tb.@..,, water in high-level steps and
of the Pliocene voleanics. small sprias.

T tapu 1,63@+ Thin-bedded olivine basalt Moderate permeability.
Wulcafaics with interbedded tuff beds Yields water at many seat-
and cinder cones. tered bigh-level seeps and
small springs.
Paz Volcanic 1,609+ Lower member of tb in-bedded Moderate to low permeability.
tea (extra- olivine basalt; includes thin Yields water at many scat-
caldem vol- dikes and thin tuft beds. tered high-level seeps and
canics) Upper member of massive small springs.
Pliocene and basaltic and andesite flows;
earliest interbedded tuff and cinder
Pleisto- deposits.
cene M
Pago Volcanic 2,141+ Massive basaltic and andesitle Mostly lovr permeability.
Series (intra- lava 2ows and some inter- ie s water at scattered
calders' vol- bedded tuff and breeei@ and hilh-level seeps and small
.W.) cinder cones; few thin lenses prings.
of gravel. L!
Alofau M+ Thin-bedded olivine basalt Lava flows between dikes have
Voleanics with numerous dikes. moderate to high permea-
bility. Rocks yield water at
many high-level seeps and
small springs.
Olomoami 1,T24+ Olivine basalt and andesitic Moderate permeability.
Voleanics basalt; interbedded cinder Yield water at many high-
cones and tuff beds. level seeps and small springs.

Erosional (?) unconformity
Masefau dike 200+ Thin b:3saltic flows cut y Low permeability. Yield
complex many dikes. little water.

Source: Davis, 1963

B-3

"The large number of eruptive centers in a small
area, the overlapping of rocks erupted from different
volcanoes, and the presence of dikes and interbedded
tuff, cinder, and breccia among the lava flows have
produced complex geologic conditions on Tutuila. The
bulk of Tutuila is formed by aa and pahoehoe lava
flows that range from thin-bedded flows with high
permeability to thick-bedded dense flows with low
permeability. The late flow rock on the Tafuna-Leone
plain is mostly thin bedded, but on older parts of
the island, particularly along the coast, the flows
are mostly thick and dense.

"Dikes are dense and impermeable, and where
their spacing is close, they may reduce greatly the
permeability of the rock that they cut. Unweathered
tuff may have moderate permeability, but weathered
tuff is almost impermeable. The breccia is mostly
dense and has low permeability. The permeability of
fresh cinder is high, but it may be greatly decreased
by weathering because of consolidation that occurs
during chemical decomposition. Lava flows, although
they far exceed the other types of rock in total volume,
are divided by dikes and interbedded tuff and breccia
into units which are irregular in size and shape. The
total vertical and horizontal extent of any unit of flows
is small as compared to the size of the island.

"The sedimentary rocks of recent age consist of
talus, alluvium, calcareous sand, and coralline gravel.
The talus is poorly sorted material, in which large
blocks are prominent, accumulated at the bottoms of
steep slopes along the coast and in steep-walled valleys;
the permeability of the talus is variable. Thick deposits
of alluvium, comprising poorly sorted mixtures of clay,
sand, gravel, and boulders derived from volcanic rock
fill extends below sea level at the mouths of some valleys
and has a permeability ranging from low to high. The
calcareous sand and gravel are composed of material origi-
nating in the reefs that fringe a considerable part of the
island and are most abundant in beaches at the mouths
of valleys; the calcareous deposits generally are more
permeable than the alluvium.

"Beneath a part of the late volcanic rock underlying
the Tafuna-Leone plain are sediments that were deposited
before the eruption of the Leone volcanics. The nature
and extent of these deposits are not known, but they
probably consist partly of talus and mainly of calcareous
beach deposits and alluvium.

B-4

"Tutuila's satellite island, Aunuu, is an
indurated bedded tuff produced by submarine
volcanic explosions. The tuff, in general, is
relatively fine grained and has been altered
sufficiently by weathering to make the material
nearly impermeable. The coastal flat on the
west and northwest sides of the island is under-
lain by material washed down from the cone and
by permeable deposits of calcareous sand and
gravel."

The Manu'a islands--Ta'u, Ofu and Olosega--were built by volcanic
activity along the crest of the easternmost portion of the Samoan Ridge
(Stice and McCoy, 1968).

The largest volcanic center in the Manu'a islands was at Ta'u where
basaltic flows of Pliocene and Pleistocene age built a single shield
rising more than 12,000 feet above the ocean floor and more than 3,000
feet above sea level. After the collapse of the summit of the shield,
the partial filling of the caldera to a depth of more than 1,000 feet
and a long interval of erosion, a complex of tuff deposits of Holocene
age extended over the northwest corner of the island near Faleasao; and,
at about the same time, flows of basalt and olivine basalt built the
shelf at Fitiuta at the northeast corner. The island consists mainly of
thin-bedded lava flows. Dikes are few and widely scattered except on

the south side of the island where a swarm of dikes and sills are

exposed. Beach deposits of sand and gravel lie along most of the shore
and a fringing reef borders much of the island (Davis, 1963; Bentley,
1975).

Ofu and Olosega were built by basaltic flows of Pliocene age from
two shields that coalesced to form one island. Partial collapse of both
shields and erosion by streams and the sea has cut deeply into the
original island and has reduced it to two small steep islands separated
by a narrow channel. Both of these islands, like Tau are composed of
thin-bedded basaltic lava flows whose permeability is high. Numerous
dikes cut the lava flows on the east end of Ofu and the west end of

B-5

Olosega. Sedimentary deposits of talus is common at the foot of the
cliffs, in stream valleys and around the coast. Deposits of calcareous
sand, gravel and cobbles mantle considerable parts of the shore of each
island. Coral reefs surround most of both islands (Davis, 1963; Bentley,
1975).

Occurrence of Ground Water. According to Bentley (1975), rainfall is
the source of all fresh groundwater in the islands. Rainfall that
infiltrates into the ground and is not retained in the soil zone or lost
through evaporation or transpiration by plants, percolates downward, and
eventually recharges subsurface aquifers.

High-level (or perched) ground water and basal ground water are the
two principal types of aquifers found in the islands. High-level ground
water is impounded or perched above sea level and separated from seawater
by dikes and other geologic barriers. In some cases, the permeable
zones between widely spaced dikes are highly productive aquifers.
However, where the space between dikes is.small, the compartments are
likewise small and the overall storage is smaller because of the larger
proportion of dike rock to permeable rock (Davis, 1963). In the latter
case, these compartments are low yield aquifers. Numerous springs that
maintain the base flow of perennial streams, especially on Tutuila, are
supplied by high-level aquifers where water is discharged over low
points of dikes.
.. I
Basal ground water is the water found near sea level in aquifers
that are hydraulically connected with the ocean. It includes the sea-

water in the rocks and the fresh to brackish to saline lenses which are

maintained by freshwater recharge and float on the heavier seawater, or
saltwater. The water in these lenses generally moves seaward when
recharged sufficiently and discharges in narrow zones along the coast-
line. It should further be noted that because of the direct hydraulic
connection with the ocean, the basal ground water lense is also influenced

B-6

by ocean tides. Tidal fluctuations are particularly evident where the
basal lens is thinnest (usually near the coastline) and, therefore, an
important consideration in selecting ground water development areas.

The basal ground water lens is also called the Ghyben-Herzberg lens
after the co-discoverers of the principle that describes the phenomenon
of freshwater floating on heavier saltwater. In sum, the Ghyben-
Herzberg principle states that about 40 feet of freshwater below sea

level is formed for each foot of freshwater above sea level to maintain

hydrostatic equilibrium. Upon application of this principle, it also
implies that if a cone of depression is formed about a well in fresh-
water, saltwater may rise 40 feet for each foot of drawdown (Linsley et
al, 1958).

None of the ground water found thus far in the islands is under
appreciable artesian pressure. All of the* ground water discussed in this
report is, therefore, believed to be under unconfined, free aquifer,
non-artesian, basal watertable conditions.

Tafuna-Leone Plain. According to Davis (1963) and Bentley (1975),
the most promising area for development of ground water on the main

island of Tutuila is the Tafuna-Leone Plain.

This semi-circular shaped coastal plain extends from Nuu'uli to
Leone and measures three miles north to south by five miles east to
west. Its surface area is about 10,000 acres. It is bordered on the
north and west by a sharp crested spiny ridge which rises 1,000 to 2,000
feet in elevation above the plain. To the south, or ocean side, the
plain is marked by a coral limestone fringing reef, 800 to 1,500 feet
wide. The reef surface is at or near low tide level. The surface of

the plain rises to the north from 10 feet along the ocean to 200 feet
and more above sea level at the toe of the spiny crested mountains, a

B-7

rise of one foot in 50 feet or about one degree slope. The Tafuna-Leone
coastal plain is the only flatland on Tutuila except for a few small
alluvial valley floors'.

The lava flows which formed the Tafuna Plain came from a north-
south trending rift zone on the west side of the plain extending through
Olotele to Olovalu to Futiga to Fogamaa cones and craters. The age of
the flows is probably Holocene and may be only a few thousand years old
judging by the youthful appearance of the cones, the freshness of the
rock, and absence of a developed soil profile. The lava flows left
surface mounds and ridges consisting of rough assemblages of red cinders
(volcanic slag) and scoriaceous masses. On steeper slopes the flows are
bordered by agglutinated splashes and veneers of glassy, vesicular rock.
The porous structure of the rock is caused by the development of gas
bubbles from the supersaturated lava and water vapor resulting from
internal stirring of the lava which leaves voids or vesicles. There is
no pattern for the vesicles found in the upper part of the individual
flow layer but in the middle and lower parts, the bubbles or voids,
which were occupied by gas, become elongated into tube-like forms as the
stiff, viscous material in which the bubbles are entrapped continues to
move. The average alignment of vesicles is often parallel to the direc-

tion of flow. There are other elements in the fabric of volcanic rocks

beside vesicle alignment that show preferred orientation and can be
correlated with flow direction of partly congealing lava. These elements
are: sub-parallel alignment of feldspar laths; parallel orientation of
alternate bands of crystalline and glassy basalt; and microjoints,
slightly wavey, pencil-thin lines, or bands that are formed by tiny
connected holes. Brown iron oxide staining has occurred around most of
the holes which serves to outline and help identify vesicle (and indirectly
lava flow) alignment. Permeability rates through rock layers varies
with jointing systems,,crack patterns and developed flow channels.
Hard, solid lava basalt is considered impervious and not good potential
aquifer material.

B-8

Borings made for water wells near Tafunafou (one mile north of the,
airport). revealed thin layers of Pahoehoe olivine basalt alternating
with reddish gray clinkers and scoria, a sponge-like rock also known as
volcanic slag. Loose pockets, or layers of sand-gravel sized basalt
rubble were found in Well 60 (old Well No. T6; see Figure 1). These are
considered to be water-worn, rounded pieces of ancient beach and stream
deposit formed during lower stands of the sea. The extent and orienta-
tion of the old beach and stream deposits are not known.

The basal ground water underlying the plain was found to be only
two to three feet above mean sea level in the Tafunafou well field.

Unfortunately, the data needed to accurately determine the height of the
fresh ground water level relative to mean sea level were insufficient
at the time of this writing. Accurately referenced elevation data are
essential to determining the thickness of the basal ground water lens in
accordance to the Ghyben-Herzberg Principle. Freshwater springs which
release basal ground water to the ocean are commonly found along the
coastline of the plain at the basalt-coral interface.

Observations made in May 1975 demonstrated certain important charac-
teristics of this coastal plain basal aquifer and, in general, supported
previous findings by Davis (1963) and Bentley (1975). Following 4.6
inches of rainfall in 24 hours, the ground water level at the Tafunafou
well field rose more than 4 feet (temporary rise of 7 to 8 feet).
Subsequently, the basal water level was observed to drop at a rate of
1 foot in 48 hours (unpublished data, U.S. Army Corps of Engineers).
These observations indicate that the subsurface geology of at least
portions of the Tafuna-Leone plain are highly permeable and have little
storage capacity and low hydraulic head. Judging from the rapid rise of
the water table after heavy rains and the subsequent rapid decline, the
normal static water level probably stands only about one to two feet
above mean sea level over a good part of the year in the Tafunafou area.

B-9

Based on these previous observations, the basal freshwater lens at
Tafunafou can generally be described as a thin, sensitive lens that can
be subject to saltwater intrusion problems.

The soil-rock alluvium in the small and steep valleys and narrow
coastal plains of the islands are the products of residual decay and
weathering. The slow chemical disintegration of extrusive igneous rocks
forms sesquioxide clay minerals which act as binding agents, much
like iron rust, to unite and cement the soil and rock particles together.
Several test holes have been drilled in the narrow and steep valleys
around Pago Pago Harbor with unfavorable results. Where water has been
found, the quantities are small and the quality is generally objection-
able due to some form of pollution.

Historical Overview

Background. The first known effort to develop basal ground water was by
the U.S. Navy in 1943 when they built the Maui well system near the head
of Pago Pago Harbor. The well system has 325 feet of horizontal infiltra-
tion tunnels at the bottom of a shaft 76 feet deep. At the time of
construction, the static water level was 24 feet above sea level, and
the yield was about 200 gallons per minute (gpm). The rocks cut by the
tunnels were lava flows, breccia, and dikes. Two faults were crossed by
the tunnels. The high water level and the complex geology exposed in
the tunnels indicate that the ground water at the site of the well is
impounded (i.e., perched) and separated from seawater by dikes and other
geologic structures (Davis, 1963).

Actual well drilling to develop ground water sources started in the
1960's. Although modern well drilling equipment was not available in
American Samoa during this period, about 20vells (in some cases, no
more than holes) were drilled with an old percussion drill which was
brought from Australia by Darcy J. Gilbert Drilling Company.

B-10

Unfortunately, technical guidance was lacking and no records were kept.
As a result, information about.the drilling work and the efficiency of
the completed wells is non-existent. Some of these wells are listed in
Table A-1 of Bentley (1975).

In 1962, the U.S. Geological Survey (USGS), in cooperation with the
American Samoa Government, expanded its investigation of surface water
resources (which had commenced in 1957) to include ground water resources.
A description of the availability and chemical quality of ground water
based on the USGS data collected over the period 1962-1975 can be found
in Bentley (1975).

During the years of 1972 to 1975, ten more wells were drilled by
the Hawaiian company, Water Resources International. A Failing Model
1500 rotary drill with clay drilling muds was used. The use of drilling
muds for developing water wells in the Tafunafou area, however, was

found to be undesirable.

While drilling muds in various forms are often used in oil wells to
help bring bit cuttings to the surface and to stabilize the walls of the
hole, in water well drilling, the drilling mud escapes into the cracks
and openings in water bearing layers (aquifers) and reduces permeability.
To achieve the full water yield potential of the aquifer, the mud must
be removed. Removal of the mud is costly and time-consuming; and, for
these reasons, few contractors will take the time to remove the objec-
tionable clay residue. To avoid these problems, most companies now
employ non-contaminating drilling fluids (including self-destructing
enzyme-based fluids), the use of a drilling casing, or choose drilling
methods that do not require artificial means to remove cuttings.

Unfortunately, the holes drilled during the early 1970's were not
properly cleaned, surged and developed and may have contributed to
uncorrelatable well pumping results, such as unexplainable salinity

variations from hole to hole.

B-11

In 1974, American Samoa experienced the most severe drought in
recen t history. Water had to be trucked to many outlying villages where
private water supplies had dried up; and strict water rationing of
limited quantitites available from the surface water supplied government
system forced the territory's major private industry, the tuna canneries,
to shut down operations for about 6 months.

Several federal agencies responded to this critical situation. The
Federal Disaster Assistance Administration provided emergency funding to
temporarily relieve the situation (Burnham, 1974). The U.S. Geological
Survey initiated an investigation to describe and evaluate the availability
and chemical quality of ground water in the islands, with emphasis on
the Tafuna-Leone Plain on Tutuila (Bentley, 1975) and the U.S. Army
Corps of Engineers, Pacific Ocean Division, provided the technical
assistance needed for exploratory well drilling and production well

construction.

The drought situation and its serious impacts focussed attention on
the poor condition of the existing water systems. As a result, the
American Samoa Government (ASG) was able to acquire federal grant funds
for water systems improvements.

During the period immediately following the 1974 drought, a water
systems improvement program was formulated by the local Department of
Public Works. As part of this program and in search of more reliable
and safe sources of water for the centralized government system, the
decision was made to pursue a program that would eventually phase out
surface water sources and depend completely on ground water as a source
of water for the central system. Economics heavily influenced this
decision. A surface water supply study (CH2M Hill, 1975), which was
completed not long after the drought, estimated the project cost for an
ample supply of water for the island during any dry spell to be $19.5

B-12

million. Ground water development, on the other hand, was estimated to
require only one-seventh of this amount and would provide a.much larger
storage capacity (Flanagan, 1976).

In 1976, there were four water producing wells in the Tafunafou
well field, averaging between 700 and 1,200 gallons per minute total
(combined) yield with chloride contents ranging from 65 ppm to 1,200
ppm, The Iliili area had two wells producing about 200 gpm in 1974.

In the year May 1975 to May 1976, the Ground Water Development
Corporation (GWDC, a Samoan drilling company) constructed 15 new water
wells using improved methods with screens, sanitary seals, surging,
developing and pump testing.

The choice of drilling equipment and drilling and sampling methods
(coring preferred) are most important in the discontinuous volcanic rock
layers. The down-the-hole percussion drill is limited by loss of air in
the voids and cracks in the rock which requires cementing (sealing) the
porous layers and slows the drilling rate. Straight rotary drilling is
limited by requiring some kind of drilling fluid to seal the walls of
the hole and to bring bit cuttings to the surface. Above the ground
water level, the method of drilling is not important as long as a
straight vertical hole can be made and a sanitary cement seal is placed
around the casing, Below the water table, continuous representative
samples should be taken in all well construction work. It is also
important that the logging, gradation, classification and analysis of
the samples be done by an experienced hydrogeologist to establish and
maintain the reliability and the quality of the drilling data gathered.

Present Situation. Figure 1 shows the existing water production wells
in the Tafuna-Leone Plain area. It is supplemented by Table 3 which is
a descriptive listing of the major Tafuna-Leone wells as of June 1978.

B-13

It should be noted that the wells shown in Figure 1 serve two separate
systems. The wells to the east of Futiga serve the central ASC system
and those to the west of Futiga serve the Leone system. Although a plan
to combine the two systems has been proposed, it has yet to be implemented.

The current combined yield of the ASG wells was recently reported
to be 1,650 gpm, or 2.4 MGD (unpublished data, ASG Dept. of Public
Works, May 1978). The Leone wells produce a total of about 0.4 MGD.

As noted in Table 3, several of the proposed production well sites
have real estate or right-of-way acquisition problems. Over the years,
attempts to successfully develop ground water in American Samoa have
been constantly hampered by the local Government's inability to gain
access to favorable sites for exploratory drilling and, subsequently,
the right-of-way needed to construct production wells at sites deter-
mined to have good potential. In some cases, these problems have gone
unresolved for years. As a consequence, the primary criteria practiced
in the selection of exploitable well sites include not only geological
and hydrological characteristics, but also the government's ability to
gain access to the site. It is also not surprising, therefore, to find
that, in some cases, past ground water development activities have been
directed to areas that may not appear to have the most promising poten-
tial from a technical standpoint.

A number of attempts to develop ground water sources outside the
Tafuna-Leone area have also been made. In general, however, most of the
resulting production wells have been relatively low-yielding (i.e., less
than 50 gpm). Drilling logs and well records, as well as the results of
pumping tests, for selected wells can be found in the appendices of
Bentley (1975). The following discussion will briefly describe some of

these wells that are still in use.

B-14

TABLE 3

LISTING OF MAJOR WELLS IN TAFUNA-LEONE AREA
(August 1978)
Year Well Depth Averaged Performance Datal/
wall No. of (Ft Below Pump Rate Chlorides
(Old Well No.) Constr. Location Ground). (GPM) (Cl, Mg/1) Remarks

33 UA) 1970 Tafunafou 93 194 65 Operational
46 (1) 1972 Tafunafou 92 120 42 Operational
32 (T2) 1973 Tafunafou 100 186 313 Operational
53 M) 1973 Tafunafou 150 112 305 Operational
55 (TlO) 1974 Tafunafou 180 173 544 Operational
60 (TO 1975 Tafunafou 125 322 300 Operational
61 (T8) 1975 Tafunafou. 125 327 263 Operational
62 (15) 1975 Mili 225 207 96 Operational
63 (16) 1975 111111 205 - - Abandoned
65 (T11) 1975 Tafunafou 99 200 - Operational
66 (T16) 1976 Tafunafou 105 330 226 Operational
67 1976 Malaeimi 115 230 - Operational 2/
68 1976 Tafunafou 104 - - DD Problem -
69 1976 Malaeimi 175 120 297 Operational
70 1976 Malaeloa 145 150 Operational 3/
71 1976 Tafunafou 106 - - RE Problem -
72 1976 Tafunafou 160 400 - Under Const.
73 1977 Malaeloa 137 150 - No Pump
74 1977 111111 240 - - RE Probl
75 1977 Malaeloa 190 - - Under Const.
76 1977 Mili 204 200 75 Operational
77 1978 Tafunafou 149 - - DD Problem
78 1978 Tafunafou 143 - Abandoned

l/ Computed from available USGS data for period 7 January 1977 thru 6 June 1978.
2/ Serious drawdown problems currently being encountered.
3/ Real Estate or Right-of-way acquisition problems.

NOTES:

1. Current static water level and drawdown data unavailable.
2. All wells are 8-inch nominal diameter eased and screened.
3. Well 55 pumped as demand requires.
4. The well numbering system is based on well 60 (T6), the first well designed and
constructed under supervision of POD. The number 60 was arbitrarily assigned
to well T6 on the basis that 59 holes have been previously drilled elsewhere
an Tutuila.
3. Missing entries due to unavailable data.

SOURCES:
- Department of Public Works, American Samoa Gover=ent
- U.S. Army Corps of Engineers, Pacific Ocean Division
- U.S. Geological Survey

B-15

The Pago shaft which was built by the Navy in 1943 is still in
operation and serves the central ASG system. Its present yield is about
120 gpm. Other attempts to develop wells along the Vaipito Stream in
Pago Pago have either been abandoned for sanitary reasons or have resulted
in very low-yielding wells.

The village of Tula at the eastern end of Tutuila uses a drilled
well as part of its water supply. This 110-foot deep well was built in
1972 and presently yields less than 30 gpm.

The village of Aunu'u on Tutuila's eastern satellite island is
served by three shallow dug wells that skim the shallow freshwater lens
of the island, One well has been pumping very brackish water for some
time now and is expected to be relegated to emergency service upon
completion of a current project which is attempting to improve the
efficiency of the two remaining wells and to renovate the pumping
facilities. To date, this project has accomplished connecting the two
wells with 170 feet of slotted pipe laid below sea level (high tide).
As a result, both wells have been yielding about 60 gpm (total) of
water with satisfactory chloride levels for several months. More
collector lines are anticipated to be installed as necessary.

Several villages in the Manu'a Islands rely on ground water. The
village of Ofu on the island of Ofu is presently utilizing a 30-foot
deep dug well which yields about 30 gpm of good quality water. The pump
used at this well, however, suffers from no maintenance.

The village of Olosega on the island of Olosega is also served by a
dug well about 36 feet in depth yielding about 30 gpm. According to
the villagers, the quality of the water pumped varies from fair to

sometimes salty.

B-16

On the island of Ta'u, the Manu'a District High School and the
villages of Luma, Ta'u, Suifaga and Fusi are served by a drilled well
which yields about 120 gpm. This well is, at times, not adequate for
all service areas. The village of Fiti'uta uses a small well (less than
10 gpm) near Faga Spring as one of its sources of water. The water
pumped from this well is reported to taste salty during rough seas.

B-17

RESULTS AND DISCUSSION

Sources of Information-and Data

The major sources of information and data used in this report were
three governmental agencies: the Department of Public Works of the
American Samoa Government, the U.S. Geological Survey, and the U.S. Army
Corps of Engineers, Pacific Ocean Division.

The ASG Department of Public Works is, of course, the primary
source of information regarding water systems in the Territory and
related improvement programs. The Public Works Director and his staff
have been very generous in providing the assistance needed in preparing
this report.

The USGS through its previous investigations (Davis, 1963, and
Bentley, 1975) and its ongoing surface water and ground water monitoring
activities is a major source of hydrologic data for the Territory, as
well as other Pacific areas.

Since the 1974 drought, the U.S. Army Corps of Engineers has
provided technical assistance, as needed, for ground water development
to American Samoa. During Fiscal Year 1977, the Corps assisted ASG in
initiating an exploratory well drilling program by supplying test drilling
equipment along with the technical expertise needed to implement the
program. At the end of FY 1977, all drilling equipment was transferred
to ASG for the continuation of the exploratory amd well construction
program. The knowledge and records gained through this affiliation
comprise another valuable source of information and data on ground water
development in American Samoa.

B-18

Data Evaluation and Analysis

The information and data gathered from the above sources were
evaluated and analyzed in an attempt to better define problems and to
gain further insight into the ground water situation in American Samoa.
The following discussion will focus upon the topics of ground water
quantity, ground water quality, and ground water contamination. The
data analyzed were, for the most part, extracted from weekly USGS
records collected for wells in the Tafuna-Leone area over the period
January 1977 to June 1978.

Ground Water Quantity. The only attempt to quantify the amount of
ground water in storage in American Samoa was made by Bentley (1975) for
the Tafuna-Leone aquifer. Due to the lack of essential data, he was
unable to compute an accurate estimate; however, based on estimates of
the area, the thickness of the lens, and an assumed specific yield of
the aquifer of 0.1, he estimated that the amount of freshwater in
storage was probably about 50,000 acre-ft. Average annual recharge to
the aquifer which he based on rainfall-runoff characteristics and
estimated transmissivity values was roughly estimated at 30,000 acre-ft
(about 27 MGD).

Depite the time that has lapsed since Bentley completed his inves-
tigation in 1975, an attempt to better estimate available ground water
quantities--to include estimates of safe yield or permissible ground
water withdrawal rates--cannot be properly performed at this time. Upon
examination of available well records and discussions with knowledgeable
people, certain discrepancies have been found to exist that limit the
type of analyses that can be made. Foremost of these discrepancies was
the finding that elevation data were not accurately referenced to mean
sea level. The lack of reliable elevation data precludes accurately
estimating the thickness of the freshwater lens, ground water storage and
changes in storage. At the time of this writing, this problem is being,
or has been, rectified by the ASG Department of Public Works.

B-19

The pumpage rates for each well Is also not known since not all
production wells are metered. This problem undermines any attempt to
evaluate the performance of each production well and its effects upon
the aquifer.

Observation or monitoring wells (as were those drilled by the
Corps) are drilled to measure changes that will take place at the bottom
of the freshwater lens with either extraction by pumping or recharge
from rainfall. The rapidity of change is indirectly a measure of the
lens capacity and ultimate potential. In general, rapid response
indicates limited storage and slow response suggests larger volumes.
Critical changes in the composition of the freshwater lens occur near
the bottom and can be used as a signal or warning for overpumping.
Knowing the rate of change taking place in the lens per volume of fresh-
water extracted or recharged allows for a fairly reliable estimate of
the size, areal extent and thickness of the lens.

Water wells can be designed, pumps installed and operated, and safe
aquifer conditions maintained if all factors influencing change and well
efficiency are known. It should also be noted that pumps should be
installed at proper depths as a failsafe for overpumping under any

circumstances.

Ground Water Quality. The natural quality of fresh groundwater in
American Samoa as indicated by available USGS and ASG data is generally
very good. Except in areas where saltwater intrusion is a problem, it
is suitable for domestic and current industrial uses in the Territory.

The rates of infiltration and percolation of water through the
overburden (surface layers) are so rapid that there is little time for
much chemical activity (leaching and dissolving). Consequently, ground
water is low in total dissolved solids. Because the rocks are relatively

B-20

new, soil cover is thin and weathering is shallow, the oxides and salts
found in older, more decomposed rocks are low to absent in Samoan deposits.
As is the case in the Hawaiian islands, the freshwater lens typically
contains less than 200 mg/l of total dissolved solids (predominantly
chlorides and carbonates).

The National Interim Primary Drinking Water Regulations (effective
24 June 1977) as provided for by the Safe Drinking Water Act of 1974 and
its 1977 amendments is applicable to American Samoa. It is administered
by the U.S. Environmental Protection Agency. An excellent discussion of
the Act and its implementation in American Samoa is presented in The
Effect of the Safe Drinking Water Act on American Samoa (Malae, 1975).
In addition to describing the island's physical and cultural setting and
its water supply situation, Malae discusses monitoring requirements,
evaluates the technical capability available on-island for compliance
with the Act and analyzes the various costs needed for implementation.
Table 4 is taken from Malae (1976) and lists the maximum contaminant
levels of the National Interim Primary Drinking Water Regulations and
the required monitoring frequencies for both surface and ground water

resources in American Samoa.

As is evident from the information presented thus far saltwater,
or seawater, intrusion into basal supplies is the most serious and
frequently encountered ground water quality problem in American Samoa.
It is the predominant factor determining the location and available
quantities of developable basal ground water. Over the years, it has
also led to the abandonment of many wells.

Although there are several ways to measure saltwater intrusion, the
chloride content or concentration, is perhaps the most common method
practiced. Chlorides in reasonable concentrations are not harmful to
humans. At concentrations above 250 mg/l (as chlorides), however, they

B-21

TABLE 4

MAXIMUM CONTA@IINANT LEVELS FOR DRINKING WATER*

Maximum Con- Monitoring Requirements
Contaminant taminant Level Surface Groundwater

Inorganics
Arsenic 0.05 mg/1
Barium 1.00
Dacmium 0.01
Chromium 0.05
Lead 0.05 Every three years Yearly
Mercury 0.002
Selenium 0.01
Silver 0.05
Fluoride
70.7-79.2 F 1.6
79.3-90.5 1.4
Nitrate 10

Organics
Endrin 0.0002 mg/1
Lindane 0.0044
Methoxychlor 0.1 Every three years Set by EQC
Toxaphene 0.0005
2,4-D 0.1
2,4,5-TP 0.01

Microbiological
Coliforms
Membrane Filter 1/100 ml Monthly except GAS, Set by EQC, but
MPN 10% for 10 ml 10 Leone, 4 villages, I/quarter
60% for.100 ml Chlorine residuals may substitute 75% of
coliform samples; sample daily at least
4 times required coliform samples.

Turbidity I TU monthly avg
5 TU at EQC,option Daily None
I

Radioactivity Gross alpha
Gross alpha 15 p Ci/1 None or EQC option
Combined RA-226 5
Ra-228
Others None

*National Interim'Primary Drinking Water Regulations (effective 24 June 1977).

SOURCE: Malae, A. U. 1976. The Effect of the Safe Drinking Water Act on
American Samoa. M.S, Thesis, University of Pittsburgh.

B-22

give a salty taste to water which is objectionable to many people. For
this reason, the U.S. Public Health Service (in 1962) recommended the
limit of 250 mg/l for drinking water and other public uses, although
water containing higher concentrations can still be used if better water

is not available.

As was found by Davis (1963) and Bentley (1975), the largest amount
of developable fresh ground water--hence, the best chance of managing
saltwater intrusion--is the Tafuna-Leone aquifer where ground water
development has been focused over recent years.

Despite the data limitations discussed previously, the weekly USGS
well records do permit a qualitative evaluation of the performances of
certain production wells in terms of chloride concentrations. Figure 2
is a compilation of plots for monitored wells in the Tafunafou well
field over the period January 1977 to June 1978, with rainfall data
(from the weather stationat the Pago Pago International Airport collected
over the same period) shown at the top of the figure. It should be
noted that data were not available for all Tafunafou wells and, thus,
this figure is not representative of all wells individually. The
composite data, however, were collected from the combined well field
discharge line.

The value of Figure 2 is simply its illustration of the sensitivity

of basal lens to rainfall in the Tafunafou area. The almost immediate
(about a week or so) appearance of the chloride plots as "mirror-images"
of the rainfall plot--particularly after heavy rainfall--is indicative
of the sensitive, thin lens that exists in this area and supports
previous observations made in May 1975 (see page B-9).

While the composite plot does show that the Tafunafou well field as
a whole is still producing good potable water in terms of chlorides
concentration, the information gained from Figure 2 appears to highlight

B-23

FIGURE 2

CHLORIDE CONCENTRATIONS IN TAFUNAFOU WELL FIELD DISCHARGES
JANUARY 1977 TO JUNE 1978

215
0
-41,

il \vI N.,
L

TAFUNAFOU WELLS (OLD WELL NUMBERS)

0- - - -0 NO.' 33 0A)

0--0 NO. 52 (TV

&----A NOL 53M)

NCL GO(TS)
&---a NO. .61 (TS)

NO. 66 (213)
650 COMPOSITE
NOTE:
0GO NOT ALL TAFUNAFOU WELLS SHOWN
INDIVIDUALLY ; BUT COMPOSITE DATA
TAKEN FROM TOTAL (COMBINED) DISCHARGE.

450 1 A,
Z
0
400
ww 41-ti
I ; -1 " 11 ; It

ac
I- %I f @N\o, It
Z 300 A'
if
z
RE
0 2504 ON4 ENAD U MIT
w

I
0 IV
so

0
6-

B-24

the limited amount of developable fresh ground water in this portion of
the basal lens and cautions against future overdevelopment at this well

field.

For comparison, Figure 3 shows available corresponding chloride
concentrations for a production well in Iliili (No. 62) and another near
the mouth of Malaeimi Valley (No. 69). Neither of these plots illustrates
the sharp response to rainfall that has been observed at Tafunafou. In
the case of the Iliili well, it may be because of its remoteness to
ground water recharge areas. The Malaeimi well also does not appear to
be as responsive to rainfall as those at Tafunafou, but has relatively
high chlorides concentrations that are not explainable at this time.

Ground Water Contamination. The importance of protecting potable ground
water supplies from all sources of contamination cannot be overemphasized.
Once contaminated, the integrity of ground water supplies is difficult
to restore. Treatment, as is the case with surface water, is expensive;
and the economic advantage of having good natural quality ground water

is lost.

In this regard, watershed management in tributary areas is as
important to protecting ground water sources as it is for surface water
supplies. Certain practices such as the subsurface disposal of domestic
sewage (e.g., via cesspools), other types of wastewaters or the use of
toxic substances (e.g., pesticides and herbicides) are likely to be
prohibited or stringently controlled.

As a general guideline, one of the first considerations that should
be given in ground water development is to select favorable production
well sites that are above, or upstream, of anticipated sources of contamina-
tion. Ground water under unconfined or water table conditions, like
surface water, flows by gravity. Achieving this advantage reduces the
need to impose strict land use controls.

B-25

FIGURE 3

CHLORIDE CONCENTRATIONS FOR ILIILI AND MALAEIMI WELLS

JANUARY 1977 TO JUNE 1978

1@ A

LEGEND

ILIM WELL NO. 62

&--A MALAElMl WELL NO. W

500
L
40
I.
@z

X -A
z 300

RECOMMENDED IMIT

B-26

Since drilling penetrates the overburden above ground water sources,
all drilled holes must also be viewed as potential pipelines for intro-
ducing contaminants into subsurface supplies, and precautionary measures
must be taken. All observation and production wells should have properly
installed sanitary seals. Permanently abandoned holes and wells should
be fully grouted and sealed.

Exploratory Well Drilling.

The current exploratory drilling program in American Samoa was
initiated by the U.S. Army Corps of Engineers, Pacific Ocean Division
(Corps) in assistance to ASG during the summer of 1976. It started with
the arrival of a drilling rig complete with tools and supporting equip-
ment and technical Corps personnel from Korea to supervise and perform
the test well drilling operation, to train ASG personnel, and to furnish
technical direction for well construction by a private drilling contractor
(U.S. Army Engineer Division, Pacific Ocean, 1975 and 1976).

Over the following year more than one hundred exploratory and
investigation holes and six monitoring wells were drilled by the Corps-
ASG drilling team. Technical supervision was also provided in the
construction of 13 production wells built during this period.

With one or two exceptions, all holes drilled for observation and
monitoring purposes were 8 inches in diameter. All holes were grout-
sealed around the casing (in most cases, P.V.C.) and capped to make a
complete test well structure. A concrete pedestal was poured around
each cased hole at the ground surface and the hole number was perma-
nently printed in the cap. (NOTE: The threaded caps are wrench-tight
and are not considered vandal proof. For security reasons, more perma-
nent cap locks may be needed. Further, if any of these observation
holes are abandoned, it will be necessary to permanently seal the hole.)

B-27

In October 1977, although the Corps personnel returned to Korea,
the drilling rig was transferred to ASG for continuation of the explo-
r.atory drilling program. Following a period during which ASG lacked the
technical expertise needed to continue the exploratory work, the program
was resumed in May 1978 upon contracting the services of an experienced
hydrogeologist and a well driller.

In view of the information presented in the previous section
regarding the threat of saltwater intrusion, it appears that the emphasis
of the exploratory program should be focused on locating supplemental
ground water sources -to alleviate the demand presently being exerted on

the basal lens in the Tafunafou area.

The wide and deep Malaeimi and Malaeloa valleys appear to have
favorable subsurface conditions for freshwater. Depths to the water
table in these valleys are greater than in the Tafunafou area (i.e., 150
feet or more as compared to only 60 to 100 feet in Tafunafou), but the
chances of finding more reliable sources of better quality water appear
promising. They are both relatively large drainage basins; they are
situated landward of the Tafuna-Leone Plain, thus, farther from the
coastline and generally above the more populated areas; and, they may be
substantial sources of recharge for the Tafuna-Leone aquifer.

Judging from the drilling logs of wells 67, 69, 70 and 73 (see
Figure 1), the erosion and shaping of the valleys were accompanied by
the deposition of coarse grain sediments (potential aquifer materials)
from fluvial and marine sources. Investigations to find, map and test
these potential aquifers were among the objectives in Corps plans.

The planned investigations were to drill enough test holes across
the mouths of both valleys to be able to correlate boring logs from hole
to hole and to prepare geological and hydrological profiles of the basal

B-28

water conditions. In order to be able to correlate boring logs, the
stratigraphic boring log at one particular location has to be interpreted
and compared with adjacent borings. The location (spacing) of each
individual succeeding boring is made on the basis of the interpretation
of the previous boring. The resulting profiles are used to accurately

measure the freshwater table level above mean sea level and to observe

the response across the valley to tidal action. If conditions are
favorable, this information will facilitate the location and construc-
tion of larger (12-inch minimum at pump setting) diameter wells.

Production Well Construction.

The construction of efficient and permanent water wells involves
two separate and distinct operations: the mechanical aspects of drill-
ing a hole in the ground, and technical supervision, which includes the
engineering and design of the well to fit the particular hydrology and
geology of subsurface conditions at each individual well site. In the
past 20 years, some 60 holes had been drilled on Tutuila without the
benefit of technical supervision; as a consequence little is known about
their construction other than the location, depth and, in some cases,
quality of water. The quality and quantity of water from these holes,
especially in the Tafuna-Leone plain, are directly related to the
uncontrolled manner in which they were constructed.

Recommended references for water well construction are: Manual
No. 7, "Water Well Construction," U.S. Army Engineer Division, Mediter-
ranean; "Ground Water and Wells," published by Eduard E. Johnson, Inc.
UOP, Inc., P. 0. Box 3118, St. Paul, Minnesota 55165; and "Manual of
Water Well Construction Practices," EPA-570/9-75-001, Environmental
Protection Agency, Office of Water Supply.

Based on the knowledge and experience gained in American Samoa, the
following are some suggested guidelines for the design and construction
of production wells:

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A* Wells should be sized to yield the safe, maximum quantity and
provide two casing sizes.of clearance between pump bowls and casing
to allow for movement, seismic shifting, construction deviations in
alignment or plumbness, and for future maintenance. A twelve-inch
diameter is the smallest casing size desirable for wells which
produce 250 gallons per minute and more.

B. Well construction techniques practiced by GWDC (Ground Water
Development Corporation) were approved by the Corps of Engineers
for shallow (less than 200 feet deep) wells and, in general, are
suitable in extrusive volcanic aquifersi Modifications and changes
in the techniques should not be attempted without the approval of a
qualified technical supervisor.

C. Continuous sampling, logging and testing (gradation and classifica-
tion) should be done below the ground water table level.

D. All permanent water wells should have sanitary seals installed
under technical supervision.

E. Elevation of ground water, amount of change and time lag compared
with tidal cycle and quality of water with depth will determine the
depth of the hole and permanent pump setting.

F. Design of Wells: Length, diameter and slot size of screen (wire
wound, continuous slot, welded), position in hole, final depth of
hole, yield-drawdown pumping tests and quality of water are impor-

tant features and should be controlled and recorded.

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CONCLUSIONS AND RECOMMMATIONS

The natural quality of fresh ground water in American Samoa is very
good. It meets the maximum contaminant levels set forth in the National
Primary Drinking Water Regulations for the parameters measured and is
suitable for domestic consumption and current industrial uses in American
Samoa. The problems encountered over the years are primarily due to the
previous lack of technical expertise and other management and training

needs.

The following is a summary of the problems identified in this study
and the short-term and long-term recommendations developed in solution
to these problems.

Problems Identified.

A. Saltwater Intrusion. Due to the "sensitivity" of the thin basal
freshwater lens near the coastline, saltwater, or seawater , intru-
sion has been a constant threat to ground water development in
certain areas, such as the Tafunafou well field.

B. Ground Water Contamination. The potential for ground water contami-
nation due to indiscriminate waste disposal practices and improper
watershed management is another constant threat to the integrity of
ground water supplies. This problem is enhanced by the existence
of abandoned, unsealed holes and wells which can serve as direct
pipelines to ground water supplies, as well as production and
observation wells with inadequate sanitary seals.

C. Right-of-Way Problem. Attempts to successfully develop ground
water in American Samoa have been constantly hampered by the govern-
ment's inability to gain access to favorable sites for exploratory
drilling and, subsequently, the right-of-way needed to construct
production wells at those sites determined to have good potential.

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D* Lack of Technical Expertise, In the past, the lack of qualified
technical expertise (viz.,' experienced hydrogeologists and well
drillers) to supervise and direct both the exploratory drilling and
production well construction programs has resulted in well construc-
tion records of little or no usefulness and poorly constructed

wells.

E. InadequateOperating Data for Production Wells. Inadequate operat-
ing data precludes evaluating the performance of each production
well and exercising proper well field management. Each production
well should be metered and should be equipped for static water,
level and water quality monitoring.

F. Insufficient Observation Well Data. Except for a few sites, observa-
tion wells are generally not monitored regularly.

G. Inaccurate Elevation Data. At the time of this writing, elevation

data needed to determine the thickness of the basal freshwater lens

with reference to mean sea level were found to be inaccurate and

prohibited a quantitative analysis of the Tafuna-Leone aquifer in
this study. This problem is being, or has been, rectified by the
ASG Department of Public Works.

Short-Term Recommendations

A. Exploratory Well Drilling Program:

1. Avoid over-development of the basal freshwater lens in the
Tafunafou area by directing ground water development programs to other

areas.

2. Investigate the potential of the Malaeimi and Malaeloa valleys
which appear to be the most promising areas at the present time, as
supplemental sources of ground water for the central government system.

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3. Conduct a ground reconnaissance survey of villages outside the
existing government system with water supply problems to identify and
inventory those'which are eligible for further ground water exploration.
The importance of having a qualified hydrogeologist to provide the
technical expertise needed for this survey cannot be overemphasized.

B. Ground Water Contamination:

1. Institute a program to seal abandoned and unsealed drilled
holes and wells and to assure that production and observation wells in
use have adequate sanitary seals.

2. Select production well sites above, or upstream, of antici-
pated sources of contaminants, insofar as possible, to minimize the need
for strict watershed management and conflicting land uses.

3. Coordinate waste collection and disposal (wastewater and solid
waste) and land use practices and plans to assure protection of ground
water supplies.

C. Production Well Construction:

1. Maintain the qualified technical expertise required in the
engineering, design, and construction of wells to fit the particular
hydrology and geology of subsurface conditions at each individual well
site and to oversee the mechanical aspects of well drilling (see section
on Production Well Construction in text for suggested guidelines).

Long-Term Recommendation

A. Develop a Hydrologic Budget for the Island of Tutuila. A hydro-
logic, or water, budget is a method of quantifying the four phases of
the hydrologic cycle (i.e., precipitation,.evaporation and transpiration,

B-33

surface water and ground water) and their interactions for a given area.
It is particularly useful in managing water supplies and in evaluating
and forecasting the impacts of certain actions (e.g., dry spells,
projected growth and demand, etc.) on each hydrologic component. It
requires extensive data collected through well-conceived monitoring
programs over extended periods.

For American Samoa, the hydrologic budget should encompass the
whole island of Tutuila as a complete hydrologic unit with special focus
on the Tafuna-Leone aquifer because of its importance as the primary
source of ground water. The U.S. Geological Survey and the National
Weather Service are the primary agencies responsible for gathering
hydrologic and meteorologic data in American Samoa. Discussions with
USGS have revealed that their data gathering programs are directed
oward this objective. ASG should continue to coordinate their moni-
toring efforts to complement those of USGS and the National Weather
t

Service for the purpose of someday acquiring this capability.

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LIST OF REFERENCES

Bentley, C. B., September 1975. Ground-Water Resources of American
Samoa with Emphasis on the Tafuna-Leone Plain, Tutuila Island, U.S.
Geological Survey Water-Resources Investigations 29-75.

Burnham, W. L., 1974. Chronologic Summary of Activity and Information
from the U.S. Geological Survey, WRD, Technical Advisory Assistance to
Federal Disaster Assistance Administration on Drought in American Samoa,
9 October 1974. U.S.G.S. Water Resources Division, Menlo Park, California.

CH2M Hill, November 1975. Water System Study - Western Portion of
Tutuila Island. Prepared for the Department of Public Works, Government

of American Samoa.

Davis, D. A., 1963. Ground-Water Reconnaissance of American Samoa
Geological Survey Water-Supply Paper, 1608-C.

Edward E. Johnson, Inc., 1966. Ground Water and Wells.

Flanagan, M. J., April 1976. American Samoa's Water System Improve-

ment Program.

Malae, A. U., 1976. The Effect of the Safe Drinking Water Act on
American Samoa. M.S. Thesis, University of Pittsburgh.

Linsley, R. K., M. A. Kohler and J. L. H. Paulhus, 1958. Hydrology
for Engineers, McGraw-Hill Book Company.

Stearns, H. T., 1944. Geology of the Samoan Islands, Geological Society
of America, Bull. v. 55, pp. 1279-1332.

B-35

StIoe, G, D. and F. W. McCoy, Jr., 1968. The Geology of the Manu'a
Islands, Samoa, Pacific Science, v. 22, No. 4, pp. 427-457.

U.S. Army Engineer District, Honolulu, December 1977. American Samoa
Water Resources Study - Plan of Study.

U.S. Army Engineer Division, Mediterranean, October 1961. Water Well
Construction, Manual No. 7.

U.S. Army Engineer Division, Pacific Ocean, 1975 and 1976. Memorandum
of Understanding Between the Government of American Samoa and-the Corps
of Engineers, Department of the Army for Real Estate, Engineering.Design
and Construction Services (effective 5 September 1975), and Implementing
Agreement for FY '76 Exploratory Well Drilling, 29 July 1976.

U.S. Environmental Protection Agency, 1975. Manual of Water Well
Construction Methods, EPA-570/9-75-001.

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a
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I REVIEW OF EXISTING LITERATURE
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REVIEW OF EXISTING LITERATURE

A review of existing literature serves to provide a setting for this
report. It gives an idea of the problems and concerns that faced the
Department of Public Works during the development of the water system
and gives insight as to why certain courses of action were pursued.

The review will provide a bibliography which is as complete as possible
for future stud ies or engineering designs for the water system. It
will also help to identify areas in which data is lacking and more study

or data collection is required.

The literature review will be presented in nearly a chronological order
so that it will show a somewhat logical development of data as the water
system itself developed and expanded.

Literature Review:

1. Report Covering A Master Planned Water Supply and Distribution
System for the Pago Pago and T@ifuna Areas, Austin, Smith & Associ-
ates, Inc., February 1963.
This report noted the growing population and industrial growth in the
Pago Pago Harbor and Tafuna areas and pointed out the inability of
surface water sources to meet water demands. The report recommended
the construction of nearly seven million gallons of distribution and
raw water storage. It also recommended interconnecting the three Bay
Area water systems and providing slow sand filters and chlorination

to the surface water sources.

In an attempt to eliminate the complete dependence on stream flow,
the report recommended construction oftwo shallow wells and a more
detailed evaluation of the ground water potential of the Tafuna Plain.

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The authors noted a high per capita water consumption and estimated
that 40% of the water used was unnecessary or wasted.

2. Water Supply and Distribution Systems Pago Pago and Tafuna Areas,
Austin, Smith & Associates, Inc. April 1966.
This report is an operations manual for the water system as improved
by construction under the recommendations of the 1963 report. In addi-
tion to system operation instructions, the report pointed out the neces-
sity of developing basal ground water supplies to insure a safe and
adequate water supply during low rainfall periods.

3. Inventory of Village Water Systems in American Samoa, R.H. Dale,
U.S. Geological Survey, November 1970.
This report tabulates the estimated water demand, the presently deve-
loped supply, and the estimated availability of water for all villages
on Tutuila, American Samoa. The report is based upon limited data
obtained during a brief visit to each village during October of 1970.
Of necessity, much of the data is estimated and the results are reported
in a generalized manner.

4. Report Covering Salt Water Fire Protection System, Roger L. Sinclair,
May 1971.
This study investigated the existing Bay Area water system for its fire
protection capabilities. The report listed the following conclusions

and recommendations:

1. Existing storage capacity of 5.25 million gallons in the Bay
Area is adequate if reservoirs are kept at least 30% full.
2. The existing surface water sources are unreliable.
3. The existing distribution system has been poorly operated
and as a result, large volumes of water are wasted and reser-
voirs can not be kept full.

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4. The present schedule for improvements to the water system
will not provide adequate fire protection for at least three

years.
5. The solution for immediate relief of the fire protection
problem is to utilize the vast quantity of salt water in Pago
Pago Bay.
6. By designing the salt water system in accordance with the
water system master plan, the pipelines can be converted to
'the fresh water system when the fresh water system becomes

more reliable.

5. Report Updatingthe 1963 Master Planned Water Supply and Distribution
System including the Leone Plan; Austin, Smith & Associates, Inc.,
April 1972.
This report documented the tremendous population growth rate in the
Pago Pago Bay area and Tafuna Plain area from 1960 to 1970. Population
in these regions was growing at an annual average rate of 5.7%.

Water consumption had also increased because of the increasing popu-

lation and increased industrial activities. The 1990 demand in their
study area (which extended from Leone Village to Breakers Point) was
estimated at 7.8 million gallons per day.

The report noted that large volumes of water were currently lost due
to leakage and waste. It was estimated that the current consumption
could be reduced by 20% if the system was operated in an efficient and

businesslike manner.

Ground water was recommended as the most efficient way to meet water
shortages. The estimated yield from the Tafuna Plain was 5.5 million
gallons per day. When this ground water is combined with surface water,
it could easily meet the projected water demands.

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The report presented a five year, five million dollar capital improve-
ment program for the fiscal years 1973 through 1977. The program in-
cluded such items as 1) coftstruotion of wells, 2) installation of a
12-inch pipeline from Nuuuli to Fagaalu Village so that ground water
could be brought into the Bay Area, 3) increased water storage capacity,
4) treatment facilities for surface water sources, 5) expanded distri-
bution pipelines, and 6) improvements to the existing distribution
system and metering of water services to reduce water waste.

6. Preliminary Report-Analysi3 of Vaipito and Faga'alu Water Treatment
Systems, The R.M. Towill Corporation, 1973.
See the following for final report recommendations.

7. Final Report-Analysis of Vaipito and Faga'alu Water Treatment Systems,
R. M. Towill Corporation, June 1973.
The purpose of this report was to evaluate the water quality of the
existing streams feeding the Vaipito and Fagaalu Reservoirs to determine
the adequacy of the present water treatment system to efficiently treat
the water and to propose a means of improving finished water quality
by rehabilitating the filters. The conclusions and recommendations
were that the surface water supplies were not protected and were subject
to instantaneous changes in water quality and quantity. These varia-
tions in water quality and quantity make the utilization of these water
supply systems subject to close scrutiny to see whether they lend them-
selves to economical and practical management to insure a fail-safe
potable water supply. The abandonment, continuation or usage of these
systems as a backup should be determined by a master plan evaluation
of the water requirements and sources of supply. Consideration should
be given to abandoning these sources.

8. Basis for Design - FY 74 Water System Expansion, R.M. Towill Cor-
poration, January 1974.

C-4

Prepared to document the basis of the design of the FY 74 water system
expansion, this report contains the design criteria, reference reports
and design calculations.

It should be noted that the FY 74 construction package was considerably
changed by the Government of American Samoa prior to its inclusion as
part of the FY 75 improvement program.

9. Analysis of Water Distribution System, The R.M. Towill Cc rporation,
not dated, estimated at January 1975.
This report was prepared prior to the design of the fiscal year 1975
water system improvement program and was a consequence of the previous
surface water treatment study which cast serious doubts on the advisabi-
lity of continuing the use of the existing surface water sources.

The report's stated purpose was to analyze the existing water supply
system and to develop recommended improvements necessary to insure
that adequate water supply facilities will be available for the design
year 1990 in the water service area from the Tafuna well field to Aua.

The report gave the following concl usions and recommendations:

1. The well fields must be capable of delivering 6.9 million
gallons per day in 1990 to satisfy water demands.
2. The existing booster stations are undersized to serve the
Bay Area if surface water supplies within the Bay Area are

not used.

3. Inadequate records are maintained of the water system opera-

ting characteristics.
4. No additional storage is required for peak hour equalizing
purposes, but fire storage is inadequate in the Tafuna area
and marginal in all others not protected by the salt water
fire protection system.

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10. Standard Specifications and Construction Details for the Water
Distribution System, R.M. Towill Corporation, November 1975.
The title of this document is self explanatory of its contents.
This document was intended to act as a standard document that would

reduce duplication in preparing water system construction documents.
The standards were also to provide guidance to government construction
and operations forces for their work on the water system.

11. Leak Detection Survey and Personnel Training, Gilbert Associates,
Inc., July 1974.
The work undertaken and covered in this report was to perform a.leak
survey of the government water system.

The survey discovered approximate ly 500,000 gallons per day in under-
ground leakage and surface service lateral water losses by wastage.
Generally the report found the system to be in fair condition, but in
need of more efficient operation with a good preventive and corrective
maintenance program. The report noted a complete lack of system opera-
ting records and construction standards. Metering of all individual

services was recommended to eliminate observed water waste.

12. A Report of Immediate Improvements to Water System, Tafuna Plains
to Pago Pago Harbor Area, CH2M - Hill, March 1975.
This report was prepared at the request of Governor Earl Ruth in response
to continued water shortages in American Samoa caused by record low
rainfalls in 1974. This report was used by the Governor at his funding
requests in Washington D.C. and contained recommendations for the use
of Olovalu Crater for surface water storage and treatment facilities.

Recommendations were made for 1) ground water investigation that would
determine the safe sustained yield of the Tafuna-Leone Plain, 2) geo-
technical investigations of the Olovalu Crater to determine its suitability

C-6

for use as a storage reservoir and 3) improvements to the water trans-
mission system that would convey water from Olovalu Crater to the Bay
Area without booster pumping stations. I

The report should be considered more of a proposal than a planning

document.

13. Inventory of the Economic Development Administration Village Water
System Program, URS/The Ken R. White Company, October 1975.
This report inventoried the status of the approximately 30 village water
systems that were being improved under a grant from the Economic Develop-
ment Administration. Through brief field visits, interviews with A.S.G.
and village officials and reviews of American Samoa Government documents,
the report attempted to determine: 1) which village had been completed
according to the original program criteria, 2) the present operating
condition of the systems and 3) if required, the additional work required
to make the system operational.

14. Water System Study: Western Portion of Tutuila Island Including
A Proposed South Shore Master Plan, CH2M-Hill, November 1975.
When the A.S.G. proposed to take over the Leone water system in 1974,
part of the agreement with the chiefs was that they would have an indepen-
dent engineer recommend the required improvements.

The first section of this report is in response to that agreement.
It analyzes the water system requirements for the area from Amanave
to Futiga. Recommendations are based upon domestic, industrial and
fire flow requirements projected for the area. The report investigated
existing sources and recommended that wells in the Leone Area be used
only during the dry season as the supply was limited. The bulk of the
water sources were to be from the Asili, Leafu, and Fuafua stream basins.
The report recommended distribution and storage facilities.

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The second portion of this report was requested by Governor Ruth in
response to-continued dry weather and acute water shortages in Samoa.
A proposal was made for what is called the Olovalu Crater project.
The basic features of this proposal were that:

1. The ground water supply on Tutuila Island is finite and may
be inadequate to meet total projected water requirements.
2. Existing storage distribution and storage facilities are
inadequate to meet existing demands.
3. Misuse and waste of water is a common practice. A universal
system of metering should be installed immediately.
4. A large volume (560 million gallons) storage reservoir created
within Olovalu crater would eliminate water shortages to the
design year 2010 and help to preserve the ground water lens.
5. Surface water supply to the crater would be from the Asili,

Leafu and Fuafua streams.
6. All treatment of surface sources would be at a central point
at the crater and transmission to the Bay Area would be by
high pressure gravity flow in large diameter pipelines.

16. Ground Water Resources of American Samoa with Emphasis on the
Tafuna-Leone Plain, Tutuila Island, Bentley C.B., USGS Water Re-
sources Investigation Report No. 29-75, 1975.
This is a summary of the available ground water data for the islands
of American Samoa. Includes hydrogeology, descriptions of occurrences
of the ground water, the aquifer and well production characteristics
and discussions of the future development of ground water. The safe
yeild for the Tafuna Plain was estimated at 30,000 acre feet or 26.6

MGD.

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17. Public Works Role in Developing American Samoa, Sinagege Randorf
Morris, 1976.

Submitted as a part of the requirements for a Master of Public Works
Degree, Mr. Morris presents a brief historical background of American
Samoa, a review of the Department of Public Works' organizational struc-
ture and responsibilities and recommendations for reorganization.

Based upon the author's first hand experience as a management employee
in the Department of Public Works for many years, recommendations are
given to improve the operational abilities and efficiency of the depart-

ment.

Recognizing the importance of water to economic growth and health, a
recommendation is made for creation of a water and power authority so
that the utilities will operate on a businesslike basis separate from
the Department of Public Works.

18. The Effect of the Safe Drinking Water Act on American Samoa, Abe
Utu Malae, 1976.
Submitted in partial fulfillment of the requirements for a masters
degree, this study addresses the costs and benefits that will accrue
from implementation of the Safe Drinking Water Act of 1974 as well as
Water Quality Monitoring Requirements. It also examines the constraints
(administrative, personnel, and legal) that are peculiar to American

Samoa and will affect the administration and enforcement of the act.

19. American Samoa's Water System Improvement Program, Mattew J. Flanagan,
April 1976.
This paper was prepared for presentation to the 1976 American Water
Works Association meeting in Honolulu. The paper contains a short
history of Samoa Water System Improvements and explains the basis of

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the improvement program that is presently underway. The design popu-
lations and flow rates that ar e the basis for the design of current
improvement programs are shown.

20. Disinfection of Ground Water Supplies - Predesign Study, CH2MHill,
May 13, 1977.
The scope of this study included data collection on operation of exist-
ing wells, field analysis of well water to determine chlorine demand,
evaluation of alternate chlorination equipment for use in Samoa, and
the preparation of a report summarizing the findings.

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