Hydrogeology and Simulation of Ground-Water 

Flow in the Upper Aquifer of the Rio Camuy to 

Rio Grande de Manati Area, Puerto Rico

By Sigfredo Torres-Gonzalez, Michael Planert, 

and Jose M. Rodrfguez

U.S. GEOLOGICAL SURVEY 

Water-Resources Investigations Report 95-4286

Prepared in cooperation with the

Puerto Rico Aqueduct and Sewer Authority

Puerto Rico Industrial Development Corporation

Puerto Rico Department of Natural and Environmental Resources

San Juan, Puerto Rico 

1996
U.S. DEPARTMENT OF THE INTERIOR 

BRUCE BABBITT, Secretary

U.S. GEOLOGICAL SURVEY

Gordon P. Eaton, Director

For additional information write to:

District Chief

U.S. Geological Survey

GSA Center, Suite 400-15

651 Federal Drive

San Juan, Puerto Rico 00965

Copies of this report can be purchased from:

U.S. Geological Survey 

Branch of Information Services 

Box 25286 

Denver, CO 80225-0286
CONTENTS

Abstract................................................................................................................................................................ 1

Introduction...........................................^

Acknowledgments .........................................................................................................................................3

Description of the study area.........................................................................................................................3

Water use....................................................................................................................................................... 9

Geologic setting.................................................................................................................................................. 10

Hydrogeologic setting........................................................................................................................................ 10

Upper aquifer............................................................................................................................................... 10

Basal and fine-grained confining units........................................................................................................ 13

Lower aquifer............................................................................................................................................... 14

Potentiometric surface of the upper aquifer................................................................................................. 17

Ground-water flow....................................................................................................................................... 17

Surface-water/ground-water interaction...................................................................................................... 17

Hydrologic budget.......................................................................................................................................21

Ground-water flow model of the upper aquifer .................................................................................................22

Calibration strategy......................................................................................................................................22

Model assumptions................................................................................................................................22

Model design.........................................................................................................................................25

Boundary conditions....................................................................................................................................25

Hydrologic input data..................................................................................................................................25

Transmissivity distribution....................................................................................................................25

Aquifer recharge....................................................................................................................................28

Riverbed conductance...........................................................................................................................28

Vertical conductance.............................................................................................................................28

Calibration process ......................................................................................................................................28

Sensitivity analysis ......................................................................................................................................36

Additional data needs and model limitations .....................................................................................................40

Summary ............................................................................................................................................................41

Selected references.............................................................................................................................................41

Appendix 1 .........................................................................................................................................................44

Appendix 2.........................................................................................................................................................99

Contents III
Figures

1. Map showing location of the Rio Camuy to Rio Grande de Manati study area,

North Coast Province, Puerto Rico............................................................................................................4

2. Map showing location of wells, springs, and meteorological and stream-gaging 

stations in the Rio Camuy to Rio Grande de Manati study area, North Coast 

Province, Puerto Rico................................................................................................................................5

3. Graphs showing monthly rainfall at National Weather Bureau stations in the

Camuy-Barceloneta area, Puerto Rico, 1986-1989 ...................................................................................9

4. Map showing generalized geology of the Rio Camuy to Rio Grande de Manati

study area, North Coast Province, Puerto Rico ......................................................................................11

5. Diagram showing generalized cross sections of the Camuy and Cruce Davila areas,

North Coast Province, Puerto Rico, showing the upper aquifer system.................................................. 12

6. Diagram showing estimated thickness of the upper aquifer freshwater lens along a

west-east hydrogeologic section in areas in the North Coast Province, Puerto Rico.............................. 14

7. Map showing regionalized distribution of the estimated aquifer transmissivity for 

the upper aquifer system in the Rio Camuy to Rio Grande de Manati study area, 

North Coast Province, Puerto Rico.......................................................................................................... 15

8. Map showing estimated altitude at the base of the upper aquifer in the Rio Camuy

to Rio Grande de Manati study area, North Coast Province, Puerto Rico............................................... 16

9. Map showing composite potentiometric surface of the upper aquifer for the years 

1965 and 1987 in the Rio Camuy to Rio Grande de Manati study area, North 

Coast Province, Puerto Rico.................................................................................................................... 18

10. Hydrograph of ground-water levels at wells 34 and 44 in the Barceloneta area,

Puerto Rico ..............................................................................................................................................19

11. Map showing generalized soils map of the Rio Camuy to Rio Grande de Manati

study area, North Coast Province, Puerto Rico .......................................................................................20

12. Map showing coastal areas in the North Coast Province of Puerto Rico covered 

by Giusti and Bennett (1976), and for which an estimated hydrologic budget is 

available.............................................................................................................................................^

13. Schematic diagram of the upper aquifer showing the vertical and horizontal

direction of ground-water flow................................................................................................................24

14. Model grid and boundary conditions for the ground-water flow model of the upper aquifer 

in the Rio Camuy to Rio Grande de Manati study area, North Coast Province, Puerto Rico

a) layer one ..............................................................................................................................................26

b) layer two .............................................................................................................................................27

15. Calibrated distribution of the upper aquifer transmissivity of the ground-water flow model 

in the Rio Camuy to Rio Grande de Manati study area, North Coast Province, Puerto Rico

a) layer one...............................................................................................................................................29

b) layer two..............................................................................................................................................30

IV Contents
16. Calibrated distribution of recharge rates for the ground-water flow model of the upper 

aquifer system in the Rio Camuy to Rio Grande de Manati study area, North Coast 

Province, Puerto Rico..............................................................................................................................33

17. Calibrated vertical hydraulic conductivity divided by the average thickness of the 

(1) limestone-limestone and (2) the limestone-alluvium aquifer zones in the Rio 

Camuy to Rio Grande de Manati study area, North Coast Province, Puerto Rico ..................................34

18. Simulated potentiometric surface for 1965 conditions in the Rio Camuy to Rio

Grande de Manati study area, North Coast Province, Puerto Rico..........................................................35

19. Simulated potentiometric surface for 1987 conditions in the Rio Camuy to Rio

Grande de Manati study area, North Coast Province, Puerto Rico.......................................................... 38

20. Schematic diagram of the upper aquifer showing simulated ground-water budget

rates for 1965 and 1987 conditions..........................................................................................................39

Tables

1. Well data collection sites and related data in the Rio Camuy to Rio Grande de 

Manati study area, North Coast Province, Puerto Rico...................................

2. Simulated and measured 1965 heads in the Rio Camuy to Rio Grande de Manati

study area, North Coast Province, Puerto Rico .......................................................................................32

3. Simulated and measured 1987 heads in the Rio Camuy to Rio Grande de Manati

study area, North Coast Province, Puerto Rico .......................................................................................37

Contents
CONVERSION FACTORS, ABBREVIATED WATER-QUALITY UNIT, AND ACRONYMS

Multiply By To obtain

inch (in.) 

foot (ft)

^\

square mile (mi )

cubic foot per second (ft /s)

million gallons per day (Mgal/d)

2.540

0.3048

2.590

0.02832

3.785

centimeter

meter

square kilometer

cubic meter per second

million liters per day

Abbreviated water-quality unit used in this report:

mg/L milligrams per liter

Acronyms used in this report:

GWSI Ground-Water Site Inventory

PRASA Puerto Rico Aqueduct and Sewer Authority

PRDNER Puerto Rico Department of Natural and Environmental Resources

PRIDCO Puerto Rico Industrial Development Corporation

USGS U.S. Geological Survey

VI Contents
Hydrogeology and Simulation of Ground-Water Flow in the 

Upper Aquifer of the Rio Camuy to Rfo Grande de Manati 

Area, Puerto Rico

By Sigfredo Torres-Gonzalez, Michael Planert, and Jose M. Rodrfguez

ABSTRACT

The hydrogeologic characteristics and groundwater flow of the upper aquifer in the Rio 

Camuy to Rio Grande de Manati area of the 

North Coast Province were defined and 

evaluated by digital-model simulation. A quasithree-dimensional finite-difference, groundwater flow model was developed and calibrated 

to simulate steady-state hydrologic conditions 

for two time periods - 1965 and 1987. The study 

area covers about 195 square miles and includes 

the municipalities of Manati, Barceloneta, 

Arecibo, Camuy, and Hatillo. The most 

important streams in the study area that interact 

with the upper aquifer are the Rio Camuy, Rio 

Tanama, Rio Grande de Arecibo, and Rio 

Grande de Manati. The climate of the study 

area is tropical humid. Mean annual rainfall 

ranges from 60 inches along the coast to 70 

inches inland.

The hydrogeologic framework of the Rio 

Camuy to Rio Grande de Manati area consists 

of an unconfmed upper aquifer, a confined lower 

aquifer, and an intermediate confining unit 

separating the two aquifers. The upper aquifer is 

contained within the Aguada and Aymamon 

Limestones and alluvial deposits. The section of 

the upper aquifer containing freshwater generally 

is not greater than 300 feet thick; it thins to zero 

thickness at some point offshore and its 

maximum freshwater thickness is about 400 feet. 

Transmissivity values for the upper aquifer can 

be as much as 100,000 feet squared per day in 

the central part of the study area. Transmissivity 

values in the Aguada and Aymamon Limestones

calculated for wells near the shoreline are 

somewhat lower as a result of the position of the 

diminished thickness of the freshwater part of 

the aquifer in coastal areas. In the southern part 

of the study area, average transmissivity values 

are generally not greater than 3,000 feet squared 

per day. Estimated hydraulic conductivity values 

for alluvial deposits in the upper aquifer range 

from 25 to 40 feet per day in the lower Rio 

Grande de Arecibo valley and from 20 to 30 feet 

per day in the Rio Grande de Manati valley.

Most ground-water recharge to the upper 

aquifer occurs in the outcrop area of the Aguada 

Limestone and generally flows north through the 

Aguada Limestone into the Aymamon 

Limestone. Recharge occurs mainly in the 

central and southern parts of the study area 

where karst features predominate. The higher 

rates of recharge of 20 to 28 inches per year 

occur where limestone is at or near land surface.

The most important regional drainage feature 

of the study area is the Cano Tiburones, a 

former marine slough between the lower Rio 

Grande de Arecibo and Rio Grande de Manati. 

The Cano Tiburones, with an area of 

approximately 18 square miles, drains surfacewater runoff and ground-water discharge 

towards a main channel. This main channel is 

called the Canal Central, in which surface-water 

is pumped out towards the ocean by four 50,000 

gallons per minute turbine pumps. Pumpage 

from El Vigia, a pump station on the western 

section of the Cano Tiburones, amounts to 111 

cubic feet per second under normal conditions 

and is a mixture of freshwater and sea water.

Abstract 1
A two-layer digital model was used to 

simulate ground-water flow within the upper 

aquifer. Hydrologic conditions prior to 1965 

were considered to be near average-annual 

predevelopment conditions and were simulated 

to develop calibrated arrays of aquifer hydraulic 

characteristics and recharge. For hydrologic 

conditions prior to 1965, thirty-six of a total of 

38 heads at locations in which water levels were 

measured were calibrated to within 18 feet of 

measured heads at wells. For hydrologic 

conditions during 1987, thirty-five of a total 38 

heads at locations in which water levels were 

measured were calibrated to within 18 feet of 

measured heads at wells.

Simulated ground-water inflow for 

predevelopment, prior to 1965, hydrologic 

conditions included areal recharge of 140 cubic 

feet per second, subsurface contributions from 

unconfmed parts of the lower aquifer of 6.4 

cubic feet per second, northern flow to the Cano 

Tiburones of 20 cubic feet per second, and 

streamflow infiltration to the upper aquifer of 10 

cubic feet per second. Simulated ground-water 

outflow for predevelopment, prior to 1965, 

hydrologic conditions are discharge to the Cano 

Tiburones of 69 cubic feet per second, discharge 

to the sea of 26 cubic feet per second, and upper 

aquifer discharge to streamflow of 81 cubic feet 

per second. For hydrologic conditions during 

1987, simulated ground-water inflow included 

areal recharge of 140 cubic feet per second, 

subsurface contributions from the unconfined 

parts of the lower aquifer of 6.4 cubic feet per 

second, nothward flow towards the Cano 

Tiburones of 20 cubic feet per second, and 

streamflow infiltration of 14 cubic feet per 

second. Simulated ground-water outflow for 

1987 hydrologic conditions are discharge to the 

Cano Tiburones of 63 cubic feet per second, 

discharge to the ocean of 24 cubic feet per 

second, discharge to pumping wells of 24 cubic 

feet per second, and upper aquifer discharge to 

river reaches of 70 cubic feet per second. The 

simulated sources of water for the 24 cubic feet 

per second of pumping, compared to

predevelopment conditions were a 3.6 cubic feet 

per second increase in streamflow infiltration, a 

2.5 cubic feet per second reduction in discharge 

to the sea, a 6.4 cubic feet per second reduction 

in flow to the Cano Tiburones, and an 11 cubic 

feet per second reduction in streamflow gain.

Simulated freshwater discharge to the Cano 

Tiburones was 69 cubic feet per second, which 

falls between the estimated values of 67 to 78 

cubic feet per second reported by previous 

investigations. Simulated discharge to the Rio 

Camuy and Rio Grande de Manati was 12 and 

18 cubic feet per second compared to an 

estimated of 17 cubic feet per second based on 

an analysis of streamflow records. Because of 

regulation, there were insufficient data to 

evaluate the ground-water discharge to the Rio 

Grande de Arecibo; however, the model 

simulated a gain of 7 cubic feet per second for 

this river. The model simulated the Rio Tanama 

to be losing water in most reaches. The 

simulated net gain to the Rio Tanama was about 

2 cubic feet per second (ftVs). This discharge 

represents a loss of about 5 cubic feet per second 

upstream of the alluvial deposits of the lower 

Rio Grande de Arecibo while within the alluvial 

deposits it gained 7 cubic feet per second. 

Simulation of the 1987 average pumping rates of 

15.5 million gallons per day resulted in 

significant head differences between observed 

and simulated heads in the southernmost areas 

where the aquifer transmissivity is less than 1,000 

square feet per day. Along the central and 

northernmost parts of the study area, differences 

between measured and simulated heads were 

minimal.

INTRODUCTION

The Rio Camuy to Rio Grande de Manati area is 

located 35 miles west of the San Juan metropolitan areas 

(fig. 1). The Rio Camuy to Rio Grande de Manati area 

extends from about 3 mi west of the Rio Camuy in 

northwestern Puerto Rico, to about 3 mi east of the Rio 

Grande de Manati in north-central Puerto Rico (fig. 2). 

The most productive and permeable aquifers in Puerto 

Rico are contained within this area. The aquifer system in

2 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
the Rio Camuy to Rio Grande de Manati area consists of 

an upper unconfined aquifer that extends throughout 

much of the area and a lower confined aquifer. The most 

important water-supply source in the area is the upper 

aquifer. In 1982, withdrawals from the upper aquifer were 

estimated at about 20 Mgal/d (Torres-Gonzalez and 

Wolansky, 1984). Future water withdrawals from the 

upper aquifer are expected to increase to meet the 

growing demands of industrial development and public 

water supply in the area.

In 1983, the U.S. Geological Survey, in cooperation 

with the Puerto Rico Aqueduct and Sewer Authority 

(PRASA), the Puerto Rico Industrial Development 

Corporation (PRIDCO), and the Puerto Rico Department 

of Natural and Environmental Resources (PRDNER), 

began hydrogeologic investigations to provide a 

comprehensive appraisal of the ground-water resources of 

the North Coast Province of Puerto Rico (fig. 1). This 

report describes the results of one component of these 

investigations: the hydrogeologic characteristics of the 

upper aquifer in the Rio Camuy to Rio Grande de Manatf 

area of the North Coast Province (fig. 2) and the 

calibration of a digital model of ground-water flow in the 

upper aquifer.

The purpose of this investigation component is to 

quantitatively define the hydrogeology of the upper 

aquifer in the Rio Camuy to Rio Grande de Manati area. 

To accomplish this, the geology and hydrology were 

described, aquifer inflows and outflows were estimated, 

and a quasi-three-dimensional finite-difference, steadystate ground-water flow model was developed and 

calibrated. Model calibration was based on the simulation 

of hydrologic conditions for two time periods, 1965 when 

the aquifer was basically undeveloped (predevelopment 

conditions) and 1987 when the aquifer was basically fully 

developed (present conditions).

Data used to define and describe aquifer hydrogeology 

and to design and calibrate the ground-water flow model 

were compiled from existing well records, information 

from three deep exploratory test wells, water-level 

measurements in wells, stream discharge data, and 

PRASA and PRDNER production and franchise water 

records.

Acknowledgments

The authors gratefully acknowledge the assistance of 

Maria Villalobos and the employees of the Franchise 

Division of PRDNER, who provided valuable 

information on specific capacity and pumpage of wells in 

the area.

Description of the Study Area

The study area is located within the North Coast 

Province of Puerto Rico and is bounded by the Atlantic 

Ocean to the north, areas of outcrop of the Cibao 

Formation to the south and southeast, and areas of outcrop 

of the Aguada Limestone to the southwest (fig. 2 and 

table 1). The study area covers about 195 mi2, and 

includes the municipalities of Manati, Barceloneta, 

Arecibo, Camuy, and Hatillo. In 1990, the population 

within the area was about 176,000 (U.S. Department of 

Commerce, 1991).

The most important regional drainage feature of the 

area is Cano Tiburones, a former marine slough located 

between the lower Rio Grande de Arecibo and lower Rio 

Grande de Manati (fig. 2). Cano Tiburones is a low area, 

parallel to the coast, that extends 12 mi in length and has 

an average width of 1.5 mi (an area of about 18 mi2). The 

scarcity of land resources for agriculture prompted 

engineers in 1907 to drain the Cano Tiburones by gravity, 

using closely-spaced herringbone laterals (Zack and 

Class-Cacho, 1984, p. 6). Cano Tiburones consists of a 

series of canals which drain surface-water runoff and 

ground-water discharge towards a main channel called the 

Canal Central. In 1949, additional drainage of the soil 

zone was accomplished by the installation of four low-lift 

turbine pumps at El Vigia (Zack and Class-Cacho, 1984, 

p. 7). The water in the Canal Central was then pumped out 

towards the ocean by the four turbine pumps, each rated at 

50,000 gal/min (Diaz, 1973, pi. 2). Usually only one 

pump is necessary to maintain the required water levels in 

the canals. However, during heavy rains and subsequent 

flooding, all four pumps are operated to drain the area.

Introduction
90° 80° 70° 60°

I

5

CO

(D

C o

I I

30°

20°

10°

ATLANTIC OCEAN

67°15' 67°00' 45' 30' 15' 66°00' 45' 65°30'

18°30'-

15'

18W

Study Area

ATLANTIC OCEAN

Laguna Tortuguero

San Juan

Southern extent 

North Coast Province

PUERTO RICO

EXPLANATION

City

CARIBBEAN SEA

10 20 MILES

Figure 1. Location of the Rio Camuy to Rio Grande de Manati study area, North Coast Province, Puerto Rico.
EXPLANATION

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Introduction
Table 1. Well data collection sites and related status in the Rfo Camuy to Rk> Grande de Manatf study area, North 

Coast Province, Puerto Rico

Map 

Number

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

Well name

Rio Arriba 

Saliente #3

Rio Arriba

Saliente #1

Dupont

IAS#2

Ciales

Rossy #3

Acropolis

Vocacional

Melendez

Coto Sur #4

Bloques Carmelo

Oficina PRASA

Rabanos

Boquillas

Monserrate Sur

Manati #1

F. Calaf

Cantito La Luisa

Medina Dairy

Chardon

Montebello #2

Ojo de Guillo

Montebello #4

Montebello #5

Bajura Adentro

January

Florida #6

MSD#2

Plazuela #2

Florida #4

Fortuna

Pajonal #2

Florida #2

Florida Afuera

Florida #8

Pajonal #1

Florida #5

Winthrop

Abbott (north)

Abbott (south)

Pfizer

NC-5

Site identification

1823120662748

1823030662759

1827030662807

1826240662814

1820520662816

1821040662818

1825340662830

1826050662833

1827550662856

1825140662902

1822530662923

1826050662925

1827140662925

1827520662937

1824120662949

1825490663002

1826210663025

1827100663037

1827200663037

1826520663117

1822190663120

1825410663136

1823220663143

1822110663144

1824460663157

1827250663232

1822030663244

1825460663249

1827570663256

1821580663257

1826470663308

1823230663311

1821520663330

1826030663336

1822360663343

1823050663347

1821240663350

1825510663351

1826030663402

1826010663405

1826080663413

1825440663415

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X

X

X

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X

X

X

X

X

X

Transmissivity determined well at 

X

X

X

X

X

6 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
Table 1. Well data collection sites and related status in the Rfo Camuy to Rfo Grande de Manatf study area, North 

Coast Province, Puerto Rico-Continued

Map 

Number

43

44

45

46

47

48

49

50

51

52

53

53a

54

55

56

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

Well name

Florida #7

Lederle

Cimarrona

NC-10

RCA (Piftas)

Sabana Pike

A.H. Robbins

Mr. Pike East

Mr. Pike West

Perez Reyes

Upjohn (new)

UpJohn UE-1

Florida #3

Garrochales #3

Sabana Hoyos #3

Sabana Hoyos #1

Sabana Hoyos #2

Garrochales #1

Sabana Hoyos #5

USGS #2

Sabana Hoyos #4

Espino

Jobales #2

Factor #1

Jobales #1

Jobales #3

CPR#4

Natez

Valencia

Santana #2

Miraflores #1

Miraflores #3

Miraflores #2

Arrozal

Santana (new)

Biafara

Lizas

Los Chorros Spring

Bajadero

Carreras

Master

Ojo de Agua #2

Site identification

1821330663428

1826210663438

1824420663439

1826050663444

1825490663453

1825030663501

1826090663520

1824380663524

1824380663528

1822380663529

1825290663533

1825490663518

1821500663540

1827360663558

1824400663603

1823320663607

1823510663611

1827230663628

1825190663638

1828390663652

1825120663656

1824360663729

1821570663731

1826520663737

1821440663746

1822480663759

1829290663813

1825460663838

1826290663848

1825280663855

1825410663856

1825290663857

1822310663918

1826480663942

1824360663947

1827200664028

1821230664052

1825580664056

1824270664107

1826260664108

1823440664122

|E |E -o o> "g «3 S)

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X

X

X X

X

X

X

X

X

X

X

X

X X

X X

X

X X

X X

XXX

X

X

X

X

X X

X

X X

X

X

X X

X

X

X

X

X

X

X X

X X

X

X X

 t; T3 

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III

X

X

X

X

X

X

X

X

X

X

X

Introduction
Table 1. Well data collection sites and related status in the Rfo Camuy to Rfo Grande de Manatf study area, North 

Coast Province, Puerto Rico-Continued

Map 

Number

86

87

88

89

90

91

92

93

94

95

96

97

98

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

120

121

122

123

124

125

126

127

128

129

Well name

Ojo de Agua #1

Ojo de Agua #3

San Pedro Spring

Monte Grande

Cambalache

Arecibo #3

Arecibo #9

Arecibo #8

Arecibo #5

Nuevo #4

Arecibo #6

Arecibo #7

Los Canos (new)

Esperanza #1

Arecibo Observatoty

Cunetas

Delgado Q.

Corcovado

Campo Alegre #1

Bayaney #1

Dona Antonia

Campo Alegre #2

Pajuil #1

Campo Alegre #3

Paloma #2

Santiago H.

Paloma #3

Delgado

Paloma #1

Quebradas

NC-6

Peraza

Camuy #2

Rio Camuy

Palo Viejo #4

V. Amador

Zanjas #4

Zanjas #3

Zanjas #1

Torrado

Matojillo

Eyramil Dairy

Site identification

1823450664125

1824050664131

1824350664145

1827250664146

1827270664208

1825160664209

1825150664220

1825040664223

1825090664223

1824560664225

1825090664232

1825030664235

1825420664236

1823570664511

1820560664513

1826410664523

1825360664636

1827250664637

1824320664657

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8 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
The most important streams in the study area are the 

Rio Camuy, Rio Tanama, Rio Grande de Arecibo, and 

Rio Grande de Manati (fig. 2). Both the Rio Camuy and 

Rio Tanama flow within deeply incised limestone 

canyons throughout most of their course. At their 

headwaters and near the coast, these streams flow across 

alluvial deposits. The Rio Grande de Arecibo and Rio 

Grande de Manati also flow along valleys cut through 

limestone but these valleys are not as deep as those 

formed by the Rio Camuy and Rio Tanama. Both streams 

have large floodplains near the coast where alluvial 

deposits are relatively thick.

Land surface altitude ranges from sea level in the north 

to about 1,000 ft to the south in the karst uplands. Typical 

physiographic features in the study area are karst 

landforms. The most prominent karst landforms are 

mogotes which are steep-sided erosional remnants of 

weathered limestone rocks that extend above the 

surrounding blanket sand plains. The mogotes are located 

inland from the coastal plain and rise to an altitude of 

about 400 ft. Mogotes take the shape of haystacks and are 

referred to as "haystack hills." The blanket sands are 

unconsolidated deposits which consist of sand, silt, and 

clay (Briggs, 1966, p. 62).

The climate of the Rio Camuy to Rio Grande de 

Manati area is tropical humid. Mean annual rainfall 

ranges from 60 in. along the coast to 70 in. near the 

southern limit of the study area (U.S. Department of 

Commerce, 1970). There are two relatively dry seasons 

that extend from December to March and from June to 

July and two relatively wet seasons that extend from April 

to May and from August to November (fig. 3).

Water Use

The principal source of water in the study area is 

ground water. Production of water totalled 20 Mgal/d in 

1990 from about 40 wells distributed generally in coastal 

areas, at the banks of major streams, and next to urban 

population centers. The second most important source of 

water is from surface-water filtration plants located at the 

Rio Tanama in Charco Hondo and at the Rio Camuy in 

the hills south of the town of Hatillo. Production of water 

from these two filtration plants totalled 6.5 Mgal/d in 

1990.

UU

I

o

(c) Barceloneta

Figure 3. Monthly rainfall at National Weather Bureau 

stations in the Camuy-Barceloneta area, Puerto Rico, 

1986-1989.

Introduction
Water use is distributed among users as follows: 14 

Mgal/d for public-supply, 4 Mgal/d for industrial use, and 

2 Mgal/d for commercial use (Wanda Molina, U.S. 

Geological Survey, written commun., 1995). Other uses, 

such as domestic and most low-yield wells, are not 

considered in this report. Estimates of these low-yield 

wells to the total accountable water use in the area can be 

considered insignificant or negligible.

GEOLOGIC SETTING

The area from Rio Camuy to Rio Grande de Manati is 

underlain by rocks of middle Tertiary age, herein 

informally termed the middle Tertiary sequence. These 

rocks, grouped into six formations from oldest to 

youngest, are: the San Sebastian Formation of early 

Oligocene age; the Lares Limestone of late Oligocene 

age; the Cibao Formation of Oligocene and Miocene age; 

the Aguada and Aymamon Limestones of Miocene age; 

and the Camuy Formation of Pliocene age. Blanket sand 

deposits and alluvial deposits of Pliocene and Quaternary 

age, overlie these rocks in floodplains and along the coast 

(Monroe, 1976, p. 10-16). The middle Tertiary sequence 

is underlain by interbedded volcanic and sedimentary 

rocks of Late Cretaceous and early Tertiary age. The 

average dip of the middle Tertiary sequence is 4 to 4.5 

degrees north (Briggs, 1961, p. 11). The dip of the contact 

between the Aymamon and Aguada Limestones averages 

about 6 to 7 degrees in the southernmost areas and 

decreases toward the north to about 2 degrees near the 

coast (Monroe, 1980).

The San Sebastian Formation, is composed of coastal 

and fluvial terrigenous clastic, marginal-marine clay, and 

limestone (Jesus Rodriguez-Martfnez, U.S. Geological 

Survey, oral commun., 1991). The Lares Limestone 

consists of mid-platform, and minor inner- and outerplatform carbonate rocks. The Cibao Formation consists 

mainly of claystone, marl, and limestone containing 

terrigenous material. The Cibao Formation is divided into 

two members. The lower member is the Montebello 

Limestone, a mid-platform limestone. The unnamed 

upper member consists mainly of coastal and marginalmarine marl, claystone, and limestone. The Aguada 

Limestone consists of inner-platform carbonates that are 

locally terrigenous, grading downward into chalk and 

claystone (Monroe, 1976, p. 10). The Aymamon

Limestone, which is remarkably uniform in lithology 

throughout its outcrop belt, consists mainly of thickbedded to massive, very pure limestone, and is commonly 

quartz free. The Quebradillas Formation, called the 

Camuy Formation by Monroe (1976), primarily consists 

of deep-water chalk and is exposed near the coast.

Where the Aymamon Limestone is exposed between 

the Rio Grande de Arecibo and Rio Grande de Manati, 

swales have developed by dissolution of the limestone 

surface that surrounds the mogotes. These swales are 

filled with quartz sand, clayey sand, sandy clay, and clay 

deposits called blanket sand deposits (Briggs, 1966, p. 

62). Alluvial deposits occur along the lower Rio Grande 

de Arecibo, Rio Grande de Manati, and the Rio Camuy 

valleys and consist of a mixture of sand, gravel, and clay 

(Giusti and Bennett, 1976, p. 4). Figure 5, which is a 

generalized hydrogeologic section through the Cruce 

Davila and Camuy areas (see fig. 4 for location), shows 

the extent and vertical distribution of each of the geologic 

formations.

The average thickness of alluvial deposits is about 130 

ft along the lower Rio Grande de Arecibo valley 

(Quinones-Aponte, 1986, p. 13) and is as much as 300 ft 

along the lower Rio Grande de Manati valley (GomezGomez, 1984, p. 12-15). The thickness of alluvial 

deposits in the mouth of the Rio Camuy is unknown but 

could be as much as 120 ft thick. Maximum thicknesses 

for the limestones are about 650 ft for the Quebradillas 

Formation (Giusti, 1978, p. 5), about 290 ft for the 

Aguada Limestone (Giusti, 1978, p. 5), and about 410 ft 

for the Aymamon Limestone (Monroe, 1976, p. 56).

HYDROGEOLOGIC SETTING

The hydrogeologic framework of the Rio Camuy to 

Rio Grande de Manati area consists of an unconfined 

upper aquifer, a confined lower aquifer, and a confining 

unit separating the two aquifers. A description of the 

upper aquifer, the fine-grained confining unit, and the 

lower aquifer follows.

Upper Aquifer

The upper aquifer is contained within the Aguada 

Limestone, Aymamon Limestone, and the alluvial 

deposits. Giusti and Bennett (1976, p. 8) estimated the 

ratio of vertical to horizontal hydraulic conductivity

10 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manati Area, Puerto Rico
67Wr ~~ 45' 66°30' ~1

ATLANTIC OCEAN

i8°so' A' Hatillo

B'

EXPLANATION

QUATERNARY

(D

O 

(Do'

MIOCENE

SURRCIAL DEPOSITS ,ALLUVIUM, MARSH SWAMP, MIOCENE AND f

EOLIAN, AND TERRACE OLIGOCENE \

OLIGOCENE

CIBAO FORMATION

LARES LIMESTONE

SAN SEBASTIAN FORMATION

AGUADA LIMESTONE

Figure 4. Generalized geology of the Rio Camuy to Rio Grande de Manati study area, North Coast Province, Puerto Rico (refer to figures 5 and 6 for 

cross-section lavout, modified from Monroe and Pease, 1962).
1,000

Jij Mean sea 

§ Level

I

Undifferentiated 

Lower Tertiary 

and Upper 

Cretaceous Rocks

VERTICAL SCALE 

GREATLY EXAGGERATED

2 MILES

B

800

VERTICAL SCALE 

GREATLY EXAGGERATED

2 MILES

EXPLANATION

Ground-water altitude 

before 1965

Ground-water altitude after 1965

Freshwater-saltwater interface, dashed 

where approximated

Lower aquifer 

Confning unit 

Upper aquifer

Figure 5. Generalized cross sections of the Camuy and Cruce Davila areas, North Coast Province, Puerto Rico, 

showing the upper aquifer system.

12 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manatf Area, Puerto Rico
within the Aguada and Aymamon Limestones to be 

between 1:1 and 1:10, therefore, these two units are 

considered as one aquifer. The top of the unnamed upper 

member of the Cibao Formation forms the base of the 

upper aquifer throughout the central and eastern parts of 

the study area. West of the Rio Grande de Arecibo, the 

base of the upper aquifer consists of low permeability 

units of the Aguada Limestone. The maximum thickness 

of the rock units is about 2,000 ft (fig. 5). However, near 

the coast, the upper aquifer is limited as a resource by the 

saturated thickness of freshwater. To evaluate the upper 

aquifer as a resource for industrial and public supply, only 

the freshwater part of the aquifer was investigated. For the 

purposes for this report, the upper aquifer is defined to be 

the freshwater section of the aquifer and does not include 

the deeper section containing saltwater. The base of 

freshwater was defined as the depth at which the 

dissolved-solids concentration in ground-water first 

exceeds 5,000 mg/L.

The freshwater section of the aquifer is generally less 

than 300 ft thick; at the coast, it is about 150 ft and thins 

to zero at some undetermined distance offshore. The 

maximum observed thickness of the upper aquifer is 

about 400 ft and occurs at latitude 18°26'35" near the 

community of Santana at Arecibo (wells 73 and 78, fig. 

2). The southernmost extent of the freshwater/saltwater 

interface is located north of well NC-5 (well 42, fig. 2) 

because saltwater was not detected in the upper aquifer 

when drilling this well. North of well 42, the estimated 

thickness of the aquifer is determined by the depth to the 

freshwater/saltwater interface; south of this well, the 

thickness of the aquifer is determined by the depth to 

either the top of the unnamed member of the Cibao 

Formation or to the low-permeability units of the Aguada 

Limestone. Figure 6 shows the estimated thickness of the 

freshwater lens in an east-west hydrogeologic section of 

the upper aquifer.

Transmissivity values for the upper aquifer were 

calculated from specific-capacity data (Theis and others, 

1963) stored in the U.S. Geological Survey's GroundWater Site Inventory (GWSI) computer database. 

Anomalously high specific capacities were not used 

because they were probably the result of local solution 

conduits or fractures. Ground-water flow through such 

karst features was not accounted for in this study. Other

studies along the north coast of Puerto Rico (GomezGomez and Torres-Sierra, 1988, p. 20; Torres-Gonzalez, 

1985) also used this same approach, estimating 

transmissivity of the limestone units using specific 

capacity and basing these estimates on porous media 

assumptions. Figure 7 shows the estimated point 

transmissivity of the freshwater section of the upper 

aquifer.

Average transmissivity values for the upper aquifer 

can be as much as 100,000 ft2/d in the central part of the 

study area, just north of Highway 2 (fig. 7). 

Transmissivity values in the Aguada and Aymamon 

Limestones calculated for wells near the shoreline are 

somewhat lower (20,000 ft2/d) as a result of the position 

of the freshwater/saltwater interface in coastal areas. In 

the southern part of the study area, apparently 

transmissivity is generally less than 1,000 ft2/d because 

the total saturated thickness of the upper aquifer is 

relatively thin.

Values of transmissivity of the alluvium were 

estimated based on average thickness of the deposits and 

estimates of horizontal hydraulic conductivity. Hydraulic 

conductivity estimates ranged from 25 to 40 ft/d for the 

lower Rio Grande de Arecibo valley (Quifiones-Aponte, 

1986, p. 22) and from 20 to 30 ft/d for the Rio Grande de 

Manati valley (Gomez-Gomez, 1984, p. 29). Estimated 

transmissivity for the alluvial deposits ranged from 100 

ft2/d to about 5,000 ft2/d in both the lower Rio Grande de 

Arecibo and Rio Grande de Manati.

Basal and Fine-Grained Confining Units

The unnamed upper member of the Cibao Formation 

that forms the base of the upper aquifer consists of an 

interbedded sequence of marl, chalk, limestone, sand, and 

clay. Maximum thickness of this unit is about 750 ft. The 

estimated vertical hydraulic conductivity of the unnamed 

upper member of the Cibao Formation is 0.00002 ft/d or 

less (Heisel and others, 1983. p. 35). To the west, 

apparently towards the Rio Camuy, the base of the upper 

aquifer is within fine-grained deposits in the middle part 

of the Aguada Limestone. There are no estimates for the 

vertical hydraulic conductivity for this unit. The estimated 

regional distribution of the altitude at the base of the 

upper aquifer is shown in figure 8.

Hydrogeologic Setting 13
200

Mean sea 

Level

200

400

600

uj 800 

1,000 

1,200 

1,400

Santana

Rio Grande Artesian. 

de Arecibo

Top of basal unit Top of basal unit

VERTICAL SCALE 

GREATLY EXAGGERATED

0 1 2 MILES

EXPLANATION

Ground-water altitude 

Freshwater zone 

Saltwater zone

Figure 6. Estimated thickness of the upper aquifer freshwater lens along a west-east hydrogeologic section in areas 

in the North Coast Province, Puerto Rico.

Lower Aquifer

The lower aquifer in the study area is contained within 

the Montebello Limestone member of the Cibao 

Formation and the Lares Limestone. These units have 

about one fiftieth the average permeability of the 

limestones of the upper aquifer (Giusti and Bennett, 1976, 

p. 17). The lower (artesian) aquifer was first discovered in 

the area along Highway 2 near Barceloneta when a well, 

1,200 ft deep, was drilled. When first tapped, the head in 

the aquifer was 200 ft above land surface and 450 ft above 

the water table in the upper aquifer (Giusti and Bennett,

1976, p. 17). This difference in head is attributable to the 

thickness and low permeability of the upper member of 

the Cibao Formation which effectively confines the lower 

aquifer in the northern three quarters of the study area.

The lower aquifer is recharged in the outcrop areas of 

the Montebello and Lares Limestones (fig. 5). In the 

south-central part of the study area, the unnamed member 

of the Cibao Formation subcrops (fig. 4), creating a direct 

connection between the Montebello and Aguada 

Limestones, allowing the potential for some ground-water 

flow to move from the unconfined parts of the lower 

aquifer into the upper aquifer.

14 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rfo Grande de Manatf Area, Puerto Rico
o.

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18°25'

18°

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15.000/-

625

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at

66°30'

10 KILOMETERS

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36,000

EXPLANATION

Control node showing estimated value 

o Wells drilled in alluvial deposits

* Wells drilled in limestone rock

Approximate downdip limit of Cibao Formation outcrop 

Closed depressions that are surface drainage features

Figure 7. Regionalized distribution of the estimated aquifer transmissivity for the upper aquifer system in the Rfo Camuy to Rio Grande de Manati 

study area, North Coast Province, Puerto Rico.
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5 10 KILOMETERS

i i FYPI AM ATI ON

5 10 MILES

_ _ .100 Shows altitude of bottom of the upper aquifer. Dashed

where approximated. Contour interval, in feet, is variable. Datum is mean sea level

-200 Altitude of bottom of upper aquifer (+) above mean sea level, and/or (-) below mean sea level

«-» " Approximate downdip limit of Cibao Formation outcrop

Closed depressions that are surface drainage features

ij Figure 8. Estimated altitude at the base of the upper aquifer in the Rfo Camuy to Rfo Grande de Manatf study area, North Coast Province,

Puerto Rico.
Potentiometric Surface of the Upper Aquifer

Potentiometric-surface maps of the study area 

representing steady-state conditions were constructed 

using water-level data for both 1965 and 1987. Observed 

water-level changes in the upper aquifer were minimal 

during this period (tables 2 and 3) and a composite 

potentiometric map was constructed. Potentiometricsurface contours were originally plotted on topographic 

quadrangle maps at a scale of 1:20,000 and were later 

reduced as shown in figure 9. The USGS has monitored 

water levels with time in the study area, beginning in 

1960, and there were no significant fluctuations in 

ground-water levels within the upper aquifer prior to 1965 

(fig. 10). By 1987, pumpage from the upper aquifer 

totaled about 15 Mgal/d and declines in the 

potentiometric surface were observed in the areas along 

Highway 2 in the central part of the study area and east of 

the Rio Grande de Manati (fig. 10). These declines are not 

reflected in the surface shown on figure 9. In the late 

1960's, ground-water levels began declining in some 

areas due to increased pumpage in the upper aquifer. 

Recent water-level measurements (1995) in the study area 

suggest that the potentiometric surface has been relatively 

stable since the early I980's, but at lower levels than in 

1965.

Ground-Water Flow

The Rio Camuy to Rio Grande de Manati area contains 

some of the most productive and permeable aquifers in 

Puerto Rico. Most of the drainage is subterranean in 

nature and recharge areas are characterized by karst which 

is dominated by numerous sinkholes and caves. Most 

ground-water recharge to the upper aquifer occurs in the 

outcrop area of the Aguada Limestone and generally 

flows north through the Aguada Limestone into the 

Aymamon Limestone (fig. 5). Recharge occurs mainly in 

the central and southern parts of the study area where 

karst features predominate (fig. 11). The higher rates of 

recharge (20 to 28 in/yr) occur where limestone is at or 

near the surface; that is, in the areas of outcrop for the 

Aguada in the south and the areas of Aymamon mogotes 

in the central part of the study area. Medium rates of

recharge (10 to 20 in/yr) occur in the central part of the 

study area where soils are well-drained (fig. 11) and the 

water table is more than 20 ft below land surface. Along 

the coast, there are deposits of sand that are excessively 

drained, however, a dense clay, called tosca, lays below 

these sands and prevents the appreciable downward 

infiltration to the upper aquifer.

Ground-water flow in the upper aquifer is mainly 

northward from recharge areas toward the coast (fig. 9). 

As ground water flows north, it can become locally 

confined, probably as a result of low permeable materials 

at the base of the surficial deposits (Zack and ClassCacho, 1984, p. 12-13). These locally confined conditions 

result in a pressure buildup in the upper aquifer and may 

explain the existence of freshwater springs in the Cano 

Tiburones area. Continuous removal of water from the 

Cano Tiburones by the pumping station at El Vigia 

depressed the water-table until it was lowered below sea 

level, thereby reversing the hydraulic gradient with the 

ocean and producing saltwater springs within the Cano 

(Zack and Class-Cacho, 1984, p. 7).

Surface-Water/Ground-Water Interaction

The Cano Tiburones is the principal surface-water 

feature within the study area. The Rio Camuy, Rio 

Tanama, Rio Grande de Arecibo, and Rio Grande de 

Manati are the principal streams in the study area. All of 

the rivers head in the volcanic rocks and upstream gaging 

stations are placed near the contact between the volcanic 

and limestone rocks. Downstream gaging stations are 

placed as close to the coast as possible but far enough 

inland to avoid influences from tides. Therefore, longterm streamflow data are available for the entire sequence 

of limestone rocks. Few data have been collected to 

document gains and losses between the rivers and aquifers 

along particular reaches and only data from a pair of 

stations located on the Rio Camuy can be used to evaluate 

streamflow gains from the outcrop areas of the upper and 

lower aquifer (fig. 2). Therefore, evaluation of surfacewater/ground-water interaction reflect discharges from 

both aquifers. There also has been no definitive relation 

made between average-annual discharge of streams and

Hydrogeologic Setting 17
O 

(Q

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66°50' 66°45 66°40' 66°35' 66°30'

18°30'

18°25'

18°20'

10 KILOMETERS

______________________________ EXPLANATION i ' i ' i

0510 MILES ~ 10 ~ POTENTIOMETRIC CONTOUR - Shows altitude at which water

would have stood in tightly cased well. Dashed where inferred. 

Hachures indicate depression. Contour interval is variable. 

Datum is mean sea level

12 0 OBSERVATION WELL - Well used as control point to construct 

potentiometric surface map. Number shows measured water level

. ,. *""* Approximate downdip limit of Cibao Formation outcrop 

Closed depressions that are surface drainage features

Figure 9. Composite potentiometric surface of the upper aquifer for the years 1965 and 1987 in the Rio Camuy to Rfo Grande de Manati study 

area, North Coast Province, Puerto Rico.
LU 

LU 

LL

Q

LU 

Q

180

190

2001

210

220

230

240

250

260

270

280

290

300

Well 44

Well 34

S

m CD 

CD CD 00 CD 

inCDCDCDCD^^^CDCD

r^ i- CM cr> ^ oo oo oo

O -i- CM

CD oo ^ CM CO

DATE

Figure 10. Hydrograph of ground-water levels at wells 34 and 44 in the Barceloneta area, Puerto Rico (refer to figure 

2 for well location).

average baseflow. A study in Florida (Vecchioli and 

others, 1990) has shown that baseflow could be 60 to 85 

percent of annual-average discharge depending on the 

drainage area of the basin. These ratios were used to 

estimate the ground-water discharge to streams from the 

limestone aquifers in the study area.

The Cano Tiburones covers an area of approximately 

18 mi2 and is an area of concentrated ground-water 

discharge. Pumpage from El Vigia, a pump station on the 

western section of the Cano Tiburones, amounts to 111 

ft3/s under normal conditions (Diaz, 1973, pi. 2) and is a 

mixture of freshwater and seawater. Fresh ground-water 

input has been estimated to be between 60 and 70 percent 

of the total pumpage (67 to 78 ftVs; Diaz, 1973, pi. 2). 

This discharge accounts for about 80 percent of the total 

ground-water flow (about 90 ftVs) moving through the 

upper aquifer, as estimated by Giusti and Bennett (1976).

Between 1985 and 1990, the average annual discharge 

for the Rio Camuy at station 50015700 was 177 ftVs. 

Low-flow data, collected from 1959 to 1967 at five sites 

in the Rio Camuy basin, indicate that the Rio Camuy 

gains about 42 ftVs through the limestone aquifers, 25 

ftVs as it flows through the lower aquifer and 17 ftVs 

from the upstream edge of the upper aquifer to the mouth 

of the river (Kipple and others, 1963; Rickher, 1968). 

These measurements indicate that about 40 percent 

(17/42 ftVs) of the baseflow to the river is from the upper 

aquifer. As this is the only information to separate 

contributions to baseflow between the aquifers, this 

relationship will be used to defined the baseflow 

contributions from the upper aquifer to the other major 

rivers in the study area.

The headwaters of the Rio Grande de Arecibo also 

occur in the volcanic interior of Puerto Rico. It is the only 

regulated river in the study area, with water from Lago

Hydrogeologic Setting 19
II

3

I5're

C 

"D

re

.a

cI 2.

66°50' 66°45' 66°40' 66°35' 66°30'

18°30'

18°25'

10 KILOMETERS

10 MILES

COI

EXPLANATION

SOILS ON COASTAL PLAINS

Algarrobo Corozo Arecibo association: Deep, gently sloping to sloping excessively drained and well drained sandy soils

Guerrero Carrizales Jobos association Deep, gently sloping to sloping 

excessively drained and moderately well drained, sandy and loamy soilsAlmirante Espinosa Vega Alta association Deep, gently sloping to sloping, well drained, loamy and clayey soil

Bayamon Matanzas association: Deep, gently sloping to sloping, well; 

drained, clayey soils

Tiburones Palmar Garrochales association: Deep, nearly level, poorly drained 

mucky soilSOILS ON FLOOD PLAINS

Toa Coloso Bajura association Deep, nearly level, well drained to 

poorly drained, loamy to clayey soils

SOILS ON UPLANDSRock outcrop Tanama San Sebastian association; Rock outcrop and, shallow, 

to deep, sloping to very steep, well drained, clayey soils

Moca Perchas association: Deep, gently sloping to steep, moderately well drained 

and poorly drained, clayey soil

Colinas Naranjito Juncal association Deep and moderatery deep, moderately well drained and well drained, clayey to loamy soilsSeller San German Rock outcrop association Shallow and moderately deep, sloping to 

very steep, well drained, loamy to clayey soils; rock outcrop

Approximate downdip limit of Cibao Formation outcrop 

Closed depressions that are surface drainage features

Figure 11. Generalized soils map of the Rio Camuy to Rfo Grande de Manatf study area, North Coast Province, Puerto Rico.
Dos Bocas used to produce hydroelectric power. 

Downstream of the dam, the Rio Grande de Arecibo cuts 

through the North Coast Limestone belt forming a wide 

canyon with almost vertical walls and a flood plain 

characterized by long meanders. In addition to streamflow 

from most of its tributaries, the Rio Grande de Arecibo 

discharge is increased by flow from Los Chorros and San 

Pedro Springs (map numbers 81 and 88, fig. 2), with 

average discharge rates of about 2 and 13 ft3/s, 

respectively (Guzman-Rios, 1988, p. 13-14). As the Rio 

Grande de Arecibo flows out of the limestone canyon, it 

enters a wide coastal alluvial valley characterized by 

abandoned channels (Giusti, 1978, p. 55, and QuinonesAponte, 1986, p. 5). The average-annual discharge of the 

Rio Grande de Arecibo at station 50027750 was 438 ft3/s 

from 1983 to 1990 (Curtis and others, 1990). Because of 

regulation, no other gaging stations record the flow and 

there is no information about ground-water discharge to 

the Rio Grande de Arecibo.

The Rio Tanama is the principal tributary to the Rio 

Grande de Arecibo. Its headwaters are in the mountainous 

interior of Puerto Rico and it flows through the North 

Coast Limestone belt in a narrow, deeply incised canyon. 

The average-annual discharge for Rio Tanama from 1981 

to 1990 (Curtis and others, 1990) was 51 ft3/s at station 

50028000 (upstream) and 86 ft3/s at station 50028400 

(downstream). The baseflow component of this total gain 

is estimated to ranged between 20 and 30 ft3/s. The 

contribution of baseflow from the upper aquifer is thus 

estimated to be between 8 and 12 ft3/s. However, a lowflow measurement during February 1994 estimated a net 

loss of about 2 ft3/s for this river (Luis Santiago, U.S. 

Geological Survey, written commun., 1994).

The headwaters of the Rio Grande de Manati are also 

located in the volcanic interior of Puerto Rico. The river's 

course through the North Coast Limestone belt is 

characterized by a narrow flood plain and several 

meanders. Northwest of the town of Manati, the river 

enters a wide coastal plain that is characterized by large 

and well-developed meanders. Low flow discharge 

measurements (Kipple and others, 1963) indicate that the 

Rio Grande de Manati gains about 25 ft3/s at the reach

between the mouth of the Rio Cialitos and a site located 

1.2 mi south of Manati. These data also indicate that, 

within the reach between the town of Manati and the 

surface-water station at Highway 2 bridge, the stream's 

net water gain is 0 ft3/s. The average-annual discharges 

from 1981 to 1990 (Curtis and others, 1990) were at 

station 50035500 (upstream) on the Rio Grande de 

Manati, 160 ft3/s, at station 50035950 on the Rio Cialitos, 

17 ft3/s; and at station 50028400 (downstream) on the Rio 

Grande de Manati, 295 ft3/s, for an estimated gain in 

ground-water discharge of 70 to 100 ft3/s. However, there 

are also two springs that rise in the Lares Limestone and 

contribute 11 ft3/s to the flow of the Rio Grande de 

Manati. The contribution of baseflow from the upper 

aquifer is estimated to be between 28 and 40 ft3/s, so that 

the final estimated baseflow is between 17 and 29 ft3/s 

once thus point discharge is removed from the totals.

Hydrologic Budget

The hydrologic budget for the limestone aquifers in 

the North Coast Province was estimated by Giusti and 

Bennett (1976) using the mass-balance approach. The 

water budget computed by Giusti and Bennett included all 

areas underlain by Tertiary limestone extending from the 

vicinity of Quebrada Los Cedros (near Aguadilla) to Rio 

de La Plata, over a 405 mi2 area (fig. I). Hydrographs, 

obtained from streamflow records for the period of 

November 1969 to October 1970, were separated into 

flood-flow and baseflow components to determine the 

amount of ground-water discharge to streams (Giusti and 

Bennett, 1976, p. 30). Average hydraulic conductivity 

values, obtained by Giusti and Bennett (1976, p. 20), were 

used with the average south-to-north hydraulic gradient 

and the width of flow to estimate seaward discharge of 

ground water. Figure 12 shows the coastal areas within 

the study area covered by Giusti and Bennett (1976), and 

for which an estimated hydrologic budget is available.

Giusti and Bennett (1976) determined that infiltration 

of rainfall is the largest component of ground-water 

recharge in the North Coast Province. However, rainfall 

during the period in which they conducted their study was 

about 20 percent greater than normal (Giusti and Bennett,

Hydrogeologic Setting 21
1976, p. 27-29). Giusti and Bennett (1976, p. 23) also 

determined water budgets for individual areas between 

the major rivers. These budgets include ground-water 

components of both the lower and upper aquifers. 

Considering the water budget computed for the area 

between the Rio Camuy and Rio Grande de Manati, the 

average rates for their period of study are summarized as 

follows: from an average of 70 in/yr of rainfall, about 6 

in/yr constitutes flood flow, 12 in/yr constitutes baseflow 

to streams, 6 in/yr is discharged from the Cano Tiburones 

through El Vigia dewatering pumps, 4 in/yr is discharged 

to the ocean, and 42 in/yr is evapotranspired.

GROUND-WATER FLOW MODEL OF THE 

UPPER AQUIFER

A two-layer digital model was used to simulate 

ground-water flow within the upper aquifer. The 

following sections summarize the flow-model 

assumptions used to construct and calibrate the model. 

MODFLOW, the finite-difference modular model of 

McDonald and Harbaugh (1988), was used to simulate 

ground-water flow in the upper aquifer system. The 

model uses finite-difference techniques to solve the 

ground-water flow equation for three-dimensional, 

steady-state or transient flow in an anisotropic, 

heterogeneous, porous media.

The conceptual model used to describe ground-water 

flow is shown in figure 13. Horizontal, as well as vertical, 

flow components were considered in the 

conceptualization of the upper aquifer. Other important 

aspects in model development are the differences in 

hydraulic characteristics between the limestones and 

alluvial deposits. These differences were accommodated 

in the model by setting up two layers: layer 1 included the 

alluvial deposits and the upper part of the limestone rocks 

to a saturated depth of 200 ft; layer 2 included the 

remaining thickness of the limestone rocks.

Calibration Strategy

Hydrologic conditions prior to 1965 were considered 

to be near average-annual predevelopment conditions and 

were simulated to develop calibrated arrays of aquifer

hydraulic characteristics and recharge. Hydrologic 

conditions for 1987 were simulated to further refine these 

arrays and develop an understanding of the effects of 

withdrawals from wells on water levels during the period 

1965 to 1987. Major pumping in the upper aquifer began 

in the early 1970's and has occurred at a steady annual 

rate since the early 1980's (PRDNER water franchise 

records). Therefore, pre-1965 and 1987 conditions were 

simulated using assumptions of steady-state, diffuse flow 

and average-annual conditions were simulated for both 

periods.

The model was calibrated using water-level and 

budget data. Water levels in wells were matched to the 

calculated water levels in appropriate model cells to 

within 18 ft. This criterion was chosen because the datum 

for the wells were taken from topographic maps that had 

5-meter contour intervals. Discharges for the rivers and 

the Cano Tiburones are estimates, no historical data were 

available to determine ground-water discharge from the 

upper aquifer to the streams and the Cano Tiburones, and 

these estimates have a wide margin of error.

Model Assumptions

Various assumptions were necessary to develop and 

calibrate the flow model of the upper aquifer. A summary 

of these assumptions follows:

 At a regional scale, ground-water flow is diffuse and 

nonpreferential (conduit flow is assumed to be 

negligible or insignificant);

 During and prior to 1965, the ground-water system 

was considered to be at steady-state. In the Cano 

Tiburones area, the upper aquifer has been drained by 

pumps since 1949. The local impact on ground-water 

flow caused by the pumping station was assumed to 

be negligible during 1965 and 1987. The amount of 

ground-water discharged into the Cano Tiburones 

was estimated to equal the known volumes of 

freshwater pumped to the sea at the El Vigia pump 

house.

 During 1987, the ground-water system was 

considered to be at steady state (constant pumping, 

constant drawdown distribution).

22 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manati Area, Puerto Rico
66°50' 66°45' 66°40' 66°35'

D o

9-

(Dc

TJ

66°30'

18°30'

18°25'

18°20'

Atlantic Ocean

10 KILOMETERS

10 MILES

EXPLANATION

J Denotes coastal area for which hydrologic

budget was estimated using average hydraulic 

r " J properties of the upper aquifer system.

« «. Downdip limit of Cibao Formation Outcrop

Closed depressions that are surface drainage features

Figure 12. Coastal areas in the North Coast Province of Puerto Rico covered by Giusti and Bennett (1976), and for which an estimated hydrologic 

budget is available.
Inflow contribution

from unconfined parts

of artesian aquifer

(10)

Net recharge

Deep ground-water 

flow

Conduit flow 

to streams

River gains 

(61 and 85)

Inflow/Outflpw 

from alluvial 

quifer to 

limestone 

aquifer

River losses

ithdrawals 

rom 

wells 

(24)

Streamflow 

to the sea

Discharge to the sea 

(17-20)

Outflow discharge into 

the Cano Tiburones 

and to the sea 

(67 and 78)

Figure 13. Schematic diagram of the upper aquifer showing the vertical and horizontal direction of ground-water 

flow (numbers in parenthesis indicate estimated budget terms, in cubic feet per second).

24 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manati Area, Puerto Rico
 Density differences between fresh and saline ground 

water were assumed to be negligible within the 

saturated part of the upper aquifer containing 

dissolved solids concentrations of 5,000 mg/L or 

less. In reality, the flow system consists of zones that 

shift coastward toward gradually increasing salinity 

and dissolved solids concentration.

 Changes in the saturated thickness in the upper 

aquifer were assumed to be negligible between 1965 

and 1987 (aquifer transmissivity remains constant).

 The position of the fresh-saltwater interface was 

assumed to remain unchanged between 1965 and 

1987 (aquifer transmissivity remained constant).

 Ground-water discharge to streams, to the sea along 

the shoreline, to the Cano Tiburones area, and 

withdrawals from public-supply and industrial wells 

are constant and within the range of estimate 

previously described.

 Evapotranspiration was not considered in the model 

because recharge rates were considered as "net 

recharge" in which the effects of evapotranspiration 

were already accounted.

Model Design

The model design was based on the determination of 

the aquifer boundaries. Once the boundary locations were 

chosen, a model grid (fig. 14) was prepared. The grid was 

oriented in a north-south/east-west pattern, generally in 

line with the regionally predominant south-to-north 

hydraulic gradient. A grid of 38 rows and 138 columns 

was made of uniformly-spaced squares having a length of 

1,000 ft on each side. The modeled grid was also 

discretized vertically into two layers to separate the 

alluvial valleys from the underlying Aymamon-Aguada 

Limestone hydrogeologic unit.

Boundary Conditions

Boundary conditions used to simulate the 1965 and 

1987 flow conditions are illustrated in figures 14a and b. 

A constant-head boundary was applied along the coastline 

was used to represent the ocean (head equal 0.0 ft). Noflow conditions were assigned along the east and west 

boundaries to coincide with north-south flow paths

between river basins. The southern boundary was 

modeled as a no-flow boundary along the southern 

outcrop of the permeable parts of the Aguada Limestone. 

The upper model boundary throughout the study area is 

the potentiometric surface of the Aymamon-Aguada 

Limestone hydrologic unit and the approximate 

potentiometric surface of the alluvial valleys of the Rio 

Grande de Arecibo (Quinones-Aponte, 1986) and the Rio 

Grande de Manati (Gomez-Gomez, 1984). The bottom 

boundary was set as a no-flow boundary and coincides 

with the top of the upper unnamed member of the Cibao 

Formation in the central and eastern parts of the study 

area, the top of the impermeable part of the Aguada 

Limestone in the western part of the study area, and the 

estimated depth at which ground water contains more 

than 5,000 mg/L of dissolved solids in the coastal part of 

the study area. Internal boundaries consist of river cslls 

that represent the streams within the study area and drain 

cells that represent the Cano Tiburones area.

Hydrologic Input Data

Spatially distributed input data requirements for the 

upper aquifer system model are: water-level data 

interpreted from a series of discrete points spatially 

distributed and representative of the aquifer system, 

estimated recharge, the hydraulic properties of the aquifer 

(transmissivity or hydraulic conductivity), and water 

withdrawals as related to estimates of pumpage. The 

potentiometric surface map was used (fig. 9) to represent 

hydrologic conditions for both model layers of the upper 

aquifer. The model arrays used to represent the 

hydrologic conditions during 1965 and 1987 are listed in 

Appendix 1.

Transmissivity Distribution

Aquifer transmissivities were estimated initially using 

data shown in figure 7 and discretized vertically into twolayers (fig. 15a, b). The vertical discretization was 

controlled by the thickness of the alluvial deposits in both 

the Rio Grande de Arecibo and Rio Grande de Manati 

valleys (fig. 13). The thickness of the Rio Camuy alluvial 

deposits was also considered in the vertical discretization 

of transmissivities, however, the size and configuration of

Ground-Water Flow Model of the Upper Aquifer 25
1

Oa

o oa

D>(0c o

 o

«

I

I

66°50' 66°45' 66°40' 66°35' 66°30'

18°30'

18'25'

18°20'

o 10 KILOMETERS

10 MILES

EXPLANATION

Non simulated cell area 

Constant-head boundary 

Head-controled flux boundary 

Pumping cell area

Approximate downdip limit of Cibao Formation 

outcropClosed depressions that are surface drainage features

Figure 14a. Model grid and boundary conditions for the ground-water flow model of the upper aquifer in the Rio Camuy to Rfo Grande de Manatf 

study area, North Coast Province, Puerto Rico, layer one.
66°40' 66°35' 66°30'

o 

31

B> 

(D

2.a5

(DC 

TJ

T3 

D

18°30'

18°25't18°20

65 70 75 80 85 90 95 100 105

0I 

0

' I ' 

5 10 MILES

EXPLANATION

Non simulated cell area, corresponds to ocurrence of ground water containing more than 5,000 mg/L 

dissolved solids concentration

Approximate downdip limit of Cibao Formation 

outcrop

Closed depressions that are surface drainage features

Figure 14b. Model grid and boundary conditions for the ground-water flow model of the upper aquifer in the Rio Camuy to Rio Grande de 

Manati study area, North Coast Province, Puerto Rico, layer two.
the coastal alluvial valley formed by the Rio Camuy is 

relatively small. For areas in which the alluvial deposits 

exist, the transmissivity values in the upper layer, layer 1, 

correspond to those of the alluvial deposits solely and the 

transmissivity values in the lower layer, layer 2, were 

assigned values representing transmissivities of the 

limestone units. In areas where the limestone deposits 

extend over the entire saturated thickness of the aquifer, 

the transmissivity of the limestone was vertically 

discretized with roughly the equivalent of 200 ft of the 

estimated transmissivity value for the upper aquifer being 

assigned to layer 1. The remaining estimate for the 

transmissivity of the aquifer was assigned to layer 2. 

Where the aquifer was less than 200 ft thick, an arbitrary 

assignment of the estimated limestone transmissivity was 

75 percent to layer 1 and 25 percent to layer 2.

Aquifer Recharge

Ground-water recharge was assumed to vary 

according to the area's topography. Highland areas, 

characterized by karst features like mogotes and sinkholes 

with soils that are typically well drained, lowland areas, 

characterized by blanket sands, dry valleys, marsh and 

swamp deposits with soils that are poorly drained, and 

alluvial sediments, with soils that are moderately drained, 

were assumed to correspond to zones of different aquifer 

recharge rates. Ground-water recharge was initially 

assumed to be higher in the mogote and sinkhole areas 

and was gradually decreased to near zero in northern parts 

of the coastal plain. During model calibration, applied 

ground-water recharge was adjusted according to 

topographic features from zero in areas within the 

northern coastal plain, 10 to 15 in/yr in the alluvial 

valleys, to a maximum of 28 in/yr along the southern 

highland regions. Net recharge to the alluvial valleys was 

applied at rates ranging from 10 to 15 in/yr.

Riverbed Conductance

Another important step in the construction of the 

model was the estimation of riverbed conductance values 

to simulate river aquifer interaction. Riverbed 

conductance values (RC) were determined using equation 

(1):

= (Kzb /Dx)*A (1)

where

Kzb vertical hydraulic conductivity of the riverbed, 

Dx the thickness of the riverbed, and

A the area of the river (length of the river in a cell 

multiplied by the average river width).

The vertical hydraulic conductivity of the riverbed was 

assumed to be identical to the vertical hydraulic 

conductivity of the aquifer for an initial estimate, the 

thickness of the riverbed was assumed to be 1 ft, and the 

area of the river was estimated by choosing appropriate 

widths of the streams (10 to 100 ft) and using 1,000 ft as a 

length per model cell.

Vertical Conductance

The two aquifer layers were linked by vertical 

conductance values calculated by equation 2:

= (KZ /DX)* A (2)

where

Kz vertical hydraulic conductivity of the aquifer,

Dx one-half the thickness of the aquifer, and

A the area of the model cell (1,000 by 1,000 ft).

In the alluvial valleys, the vertical flow across the 

contact between the alluvial deposits and the underlying 

limestone was modeled using a vertical hydraulic 

conductivity of the alluvium equal to one tenth the 

horizontal hydraulic conductivity. The limestone units 

were assumed to be isotropic and the estimated limestone 

horizontal hydraulic conductivity was used as the vertical 

hydraulic conductivity.

Calibration Process

The calibration process of the flow model representing 

1965 conditions proceeded as follows: recharge to the 

upper aquifer was varied from a minimum of 4 in/yr for 

alluvial-valley areas (Quinones-Aponte, 1986, TorresGonzalez, 1985, and Gomez-Gomez and Torres-Sierra,

28 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Ri'o Camuy to Rfo Grande de Manati Area, Puerto Rico
a fl n N M o

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LO 

CO

CD 

CD

CD 

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CD 

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LO

CD 

CD

*- .Q

D_ 

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LU

T3 Q) 

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CO 5

_O CO

r

o

CO 

O 

o 

ir

0)

.c

0) 

CO

 6

c 3 

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05

0)

(/) 0) i

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CO

00

LO 

CM

00

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CM

00

CDQ_ CD

Q-/? zj CL

<2 CD"

£ o

^_ o >c

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Ground-Water Flow Model of the Upper Aquifer 23
I

o_

I

0)

a

(DC a

18°30'

18°25'

18°20'

66°50' 66°45' 66°40' 66°35' 66°30'

25 30 35 40 45 ..

10 KILOMETERS

10 MILES

EXPLANATION

10 Line of equal transmissivity, in feet squared per day

^,, - Approximate downdip limit of Cibao Formation 

outcrop

Closed depressions that are surface drainage features

Figure 15b. Calibrated distribution of the upper aquifer transmissivity of the ground-water flow model in the Rio Camuy to Rio Grande de 

Manati study area, North Coast Province, Puerto Rico, layer two.
1988) to a maximum of 28 in/yr for the karst areas (Giusti 

and Bennett, 1976). Except for those areas near the 

coastline where mogotes are present, aquifer recharge was 

assumed to be negligible near the coast (Torres-Gonzalez, 

1985, p. 26).

The initial distribution of aquifer recharge (within 4 to 

28 in/yr) was applied with a match for control cell 

locations (model cells with well measurements) differing 

in the range of 10-200 ft. Most of the large errors were in 

the southwest part of the model where simulated water 

levels were consistently below observed water levels. 

Additional runs were made altering recharge, but it 

became evident that another ground-water flow 

contribution should be considered. It was postulated that 

northward flow from the unconfined parts of the lower 

aquifer could be providing water to the upper aquifer. 

Using Darcy's one-dimensional ground-water flow 

equation, transmissivity estimates of the Montebello 

member of the Cibao Formation, and hydraulic gradient 

estimates by Giusti (1978), the estimated contribution 

from the unconfined parts of the lower aquifer to the 

upper aquifer was estimated to be about 10 ft3/s. This 

estimated flux was applied using injection wells along the 

southwest boundary of the modeled area (fig. 15).

After adding the inflow of 10 ftVs from the unconfined 

part of the lower aquifer, the simulated potentiometric 

surface in the southwest areas of the model for 1965 was 

too high. Therefore, the contribution from the unconfined 

parts of the lower aquifer was decreased from 10 ft3/s to 

6.4 ft3/s. This decrease improved the calibration of wells 

located immediately to the south of the Camuy area, and 

was mostly responsible for correcting the relatively high 

simulated potentiometric surface in the southwest part of 

the model area.

During calibration, an improvement of 5 to 10 ft in 

matching the heads along the coastal alluvial deposits was 

achieved by increasing or decreasing riverbed 

conductance values by 10 to 20 percent. Elsewhere, only 

minor differences were noted in simulated water levels 

when riverbed conductance was adjusted by these 

percentages.

Finally, the transmissive properties of the aquifer in 

layers 1 and 2 were modified to achieve a better match 

between simulated and measured water levels. The 

estimates of transmissivity in the southernmost parts of 

the study area and in areas west of the Rio Grande de 

Arecibo had to be substantially reduced from initial 

estimates to match head values. Calibrated transmissivity 

values ranged from about 100 ft2/d along the southern 

boundary to about 150,000 ft2/d in the central parts of the 

study area (fig. 15 a, b).

Thirty-six of a total 38 heads at control cell locations 

(cells in which water levels were measured) were 

calibrated to within 18 feet of measured heads at wells. 

The two unmatched wells were suspected of having 

datum errors as surrounding wells were matched within 

the error criterion. Table 2 shows the simulated and 

measured heads for the wells and the margin of error.

Estimates for ground-water discharge to two of the 

three rivers and the Cano Tiburones were matched with 

the model. Freshwater discharge to the Cano Tiburones 

was simulated at a rate of 69 ft3/s which falls between the 

estimates of 67 to 78 ft3/s. The Rio Camuy and Rio 

Grande de Manati were simulated as receiving 12 and 18 

ft3/s of ground-water discharge, respectively, compared to 

an estimated 17 ft3/s, based on streamflow record 

analysis. The model simulated the Rio Tanama to be 

losing water in most reaches. Rio Tanama's net gain was 

about 2 ft3/s, however, this stream lost about 5 ft3/s before 

merging into the alluvial deposits of the lower Rio Grande 

de Arecibo where it gained 7 ft3/s within three model 

cells. Because of regulation, there were no data to 

evaluate the ground-water discharge to the Rio Grande de 

Arecibo, however, the model simulated a gain of 7 ft3/s 

for this river.

The calibrated recharge distribution for the steadystate hydrologic conditions in 1965 is shown in figure 16. 

The calibrated values of vertical leakance is shown in 

figure 17. The calibrated potentiometric surface for 1965 

hydrologic conditions is shown in figure 18.

Ground-Water Flow Model of the Upper Aquifer 31
Table 2. Simulated and measured 1965 heads in the Rfo Camuy to Rfo Grande de Manatf study area, 

North Coast Province, Puerto Rico

[Measured or estimated head are in feet above mean sea level. Head differences at wells and the margin of error are 

in feet]

Layer

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

Row

24

15

20

22

20

27

28

35

16

21

27

22

12

19

23

17

16

10

13

17

23

25

38

33

22

9

7

22

7

6

6

27

17

27

16

26

14

24

Column

135

55

70

75

3

2

75

62

56

82

136

100

50

108

124

122

106

12

12

30

62

126

39

95

37

4

8

23

22

22

23

54

66

61

93

95

100

102

Measured or 

estimated head

20.00

8.00

10.00

10.00

50.00

96.00

43.00

55.00

4.00

10.00

25.00

14.00

0.50

15.00

6.50

2.00

12.00

4.00

8.00

18.00

3.00

4.45

607.00

100.00

5.00

16.85

10.06

95.00

9.35

6.33

6.00

12.92

2.73

12.00

6.20

13.85

1.00

22.18

Calibrated 

head

19.65

1

9.84

18.37

61.53

89.31

47.26

43.64

1.36

16.03

38.03

23.03

8.77

19.33

10.81

6.55

16.67

9.2

11.51

34.48

18.31

14.05

595.8

91.42

42.05

5.44

2.51

38.49

14.29

12.26

12.73

24.88

2.74

23.53

16.02

24.73

13.67

25.27

Margin of 

error

-0.35

-7

-0.16

8.37

11.53

-6.69

4.26

-11.36

-2.64

6.03

13.03

9.03

8.27

4.33

4.31

4.55

4.67

5.2

3.51

16.48

15.31

9.6

-11.2

-8.58

37.05

-11.41

-7.55

-56.51

4.94

5.93

6.73

11.96

0.01

11.53

9.82

10.88

12.67

3.09

32 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Ri'o Camuy to Rfo Grande de Manati Area, Puerto Rico
66°50' 66°45' 66°40' 66°35' 66°30'

(DC a

18'30'

18°25'18°20'

10 KILOMETERS

10 MILES

EXPLANATION

10 Isopach line of equal aquifer recharge, 

in inches per year

,»* * Approximate downdip limit of Cibao Formation 

outcrop

Closed depressions that are surface drainage features

Figure 16. Calibrated distribution of recharge rates for the ground-water flow model of the upper aquifer system in the Rio Camuy to Rio 

Grande de Manati study area, North Coast Province, Puerto Rico.
I

(B

c a

66°50' 66°45' 66°40' 66°35' 66°30'

18°30'

18°25'

18°20'

10 KILOMETERS

EXPLANATION

10 MILES

0.0 

1.0 

0.8

1.3 

5.7 

10.0

Areas of equal vertical hydraulic conductivity divided by thicknes, in ft/s-ft [value = value * 1.0e-05]

Approximate downdip limit of Cibao Formation outcrop

Closed depressions that are surface 

drainage features

Figure 17. Calibrated vertical hydraulic conductivity divided by the average thickness of the (1) limestone-limestone and (2) the limestonealluvium aquifer zones in the Rio Camuy to Rio Grande de Manati study area, North Coast Province, Puerto Rico.
66°50' 66°45' 66°40' 66°35' 66°30'

TJ

18°30'

18°25'

18°20'

10 KILOMETERS

10 MILES

EXPLANATION -10 POTENTIOMETRIC CONTOUR - shows calibrated 

water level for given hydrologic conditions. 

Hachures indicate depression. Contour interval, 

in feet, is variable

«< » * Approximate downdip limit of Cibao Formation 

outcrop

Closed depressions that are surface drainage features

Figure 18. Simulated potentiometric surface for 1965 conditions in the Rio Camuy to Rio Grande de Manati study area, North Coast Province, 

Puerto Rico.
The initial calibration of the steady-state hydrologic 

conditions for 1987 condition began with the results of 

model simulated conditions for 1965. The only addition to 

the 1987 model was the inclusion of ground-water 

withdrawals from industrial and public-supply wells at 

appropriate model cells (fig 14a). After adding the 1987 

average aquifer pumping rates totaling 15.5 Mgal/d (24 

ft3/s), significant simulated head declines were observed 

in the southernmost part of the model where the aquifer 

transmissivity is less than 1,000 ft2/d. Along the central 

and northernmost parts of the study area, the assignment 

of pumpage to the model did not produce significant 

changes between 1965 and 1987 calibrated heads. For the 

central and northernmost areas, differences between 1965 

and 1987 simulated heads were less than 5 feet.

Thirty-five of a total 38 heads at control cell locations 

(locations in which water levels were measured) were 

calibrated to within 18 feet of measured heads at wells. 

Two of the three unmatched wells were also suspected of 

having datum errors as surrounding wells were matched 

within the error criterion. One well that was not matched 

(well 101) was at the southern boundary, only had a 1965 

water level for the composite potentiometric surface, and 

should not be considered as reliable for 1987 conditions. 

The simulated head for that well dropped about 40 ft 

showing the effects of pumping on the small values of 

transmissivity along the southern boundary. Table 3 

shows the simulated and measured heads for the wells and 

the margin of error. The calibrated potentiometric surface 

for 1987 hydrologic conditions is shown in figure 19. 

Two wells had measurements for 1965 and 1987 that 

reflect impacts form pumping. Comparing the actual to 

the simulated change, the actual changes for the wells 

were 22 and 31 ft and the simulated changes were 6 and 7 

ft. The simulated changes are reasonable when the cell 

size of the model is considered and that the head 

calculated is an average for the entire cell. These changes 

do reflect pumping in these cells as the majority of model 

control cells had 2 ft or less of change between 1965 and 

1987.

After calibrating for 1965 and 1987 conditions, the 

respective volumetric budgets for each of the contributing 

ground-water flow components were computed and are 

summarized in figure 20. Ground-water inflow terms for 

1965 conditions are areal recharge, 140 ft3/s, groundwater contributions from the unconfined parts of the 

lower aquifer, 6.4 ft3/s, northward subsurface flow to the 

Carlo Tiburones, 20 ft3/s, and streamflow infiltration, 10 

ft3/s. Ground-water outflow terms are subsurface 

discharge to the Cano Tiburones, 69 ft3/s, subsurface 

discharge to the sea 26 ft3/s, and aquifer discharge to the 

river reaches wherever they gain water, 81 ft3/s. The 

total calibrated ground-water budget was 176.4 ft3/s.

For 1987 conditions, ground-water inflow terms were 

equal to 1965 conditions and included areal recharge, 140 

ft3/s, ground-water contributions from the unconfined 

parts of the lower aquifer, 6.4 ft3/s, northward subsurface 

flow towards the Cano Tiburones, 20 ft3/s, and 

streamflow infiltration, 14 ft3/s. Ground-water outflow 

terms for 1987 conditions are subsurface discharge to the 

Cano Tiburones, 63 ft3/s, subsurface discharge to the sea, 

24 ft3/s, discharge to pumping wells, 24 ft3/s, and aquifer 

discharge to the river reaches wherever they gain water, 

70 ft3/s. The total calibrated ground-water flow budget 

was 180 ft3/s. The source of water for the 24 ft3/s of 

pumping was a 3.6 ft3/s increase in streamflow 

infiltration, a 2.5 ft3/s reduction in flow to the sea, a 6.4 

ft3/s reduction in subsurface flow to the Cano Tiburones, 

and an 11 ft3/s reduction in streamflow gain.

Sensitivity Analysis

A sensitivity analysis was conducted to determine how 

the ground-water flow system responds to variations in 

simulated hydrologic input parameters. The results from 

this analysis are used as a tool to understand the 

limitations of the data upon which the model is based. The 

sensitivity of a particular parameter was determined by 

the reaction of a set of water-level data from discrete 

well-locations and by the changes in budget terms. The 

following is a brief explanation of the sensitivity analysis 

results.

36 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manati Area, Puerto Rico
Table 3. Simulated and measured 1987 heads in the Rfo Camuy to Rfo Grande de Manatf study area, 

North Coast Province, Puerto Rico

[Measured or estimated head are in feet above mean sea level. Head differences at wells and the margin of error are in feet. 

*, indicates different than 1965 heads]

Layer Row

1 24

1 15

1 20

1 22

1 20

1 27

1 28

1 35

1 16

1 21

1 27

1 22

1 12

1 19

1 23

1 17

1 16

1 10

1 13

1 17

1 23

1 25

1 38

1 33

1 22

1 9

1 7

1 22

1 7

1 6

1 6

1 27

1 17

1 27

1 16

1 26

1 14

1 24

Column

135

55

70

75

3

2

75

62

56

82

136

100

50

108

124

122

106

12

12

30

62

126

39

95

37

4

8

23

22

22

23

54

66

61

93

95

100

102

Measured or 

estimated head

20.00

8.00

10.00

10.00

28.00*

96.00

12.17*

55.00

4.00

10.00

25.00

14.00

0.50

15.00

6.50

2.00

12.00

4.00

8.00

18.00

3.00

4.45

607.00

100.00

5.00

16.85

10.06

95.00

9.35

6.33

6.00

12.92

2.73

12.00

6.20

13.85

1.00

22.18

Calibrated 

head

16.72

0.97

8.23

14.8

55.39

86.15

41.79

41.25

1.32

13.21

35.46

18.11

8.53

15.9

8.85

4.8

13.66

9.07

11.39

33.06

17.22

9.02

548.26

84.03

40.64

5.19

2.46

36.41

13.73

11.77

12.22

24.55

2.2

22.96

12.18

19.78

10.86

19.87

Margin of error

-3.28

-7.03

-1.77

4.8

27.39

-9.85

29.62

-13.75

-2.68

3.21

10.46

4.11

8.03

0.9

2.35

2.8

1.66

5.07

3.39

15.06

14.22

4.57

-58.74

-15.97

35.64

-11.66

-7.6

-58.59

4.38

5.44

6.22

11.63

-0.53

10.96

5.98

5.93

9.86

-2.31

Ground-Water Flow Model of the Upper Aquifer 37
I

o

03 

(D O_O 

03< 

0)Q.

(D

c D 

IS

18°30'

18°25'

18°20'

66°50' 66°45' 66°40' 66°35' 66°30'

10 KILOMETERS

10 MILES

EXPLANATION

10 POTENTIOMETRIC CONTOUR - shows calibrated 

water level for given hydrologic conditions. Hachures 

indicate depression. Contour interval, in feet, is variable

, .. , * Approximate downdip limit of Cibao Formation 

outcropClosed depressions that are surface drainage 

features

Figure 19. Simulated potentiometric surface for 1987 conditions in the Rio Camuy to Rio Grande de Manati study area, North Coast Province, 

Puerto Rico.
Inflow contribution

from unconfined parts

of artesian aquifer

(10 and 6.4)

Net recharge 

(140 and 140)

Deep ground-water 

flow

Conduit flow 

to streams

River gains 

(81 and 70)

Inflow/Outflow 

from alluvial 

quifer to 

limestone 

aquifer

River losses 

(10 and 14)

Outflow discharge into 

the Cano Tiburones 

and to the sea 

(69 and 63)

Streamflow 

to the sea

Discharge to the sea

Figure 20. Schematic diagram of the upper aquifer showing simulated ground-water budget rates for 1965 and 

1987 conditions (number in parenthesis indicate calibrated budget terms for 1965 and 1987 hydrologic conditions, 

respectively, in cubic feet per second).

Ground-Water Flow Model of the Upper Aquifer 39
The parameters included in the sensitivity analysis for 

hydrologic conditions of 1965 are aquifer recharge from 

rainfall, contributions from the unconfined parts of the 

lower aquifer (simulated as injection wells along the 

southern boundary of the model area), aquifer 

transmissivity, and the conductance values of the drains at 

Cano Tiburones and stream riverbeds.

The sensitivity of aquifer recharge rate was tested by 

decreasing the amount by 25 percent of the model 

calibrated value of 140 ft3/s (Appendix 2a). Only 30 of the 

38 control cells matched the criterion of 18 ft. When the 

rate of aquifer recharge from rainfall was increased by 50 

percent above the calibrated value only 23 of the 38 

control cells matched the 18 ft criterion.

Sensitivity analysis of ground-water flow 

contributions from unconfined parts of the lower aquifer 

and withdrawals from wells indicated little impact on the 

differences between measured and calibrated heads and 

the magnitude of the budget terms. Appendix 2b 

summarizes the sensitivity analysis of the rate of injection 

derived for the unconfined parts of the lower aquifer and 

withdrawals from wells, and its influence on the recharge 

and discharge flow budget terms.

Changes in the magnitude of aquifer transmissivity 

were applied simultaneously to layers 1 and 2 (Appendix 

2c). A summary of the difference between computed and 

measured heads for layers 1 and 2 is also shown in 

Appendix 2c (same conditions applied to minimum and 

maximum head differences explained on sensitivity 

analysis for aquifer recharge). Based on the results 

obtained from the sensitivity analysis, it appears that 

transmissivity is the most sensitive parameter, with the 

head match dropping to 18 of 38 control cells for 0.50 the 

calibrated transmissivity and 32 of 38 control cells for 

1.50 the calibrated transmissivity. Obviously, there are 

some areas which are very sensitive to changes in aquifer 

transmissivity near the southern boundary of the modeled 

area. But these are low yield areas that contribute little to 

the overall water budget of the upper aquifer. Many of the 

modeled coastal areas did not reflect large differences 

between the computed and measured heads, as expected, 

given the high values of estimated aquifer transmissivity.

On the other hand, the total budget was affected by 10 

percent of its calibrated value. Instead of having 176.4 

ft3/s, sensitivity analysis results showed 154 ft3/s and 193 

ft3/s (Appendix 2c).

Changes in drain and riverbed conductance values are 

shown in Appendixes 2d and 2e. Changes of + 50 percent 

of the drain conductance values changed discharge to the 

Cano Tiburones by about 2 to 4.5 ft3/s. Changes of + 50 

percent of the riverbed conductance values changed river 

budget terms by 2 to 4 ft3/s.

Additional Data Needs and Model Limitations

The understanding of the hydrogeologic system was 

improved substantially after constructing the groundwater flow model. However, this approach should not be 

considered unique or as a final tool for interpretation of 

any hydrologic analysis that may follow. Some of the data 

requirements needed to better apply the finite-difference 

numerical analysis are still incomplete and to fill these 

deficiencies are essential to any future investigation. 

Emphasis must be given to the need for leveling of all 

wells in the coastal areas. Errors in datum for referenced 

control points are probably the main cause in the lack of 

calibration for some control points. Other inherent 

limitations of the data are the lack of information on 

streamflow seepage for the reaches of streams crossing 

the upper aquifer and the existing withdrawals rates from 

industrial and public-supply wells in the study area. These 

two aspects of the hydrologic analysis are very important 

since they may reduce the uncertainty of ground-water 

inflow and outflow terms.

The vertical extent of the alluvial deposits as they cut 

into the limestone rocks northward is another aspect 

which limits the application of the subject model. If these 

alluvium deposits extend deeper into the limestone than 

presently thought near the coast, down to the confining 

unit (upper unnamed member of the Cibao Formation), 

the transmissive properties of the upper layer could be 

reduced by an order of magnitude.

The hydrologic analysis of the upper aquifer presented 

in this report could be improved by integrating most 

hydrologic aspects for the alluvium deposits and

40 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manati Area, Puerto Rico
limestone rocks. Other information needed to improve 

this modeling effort will be the compilation of water-use 

information, movement of the saltwater/freshwater 

interface (related to withdrawals from wells and a 

decrease in aquifer recharge, or both), and streamflow 

seepage related solely to the upper aquifer. Additional 

water-level information is needed; both areal synoptic 

measurements to develop potentiometric-surface maps 

and a network of continuous-record wells to document 

long-term trends.

Summary

An hydrologic investigation of the Rio Camuy to Rio 

Grande de Manati area was presented, and a model of the 

ground-water flow conditions was constructed for 1965 

and 1987 hydrologic conditions. In summary, the 

hydrologic investigation findings are as follows:

1. Calibrated transmissivity values ranged from about 

100 ft2/d along the southern boundary to about 140,000 

ft2/d along the central portions of the study area.

2. Vertical hydraulic conductivity calibrated values 

ranged from 1.6(10-5) days' 1 to IClO^days' 1 .

3. Model calibrated aquifer recharge ranged from a 

minimum of zero in/yr at the shoreline to 4 in/yr for 

alluvial valley areas to a maximum of 28 in/yr for the 

karst areas.

4. A summary of the volumetric budget terms for each 

of the contributing ground-water flow components for 

1965 and 1987 hydrologic conditions follows:

 Ground-water budget terms for hydrologic 

conditions of 1965 are areal recharge, 140 ft3/s, 

ground-water contributions from the unconfined 

parts of the lower aquifer, 6.4 ft3/s, northern flow to 

the Cano Tiburones, 20 ft3/s, and streamflow 

infiltration, 10 ft3/s. Ground-water outflow terms are 

discharge to the Cano Tiburones, 69 ft3/s, discharge 

to the sea 26 ft3/s, and discharge to the river reaches 

wherever they gain water, 81 ft3/s. The total 

calibrated ground-water flow was 176.4 ft3/s.

 During 1987, ground-water recharge from rainfall 

contribute about 140 ft3/s plus water contributions 

from the unconfined parts of the lower aquifer of 6.4

ft3/s, simulated as injection wells, seawater inflow 

towards the Canal Central at the Cano Tiburones of 

20 ft3/s, and river infiltration totaled about 14 ft3/s. 

Ground-water discharge budget terms for 1987 

hydrologic conditions are: ground-water outflow to 

the Cano Tiburones of 63 ft3/s, to the sea 24 ft3/s, to 

pumping wells 24 ft3/s, and to the river reaches 

wherever they gain water 70 ft3/s. The total 

calibrated ground-water flow was 180 ft3/s.

5. Based on the results obtained from the sensitivity 

analysis, it appears that transmissivity is the most 

sensitive parameter.

SELECTED REFERENCES

BriggsvR.P.,, 1961, Oil and gas possibilities of northern Puerto 

Rico: Geology of Kewanee Interamerican Oil Company 

Test Well Number 4CPR, Northern Puerto Rico; Puerto 

Rico Mining Commission, San Juan, Puerto Rico, Office of 

the Governor, 23 p.

___, 1965, Geologic map of the Barceloneta quadrangle, 

Puerto Rico: U.S. Geological Survey Miscellaneous 

Geologic Investigations Map 1-421, scale 1:20,000.

___, 1966, The blanket sands of northern Puerto Rico: in 

Caribbean Geological Conference, 3rd Kingston Jamaica, 

1962, Transactions: Jamaica Geology Survey Publication 

95, p. 60-69.

___, 1968, Geologic map of the Arecibo quadrangle, Puerto 

Rico: U.S. Geological Survey Miscellaneous Geologic 

Investigations Map 1-551, scale 1:20;000.

Briggs, R.P., and Akers, J.P., 1965, Hydrologic map of Puerto 

Rico and adjacent islands: U.S. Geological Survey 

Hydrologic Investigations Atlas Map HA-197, scale 

1:240,000.

Colon-Dieppa, Eloy, and Quinones-Aponte, Vicente, 1985, 

Estimates of 7-day, 10-year low flow at ungaged streams in 

Puerto Rico: U.S. Geological Survey Water-Resources 

Investigations Report 84-4087, 1 pi.

Curtis, R.E., Jr., Aquino, Zaida, Diaz, P.L., and Vachier, 

Ricardo, 1990, Water resources data Puerto Rico and the 

U.S. Virgin Islands, Water Year 1989: U.S. Geological 

Survey Water-Data Report PR-89-1, 419 p.

Diaz, J.R., 1973, Chemical quality of water in Cano Tiburones, 

Puerto Rico: U.S. Geological Survey Open-File Report, 

Ipl.

Selected References 41
Giusti, E.V., 1978, Hydrogeology of the karst of Puerto Rico: 

U.S. Geological Survey Professional Paper 1012, 68 p., 2 pi.

Giusti, E.V., and Bennett, G.D., 1976, Water resources of the 

north coast limestone area, Puerto Rico: U.S. Geological 

Survey Water-Resources Investigations Report 75-42, 42 p.

Gomez-Gomez, Fernando, 1984, Water resources of the lower 

Rio Grande de Manati valley, Puerto Rico: U.S. Geological 

Survey Water-Resources Investigations Report 83-4199, 

42 p.

Gomez-Gomez, Fernando, and Heisel, I.E., 1980, Summary 

appraisals of the Nation's ground-water resources - 

Caribbean Region: U.S. Geological Survey Professional 

Paper 813-U, 32 p., 2 pis.

Gomez-Gomez, Fernando, and Torres-Sierra, Heriberto, 1988, 

Hydrology and effects of development on the water-table 

aquifer in the Vega Alta quadrangle, Puerto Rico: U.S. 

Geological Survey Water-Resources Investigations Report 

87-4105, 54 p.

Guzman-Rios, Senen, 1988, Hydrology and water quality of the 

principal springs in Puerto Rico: U.S. Geological Survey 

Water-Resources Investigations Report 85-4269, 30 p.

Heisel I.E., Gonzalez, J.R., and Cruz, Carlos, 1983, Analog 

model analysis of the north coast limestone aquifer, Puerto 

Rico: U.S. Geological Survey Open-File Report 82-52, 

49 p.

Kipple, P.P., and others, 1968, Water records of Puerto Rico, 

1958-63: U.S. Geological Survey Open-File Report, 353 p.

McDonald, M.G., and Harbaugh, A.W., 1988, A modular three 

dimensional finite-difference ground-water flow model: 

Techniques of Water-Resources Investigations of the U.S. 

Geological Survey, Book 6, Chap. Al.

Monroe, W.H., 1963, Geology of the Camuy quadrangle, 

Puerto Rico: U.S. Geological Survey Geologic 

Quadrangles of the United States Map GQ-197, scale 

1:20,000.

_____, 1976, The karst landforms of Puerto Rico: U.S.

Geological Survey Professional Paper 899, 69 p., 1 pi.

___, 1980, Geology of the middle Tertiary Formations of 

Puerto Rico: U.S. Geological Survey Professional Paper 

953, 93 p., 1 pi.

Nelson, A.E., and Monroe, W.H., 1966, Geology of the Florida 

quadrangle, Puerto Rico: U.S. Geological Survey Bulletin 

1221-C, scale 1:20,000.

Nelson, A.E., and Tobish, O.T., 1968, Geologic map of the 

Bayaney quadrangle, Puerto Rico: U.S. Geological Survey 

Miscellaneous Geologic Investigations Map 1-525, scale 

1:20,000.

Puerto Rico Water Resources Authority, 1977, Soil Survey of 

Arecibo area northern Puerto Rico: U.S. Department of 

Agriculture, Soil Conservation Service, 169 p., 50 sheets.

Quinones-Aponte, Vicente, 1986, Water resources of the lower 

Rio Grande de Arecibo alluvial valley, Puerto Rico: U.S. 

Geological Survey Water-Resources Investigations Report 

85-4160, 38 p., 1 pi.

Rickher, J.G., and others, 1970, Water records of Puerto Rico, 

1964-67, Volume 1, North and Northeast slopes: U.S. 

Geological Survey Open-File Report, 308 p.

Theis, C. V., Brown, R.H., and Meyer, R.R., 1963, Estimating 

the transmissivity of aquifers from the specific capacity of 

wells, in R. Bentall, Methods of Determining Permeability 

Transmissibility and Drawdown: U.S. Geological Survey 

Water-Supply Paper 1536-1, p. 331-341.

Torres-Gonzalez, Arturo, 1985, Simulation of ground-water 

flow in the water-table aquifer near Barceloneta, Puerto 

Rico: U.S. Geological Survey Water-Resources 

Investigations Report 84-4113, 39 p.

Torres-Gonzalez, Arturo, and Wolansky, R.M., 1984, Planning 

report for the comprehensive appraisal of the ground-water 

resources of the north coast limestone area of Puerto Rico: 

U.S. Geological Survey Open-File Data Report 84-427, 

32 p.

U.S. Department of Commerce, 1986, Climatological data 

annual summary- Puerto Rico and Virgin Islands: National 

Oceanic and Atmospheric Administration, v. 32, no. 13.

___, 1991, Census of population and housing: Puerto Rico

Bureau of the Census, table 1, 2-7 p.

U.S. Soil Conservation Service, 1973-1975, Preliminary Safety 

Analysis Report (NORCO-NP-1, PSAR), North Coast 

Nuclear Plant No. 1, U.S. Atomic Energy Commission 

Docket No. 50-376, Volume II, p. 2.5.119-2.5.180.

Vecchioli, John, Tibbals, C.H., Duerr, A.D., and Hutchinson, 

C.B., 1990, Ground-water recharge in Florida A pilot 

study in Okaloosa, Pasco, and Volusia Counties: U.S. 

Geological Survey Water-Resources Investigations Report 

90-4195, 16 p.

Zack, A.L., and Class-Cacho, Angel, 1984, Restoration of 

freshwater in the Cano Tiburones area, Puerto Rico: U.S. 

Geological Survey Water-Resources Investigations Report 

83-4071, 33 p.

42 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manati' Area, Puerto Rico
APPENDIXES

Appendixes 43
Appendix 1. Model input files for upper aquifer in the Rio Camuy to Rio Grande de Manati area.

BASIC INPUT PACKAGE:

NORTH COAST - RIO CAMUY TO RIO MANATI TWO-LAYER DIGITAL MODEL, 

HYDROLOGIC CONDITIONS OF 1965.

2 38 138 1 1 

7 08 09 63 00 00 00 11 61 00 00 62

1 1

00

0000

0 0

000 

-1 -1 -1

0 0

0 0

0 0

0 0

0 0

0 0

0 0

0000

0 0

0 0

01

02

0 0

0000 

7 7-1-1

0 0

03

000000000000000000-1-1 

-1-1-1-1-1-1-1-1-1 0 0 0 0 0 0 0 0 0 0 0 

00000000000000000000 

0 0 0 0-1-1-1-1 -1 -1 -1 -1 -1-1-1-1 7 7 7 7 

777-100000 

0 0-1-1 -1 -1 -1 -1 -1

-1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1

11

7

0

2

2

2

0

7

7

-1

2

2

2

7 7

7 7

0 0

2 2

2 2

2 9

0 0

7 7

7 7

-1 -1

2 2

2 2

2 9

7 7

-1 -1

0 -1

2 2

2 2

9 9

0 0

7 7

7 7

-1 -1

2 2

2 2

9 9

7

-1

7

2

2

9

0

7

7

2

2

2

9

7

-1

7

2

2

9

0

7

-1

2

2

2

9

04

05

06

07

44 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rio Grande de Manatf Area, Puerto Rico
7777222777722277772727777272777787777778767677876667787666668666666866666

7777222777722277772727777272777727777778767677876667787666678666666866666

777722277772227777272777727277772727777876767787666778666667866666686666677772227777222777727277772727777272777786676778666677866666726666662666667777222777722277772727777272777727277778667677266667726666672666666266666777722277772227777272777727277772727777262767726666772666666266666626666677772227777222777727277772727777272777726277772626677766666666666666666667777229777722977772797777272777827277782697778269667876666686666668666666

-1777229777722977772797778279777827977782697778269667876666686666668666666-1

1177229777822977782797778279777827977782697778269667876666686666668666666

-1777229777822977782797778279777827977782696778269667876666686666668666666

-1778229777822977782797778279777827977787696778769667876666786666668666666-1778229777822977782297778279777827977787696778769667876966786696668669666-1778229

-177822977782297778279777827977787696778769667876966786696668669666

0778229

-177822977782297778279777827977787696778769677876967786696668669666

0778229

-177822977782297778279777827977787696778769677876967786696668669666

0772229

-177222977782297778279777877977787696778769677876967686696668669666

0772229

-177222977722297778279777877977787696778769677876967686696668669666

7722297722297727297787797787797787697787667787667686666686696677222777222977272977877977877977876977876677876666866666866966

09

10

12

13

14

15

16

17

18

19

Appendix 1 45
2 2

222

2 2

222

46 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manati Area, Puerto Rico
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50 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rio Grande de Manati Area, Puerto Rico
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Appendix 1 51
52 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
Appendix 1 53
54 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rfo Grande de Manatf Area, Puerto Rico
73

Appendix 1 55
56 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
94.49 

66.10 

95.71 

134.19 

79 .38

100.00 102 J 

160.01 163.91 

99.92 97.60 

50.31 41.52 

15.23 15.25 

20.97 21.60 

23.82 22.89

57.50 96.13 102.54 104.46 108.74 112. 

109.56 114.63 119.76 124.59 151.47 132.17 

141.43 139.18 144.04 133.38 116.99 

83.73 82.22 76.62 76.67 76.27 

94.69 98.23 99.14 99.27 98.58 99.11 

L50.00 123.62 133.48 143.04 229.75 157.72 163.64 159.64 142.20 124.90 

L27.30 91.73 85.33 84.05 87.74 81.66 95.85 98.23 

L03.59 103.60 104.35 109. 

L82.95 193.82 202.65 209. 

L40.00 114.19 118.41 109.

80.51 75.27 67.63 62.57 56.70 54.67 56.25 56.93 60, 

64.94 68.00 70.95 74.37 77.43 80.68 83.95 93.63 

98.83 99.18 92.03 94.08 97.53 100.08 100.75 100.83 

LOO.84 100.79 101.02 101.58 102.52 103.13 103.73 104.71 

L25.00 26.59 105.66 109.26 112.53 116.49 122.11 128.18 

L49.61 156.52 164.16 170.07 175.47 172.77 183.55 112.24 

189.65 186.82 197.86 181.52 169.07 154.90 146.61 

91.18 88.56 81.45 80.12 79.39 80.68 83.32 

99.09 99.95 108.24 109.95 120.72 132.44 125.00

143.80 153.45 162.77 249.13 175.88 181.85 178.95 161.44 147.49 

127.47 100.57 92.74 90.43 93.39 89.12 99.09 99.77 104.82 105.59 

112.35 118.13 128.52 137.65 148.75 160.42 173.81 190.05 206.52 219.29 

234.63 248.09 259.45 268.79 276.24 285.05 285.72 290.84 291.64 200.00 

200.00 127.73 133.39 121.53 119.04 116.31 117.78 99.97 93.14 92.51 

86.08 80.29 71.60 65.89 59.14 57.03 58.70 59.93 63.48 66.51 

69.72 73.53 76.95 81.17 84.67 88.56 92.45 98.02 98.66 100.52 

103.53 103.76 107.61 111.54 115.84 120.38 124.95 129.33 134.00 138.41 

143.36 148.08 153.19 158.70 165.08 171.33 178.11 185.88 194.20 170.00 

170.00 35.88 124.91 

197.33 206.11 214.74 

242.14 238.91 235.39 

141.59 103.17 

98.84 101.52 

250.00 170.00 

152.83 127.74 100.71 

123.15 131.05 

265.51 281.02

139.31 147.04 156.60

98.21 88.10

112.96 124.24

178.86 187.38 181.46 169.56

114.20

247.78

332.20 333.48 220.00

93.15

66.35

100.00 104.18

155.25

140.42 147

86.16 76

205.22 214

255.85 282.04 306

350.50 350

309.70 293.46 274.71 282.72

90.51 86.44 87.48 87.77

164.64 182.70 200.27 175.00

300.38 223.67 228.17

	167.75

100.00 112.24

300.00 202.41 210

178.30 156.61 131

145.97 155.85 169

302.67 319.14 333

240.00 156.92 164

193.02

134.71

283.51

203

125

268.83

371.95 372.82 240.00

141.51 123.44 121.55

63.71

100.00

169.23

220.44 230.41 241.36 253.53

320.40 326.88 349.99

50.48 350.01 341.78

109.10 116.46

Appendix 1 57
320.00 226.02 233.41 240.46 315.11 244.69 249.

202.65 184.22 163.02 136.34 220.51 109.37 118.38

169.89 187.23 202.82 216.97 233.56 250.10 268.31 269.

347.10 365.13 381.64 396.55 409.42 422.92 437.33 439.

340.00 204.55 209.11 191.31 185.11 196.39 179.

100.00 93.79 86.64 77.07 65.06 60.31

70.08 74.05 77.07 81.76

	272.32 277.03 277.97 264.57 263.69

258.68 255.29 250.86 261.11 286.72 295.50 297.95 318.97 326.95

353.55 368.23 378.15 392.97 405.92 420.58 438.37 454.15 461.97

482.83 489.80 495.21 498.93 503.38 509.83 506.42 507.77 450.00

.00 266.36 266.87 246.65 235.36 257.25 234.84 224.31 185.06 156.26

.87 100.00 93.34 82.85 69.51 64.02 63.08 63.51 66.36 69.02

.08 75.91 78.56 83.19 85.92 89.77 93.57 97.91 100.35 109.01

126.55 135.79 145.37 156.96 168.74 180.33 191.28 202.02 212.41

223.67 234.54 245.67 256.93 268.88 280.87 293.52 306.86 320.78 300.00

310.00 198.44 344.34 350.12 350.17 350.33 350.89 351.35 351.83 352.39

352.80 353.21 353.57 353.94 354.31 354.64 362.58 355.22 355.50

355.74 355.76 354.63 355.40 355.16 354.71 353.91 353.32 352.66

338.35 291.00 285.18 223.40 147.59 111.39 99.97 102.46

149.05 179.02 198.03 219.34 243.91 264.35 230.00

375.00 290.25 296.00 301.50 348.74 302.40 307.02 308.26 292.

291.85 289.56 287.47 284.65 313.25 325.01 328.38 328.72 349.

371.02 386.39 399.62 408.98 423.24 435.48 449.18 465.51 479.

496.96 504.55 510.57 515.35 518.86 522.94 529.06 527.73 530.52 500.00

480.00 312.69 312.34 289.67 275.85 307.12 283.32 268.18 219.64 188.20

124.38 109.84 93.77 87.82 72.17 65.52 63.75 63.94 66.

76.13 78.67 83.45 86.07 89.98

128.94 138.97 149.40 162.26

234.51 246.00 257.63 269.34 281.43

330.00 350.28 350.17 350.38 350.99

354.52 354.20 354.67 355.09 355.51 355.94 356.

357.65 357.81 357.94 356.90 357.65 357.57 357.32

354.78 353.33 350.03 297.37 289.59 232.48 207.80 198.52 200.62

243.00 264.64 288.94 289.29 290.10 297.64 301.24 260.00

	.44 356.02 364.60 370.00 355.71 359.43 

	.00 300.00 300.00 300.00 265.72 282.02 

	.12 429.16 456.98 484.40 508.70 529.53 

.21 549.26 543.95 519.90 511.58 518.10 510. 

, 06 307 . 94 348.99 

.01 77 .: 

.29 87.49 

.36 167.37 

.27 291.

	353.13

307.29 287.09 270.30 256. 

302.72 310.79 313.67 280. 

-1

00

58 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Ri'o Camuy to Rfo Grande de Manati Area, Puerto Rico
Appendix 1 59
60 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rio Grande de Manati Area, Puerto Rico
Appendix 1 61
62 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Ri'o Camuy to Rio Grande de Manati Area, Puerto Rico
Appendix 1 63
200.32 181.46

106.11 106.69 114.20

214.58 233.55 247.78

332.20 333.48 220.00

101.69 93.15

63.39 66.35

64 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
73.39 76.64 80.99 84.32 88.24 92.14 97.69 100.00 104.18

114.00 119.11 124.37 130.47 136.78 143.04 148.90 155.25 161.15

174.52 181.41 188.67 196.97 205.22 214.27 224.47 235.42 200.00

80.68 197.74 230.89 255.85 282.04 306.65 329.26 332.11 347.91

350.32 350.46 350.46 350.48 350.50 350.46 360.91 350.28 350.21

344.46 338.77 297.35 309.70 293.46 274.71 282.72 236.06 221.46

178.30

145.97

302.67 319.14 333.38 345.36 354.

240.00 156.92 164.88 150.37 148.57 153.56 141.90 141.51 123.

93.35 92.70 81.07 72.92 62.84 59.06 59.53 60.40 63.

69.86 73.78 76.92 81.45 84.67 88.64 92.60 97.79 100.00 105.67

111.53 117.67 123.97 130.48 138.22 146.16 154.02 161.36 169.23 176.55

185.15 193.20 201.68 210.49 220.44 230.41 241.36 253.53 266.60 225.00

225.00

350.74 350 .90 351.19 351.

352.46 352.18 351.83 352.

232.68 224.61 163.67 155.54

158.43 308.09 322.65 350.04 350.11 350.18 350.47

351.78 352.14 352.45 352.77 353.09 353.37 362.79 353.82 354.03

354.11 354.04 353.91 352.56 353.40 352.92 352.18 350.93 350.00 335.43

299.02 281.48 227.33 220.36 160.09 100.39 95.14 95.31 97.70 103.63

118.23 136.40 162.98 182.46 204.39 228.27 249.29 220.00

350.00 257.36 263.44 269.25 322.89 272.32 277.03 277.97 264.57 263.69

341.63 353.55 368.23 378.15 392.97 405.92 420.58 438.37 454.15 461.97

473.99 482.83 489.80 495.21 498.93 503.38 509.83 506.42 507.77 450.00

440.00 266.36 266.87 246.65 235.36 257.25 234.84 224.31 185.06 156.26

110.87 100.00 93.34 82.85 69.51 64.02 63.08 63.51 66.36 69.02

72.08 75.91 78.56 83.19 85.92 89.77 93.57 97.91 100.35 109.01

117.54 126.55 135.79 145.37 156.96 168.74 180.

223.67 234.54 245.67 256.93 268.88 280.87 293.

310.00 198.44 344.34 350.12 350.17 350.33 350.

	353.21 353.57 353.94 354.31 354.64

	354.63 355.40 355.16 354.71

338.35 291.00 285.18 223.40 147.59 111.39 99.97 102.46

149.05 179.02 198.03 219.34 243.91 264.35 230.00

290.25 296.00 301.50 348.74 302.40 307.02 308.26 292.

289.56 287.47 284.65 313.25 325.01 328.38 328.72 349.

371.02 386.39 399.62 408.98 423.24 435.48 449.18 465.51

496.96 504.55 510.57 515.35 518.86 522.94 529.06 527.73

.69 312.34 289.67 275.85 307.12 283.32 268.18 219.64 188.20

84 93.77 87.82 72.17 65.52 63.75 63.94 66.63 69.22

76.13 78.67 83.45 86.07 89.98 93.83 97.89 100.59 110.00

119.18 128.94 138.97 149.40 162.26 175.30 188.11 200.20 211.60 222.80

234.51 246.00 257.63 269.34 281.43 293.57 306.09 319.02 332.29 325.00

330.00 350.28 350.17 350.38 350.99 351.26 352.09 352.68 353.28 353.94

	354.67 355.09 355.51 355.94 356.33 363.49 357.04 357.39

	.94 356.90 357.65 357.57 357.32

354.78 353.33 350.03

243.00 264.64 288.94

400.00 330.61 340.21 349.59 394.44 356.02 364.60 370.00 355.71 359.43

95 365.45 366.06 300.00 300.00 300.00 300.00 265.72 282.02

02 343.36 370.48 401.12 429.16 456.98 484.40 508.70 529.53

532.72 550.00 550.27 550.21 549.26 543.95 519.90 511.58 518.10 510.00

Appendix 1 65
357.25 357.64 3^8.04 358.44 359.80

360.06 360.23 360.39 359.45 360.11 36C.10 359.96

358.28 354.75 355.15 35C.01 207.?Q 287.09 270.30

268.62 282.35 305.5S 304.04 302.72 31(

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66 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manati Area, Puerto Rico
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0

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29700

20250

2500

11000

15371

14434

16875

16191

13968

33750

33750

33750

20250

2500

2500

15991

Appendix 1 67
15676

5065

9809

17763

17342.

16637

20250

47250

47328.

20250

2500

16824

16555.

3105.

10072

19494

22078,

2500.

17550 .

94500.

94612.

21361.

2500.

20000.

21429.

2700.

9246.

25263.

24777 .

2500.

2500.

94500.

94944.

20000.

2500.

24608.

24975.

1350.

6938,

25076.

25312.

2500.

2500.

95261.

94779.

20000.

2500,

24936,

24975.

1215.

2364.

19784.

20250.

2500.

2500.

72823.

111441.

23722 .

2500.

25420.

24975.

1485.

2126 .

46166.

25564.

2500 .

2500.

62967.

96517.

64561.

2500 .

16331.

24300.

. 16412

. 5065

. 10712

. 17775

. 17269

. 2500

. 20250

. 47250

. 47304.

. 20250

. 2500

. 17158

. 16745.

. 3240

. 9604

. 20084

. 22380.

. 2500.

. 20250

. 94500

. 94588.

. 20864.

. 2500

. 20000

. 16875.

2700.

. 9373.

. 25308.

. 24687.

. 2500.

. 17550.

. 94500.

. 95033.

. 20000.

. 2500.

. 24839.

. 24975.

. 1350.

. 7266,

. 25020

. 25312.

. 2500,

. 2500.

. 95130.

. 94929.

. 20000.

. 2500.

. 25150.

. 24975.

. 1270.

. 4066.

. 19707.

. 20250.

2500.

. 2500.

. 75812.

124362.

, 21960.

, 2500.

. 25619.

. 24975.

1485.

. 2190.

. 48507.

. 23698.

. 2500.

. 2500.

. 65742.

.126218.

35080.

, 2500.

. 27000.

, 24300,

. 16582

. 5065

. 12212

. 18245

. 17165.

. 2500.

. 20250,

. 47250.

. 47322,

. 20250,

. 2500.

. 17512.

. 16875.

. 3264.

. 11371.

. 19618.

. 22644.

2500.

. 20250.

. 94500.

. 94582.

. 20459.

. 2500.

. 20000.

. 16875.

2700.

. 11781.

. 25258,

. 24368.

2500.

. 20250.

. 94500.

. 95086.

. 20000.

. 2500.

. 25079.

. 24975.

. 1350.

. 9788.

. 32985.

. 25312.

. 2500.

2500.

. 95033.

. 94882.

. 20000.

. 2500.

. 25373.

. 24975.

. 1269.

6142.

. 34224.

. 20250.

. 2500.

2500,

. 87822.

.124409.

. 20403.

. 2500.

. 25816.

, 24975.

1485.

4138.

. 67500.

. 21630.

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. 71936.

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. 25020.

. 14949.

. 27000.

. 24300.

. 16736.

5364

. 18275

. 18445

. 16875.

. 2500.

. 47250.

. 47250

. 47326.

. 20250

2500

. 16515

. 16875.

. 3262.

. 20442

. 19270

. 21094,

. 2500.

. 94500.

. 94500.

. 94573.

. 20416.

. 2500.

. 20880.

. 16875.

. 2160.

. 20694.

. 25242.

. 22781.

. 2500.

. 94500.

. 94500,

. 95134.

. 20000.

. 2500,

. 25310.

. 24975.

. 1350.

. 22533.

. 33838.

. 25312.

. 2500.

, 2500.

, 95009.

94813.

, 16253.

2500.

. 25581.

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1269.

18575.

. 35510.

. 20250.

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. 79892.

122105.

. 17354.

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1620.

20205.

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49333.

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. 16747.

. 5814.

. 20127.

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. 47354.

. 20250.

2500.

. 16834,

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. 3290.

. 21971.

. 18938.

. 21094.

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. 94500.

. 94574.

. 20250.

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. 21080.

. 16875.

. 2160.

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. 25157.

. 22781.

. 2500.

. 94500.

. 94928.

. 54752.

. 20000.

. 2500.

. 25511.

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. 1350.

. 22806.

. 34362.

. 25312.

. 2500.

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. 94547.

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. 24409.

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. 1303.

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. 36658.

. 20250.

, 2500.

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, 83240.

121703.

16783.

2500.

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6399

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. 20250.

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. 20250.

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. 20288.

16875.

. 2223.

. 23676.

. 25024,

. 21453.

. 2500.

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. 95221.

54844.

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. 34438.

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64800.

. 15925.

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1318.

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. 37627.

21809.

2500.

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. 66033.

121500.

16227.

2500.

26274.

24975.

1647.

25383.

. 67500.

21692.

2500.

17550.

66797.

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17161.

2500.

27000.

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6703

. 18950

. 18603

. 16812

2500

. 47250

. 47305

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. 20250

2500

. 15264

. 4367

. 22301

. 19848

. 18482

. 2500

. 94500

. 94620

. 20369

. 20250

2500

. 20524

. 2268

. 24138

. 24993

. 21377

. 2500

. 94500

. 94882

. 21094

. 20000

. 2500

. 24782

. 1350

. 25312

. 35134

, 25312

2500

, 94500

. 94743

24300

. 14997

. 2500

. 24891

. 1310

. 20250

, 38860

23389

. 2500

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. 92015

67500

15^50

. 2500

. 26294

1755

28407

. 67500

, 23155

2500

54455

62662

.126563

16704

2500

24300

20000.

20000.

2500.

24951.

2002. 1974.

42998.

27444.

2500.

2500.

60070.

14930.

16166.

24300.

68 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rio Grande de Manatf Area, Puerto Rico
1904

2140

43577

25018

2500

2500

24930

126563

4824

34667

35116

2500

2500

24212

36119

136012

16123

2500

16875

7270

27190

67500

20250

2500

22444

24608

140062

17138

2500

16875

9150

40102

31050

20250

2500

17840

25137

136012

20506

2500

17935

Appendix 1 69
9150

9607

24300

20250

17550

9578

18052 .

126563

20469

2500.

14236

9150

9150

4205

20250

20250

25312

9389

13709,

126563 ,

20837

5000,

8438,

9150

9100

2885

20250

20250

25312

9199

9025

49221,

21199,

5000

4824,

6750

6750

2302 .

13311

20250

24153 ,

9020,

8224

22545,

20851,

5000.

4521.

1350,

1350,

1719.

7834.

16155,

2500.

9000.

6033 ,

13401,

13500.

12794,

2597

1350.

1350.

1350

3372,

9581

2500

6031,

4750

9215

6682.

3530,

833

780.

810.

9150,

9920,

. 24300.

. 2500.

. 17550,

9800,

. 19116.

. 126563 .

. 19907,

. 2500.

. 13086.

9150,

9150.

. 7787.

. 20250,

. 2500.

. 25312.

9400,

. 15733.

.101660.

. 20636.

. 5000.

. 7383.

9150.

9100.

. 3051.

. 20250.

2500.

. 25312.

. 9300.

. 9976.

. 43216.

. 20963.

. 5000.

. 4768.

. 6750.

6750.

2479.

. 13689.

. 20250.

. 23968.

. 9000.

. 8260.

. 24975.

. 20555.

5000.

4095.

. 1350.

. 1350.

. 1908.

. 8101.

. 16656.

. 14018.

. 9000.

6267.

. 13500.

. 13466.

. 11813.

2678.

. 1350.

. 1350.

. 1350.

. 5844.

8179.

2500.

. 5928.

4896.

. 9130.

. 6395.

. 3494.

802 .

760.

810.

. 9150.

. 15380.

. 24300

. 2500.

. 17550.

. 9895.

. 21480,

. 126563,

. 19756

. 2500,

7947.

. 9150

9150,

. 8010.

. 20250,

. 2500.

. 25312.

. 9798.

, 17115.

. 92812.

, 20430.

. 5000.

. 6908.

9150,

9100

. 3186.

. 20250,

2500,

. 25303.

. 9691,

. 13500.

. 31066.

, 20716.

. 5000.

. 4298.

. 6750.

, 6750,

2669.

, 14523,

, 2500.

. 22622.

, 9427.

. 9107.

. 24962.

, 20241.

5000.

4050.

1350.

1720,

2151.

9632.

. 2500.

13793.

. 9084.

6556.

. 13573,

. 13491.

, 5000.

2573,

1350.

1350.

. 1634.

6421.

6288,

. 13584,

. 6819.

4028.

, 8983,

. 6134.

. 3953.

810,

765 .

830.

. 9150.

. 18711.

. 22950.

. 2500.

. 25312.

. 9792.

. 22401.

.101378 .

. 19611.

. 2500.

. 5508.

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9150.

. 9680.

. 20250.

2500.

. 25312.

. 9706.

. 18924.

. 59062.

. 20231.

. 5000.

. 3803.

. 9150.

. 9100.

3336.

. 20250.

. 2500.

. 23620.

. 9594.

. 15274.

. 26903.

. 20473.

5000.

3779.

6750.

. 6750.

2780.

. 13500.

. 2500.

. 21277.

. 9530.

. 9378.

. 24610.

. 19933.

5000.

3555.

. 1350.

1742.

2273.

. 11475.

. 2500.

. 13627.

. 8704.

5507.

. 13599.

. 13500.

. 5000.

2560.

1350.

1350.

1766.

. 8775.

. 2500.

. 13171.

. 5140.

4263.

. 8802.

, 5866.

3364.

757.

761.

834.

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30146.

20250.

2500.

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9827.

24222

68703 .

19460.

2500.

3991.

9150.

9150.

18080.

20250.

2500 .

24108.

9719.

19545.

47496.

20025.

5000.

3268.

9150.

9100.

3464.

20250.

2500.

23400 .

9584 .

16945.

25001.

20223 .

5000.

3035.

6750.

6750.

2853 .

13500.

2500.

19931.

9506.

12155.

24258 .

19620.

5000.

2934.

1350.

713.

2308.

11475.

2500.

13585.

8768.

5824.

13551.

13500.

5000.

2502.

1350.

1350.

1763 .

8775.

2500.

10295.

4999.

4440.

8660.

5612.

5000.

752.

765.

849.

12150.

27224.

20250.

2500.

23574.

9969.

25312 .

47050.

19375 .

2500.

3798.

9150.

9150.

23761.

20250.

2500.

23344.

9803.

21094.

30033 .

19873 .

5000.

3375.

9150.

6750 .

4620.

20250.

2500.

21485.

9632.

17719.

24988.

20014.

5000.

2954.

6750.

6750.

3035.

18830.

2500.

18587.

9521.

15188.

23906.

19328.

5000.

2801.

1350.

768.

2561.

12932 .

2500.

13441.

8755.

6750.

13577.

13499.

5000.

2700.

1350.

1350.

2088.

9756.

2500.

8811.

4673.

4725.

8509.

5330.

5000.

675.

768 .

891.

768.

845.

776.

839.

772. 781. 784.

831.

791,

858.

70 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manatf Area, Puerto Rico
1618.

Appendix 1 71
517

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00

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00

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00

00

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72 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
Appendix 1 73
74 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
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Appendix 1 75
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76 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rfo Grande de Manatf Area, Puerto Rico
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Appendix 1 77
1037. 1092. 1143. 1176. 1194. 1207. 1214. 1213. 1202.

1030.

1657. 1764. 1863. 1931. 1972. 1006. 1030. 1040.

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78 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manati Area, Puerto Rico
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Appendix 1 79
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80 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
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7249.

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106

Appendix 1 81
1U1.

3024.

5400.

4500.

5250.

928.

4012.

28125.

4549.

3900.

3164 .

64.

93 .

934.

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909.

3046.

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4630.

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1875.

60.

85.

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4500.

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889.

2006.

10938.

4711.

3900.

922.

56.

77.

512 .

2958.

4500.

5367.

871.

939.

5010.

4634.

3870.

855.

52.

72.

382.

1741.

3590.

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690.

674.

2978.

3000.

2843.

547.

45.

71 .

252.

749.

2796.

2700.

674.

611.

2048.

1485.

784.

185.

42.

67.

108.

2 2 C 4 .

5400.

5250 .

5250.

904.

4248.

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4424.

3370.

2908.

71.

100.

1430.

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880.

3496.

22591.

4586.

3900 .

1641.

70.

92.

678.

4500 .

5250.

5625 .

857.

2217.

9604.

4658.

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850.

68.

83.

551.

3042.

4500.

5326.

841.

1613.

5550.

4568.

3750.

760.

64.

75.

424 .

1800.

3701.

3115.

667.

726.

3000.

2992.

2625.

475.

59.

70.

297.

1299.

2929.

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651.

644.

2029.

1421.

776.

178.

56.

67.

114 .

4084.

5100.

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866.

4773 .

23643.

4390.

3720.

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62.

104 .

2591.

4500 .

5250.

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844.

3803.

20625.

4540.

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1535.

63.

94.

708.

4500.

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5623.

820.

3000.

6904 .

4604.

3600.

715.

62.

85.

593.

3227.

4500.

5027.

806.

2024.

5547.

4498.

3300.

656 .

61.

82.

478.

2140.

3700.

3065.

641.

790.

3016.

2998.

2250.

422.

58.

75.

363.

1427.

2953.

3019.

626.

673.

1996.

1363.

878.

300.

57.

71.

129

5269

4500

5250

5625

843

4978

22528

4358

3540

1224

70

119

3029

4500

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5625

824

4205

13125

4496

3600

845

69

108

741

4500

5250

5249

799

3394

5978

4550

3300

660

66

98

618

3000

4500

4728

784

2084

5469

4430

2700

550

64

87

505

2550

3600

3028

623

1224

3022

3000

2100

329

59

86

392

1950

2977

2927

609

725

1956

1304

748

168

56

81

82 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manatf Area, Puerto Rico
146.

604.

2050.

990.

641.

488.

1434.

1146.

720.

146.

41.

63.

129.

466.

1664.

840.

586.

377.

809.

937.

300.

119.

38.

59.

112.

272.

1434.

762.

555.

303.

561.

746.

147.

102.

30.

55.

94.

170.

1155.

750.

532.

272 .

201.

524.

129.

86.

22 .

49.

84.

137.

814.

645.

330.

161.

136.

131.

103.

77.

19.

35.

76.

112.

198.

195.

149 .

139.

120.

112 .

92.

75.

15.

38.

64.

170.

716.

1917 .

960.

618.

496.

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142.

53.

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810 .

562.

370 .

842 .

890.

215.

116.

48.

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114.

298.

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567.

707.

146.

98.

39.

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94.

204.

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510.

251.

195.

149.

125.

82.

30.

50.

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140.

823.

630.

300.

160 .

136.

129 .

101.

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209.

177.

149 .

137.

133.

111.

90.

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19.

39.

60.

248.

828.

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594.

501.

1441.

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138.

57.

68.

148.

607.

1519.

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539.

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111.

55.

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760 .

508.

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573.

680 .

143.

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52.

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113.

242.

1090.

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488.

230.

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122.

79.

49.

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834.

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157.

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127.

98.

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45.

46.

76.

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159.

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131.

109.

88.

74.

45.

40.

60.

280.

1200.

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575.

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104.

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450.

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733.

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585.

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41.

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300.

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176.

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118.

79.

33.

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94.

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825.

600.

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155.

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124.

96.

74.

26.

53.

73.

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230.

156.

148.

132.

130.

107.

86.

73.

20.

45.

60.

271.

1200.

1500.

804.

560.

527.

1455.

950.

300.

129.

54.

87.

224.

750.

1420.

747.

501.

350.

1139.

776.

147.

101.

50.

86.

145.

450.

1240.

731.

466.

232 .

697.

633.

135.

84.

44.

78.

128.

300.

1011.

708.

444.

187.

170.

148.

114.

77.

36.

72 .

96.

150.

818.

570.

210.

136.

136.

122.

94.

74.

28.

60.

70.

135.

239.

150.

148.

130.

129.

106.

85.

72.

23.

55.

60.

359.

1956.

1350.

751.

548.

555.

1451.

901.

199.

135.

55.

87.

254.

1220.

1350.

733.

484.

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1176.

770.

147.

113.

51.

85.

150.

749.

1198.

711.

445.

225.

719.

550.

131.

90.

44.

80.

131.

498.

977.

687.

422.

225.

237.

147.

111.

75.

37.

72.

113.

166.

819.

540.

180.

125 .

136.

120 .

92.

74.

29.

60.

75.

145.

234.

150.

148.

120.

126.

104.

83.

73.

25.

54.

64.

394.

1995.

1200 .

742.

531.

585.

1430.

853.

165.

55.

93.

287.

1326.

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718.

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345.

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138.

51.

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165.

876.

1080.

691.

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225.

728.

450.

126.

45.

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938.

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399.

225.

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147 .

105.

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122.

217.

808.

510.

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128.

136.

117.

90.

30.

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103.

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113.

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723.

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138.

110.

82.

32.

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119.

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77.

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2035.

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631.

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743.

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1378 .

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576.

314.

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754.

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Appendix 1 83
WITHDRAWALS FROM PUBLIC-SUPPLY AND INDUSTRIAL WELL

38

38

38

38

38

38

13

14

20

22

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injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

injection Cibao 

ABBOTT NORTH -IND 

ABBOTT SOUTH -IND 

ABBOTT NESTLE -IND 

ARECIBO #3 -PRASA 

ARECIBO #5 -PRASA 

ARECIBO #6 -PRASA 

ARECIBO #7 -PRASA 

ARECIBO #8 -PRASA 

ARECIBO #9 -PRASA 

BAJURA ADENTRO 

BAJADERO -PRASA

84 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Ri'o Grande de Manati' Area, Puerto Rico
111111111111111111111111111111111111111111111111111111111

DRAIN PACKAGE

173

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INPUT FILE:

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CORCOVADO -OBS 

CARRERAS -PRASA 

CAMPO ALEGR #1 -PRASA 

CAMPO ALEGR #3 -PRASA 

CIMARRONA 

DELGADO Q. -OBS 

ESPINOSA #1 -OBS 

ESPERANZA #1 -PRASA 

FORTUNA -PRASA 

FACTOR #1 -PRASA 

FLORIDA AFUERA -PRASA 

GARROCHALES #3 -PRASA 

JOVALES #1 -PRASA 

LOS CANOS -OBS 

LIZAS -OBS 

LEDERLE -OBS 

LINARES -OBS 

MORELL -OBS 

MENA -DOM

MIRAFLORES #2 -PRASA 

MIRAFLORES #3 -PRASA 

NUEVO #4 -PRASA 

OJO DE AGUA #2 -PRASA 

OJO DE AGUA #1 -PRASA 

OJO DE AGUA #3 -PRASA 

PEREZ REYES -DOM 

PFIZER -IND 

PALO VIEJO #7 -OBS 

PLAZUELA #2 -OBS 

PAJUIL #1 -PRASA 

PALOMA #3 -OBS 

PALOMA #1 -PRASA 

PALOMA #2 -PRASA 

ROEHRS -DOM 

ROMAN #2 -OBS 

RUFINO -OBS 

SANTANA #2 -PRASA 

SANTANA #3 -PRASA 

SANTIAGO -OBS 

S.HOYOS #2 -PRASA 

S.HOYOS #3 -PRASA 

S.HOYOS #4 -PRASA 

S.HOYOS #5 -PRASA 

TORRES -DOM 

UPJOHN NEW -IND 

UPJOHN UE-1 -IND 

VALENCIA -OBS 

V.AMADOR -OBS 

ZANJAS #1 -PRASA 

ZANJAS #3 -PRASA 

CANTITO LUISA 

MCKESSON OLD 

MANATI #1 

BOQUILLA 

RABANOS 

OFICINA PRASA 

VOCACIONAL

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/* areal discharge Cano Tiburones

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/* areal discharge Cano Tiburones

/* areal discharge Cano Tiburones

/* areal discharge Cano Tiburones

/* areal discharge Cano Tiburones

Appendix 1 85
1 7 69 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 70 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 71 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 72 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 73 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 74 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 75 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 76 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 77 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 78 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 79 -05.00 0.500 '* areal discharge Cano Tiburones

1 7 80 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 81 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 82 -05.00 0.500 * areal discharge Cano Tiburones

1 7 83 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 84 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 85 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 86 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 87 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 88 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 89 -05.00 0.500 /* areal discharge Cano Tiburones

1 7 90 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 59 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 60 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 61 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 62 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 63 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 64 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 65 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 66 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 67 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 68 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 69 -05.00 0.500 '* areal discharge Cano Tiburones

1 8 70 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 71 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 72 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 73 05.00 0.500 /* areal discharge Cano Tiburones

1 8 74 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 75 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 76 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 77 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 78 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 79 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 80 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 81 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 82 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 83 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 84 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 85 -05.00 0.500 / * areal discharge Cano Tiburones

1 8 86 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 87 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 88 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 89 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 90 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 91 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 92 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 93 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 94 -05.00 0.500 /* areal discharge Cano Tiburones

1 8 95 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 62 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 63 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 64 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 65 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 66 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 67 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 68 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 69 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 70 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 71 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 72 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 73 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 74 -05.00 0.500 /* areal discharge Cano Tiburones

1 9 75 -05.00 0.500 /* areal discharge Cano Tiburones

86 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manatf Area, Puerto Rico
1111111111111111111111111111111111111111111111111111111111111111111111111

99999999999999999999

10

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'* areal discharge Cano Tiburones 

'* areal discharge Cano Tiburones 

'* areal discharge Cano Tiburones 

'* areal discharge Cano Tiburones

Appendix 1 87
1 12 73 -05.00 0.500 /* areal discharge Cano Tiburones

1 12 74 -05.00 0.500 /* areal discharge Cano Tiburones

1 12 75 -05.00 0.500 /* areal discharge Cano Tiburones

1 12 76 -05.00 0.500 /* areal discharge Cano Tiburones

1 12 77 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 68 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 69 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 70 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 71 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 72 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 73 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 74 -05.00 0.500 /* areal discharge Cano Tiburones

1 13 75 -05.00 0.500 /* areal discharge Cano Tiburones

1 14 70 -05.00 0.500 /* areal discharge Cano Tiburones

1 14 71 -05.00 0.500 /* areal discharge Cano Tiburones

1 14 72 -05.00 0.500 /* areal discharge Cano Tiburones

1 14 73 -05.00 0.500 /* areal discharge Cano Tiburones

88 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
xjpuaddv I. 68 
90 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
5.00 5.00 5.00

Appendix 1 91
5.00

18.00

18.00

18.00

18.00

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10. 00

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10.00

9.00

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28.00

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20.00 

20.00 

20.00 

20.00 

20.00 

20.00 

10.00 

10.00 

28.00 

10.00 

10.00 

28.00 20.00

92 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
20 

20 

20 

20 

20.00 

20.00 

20 .00 

10.00 

9.00 

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25.00 

25 . 

25. 00 

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28. _ _ 

28.00 

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28. 

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28.00

Appendix 1 93
27.00

25.00

25.00

18.00

28.00

28.00

28.00

28.00

28.00

28.00

25.00

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25.00

28.00

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25.00

25.00

25.00

28.00

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28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00

28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00

28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00

25.00 25.00 25.00 25.00 25.00 25.00 25.00 28.00 28.00 28.00 28.00 28.00

28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00

28.00 28.00 27.00 27.00 27.00 28.00 28.00 28.00 28.00 28.00 25.00 25.00

25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00

25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00

25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00

25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00

25.00 25.00 25.00 25.00 25.00 25.00 25.00 28.00 28.00 28.00 28.00 28.00

28.00 28.00

RIVER PACKAGE INPUT FILE:

180 -1 /* RIVERBED

180 /* STAGE CONDUC. EOT

1 07 114 0.00 0.1000 -1.00 /* RIO MANATI

1 08 114 0.00 0.1000 -1.00 /* RIO MANATI

1 08 115 0.00 0.1000 -1.00 /* RIO MANATI

1 09 115 0.00 0.1000 -1.00 /* RIO MANATI

1 10 115 0.00 0.1000 -1.00 /* RIO MANATI

1 11 115 0.00 0.1000 -1.00 /* RIO MANATI

1 12 115 0.15 0.1000 0.00 /* RIO MANATI

1 13 115 0.35 0.1000 0.00 /* RIO MANATI

1 14 114 0.55 0.1000 0.00 /* RIO MANATI

1 15 113 0.60 0.1000 0.00 /* RIO MANATI

1 16 113 0.70 0.1000 0.00 /* RIO MANATI

1 15 114 1.05 0.1000 0.00 /* RIO MANATI

1 15 115 1.17 0.1000 1.00 /* RIO MANATI

1 15 116 1.25 0.1000 1.00 /* RIO MANATI

1 15 117 1.33 0.1000 1.00 /* RIO MANATI

1 16 117 1.44 0.1000 1.00 /* RIO MANATI

1 16 116 1.50 0.1000 1.00 /* RIO MANATI

1 17 116 1.70 0.1000 1.00 /* RIO MANATI

1 17 115 1.80 0.1000 1.00 /* RIO MANATI

1 18 114 2.50 0.1000 2.00 /* RIO MANATI

1 18 113 2.60 0.1000 2.00 /* RIO MANATI

1 19 112 2.70 0.1000 2.00 /* RIO MANATI

1 19 113 2.90 0.1000 2.00 /* RIO MANATI

1 19 114 3.10 0.1000 2.00 /* RIO MANATI

94 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manati' Area, Puerto Rico
1111111111111111111111111111111111111

_Lii

]_iiiiiiiiiiiiiiiiiiiiiiii1iiiiiii

20

21

22

23

23

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22

21

20

21

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24

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27

27

27

27

28

29

30

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32

31

32

33

34

35

36

36

36

37

37

387899

10

11

11

12

13

14

15

16

17

17

18

19

20

21

22

114

113

113

113

114

115

115

115

116

117

117

118

119

119

118

117

117

118

118

119

119

120

121

121

122

123

123

123

124

124

125

126

126

125

126

127

128

129

129

129

129

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126

126

126

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10

10

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9.

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13

14

15

16

17

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19.

19.

20.

20.

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22.

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28

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39

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8.

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12

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14

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17

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3 .0000

3.0000

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3.0000

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3 .0000

3.0000

3 .0000

5.0000

5.0000

5.0000

5.0000

5.0000

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5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.7500

5.3000

5.3000

5.3000

5.3000

5.3000

5.3000

5 .0000

5.0000

5.0000

5.0000

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5.0000

5.0000

5.0000

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8,

9.

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.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

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.00

,00

.00

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

MANATI

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

Appendix 1 95
1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

23

24

25

26

27

28

29

30

31

32

33

33

34

34

35

36

36

37

38

28

29

30

30

31

32

32

33

34

35

35

35

35

36

37

37

38

09

10

11

12

13

13

14

14

15

16

17

18

19

20

21

20

21

22

22

22

23

24

25

25

26

26

27

27

28

29

29

28

27

28

29

29

29

13

13

12

13

13

13

14

14

14

15

15

14

14

15

15

15

16

17

17

56

56

55

54

53

53

52

52

51

50

49

48

47

47

47

46

46

53

53

52

52

52

53

53

54

54

55

56

56

56

57

58

56

56

58

57

56

57

57

57

56

56

55

55

56

56

57

58

59

60

60

60

61

62

21.

22.

33.

50.

65.

85.

105.

160.

213.

273.

290.

305.

320.

335.

343.

351.

359.

368.

376.

14.

18.

21.

25.

30.

35.

40.

90.

140 .

190.

240.

280.

284.

288.

292.

297.

303.

0.

0.

0.

0.

0.

0.

0.

0.

0.

0.

0.

0.

1.

1.

1.

1.

2.

3.

4.

5.

6.

6.

9.

10.

12.

14.

16.

17.

18.

19.

20.

22.

24.

24.

25.

26.

27.

.59

,14

,44

.04

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,72

,36

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,24

.52

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.48

,32

,66

,56

.55

,54

.44

.37

,36

,64

,23

76

,20

,64

.24

,04

.76

.32

.60

,88

,44

,00

,00

.00

,01

,02

.05

,16

.22

,23

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.44

.50

,15

,14

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,81

,14

,78

,43

,74

,07

,40

,02

.34

,96

,60

,24

.22

.21

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.42

,08

.72

5.

5.

1.

1.

1.

1.

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1.

1.

1.

1.

1.

1.

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1.

1.

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1.

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2.

2.

2.

2.

2.

2.

2.

2.

2.

2.

2.

2.

2.

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2.

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2.

2.

2.

2.

2.

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20.

21.

30.

45.

60.

83.

103.

155.

208.

268.

285.

300.

315.

330.

338.

345.

354.

362.

370.

11.

17.

19.

23.

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239.

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296.

301.

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00

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00

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00

00

00

00

00

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00

00

00

00

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00

00

00

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00

00

00

00

00

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00

00

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

/* RIO

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

CAMUY

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

TANAMA

ARECIB

ARECIB

ARECIB

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

ARECIBO

96 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manatf Area, Puerto Rico
30

31

32

32

33

34

35

36

37

38

63

62

62

61

61

61

60

60

60

60

29

31

31

32

33

35

36

37

39

40

.36

.00

.98

.64

.95

.26

.58

.56

.54

.53

1.

1.

1

1

1.

1.

1.

1

1.

1.

.8000

.8000

.8000

.8000

.8000

.8000

.8000

.8000

.8000

.8000

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO 

RIO ARECIBO

STRONGLY IMPLICIT PROCEDURE INPUT FILE:

0.00001256

OUTPUT CONTROL INPUT FILE:

31

1

1

1

32

1

1

1

31 32

Appendix 1 97
Appendix 2a. Summary of sensitivity analysis of ground-water recharge

[Outlined values indicate final calibration results for 1965 hydrologic conditions. Results presented consists of: the difference between simulated and 

computed head, the percentage difference within feet intervals, and the volumetric budget terms. Factors applied to the ground-water recharge array are 

underlined. Refer to fig. 14a for control-cell location]

WELL NAME

VOCACIONAL

GRACE

SANTANA NUEVO - 1965

S ANT ANA #1 - 1987

ZANJAS #3 - 1965

ONOFRE MORELL - 1987

MIRAFLORES #1-1965

CARRERAS

CAMBALACHE

ROHERS - 1965

ACROPOLIS

LEDERLE

SUREDA

FORTUNA

MCKESSON OLD

CANTITO LA LUISA

ABANDONED PRASA

PERAZA

CAMUY #2

CONCORVADO

MASTER

MANATI #1

ESPERANZA #1

SABANA PIKE

CUNETAS

V. AMADOR - 1987

PALO VIEJO 7-1987

PALOMA NEW - 1987

ROMAN #2 - 1987

HIPOLITO STGO. - 1987

ANTONIO ARIAS - 1987

HAC. LOS CANOS - 1987

LIZAS - 1987

VALENCIA - 1987

M. TORRES - 1987

UPJOHN NEW - 1987

ARMANDO MENA - 1987

ABBOTT NESTLE - 1987

Q

Z

Q 

H ft

Q. a!

O ° -Q' 

z <;

UJ UJ 

UJ X

ID jjf m 5

UJ -I

O 3 

Z 2

£ a

UJ

u. 

u.

Q

PERCENT DIFFERENCE:

l.FEET

5.FEET

10.FEET

18.FEET

33.FEET

IN:

STORAGE = 

CONSTANT HEAD = 

WELLS =

DRAINS = 

RECHARGE = 

RIVER LEAKAGE = 

TOTAL IN =

OUT:

STORAGE = 

CONSTANT HEAD = 

WELLS =

DRAINS = 

RECHARGE = 

RIVER LEAKAGE =

TOTAL OUT =

&25

-9.62

-7.59

-7.88

-6.38

-11.46

-44.42

-29.74

-18.05

-3.42

-8.4 

-8.85 

-9.89 

4.49 

-10.22

1.44

2.39 

-8.51 

4.03 

2.53

2.05 

8.56 

7.05

-203.82

-78.75 

18.54 

-12.5

-7.77

-71.21

-0.24

1.48

2.03

6.98

-3.6

7.99

-4.47

-9.54

0.91

-17.22

5

34

71

81

89

21.423 

6.38

34.926

22.478 

85.208

14.22

39.499 

31.489

85.208

0.50

-6.53

-7.39

-5.31

-1.46

-3.8

-31.85

-18.41

-15.82

-3.16

-3.59 

-1.56

-3.58

5.75 

-5.37

2.4

3.11

-4.12 

4.42 

2.85

6.86 

10.81 

7.9

-139.63

-55.37 

24.71 

-12.14

-7.7

-66.31

1.49

2.97

3.59

8.64

-2.4

9.17

0.29

-2.73

4.83

-10.45

2

47

73

84

92

20.994 

6.38

69.831 

17.131 

114.34

18.075

49.431 

46.829

114.34

0.75

-3.44

-7.2

-2.73

3.46

3.88

-19.25

-7.06

-13.59

-2.9

1.22 

5.74 

2.73 

7.01 

-0.51

3.36

3.83 

0.28 

4.81 

3.18

11.67 

13.06

8.75

-75.32

-31.94 

30.89 

-11.77

-7.62

-61.4

3.22

4.45

5.16

10.3

-1.19

10.35

5.07

4.08

8.76

-3.67

5

47

71

86

94

20.693 

6.38

104.8 

13.098 

144.97

22.068

59.381 

63.522

144.97

1.00

-0.35

-7

-0.16

8.37

11.53

-6.69

4.26

-11.36

-2.64

6.03 

13.03 

9.03

8.27 

4.33

4.31

4.55 

4.67 

5.2 

3.51

16.48 

15.31 

9.6

-11.2

-8.58 

37.05 

-11.41

-7.55

-56.51

4.94

5.93

6.73

11.96

0.01

11.53

9.82

10.88

12.67

3.09

7

31

65

94

94

20.458 

6.38

139.66 

9.9809 

176.48

26.113

69.301 

81.067

176.48

L25

2.74

-6.81

2.41

13.3

19.21

5.9

15.61

-9.13

-2.38

10.85 

20.33 

15.35 

9.53 

9.19

5.27

5.27 

9.07 

5.59 

3.84

21.29

17.57 

10.45

53.11

14.85 

43.23 

-11.04

-7.48

-51.6

6.67

7.41

8.3

13.63

1.21

12.71

14.59

17.7

16.6

9.88

0

13

50

84

92

20.234 

6.38

174.63 

7.847 

209.09

30.181

79.251 

99.658

209.09

1.50

5.84

-6.61

4.98

18.22

26.87

18.48

26.95

-6.9

-2.12

15.66 

27.63 

21.65 

10.75 

14.04

6.23

5.99 

13.46 

5.98 

4.16

26.03 

19.82 

11.3

16.79

38.25 

49.28 

10.68

-7.4

46.76

8.38

8.87

9.84

15.23

2.41

13.88

19.36

24.51

20.52

16.65

0

10

36

60

89

20.043 

6.38

209.55 

6.3321

242.3

34.233

89.186 

118.88

242.3

ROW

24

15

20

22

20

27

28

35

16

21

27 

22 

12 

19

23

17 

16 

10 

13

17

23 

25

38

33 

22 

9

7

22

7

6

6

27

17

27

16

26

14

24

COLUMN

135

55

70

75

3

2

75

62

56

82 

136 

100 

50 

108

124

122 

106 

12 

12

30 

62 

126

39

95

37 

4

8

23

22

22

23

54

66

61

93

95

100

102

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z

98 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rfo Grande de Manatf Area, Puerto Rico
Appendix 2b. Summary of sensitivity analysis for simulated injection and pumping rates at wells

[Outlined values indicate final calibration results for 1987 hydrologic conditions. Results consists of: the difference between simulated and computed 

head, the percentage difference within feet intervals, and the volumetric budget terms. Factors applied to the calibrated rate values are underlined. Refer 

to fig. 14a for control-cell location.]

Q

Z

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Z <

UJ UJ

UJ X

h- ui UJ hOQ <

8 =

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oc

UJ

Li.

Li.

0

PERCENT DIFFERENCE:

l.FEET

5.FEET

10.FEET

18.FEET

33.FEET

IN:

STORAGE =

CONSTANT HEAD =

WELLS =

DRAINS =

RECHARGE =

RIVER LEAKAGE =

TOTAL IN =

OUT:

STORAGE =

CONSTANT HEAD =

WELLS -

DRAINS =

RECHARGE =

RIVER LEAKAGE =

TOTAL OUT =

0.25

-1.08

-7.02

-0.57

7.48

9.7

-8.01

2.89

-11.97

-2.66

5.32

12.39

7.8

7.74

3.48

3.82

4.11

3.92

5.02

3.36

14.21

15.04

8.34

-241.38

-10.42

34.19

-11.48

-7.57

-58.9

4.13

5.23

5.99

11.38

-0.13

11.38

8.86

9.64

11.97

1.74

5

31

68

92

92

.

20.493

1.595

.

139.66

10.756

172.51

24.537

6.0375

67.631

-

74.301

172.51

0.50

-1.82

-7.02

-0.97

6.59

8.26

-8.62

1.53

-12.57

-2.67

4.62

11.74

6.57

7.83

2.62

3.33

3.68

3.16

5.04

3.37

14.49

14.77

7.08

-180.5

-12.27

34.68

-11.54

-7.58

-58.79

4.21

5.3

6.07

11.46

-0.26

11.24

7.9

8.41

11.27

0.39

7

34

68

92

92

.

20.528

3.19

.

139.66

11.363

174.74

_

24.194

12.075

65.962

-

72.512

174.74

0.75

-2.55

-7.02

-1.37

5.69

6.83

-9.24

0.16

-13.16

-2.68

3.91

11.1

5.34

7.93

1.76

2.84

3.24

2.41

5.05

3.38

14.78

14.49

5.82

-119.62

-14.12

35.16

-11.6

-7.59

-58.69

4.29

5.37

6.14

11.55

-0.4

11.1

6.94

7.17

10.56

-0.96

7

34

68

92

92

.

20.563

4.785

.

139.66

12.385

177.4

_

23.851

18.113

64.293

-

71.138

177.4

1.00

-3.28

-7.03

-1.77

4.8

5.39

-9.85

-1.21

-13.75

-2.68

3.21

10.46

4.11

8.03

0.9

2.35

2.8

1.66

5.07

3.39

15.06

14.22

4.57

-58.74

-15.97

35.64

-11.66

-7.6

-58.59

4.38

5.44

6.22

11.63

-0.53

10.96

5.98

5.93

9.86

-2.31

5

42

71

92

92

.

20.598

6.38

.

139.66

13.565

180.21

.

23.509

24.15

62.625

-

69.922

180.2

1.25

-4.01

-7.03

-2.17

3.91

3.96

-10.46

-2.57

-14.35

-2.69

2.5

9.82

2.88

8.12

0.04

1.86

2.37

0.9

5.08

3.4

15.34

13.95

3.31

2.13

-17.81

36.12

-11.72

-7.61

-58.49

4.46

5.51

6.29

11.69

-0.67

10.81

5.02

4.69

9.16

-3.67

7

50

73

94

94

20.639

7.975

.

139.66

15.045

183.32

.

23.171

30.187

60.956

-

69.007

183.32

1.50

-4.75

-7.03

-2.57

3.02

2.52

-11.07

-3.94

-14.94

-2.7

1.8

9.17

1.65

8.21

-0.81

1.37

1.93

0.15

5.1

3.42

15.61

13.68

2.05

62.98

-19.66

36.59

-11.78

-7.62

-58.39

4.53

5.58

6.37

11.65

-0.8

10.67

4.06

3.45

8.46

-5.02

7

47

71

89

92

.

20.686

9.57

_

139.66

16.439

186.36

.

22.834

36.225

59.287

-

68.011

186.36

ROW

24

15

20

22

20

27

28

35

16

21

27

22

12

19

23

17

16

10

13

17

23

25

38

33

22

9

7

22

7

6

6

27

17

27

16

26

14

24

COLUMN

135

55

70

75

3

2

75

62

56

82

136

100

50

108

124

122

106

12

12

30

62

126

39

95

37

4

8

23

22

22

23

54

66

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100

102

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WELL NAME

VOCACIONAL

GRACE

S ANT AN A NUEVO - 1965

SANTANA #1 - 1987

ZANJAS #3 - 1965

ONOFRE MORELL - 1987

MIRAFLORES #1 - 1965

CARRERAS

CAMBALACHE

ROHERS - 1965

ACROPOLIS

LEDERLE

SUREDA

FORTUNA

MCKESSON OLD

CANTITO LA LUISA

ABANDONED PRASA

PERAZA

CAMUY #2

CONCORVADO

MASTER

MAN ATI #1

ESPERANZA #1

SABANA PIKE

CUNETAS

V. AMADOR - 1987

PALO VIE JO 7-1987

PALOMA NEW - 1987

ROMAN #2 - 1987

HIPOLITO STGO. - 1987

ANTONIO ARIAS - 1987

HAC. LOS CANOS - 1987

LIZAS - 1987

VALENCIA - 1987

M. TORRES - 1987

UPJOHN NEW - 1987

ARMANDO MEN A - 1987

ABBOTT NESTLE - 1987

Appendix 2 99
Appendix 2c. Summary of sensitivity analysis of aquifer transmissivity of layers 1 and 2

[Outlined values indicate final calibration results for 1965 hydrologic conditions. Results consists of: the difference between simulated and computed 

head, the percentage difference within feet intervals, and the volumetric budget terms. Factors applied to the aquifer transmissivity are underlined. 

Refer to fig. 14a for control-cell location.]

' ' WELL NAME

VOCACIONAL 

GRACE

SANTANA NUEVO - 1965 

SANTANA #1 - 1987 

ZANJAS #3 - 1965 

ONOFRE MOREEE - 1987 

MIRAFEORES #1 - 1965 

CARRERAS 

CAMBAEACHE 

ROHERS - 1965 

ACROPOEIS 

EEDEREE 

SUREDA 

FORTUNA 

MCKESSON OED 

CANTITO EA LUISA 

ABANDONED PRASA 

PERAZA 

CAMUY #2 

CONCORVADO 

MASTER 

MANATI #1 

ESPERANZA #1 

SABANA PIKE 

CUNETAS 

V. AMADOR - 1987 

PAEO VIEJO7- 1987 

PAEOMA NEW - 1987 

ROMAN #2 - 1987 

HIPOEITO STGO. - 1987 

ANTONIO ARIAS - 1987 

HAC. EOS CANOS - 1987 

EIZAS - 1987 

VAEENCIA - 1987 

M. TORRES - 1987 

UPJOHN NEW - 1987 

ARMANDO MENA - 1987 

ABBOTT NESTEE - 1987

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PERCENT DIFFERENCE:

l.FEET

5.FEET

10.FEET

18.FEET

33.FEET

IN:

STORAGE =

CONSTANT HEAD =

WEEES =

DRAINS =

RECHARGE =

RIVER EEAKAGE =

TOTAE IN =

OUT:

STORAGE =

CONSTANT HEAD =

WEEES =

DRAINS =

RECHARGE =

RIVER EEAKAGE =

TOTAL OUT =

0.25

36.47

-5.6

27.04

63.19

102.91

144.2

136.35

14.01

-0.62

59

100.26

79.71

23.48

55.37

15.49

12.57

52.25

10.1

7.53

78.96

39.99

19.58

1616.97

267.09

116.71

-7.09

-6.69

7.32

27.35

25.15

27.06

30.58

11.22

23.49

62.11

87.64

55.59

79.29

2

2

15

28

50

.

5.9733

6.38

-

139.66

2.3784

154.39

-

18.704

-

48.932

-

86.757

154.39

0.50

11.93

-6.56

8.96

26.72

42

43.62

48.38

-2.87

-1.99

23.77

42.11

32.72

13.44

21.68

8.04

7.21

20.72

6.86

4.86

37.57

23.66

12.93

32.88

83.43

64.03

-9.97

-7.27

35.01

12.5

12.41

13.59

18.38

3.76

15.8

27.35

36.58

27.07

28.63

0

10

28

47

73

.

11.273

6.38

-

139.66

3.4914

160.81

-

21.227

-

56.285

-

83.293

160.81

075

3.74

-6.86

2.88

14.5

21.68

10.07

18.97

-8.53

-2.43

11.95

22.72

16.94

10.06

10.18

5.55

5.43

10.05

5.77

3.97

23.68

18.12

10.71

70.99

22.09

46.32

10.93

-7.46

49.21

7.52

8.14

9.06

14.23

1.26

13.03

15.67

19.46

17.48

11.62

0

13

36

73

92

.

16.062

6.38

-

139.66

6.3174

168.42

23.74

-

63.026

-

81.655

168.42

1.00

-0.35

-7

-0.16

8.37

11.53

-6.69

4.26

-11.36

-2.64

6.03

13.03

9.03

8.27

4.33

4.31

4.55

4.67

5.2

3.51

16.48

15.31

9.6

-11.2

-8.58

37.05

-11.41

-7.55

-56.51

4.94

5.93

6.73

11.96

0.01

11.53

9.82

10.88

12.67

3.09

7

31

65

94

94

.

20.458

6.38

-

139.66

9.9809

176.48

-

26.113

-

69.301

-

81.067

176.48

L2S

-2.82

-7.08

-2.01

4.68

5.41

-16.8

-4.61

-13.08

-2.76

2.45

7.19

4.25

7.13

0.76

3.56

4.02

1.4

4.85

3.22

11.98

13.58

8.92

-122.04

-27.06

31.22

-11.7

-7.6

-61.03

3.34

4.56

5.27

10.49

-0.74

10.53

6.29

5.7

9.77

-2.06

5

44

71

89

94

.

24.553

6.38

-

139.66

14.319

184.91

-

28.385

-

75.239

-

81.29

184.91

1.50

-4.46

-7.12

-3.23

2.22

1.35

-23.52

-10.51

-14.24

-2.83

0.08

3.31

1.07

6.35

-1.63

3.07

3.66

-0.78

4.61

3.02

8.93

12.41

8.47

-196.34

-39.33

27.24

-11.89

-7.64

-64.09

2.25

3.62

4.29

9.46

-1.23

9.81

3.94

2.26

7.84

-5.49

5

52

76

86

92

.

28.377

6.38

-

139.66

18.635

193.06

-

30.596

-

80.859

-

81.6

193.05

ROW

24

15

20

22

20

27

28

35

16

21

27

22

12

19

23

17

16

10

13

17

23

25

38

33

22

9

7

22

7

6

6

27

17

27

16

26

14

24

COLUMN

135

55

70

75

3

2

75

62

56

82

136

100

50

108

124

122

106

12

12

30

62

126

39

95

37

4

8

23

22

22

23

54

66

61

93

95

100

102

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100 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rfo Camuy to Rio Grande de Manati' Area, Puerto Rico
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to

00

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ROHERS - 1965

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ON

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CAMBALAC
Appendix 2e. Summary of sensitivity analysis of riverbed conductance

[Outlined values indicate final calibration results for 1965 hydrologic conditions. Results consists of: the difference between simulated and computed 

head, the percentage difference within feet intervals, and the volumetric budget terms. Factors applied to the riverbed conductance calibrated values are 

underlined. Refer to fig. 14a for control-cell location.]

' ' WELL NAME

VOCACIONAL 

GRACE

SANTANA NUEVO - 1965 

SANTANA #1 - 1987 

ZANJAS #3 - 1965 

ONOFRE MORELL - 1987 

MIRAFLORES #1-1965 

CARRERAS 

CAMBALACHE 

ROHERS - 1965 

ACROPOLIS 

LEDERLE 

SUREDA 

FORTUNA 

MCKESSON OLD 

CANTITO LA LUISA 

ABANDONED PRASA 

PERAZA 

CAMUY #2 

CONCORVADO 

MASTER 

MANATI #1 

ESPERANZA #1 

SABANA PIKE 

CUNETAS 

V. AMADOR - 1987 

PALO VIEJO 7-1987 

PALOMA NEW - 1987 

ROMAN #2 - 1987 

HIPOLITO STGO. - 1987 

ANTONIO ARIAS - 1987 

HAC. LOS CANOS - 1987 

LIZAS - 1987 

VALENCIA - 1987 

M. TORRES - 1987 

UPJOHN NEW - 1987 

ARMANDO MENA - 1987 

ABBOTT NESTLE - 1987

Q

Z

<

Q

UJ i_

t: uj

? UJ

CL jj_

l z

0 Q

Z <

UJ UJ

UJ Z

P m

UJ L-.

CO <

UJ =J M i

UJ (/)

cc

UJ

u.

u.

0

PERCENT DIFFERENCE:

l.FEET

5.FEET

10.FEET

18.FEET

33.FEET

IN:

STORAGE =

CONSTANT HEAD =

WELLS =

DRAINS =

RECHARGE =

RIVER LEAKAGE =

TOTAL IN =

OUT:

STORAGE =

CONSTANT HEAD =

WELLS =

DRAINS =

RECHARGE =

RIVER LEAKAGE =

TOTAL OUT =

0.25

-0.2

-6.2

-0.09

8.48

12.8

-5.26

4.43

-10.37

-1.8

6.24

13.18

9.65

8.54

6.14

4.55

5.05

5.78

5.33

3.69

16.09

15.47

9.7

-16.54

-8.01

36.29

-11.3

-7.48

-56.69

4.87

5.87

6.65

12.68

0.07

11.27

10.19

11.4

13.16

3.83

7

23

63

94

94

.

20.402

6.38

.

139.66

4.4181

170.86

-

26.55

.

69.9

-

74.412

170.86

0.50

-0.29

-6.72

-0.14

8.41

12.02

-6.14

4.32

-11.02

-2.35

6.12

13.09

9.31

8.33

5.17

4.4

4.74

5.18

5.23

3.56

16.19

15.34

9.64

-14.04

-8.33

36.54

-11.37

-7.52

-56.7

4.87

5.86

6.66

12.11

0.03

11.37

9.99

11.11

12.89

3.42

7

26

65

94

94

.

20.435

6.38

.

139.66

6.9724

173.45

-

26.219

.

69.549

-

77.683

173.45

0.75

-0.33

-6.91

-0.16

8.39

11.71

-6.49

4.28

-11.25

-2.54

6.06

13.05

9.14

8.27

4.66

4.34

4.62

4.87

5.21

3.52

16.33

15.32

9.61

-12.46

-8.48

36.8

-11.39

-7.54

-56.61

4.9

5.89

6.69

11.98

0.01

11.46

9.88

10.97

12.76

3.22

7

31

65

94

94

.

20.45

6.38

.

139.66

8.6288

175.12

-

26.129

_

69.395

-

79.597

175.12

1.00

-0.35

-7

-0.16

8.37

11.53

-6.69

4.26

-11.36

-2.64

6.03

13.03

9.03

8.27

4.33

4.31

4.55

4.67

5.2

3.51

16.48

15.31

9.6

-11.2

-8.58

37.05

-11.41

-7.55

-56.51

4.94

5.93

6.73

11.96

0.01

11.53

9.82

10.88

12.67

3.09

7

31

65

94

94

.

20.458

6.38

.

139.66

9.9809

176.48

-

26.113

.

69.301

-

81.067

176.48

1.25

-0.36

-7.06

-0.17

8.36

11.42

-6.82

4.25

-11.43

-2.7

6

13.02

8.95

8.27

4.09

4.29

4.5

4.53

5.2

3.5

16.59

15.31

9.59

-10.28

-8.65

37.25

-11.42

-7.56

-56.43

4.98

5.96

6.76

11.97

0

11.57

9.78

10.82

12.61

3

7

31

65

94

94

.

20.463

6.38

.

139.66

11.143

177.65

-

26.112

.

69.237

-

82.299

177.65

1.50

-0.37

-7.1

-0.17

8.35

11.34

-6.91

4.23

-11.48

-2.75

5.98

13.01

8.9

8.24

3.91

4.28

4.47

4.42

5.19

3.49

16.62

15.31

9.58

-10.1

-8.7

37.29

-11.42

-7.56

-56.41

4.98

5.96

6.77

11.94

0

11.6

9.74

10.77

12.57

2.93

7

31

65

94

94

20.467

6.38

.

139.66

12.047

178.56

-

26.078

_

69.188

-

83.289

178.56

ROW

24

15

20

22

20

27

28

35

16

21

27

22

12

19

23

17

16

10

13

17

23

25

38

33

22

9

7

22

7

6

6

27

17

27

16

26

14

24

COLUMN

135

55

70

75

3

2

75

62

56

82

136

100

50

108

124

122

106

12

12

30

62

126

39

95

37

4

8

23

22

22

23

54

66

61

93

95

100

102

O

o P

c s

2m

OH n 2

m o 

m

H |5

m §

W H

m _i

O m 

0 DO

| S

5°

z

102 Hydrogeology and Simulation of Ground-Water Flow in the Upper Aquifer of the Rio Camuy to Rio Grande de Manati Area, Puerto Rico