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UNITEDANISH INTERNATIONAL DEVELOPMENT.-AGENCY * DANIDA
8 2 4
TZ.IR 82
L IBRARY : ' • ; • . ;INTERNATIONAL REFERENCE CENTREFOR-COMMUNITY WATER SUPPLY ANDSANITATION (IRC)
WATER MASTER PLANS FOR IRINGA.RUVUMA AND MBEYA REGIONS
METHODS AND GEOPHYSICSVOLUME 10A
. ! ! : • •
' • • ! •
: • : . !
GARL BRO - COWICONSULT ° KA'MfeAX-.KRUGER
UNITED REPUBLIC OF TANZANIADANISH INTERNATIONAL DEVELOPMENT AGENCY • DANIDA
WATER MASTER PLANS FOR IRINGA,RUVUMA AND MBEYA REGIONS
HYDROGEOLOGIC DATA .TREATMENT,METHODS AND GEOPHYSICS
VOLUME 10 A
0
LIBRARY, I N T : V " ! \ ! A T ! C ; - . ! ' . L is-FECEr-.TR:^ i-'LAND CA,--;-:'.P.O. LJO:: C^
? Tsl. (070j Si-w^ l i ext. 141/142
j RN:I LO:
s|«;»fi|f*
CARL BRO • COWICONSULT • KAMPSAX - KRLJGER • CCKK 1982
GUIDE TO WATER MASTER PLANS FOR 1RINGA.RUVUMA AND MBEYA
DEVELOPMENTFRAMEWORK
POPULATIONLIVESTOCKAGRICULTUREINDUSTRY
3/2,3/2,3/2,3/2
4A/2/4,4A/2/3/54A/3/5,
12/3, 12/211/3, 12/2
VILLAGES ANDEXISTINGWATER SUPPLY
INVENTORYDEVELOPMENTTRADITIONAL W.S.IMPROVED W.S.
5A/1,4A/44A/6,4A/6
12/4
12/5
WATERDESIGN
USE ANDCRITERIA
HUMAN CONSUMPTIONLIVESTOCK DEMANDTECHNICAL ASPECTS
3/5,3/5,3/5,
5A/4,5A/4,5A/4
12/812/9
DL.ft.3
atuH
Uo
WATER SUPPLYPLANNING CRITERIA
TECHNOLOGY OPTIONS 5A/5, 12/7WATER QUALITY 3/5, 4A/6, 4B/7, 5A/3, 12/5/10/11SOURCE SELECTION 3/6, 4B/7, 12/5PRIORITY CRITERIA 3/5, 5A/2, 12/12COST CRITERIA 5A/2/6, 12/12
PROPOSEDSUPPLIES
REHABILITATIONSINGLE VILLAGE SCHEMESGROUP VILLAGE SCHEMESSCHEME LAY-OUT AND DETAILSSCHEME LAY-OUT AMD DETAILSSCHEME LAY-OUT AMD DETAILS
4B/84B/84B/85B,5B,5B,
5C,5C,5C,
5D,5D51)
5E IRINGARUVUMAMBEYA
ECONOMICECONOMICECONOMICFINANCIAL
COSTCOSTCOSTCOST
3/6,3/6,3/6,3/6,
4B/9/10,4B/9/10,4B/9/10,4B/9/10
5B,5B,5B,
5C,5C,5C,
5D, 5F5D5D
IRINGARUVUMAMBEYA
IMPLEMENTATION
STRATEGIESPROGRAMMEORGANISATIONPARTICIPATION
3/6,3/6,3/6,3/6,
4B/104B/104B/11, 12/64B/10/11, 12/6
C/Juoa:§C/3
asId
I*
HYDROLOGY
RAINFALLEVAPORATIONRUNOFFMODELLINGBALANCES
3/3,3/3,3/3,3/3,3/3,
7/37/47/5/67/77/7/8
HYDROGEOLOGY
GEOLOGYGROUNDWATERGEOPHYSICSCHEMISTRYGROUNDWATERDRILLING
DOMAINS
DEVELOPMENT
3/43/43/43/43/43/4
9/59/79/89/99/129/11
WATER RELATEDPROJECTS
IRRIGATIONHYDROPOWER
11/4,11/4
12/9
NOTES
THE CHAPTERS REFERRED TO ARE THOSE WHERE THE MAIN DESCRIPTIONS APPEAR.
THE REFERENCE CODE 5A/6 MEANS, VOLUME 5A, CHAPTER 6.
CONTENTS - HYDROGEOLOGIC DATA, METHODS, TREATMENT AND GEOPHYSICS
PageAPPENDIX 1. METHODS
1. INTRODUCTION ' 1.1
2. WELL RECORD SYSTEM 2.12.1 Introduction 2.12.2 Borehole Completion Record 2.12.3 Borehole Location Record 2.2
3. GEOPHYSICAL INVESTIGATIONS 3.13.1 Introduction 3.13.2 Geoelectrical Survey 3.1
3.2.1 Field Technique and Procedure 3.23.2.2 Interpretation Technique 3.33.2.3 The Measuring Equipment 3.U
3.3 Seismic Survey 3.53.3.1 Field Technique and Procedure 3.53.3.2 Interpretation Technique 3.63-3.3 The Measuring Equipment 3.7
3.*+ Down-the-Hole Logging 3-73.U.I Resistivity Logs 3.83.U.2 Self-potential Log 3-93.U.3 Fluid resistivity Logs 3.103.U.U Radiation Logs 3.103 • U . 5 Temperature Log 3.113.U.6 Caliper Log 3.123.U.7 The Measuring Equipment 3.12
U. PREPARATION OF DRAWINGS U.IU.I Geology (Drawing I1-8) U.IU.2 Geomorphology (Drawing II-9) U.2U.3 Darnbos, Springs and Main Faults (Drawing 11-12) U.3U.U Cyclogram Map (Drawing 11-10) U.UU.5 Groundwater Chemistry (Drawing 11-11) U.5
U.5.1 Data Treatment U.5U.5-2 Graphical Representation of Analyses U.6
U.6 Groundwater Development Potential (Drawing 11-13) U.7
5. DESCRIPTION OF HYDROGEOLOGICAL TERMS 5.15.1 Objective 5.15.2 Types of Aquifers 5.1
5.2.1 Perched Aquifers 5.15.2.2 Phreatic Aquifers 5.15.2.3 Artesian Aquifers 5.1
5.3 Hydraulic Properties of Aquifers 5.35.3.1 Transmissivity 5.35.3.2 Storage Coefficient 5.U5.3.3 Leakage Coefficient 5.5
5.U Recharge to Aquifers 5.65.U.I Recharge to Phreatic Aquifers 5.65.U.2 Recharge to Artesian Aquifers 5.6
5-5 Drainage 5.7
(cont'd)
CONTENTS - HYDROGEOLOGIC DATA, METHODS, TREATMENT AND GEOPHYSICS
Page6. PUMPING TESTS _ 6.1
6.1 Objective 6.16.2 Types of Tests 6.1
6.2.1 Specific Capacity Test 6.16.2.2 Constant Discharge Test ' 6.16.2.3 Variable Discharge Test 6.2
6.3 Effects Influencing Pumping Test Data 6.26.3.1 Borehole Damage and Skin Effect 6.36.3.2 Borehole Storage 6.U6.3.3 Decrease of saturated Aquifer Thickness 6.1+
6.1+ Analysis and Interpretation of Pumping Test Data 6.56.U.I Flow in porous Media 6.56.1+.2 Constant Discharge Test ' 6.56.1+.3 Variable Discharge Test 6.86.U.U Theory 6.96.U.5 Well with exponentially decreasing
Discharge in a non-leaky Artesian Aquifer 6.96.U.6 Well with hyperbolically decreasing
Discharge in a non-leaky Artesian Aquifer 6.136.U.7 Well with linearly decreasing Discharge in
a non-leaky Artesian Aquifer 6.156.U.8 Well with exponentially decreasing
Discharge in a leaky Artesian Aquifer 6.IT6.1*.9 Interpretation Procedure 6.176.1*. 10 Discussion of Interpretation Procedure 6.206J1.ll Flow in Fractured Rock 6.21
6.5 Statistical Analysis of Pumping Test Results 6.236.6 Organisation of Pumping Tests 6.21+
6.6.1 Equipment 6.2U6.6.2 Field Work - 6.21+
7. GROUNDWATER CHEMISTRY 7-17.1 Introduction 7-17.2 The trilinear Piper-Diagram 7-1
8. DRILLING PROGRAMME 8.18.1 Introduction 8.18.2 Organisation 8.1
8.2.1 Staff 8.18.2.2 Transport 8.18.2.3 Communications 8.18.2.1+ Fuel 8.18.2.5 Planning 8.2
8.3 Equipment ' 8.28.3.1 Deep Boreholes - Schramm Rig 1*5 8.28.3.2 Shallow Boreholes - CME Rig 53 8.28.3.3 Operation and Maintenance of Rigs 8.3
8.1+ Drilling Methods and Well Construction 8.3
CONTENTS - HYDROGEOLOGIC DATA, METHODS, TREATMENT AND GEOPHYSICS
APPENDIX 2. PUMPING TEST DATA
IringaRuvumaMbeya
APPENDIX 3. GEOPHYSICS
IringaRuvumaMbeya
APPENDIX k. SPRING RECORDS
IringaRuvumaMbeya
1.1
1. INTRODUCTION
This volume describes the methods that have been used to collect,
treat, and analyse data. The geophysical methods are only very
briefly described, as these are standard methods well described in
the literature.
The principles and philosophy behind the construction of geological
and especially hydrogeological maps are elaborated upon in some
detail. The hydrogeological maps accompanying this Report in many
aspects differ from what has usually been done. This is partly
because the hydrogeology of the Iringa, Ruvuma, and Mbeya Regions
is influenced by Neogene rift faulting to such an extent that it
cannot be overlooked.
Therefore, it has been the prime objective of the Consultants to
let the description of groundwater conditions be controlled by a
framework defined by the geomorphological and geological set-up of
the regions.
Appendix 1
Methods.
2.1
2. WELL RECORD SYSTEM
2.1 Introduction
A well record system has been set up for the boreholes drilled in the
regions, existing as well as the ones drilled by the Consultants. This
system enables any user to easily retrieve any existing information
pertaining to boreholes within the regions. The basic idea is that the
record should contain observed data without any degree of interpreta-
tion.
The well record system adopted here is a modification of a system that
has been widely used by the Consultants all over the world. It has
been revised and changed according to Tanzanian practice. For each
borehole two forms are made, a Borehole Completion Record and a Bore-
hole Location Record.
2.2 Borehole Completion Record
A Borehole Completion Record is shown in Figure 2.1. It is divided
into four sections, one describing the borehole location and the
drilling organisation, one describing the borehole construction with
details on drilled and completed depth, casing, and screening, one
describing data pertaining to water such as water struck, standing water
level, and hydraulic parameters, and finally one section giving a
description of penetrated strata. All numerical data are given in the
metric system.
The record sheet contains all the information usually recorded by the
drillers in Tanzania, plus some additional information. The sheet is
chiefly self-explanatory but some remarks are given below.
Location - Recorded as 'Region, District, Village/Estate'.
Coordinates - If topographical or geological maps are available
the exact coordinates are noted.
Test yield - If the pumping test is carried out by means of the
air-lift method the maximum (initial) discharge should
be given, and the test should be long enough to
establish the steady yield, preferably longer (cf.
Subsection 6.1+.10). If a borehole pump yielding a
constant discharge is used only the steady yield is
filled in.
2.2
T and r, Sw
Method of
pumping
Suction/
Air outlet
Apparent
quality-
Water
analysis
Symbol
BH No.
CCKK No.
The Borehole
presented in
The hydraulic properties are' recorded if the test has
been analysed.
It is important to know what type of pumping device
has been used.
Is filled in so that it is possible to check that the
water level has not been lowered to the pump suction
level or close to the air outlet.
Driller's estimate based on tasting.
- P: physical analysis available, C: chemical analysis
available, B: bacteriological analysis available.
- The symbol adopted representing the rock type. -Used
by geologist or hydrogeologist in producing maps.
MAJI's Borehole number.
The Consultants' consecutive borehole number. Symbols
used are:
ID, Iringa (Region) Deep (borehole)
IS, Iringa (Region) Shallow (borehole)
RD, Ruvuma (Region) Deep (borehole)
RS, Ruvuma (Region) Shallow (borehole)
MD, Mbeya (Region) Deep (borehole)
MS, Mbeya (Region) Shallow (borehole)
The deep boreholes are drilled by Rig U5, the shallow
boreholes by Rig 53.
Completion Records from boreholes in the study regions are
Volume 10B, Appendix 1.
2.3 Borehole Location Record
The purpose of the Borehole Location Record is to make it easy to
locate the borehole at a later stage. Once the village/estate is
2.3
LOCATION:
COORDINATES
COMPLETION
:
DATE
BOREHOLE
DRILLER/ORGANIZATION:
COMPLETION
ELEVATION:
DRILL. METHOD:
RECORD
m.asl
DRILL UNIT
BH NO.CCKK NO.
MAP
NO.
NO
CLIENT:
ZoEHft.
aVWuo
zoMH
Ob
x
<Q
X
j
W CD
33
o.:uQ
32wQZOH
6«CO
§
E
X
15
•
8X
XEH
ft.WQ
Q
l-l
aa
8
x
\ F
RO
•HaQ
w3H
aoXf.1
2on
H
oznCO<
ubO
3H<EH
U
a
QU
)RA
T
ub
Wft.
j -
0 .
•
M
at_3
5
wHM
8xg
8
[ FR
OM
]
COco3u
ozHzw
CR
E
to
8.X
FRO
wMco
SLO
•f^
H
a
52w uEH ft.Z >HH EH
X
8
X
X
FRO
uft.
wEH
O
S
u3aEHCO
auEH
o
2 VE
L
aauEH
OzHQ
05UbM
1
<EHCO
IMAX
KX
f t
X
awH
EHCOUH
zM
EHCO
H
szot-HEH
Q
.Q2
a
§XM
IMA
X
X
uw•v.
s
co
ss
zM
^Dft.
U-,
oQOXEH
X
EH
UCO
EH
EHDO
05M
^ ^
zoMHuw
AT
ER
bO
>>EHl-l
3D
a
2ft.a.
a
CJ
ft.
COHCO
«cawEH
azuE:Ha
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Q
Uo
aDEH
H
XwEH
«UEH
*
Figure 2.1 Borehole Completion Record
.2.U
found, the well site sketch is sufficient to find the borehole. A
Borehole Location Record is shown in Figure 2.2.
The record is divided into two main groups, one containing data obtained
from the Borehole Completion Record, and one containing data and sketch-
es from the site.
Most of the information is similar to the information discussed in the
previous section, so only a few points need explanation.
M.A.S.L. - Metres above sea level.
M.—.G. - Metres above/below ground level.
M.B.G. - Metres below ground level. If the water level is
above ground level the figure is negative.
M.P. - Measuring point.
The Borehole Location Records from the boreholes in the study regions
are presented in Volume 10B, Appendix 2.
2.5
BOREHOLE LOCATION RECORD
LOCATION:
DATA COLLECTED
COMPLETION DATE
CASING DIA. MM
TYPE OF SCDIAMETER,
:REENMM
DRILLED DEPTH, M
STAND.WATER LEVEL,MBG
WATER STRUCK, MBG
STEADY YIELD, M3/HR
DRAWDOWN, M
METHOD OF PUMPING
WATER ANALYSIS
REMARKS
FROM WELL LOG
P. C. B.
SKETCH OF WELL SITE
BH NO.CCKK NO.
ON SITE
GROUND ELEV. MASL
MEASUR.POINT M|G
MP ELEVATION,MASL
WATER LEVEL, MBG
WATER LEVEL, MASL
SKETCH OF WELL TOP/ME
WELL POINT
MAP NO.:SCALE:
DISTANCE FROM EDGE OF MAP (MM)
LOCATED DATE:BY:
Figure 2.2 Borehole Location Record
3.1
3. GEOPHYSICAL INVESTIGATIONS
3.1 Introduction
Geophysical investigations in connection with groundwater studies are
essentially the interpretation of the variations in measured response
at the surface or in boreholes to certain forces either naturally or
artificially generated within the crust of the earth. Such variations
result from differences in physical characteristics like density, ela-
sticity, magnetism, radioactivity, and electrical resistivity of the
underlying materials.
Geophysical investigations made in combination with reconnaissance, sur-
face geologic investigations, and exploratory drilling may provide a fast
and relatively low-cost evaluation of the subsurface geology and the
general groundwater conditions of an area.
To assure reliable interpretation the geophysical surveys should be cor-
related with the geologic conditions. Such correlations permit projec-
tion of geologic conditions to distant areas through analysis of the
geophysical measurements.
The accuracy and reliability of data obtained from a geophysical survey
depend in large parts on the control available with sources sending
disturbing signals to the measuring equipment (background noise) as well
as the geologic complexity of the area under investigation.
In many textbooks on geophysical prospecting full accounts of the geo-
physical methods applied here are given, so this description only gives
a few of the main principles of application.
3.2 Geoelectrical Survey
Of all surface geophysical methods the electrical resistivity method has
been applied most widely for groundwater investigations. The basis of
the method is that when a current is introduced into the ground through
electrodes any subsurface variation in conductivity alters the current
flow within the earth, and this in turn affects the distribution of
electric potential. The degree to which the potential at the surface is
affected depends upon the thickness, location, shape, and conductivity
of the material within the ground. It is, therefore, possible to obtain
information about the subsurface distribution of this material from
3.2
measurements of the electric potential made at the surface. In the
electrical resistivity method an electrical current is introduced into
the earth by means of two current electrodes located at the surface,
and the electrical potential difference is measured between two other
electrodes. From the value of the potential difference, the current'
applied, and also the electrode separation a quantity termed "the appa-
rent resistivity" can be calculated. In a homogeneous ground this is
the true ground resistivity but usually it represents a weighted average
of the resistivities of all the formations through which the current
passes. It is the variation of this apparent resistivity with change in
electrode spacing and position that gives information about the varia-
tion in the subsurface layering.
3^2^ 1 ?i?i(i_Techni^ue_and_Procedure
Two different procedures have been used to determine the resistivity
variation with depth and with lateral extent.
Geoelectrical soundings are used to determine the variation of the
resistivity with depth at a fixed point at the surface. The Schlum-
berger electrode configuration has been used for this type of measure-
ment. Constant separation traverses have been used to measure the
variation of the resistivity along a line on the surface. The Wenner
electrode configuration has been used for this type of measurement.
In the Schlumberger configuration two current electrodes and two poten-
tial electrodes are arranged in a straight line on the surface, and the
distance between the current electrodes is large compared with the
distance between the potential electrodes. For this survey the elec-
trodes have been placed symmetrically about the centre of the spread.
In performing the geoelectrical sounding the potential electrodes remain
fixed while the current electrode spacing is expanded symmetrically
about the centre of the configuration. For large values of the current
electrode spacing (2 L) it becomes necessary to increase the potential
electrode spacing (2 l) to maintain a measurable potential. The follow-
ing electrode separations were used:
1 = 0.5 m, L = 1 .5 , 2 . 1 , 3 . 0 , U . l + , 6 . 3 , 9 . 1 , 1 3 . 2 , 19.0-, 2 7 - 5 , 1+0.0 m
1 = 5.0 m, L = 1 3 . 2 , 1 9 . 0 , 2 7 . 5 , ^ 0 . 0 , 58 .0 , 83 .0 , 120 .0 , 175.0 m
1 = 25.0 m, L = 5 8 . 0 , . 8 3 . 0 , 120 .0 , 175 .0 , 250.0 m.
3.3
The constant separation traverses are performed by placing two current
and two potential electrodes at equal distances from each other along a
straight line and move the whole configuration along this line. The
actual electrode separation depends on the information on the subsurface
that is required. The larger the electrode separation, the deeper the
penetration.
3. 2^2
The field data for each geoelectrical sounding are represented in loga-
rithmic graphs in which the half length of the current electrode separa-
tion L is plotted on the abscissa and the corresponding apparent resis-
tivity is plotted on the ordinate.
The object of the interpretation of the geoelectrical sounding curves is
to determine the thicknesses and the true resistivities of the individual
layers in the ground.
The interpretation was carried out by means of master curves. These
curves are theoretical resistivity curves constructed for different com-
binations of homogeneous isotropic layers with different thicknesses and
resistivities. The master curves are drawn to the same logarithmic scale
as the field curves.
The main interpretation problem is that it is often possible to match
field curves with more than one master curve. Two slightly different
curves can correspond to very different resistivity distributions. For
instance it is difficult if not impossible to distinguish between two
layers of different thicknesses and resistivities if the products of the
thickness and resistivity are the same. This is called the principle of
equivalence.
Another aspect of the lack of uniqueness is referred to as the principle
of suppression. This relates to those layers whose resistivities are
intermediate between the resistivities of the enclosing layers. Such
layers as long as they do not have sufficient thickness have practically
no influence on the resistivity curve.
Finally, anisotropic ground will lead to errors in the interpretation, as
will the effect of rugged topography.
3.k
To avoid interpretation problems, a geoelectrical sounding in the immediate
vicinity of most of the existing boreholes has been carried out, and by
comparison with the geological logs the soundings have been calibrated.
Constant Separation Traverses
The field data for each constant separation traverse is represented in
graphs- in which the positions of the centre of the electrode configura-
tion at each measurement are plotted along the abcissa in a linear scale
while the corresponding value of the apparent resistivity is plotted on
the ordinate in a linear scale as well.
The horizontal resistivity profiles have only been interpreted qualita-
tively. The geoelectrical trenchings were used to find where the bed-
rock was deepest or where the weathering profile was deepest, and this is
expected to be where the horizontal resistivity profiles have their
minimum points.
A total of 212 geoelectrical soundings and 12 constant separation
traverses have been carried out.
The final interpretation results, the geoelectrical sounding curves, and
constant separation traverses are represented in Volume 10 A, Appendix 3.
The measuring equipment consisted of two sets ABEM Terrameter SAS-300
Master Units and two sets ABEM Terrameter SAS-2000 Booster Units. The
terrameter reads the ratio between the voltage drop and the current (the
resistivity) directly.
Maximum performance of the instruments:
Terrameter SAS-300 alone:
20 mA at 150 V maximum current electrode potential.
Terrameter SAS-300 connected with Terrameter SAS-2000 Booster:
500 mA at 500 V maximum current electrode potential.
3.5
3.3 Seismic Survey
The physical basis of the seismic exploration methods is the fact-that
differences occur between the velocity of seismic waves in different
geologic formations.
There are three different types of seismic waves, compressional (sound
waves), shear and surface waves (Rayleigh waves). Only the compres-
sional waves have been used in this survey.
Exploration seismology is an offspring of earthquake seismology and
involves basically the same type of measurements. However, the energy
sources are controlled and movable, and the distance between the source
and the recording points is relatively small.
The basic technique of seismic exploration consists of generating
seismic waves and measuring the time required for the waves to travel
from the source to a series of sensitive wave detectors, geophones,
usually placed along a straight line directed towards the source. From
a knowledge of travel times to various geophones and the velocity of
the waves it is possible to construct the paths of the seismic waves.
All the seismic surveys were performed as in-line refraction profiling
with 2h geophones placed along a straight line at equal distances from
each other and shot points at each end of the geophone spread.
In order to record both the direct wave through the top layer and the
refracted waves from all the other layers, the length of the geophone
spread needs to be at least 2-3 times as long as the depth to bedrock.
The geophone separation was, therefore, chosen in every case according
to the expected depth to bedrock. A geophone spacing varying from 3 to
10 m was used.
As energy source for generating seismic waves explosives were used.
The shots were fired in 0.5 to 0.7 m. deep hand-drilled holes. The
amount of explosives for each shot ranged from 100 to 500 grammes of
dynamite.
3.6
To initiate the explosion electric blasting caps were used. Special
instant-fire seismic caps are required if the shot instant is to be
taken directly from the firing circuit, but these could not be provided
during the investigation period. To record the shot instant one of the
geophones was then used as "start geophone" and the shot hole was placed
near to this.
The seismic waves are in the geophones transformed to small electric
currents which are transmitted to an amplifier and from there to a re-
corder and printed on direct print-on paper (the seismogram). From the
seismogram the arrival times of the seismic waves at the individual
geophones are read from their traces, from the deflection that the first
impulse produces, the shot instant being zero time.
Based on the seismograms, travel time graphs for the first arrivals are
constructed with the distance from the shot point plotted along the
abscissa and the corresponding first arrival travel time plotted along
the ordinate at a linear scale.
The objective of the interpretation of the travel time graphs is to
determine the thicknesses and the seismic velocities of the individual
layers in the ground and especially the depth to bedrock using standard
formulas.
These formulas are based on certain assumptions which the actual condi-
tions do not always fulfil, several complicating factors can exist.
These originate in the seismic source, in the subsurface geology, and in
the seismic recording process itself.
If the seismic pulses generated by the seismic source have flat shapes
it may be difficult to read the timebreaks exactly on the seismograms.
This problem has been met by using explosives as source which generate
very steep pulses in comparison with other energy sources, and by making
the contact between the explosives and the ground as good as possible.
However, by travelling through the ground the seismic waves will gradual-
ly lose its higher frequencies, becoming smoother and more prolonged in
time, and the timebreaks will become less and less distinct as the
distance to the source is increased.
3.7
If there was uncertainty in reading the timebreak, the condition of reci-
procity was used to draw the straight lines through the arrival time
points on the travel time graphs. The condition of reciprocity states
that the total travel time is the same for shots from both ends of the
same geophone spread. One of the two travel time graphs will usually be
better defined by the data points than will the other. The better
defined lines are drawn first and the other lines are then drawn as well
as possible through the data points to satisfy reciprocity.
Irregular surface and interface topography may also result in a scatter-
ing of the data points on the travel time graphs.
Problems sometimes result from a hidden zone, a layer whose velocity is
higher than those of the overlying beds but which never produces first
arrivals because the layer is too thin and/or its velocity is not suffi-
ciently greater than those of the overlying beds.
If the increase of velocity in the layers with depth is inversed and a
lower layer has a velocity less than that of the layer above it, then
critical refraction does not take place and there are no refracted arri-
vals through the layer. Such a layer is undetectable by the refraction
methods.
The total of 50 seismic profiles have been carried out. The final
interpretation results and the travel time graphs are presented in
Volume 10 A, Appendix 3.
3. 3j
The measuring equipment consisted of two sets ABEM Trio SX-2 4 portable
seismic refraction systems with 25 recording channels, 2k seismic traces
and 1 shot instant trace.
3.k Down-the-Hole Logging
Down-the-Hole logging includes all techniques of lowering sensing devices
into a borehole and recording some physical properties of the formation
penetrated by the borehole. The logs are in most cases used in a quali-
tative sense for identification of lithology, borehole construction and
conditions, and for stratigraphic correlation.
3.8
The equipment used during the study was capable of, doing the following
logs: resistivity log, self-potential log, fluid resistivity log,
radiation log, temperature log and caliper log.
3 Jf^l 5f?:»istiyity__Logs
The principles of resistivity logging are similar to those used in
surface resistivity surveys. This type of logs can only be made where
the borehole has not been cased.
Current and potential electrodes are lowered into a borehole to measure
electrical resistvities of the surrounding media and to obtain a trace
of their variation with depth. The result is a resistivity log.
Several electrode configurations have been developed but they are all
affected by the fluid within the borehole, by changes in the diameter of
the borehole, and by the character of the surrounding strata.
In the normal electrode configuration two current electrodes and two
potential electrodes are used. One current and one potential electrode
on the logging probe are closely spaced downhole and the other two are
fixed at the top of the hole. Three different electrode separations
have been used: 0.25' (0.08 m ) , 2.5' (O.76 m ) , and 10' (3.05 m).
The apparent resistivity gives useful qualitative information regarding
the type of formations penetrated by the borehole and the depths of the
formation boundaries. The definition and sharpness of the normal logs
decrease with an increasing hole diameter and with a decreasing mud
resistivity. The effects of adjacent beds and the invasion of porous
zones by drilling mud are also significant.
With small electrode separations the measured apparent resistivity is
strongly influenced by the mud and invasion zones, but formation bound-
aries are indicated rather distinctly. As the electrode separation is
increased the influence of mud etc. decreases, and the apparent resist-
ivity will better approximate the true formation resistivities, but the
boundary indication will not be so distinct.
The effective penetration into the formation is about twice the electrode
spacing and varies inversely with the hole diameter.
3.9
In the lateral electrode configuration two current electrodes and two
potential electrodes are used as well. Three electrodes, two potential
and one current electrode, on the logging probe are spaced downhole and
the last current electrode is fixed at the top of the hole. The follow-
ing electrode separations have teen used: 10' (3.05) with potential
electrode separation 0.25' (0.08 m) and 2.5' (0.76 m).
The prime objective of the lateral log is to measure the formation
resistivity by use of an electrode spacing large enough to ensure that
the mud invasion zone has little or no effect on the measurements.
The effective penetration is approximately equal to the electrode spac-
ing.
In the "single-point" electrode configuration only one electrode is
lowered in the borehole, and this has the combined function of current
and potential electrode. The apparent resistivity measured is consider-
able different from the true value because it is built up by cable
resistance, formation resistance, contact resistance between the ground-
ed electrodes at the top of the borehole and the soil, and contact
resistance between electrode in the borehole and the fluid within the
borehole.
The method gives only qualitative information regarding resistivity
changes caused by variation in lithology or the salinity of the pore
water.
The effective penetration into the formation is small, from five to
ten times the electrode diameter.
3 _;_2 §elf-p_otential_Log
Self-potential logs are records of the natural potentials developed
between mineralogically different formations and salinity differences
between formation liquids and drilling mud.
This type of logs can only be made where the borehole has not been cased.
Only one electrode is lowered into the borehole and one is fixed at the
top of the borehole. The natural potentials are measured in millivolts.
3.10
The self-potential logs give qualitative information on the formations
penetrated by the borehole. It is possible to indicate thin clay lenses
which cannot be observed clearly in the resistivity logs, and it can be
used within salt water zones where the resistivity logs no longer make
differentiation possible between sand and clay beds.
The effective penetration into the formation is highly variable.
Fluid resistivity logs are continuous records of the conductivity of the
fluid in a borehole which may be related to the conductivity of fluids
in the adjacent formations.
Fluid resistivity logs are used to determine water quality in wells, in
particular to locate salt water and to help in the interpretation of
formation resistivity logs.
The fluid resistivity probe used consists of a non-conductive tube that
contains four electrodes, two current electrodes, and two potential
electrodes.
Radiation logs are continuous records of the radioactive radiation from
the formations penetrated by the borehole. Radiation logs may be
applied in either cased or uncased boreholes that are filled with any
type of fluid.
Some atomic nuclei emit natural radiation in the form of alpha, beta, and
gamma rays or neutrons. The most commonly used type of logs and the type
used in this survey is logs of the natural gamma radiation.
Gamma radiation is an electromagnetic radiation and is not electrically
charged. During nuclear disintegrations gamma rays are emitted.
Natural gamma radiation in the ground results from the presence of small
amounts of radioactive isotopes which mainly are potassium -Uo (K ),
uranium -238 (U ), thorium -232 (Th ), and daughter products of the
uranium and thorium decay series.
The amount of radioactive isotopes is roughly lowest in basic igneous
rocks, intermediate in metamorphic rocks, and highest in some sediments.
3.11
In general, the natural gamma activity of clay-bearing sediments is much
higher than that of quartz, sands, and carbonates. It is, therefore,
possible to get useful qualitative information regarding the lithology
and stratification from a gamma log.
The gamma probe used consists of a detector and an amplifier. The
detector is a scintillation counter in which the incident gamma pulses
in an activated transparent crystal are transformed into light flashes.
These flashes cause electron emission from a photocathode, and the
corresponding current is amplified by means of electron multiplication
by secondary emission from a number of electrodes. The total current
amplification is appr. 10 . The current is further amplified in the
probe and then transmitted to the surface recording equipment.
The radius of investigation of a gamma probe depends on the borehole
fluid, the borehole diameter, size of casing, density of the rocks,
etc., but roughly 90% of the measured radiation originate within approx.
30 cm of the borehole wall.
^JK 5
Measurement of temperature in boreholes is the oldest logging technique.
The temperature logs can be used to detect fluid movements in uncased
boreholes or through screens or casing leaks. Further, they can provide
some qualitative information concerning the lithology.
Ordinarily temperatures will increase with depth in accordance with the
geothermal gradient amounting to approx. 3 C for each 100 m depth.
Departures from this normal gradient may provide information on fluid
circulation or geologic conditions. In general, the geothermal gradient
is larger in rocks with low permeability than in rocks with high perme-
ability, possibly because of groundwater flow. This fact makes it
possible to determine the relative magnitude of permeability of the
formations from a temperature log. The temperature probe used contains
a temperature sensitive element, a thermistor, whose internal electrical
resistance changes in response to temperature changes. A small electric
current is sent through the thermistor to measure changes in resistance.
Temperature logs should be run with downward moving probe to avoid tempe-
rature disturbance caused by fluid displacement in the borehole.
3.12
3.^6 Calij>er_Log
Variations of the diameter in a borehole is measured by a caliper probe.
Changes in hole size are caused by a combination of drilling techniques
and lithology,e.g. change of drilling bits, circulation of drilling mud,
degree of cementation, compaction and porosity of the formations, and
size, spacing and orientation of fractures.
Caliper logs are utilised as a guide to well construction, to correct
the interpretation of other logs for hole diameter effects, for litho-
logy identification, and for location of fractures in hard rocks.
The caliper probe used is provided with three feeler arms the movements
of which are recorded by an electric circuit and then transmitted to the
surface recording equipment.
Caliper logs should be run with upward moving probe to prevent the probe
to stick in the borehole. The probe is lowered with the feeler arms
closed into the borehole. At "the desired depth an upward movement of
the probe releases the feeler arms to contact with the borehole wall.
The measuring equipment consisted of a Johnson-Keck Borehole Geophysical
Logging System Model SR-3000.
The equipment was provided with six logging modules:
• Two resistivity log modules
• One self-potential log module
• One temperature log module
• One gamma log module
• One caliper log module
and two strip-card recorders.
Two types of logs can be run simultaneously.
The following probes were used:
1. Resistivity/self-potential probe.
The probe can be used for normal resistivity, lateral resistivity,
single-point and self-potential measurements.
2. Fluid resistivity probe.
3.13
3. Temperature probe.
h. Gamma/single-point/self-potential probe.
The probe can be used for natural gamma radiation, single-point
and self-potential measurements.
5. Caliper probe.
U.I
h. PREPARATION OF DRAWINGS
U.I Geology (Drawing II-8)
The construction of the geological map and the accompanying descrip-
tion has been based on the following available information:
• Available literature, bulletins, and publications.
• Existing geological maps, mainly Quarter Degree Sheets 1:125,000.
These maps are available in three editions, preliminary and first
editions surveyed during the 19^0's to the mid 1950's, and a
corrected edition mapped during the 1960's.
Most of the regions as a whole is mapped to that scale except for the
northern part of Mbeya and Iringa Regions, and the eastern part of
Ruvuma Region. In these areas the geologic interpretation has been
based on:
• The general Geological Map of Tanganyika, 1:2,000,000.
• Satellite imageries comprising 1:500,000 colour composite,
1:500,000 Bands h and 5, and 1:250,000 Band 7. Full coverage at
the 1:500,000 scale and partial coverage at the 1:250,000 scale
was obtained.
• Airborne magnetic survey maps.
• The borehole files of MAJI, Dodoma, and the regional headquarters.
• Results of the present geological, geomorphological, geophysical,
and hydrogeological field surveys.
The geological map has been prepared in two editions, a detailed map
giving as much details on the rocks as deemed necessary for the purpose
of the hydrogeological study, and a general geological map delineating
the main rock groups. This map is used as an overlay for .the hydrogeo-
logical maps for easy cross reference.
It should be observed that the satellite imageries used have not been
geographically corrected, so slight inaccuracies are present on all maps
where satellite imageries have been employed to construct the map.
However, since the study regions are situated so close to the equator
the errors are small and cause no problems in using and interpreting
the maps.
k.2
k.2 Geomorphology (Drawing II~9)
The construction of the geomorphological map has been based on the
following information:
• Available literature, bulletins, and publications.
• Existing geological maps and the geological map prepared by
the Consultants.
• Satellite imageries as above.
• Field surveys.
• Topographical maps of various scales.
The actual delineation of the geomorphological units is based pre-
dominantly on the satellite imageries, but the decision on which
plateaus belong to which erosion surface is made after an extensive
field survey supported by the explanation given on the Geological
Quarter Degree Sheets which in some cases comment on the erosion
features of the areas covered by the individual sheets.
King (1962) published a preliminary geomorphological map of Africa
and this map was used as a starting point. The final result of this
study in many areas differs considerably from Kings' suggestions.
The classical literature on the geomorphology of East and Central
Africa has been widely used as it mentions some specific areas within
the study regions.
The geomorphological map was constructed stepwise. First the charac-
teristic African erosion surface was delineated because it is easily
identified in the field. Then the aggradational surfaces were deline-
ated. .What was left could be only Gondwana or post-Gondwana erosion
surfaces (plateaus more elevated than the African Plateaus), or post-
African, or Coastal/Congo (plateaus situated at lower levels).
Once the basic information was assembled, necessary corrections were
made currently in order to more accurately locate the boundaries
between the erosion surfaces.
The geomorphological map has been prepared to meet the requirements
of the hydrogeological study. The situation is much more complex than
shown on the map. The Gondwana land surface for instance is much more
dissected by valleys belonging to the post-Gondwana erosion cycle than
k.3
indicated, and along the edges of the African land surface a detailed
study may reveal many minor erosion features caused by the post-African
erosion cycle.
Nevertheless the geomorphological map is believed to represent the
actual erosion features to a degree that is satisfactory for its pur-
pose.
1*.3 Dambos, Springs and Main Faults (Drawing 11-12)
The main structures are drawn on basis of the geological map prepared
by the Consultants, and the same sources have been used. The main
structures in Ruvuma Region have been based mainly on the aeromagnetic
maps as far as the eastern Karroo basin is concerned, since there is
no available detailed geological mapping there.
General structural maps of Tanzania have been used to correlate the
structures with the overall structural pattern since it is believed
that the main structures in the regions form part of an overall pattern
in East Africa and, thus, cannot be treated separately. The wellknown
rift faulting is of course the major structural feature, but the main
structures in the eastern Karroo basin have been found to be a continu-
ation of the fault lines in the northern Tanzania which apparently has
not hitherto been recognised.
The dambos are outlined using air photos, photo mosaics, satellite
imageries, 1:250,000 topographical maps and geological maps. The
dambos are most easily recognised on the air photos and transferred
from these to the base map, which was at the 250,000 scale. Since the
regions were not fully covered by air photos geological maps have been
widely used, and on some 250,000 topographical maps dambos are shown
as swampy areas.
In the eastern Karroo basin dambos have not been mapped. The geology
and erosion of the Karroo is quite different from the Basement Complex,
and it is far from certain that the low-lying areas in the river
valleys can be regarded as dambos or they are more akin to classical
alluvial tracts.
The majority of the springs shown is recorded in the village invento-
ries.
On some of the geological map sheets springs are mapped. Most of the
juvenile springs shown have been obtained from this source. Many more
spring than those shown on the map are believed to exist. No distinc-
tion is made between perennial and intermittent springs since this was
not possible as only spot gaugings have been available.
U.k Cyclogram Map (Drawing 11-10)
The cyclogram mapping technique was developed at the Geological Survey
of Denmark (Andersen, 1975) and is a very useful method of visualising
borehole data and spatial distribution of layers. In its original form
the cyclogram map provides a three-dimensional view of the distribution
of subsurface strata, together with all technical data from the bore-
holes.
However, this presumes an area of low topographical relief so that
boreholes show strata from more or less the same levels. This makes it
impossible to produce a cyclogram map in its original form covering the
whole study area because the differences in altitudes over short
distances result in boreholes drilled into completely different forma-
tions, and correlation in the usual sense becomes meaningless.
The cyclogram map presented here is consequently a modified version of
the original one but yet preserving the two most important features,
the borehole data and the stratigraphy.
The cyclograms are oriented in such a way that the ground level is
placed at 9 o'clock in the first ring (cf. legend, Drawing 11-10). The
depth of the borehole increases clockwise and each ring embraces 100 m
of penetration. The first ring embraces layers from ground level to
100 m below ground level. The second ring embraces layers from 100 m.b.
g.l. to 200 m.b.g.l. and so on. Across the Basement Complex which is
of main interest, the first section of the first ring, therefore, usually
represents the saprolite, and correlation of saprolite thicknesses from
borehole to borehole becomes immediately possible. This is very import-
ant since the saprolite is the most interesting layer from a groundwater
point of view.
sent-ing the borehole site is divided into four sections indicating what
type of data is available: chemical analysis, water level data, location
record, or strata log.
In this way the cyclogram is a graphical and numerical representation
or reference to all available data pertaining to groundwater, and it can
be used without having to consult the original data records. For a
complete identification of the groundwater conditions as given by avail-
able data only the chemical map has to be consulted.
h. 5 Groundwater Chemistry (Drawing 11-11)
Data on the chemical quality are based on chemical analyses from exist-
ing wells and analyses from wells drilled by the Consultants. Data
from existing wells in most cases consist of partial analyses, or even
less than that. In some cases only the total dissolved solids (TDS)
are given.
The existing analyses have been collected from the borehole files of
MAJI, Dodoma, and Ubungo, and from the regional headquarters. Water
samples from the wells drilled by the Consultants have been analysed by
means of Hach Kits, and by using standard laboratory procedures at
MAJI,.Ubungo. Some samples were sent to Denmark for full analyses.
Selected chemical analyses are represented by a circular diagram (Pie-
diagram) on the Chemical Map.
The calculation and plotting of the diagrams were performed by the
Geological Survey of Denmark using EDP techniques.
The concentration of the respective ions was converted from ppm (mg/l)
to meq/1 (milliequivalents per litre). When the ion concentrations are
expressed as meq/1 the total number of meq/l anions is equal to the
total number of meq/l cations. It is thus possible to depict the per-
centagewise concentration of each cation on the upper semicircle and
of each anion on the lower semicircle.
The conversion from ppm (mg/l) to meq/l is performed according to the
following formula:
U.6
/n ppmmeq/1 = : r*"—:—— r—.
equivalent weight of ion•
The equivalent weights of the respective ions are given in Table U.I.
The analyses to be illustrated were selected from an evaluation of the
reliability of each individual analysis and the balance of anions and
cations.
Anion
C 0 3 ~ "
H C 0 3 ~
sou~"
Cl"
NO
TTO
EquivalentWeight
30.01
61.02
U8.O3
35.U6
62.01
U6.01
Cation
Ca++
M g ^
Fe + +
Mn + +
*vNa+
K+
EquivalentWeight
20. OU
12.16
, 27.92
27. U7
18. oU
22.99
39.10
Table U.I Equivalent weights of anions and cations.
The selected analyses are represented by pie-diagrams in which the
distribution of the major ions (Ca , Mg , Na , K , HCO_ , SO. ,
Cl etc.) is shown by circle sectors.
In the upper semicircle the cations (pos. charge) are depicted, in the
lower semicircle the anions (neg. charge).
The smallest circle sector which can be illustrated in a normal pie-
diagram is appr. 5 , and consequently ion concentrations below 3% of
the total anion or cation concentration (corresponding to an angle of
5.U ) have not been plotted.
The area of the circle is proportional to the total ion concentration
in the water sample.
The following dissolved components and elements which are of particu-
lar interest from a water treatment point of view are given "by figures
stating concentrations in ppm (mg/l) where applicable: pH, NH< , NO., ,
Cl , Fe , Mn , aggressive C0?, NaHCO_, temporary and total hardness-
and conductivity.
For identification purposes the 'borehole number is given together with
the date of sampling where the latter is known.
In Volume 10 B, Appendix 3, the chemical data are given for each bore-
hole.
U.6 Groundwater Development Potential (Drawing 11-13)
The map showing the groundwater development potential is based on the
other maps produced and on the findings of the hydrogeology study.
The basic sources of information are, therefore, those already mention-
ed.
The base for drawing the map has been the 1:500,000 satellite imageries
which not having been corrected causes slight deviations to occur
between the actual geographical position of major topographical features
and those depicted on the map. The deviations are small and have no
influence on the general use of the map.
As the main purpose of the study has been to evaluate the potential in
relation to village water supply, the groundwater abstraction potential
has been based on a handpump solution, and this means that the influence
of the walking distance has also been taken into consideration.
The depth to the water level is of paramount importance for the yield
of a hand pump, and the depth is largely depending on the local topo-
graphy. Therefore, the topography has had to be taken into considera-
tion too. The expected yields of wells are shown in the graphs on the
map as specific capacities. For a given drawdown the expected yield is
the specific capacity times the drawdown.
The general geological map is shown as an overlay. This makes it
possible for the user to determine the geology of the saprolite parent
rock at a proposed site, and from that differentiate the expected yields
over an area.
U.8
The classes shown are based on the geomorphological units, and differen-
tiations within the units are based on the topography. Within the Base-
ment Complex groundwater is generally occurring, and the yields of wells
are statistically uniform. However, as the topography becomes more and
more undulating it becomes more and more difficult to place boreholes in
the villages or their immediate vicinity.
The class with the best groundwater potential in this sense covers
areas of low topographical relief, and siting of wells suitable to meet
requirements of walking distances can be generally done in such areas.
5.1
5. DESCRIPTION OF HYDROGEOLOGICAL TERMS
5.1 Objective
To avoid unnecessary repetition of the explanation of hydrogeological
terms the terms commonly used in this Report are described here. The
description will be general but does in some aspects pertain to African
conditions.
5.2 Types of Aquifers
^g^l P?rched_Aquifers
The first aquifer encountered in many areas is often a perched aquifer
(Figure 5.1). This aquifer is of phreatic type (see below) and is con-
trolled by structure or strathigraphy. Perched aquifers are usually of
limited areal extent and thickness and are, therefore, not suitable for
any large scale groundwater development.
If the perched aquifer is controlled by, say, a clay layer that out-
crops a spring might develop. Because of the comparatively small
storage capacity of the aquifer such springs are usually seasonal and
discharge small volumes of water only, and often shortly after heavy
rainfall.
5 .2 2 Phreatic_Aquifers
Aquifers being in direct contact with the atmosphere through open spaces
in permeable overburden are phreatic or water table aquifers. The water
table is defined as the surface at which the water pressure equals the
atmospheric pressure, and the zone above is-unsaturated.
A water table aquifer may in principle be found at any depth depending
on the local strathigraphy, usually the water table will be rather
shallow.
2±.2L3 Artesian_Aquifers
Artesian or confined aquifers are commonly deep-seated, and if water
table aquifers are existing in the area the artesian aquifer is
situated below these. In the artesian aquifer, water is under pressure,
5.2
and the water level in a well drilled to the aquifer will rise to a
level above the confining layer. This level is the piezometric sur-
face.
ARTESIANWELL
PHREATIC AQUIFER.'-.
•ARTESI'AN AQUIFER •
• IMPERVIOUS B E D r T ^
PERCHED A Q U I F E R ^ ^ * ~ »
SPRING ^ ^ ^ ^ f P f ^
H^* -WATER TABLE " '..:..':: •::;.
'"-^M-:] ""'""'* •'' |V*""** l ' t l• M H B V r\ T r""7nMC"XD TP LJC AH *' :.'*' • •j J . .* ™ r l t Z - U r l t 1 K1U n L.r\U iA itaML.
Figure 5-1 Schematic cross section through aquifers.
Artesian aquifers are divided into two groups, nonleaky and leaky
aquifers.
Nonleaky Artesian Aquifers
A nonleaky artesian aquifer is an aquifer to which there is no flow of
water through the confining beds, and no flow will be induced when
pumping takes place from the aquifer.
This type of aquifer is physically not very realistic because there is
no explanation to its existence except some sudden geological event
that has trapped and sealed off water between impermeable beds, or in
cases where the aquifer is partly exposed at the land surface allowing
for direct infiltration by rainfall.
However, from a mathematical point of view the nonleaky artesian
aquifer is very important because it provides, the physical background
5.3
for the basic solution of the problem of ground-water flow around a well
being pumped at a constant rate (the Theis solution, cf. Section 6.k).
Leaky Artesian Aquifers
The most common artesian aquifer is the leaky one. It occurs where the
confining beds are semi-permeable allowing flow of water to the aquifer
from surrounding water bearing strata having higher pressure. The flow
of water to the aquifer depends on the permeability of confining beds
and the pressure difference, and consequently obeys Darcy's law.
When a leaky artesian aquifer is pumped the pressure difference is in-
creased and the leakage becomes larger. During the initial stage of
pumping the aquifer behaves nonleaky. After some time (tens of minutes
to a few days) leakage flow starts to dominate, and a pseudo-steady
state may develop during which the volume of water extracted from the
aquifer is balanced by leakage flow. Unless the source bed has got an
extremely large storage capacity (e.g. a lake) drawdowns will occur in
the source bed. The leakage flow, therefore, can no longer balance the
volume pumped (after days to months) and the drawdown will increase in
the pumped aquifer. This state which describes the long-term behaviour
of the aquifer may continue for years until some independent source of
recharge is reached to yield the final steady state condition.
5.3 Hydraulic Properties of Aquifers
The hydraulic properties of aquifers are influenced by large-scale para-
meters like the thickness, width, and dip of the aquifer, and by small-
scale parameters like porosity, grain size, uniformity, etc. The main
properties, however, are best described by the following parameters:
transmissivity, storage coefficient, and leakage coefficient since these
reflect the influence of various other parameters some of which are
mentioned above.
The transmissivity T is a parameter which describes the gross hydraulic
conductivity of an aquifer. According to Darcy's law the discharge
from an aquifer with height h, width b, permeability or hydraulic con-
ductivity p, and hydraulic gradient I, i s Q = p x h x b x I . The
transmissivity is defined as the product of the permeability and thick-
ness of the aquifers, i.e. T = p x h. Physically, therefore, the
transmissivity is the discharge through a.- cross section of unit width
and gradient extending through the full height of the aquifer (Figure
5.2). Similarly the permeability or hydraulic conductivity is defined
as the discharge through a cross section of unit area having unit
gradient.
CONFINING BED-
AQUIFERTHICKNESS-
TRANSMISSIVITY (T) =PERMEABILITY (P) xAQUIFER THICKNESS (m)
P = DISCHARGE THATOCCURS THROUGH UNITCROSS SECTION
J = DISCHARGE THAT OCCURS THROUGHUNIT WIDTH AND AQUIFER HEIGHT
Figure 5.2 Graphical concepts of the coefficients of permeability
and transmissivity. (After Johnson, 1966)
§torage_Coefficient
The storage coefficient S is a quantity which describes the ability of
an aquifer to store or release water. It is defined as the volume of
water released per volume of a column through the aquifer with unit
cross-sectional area and per unit decline of head.
There is a sharp distinction between the storage coefficient or speci-
fic yield S of a phreatic and that of an artesian aquifer. In a
phreatic aquifer the storage coefficient equals the effective porosity
which is approximately the volume of water released per unit volume of
the aquifer during gravity drainage. Therefore, the storage coefficient
is of the order of magnitude 0.01-0.2. The flow of water in a phreatic
aquifer is controlled by gravity, and accordingly the area of influence
5.5
due to pimping will be small compared to the area of influence in a
similar artesian aquifer.
In an artesian aquifer the water is released due to the elastic com-
pression of the intergranular skeleton, and the storage coefficient
accordingly is small, usually in the range 0.00001-0.001.
In an artesian aquifer the flow of water is controlled by the pressure
gradient. As the volume of water released per volume of aquifer is
very small the area of influence due to pumping rapidly becomes very
large. To obtain the same amount of information on an aquifer the
duration of test in an artesian aquifer will be considerably shorter
than in a phreatic aquifer. The difference between the storage
coefficients of phreatic and artesian aquifers is illustrated in
Figure 5.3.
WATER LEVELS -IN THE WATERTABLE AQUIFER
m
EQUALDECLINES IN-WATER LEVELS
-IIm
X
PIEZOMETRICSURFACES INTHE ARTESIAN AQUIFER
VOLUME OFWATER DRAINED
m= THICKNESS OF SATURATED STRATA
Figure 5-3 Unit prisms of water table and artesian aquifers, illustrat-
ing differences in storage coefficients. (After Heath and
Trainer, 1968)
5.3.3 Leakage Coefficient
The leakage coefficient P1/m' is associated with leaky artesian aquifers
only and is simply the ratio of the permeability and the thickness of
the confining layer through which leakage occurs.
5.6
The leakage is contolled by pressure differences between the aquifer
and the confining layer and may, therefore, originate from layers above
or below the aquifer, depending on pressure. The leakage coefficient
is a parameter derived from mathematical considerations and plays an
important role in the interpretation of pumping test results from leaky
artesian aquifers. Once determined it can be applied to calculate re-
charge to artesian aquifers when the hydrogeological set-up is known.
5.h Recharge to Aquifers
Because of the different physical background recharge to aquifers is
naturally divided into recharge to phreatic and recharge to artesian
aquifers.
Recharge to phreatic aquifers is established by the rather simple
mechanism of direct infiltration through the soil above the water table.
The net infiltration available for recharge is the rainfall reduced by
evaporation, evapo-transpiration, overland flow, and interflow, all of
which vary considerably according to local climatic, hydrogeological,
and geographical conditions.
Phreatic aquifers are very sensitive to longer periods of drought during
which they may discharge their water content completely to nearby rivers
or lakes. Unless the saturated zone of a phreatic aquifer is very thick
and thus contains a large volume of water, it cannot usually form the
base for a large-scale development of groundwater, especially in areas
with typical seasonal rainfall. Wells in such aquifers of relatively
small storage capacity may run dry during dry periods and may be opera-
tional again shortly after the rainy season has started.
Nonleaky artesian aquifers can be recharged only in cases where the
aquifer is exposed at the surface, and the recharge mechanism is direct
infiltration. Leaky artesian aquifers are recharged by the mechanism
of leakage flow from adjacent layers having a higher pressure head, as
described previously.
5-7
Artesian aquifers are much less sensitive to draught periods than
phreatic aquifers because they are always fully saturated with water.
Groundwater abstraction by wells can continue from artesian aquifers
through long periods of no recharge, and artesian wells are not liable
to run dry easily. This only happens as a result of mining of ground-
water during long periods in which case the well must be shut down for
a period of a year or more, depending on the recharge conditions,
before it is operational again.
5. 5 Drainage
In the following a short description will be given of the types of
drainage pattern commonly found in the study regions. For further
details reference is given to Monkhouse and Small (1978) which has
been consulted in preparing the descriptions below.
Dendritic drainage - a tree-like pattern where tributaries resemble
branches converging upon the main stream. Mostly found where there is
no structural control and where rocks are similar over the drainage
basin. Very common across the African erosion surface where not
tectonically disturbed.
Parallel drainage - streams and tributaries are almost parallel to one
another. Common in alluvial fans and below escarpments.
Rectilinear drainage - tributary junctions are generally at right
angles. Sections between junctions are of approximately the same
length. Usually connected to a similar joint pattern. Often seen
above escarpments.
Radial drainage - streams flowing down the slopes of dome or cone-
shaped uplands. Commonly seen around the craters in the Rungwe
Volcanic Province.
Trellis drainage - a rectilinear drainage pattern mostly in scarplands
where adjustment to structures has occurred.
Dambo - a river valley with a wide flat grass-covered floor resulting
from sheet wash. Stream channels are usually poorly defined. May or
may not be flooded during the rainy season. Dambos reflect the surface
as well as the subsurface drainage pattern which is commonly dendritic
in tectonically undisturbed plains. Common across the African land
surface.
5.8
Mbuga - a seasonally flooded depression in a plain often situated with-
in drainage lines.
6.1
6. PUMPING TESTS
6.1 Objective
Pumping tests are carried out on water wells to determine the hydraulic
properties of the formation tapped. With known values of aquifer charac-
teristics it is possible to determine the optimal yield that can be ob-
tained from the well, taking into consideration the life time of the
well. If the discharge is too great so that the water level is lowered
below the top of screen or inflow face, the water is oxidised with a
possible deterioration of the chemical quality as a consequence.
Furthermore, an assessment of the aquifer potential for withdrawal of
water cannot be carried out without a proper knowledge of aquifer trans-
missivity or permeability. The analysis of pumping test data to determine
aquifer hydraulic properties, therefore, is essential to the planning of
future aquifer development.
6.2 Types of Tests
There are numerous ways of testing wells, depending on the objective of
the test and the equipment available for testing. The tests to be men-
tioned in the following are those most commonly used, because they usual-
ly provide the most reliable results.
^2^1 Sgecific_Cap_acity__Test
This test is the most simple to perform. The well is pumped for a certain
period of time, preferably at a constant rate, and the drawdown is
measured immediately before pumping stop. The ratio of the discharge
rate Q and the drawdown in the well s , Q/s is the specific capacity
which expresses the performance of the well. The larger Q/s , the betterw
the well is. The specific capacity can be further used to obtain an esti-
mate of the aquifer transmissivity.
6^2^ 2 222§tant J)ischarge_Test
The constant discharge test is the test most commonly used to determine
aquifer hydraulic properties and boundary conditions. To obtain the best
results, several observation wells are required.
•6.2
The test is carried out by discharging the pumping well at a constant
rate and measure the drawdown in the well and in the observation wells
frequently to obtain time-drawdown relationships.
The duration of the test depends on the purpose of the test. If trans-
missivity and storage .coefficient only are to be determined, 2-3 hours
will usually do. If boundary conditions are to be clarified, the dura-
tion may be a week or longer in a confined aquifer, and often several
weeks in an unconfined aquifer.
If the discharge varies about some mean value, this value can be used as
the discharge, and the methods used to analyse constant discharge tests
may be applied.
If the discharge rate decreases monotonously, the constant discharge
assumptions cannot be met, and different techniques must be applied.
Decreasing discharge tests are most commonly encountered when pumping
takes place by means of the air-lift method.
Initially there is a larger column of water above the air outlet, and
since the initial discharge is proportional to the length of this
column, the discharge rate decreases with increasing drawdown and be-
comes eventually steady when the drawdown rate is small.
The time required to obtain a steady discharge depends, as will be shown
later, on the aquifer properties, and this time may vary from a few
minutes to a day. In the latter case, data from the most important part
of the test is heavily influenced by the change in discharge, and special
methods are developed here (Section G.h) to analyse such data.
6.3 Effects Influencing Pumping Test Data
In deriving analytical formulas for the drawdown around a pumping well,
it is assumed that the borehole can be considered a mathematical sink,
i.e. a well with infinitesimal radius and no borehole storage.
Since this is never the case in practice, early data from the pumping
well will be influenced by the effects of skin effect and borehole stor-
age .
6.3
§^3^1 ?°reh2i£_5^&g£_^§_§kin_Effect
Due to the method of drilling, the formation adjacent to the well bore
is always more or less disturbed or damaged during drilling. This goes
for both down-the-hole hammer drilling in hard rocks and mud drilling
in soft formations.
Small particles will fill in the fissures of rocks, and mud will pene-
trate into the formation. Therefore, before the well is tested, it
should be cleaned or jetted. As the cleaning of the well can seldom be
carried out completely, the pumping test results are influenced by the
restricted entry into the well bore, exhibiting a well loss due to the
reduced area of the inflow face.
The drawdown in the well, therefore, will be greater than the drawdown
that would be observed, had the skin effect not been present. This is
shown in Figure 6.1 where the Theis curve represents the time-drawdown
relationship that would be observed under ideal circumstances (Section
6.*0 .
During pumping, the well may develop and the skin effect become small
and be negligible for all practical purposes compared to the theoreti-
cal drawdown, especially if the discharge rate is small.
Log s
THEIS CURVE
SKINEFFECT
BOREHOLE STORAGE
Log t
Fig. 6.1 The effect of skin and borehole storage
s = drawdown; t = time
6.U
In the skin effect is included well loss in the usual sense, i.e. a loss
which is proportional to the square of the discharge. This loss is con-
stant (if the discharge is constant) and is usually small compared to
the drawdown when the discharge or the transmissivity is small.
Before water starts to flow from the formation into the well, a certain
pressure drop must "be established. If the volume of water stored in the
well is large it may take some time before enough water has been pumped
out to establish the pressure drop. During this period, which may last
from a few seconds to some tens of minutes depending on the discharge
rate, the drawdown in the well behaves as if a pipe is being emptied at
at constant rate. Therefore, early data points will form a straight line
with unit slope, as shown on Figure 6.1, when plotted on a logarithmic
scale. When the drawdown in the well is large enough, water starts to
flow into the well. The effect of borehole storage then vanishes and the
drawdown will follow a Theis curve onwards.
Groundwater development in phreatic aquifers results in a decrease of
the saturated thickness of the aquifer. If the drawdown becomes compar-
able to the initial saturated thickness of the aquifer, the transmissi-
vity can no longer be considered a constant, and corrections must be
applied in order .to be able to interpret drawdown data by means of
standard methods.
Usually it is necessary to apply correction only to data from the pump-
ing well where the drawdown is much larger than in observation wells.
If the drawdown is small compared to the initial saturated thickness of
the aquifer, drawdown data can be analysed as if the aquifer were con-
fined. Although this is not strictly correct, the errors introduced by
doing this will be negligible.
6.5
6.k Analysis and Interpretation of Pumping Test Data
6 Jul Flow_in_Porous_Media
A porous medium is characterised by a large storage capacity and a small
hydraulic conductivity. The differential equation governing the flow of
water in a porous medium is equivalent to the heat conduction equation,
and in fact, many solutions of groundwater flow problems can be found in
text books describing the flow of heat in solids.
Solutions to the most common flow problems connected to aquifer and well
testing are described in the literature, and in the following sections
solutions pertaining to the present study are presented and discussed.
The solutions of the groundwater flow around a well discharging at a de-
creasing rate will be discussed in more detail as these solutions are
not presented in the literature.
6AU^2_ Constant_Discharge_Test
Nonleaky Aquifers
The most commonly used method of interpretation is that of Theis. The
Theis solution describes the drawdown as a function of time and distance
around a well producing at a constant rate. This solutions is expressed
in the following way:
w(u)> where
W(u) = f° exp(-x)dr/x (the well function)u
u = r2S/UTt
s = drawdown
Q = discharge
T = transmissivity
S = storage coefficient
r = distance to observation point
t = time
6.6
The graph of the well function is shown graphically in Figure 6.2. The
Theis solution is derived assuming a fully penetrating well, a homoge-
neous aquifer of infinite areal extent, and that water is released
instantaneously from storage due to aquifer elasticity.
Although these rather strict assumptions could be expected to restrict •
the applicability of Theis' solution, practice has shown that this is
not so. Even in nonhomogeneous aquifers, Theis curves are produced
during pumping. Because of the nonhomogeneity, different curves are ob-
served at different places in the aquifer, but these differences, if •
properly interpreted, can be used to explain the nature and degree of
inhomogeneity.
The Theis solution is used to determine T and S. Normally these aquifer
properties are determined by using drawdown curves from observation
wells. If only a pumping well is available usually only T is determined,
because the determination of S is too uncertain, due to the fact that
the effective radius of the well is not known.
Very close to the pumping well or for large times (u<0.05) the Theis
solution simplifies to the Jacob solution:
0.183Q , 135Tt3 = T l o s - j -
Data points should form a straight line when plotted on semi-logarithmic
paper. The transmissivity is determined from the slope of the line.
Again, the coefficient of storage should be determined from observation
well data, but if the transmissivity is very small (u large) a value of2
r S can be estimated from pumping well data, r being the effectiveW Vr
radius of the well.
Usually, recovery data after pumping has stopped is recorded. These data
can be advantageously used if the discharge rate has been irregular
within limits. Recovery data is analysed in the same way as drawdown
data, and may prove to be a valuable help in determining aquifer para-
meters.
6.7
10.0
1.0
0.1
0.01 1
'—ii
I
~f/
/i
*
-
10 1.0 10 10 10' 10'
Figure 6.2 Non-leaky artesian type curve (Theis curve).
Leaky Aquifers
During some pumping tests it is observed that the drawdown becomes con-
stant after a certain period which may vary from a few hours to several
days. This is caused by leakage from adjacent layers. Assuming linear
leakage, i.e. proportional to the drawdown, the drawdown around the
pumping well is described as a function of time and space through the
Jacob-Hantush formula:
W(u,r/B)
W(u,r/B) = J°°exp(-X - dxhx
m
B = (Tm'/P')2
1 = thickness of confining layerthrough which leakage occurs
P' = permeability of confining layerthrough which leakage occurs
Other symbols are as previously defined. The graph of W(u,r/B) is shown
in Figure 6.3. Using type curves, the transmissivity, storage
coefficient and the leakage coefficient P'/m1 may be determined from
6.8
observation well data. If the transmissivity is very small sometimes
pumping well data can be used to obtain T and approximate values of
r 2S and r 2P'/W.w w
10.0
1.0
3
0.1
0.01
i
"if1m
1/1/B/
i\
f
> -
1
a r t
1
T
wm •
1
;:£*
2.0
-f-- f - - •- 4 . . .
•
!
1.5-
5
rT r
-
Uo/
—tt" "
1
I
0.4
w -^0
—0
I2U-
-_i
1QQJ,
isr
10 1.0 10 10 10' 10
Figure 6.3 Leaky artesian type curves.
It is obvious that the drawdown formulas derived assuming a constant
discharge rate do not apply if the variation in discharge is consider-
able.
Very little is written in the literature about wells with decreasing
discharge. Hantush (196M has developed an approximate method of analy-
sis for different cases of discharge decay, and Abu-Zied and Scott
(1963) developed a method of analysing distance-drawdown data around a
well, discharging at an exponentially decreasing rate. However, since
only pumping wells are available for this study, neither of these
methods are very useful, and it is, therefore, necessary to develop
methods of interpretation of pumping well data. '
6.9
6^_^U_ Theory
To find a solution to a given flow problem, one has to solve the diffe-
rential equation governing the flow, and use this solution to satisfy
the boundary conditions. This can be done rigorously using standard
methods. But it can also be done by writing down the step response
function, which is the aquifer response to a sudden stepwise change in
the flow conditions.
A time (t = 0) a well starts to discharge at the rate Q = Q f(t) where
f(t) is a function of time alone. The change in discharge is in the
form of a sudden step and then maintained as the discharge function
f(t) prescribes. Using the Theis' assumption, the solution for the
drawdown in the aquifer is the step response function:
Q^f(f)ex P(-r
2sAT(t-t')) I~'- (l)
In the case of a constant discharge, f(t) = 1 and using the substitution
X = r sAT(t-t'), the integral reduces to:
(2)
which
s
is the
%UTTT
Theis
1+Tt
solution.
To obtain an analytical solution of the step response function f(t) must
be so that the integral can be evaluated. If not, numerical methods must
be applied.
The discharge function in this case decreases exponentially from an
initial value Q to an asymptotic value Q (Figure 6.h) according to:
f(t) = Q2(l+(ad-l)e~kt), a = Q1/Q2
and k is the time scale of the discharge function.
The step response function now reads:
6.io
f(t)
/ — f ( t ) -Q2) e"kt
t
Figure G.h Exponentially decreasing discharge function.
oSubstituting again X = r S/UT(t-t'), the integral is reduced to:
s = { J°°2 (exp-x)dx/x + (a-l)e"
UTt
or in symbolic form:
s =2
(W(u) + (a-l)e~3 A uW(u3)) (3)
where u = r2S/UTt and 3 2 = r2kS/T.
The solution is composed of two parts, the Theis formula and a second
term which tends to zero as time increases. After sufficiently long
time the drawdown will follow a Theis curve corresponding to the final
steady yield Q , as if there had been no initial decrease of discharge.
During the very initial period, the drawdown follows a Theis curve
corresponding to the initial discharge Q . During the intermediate
period which is the most important period of the test there is a tran-
sition from one Theis curve to the other.
The solution is shown graphically in Figure 6.5, for a = 5 and different
values of 3. These curves are called type curves.
3 is the dimensionless time scale of the step response function which
depends on the time scale of the discharge function as well as the
aquifer hydraulic properties. The smaller the aquifer diffusivity T/S,
the faster the steady discharge is reached.
6.11
In some cases the duration of the test is not long enough to define the
steady discharge rate, in which case the discharge function is
f(t) = Q e ~ . The solution to the problem is found from Eq.(3) to be
-3/HuS = HnT
W(u,3, (M
- tfW
i]/U
ffit/ /UJL
V
H/
B
—f *
—
It—• w • •:
! ^
—-.
5 a:
=—
'
> • •
^ - .
_ - • • i • 1
• • . » •
^ ^
IXOft
!• P » 1 ;
"* -II..
- • •
Figure 6.5 Type curves, exponentially decreasing discharge in a non-
leaky aquifer; a = 5.
The corresponding type curves are shown in Figure 6.6. The drawdown
follows a Theis curve in the beginning of pumping and then rapidly
recovers.
6.12
£I
/
—ir
/
r
\'<
\\
• • \
\
A\
9
\
i
"" - *s
\
X*
\
\
I
\
m
\\\P
~ \ -
]
•A
-;-V\
IH0
; ^
vS
\
-v
\
\
i
" • - .
\ v
, V -\
\
\
r~-\~-
\ 1
;; is:
, \
"A—rV
\
W\
——\"V
\OJ
= s • :
"v ""
s
\
\1
a <«
. . . ^ —
\\
• A—4V\\
1
\\\
v\OJQI
— - 4-J±
Figure 6.6 Type curves, exponentially decreasing discharge in a non-
leaky aquifer. No steady discharge.
To illustrate the effect of a, Eq.(3) is shown in Figure 6.7 for dif-
ferent values of a with 3 = 0.2.
The effect of increasing a is simply a larger deviation from the late
Theis curve. The larger the value of a, the larger the deviation.
6.13
in1
fio°*1
•
i -
162
-
l-ffi
\iff.in/Mi
BIN§
Min/LHlfVmillw
mtl!\InmlIII
—
///
f
1I
t'
i -
>i
' / //
// J
y/
/
/
y
/
y
z _ _
p
. . itf4
; ; ****^• — a* = =
mm
=
* - m
m*
M M
N,
••
-
•
e
*• - -
^ ^: : —
^
- -
• •— — pa
—
10 10 10 10 10
1/u
Figure 6.7 Type curves, exponentially decreasing discharge in a non-
leaky aquifer; 3 = 0.2.
The discharge function in this case is:
), a = Q1/Q2
as shown in Figure 6.8 next page.
6.1U
f(t)
| q, - q2
^2 kt - 1
^ -
t
Figure 6.8 Hyperbolically decreasing discharge function.
The step response function reads:
s = HnT
Using the same substitution as before and evaluating the integral yields
after some reduction:
s (W(u)l + 3 Au
U/32))
(5)
Eq.(5) is shown graphically in Figure 6.9, with a = 5, and for diffe-
rent values of 3.
It is noted that this family of curves has a close resemblance to the
curves of Figure 6.5, and the same comments as before could be applied
as the discharge function is qualitatively the same.
If the test is too short to reveal the steady discharge rate Q , then as
before Eq.(5) is reduced, and the result is:
exp(-l/(l/u + V3 2))s = (6)
UTTT(I + 3 Au)
The graph of Eq.(6) is shown in Figure 6.10 for different values of 3-
6.15
Figure 6.9 Type curves, hyperbolically decreasing discharge in a non-
leaky aquifer; a = 5.
The discharge function is taken to be f(t) = Q (l-kt) and is shown in
Figure 6.11.
The step response function is:
Qs =
1 rtUnT
dt1r (l-kt')exp(-r^SAT(t-t')) -377
6.16
,0°
-110
,62
yf
ft»*"
i
4. .
i >*^1 'C—
i
. •
. . .
-
^ ~ -
_ , • •
—
-t—
• ^ ^ s :
\
N
(
III1
m—i
N
ft
N
—^
>~~
s
.. ..!N
\4
i
- : : -
q
*-
j T^v
s, —
\
"Hitssaj
\; \
—
i
4- —i
V
N
s
.
- - »
!
;0O4
• 1
—T*. - I — i i i .
• •
002
; .
| |
i E
_
• i
i '. \ll
&
I • • : ! • •
-is?
; I1
r r1
• • •
t
; j
i
Figure 6.10 Type curves, hyperbolically decreasing discharge in a non-
leaky aquifer. No steady discharge.
Proceeding in the usual way, the result is:
= ^ (w(u)(l-32A(l/u + 1)) + e"U/u) (T:
The graph of Eq.(7) is shown in Figure 6.12.
6.17
Figure 6.11 Linearly decreasing discharge function.
6 J+.J
The discharge function is the same as the one used in a non-leaky
aquifer, i.e. f(t) = Q (l + (a-l)e~ ) (Figure 6.2).
The step response function in this case is:
s = + (a-l)e kt')exp(-r2SAT(t-f)-32T(t-t')/r2S)
Proceeding in the usual way the integral can be reduced to:
s = (W(u,6) + (a-l)e~3 /ku W(u, (62+32)')J (8)
where 6 = r/B. All other symbols have been previously defined.
The graph of Eq.(8) is shown in Figure 6.13- The type curves behave
qualitatively in the same manner as those shown in Figure 6.5, except
that the final state is not a Theis curve, but the family of Jacob-
Hantush curves.
Interpretation of pumping test data by means of type curves is carried
out by the Match Point procedure, the explanation of which is given in
many text books on hydrogeology.
6.18
10*3
•
3
r
J/
/ tm*
A
/
S
I p
*• A
'
\
/ /
• • — \ i
/
—N
y/
/
\\
*
Figure 6.12 Type curves, linearly decreasing discharge in a non-leaky
aquifer.
The procedure shortly is that drawdown data is plotted on logarithmic
paper and the type curve(s) are plotted also on logarithmic paper hav-
ing the same scale.
The type curve for the particular case fitting the data curve best is
selected, and a point common to both plots is selected. This point is
the Match Point. For convenience the type curve sheet coordinates are
taken (F(u), U ) = (l,l) in which u is the abcissa and F(u) the ordi-
nate. The corresponding coordinates on the data sheet are (s,t).
6.19
Figure 6.13 Type curves, exponentially decreasing discharge in a leaky
aquifer, a = 5, 3 = 0.2.
From this the transmissivity, storage coefficient and other parameters
can be determined.
For each type of aquifer and test method the formulas are listed below.
Non-leaky Aquifer
Any type of discharge:
T =
S = liTt/r2
6.20 .
If the discharge is decreasing, the time scale k is determined from dis-
charge data. When T and S (or r S) are determined, 3 can be calculated
and checked with the actual value used from the type curve selected.
Any deviation requires an explanation. This actually offers a built-in
test on the results of the interpretation.
Leaky Aquifers
Constant discharge and exponentially decreasing discharge:
T =
S = /
2
P'/m' = {r/f T where:r
r/B is obtained from the type curve selected. In the case of an exponen-
tially decreasing discharge there are two parameters to choose, 3 and 6,
which makes the number of possible type curves very large, and it may
prove very difficult to find a correct type curve. 3 can be used in the
same way as before to check the interpretation results, but this assumes
that the chosen value of 6 is correct.
The Match Point method as discussed so far is strictly only for observa-
tion well data. If u is very large, which happens for small T-values,
pumping wells will produce a distinctive and well defined drawdown curve
which can be matched to a type curve.
However, the method has one disadvantage which may make the matching
difficult, namely that the effects of well loss and well storage are in-
cluded in the drawdown. Well losses result in a greater drawdown in the
well than theoretically prescribed, and well storage effects result in
smaller drawdowns. Therefore, when applying type curves to pumping well
data, care must be taken to identify these effects and adjust the inter-
pretation procedure accordingly.
If the test is long enough to define the resulting Theis curve after
the discharge has become steady, transmissivity and storage coefficient
should be well determined, but if the test is terminated during the
transient period, which has very often been the case, some uncertainty
is involved.
6.21
In Figure 6.lh discharge and drawdown curves are shown together for a
particular set of parameters, in the case of a non-leaky aquifer and
exponentially decreasing discharge. It appears from the figure that the
drawdown starts to follow the Theis curve a little sooner than the
instant the discharge becomes steady. For instance, if 3 = 0.2, then the
discharge rate is constant after 300 minutes, and the Theis curve is
reached practically around 200 minutes. To define the Theis curve proper-
ly, at least one decade should be obtained, i.e. the test should continue
up to approximately 3500 minutes of pumping.
Another disadvantage connected to pumping wells is that the effective
radius of the well is not known. Depending on the degree of weathering
and jointing the effective radius may vary considerably. Therefore, a
proper distance r cannot be used in the formulas, and instead of calcu-
lating the storage and leakage coefficients themselves, the quantities2 2
r S and r P'/m' shall be given, as these are also measures of the
storage capacity and leakage.
Fractures are characterised by a large flow capacity and a small storage
capacity. In some cases flow occurs both in the fractures and in the
blocks if these are porous (sandstone). Such a flow system forms a double
porosity system with two modes of flow: a large flow and small storage
capacity system (fractures) and a small flow and a large storage capacity
system (porous blocks).
Flow in fractured rocks have been relatively recently investigated, and
the result of this research can be summarised as follows:
For large times, when the radius of the cone of depression has become
large compared to a characteristic length of the fracture system (e.g.
the distance between fractures) the overall flow pattern becomes simi-
lar to that of a porous medium which means that the Theis method of
analysis may be applied.
For small times, however, it may be possible to distinguish clearly
between porous medium and fracture flow. Fracture storage, although
small, may dominate the flow pattern during the first few minutes of
the pumping test, which can be identified by the fact that data points
should form a straight line with half unit slope when plotted on loga-
6.-22
rithmic paper. This period, however, may coincide with the period
during which the well storage effect is present, which may render the
fracture storage period indistinguishable.
10
10*
10
s (m)
Q (m3/h)
10
I
1
I4—
ess
1
ff
i
- - -mi71
V
A—=»—^ V
1=
J
Si
^ + s
: ; ;
s s
, J 4
H• • ,
1
— —
>
0.2
mk
= - -
•s,
» - •
--Drawdo
- • « ^ A/1-»-4MJ
; : >
^ — •
a
^ — •
N*'— 0.0P
= = •
s
_ = = ?•
b=»-
10 10 10t (min;
10 10
Figure 6.lh Comparison of discharge and drawdown decay. Exponentially
decreasing discharge in a non-leaky aquifer.
T = lCf5 m 2/s, r2S = icf3 m
2a = 5.
6.23
After some time, the reduced pressure in the fractures may introduce a
flux of water from the blocks into the fractures. This causes a transi-
tion period to occur, at the end of which data points start following
a Theis curve.
It is now obvious that when testing wells in fractures or slightly-
weathered rocks, the first say ten minutes of pumping are extremely
important because the analysis of only the early period data can clear-
ly reveal the true nature of the aquifer tapped.
If the system of fractures degenerates into one single fracture,
special methods of analysis must be applied, but this subject is
beyond the scope of this discussion.
So far the discussion on fracture flow has assumed a constant discharge
rate. If the discharge decreases the mathematics involved in producing
type curves will be extremely complicated and can be solved only by
using large digital computers. This is again beyond the scope of this
study.
It is obvious that the terms transmissivity and storage coefficient
have different physical meanings for fracture flow and porous media
flow. For engineering purposes these terms will be used in connection
with fractured aquifers, but it should be understood that they are
actually only equivalent aquifer parameters describing the long term
flow pattern.
6. 5 Statistical Analysis of Pumping Test Results
Statistical analysis of pumping test results are carried out in order
to obtain a picture of the behaviour of wells within certain ground-
water domains where a certain uniformity is expected to exist.
It is a for a long time established fact that the specific capacities
of wells in aquifers of the same geohydraulic nature follow a logarith-
mic probability distribution. Values of specific capacities plotted
against the percentage of wells on logarithmic probability paper will
form a straight line in such aquifers. These plots have been made for
wells across the African and post-African land surfaces and across allu-
vial deposits. Further, wells from the study regions and from other
regions as well have been analysed this way to obtain a statistical
6.2k
background to determine expected yields from the Basement Complex.
An other important statistical method is the analysis of yields of wells
as a function of drilling depth. These plots are made for wells drilled
into the Basement Complex and give a clear indication of where the pro-
ductive aquifer horizons are situated depthwise.
The graphs mentioned are all shown in Volume 9, Chapter 7, together with
graphs showing distribution of water levels, drilling depths, and sapro-
lite thicknesses.
These graphs have proven their importance for the assessment of the
groundwater conditions across the Basement Complex, the Karoo basins,
and the Neogene alluvial deposits.
6.6 Organisation of Pumping Tests
Pumping tests were scheduled to be performed with a pumping test unit
provided by MAJI. This unit, however, turned out to be inoperational,
and all attempts to find spare parts for its generator were unsuccess-
ful.
It was then decided to purchase a new complete pumping test unit. This
unit comprised the following main components:
k - GRUNDFOS SPU-6 submersible pumps
1 - GRUNDFOS SPU-l6 submersible pump
1 - GRUNDFOS SPU-19 submersible pump
2 - HONDA generators ES 1+500
The equipment turned out to be well-suited for the purpose. The dis-
charge and head range of the pumps covered all testing requirements,
and the generators gave no operation problems.
6 ^ 2 F i e l d W o r k
Field work was performed with a MAJI crew of seven pump test technicians
and the counterpart hydrogeologists under supervision by the Consultant.
The MAJI crew were trained in pump installation procedures as well as
general maintenance of the equipment.
6.25
The counterparts were trained in all pumping test procedures.
Pumps were installed with a hydraulic crane mounted on a 10 ton truck
used for transport of the testing unit. Several pumping tests were
performed on some boreholes in order to find the discharge rate best
suited for the borehole yield.
Water level measurements were recorded with electrical water level
instruments. Discharge rates were recorded with a stop watch and a
container with a volume of 27.6 litres.
T.I
7. GROUNDWATER CHEMISTRY
7.1 Introduction
The results of the analyses performed on water samples are given on data
sheets in Volume 10 B, Appendix 3. Selected analyses are presented on
Drawing 11-11, Groundwater Chemistry.
The explanation of the groundwater chemistry is done by means of Piper-
diagrams. This method immediately classifies the groundwater in main
types and explains its origin. In the following the principles of the
trilinear Piper-diagrams are explained. The description is "based on
Walton (1970).
7.2 The Trilinear Piper-Diagram
The trilinear Piper-Diagram developed by Piper (1953) is an effective
tool in segregating analysis data for critical study with respect to
sources of the dissolved constituents in groundwaters. It is also useful
in defining the modifications in the character as groundwater passes
through an area. (Walton, 1970).
The groundwater is treated substantially as though it contained three
cation constituents (Mg, Na, Ca) and three anion constituents (Cl, SOi ,
HCO.,). Less abundant constituents than these major cations and anions are
summed with the major constituents. The common and minor constituents of
groundwater are shown in Table 7-1.
Cations Anions
Alkaline earths Weak acids
Calcium (Ca ) Bicarbonate (HCO~)
Barium (Ba ) Carbonate (C0« )^._i_ -
Strontium (Sr ) Tetraborate (Bj 0 )
Magnesium (Mg ) Orthophospate (P0. )
Alkalies Strong acids
Sodium (Na ) Sulphate (SO. )
Potassium (K+) Chloride (Cl~)
Rubidium (Rb ) Bromide (Br~)
Lithium (Li+) Fluoride (F~)
Ammonium (NH. ) Nitrate (N0~)
Table 7-1 Common and minor constituents of groundwater (After Walton,
1970)
7.2
The Piper trilinear diagram (Figure T.l) combines three distinct fields
for plotting, two triangular fields at the lower left, and lower right,
respectively, and an intervening diamond shaped field. In the triangular
field at the lower left, the percentage reacting values of the three
cation groups (Ca, Mg, Na) are plotted as a single point according to
conventional trilinear coordinates. The three anion groups (HCO_, S0< ,
Cl) are plotted likewise in the triangular field at the lower right.
(Walton, 1970).
Figure 7.1 Piper trilinear diagram
The central diamond shaped field is used to show the overall chemical
character of the groundwater by a third single point plotting, which is
at the intersection of rays projected from the plottings of cations and
anions. Because the conductivity commonly is decisive in many problems
of interpretation, it is convenient to indicate the plotting in the
central field by a circle whose area is larger, the larger the conduc-
tivity of the water.
8.1
8. DRILLING PROGRAMME
8.1 Introduction
An account of the objectives and results of the drilling programme is
given in Volume 9, Chapter 11. Here the methodology and more practical
aspects of the drilling are described.
8.2 Organisation
8^1Staff
The project drilling engineer arrived in October 198l and the mechanical
advisor in March 1981. A drilling foreman was employed in October and
November 198l to assist with the completion of the Ruvuma Programme.
The drilling crews provided by Maji, which were originally too many for
efficient operation of the rigs and placed a severe logistical load on
the programme, were reduced to achieve an optimum performance.
§^2^2 Transport
Maji supplied one 7 ton support truck for Rig 53 and Danida provided two
7 ton and two 10 ton trucks. 5 Land Rovers were used for the Consultants'
and MAJI's Drilling Staff.
8^2^3 Communications
These were maintained by fixed and mobile radios.
Fuel
The Consultants made a supply agreement with a local oil company in May
1981 and this worked satisfactorily. Prior to May some 27 days were lost
waiting for fuel. The Consultants also had 5 fuel storage tanks built in
Dar-es-Salaam.
In planning the actual drill sites, consideration had to be given to
access for Rig ^5 which weighed some 28 tons. Access therefore was limit-
ed to major roads in the Regions. Rig U5 for example could not be used to
8.2
drill in the. area south of Tunduru due to bridge loading limits. A
similar situation occurred with Rig 53 on the Usangu Flats, Mbeya Region.
8.3 Equipment
The MAJI T6U Schramm Rig U5 was overhauled and re-equipped to use h
main drilling methods. These were in increasing order of technical and
logistical complexity:
• Straight rotary drilling with tricone roller or fishtail rock bits
using air or foam as a circulating (flushing) agent.
• Down-the-hole air hammer drilling using straight air or foam for
circulation.
• The Atlas Copco ODEX down the hole hammer and continuous reaming
system using welded casing and foam circulation.
• Mud rotary drilling using tricone or fishtail rock bits and a
bentonite or "revert-type" based drilling mud as a circulating
agent.
In practice air hammer and mud drilling proved suitable for all the
drilling conditions encountered. The Rig U5 mud pump drive system, how-
ever, broke down during the Ruvuma drilling.
To supplement the Schramm piston compressor mounted on Rig 1*5, the Con-
sultants imported an Atlas Copco XRH 350 Compressor for the deep dril-
ling. This compressor was mounted on a 7 ton truck. The rig compressor
was found to be producing nowhere near the specified capacity of U.25
cfm at 250 psi (200 1/s at 18 bar). The Atlas Copco XRH 350 performance
is 750 cfm at 275 psi (350 1/s at 20 bar).
8.J..2 §hallow_Boreholes_=_CME_Rig_53
This rig was equipped solely to drill using 6 5/8" flight-augers. While
originally the CME rig was equipped for diamond core and rotary drilling,
MAJI did not wish to have the rig re-equipped. Drilling operations with
this rig were, therefore, limited to auger drilled holes until solid
formation was encountered or to a maximum depth of 36 metres.
8.3
Both the Schramm Rig U5 and the CME Rig 53 have been used for six or
seven years prior to the Consultants overhauling them.
Both rigs were, therefore, of uncertain mechanical condition and nume-
rous minor breakdowns and equipment failures occurred to both rigs.
Regarding the major breakdowns to the back axle of the Schramm Rig U5,
MAJI have had some 20 Schramm Rigs of which lk were mounted on Volvo
chassis - this includes Rig k5. Of the lk Volvo mounted rigs no fewer
than eight have had major back axle and drive train breakdowns. The
Consultants' problems with the Rig Volvo included 2 broken half shafts,
a completely smashed differential, a completely sheared off back axle
(this was welded back on in the field), and a rear suspension failure
which nearly resulted in overturning the rig.
Altogether some 126 days were lost due to major breakdowns to Rig k^>. A
similar loss of time occurred because of breakdowns to Rig 53.
Q.k Drilling Methods and Well Construction
The general policy was to drill the deep holes as efficiently as possi-
ble using the simplest method. In practice only 3 holes, Nos 3/81, 5/8l
and 276/8I were drilled with mud. Down-the-hole air hammers were used to
drill the rest of the holes. Experience gained of the geology at k sites
in Tunduru District (Nos 257, 259, 260 and 26l/8l) showed that mud dril-
ling would be preferred for the first 50 to 60 metres of drilling when
constructing production boreholes.
Drilling with Rig 53 was limited to straight flight augering. This
limited the use of the rig to areas of unconsolidated to semi-consoli-
dated formations. Conditions in the Karroo in Ruvuma where very clayey
horizons blocked both the screening and the borehole walls, showed up
the deficiencies of this method of drilling. Elsewhere in outwash and
alluvial material the augered holes could be easily cleaned using the
Atlas Copco Air Compressor. High pressure water flushing with a surging
action would have been needed in Ruvuma.
The boreholes drilled by both rigs were completed in one of four ways.
8.1*
• Using plain surface steel casing and open hole - i.e. holes Nos
U/8l and 76/81. This proved satisfactory for boreholes drilled in
the less weathered lower saprolite zone. Experience showed, how-
ever, that a close geological control was required if the hole is
drilled for production purposes, otherwise too many fines and clay
enter the borehole if the plain casing is not set deep enough.
• Using six inch UPVC plain and slotted plastic pipes. Most of the
early Auger Rig holes at Kyela were satisfactorily completed in
this manner.
• Using four inch UPVC plain pipes and purpose made screening. This
construction method was the most widely used and produced wells
suitable for production purposes.
• At the beginning of the deep drilling programme one well (BH 2/8l)
was completed using 6" wire-wound screening.
One aspect of the auger well drilling was the difficulty of cleaning the
hole and setting the casing. An auger rig would need some kind of high
pressure jetting and surging equipment available to clean production
boreholes satisfactorily.
Appendix 2
Pumping Test Data
IRINGA
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: CHAMDINDIB.H. No. 1 3 / 7 6
CCKK No.
Q=0.68+Z92 exp(-0.025t),m3/hr
4.0
3.0
2.0
1.0
- 1
[Q(mVhr)1^=3,6
\
-
n3/hr
Q7=0,68 mVhr
tlmin)
a = 5,3
k = 0,025 min
Type of decay:
Exponent ia l
Test performed:
1976 .2 .4 .
50 100 150 200 250 300 350 400
Type curves for a non leaky aquifer are used.
20
10
s'lmj '
: (6,3
- /
I • • I
m
t(min)i i i
T = 2 , 4 x 1 0 " 6 rr V s e c .
r u2 S = 0 , 0 0 7 3 rr,2
r w P /m = m / s e c .
6 = 0 ,9
k o b s = C,025 min
k c a l = ° ' C 1 6 min"
Q/Sw = 0,0 5 ir.3/hr/m
.1
T = 4 x 10" 6 m 2 / s e c .
5 10 50 100 500
kca j < koi;,s indicating well losses.
m /sec
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: VILLAGE: 1KENGEZAB.H. No. 14/76
CCKK No.
u
12
10
e
6
i
QlrrP/hr)
•
t(min)
100 200 300 400 500 600 700 800
a = 2.1
k = min
Type of decay:
Test performed:
1976.2.18
O
o<(XQ
50
10
-slm)
_ i
L1 1 1 1
••
••
1 I t 1 1 1 1t(min)I
t i i i
10 50 100 500 1000
With the given variation in discharge, datacannot be matched with a type curve probablydue to excessive well losses.
T =
r w S
r w2 p
t =kobskcal
Q/S,.,
V-
II II
= 0 , 2 4
2it /sec.
2ir.
R2 /sec.
_ 1min
1min~
m /hr /m
T = 3 x 10"5 m2/sec.
25
20
15
10
_ s"(m)
i i
i i
-
•
•
•
t(min)
m /sec.
2
No interpretationattempted.Drawdown and reco-very data are verydissimilar.
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: CHAMDINDIB.H. No. 29/76
CCKK No.
Q=£,5 +1,6 exp (-0,007 t),m3/hr
Q (m3/hr
, Q,=6,1
• •
1
m3/hr
1 1 -— .- i.i
• V
t(min)
nr hr
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
a = 1,36
k = 0,007 mirT 1
Type of decay:Exponent ia l
Test performed:1976.2.10
Type curves for a non leaky aquifer art- used.
10
5 ,
i
-slm)
/
i i • i
ten (1.10)loss (4,7.41)
-
-
t(min)
50 100 500 1000kcal > kobs indicating well storage in steadof well IOSS, Interpretat ion doubtful.
T = 2,1 x 10~5m
2/sec.
rw2S = 0,021 m
2
2 1 1 2rw P /m = ir. / sec .
kobs
0,6
= 0,007 m i n. 1
k c a l = 0,022 m m - 1
Q/Sw = 0 , 2 1 m3 /hr/m
T = 3 x 10" 5 m
2 / s e c .
>LU>ooLUa.
20
15
10
5 •
-s'tm)'
-
-
V,1 1 1 1
2,5min
• t i
-
-
-
t(min)-
T = 1,5 x 10"5m2/sec.
rw2S = 0,005 n2
5 10 50 100
THE UNITED REPUBLIC OF TANZANIA
REGION: IR1NGA DISTRICT: NJOMEE VILLAGE: UFAMBOLIB.H. No. 5 4 / 7 6
CCKK No.
LUOa:<xo
= 5exp(-0,0(Kt)6 0
5 0
4 0
3 0
2 0
1 0
Q(mVhr)( 1 Qi=5.0
V.N
mr^hr
tt(min)
50 100 150 200 250 300 350 400
k = 0,004 min"
Type of decay:
Exponential
Test performed:
1976.6.25
>LU>oUJ
200
100
50
10
slml
-
•
i i i • i
• • i
(1.1)(55.23)
A
/
//
/
1 1 1 1
1 1 1
-
-
t(min)"i 1 1
Type curves for anon leaky aquiferare used.
kcal < kobs. indi-cating well losseffects.
50 100 500
T =2,0 x 10" 6 i r ,2 /sec.
r w2 S = 0,011 m2
rw2P1 / rn1= m 2 / s e c .
k obs =0,004 min". 1
0/S w *> 0,012 m /hr /m
T =2 x 10- 6 m /sec .
T = m / s e c .
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: NJOMBE VILLAGE: IYAIB.H. No. 5 5 / 7 6
CCKK No.
HI
o<Xoin
Q =9,8 +U,7 exp (-0,02t),m3/hr
30
25
20
10
Q(mVhr)
\
Q1=24,5 •rf/hr
• i i •
I I
Q2= 9,8
t(min)
n?Av
0 50 100 150 200 250 300 350 iOO 450 500 550 600 650 700 750
2,5
0, 02 min-1
Type of decay:
Exponential
Test performed:
1976.3.12
OQ
<
D
Type curves for a non leaky aquifer are used
30
10
s(m)1
31.1) / •(3,5.1,13^'A /
i l l i l t 1 l i 1 l i i i i i
i l i I I i i i
t(min)I 1 i i • I 1 I
1 10 100 1000kcal > kobs indicating well storage effects .
T = 6,2 x 10 m /sec
rw2S = 0,017 m2
0,5
n /sec
- 1k c j - j S = 0 , 0 2 rr.in
k c a l = 0,054 min"
Q/Sv = 0,5 ra3/hr/m
T = 5 x 1 0 ' 5 m 2 / sec
ooa:
20
15
10
- s'(rn) '
-
i i
i i
Z- /
• / .
/to=2min
• i i i
i
/
/
i I 1 i
V "-
./-I/As=19,£m
-
Kmin) -
T = 2 , 6 x 1 0 ~ 5 m 2 / s e c
r w2 S = 0 , 0 0 6 9
5 10
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: NJOMBE VILLAGE: IKIN6ULAB.H. No. 7 0 / 7 6
CCKK No.
= 7,5*^,8 exp l-0.
u
12
10
Q(rriMir)
, Q,=
I\\
12,3 m/hr
i
Q2=7,5m3/
t fmin)
hr
100 200 300 A00 500 600 700
o = 1,64
k = 0,032 min- 1
Type of decay:
Exponential
Test performed:
1976.5.22
§Z
O
o
I
Well losses to excessive to allow for
interpretation by type curve method.
50
10
-slm)
•
1 I 1
(
1 1 1 |
• • • •
•
1 1 1
• •
1 1 1 1
ft • • • • • • «
1 1 1tlmin)
I I I I
50 100 500 1000
T
r w
=2S
V
It!
It!
IT:
2
2
/ s e c .
/ s e c .
. 1
kobs = min
kcal = min"
Q/Sw = 0,4 3 m3/hr/m
T = 6 x 10"5 m2/sec.
LU
ooUJ
18
16
12
10
6
6
-s'lm) ' ' '
-
-
-
y
- >^o=1,2min
s
,,,,
I 1 1
yAs=9,5m
i i t
i ' ' '
-
-
-
-
-
-
tlmin) -f i i i
10 50 100
4,0 x 10"5m
2 /sec.
=0,0065 m2
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA
<
<oLUOcr<
ol / l
o
<
Q
z
kW
DO
V
CEQ
<
Q
CCUJ
OoUJ
DISTRICT: NJCMBE VILLAGE: UTAJA
1 U
0.9 '
0.8
r> "7<J. <
0.6
QlmVhr
c\
015t*1 *
)
» • ii
t(min)
0 10 20 X «) 50 60 70 80 90 100 110 120
Type curves fo r a non leaky aqu i f e r are used.
i U U
100
e n
i n
s(m)
11.1)!275,7
Boundaryeffects •
/
«.
-
-
-
tlmin)
5 10 50 100 200
B.H. No. 71/76
CCKK No.
a = 1,33
k = 0,15 m i n " 1
Type of decay:Hyperbol ic
Test performed:1976.4.17
T = 5,6 x 10 ' 7m 2 /sec.
r v , ^ =0,00077 m 2
rwT> /m = m /sec .
£ = 2,0_ 1
kobs = ° - 1 5 rain
k c a l = 0,17 min"
O/S = 0,0076m /hr/m
T = 4 x 10 m /sec.
T = m /sec.
2 2rw S = m
THE UNITED REPUBLIC OF TANZANIA
REGION: I RING A DISTRICT: NJOMBE VILLAGE: HZLALIB.H. No. 67/76
CCKK No.
Discharge data too irregular to allow for interpretation
30
25
20
15
10
Q(m3 /hr)
»%• • • • • •
• • • • • <
•ttmin)
I
•
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
-1
a = 4,02
K = min
Type of decay:
Test performed:1976.3.20
50
10
-slm)
r
i i i i
•
• i i
••
i i i i
• • • • • • • <
i i i
r" i"
tlmin)-1 I f i
10 50 100 500 1000
The discharge is constant after 150 minutes,but since there is no variation in drawdown,type curve method cannot be applied.
ru2S
i =
kcal
2m /sec.
m /sec.
min-1
.1
Q/Sw = 0,27 m /hr/ra
T = 10-5 m /sec.
>UJ>ooLU
a.
T = 9,2 x 10"6m 2/sec.
rw2S = "0,0015 rc2
5 10 ?0
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: MUFINDI VILLAGE: MALANGALIB.H. No. 216/76
CCKK No.
Q=5£exp{-0j00082t)nvkhr
6 0
5 6
5 2
4.8
4.0
3.6
3.2
2 8
2.4
Q(n^hr)
N
/hr
•\ •
N-
0 100 200 300 400 500 600 700 BOO 900 1000
0,00082 min-1
Type of decay:
Exponential
Test performed:
1976.10.22
Type curves for a non leaky aquifer are used.
10
-
- /
m "AM. 10)^ (8^.22Well storage
• t i
< - *
i i i •
«8-"""—'—x m m
ti
ll
tlmin)
10 100 500 1000kcal K kobs indicating well losses.Interpretation doubtful.
T = 1 , 5 x 10" 5 m
2 / s e c .
r w2 S
r« 2 P
0 =
= 0 , 0 0 7 6
V-0,04
m
m
2
/ sec .
- 1
. 1
k obs =0,00082 min
k c a l =0,00019 min
Q/Sw "» 0,07 m /hr/ra
T = 6 x 10~6 m 2 / s e c .
O
30
25
20
15
10
5 , r
slim)' '
l i l t /
- /
7/to=9min
/
t i l ttlmin)
50 100 200
Since the discharge did not become steady,tye figures are approximate.
T = 4 , 8 x 10
r w % = 0 , 0 0 5 9
2/sec.
THE UNITED REPUBLIC OF TANZANIA
REGION: I RINGA DISTRICT: MUFINDI VILLAGE: MALANGALIB.H. No. 217/76
CCKK No.
0=9,5 expl-aOO18t),m3/hr11.0
100
9.0
8.0
7.0
6 0
50
4 0
3.0
Q (m3/hr)
%
ttmin)
0 100 200 300 400 500 500
The f i t t e d c u r v e i s v a l i d up t o a p p r o x . 400 m i n u t e s .
k = 0 ,0018 min *
Type of d e c a y :
Exponential
Test performed:
Type curves for a nor, leaky aquifer are used.
10
-slm)
. /(
111?
•Well storage .
, • • • r i w ( i >
-
t(min)
50 100 500 WOO
T = 2,8 x 10~5 ir .2 /sec.
rw2S = 0,01 m2
rw P /m = m / s e c .
B = 0 , 0 8
k o b s =0,0018 rnin" i
k c a l =0,0018 min"
Q/Sw m3 /hr/m
T = 2 x 10"5 m2 /sec.
25
20
15
10
s'lm)
^ » o =| I i I
2,3 mini i i
r
A S :
i i i i
19,7m
t(min)
10 50 100 300
T = 1,2 x 10"V/Sec.
r u2 S = 0 , 0 0 3 0 m 2
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: NJOMEE VILLAGE: HALALIB.H. No. 226/76
CCKK No.
Q=6,1 • 18,4 exp (-0,021)32
28
24
20
16
12
Q(m^hr)
. Q,= 24,5
\
•A-
m>hr
f
0^=6,11^
tfrnin)
0 50 100 150 200 250 300 350 400 450 500 550 500 650 700 750
a = 4 , 0 2
k = 0,02 min - 1
Type of decay:Exponent ia l
Tes t performed:1976.3 .20
Type curves for a leaky a r t e s i a n a q u i f e r a r e used , 6 = 0 , 7 .
50
10
-slm)
"(1.1)-(16.7,2
A
'?l i l t
loss ti
ll
t(min)
50 100 500 1000kcal > *obs indicating well storage effects, but datashow well losses. Interpretation therefore questionable.
T =8,4 x 10"6 m2/sec.
rw2S = 0,015 m2
rw2P1/rn1=4.1 x 10"6
m7sec.i = 2,0
.1
1*obs - °'02
kcal = 0,13
Q/Sw = m /hr/m
T = m /sec.
>LLJ>ouUJ
24
22
20
18
16
14
12
10
8
6
4 ,
2
s'lm) ' ' '
i
As=£1,0my
f//to=2.Omi
7/ • •
/
/
• i 1 1t(min)
T = 7,6 x 10 6 m 2 / s e c .
r w2 S = 0,002 m2
1 10 30
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: NJOMBE VILLAGE: USANCEB.H. No. 2 3 0 / 7 6
CCKK No.
1.2
1.0
0,8
0.6
0,4
0,2
0
Q(
• »•
I
t min)
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400
-1a =
k •= min
Type of decay:
Test performed:
1976.1.27
0,5
0.1
-s(m)
•
•
i i i • i 1 1
•
1 i i I I I It(min)
10 50 100 500 1000 2000
Data too scarce and unreliable to allow forinterpretation by type curve method.
2 1 , 1ru P /m
S =
kobs =kcal =
0/Sw "^0
m /sec.
m
m'/sec.
.1min
.1min
m /hr/m
T = 6 x 10"5 m /sec.
o
T = m /sec.
I -
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: KIHESAB.H. No. 232/76
CCKK No.
Q=2.3 • 2,2 expt-0P08t ),
Qlrn^hr)Q,=4,5m3y
Z3mhfi
•hr
^ 5 ^i •
t(min)
50 100 150 200 250 300 350 400 450 500
o. = 1,96
k » 0,008 min
Type of decay:
Exponential
Test performed:
1976.7.7.
-1
Type curves for a non leaky aquifer are used.
50
10
-slm)
-Well-storag?
/ \
i i i i
i i I
-/\* (1.10)' U3.39)
A
• i 1 1
i 1
11
-
tlmin)
5 10 50 100 500k ca l * kobs ind ica t ing well s torage e f f e c t s .
1,2 x 10"3m2 /sec.
rw"S =0,011 m
in / s e c .
6 = 0,2
kobs = 0,008 min- 1
k c a l = 0,026 min_ 1
Q/Sw = 0 , 1
T = 10"5
m /hr/m
m / sec .
ooa:
25
20
15
10
s'lm)
i
• I i i
J
/
//tp=16min
rL=32,5
ti l l
• •
m
tlmin)
50 100 300
T = 3,6 x 10" 6r a
2 / s ec .
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: MUFINDI1 VILLAGE: NYANYENDEB.H. No. 2 3 5 / 7 6
CCKK No.
QlrtT^hr)
•
•
Q, =4,5 mi
•I
0 100 200 300 400 500 600 700 800 900
a =
k •= 0,0011 min
Type of decay:
Linear
Test performed:
1976.11.22
100
50
10
1
1 1 1 1 1 1 1 1 t 1 1 1 t 1tlmin)
50 100
Well losses too excessive to allowa matching with the type curves.
500 1000
T =
2
rw P /m =
6 =
in /sec.
m /sec.
n"*cal =
Q/Sw t 0,005 mJ/hr/m
T < 10"6m2/sec.
ooin
m /sec.
2
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: NJOMBE VILLAGE: IDOFIB.H. No. 247/76
CCKK No.
0=7,7(1 •-^H22
20
18
12
10
6
\
N
2O5m>hr
•
0,
t(min)
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 U00 1500
a = 2 , 6 6
k - 1,0 min
Type of decay:
Hyperbolic
Test performed:
1976.11.13.
20
10
slm)
lilt
1
• •
•
1 I 1 1
••
. . •
i i i
• • • •
i t 11
• •
tlmin)
50 100 500 1000 2000
Discharge data too irregular to allow for interpretation.
rw P /m
m / s e c .2
m / s e c .
k c a l
-1n
. 1
Q/Sw = 0 , 6 6 m /hr /m
T = 7 x 10" 5 m 2 / s e c .
>LU
oo
12
10
-s'lm)
-
-
—"Wellstorage
i
I I I I
i i i
As=a6rn - <>-- ' ""
•
to=O,1rnin
t i i i
• i i i
-
-
-
-
tlmin) -
50 100 200
T - 1,1 x 10"4 , r ,2 /sec.
r- 2 s = 0,0015 K2
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: MUFIND1 VILLAGE: SAJAB.H. No. 265/76
CCKK No.
<
K
DUJOQC
XoI/)
20
15
10
[QltnVhr)10,=24,5
I
m3/hr
Q2= 2,5m3/hr
Q=25*22exp{-0,036t),m3/hr
9,8
C, 036 nun-1
0 100 200 300 400 500 600 700 800 900 1000 1100 1200
Type of decay:Exponential
Test performed:
1976.12.11.
ooUJ
a.
Type curves for a non leaky aquifer are used.100
50
10
:s(m)' ' '
" (1.1)(16,5.24)
: /
/
i i t
* < *
i i i i i i i
• i i i
i i 11
-
-
t(min)
50 100 500 1000 2000
T = 3,3 x 10 6 m 2 / s e c .
r w2 S = 0,019 m2
2 1 1 2r w P /m « m / s e c .6 = 1,8
k obs = 0 ' 0 3 6 min~~
k c a l = ° ' 0 3 3 min" 1
Q/Sw =0,04 4 m3 /hr/m
T =4 x 10" 6 m 2 / s e c .
/sec
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: NJOMBE VILLAGE: LYADEBWEB.H. Nc. 6 5 /77
CCKK No.
= 4.1(112
10
Q(m3/hr)Q,=10m= tir
•• • «
Q2=4,1TI
t(min)
0 50 100 150 200 250 300 350 400 450 SOO 550 600 650 700 750
a = 2,44
k » 0,04 min" 1
Type of decay:
Hyperbol ic
Tes t performed:
1 9 7 7 . 4 . 2 3 .
Type curves for a non leaky a q u i f e r a r e used .
10
-slm)
1 t 1 1
1 I I i
k(1.10)
UA.30)
• I 1 I 1 I I I
-
t(min)I 1 I i t 1 I 1
5 10 100 1000
^cal > ^obs i n < ^ i c a t i n 9 well storage ef fec ts .
T = 2,1 x 10"5m 2/
rw2S = 0,015 m2
/m 1
, 0
= 0
= 0
=
, 0 4
,14
in2 /sec
min"
min"
Q/Sw = 0,16 nr /h r / r r
T = 2 x 10" 5 m 2 / s e c .
The Theis type curve i s used.
50
10
- s'lm)
'- A' (1 .10). 17.18,5)
I I I
1 1 I I
^ -
I 1 i t 1 I 1
. — —
tlm'in)
10 50 100 500 1000
T = 1,3 x 1 0 " 5 m 2 / s e c .
r w2 S = 0,0057 IT:2
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA D I S T R I C T : I R I N G A VILLAGE: MKULULAB.H. Nc. 1 2 6 / 7 7
CCKK No.
LUO
<ICJI/)
0=24,8*23,1 expl- 0,136 t),m3/hr52
44
40
36
32
28
24
20
Qlm^hr)Qi=
]III1v
47,9m3/hr
2A8m3/hi
tlmin)
a = 1,9
k •= 0,136 min~
Type of decay:
Exponential
Test Derformed:
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 650
Type curves for a leaky aquifer are used, 6 = 2,0 is chosen.T = 6,3 x 10"6
m2/sec.
rw2S = 0,029 n-2
20
10
s(m)' " '
** """well^ ^ • ' ' loss
• i i
r
j1
1 1
1 1 1
01.1) /I
T
• i i
i • 11 1 '
i t i
• i 11-J
L-LL
L
tlmin)
rw P /m •= 3^3 >: 10
£ = 2,0
k o b s = 0,136 m m - 1
-5
kcal =
T =
min_1
n /hr/m
m /sec.
5 10 50 100
al K ^obs indicating well losses.
500 WOO
T = /sec.
>orLU>
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: NYAKANANGALAB.H. No.130/77
CCKK No.
a = 1,5
0=24,0+12,0 expl-0,Wt),m3/hr-l
QlmVhr)36pm^hr
Q2 = 24pmyhr
t(min)
k = 0,04 min
Type of decay:
Exponential
Test Derformed:
0 50 100 150 200 250 300 350 400 450 500 550 500 650 700 750 8O0 850
zoo<o
Type curves for a leaky aquifer are used. ( = 1,5 is chosen.
50
10
-slm)
-
</
//
• i 1 1
11.1)131.38)
/
loss
/7
1 1 11 1 1 1 1 1 1
-
-
Kmin)t i i |
T = 1,7 x 10 m / s e c .
r w2 S = 0,16 m2
rw2P 1 / ro 1= 3,8 x l o " 5
m 2 / s e c .e = i,o
kobs = °'04
kcal = 0,0065 min
_ii
_i
Q/Sw =
T =
m /hr/m
m /sec.
5 10 50 100 500 WOOkcal * kobs indicating well losses.
>a.ui>ouOJOr
T = m /sec.2
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: IROLEB.H. Nc. 189/77
CCKK No.
<
Q
111Oo:
Io1/1
5
30
25
20
15
10
5
0
Qlmyhr)
• •i & t
tlmin)
o = 2,8
k ™ min
Type of decay:
-1
Test performed:
1977.10.17.
100 200 300 400 500 600 700 800
50
10
-s(m) ' ' '
i i i
• i i
• • • •
-
t(min)-
Kobs
Kcal
m /sec.
2
m /sec.
- 1
- 1
/hr/m
7 x 10~5 m2/sec.
Q/Sw ^-0,67
10 50 100 500 1000
Data insufficient for interpretation.
>LU>ooLU
ra /sec.
2
THE UNITED REPUBLIC OF TANZANIA
REGION: I RINGA DISTRICT: IRINGA VILLAGE: 1ZAZIB.H. No. 227 /77
CCKK No.
0=9,6*8,4 exp(-0,055t),m3/hr18
17
16
15
U
13
12
11
10
9
ft\
18,0mftir
I t
•
t t
0?= 9^m3Air
Ilmin)
1,9
0,055 min- 1
Type of decay:Exponential
Test performed:1977.12.8
0 50 100 150 200 250 300 350 £00 t50 SOD 550 600 650 700 750 800
T = 3,5 x 10~5m /sec .
Type curves for a nor, leaky aquifer are used.
50
rw2S = 0,063
ru P /m =
10
-Sim)"
••
A
-—7s"
i i iHmin)I
0 , 4
m / s e c .
. 1
. 1
kobs
k c a l = 0 ,012
Q/Sw = 0 , 4 m" /h r /m
T = 4 x 10 m / S e c .
10 50 100 500 tXX)
kcal c kobs indicating well losses.
>cr>ooLU
a:
T =2
2m /sec
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: MTERAB.H. NO. 9 3 / 7 9
CCKK
a =
k •=
Type
No.
1,16
0,12 min"]
of decay:Exponential
Test
1979
performed.12.7.
Q = 13,8*2,16 expt-0,12t),m3/hr16
155
15
14.5
135 "
13
I Q{m3/hr)
°"
116,0n^hr
• Q7 =13,8m3/ht
tlmin)
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
zoo<a:o
T =
10
m / s e c .
2
m / sec .
jslm)
1 1 1 1
i i i
I I I 1 I I i
i i 11,
•
tlmin)1 I 1 I
n
k c a l =
Q/S w = 6 , 1
" 1min
m /hr/m
T = 6 x 10"4 m2/sec.
10 50 100 500 1000
Water level measurements too scarce to providemeans of interpretation by type curve method.
>
OoLU
NO DATA.
T =
rjs-
m /sec
THE UNITED REPUBLIC OF TANZANIA
REGION! IRINGA
WA
TER
LE
VE
L IN
M
ETR
ES
B
ELO
W
ME
AS
UR
ING
P
OIN
T
D I S T R I C T : IR1NGA V I L L A G E : NZ1HIBH NO: 2/81
CCKK NO: ID 1
1
|
' 1
3X
in*
z 2UJ
Io
0
—< •i s
AS • 0.72 m
• — ,
• — .• —
i
• Drawdown data
A Diccharge data
i 1
0.1 1 10 100 1000
TIME t IN MINUTES
Constant discharge test : October 23, 1981 13 4 5 - 14°3
Discharge rate : 1. 5 m /h
Static water level : 5.94 metres below measuring point
Calculation of hydraulic parametres:
T = 1.1 x 10~4 m2/sec
Q/sw = 1.35 m3/h/m
The test was stopped because fine material jammed the pump impellers.
THE UNITED REPUBLIC OR TANZANIA
REGION: ]RINGA
0
i
2
3
4
6
f
I '5 »(A
2 10X
S 11
w 12
m 1>
I M
£ «
IM
IW
i "
O
•
z»rir
11111
DISTRICT: I R I N G A
i
^ c '( o
VILLAGE; NZIHI
A•\\.IT
o
o
A « . 17.0 m/ .
\
\
\
j \
\
\
\1
\
1
\
BH NO: 3/8I
CCKK NO: IE 2
•
*
1Dr*«wbowm d*ta
Ditcharg* d*ta
!
1
!
101 10° W1 M 1 10* 10* 6.10TIME t m MINUTIS
1
Constant discharge test : October 23, 1981 1500 - 1550
Recovery test : October 23, 1981 1550 - 1615
Discharge rate : 1.1 m /h
Static water level : 1.77 metres below measuring point
Calculation of hydraulic parametres:
T = 3.2 x 10"6 m2/sec
r^S = 2.7 x 10"3 m2
Q/sw = 0.068 m3/h/m
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: MLOA BH NO: V81
CCKK NO: JO 3
o2
o'
0°
- 10
. !
!
•
! |
H
i ^
! I •
i
1
i
1 :
! ; L*
! j 4kj ! j
•
i •
; ;
Vt U f «
"1
1
1
i•t*ra
1|
I
: j
j ;
—
1 ' ! i :f
fijIIT
|1
|
' : i! : . 1 M
—h-
: i
!
' 1
11
1
11
i < '
• i :
1
• 1
/ j : . . M .—H
I
|
1 |
i
i (
!
i j
r—•—'!
, >
1 |
•+•
i
- U -
1I
ii—!-
1
11
i
1
j T
j !
!
|
i
_ -^. 4-
. 1! t1
i
; : :
1! ;; ; j
i-1 ,. . . I
i i ' ' '
i
II
Constant discharge test :
Discharge rate :
Static water level :
October 22, 1981 1610 - October 23, 1981 Ol10
1.2 m /h
8.95 metres below measuring point
Calculation of hydraulic parametres:
T = 7.6 x 10"6 m3/sec
rwS = 3.8 x 10"4 m2
Q/sw = 0.Q27 m3/h/m
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: MUFINDI VILLAGE: NDOLEZI BH NO: 55/81CCKK NO: [5
z5(9zE3(ft<
2
u
1
2
3
n
|
;
_JI
"1
i
1
0
5z
\ «
8
O
2
<i O (
t
> 0 (
1
I
i
< (
—
!
j
) (
=
1 (
t a
) CIta
|
|
i*
> o
» » «» 'zi9 • 0 . 15
—4
m
b—4> H
i
1 ' !I '
! !
• Drawdown data
o Recovery data
• Discharge data
] j
0.1 10
TIME t IN MINUTES
100 1000
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
October 27, 1981 II 3 0 - 13 3 0
October 27, 1981 13 3 0 - 13 4 2
4.1 m3/h
0.72 metres below measuring point
Calculation of hydraulic parametres:
T = 1.4 x 10"3 m2/sec
1.4 4 m /h/m
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA
WA
TE
R
LEV
EL
IN
ME
TRE
S
BE
LOW
M
EA
SU
RIN
G
PO
INT
DISTRICT: MUF1NDI VILLAGE: NDOLEZIBH NO: 56/81CCKK NO: ]s 2
•
1 1
' \
T
X
z 2UJOK<
5 1in
on
!
<i
:
- - It
•
t
1
_J
•i•1
,
• Drawdown data
A Discharge data
j
i
::::
j
• j
i
0.1 1 10 100 1000TIME t IN MINUTES
Constant discharge test : October 28, 1981 9 - 11
Discharge rate : 1.5 m /h
Static water level : 1.98 metres below measuring point
Specific capacity.
Q/sw = 1.34 m3/h/m
Development was ongoing during pumping. This caused the water level to riseuntil it after 90 minutes suddenly dropped to pumpintake. The followingrecovery was completed in 5 minutes, but several repeated tests with samedischarge rate all lowered the water level to pumpintake within 2 minutes.Heavy silt/clay deposits were observed in discharge container.
THE UNITED REPUBLIC OF TANZANIA
REGION; IRINGA DISTRICT; IRINGA VILLAGE: MLOA BH NO; 58/81CCKK NO; ]S I)
5a
i
io
,2
1j
DIS
CH
AR
GE
IN
M
3/H
1/
i
i
\
i
A1
So
t
4
i
i
OOm
^ 1
;
|
i ;
i .1 1
• Drawdown data
A Discharge data
i
i
i
i
1
i0.1 10
TIME t IN MINUTES100 1000
Constant discharge' test :
Discharge rate :
Static water level :
October 22, 1981 1640 - 16 5 0
1.7 m /h
3.31 metres below measuring point
Calculation of hydraulic parametres:
T = 2.2 x 10~5 m2/sec
r2S =
Q/sw =
3.6 x IO"2 m2
0.22 m3/h/m
The test was stopped due to jamming of pump impellers by sand.
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: IDODI BH NO: 178/81
CCKK NO: IS n
EA
SU
RIN
G
PO
INT
0.1 10
TIME t IN MINUTES
100
u
1
2
3
5
6
! !
f h
!5
z
*S2 4UlO
Io
i
it
A
AS • 0.86 m
/
A
* *
<
A
- - -• ^ .
• Drawdown data
A Discharge data
II
1000
Constant discharge test :
Discharge rate :
Static water level :
October 21, 1981 13 0 0 - 13 4 0
4.2 m /h
1.74 metres below measuring point
Calculation of hydraulic parametres:
T =
Q/sw =
2.5 x 10~4 m2/sec
1.4 m3/h/m
The test was stopped due to heavy sand content in discharged water. The dis-charge fluctuations were most likely caused by sand deposits in pump impellers.
THE UNITED REPUBLIC OF TANZANIA
REGION: IRINGA DISTRICT: IRINGA VILLAGE: MAPOGORO BH NO: 181/81
CCKK NO: IS
z
8i£
iito
£5
K
3
4
5
6
7
8
1 2
1 3
1 4
15
1 6
•
11
11
i
7
1
»")"*
O
s5 5vt
a
4
p"-<
A
i fS s
)
N
\A
A ,
h4k |
s
A
o
• Drawdown data
o Recovery data
A Discharge data
At * 2.09m
A
A A
* * >
• '
A
A
**>-
j0.1 10
TIME 1 IN MINUTES100 1000
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
October 20, 1981 15 - 22
October 20, 1981 22 0 0 - 23 0 0
6.2 m /h
3.05 metres below measuring point
Calculation of hydraulic parametres:
T = 1.5 x 10"4 n>2/sec
Q/s 0.68 m3/h/m
RUVUMA
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA DISTRICT: TUNDURU VILLAGE: FRELIMO CAMPB.H. No. 207/73
CCKK No.
QlmVhr)
11
t i l • • • i t • i i • i I i i
t(min)
rain
Type of decay:Constant dischargetest, Q = 3,41 m3/hris usedTest performed:1973.12.27-29.
1
00 500 1000 1500 2000 2500 3000
The period 6-300 min has been used for analysis.
4,5 x 1 0 ' 6 m 2 / sec .
slm) ^
• • • t i l l
1 i •
\
As :36.6 m
* >
• i i
• i l l
i i • r
i i i I i i i
I in
Dtviation dutto leakage
- • . . .
s^Hmin)
rw S = 0,0012
rw P /m =
6 •=
k c a l
Q/Sw
T =
2m /sec.
min"
m 3/hr/m
m / s e c .
100 500 1000 3000
100
90
80
70
60
50
40
30
20
10
sr(m) " " '
•
• • • 't i t
t i l l
• • • • '
•
• * /. .A
i/
/ As
/
/
=32min
/
= 155m
t(min)
T =1,5 x 10"6 m2/sec
rvh =0,0065 m2
10 50 100 500
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA DISTRICT: TUNDURU VILLAGE: FRELIMO CAMPB.H. No. 207 /73
CCKK No.
UJotr<io1/1
Q = 1,6 • 5.7 exp (-0,0072tl^nVhr
QlrnVhr)
\
-
Of 12
V
'X02=1.6
m^hr
in^hr
i
• " • i
t(min)
0 50 100 150 200 250 300 350 400 450 500
a = 4.3
k « 0,0072 min
Type of decay:
Exponential
Test performed:
1973.20.25
- 1
Oo
ID
Type curves for a non leaky aquifer are used.
200
100
50
10
. 1 I I
slm)
" (1.1)(18.1.8) ,V-
• 1 1 1
y«
I t 1
4
•
• 1 1
K c a l
5 10 50 100 500
indicating very large well storage effect
T = 2 , 0 x 10" 6 m 2 /sec
=0,00085
rw ' P1 /m
S •= 1,5
P /m m Vsec
k o b s = O . O O 7 2. 1
n
. 1
min
Q/Sw = 0,014 m3 /hr/ i
T = 10"6 m2/sec
55
50
45
40
35
30
25
20
15
10
5
0
s'(m) • •' '
•
•
•/
/
1 1 1 1
/
/
/
/ts=L3.7m
min
7"/
t(min)
10
T - 1,9 x 10~6 m2/sec
0,0011 m2
100
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA DISTRICT: SONGEA VILLAGE: (HANGA RIVER) BH NO: 253/81CCKK NO: RD 1
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• Discharge data
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0.1 10
TIME t IN MINUTES100 1000
Constant discharge test :
Discharge rate :
Static water level :
November 6, 1981
2.5 m3/h
4.91 metres below measuring point
Calculation of hydraulic parametres:
Q/s.. = 0.037
The increasing decadeslope indicates flow in fractured rocks. Calculation
of transmissivity is uncertain and has thus not been attempted.
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA
20
22
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30
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• Diseh«i>tc da
a
i
a
-1 0 1 2 30 10 X> 10 10
TIME 1 W MINUTES
1
.
\
410 6-10
Constant discharge test : November 6, 1981
Recovery tes t : November 6, 1981
Discharge rate : 2.5 m /h
Static water level : 18.72 metres below measuring point
Calculation of hydraulic parametres:
T = 4.3 x 10~6 m2/sec
Q/sw = 0.066 m /h/m
Data Indicates flow in fractured rocks.
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA DISTRICT: SONGEA VILLAGE: MTUKANO BH NO: 255/81CCKK NO:
30
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• Ditcharg* data
: i
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TIME t IN MINUTES
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
Nov. 7 1230 - Nov. 8 430, 1981
November 8, 1981 4 3 0 - 510
5.0 m3/h
26.81 metres below measuring point
Calculation of hydraulic parametres:
T = 2.0 x 10'4 m2/sec
0.60 nr/h/m
The curve deviations after 10 minutes' pumping and the decreasing decadeslope
after 30 minutes are most likely caused by development of the well construction.
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA
9
10
11
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0 Recovery data
| A Discharge data
1j
s
C:*> A
A
• 5.1!
A *
m
A
• a
A ' A
0.1 1 10 100 WOO
TIME t IM MINUTES
Constant discharge test : November 12, 1981 930 - 2130
Recovery test : November 12, 1981 2130 - 2400
Discharge rate : 5.5 m3/h
Static water level : 9.47 metres below measuring point
Calculation of hydraulic parametres:
T = 5.4 x 10"5 m2/sec
r2S = 5.1 x 10"3 m2
Q/sw ' 0.48 m3/h/m
The upward deviation from the straight line after 2 5 minutes is interpreted
as caused by leakage from adjacent formations.
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA DISTRICT: TUNDURU VILLAGE: NANDEMBO BH NO: 258/81CCKK NO: RD 6
z50.
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1• Drawdown data
o Recovery data
A Ditcharg* dataij
i
j
0.1 10
TIME t IN MINUTES
100 1000
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
November 15, 1981 II 3 0 - 1600
November 15, 1981 16 0 0 - 1610
5.3 m3/h
26.42 metres below measuring point
Calculation of hydraulic parametres:
T =
Q/s_
7.7 x 10"3 m2/sec
8. 03 m /h/m
THE UNITED REPUBLIC OF TANZANIA
REGION: RUVUMA
7
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10
11
12
13
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RES
5 22
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DISTRICT: TUNDURU V I L L A G E : NAMIUNGOBH NO: 262/81CCKK NO: R n 1 0
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' Racovarv data
• Diacn«rg« data
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» ' » ° 101 102 103 10* 5.10TIME t IN MMUTC8
4
Constant d ischarge t e s t : November 30, 1981 10 3 0 - 19 3 0
Recovery t e s t : November 30, 1981 19 3 0 - 19 5 0
Discharge r a t e : 5.5 in /h
S t a t i c water l eve l : 7.75 metres below measuring poin t
Calcu la t ion of hydraul ic parametres:
T = 3.4 x 10~5 m2 /sec
Q/sw = 0.30 m3/h/m
THE UNITED REPUBLIC OF TANZANIA
EG I ON: RUVUMA
Ii•
4
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12
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c 2 8
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DISTRICT: TUNDURU VILLAGE! MAJIMAJ]BH NO: 263/81CCKK NO: RD 11
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: Nacevarv data
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:' .0 ' 2 1 40 10 10 W 10 W> 5«10
TWf 1 M MMUTU
*
Constant discharge test : November 21, 1981 II10 - 1910
Recovery test : November 21, 1981 1910 - 1930
Discharge rate : 1.9 n\3/h
Static water level : 5.00 metres below measuring point
Calculation of hydraulic parametres:
T •= 7.6 x 10"5 ra2/sec
Q/sw - 0.056 m3/h/m
The decreased decadeslope from 5 to 60 minutes pumping is interpreted as
caused by delayed yield from storage as water table conditions occur.
MBEYA
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: NTUMBIB.H. No. 6 / 6 6
CCKK No.
S t e a d y d i s c h a r g e 7 , 1 m / h r w i t h 1 6 , 4 m e t r e s o f drawdown. a =
k * min
Type of decay:
- 1
Test performed:
No time-drawdown data.T = m / s e c .
m
? /m = m /sec.
kobskcal
O/Sw
rain"n"
min"
0,4 3 m3/hr/m
T * 6 x 10"5 m 2 / s ec .
18
15
10
• s'(m)
-
>40=2.0
1 1 1 1
min
1 I I I
/ >
1 1 1 1
X :
As =9,0 m
-
t(min)
10 50 100 300
T . 4 , 0 x 10"5 m
2 / s e c .
rw2S = 0,011 m2
THE UNITED REPUBLIC.OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MATUNDOSIB.H. No. 21/71
CCKK No.
Q=3>9,2 i14
12
10
6
6
4
2
0
Qlm3/hrta,=12,6 m?/hr
r—_ . ..* T
Q2=3^
t(min)
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500
o = 3 , 7
- 1k « 0 , 0 0 4 min
7yi.>G of decay:Exponential
Test oerforraed:
7ype curves for a non leaky aquifer are used.
30
10
slm)'
-
'• /
t i i
A-Jtfn; /•
•
1 1
1 1
t(min)10 50 100 500 1000 2000
T = 9 , 4 x 1 0 " 6 r 2 / s e c .
r w2 S = 0 , 1 4 m 2
- 1
rw2P1/rn1=
S = 1 , 0
k o b s = 0 , 0 0 4 m i n
k c a l = 0 , 0 0 4
Q/Sw = 0,18 i-:3/hr/m
T = 2 x 10"5 m 2 / s e c .
>LU
oo
T =
r 2S
m / s e c
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: KAMBI-KATOTOB.H. No. 118/71
CCKK No.
0=1,6*12,0 exp(-0,02t),m3/hr
12
10
t Qk =>\
>•
m3/
13,6
hr)
m3/ r>r
5m3/
t
hr
min)
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500
8 , 5
0,02 min - 1
Type of decay:Exponential
Test performed:1972.1.15
A Theis curve i s used after 200 minutes.
50
10
-Sim)" " "
Ar /
/ Well7 ^Sloroge
i i i i i i i l i l t
-
I i
i i
t(min)
10 50 100 500 1000 2000
3,5 x 10"6ir2/sec.
r u2 S 0,0084 m
rvj^Vni1* m 2 / sec .
min " 1
kcal n "
Q/Sw •= 0,03 9 m /hr/ra
T = 3 x 10"6 m 2 / sec .
oo
m / s e c .
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MAKONGOLOSIB.H. No. 173/77
CCKK No.
Q=U*32.0exp(-0(25t),m3/hr
35
30
25
20
15
10
Q(m3/hri
Q1=33,A
02=1. ^tlrnjp)
50 100 150 200 250 300
a = 23,9
-1k « 0,2S min
Type of decay:
Exponential
Test performed:
1977.9.17
zoo
Ioro
100
50
10
;s(m)
••
i i •
1 1 I 1
• '
I i • i
I I I
> • • •
1 i 1
1 I 1 1
• • <
t i l l
li
ft
• • • «•
tlmin);
10 50 100 500
Type curves cannot be matched to drawdown data,due to well losses early in the test .
T =
rw S =
rwT> /m =
S =
kobs •
*cal =
Q/Sw -
T *
n / s e c .
m
m / s e c .
min"
min"
n3 /hr /m
2m / s e c .
>a:
oo
35
30
25
20
15
10
s'(m) ' ' '
• •t t i >
l i
i
• /
l i
s>yi /sA,6min
i | |
i i i i
y/
is=Z2/Jn
t (min)
10 50 100 200
T = 3,2 x 10" 6m 2 / sec .
r^2S = 0,002 m2
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MAKONGOLOSIB.H. No. 194/77
CCKK No.
a = 47,7
Q=1,U51.Aexp(-0,4t),m3/hr -l
60
50
30
20
10
aimVhi)
0^52,5 rr^hr
=1.1m?/hr t(min)
k - 0,4 min
Type of decay:Exponential
Test performed:
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
oQ
<a:O
A Theis curve has been used as an approximation.
100
50
10
-s(m)
(9.2.if: &
•
:
1 1 l 1
l
1 1 1
•
• I 1 1
•
*>*
t l l
i 1 i L
-
t(min)• 1 1 1
T = 2 ,7 x 1 0 " 6 m 2 / s e c .
r w2 s - 0 ,0014 m
2
rw P /m = m / s e c .
"0,4 min
k c a l •= min"
Q/Sw = 0 , 0 2 m3/hr/ra
T = 4 x 10" 6 m
2 / s e c .
10 50 100 500 1000
>
>ooLU
m / s e c
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MBANGALAB.H. No. 1 9 5 / 7 7
CCKK No.
U1Q
= 5,4*67,2'exp(-0,15t)rm3/hr
eo
70
60
50
30
20
10
QlmVhr)
L
O,= 72.6 m3/hr
I 1
mVhr
t(giin)
0 50 100 150 200 250 300 350 400 450 500 550 600
a = 13,3
- 1k = 0,15 rain
Type of decay:
Exponential
Test performed:
1977.10.25
oD
<
Q
100
50
10
|s(m)' ' '
•
1 1 i
1 1 1 1
1 I I I
1 1 1 1 • 1 1
1 1 1 I 1 1 1
• M L
• •
t(min)It i i i
Well losses to excessive to allow for interpretationby type curve method.
r w P /re =
k obs
k c a l
Q/Sw
T -
m / s e c .
ra2
2m /sec .
min - 1
. 1
m /hr/m
m / sec .
>a.UJ>ooUJ
a:
50
30
20
10
s'lm) ' " '
•
••
/y/As=57m
t^ZSmin t(min)
50 100
T « 4 , 8 x 10 m / s e e .
r w2 S = 0 , 0 0 4 9
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MAPOGOLOB.H. No. 2 0 9 / 7 7
CCKK No.
Q=10,5 426,3 exp(-0.037t),m3/hr40
35
30
25
20
15
10
iQImVhr)
r*
\\\
d,=36.8 mVhr
i
Q2=10.5 rrv/'hr
t(min)
0 50 100 150 200 250 300 350 400 450 500 550 600
3,5
0,037 min - 1
Type of decay:Exponential
Test performed:
Type curves for a leaky artesian aquifer are used, 6 = 0,4
50
10
-slm)1 " '
" (1.1)-(1&5.U)
X]'- /..
1 • • 1
y-*•—• -*- -
t(min);
T =1 ,4 x 1 0 ' 5 m
2 / S e c .
=0,0049 m
6 - 3,0
~2J x- 10m^/sec.
" 6
kobs - °'037
kcal = 1,54
0/Sw =
T a
_1
.1
m /hr /m
m / s e c .
10 50 100 500 1000
kcal and kobs deviate too much from each other .Interpretat ion doubtful.
T = 1,9 x 1 0 " 5m
2 / s e c .
rw2S =0,0033 m2
35
30
25
20
15
10
s'(m) ' ' '
A
/y>/to = 1.3min
I i I i
y/
t i l t
i
/ • •
i i
• •
As=27,8m
, i * ' '
t(min)t i l l
10 50 100
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: CHUNYA VILLAGE: CHUNYAB.H. No. 2 2 3 / 7 7
CCKK No.
Q=12,3m3/hr
16
12
10
Q(m3/hr)
• • •
t(min
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
k •=-1
Type of decay:Approximatelyconstant discharge
Test Derformed:
zoo<a:O
10: s ( m ) ' • •
•
. . .
t 1 1t(min)
10 50 100 500 1000
Drawdown data not reliable.Recovery data unused.
T =
rw S =
r ^ P 1 / ™ ^
6 =
*obs -
k c a l =
Q/Sw =
T =
m / s e c .
rr,2
m / s e c .
min"
min"
m 3/hr/m
m v s e c .
>>ouUJ
a.
3.2
3.0
2.8
2.6
2.4
2.2
2.0
1.8
1.6
1.4
1.2
1,0
s'lm)
•*-to=O85min
i i i
0.85 m
t(min)
10
T = 7 ,4 x 1 0 " 4m
2 / s e c .
r w2 s = 0 , 0 8 4 m
2
50 100 300
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: MBOZI VILLAGE: MKUTANOB.H. No. 182/78
CCKK No.
0=0.80»1,74exp(-0,04t)/m3/hr
3.0
2 5
2.0
1.5
10
0.5
Qlm3/hr)
10,.
\\
2,54 m3/
"-=21—0,8m?Ar
t(min)
0 25 50 75 100 125 150 175 200 225 250
= 3,2
-1k m 0,04 min
Type of decay:
Exponential
Test performed:
50
10
-s(m) ' ' '
•
1
i
till
•
•
•
i I I
• ••
1 t | |
i 1
11
t (min)i
5 10 50 100Type curves cannot be f i l led to data,due to excessive well storage effects.
300
r w S •=
r w P /m
e •=
kcal
m. /sec.2
m /sec.
min
Q/Sw =0,02 „ /hr/ra
T = 4 x 10"6 ra
2/sec.
T =
rjs
m /sec2
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT.: MBOZI VILLAGE: MBOZI MISSIONB.H. No. 25/81
CCKK No.
LUO
<Ioen
0=0.073*1.1 exp (-0.08t],m3/hr16,0
0,08 min-1
\2 ,
10
Q8
06
0.4
0.2
Q(mn>r)
Q, =1,17mVhr
Q,= 0073 rnVhrt(min) t
Type of decay:
Exponential
Test performed:1981.4.17
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400
Z
oQ
<Q
50
10
slm) • • '
:
•
• i t
i•
• •
t (min)
••
11
1
-
T =
r w2 S =
r w P An =
fi —p -
xobs "k cal c
m /sec .
m
m / sec .
. 1min
min~
Q/Sw =.0,0032 m /hr /m
T = 2 x 10 m / S e c .
50 100 1000 2000
>
>oo
T =
rw 2 s
m /sec
25
20
15
10
s'(m) ' " '
i t I <
I
I | i i I
* i 1
1
•
•
•
•
I I 1
f
t(min)I I i 1
10 50 XX)
Drawdown and recovery data do not correspond.No interpretation done. Borehole technically dry.
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA
WA
TER
LE
VE
L IN
M
ETR
ES
B
ELO
W
ME
AS
UR
ING
P
OIN
T
DISTRICT: KYELA VILLAGE: KIKUSYABH NO: 19/81
CCKK NO: MS 10
•
o
i
0
J 3Zz
8 2XuwS
o
< L
> <1 (
-1 -
) i
Mi » I -fci
AS -0.15 m
A ' A.
IN
•
• Drawdown data
o Recovery data
A Discharge data
> s % m
k A A A
0.1 1 10 100 WOO
TIME t IN MINUTES
Constant discharge test : October 12, 1981 19 3 0 - 22
Recovery test : October 12, 1981 22 0 0 - 22 1 0
Discharge rate : 2 . 2 m /h
Static water level : 9.34 metres below measuring point
Calculation of hydraulic parametres:
T = 7.5 x 10~4 ra2/sec
Q/s w = 1.31 m3/h/m
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: KYELA VILLAGE: ITENYA BH NO: 22/81CCKK NO: 13
oB.
icDV)<
oatmtoUJsH
z
5
6
7
8
o_, - , — • ^
—
•
DIS
CH
AR
GE
IN
M
3/H
i — ~ -J
•
AS • 0.52 m
1
• •
t
^ «
1l l 1 • • • •
-
^ — — '(-1 f
1 n ^ 1
\ 1
(
( •
1
11• •• Drawdown data
0 Recovery data
» Discharga data
j
0.1 10
TIME t IN MINUTES
100 WOO
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
October 15, 1981 12 1 0 - 14 1 0
October 15, 1981 1410 - 15 1 0
2.0 m3/h
2.72 metres below ineasuring point
Calculation of hydraulic parametres:
T = 2.0 x 10~4 m2/sec
Q/s, 1.48 m /h/m
The water level fluctuations were caused by ongoing development duringpumping.
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA
WA
TER
LE
VE
L IN
M
ETR
ES
B
ELO
W
ME
AS
UR
ING
P
OIN
T
CO
-4
O>
W
DISTRICT: K Y E L A VILLAGE: K A B A N G ABH NO: 24/81
CCKK NO: MS 15
•
_lt ,
> •
i1.77m
zz
S 2.0
|
S 10
5
n
" V^ (X
\ i
(
s1 ( i
,,
s
< I O O O 0
Al
s• 2
S
.18
k
m
* -
• Drawdown data
o Recovery data
» Oitcharga data
0.1 1 10 100 1000
TIME t IN MINUTES
Constant discharge test : October 14, 1981 15 1 0 - 19 1 0
Recovery test : October 14, 1981 19 1 0 - 19 2 8
Discharge rate : 1.8 m /h
Static water level : 5.32 metres below measuring point
Calculation of hydraulic parametres:
T = 4.2 x 10"5 m2/sec
r2S = 2.0 x 10"2 m2
Q/sw = 0.69 m3/h/ro
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: KYELA VILLAGE: TENENDEBH NO:
CCKK NO:?q/R1
16
EA
SU
RIN
G
PO
INT
ET
RE
I
i
i
j
6z25 5IW
OB
S 45
3
-i O—<i »—i » • » - •
!
' i *
i
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i
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4
H
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i
A« • 0.D6 m
J '
At .0.0'
AJ
A
15 m
A
A
*
A
4
- • a a
i
i• Drawdown data
o Recovery data
A Discharge data
" * A A
h
i j0.1 10
TIME t IN MINUTES100 1000
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
October 13, 1981 10 0 0 - 13 0 0
October 13, 1981 13 0 0 - 13 2 0
3 - 6 n>3/h
3.88 metres below measuring point
Calculation of hydraulic parametres:
T = 4.2 x 10 m /sec (recovery data)
Q/sw = 2 0.8 m3/h/m
The fluctuating discharge rate may have been caused by temporarilyclogging of pump impellers by sand.
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA
WA
TER
LE
VE
L IN
M
ETR
ES
B
ELO
W
ME
AS
UR
ING
P
OIN
T
DISTRICT: KYELA VILLAGE: IPINDABH NO: 30/8ICCKK NO: MS 17
o
t
•0
z
5 7
UJ
S
1o
5
i
o
•
1
•
1 1
1
•—1 K
i
*
— —
.0.38 m
A *A ' i
• •
\
H
• Drawdown data
o Recovery data
« Discharge data
A S *
»/ a
* *A
0.51
•••••1 • . —
0.1 1 10 100 1000
TIME t IN MINUTES
Constant discharge test : October 13, 1981 1310 - 1710
Recovery test : October 13, 1981 1710 - 1730
Discharge rate : 6.4 m A
Static water level : 4.46 metres below measuring point
Calculation of hydraulic parametres:
T = 6.4 x 10~4 m /sec (drawdown data)
T = 8.6 x 10 ~ m /sec (recovery data)
Q/sw = 1.04 ra3/h/iti
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: KYELA VILLAGE: NDOBE BH NO: 73/81CCKK NO: MS 18
az£(A
2UJCO
<nuic
2
3
;
J
o (>
1i
1° i
zZS 6
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1
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j
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* > * . ' A
A
II|
|
•0
A
Drawdown data
Recovery data
Discharge data
i
•
0.1 10
TIME t IN MINUTES
100 1000
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
October 14, 1981 8 4 5 - 945
October 14, 1981 945 - 955
5.4 m3/h
2.42 metres below measuring point
Calculation of hydraulic parametres:
T = 1.4 x 10"2 m2/sec
12.86 m/h/m
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: MB0Z1 VILLAGE: CHIWANDAB.H. No. 7 6 / 8 1
CCKK No.
Q = 0,65*_3.60 x mVhr
Om 3/h \
=4,35m3/h
5m3/h
20 «0 60 80 100 120 140 160 180t(min)
a = 7.7
k - 0.055 min" 1
Type of decay:
exponential
Test performed:
81.10.02
tlm)
100SO
10
5
1
0,5
0,10,05
0,01
WELL,LOSS
1
A10.
I
/
ku)•6.Q
/
B)
M i • > •
0,01 0,05 0,1 CLS 1,0 5 10 50 100k , < Jtow- indicating well losses
5001000 t(min)
2.2 x 10 /sec.
rw2S
rw2P
6 =
-3.4x11
0.07
m2 / sec .
kobs ° 0.055 min- 1
kcal min_1
Q/Sw - 0.033 m /hr/m
T » . m / sec .
T = m / sec .
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: MBOZI VILLAGE: MPEMBA BH NO: 77/81CCKK NO: f-'iD 2
PO
INT
IVS
UR
ING
5
oUJ
o
TH
ES
UJ
5
10
12
14
16
18
20
22
24
26
28
I
I
z
I 2
83 1
o
0
I
~l
I
11
<
| i
i
•
yi rl -<<f
1
<o
•—*,—•
o
3.0 m
• Drawdown data
o Recovery data
A Discharge data
;
: i
0.1TIME
10
1 IN MINUTES
100 WOO
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
October 8, 1981 1020 - 1038
October 8, 1981 1038 - II28
0.4 5 m3/h
15.03 metres below measuring point
Calculation of hydraulic parametres:
T = 7.6 x 10"6 m2/sec
0.041 in3/h/m
The test was stopped when the water level was lowered to the punp suction.
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA
WA
TE
R
LEV
EL
IN
ME
TRE
S
BE
LOW
M
EA
SU
RIN
G
PO
INT
DISTRICT: MBEYA VILLAGE; IHOWELOBH NO: 205/81CCKK NO: flS 20
I
zzs 3
D
1 2a
1
<
[ I i i > |
\
i (
«
\s
<, ooOo<
\
> 0 t
Al
\\
I O (
• 3
1 (
.39
\
• <
t
\
\
• Drawdown data
o Recovery data
A Diftchar^e data
0-1 1 10 100 1000
TIME t IN MINUTES
Constant discharge test : October 10, 1981 1010 - II10
Recovery test : October 10, 1981 II10 - 1210
Discharge rate : 1.9 m /h
Static water level : 26.15 metres below measuring point
Calculation of hydraulic parametres:
T = 2.8 x 10"5 m2/sec
r^S = 5.1 x 10~3 m2
0/sw = 0.32 m3/h/m
The test was stopped when the water level was lowered below top of pump.
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: MBEYA VILLAGE: LUHANGABH NO: 208/81CCKK NO: MS 25
o0.
c3CO«
O
0CI-
0.1
20
21
22
23
24
25
26
DIS
CH
AR
GE
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M
3/H
•»
1i
j
4 *0 | «
91
1
j
i
1
I
c* * * * *
j C <
1Ai
m.H L,
0
* 0.63m
1
Drawdown data
Recovery data
Discharge data
r~\~
10
TIME 1 IN MINUTES
100 1000
Constant discharge test :
Recovery test :
Discharge rate :
Static water level :
October 9, 1981 13 1 5 - 15 0 0
October 9, 1981 15 0 0 - 16 0 C
1.0 n>3/h
21.56 metres below measuring point
Calculation of hydraulic parametres:
T = 8.1 x 10" 5 m2/sec
0.25 m /h/m
The test was stopped when the water level was lowered below top of puir.p.
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA
•!1
|
1
«3
11
ii
13
M
IS
i "I 17
I »I 20
! 2 A
Ij „
: 3S
I 24
' 25
; 2e
i 27
1
DISTRICT: MBEYA VILLAGE: UKWAHERIBH NO: 209/81CCKK NO: MS 24
i
fI
III
\
r.
\ ,
Y
o
At! I
\\\
A
.Off.
\
•O
•
PfwdoiTi data
Di*c*Mrt« data
1O1 10° »' to* 10* K* S.WTIMt t M MIHUTCt
i
Constant discharge test : October 10, 1981 II30 - 1205
Recovery test : October 10, 1981 1205 - 1240
Discharge rate : 1.15 m /h
Static water level : 13.05 metres below measuring point
Calculation of hydraulic parametres:
T = 6.5 x 10"6 iti2/sec
r^S = 2.0 x 10"3 m2
Q/Sw = 0.08 m3/h/m
The test was stopped when the water level was lowered to the pump suction.
THE UNITED REPUBLIC OF TANZANIA
REGION: MBEYA DISTRICT: MBOZI VILLAGE: VWAV.'AB.H. No. 276/81
CCKK No. MD 3
0
\
mVh
1 •Q2= 1/ m3/h
•
- 1
a = 3.21
k •= 0.10 min
Type of decay:
exponential
Test performed:
81.10.07
20 60 80 100 120 140 160
<
Q
2
oo<a:O
3.9 x 10"6n2 /sec.1000
10
0.1 1 1 1
IwL0
11 ii
11.1
(ao.<M
1 1 1
b) J
/
I I i 1 III
^ ^
1 1 1 1 III 1 1 1 1 III
r u2 S = 4.3xlO"2m2
6 = 0.6
k obs = 0 . 1 0
= 0 .02
m /sec.
n "
n "
Q/S. 0.64 m /hr /m
T * 6 x 10"6 m2 /sec.
tlmin)10 50 100 500 1000 5000 10000
LU>ooLU
T =
r Jsm /sec
Appendix 3
Geophysics.
IRINGA
G E O E L E C T R I C S O U N D I N G S REGION: IRINGA
'•""I .j '.
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Profile no : 201
Latitude : 7°26.9'
Longitude : 35°4 3.3'
Village : Chandindi
Date : 14.11.1980
Profile no : 202
Latitude : 7°2
Longitude : 35°4
Village
DateChandindi
14.11.1980
Profile no :203
Latitude : 7°
Longitude
Village
Date
35°11.8'
Chandindi
13.4.1981
-ir.
—^
—
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100
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Profile no : 204
Latitude
Longitude
Village
Date
7°47.2'
3S°11.2'
Idodi
13.4.1981
Profile no
Latitude
Longitude
Village
Date
205
Xguluba
18.11.1980
Profile no
Latitude
Longitude
Village
Date
206
7°23.3'
35°42.7'
Ikengeza
12.11.1980
: • • • : " j : • .
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^ ~ . 1
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Profile no : 207
Latitude : 7°28.4'
Longitude : 35°58.9'
Village : Ikuka
Date : 13.11.1980
Profile no : 208
Latitude : 7°4 3.8"
Longitude : 35°51.2'
Village : Irole Mission
Date : 20.11.1980
Profile no : 209
Latitude : 7°14.6"
Longitude : 35°43.9'
Village : Izazi
Date : 19.11.1980
G E O E L E C T R I C S O U N D I N G S REGION: IRINGA
»0 I >1QOO ?- li V
Profile no : 210
Latitude : 1 "•
Longitude : 35 4
Village
Date
Kinywanganga
12.11.1980
Profile no
Latitude
Longitude
Village
Date
211
7°50.1'
35°09.1'
Kitanewa
2.4.1981
Profile no : 212
Latitude : 7°3
Longitude : 35 2
Village
Date
Mafruto
29.4.1981
it
;
i
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: „
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— .
-
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11 1 -
Profile no
Latitude
Longitude
Village
Date
213
Mahuninga
1.4.1981
Profile no
Latitude
Longitude
Village
Date
214
Makadupa
18.11.1980
Profile no : 215
Latitude : 7°4
Longitude
Village
Date
: 35 07.8'
: Mapogoro
: 13.4.1981
| 700Q | iOOO f»c) )io 1 is j n o
Profile no : 216
Latitude : 8°25'
Longitude : 35°05'
Village : Matanana
Date : 7.4.1981
Profile no
Latitude
Longitude
Village
Date
2177°39.81
Mloa
27.1.1981
Profile no : 218
Latitude : 7°39.6'
Longitude : 35°22.8'
Village : Mloa
Date : 27.1.1981
G E O E L E C T R I C S O U N D I N G S REGION: IRINGA
HL J—
I . - - 1^ -~i : :
?-.: W: liviaiie^
Profile no : 219
Latitude : 7°4
Longitude : 35°2
Village
Date
: Mloa
: 11.4.1981
Profile no : 220
Latitude : 7°08.3"
Longitude : 3 5°4 8.8'
Village : Mtera
Date : 19.11.1980
Profile no : 221
Latitude : 7°4 3.7'
Longitude : 35 17.11
Village : Musimbe/Mloa
Date : 11.4.1981
?=^S: {Z—
•••:::vr--\; '.:.-»-: ' J':1 j . : ^ UIHJ !; iz—i .;J .;;!:"' ^^= :_ -• • • • » : • ' . : T :
1- - !•:: : _ = 5 ••:• i - : 7 i
;...^^nuir.-.^aFg|:^P
Profile no : 222
Latitude : 7°46.2'
Longitude : 35°12.8"
Village : Musirabe
Date'! : 11.4.1981
Profile no : 223
Latitude : 7°4 0.3'
Longitude : 35°4 5.3'
Village : Nduli Air Field
Date : 12.11.1980
Profile no : 224
Latitude : 7°4 3'
Longitude : 35°32.1'
Village : Nzlhi
: 13.1.1980
1 •' 1 I " I J —
Profile no : 225
Latitude : 7 43'
Longitude : 35 32.1'
Village : Nzihi
Date : 13.1.1981
Profile no : 226
Latitude : 7°4 3.41
Longitude : 35°32.2'
Village : Nzihi
Date : 14.1.1981
Profile no : 227
Latitude : 7°4 2.8'
Longitude : 35°32.3'
Village : Nzihi
Date : 14.1.1981
G E O E L E C T R I C S O U N D I N G S REGION: IRINGA
| |7
• • • . . . : • - • - • '^£i j ; . i ; | : g - . z l i : " . _ ~
• :• • i • -J"•7Tt^".'i'*!^|.1 I T ! " \ " f - ^ ^ i j s ! .
• . ; • . ; . - i - - - •.... • r ' : i . :•• T J ^ T J v O r 3 aii
1 . 1 r ..in 1 ft .... i
?::
Profile no : 228
Latitude : 7°4
Longitude : 35°3
Village
DateNzihi
15.1.1980
Profile no
Latitude
Longitude
Village
Date
229
Nyakawangala
18.11.1980
Profile no : 230
Latitude : 7°4 9'
Longitude : 35 44.4'
Village : Tagamenda
Date : 29.1.1981
(MS 1.3
f :pg\
Profile no : 231
Latitude : 7°4
Longitude : 35°4
Villaae
Date
: Tagamenda
: 29.1.1981
Profile no : 233
Latitude : 7°5
Longitude : 35°0
Village
Date
Tungamalenga
2.4.1981
Profile no : 234
Latitude : 7°
Longitude : 35°
Village
Date
: Tungamalenga
: 2.4.1981
r I c Ul iMWkc H
i * * - ,
l : :. :
— - -
110
•^rp-
'; r :.*-—
= = -
1•: L :
- • " r 1
1
•*-= "rf-J: • i •••l-Lr:."i::.Lr=s
| P~...
^
Profile no
Latitude
Longitude
Village : Ngerenge
Date : 4.12.1980
235
34C42.9'
Profile no : 236
Latitude : 8°14.8'
Longitude : 3 5°15.7'
Village : Ndolezi
Date : 28.1.1981
Profile no : 237
Latitude : 8°14.7'
Longitude : 35°15.8'
Village : Ndolezi
Date : 28.1.1981
G E O E L E C T R I C S O U N D I N G S REGION: IR1NGA
1 2M0 J i H
-!:: :'.-l -J . . " i ' l — V . ) i j i
- - — " " . : • • • • ; — ~ - < ^
- : : ••: i : ' i i . r N :
T * | - 7 i • ; : : • • • — : . . . - . ' .
1 - I
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I , ; . , . - , v . • . ; • - . •• , -
I "' ijl I if
-*=i. V -
Profile no
Latitude
Longitude
Village
Date
238
Ndolezi
28.1.1981
Profile no
Latitude
Longitude
Village
Date
239
Sadazi
28.1.1981
Profile no : 240
Latitude : 8°4 9.1'
Longitude : 34°50.S'
Village : Idofi
Date : 21.11.1980
\-
III
l _r —
:
1 < -j
'«l
—r—=-r-^-.—r-TT — -
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J4-J '••,•• r l " '-.•> V: . • . . • • : ' • .
- . : • : ; • • . -
»-i4l»| ~ T -
Profile no : 241
Latitude : 8°5 3.6'
Longitude : 34°34.4'
Village : Jlembula
Date : 2.12.1980
Profile no : 242
Latitude : 9°00.3'
Longitude : 34°50'
Village : Jlunda
Date : 3.6.1981
Profile no : 243
Latitude : 8°52.5"
Longitude : 34°32.3'
Village : Jyayi
Date : 3.12.1980
M C | U000 |—•» ' *i " •" *
335
i: -V-
1" '
i r-LJ—- i..-.
- - • • —
: — : T - = :
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; . _ : _ : • . - ^
• •—j—i—
i
• • - -
J
• — . : :
- ^ ^
Profile no : 244
Latitude : .9°16.1'
Longitude : 35°00.7'
Village : Kidegembye
Date : 4.6.1981
Profile no : 245
Latitude : 8°4 4.5'
Longitude : 34O47.6'
Village : Kinegembasi
Date : 21.11.1980
Profile no : 246
Latitude 8 58.6'
Longitude : 34 35.3'
Village : Palangawano
Dat« : 17.12.1980
G E 0 E L E C T R 1 C S O U N D I N G S REGION: IRINGA
tOO 64
U=
I 1 ..
-KU'l.jp-iiiBig
:. :J •;:-!., lie- .-...+ >
Profile no : 247
Latitude : 8°
Longitude : 34°
Village
Date
Saja
21.11.1980
Profile no : 248
Latitude : 8°57.6'
Longitude : 34°35.7"
Village : Udonje
Date : 16.12.1980
Profile no : 249
Latitude : 8°
Longitude °
Village
Date
: 34°42.8'
: Uhambule
: 3.12.1980
I -•••—,-•• ..; I L M ^ - i
Profile no : 250
Latitude : 8°51.7"
Longitude : 34°42.9'
Village : Ujindile
j Date : 3.12.1980
Profile no : 251
Latitude : 8°
Longitude
Village
Date
34U39.1'
Utiga
3.12.1980
Profile no : 252
Latitude : 8°
Longitude : 34
Village
Date
: Wangingambe
: 3.12.1980
!| mo
: _
; i
— . . • , • 1 1 - i 1 1 -
CO
• . • . ; . . " • : : , i • ;
Jffl
Profile no : 253
Latitude : 9°1
Longitude : 34°5
Village
DateMakombako
3.6.1981
C O N S T A N T S E P A R A T I O N T R A V E R S E S REGION: IRINGA
It
E
2«
I"5,5 20uK
10
(
oaao A///
- '
\\\
1
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10 20 30 40 SO 10 70 10 »0 100 110 120 110 140 l i t 1 H 170 110 110
DISTANCE <ni )
Traverse no : 232Lat i tude : 7°49'Longitude : 35°45.4'V i l l age : TungamalengaDate : 29.1.81
RUVUMA
G E O E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no : 301
Latitude : 10°4
Longitude : 35°
Village
Date
Kitai
23.5.1981
Profile no : 302
Latitude : 10°31.2'
Longitude : 34o45.0'
Village : Lukali
Date : 24.6.1981
Profile no :303Latitude :10°40.4'
Longitude :34°39.5'
Village : Mbaha
Date :24.6.1981
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Profile no : 304
Latitude : ll°04•
Longitude : 34°55.7'
Village : Onango
Date : 23.6.1981
Profile no : 305
Latitude : 10°34.8'
Longitude : 35o02.4'
Village : LituXi
Date ; 24.6.1981
Profile no : 306
Latitude :10°21.3'
Longitude : 35°39.7'
Village : Songea 40 km
pate : 5.6.1981
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Profile no : 307
Latitude -. 10°02.3'
Longitude : 35 37.5'
Village : Songea 50 miles
Date : 11.2.1981
Profile no : 308
Latitude : 10°54.5'
Longitude : 36°05.3'
Village : Ligera
Date : 18.6.1981
Profile no : 309
Latitude :ll°07'
Longitude : 36°10.8'
Village : Malijoni
Date : 18.6.1981
G E O E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no
Latitude
Longitude
Village
Date
310
Mkongo
18.6.1981
Profile no : 311
Latitude : 10°16.4'
Longitude : 36°20.2'
Village : Mpigamiti
Date : 19.6.1981
Profile no : 312
Latitude : 10°22.6'
Longitude : 36°09.9'
Village : Mtonya
Date : 19.6.1981
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Profile no
Latitude
Longitude
Village
Date
313
Mtua
22.6.1981
Profile no
Latitude
Longitude
Village
Date
314
Nakawale
22.6.1981
Profile no : 315
Latitude : 10°34'
Longitude : 35°52'
Village : Namabengo
Date : 19.6.1981
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Profile no
Latitude
Longitude
Village
Date
316
Namatuki
22.6.1981
Profile no : 317
Latitude : 10°40.6'
Longitude : 35°35.3'
Village : Songea Airport
Date : 25.6.1981
Profile no : 318
Latitude : 9°57'
Longitude : 35°37.6'
Village : Songea 96 km
Date : 12.2.1981
G E O E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no
Latitude
Longitude
Village
Date
319
Sangea 80 km
10.2.1981
Profile no : 320
Latitude : 10°4 3.6"
Longitude : 36°20.6'
Village : Sangea 128 km
Date : 16.6.1981
Profile no : 321
Latitude
Longitude
Village
Date
: 10°45.6'
: 36°31.5'
: Sangea 140 km
: 16.6.1981
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Profile no : 322
Latitude : 10°34.6'
Longitude : 36 22.2'
Village : Tunduru 89 miles
Date : 10.2.1981
Profile no : 323
Latitude : 11°34.7'
Longitude : 36 53.7'
Village : Chamba
Date : 12.6.1981
Profile no : 324
Latitude : 11°
Longitude : 37°
Village
Date
: Chilanga
: 9.2.1981
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Profile no : 325
Latitude : 10°51.4'
Longitude : 37 35.7'
Village : Katumbi
Date : 8.2.1981
Profile no
Latitude
Longitude
Village
Date
326
Kitanda
9.2.1981
Profile no : 327
Latitude : 10°51.4'
Longitude : 37°29.5'
Village : Kwitanda
Date : 8.2.1981
G E O E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no : 328
Latitude : 11°31.6'
Longitude : 36°56.5r
Village : Likweso
Date : 12.6.1981
Profile no : 329
Latitude : 11°23.4'
Longitude : 37°01.5'
Village : Lukumbo
Date : 12.6.1981
Profile no : 330
Latitude : 11°31.3'
Longitude : 37°21.7'
Village : Lukumbule
Date : 12.6.1981
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Profile no : 331
Latitude : 10°57.1'
Longitude : 37°19.1'
Village : Masonya
Date : 7.2.1981
Profile no : 332n
Latitude :
Longitude
Village : Nkaudu
Date
37°08.7'
9.2.1981
Profile no : 333
Latitude : 11°19.3'
Longitude : 37°05.3'
Village : Mbresa
D a t e = 9.2.1981
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Profile no
Latitude
Longitude
Village
Date
334
Mindu
8.2.1981
Profile no : 335
Latitude : 10°51.8l
Longitude : 37°50.2'
Village : Mindu
Date : 8.2.1981
Profile no
Latitude
Longitude
Village
Date
336
Mindu
8.2.1981
G E O E L E C T R I C S O U N D I N G S •REGION: RUVUMA
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Profile no : 337
Latitude : 10°50'
Longitude : 37°46.1"
Village : Mindu
Date : 8.2.1981
Profile no : 338
Latitude : 10°48.41
Longitude : 37°46.8'
Village : Mindu
Date : 8.2.1981
Profile no : 339
Latitude : 10°47.3'
Longitude : 37°47.3"
Village : Mindu
Date : 8.2.1981
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Profile no : 340
Latitude : 10°!
Longitude : 37°!
Village
Date
Mkowela
11.6.1981
Profile no : 341
Latitude : 10°
Longitude : 37°
Village
Date
Mcwajuni
11.6.1981
Profile no : 342
Latitude : ll°01'
Longitude : 37°18.8'
Village : Nakayaya
Date : 9-2.1981
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Profile no
Latitude
Longitude
Village
Date
343
Mpelembe
9.2.1981
Profile no : 344
Latitude : 10°52.8'
Longitude : 37°26.8'
Village : Msagula
Date : 7.2.1981
Profile no : 345
Latitude : 10°52.8'
Longitude : 37°41'
Village : Mtetesi River
Date : 8.1.1981
G E O E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no : 346
Latitude : 11°1
Longitude : 37 1
Village
Date
'tola
9.2.1981
Profile no : 347
Latitude : 10°52.5'
Longitude : 37°44.1'
Village : Mtonya
Date : 10.6.1981
Profile no : 348
Latitude : 11°13.1'
Longitude : 37°27.5'
Village : Mtolela
Date : 13.6.1981
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Profile no
Latitude
Longitude
Village
Date
349
Mtwaro
13.6.1981
Profile no : 350
Latitude : 11°27.91
Longitude : 36°59'
Village : Nalasi
Date : 12.6.1981
Profile no : 351
Latitude : 10°
Longitude : 37°2
Village
Date
Nalyawale
7.2.1981
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Profile no :
Latitude :
Longitude :
Village :
Date :
352
Namakambale
8.2.1981
Profile no : 353
Latitude : 10°54.9"
Longitude : 37°51'
Village : Namakambale
Date : 11.6.1981
Profile no : 354
Latitude : 1O°51.3'
Longitude : 35°33.3'
Village : Namakambale
Date : 8.2.1981
G E O E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no : 355
Latitude : 10°58.5'
Longitude : 37°23.6'
Village : Namakungwa
Date : 10.6.1981
Profile no : 356
Latitude : 10°41.2'
Longitude : 36°53.8'
Village : Namakungwa
Date : 15.6.1981
Profile no : 357
Latitude : 10°4
Longitude : 36°5
Village
Date
: Namakungwa
: 7.2.1981
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Profile no : 358
Latitude : ll°0
Longitude : 37°2
Village
Date
Nanasakata
13.6.1981
Profile no : 359
Latitude : 10°50.7'
Longitude : 37°10.8'
Village : Nampungu River
Date : 7.2.1981
Profile no : 360
Latitude : 10°57.1'
Longitude : 37°14.6'
Village : Nandembo
Date : 15.6.1981
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Profile no :
Latitude :
Longitude :
Village :
Date :
361
Ngapunda
12.6.1981
Profile no : 362
Latitude : l6°48.6'
Longitude : 36°56.7'
Village : Ndeyende Ya pili
Date : 7.2.1981
Profile no : 363
Latitude : 10°48.1'
Longitude : 36°55.4'
Village : Ndeyende Ya Pili
Date : 15.6.1981
G E O E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no : 364
Latitude : 10°5
Longitude : 37°;
Village
Date
Profile no : 365
Pucha Pucha
8.2.1981
Latitude
Longitude
Village
Date
: 10°52.7'
: 37°27'
: Sagula
: 10.6.1981
Profile no : 366
Latitude : 10°4 7.8'
Longitude : 37°58 •
Village : Tinginya
Date : 11.6.1981
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Profile no : 367
Latitude : 11°1
Longitude : 37°2
Village
Date
3 km, Tunduru
17.11-1981
Profile no
Latitude
Longitude
Village
368
Tunduru, Masasi
17.11.1981
Profile no : 369
Latitude : 10°1
Longitude : 35 3
Villaae
Date
Hanga
4.11.1981
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370Profile no
Latitude
Longitude
Village : Azitnio
Date : 18.11.1981
ll°08'37°17'
Profile no :
Latitude :
Longitude :
Village :
Date :
372
Azimio
18.11.1981
6 E 0 E L E C T R I C S O U N D I N G S REGION: RUVUMA
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Profile no : 373
Latitude : 11°
Longitude : 37°
Village
Date: Azimio
: 18.11.1981
Profile no :
Latitude :
Longitude :
Village :
Date :
374
Azimio
18.11.1981
Profile no : 375
Latitude
Longitude
Village
Date
ll°07.5'
Azimio
18.11.1981
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Profile no : 376
Latitude : 10°16'
Longitude : 35°38'
Village : Gurabiro
Date : 4.11.1981
Profile no
Latitude
Longitude
Village
377
Sisikwa, Sisi
17.11.1981
Profile no : 378
Latitude : 1O°5
Longitude : 37°2
Village
Date
8*5 km, Tunduru
17.11.1981
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Profile no
Latitude
Longitude
Village
Date
379
Ndenyende
11.11.1981.
Profile no :Latitude :
Longitude :
Village :
Date :
380
10°7.8-
35O40'
Mkutano
5.11.1981
MBEYA
G E O E L E C T R I C S O U N D I N G S REGION: MBEYA
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Profile no : 101
Latitude : 8°36.8'
Longitude : 33°01.1'
Village : Galula
Date : 25.9.1980
Profile no : 102
Latitude : 8°36.8'
Longitude : 33°01.5"
Village : Galula
Date : 25.9.1980
Profile no : 103
Latitude : 8°
Longitude : 33°
Village
Date: Ifuko
: 25.9.1980
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Profile no : 104
Latitude : 8°
Longitude : 33°
Village
Date-
Ifuko
25.9.1980
Profile no : 105
Latitude : 7°
Longitude : 33°
Village
Date
Kambi Katoto
30.10.1980
Profile no : 106
Latitude : 7°1
Longitude : 33°3
Village
Date
: Kambi Katoto
: 30.10.1980
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Profile no
Latitude
Longitude
Village
Date
107
Kanga
26.9.1980
Profile no : 108
Latitude t 8°34.4'
Longitude : 33°03.1'
Village : Kanga
Date : 26.9.1980
Profile no : 109
Latitude : 8°
Longitude : 33°
Village
Date
: Kanga
: 26.9.1980
G E 0 E L E C T R 1 C S O U N D I N G S REGION: MBEYA
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Profile no : 110
Latitude : 8°3
Longitude : 33°2
i Village
Date
Kiwanja
18.9.1980
Profile no : 112
Latitude : 8°3
Longitude
Village
Date
: 33°24.8'
: Kiwanja
: 28.4.1981
Profile no : 113
Latitude : 8°33.5'
Longitude : 33°26'
Village : Kiwanja
Date : 28.4.1981
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Profile no : 114
Latitude : 8°;
Longitude : 33 ]
Village
Date
Kungutas
30.4.1981
Profile no : 115
Latitude : 8°27.5'
Longitude : 33°14.1'
Village
Date
: Kungutas
: 30.4.1981
Profile no : 116
Latitude : 8°4 0.7"
Longitude : 33°17.9'
Village : Lupa Goldfield
Date : 22.10.1980
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Profile no : 117
Latitude : 7°5
Longitude : 33°1
Village
Date
Profile no : 118 Profile no : 119
Lupa Tingatinga
30.10.1980
Latitude
Longitude
Village
Date
s 7°30'
: 33°26'
: Mafyeko
: 30.10.1980
Latitude
Longitude
Village
Date
: 8°37.5-
: 32°57'
: Magamba
: 2.10.1980
G E O E L E C T R I C S O U N D I N G S REGION: MBEYA
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Profile no : 120
Latitude : 8°2
Longitude : 33°1
Village
Date
: Makongolosi
: 31.10.1980
Profile no : I22
Latitude : 8°03.3'
Longitude : 33°16.2'
Village : Mamba
Date : 29.4.1981
Profile no : 123
Latitude : 8°03.8"
Longitude : 33°15.9'
Village : Mamba
Date : 29.4.1981
130
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Profile no : 124
Latitude : 8°0
Longitude : 33 1
Village
Date
Mamba
29.4.1981
Profile no : 125
Latitude : 8°25.9'
Longitude : 33°31.9'
Village : Mapogolo
Date : 29.10.1980
Profile no
Latitude
Longitude
Village
Date
126
Matundasi
31.10.1980
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Profile no
Latitude
Longitude
Village
Date
127
Mbuyuni
3.10.1980
Profile no : 128
Latitude : 8°4
Longitude : 33°0
Village
Date
Nsangamwelu
17.10.1980
Profile no -. 129
Latitude : 8°2
Longitude : 33°1
Village
DateNtumbi Mines
29.10.1980
G E O E L E C T R I C S O U N D I N G S REGION: MBEYA
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Profile no : 130
Latitude : 8°2
Longitude
Village
Date
33°36.7'
Sangarabi
22.10.1980
Profile no : 131
Latitude : 8°30'
Longitude : 32°50.V
Village : Totoe/Totowe
Date : 3.10.1980
Profile no : 132
Latitude : 9°22.9"
Longitude : 33°01.9'
Village : Jkumbilo
Date : 21.11.1980
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Latitude
Longitude
Village
Date
134
9°20.9'
32°59.1'
Mbebe
20.11.1980
Profile no : 135
Latitude : 9°1
Longitude : 32°4
Village
Date
Nandanga
17.11.1980
Profile no : 136
Latitude : 9°29.2'
Longitude : 33°53.2'
Village : Ipinda
: 18.12.1980
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Longitude :
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Date :
137
9°34.6'
33°51.3'
Kikusya
18.12.1980
Profile no : 138
Latitude : 9°
Longitude : 33°
Village
Date: Kyela
: 16.10.1980
Profile no : 139
Latitude : 9°33.8'
Longitude : 33°53.2'
Village : Tenende
Date : 18.12.1980
G E O E L E C T R I C S O U N D I N G S REGION: HBEYA
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Profile no : 140
Latitude :
Longitude :
Village : Mbeya Airport
Date : 8.10.1980
8°54.9'
33°27.6'
Profile no
Latitude
Longitude
Village
Date
141
Ijumbi
17.9.1980
Profile no : 142
Latitude : 8°46.9'
Longitude : 33°4 3'
Village : Olongo
Date : 15.9.1980
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Profile no : 143
Latitude : 8°4
Longitude : 33°4
Village
Date
Jlongo
10.9.1980
Profile no
Latitude
Longitude
Village
Date
144
Jlongo
15.9.1980
Profile no : 145
Latitude : 8°4
Longitude : 33°4
Village
Date: Jlongo
: 15.9.1980
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Profile no
Latitude
Longitude
Village
Date
146
Iyunga
8.10.1980
Profile no
Latitude
Longitude
Village
Date
14 7
Kongolo
17.9.1980
Profile no : 148
Latitude : 8°58.4'
Longitude : 33°13.6'
Village : Magereza
Date : 8.10.1980
G E O E L E C T R I C S O U N D I N G S REGION: MBEYA
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Profile no : 149
Latitude : 8°4
Longitude : 33 4
Village
Date
Mahango
16.9.1980
Profile no : 150
Latitude : 8°
Longitude : 33°
Village
Date
Mbeya
7.10.1980
Profile no : 151
Latitude : 8°46.2'
Longitude : 33 42.3'
Village : Mlowe
Date : 16.9.1980
9.3
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Profile no : 152
Latitude : 8°4
Longitude
Village
Date
33°45.1'
Nsonyanga
15.9.1980
Profile no : 153
Latitude : 8°5
Longitude : 33°1
Village
Date
Songwe
14.10.1980
Profile no : 154
Latitude : 8°5
Longitude : 33°1
Village
Date
: Songwe
: 14.10.1980
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Profile no
Latitude
Longitude
Village
Date
156
Chiwanda
21.4.1981
Profile no : 157
Latitude : 9°1
Longitude : 32°3
Village
Date
Profile no : 158
Chiwanda
22.4.1981
Latitude
Longitude
Village
Date
9°10.2'
32°33.8'
Chiwanda
22.4.1981
G E O E L E C T R I C S O U N D I N G S REGION: MBEYA
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Profile no : 162
Latitude : 8°25.8'
Longitude : 32°28.9*
Village : Ivuna
Date : 27.1.1981
Profile no
Latitude
Longitude
Village
Date
163
: Kamsamba
: 27.1.1981
Profile no : 164
Latitude : 8°
Longitude °
Village
Date
: 32°27.3': Mbao
: 28.1.1981
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Profile no : 166
Latitude : 9°05.5"
Longitude : 32°57.3'
Village : Mbimba
Date : 28.11.1980
Profile no : 167
Latitude : 9°05.5'
Longitude : 32°57.3'
Village : Mbimba
Date : 9.10.1980
Profile no : 168Latitude : 8°25.9'Longitude : 32°31.4'Village : KinaraweneDate : 27.1.1981
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Profile no : 170
Latitude : 9°01.1'
Longitude : 32°58.7'
Village : Mbozi Mission
Date : 30.9.1980
Profile no : 171
Latitude : 9°01.9'
Longitude : 32°55.9'
Village : Mbozi Mission
Date : 8.12.1980
Profile no : 172
Latitude : 8°4 2.1'
Longitude : 32°10.4'
Village - : Mkutano
Date : 13.11.1980
G E O E L E C T R I C S O U N D I N G S REGION: MBEYA
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Profile no : 173
Latitude : 8°24.3'
Longitude : 32°22.2'
Village : Mpapa
Date : 28.1.1981
Profile no : 174
Latitude : 9°
Longitude : 32°
Village
Date
: Mpemba
: 11.11.1980
Profile no : 178
Latitude : 9°16.2'
Longitude : 32°49.1"
Village : Mpemba
Date : 14.5.1981
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Profile no
Latitude
Longitude
Village
Date
179
Nkangamo
15.11.1980
Profile no : 180
Latitude : 9°14.5"
Longitude : 32°37.5'
Village : Nkangamo
Date 15.10.1980
Profile no
Latitude
Longitude
Village
Date
181
Nzoka
13.11.1980
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Profile no
Latitude
Longitude
Village
Date
182
Rungwa
30.9.1980
8°51.8'
Profile no : 183
Latitude
Longitude : 32U59.4'
Village : Rungwa
Date : 30.9.1980
Profile no : 184
Latitude : 8°2
Longitude : 32°
Village
Date
: Sawanyambe
: 27.1.1981
G E O E L E C T R I C S O U N D I N G S
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Profile no : 185
Latitude : 8°57.1'
Longitude : 33°10.2'
Village : Senjele
Date : 2.10.1980
Profile no : 186
Latitude : 8°5
Longitude
Village
Date
: 3 3°10.3'
: Senjele
: 2.10.1980
Profile no : 187
Latitude : 9°18.8'
Longitude : 32°46.3'
Village : Tunduma
Date : 8.10.1980
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Profile no : 188
Latitude : 9°18.6I
Longitude : 32°47.3"
Village : Tunduma
Date : 9.10.1980
Profile no : 190
Latitude : 9°05.2'
Longitude : 32°56.3"
Village : Vwawa
Date : 10.4.1981
Profile no : 191
Latitude : 9°05.2'
Longitude : 32°56.3'
Village : Vwawa
Date : 9.4.1981
,1.p 1 >.. 1 ,. 1
Profile no :Latitude :
Longitude
Village :
Date :
l»i
9°02.4'
33°35.8'
Idweli
1.4.1981
I » ' I
Profile no :Latitude :
Longitude :
Village :
Date :
194
9°02.8"
33°35.6'
Idweli
1.4.1981
C O N S T A N T S E P A R A T I O N T R A V E R S E S . R E G I O N : M B E Y A
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500 100
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Longitude
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Date
121 A
Maraba
29.4.81
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Traverse no
Latitude
Longitude
Village
Date
121 B
8°03
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Mamba
29 . . 4 .
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81
C O N S T A N T S E P A R A T I O N T R A V E R S E S R E G I O N : M B E Y A
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Traverse no :
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133
35°58.9'
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Mbebe
20.11.80
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Traverse no :
Latitude :
Longitude :
155 A Village
Date
Chiwanda
22.4.81
C O N S T A N T S E P A R A T I O N T R A V E R S E S REGION: MBEYA
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155 B
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Traverse no :Latitude :
Longitude :
Village :
Date :
165
9°05.32°57.Mbimba
2 8 . 1 1 .
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80
C O N S T A N T S E P A R A T I O N T R A V E R S E S REGION: MBEYA
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Latitude
Longitude
900 400 900 tot 700 »«0 (00 1*00 1100 1200 1300 1400
DISTANCE ln>)
169 Village
Date
Mbozi
8.12.80
0 100 200 300 400 900 (00
Traverse no :Latitude :
Longitude :
Village :
Date :
1769°16.2
32°49.1
Mpemba
8.4.81
C O N S T A N T S E P A R A T I O N T R A V E R S E S REGION: MBEYA
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Longitude :
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Date :
177
9
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°15.6°50.2
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Longitude :
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Date :
189
9°03.5
32°57'Vwawa
S.4 .81
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C O N S T A N T S E P A R A T I 0 N T R A V E R S E S REGION: MBEYA
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Traverse no :
Latitude :
Longitude :
Village :
Date :
1929°02.4
33°35.6
Idwell
6.4.81
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Profile no : 201
Latitude : 7°4 7.5'
Longitude : 35°10.9"
Village : Idodi
Date : 30.4.1981
Profile no : 202
Latitude ' : 7°4 9.4'
Longitude : 35°06.9"
Village : Mapogoro
Date : 30.4.1981
Profile no : 203
Latitude : 7°39.7'
Longitude : 35°22.3'
Village : Mloa
Date : 28.4.1981
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Profile no : 204
Latitude : 7°35.7"
Longitude : 35°22.8'
Village : Mafruto
D a t e : 29.4.1981
Profile no :
Latitude
Longitude :
Village :
Date :
205
7°43
35°32
Nzihl
28.4.
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1981
Profile no : 206
Latitude : 10°29.0'
Longitude : 34°4 2.9'
Village : Ngerenge
Date : 5.12.1980
S E I S M I C P R O F I L E S REGION: IR1NGA
TRAVEL TIME DIAGRAM ;
O i l
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TRAVEL TIME
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IMTERPRCMTIQN :
Profile no : 207
Latitude : 8°14.8'
j Longitude : 35°15.7'
I Village : Ndoiezi
Date : 31.3.1981
Profile no : 208
Latitude
Longitude
Village : Ilembula
Date : 17.12.1980
8°53.6'
34°34.4'
Profile no :
Latitude :
Longitude :
Village :
Date :
209
9°16.3'
35°00.4'
Kidegembye
4.6.1981
RUVUMA
S E I S M I C P R O F I L E S REGION: RUVUMA
TRAVEL
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MTERPflEiAliCN
TRAVEL
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DIAGRAM
2 •
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Profile no : 301
Latitude : 10°33.3'
Longitude : 34°37.5'
Village : Lituhi
Date : 24.6.1981
Profile no : 302
Latitude : U°18.0'
Longitude : 34°50.5'
Village : Mbamba Bay
Date : 23.6.1981
Profile no : 303
Latitude : 1O°5O.2"
Longitude : 35°00.7'
Village : Mbinga
Date : 23.6.1981
e n
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TRAVEL TME
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DIAGRAM
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TRAVEL T»C
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INTERPRETATION .
Profile no : 304
Latitude : 10°32.7'
Longitude : 34°57.3'
Village : Rvanda
Date : 24.6.1981
Profile no : 305
Latitude
Longitude
Village : 4 0 km from Songea
Date : 5.6.1981
10°21.3'
35°39.7-
Profile no : 306
Latitude : 10°31.6'
Longitude : 36°12.1'
Village : 80 km from Songea
Date : 16.6.1981
S E I S M I C P R O F I- L ' E S REGION: RUVUMA
Oi l
0 1 *
OH
00*
004
001
TRAVEL 1 mfc 01AORAM
-
C C K M l O l O M T O B f O W O i *
INTERPRETATION :
l f t , . i T O - X ' * * * - .
TRAVEL TIME DIAGRAM
\ ' j i
• i • i •
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' I.' »* K K K. 77 K «( W 170 i l i ' M
INTERPRETATION
Profile no : 307
| Latitude : 9°56.5"
I Longitude : 35°37.6'
: Village : 95 km from Songea
! Date : 5.6.1981
Profile no : 308
Latitude : 10°406'
Longitude : 35°35.3'
Village : Songea Airport
Date : 25.6.1981
Profile no : 309
Latitude : 10°19.0'
Longitude : 36°15.0'
Village : Likuyu
Date : 19.6.1981
J CO.
TRAVEL T M I L)
: | | • 1
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NTERPOETAtlON INTERPRETATION
Profile no : 310
Latitude : ll°03.8'
Longitude : 36°02.9'
Village : Lukirawa
Date : 18.6.1981
Profile no : 311
Latitude : 10°17.8'
Longitude : 36°06.0'
Village : Mgombasi
Date : 19.6.1981
Profile no : 312
Latitude : 11°31.8'
Longitude : 35°25.9'
Village : Mitomoni
Date : 22.6.1981
S E I S M I C P R O F I L E S REGION: RUVUMA
an
Oil
Ol i
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TRAVEL
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DIAGRAM
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TRAVEL
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IME OtAORAM
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WTFIMKWIW
Profile no : 313
Latitude : ll°05.7'
Longitude : 35°29.1'
Village : Mkayukayu
Date : 22.6.1981
Profile no : 314
Latitude : 10°4 3.0'
Longitude : 36°01.2'
Village : Mkongo
Date : 18.6.1981
Profile no : 315
Latitude : 9°54.4'
Longitude : 35°34.4'
Village : Rutukira
Date : 5.6.1981
IRAVEl
n
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TRAVEL TIME DUOftAMr
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INTERPRETATION :
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4-1• >>>• • • a
INTEKfMCWO) :
Profile no : 316
Latitude : 10°45.2'
Longitude : 36°33.4"
Village •• 144 km from Songea
Date •• 16.6.1981
Profile no : 317
Latitude : ll°05.9'
Longitude : 37°19.3'
Village : Kitanda
Date : 12.6.1981
Profile no : 318
Latitude : 10°49.8'
Longitude : 37°4 6.3'
Village : Mindu
Date : 11.6.1981
S E I S M I C P R O F I L E S REGION: RUVUMA
TRAVEL TIME DIAGRAM ;
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INTERPRETATION :
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INTERPRETATION ^ INTERPRETATION :
Profile no : 319
Latitude : 10°55.3'
; Longitude : 37°56.1'
; Village : Mkowelai
j Date : 11.6.1981
Profile no : 320
Latitude : 11°14.8'
Longitude : 37°33.4'
Village : Mtwaro
Date : 13.6.1981
Profile no : 321
Latitude : 11°11.5'
Longitude : 37°16.0'
Village : Mtola
Date : 12.6.1981
0 0 (
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INTERPRETATION - INTERPRETATION : INTERPRETATION
Profile no : 322
Latitude : 10°52.4'
Longitude : 37°4 3.8'
Village : Mtonya/Paheani
Date : 11.6.1981
Profile no : 323
Latitude : 10°51.2'
Longitude : 37°31.5'
Village : Namakarabale
Date : 10.6.1981
Profile no : 324
Latitude : 10°57.0'
Longitude : 37°14.4'
Village : Nandembo
Date : 15.6.1981
S E I S M I C P R O F I L E S REGION: RUVUMA
TRAVEL
+
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J
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1 1 •
DIAGRAM
l
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TRAVEL
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DIAGRAM
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1 •
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Profile no : 325
Latitude : 10°4 5.4'
longitude : 36°57.1'
Village : Matemango
Date : 15.6.1981
Profile no : 326
Latitude
Longitude
Village : Namakungwa
Date i 15.6.1981
10°42.0'
36°54.5'
ll°06.3'
Profile no : 327
Latitude
Longitude : 37u27.0"
Village : Namasakata
Dote : 13.6 .1981
O i l
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INTERPRE1ATI0N :
^ .Kt- v, .in-'*«
Profile no : 328
Latitude : 10°23.5-
Longitude : 37°21.5'
Village : Ngwanga
Date : 12.6.1981
Profile no :
Latitude :
Longitude :
Village :
Date :
329
Puchapucha
10.6.1981
Profile no : 330
Latitude : 10°55.4"
Longitude : 37°24.2'
Village : Nalywale/Sagula
Date : 10.6.1981
S E I S M I C P R O F I L E S REGION: RUVUMA
0 3 6
B i t
Oi l
Oi l
aet
r RAVEL TIME
r
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DUORAM
1 a • =D a a •a e
« K M l O « w n B M
INTERMEWION :
Profile no : 331
Latitude
Longitude : 37°58.1'
Village : Tinginya
Date : 11.6.1981
MBEYA
S E I S M I C P R O F I L E S REGION: MBEYA
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TRAVEL T N
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ff^TERPflETATION : NTC0PACUTIOM '
Profile no : 101
Latitude : 9°05.4'
Longitude : 32°56.3'
Village : Vwawa
Date : 24.4.1981
Profile no : 102
Latitude : 9°05.4'
Longitude : 32°56.3'
Village : Vwawa
Date : 24.4.1981
Profile no :
Latitude :
Longitude :
Village :
Date :
103
9°05
32°56
Vwawa
2 4 . 4 .
. 4 '
. 3 '
1981
1—1~?—'—i~•
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MTtRPRETATKM :
Profile no : 104
Latitude : 9°0 5.4'
Longitude : 32°56.3'
Village : Vwawa
Date : 24.4.1981
Profile no :
Latitude :
Longitude :
Village :
Date :
105
9°05
32°56
Vwawa
2 4 . 4 .
. 4 '
. 3 '
1981
Profile no :
Latitude :
Longitude :
Village :
Date :
106
9°05
32°56
Vwawa
2 3 . 4 .
.4 '
. 3 '
1981
S E I S M I C P R O F I L E S REGION: MBEYA
TRAVEL
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DIAGRAM
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Profile no : 107
Latitude : 9°05.4'
Longitude : 32°56.3'
Village : Vwawa
Date : 16.4.1981
Profile no : 108
Latitude : 9°21.0'
Longitude : 32°59.1'
Village : Mbebe
Date : 19.11.1980
Profile no : 109
Latitude : 9°C
Longitude : 32°5
Village
Date
: Vwawa
: 10.04.1981
on
cu
f m e
30*
TRAVEL
i
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»«. DIAGRAM
1 i ' ; i :;
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TRAVEL TIME DIAGRAM:
KTERPftETATION -
i ' 1-r-H—
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. i 1 : ; • 1 • 1 1 '
1
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>NTFPPRETATlQN *•
Profile no : 110
Latitude : 9°05.4'
Longitude : 32°56.3'
Village : vwawa
Date : 10.04.1981
Profile no : 111
Latitude : 9°02.4'
Longitude : 33°36.0'
Village : Idweli
Date : 10.04 .1981
IRINGA
GAMMA
Increasing radiation
CALIPER
Inch4 6 6 1012 14
RES. NORMAL
Ohm m1000 2000
SELF POTENTIAL
+ mV +20 10 10 20
SAMPLE
DESCRIPTION
10
20
30
40
50
60
70
Electrode spacing3.0 m
Alluvial toil red
Waathered hornblendegneiet
fiiotita hornblendegneist
Region
District
Village
BH NO.
CCKK No.
Iringa
Iringa
Nzihi
3/81
ID 2
GAMMA
Increasing radiation
SELF POTENTIAL
^ mV +•400 200 0 200 400
RES. NORMAL
Ohm m1000 2000
RES. LATERAL
Ohm m1000 2000
SAMPLE
DESCRIPTION
10
20
30
40
50
60
70
Electrode spacing
0.8 m
' '
w Sandy toil, red
Water level
Coarii angularalluvium
btottt*gneiss
B+ ++
RegionDistrict
Village
BH No.
CCKK No.
: Iringa: Iringa
: Nzihi
: 4/81
: ID 3
RUVUMA
Region
District
Village
BH No.
CCKK No.
Ruvuma
Songea
Hanga River
253/81
RD 1
zI-0.LUa
Metres
GAMMA
Increasing radiation
- * •
RES. NORMAL
Ohm m0 100 200 300 W
SAMPLE
DESCRIPTIONS
Electrode spacing
0,1 m
10
20
30
40
50
60
ITTT ~ T
TTTLZX
T ~ T
I . I
I T T
171
Fine clayey siltstoneand very fine sandstone
Dark brown mudstone,reddish brown micaceoussiltstone
Grey siltstone, veryfine sandstone andmudstone
RegionDistrict
Village
BH No.
CCKK No.
: Ruvuma: Songea
: Gumbiro
: 254/81
: RD 2
aUJ
oMetres
GAMMA
Increasing radiation
RES. NORMAL
Ohm m
0 500 1000
RES. NORMAL
Ohm m
100 200
SAMPLE
DESCRIPTIONS
Electrode spacing
3,0 m
Electrode spacing
0,8 m
1 0
20
3 0
40
50
6 0
r~TT~T
Red varigatedsand and arkoses
Red mottled claystone
Red medium-coarsearkose
Mottled red yellowclayey sandstone
Grey claystone
Red variable arkosesand sandstones withoccasional conglomeratehorizon
RegionDistrict
Village
BH No.
CCKK No.
: Ruvuma: Songea
: Mtukano
: 255/81
: RD 3
Q.UJQ
Metres
GAMMA
Increasing radiation
RES. NORMALOhm m
1000 2000
RES. NORMALOhm m
0 200 400 600
<a.V)
SAMPLE
DESCRIPTIONS
Electrode spacing
0,8 m
Electrode spacing
3,0 m
10
20
30
40
50
T ~ T
t+ +
+
Fine very clayey Irlablesandstone
Fine grained well sortedmicaceous sandstone
Greenish very biotitcrich sand
Grey biotite and quartzrock weathered
Feldspatic granite withminor micas
Region
District
Village
BH No.
CCKK No.
Ruvuma
Tunduru
Ndenyende
256/81
RD 4
RES. NORMAL SAMPLE
DESCRIPTIONSOhm m
1000 2000
Increasing radiation
Electrode (pacing0,8 m
Red laterltlc clayeyaand
Rad madium coarse aand
Flna - madium aand withweathered taldspara
Reddish clayayconglomarata
Madium - fine wallsorted sandstone
Region
District
Village
BH No.
CCKK No.
Ruvuma
Tunduru
Nandembo
258/81
RD 6
Metres
SAMPLE
DESCRIPTIONS
50
60
Red sandy clayeylaterite
Light red coarsegrained conglomerate
Very lateritic clay withquartz and weatheredfeldspars
Red clayey quartz sandwith occasionalfeldspars
Soft sticky clay withquartz and weatheredfeldspar sand
Region
District
Village
BH No.
CCKK No.
Ruvuma
Tunduru
Sisikwasisi
260/81
RD 8
z0.UJ
oMeirm
GAMMA
Increasing radiation
SAMPLE
DESCRIPTIONS
10
20
30
40
50
I60
70
'////A
%
%
W
/ / •
Orango brown limonlticclay
Red clayey tands
Grey plastic kaollnitlcclay
Red plastic clay
Grey plastic clay
Red plastic sandy clayand clayey sands
Yellow brown mediumcoarso quartz sand
Region
District
Village
BH No.
CCKK No.
Ruvuma
Tunduru
Sisikwasisi
261/81RD 9
SAMPLE
DESCRIPTIONS
10
20
30
40
50
60
Red sandy laterlte soil
Orange/brown llmonlticsand
Clayey sand with veryweathered feldspars
Very clayey sand withvery weatheredfeldspars
Red granular quartzmica and feldsparsweathered
-do, but fresh rock
70
Region
District
Village
BH No.
CCKK No.
Ruvuma
Tunduru
Namiungo
262/81
RD 10
oMetres
GAMMA
tncraating radiation
RES. NORMALOhm m
0 10OO0 20000
RES. NORMALOhm m
C 10000 70000
SAMPLE
DESCRIPTIONS
10
20
30
40
50
6 0
70
80
Electrode spacing
0.8 m
Electrode spacing
3.0 m
Red
8utt clay and sand withbiotite
Greenish butt clayey
Greenish grey quartzand mica sand
Ouart2. biotite gneiss.no feldspar
Region
District
Village
BH No.
CCKK No.
Ruvuma
Tunduru
Majimaji
263/81
RD 4
GAMMAQ.UJQ
MetresIncreasing radiation
RES. NORMAL
Ohm m0 200 400
<<
V)
SAMPLE
DESCRIPTIONS
10
20
30
40
Electrode spacing0,1 m
Brown clayey sand
Yellow sand
Red sandstone
Fine clayey sand
Red sandy marl
Region
District
Village
BH No.
CCKK No.
Ruvuma
Songea
Hanga River
269/81
RS 6
MBEYA
Region
District
Village
BH No.
CCKK No.
Mbeya
Mbozi
Mbozi Mission
25/81
Appendix U
Springs.
IRINGA
IRINGA REGION
VILLAGE DISTRICTREG.NO.
DATE OFVISIT
YIELD(I/a)
COMMENTS
Bulongwa
Chamndindi
Ibaga
Ibumila
Idegenda
Idende
Idihani
I dun da
Idundilaga
Igagala
Igeleke
Igolwa
Igoma
Igombavanu
Igumbilo
Ihalula
Ihanga
Ihawaga
Ihimbo
Ikuna
Ikuvilo
Ikuvo
Ilininda
Image
Imalilo
Imalinyi
Ipalamwa
Ipelele
Ipepo
Ipilimo
Isupilo
Itambo
Itandula
Itulike
Itundu
Itunduma
Makete
Iringa
Iringa
Iringa
Iringa
Makete
N j ombe
Iringa
Nj ombe
Nj ombe
Mufindi
Makete
Nj ombe
Mufindi
Iringa
Njombe
Makete
Mufindi
Iringa
Njombe
Iringa
Makete
Ludewa
Nj ombe
Nj ombe
Njombe
Iringa
Makete
Makete
Mufindi
Iringa
Nj ombe
Nj ombe
Njombe
Ludewa
Njombe
495
k3
30U
527
222
595
575
203
362
51*
1+31
196
313
UOT322
281
32U
U06
227
532
260
33U
10U
67
357201
166
198
59U
122
23
63
399
190
83
377
15.06.8l
O7.O8.8O
23.06.8l
27.02.81
21.07.80
l6.06.8l
O6.11.8O
25.09.80
ok.09.80
09.09.80
15.10.80
10.06.8l
10.09.80
12.11.80
ll.06.8l
10.09.80
09.06.8l
18.03.81
30.07.80
09.09.80
O6.O8.8O
13.08.8l
17.01.81
26.02.81
2U.06.8l
05.10.81
3O.O6.8O
05.06.8l
10.06.8l
15.0U.8l
18.07.80
2U.02.8l
03.02.81
25.09.80
15.01.81
03.0U.8l
0.U
0.0
NA
0.1
2.5
NA
0.1
0.5
0.5
U.O
0.2
0.U
0.5
2.0
2.0
0.3
1.0
0.5
1.0
0.U
10.0
0.0
0.1
0.5
0.0
1.0
l.U
NA
1.0
0.5
83.0
0.2
0.1
0.5
0.1
0.3
VILLAGE
Iwungilo
Iyoka
Kidegembye
Kidope
Kigala
Kigulu
Kihesa/Mgagao
Kiyombo
Kikombwe
Kikondo
Kilanji
Kiliminzowo
Kilolo
Kingole
Kitula
Kitumbuka
Lima
Limage
Lole
Ludende
Ludilu
Lugavo
Lugenge
Lupande
Lupombwe
Lusitu
Luvulunge
Madege
Madihani
Madilu
Madunda
Mafinga
Magunguli
Maholongwa
Mahongole
Mahulu
DISTRICT
Njombe
Makete
N j ombe
Makete
Makete
Makete
Iringa
Njombe
Iringa
Makete
Makete
Mufindi
Iringa
Ludewa
Makete
Iringa
Njombe
Njombe
Njombe
Ludewa
Mufindi
Makete
Njombe
Ludewa
Makete
Njombe
Makete
Iringa
Makete
Ludewa
Njombe
Njombe
Mufindi
Ludewa
Njombe
Makete
• IRINGA
REG.NO.
315
312
68
3 3
336
570
180
318
29
592
591
kk6
5
227
585
U85
808
271
588
91
323
556
367
93
597
366
598
165
310
96
9h
578
U35
107
52U
311
REGION
DATE OFVISIT
Oil.11.80
19.O6.8l
O8.O9.8O
10.06.8l
111. 08.81
O9.O7.8l
2U.07.80
ll.O6.8l
O5.O8.8O
0*1.06.81
l8.O6.8l
l8.03.8l
30.07.80
20.11.80
l8.O6.8l
26.08.80
26.02.81
IO.O9.8O
09.09.80
111. 01. 81
12.O6.8l
17.O6.8l
09-09.80
OU.12.80
12.06.8l
O6.11.8O
ll.O3.8l
25.07.80
l8.O8.8l
17.01.81
Oil.12.80
23.O6.8l
08. Oil. 81
111. 01.81
l6.O3.8l
17.08.8l
YIELD(1/s)
0.2
0.2
0.5
NA
NA
7-0
2.0
0.1
2.5
k.O
0.1
0.1
1.0
0.1
0.1
0.3
0.2
0.5
0.5
0.1
1*0.0
0.2
10.0
O.ii
0.3
5-0
0.5
1.0
NA
0.1
0.3
0.0
1.0
0.1
0.2
0.2
COMMENTS
i| springs
3 springs
2 springs
VILLAGE
Makangalawe
Makewe
Makoga
Makwalanga
Malanduku
Malembuli
Maleutsi
Mapanda
Mapogoro
Masege
Masisiwe
Matenga
Matinganjola
matola
Mavala
Mawambala
Mbalatse
Mbanga
Mbega
Mbela
Mdasi
Milo
Misiwa
Miva
Mj imwema
Mlevela
Mlondwe
Mlowa
Moronga
Mtulingala
Muwimbi
Mwakauta
Ndapo
Ndulamo
Ng'anda
Ng'ang'ange
DISTRICT
Makete
Makete
N j ombe
Makete
Makete
Makete
Makete
Mufindi
Iringa
Iringa
Iringa
Makete
Njombe
Nj ombe
Ludewa
Iringa
Makete
Makete
Nj ombe
Makete
Njombe
Ludewa
Makete
Nj ombe
Nj ombe
Nj ombe
Makete
Njombe
Njombe
Nj ombe
Iringa
Makete
Makete
Makete
Nj ombe
Iringa
IRINGA
REG.NO.
300
56952
560
596
565298
1+63
87810
325
337
295
288
92
32
319
559
5U5330
57781+
3 5
363
3U2
533
329
521
200
520
22
3UU
567
307
1+03
259
REGION
DATE OFVISIT
2k.06.81
O5.O6.8l
2k.06.81
10.06.8l
ll.O6.8l
2U.06.8l
2U.06.8l
15.12.80
15.01.81
25.07.80
10.06.8l
lU.08.81
O8.O9.8O
23.08.80
15.01.81
25.07.80
12.06.8l
05.06.81
06.ll.80
ll.O8.8l
25.O6.8l
lU.01.8l
O5.O6.8l
06.ll.80
05.09.80
26.09.80
10.08.81
17.03.81
23.06.8l
17.O3.8l
21.07.80
09.06.8l
19.O6.8l
ll.O3.8l
2U.06.8l
1O.O8.8O
YIELD(1/s)
U.o0.5
0.5
NA
NA
1.0
0.1
0.1
0.1
2.0
0.9
NA
0.5
0.5
0.1
NA
0.1
NA
0.2
2.5
0.0
0.5
NA
0.2
NA
0.5
5.0
0.5
1.0
0.2
2.6
NA
0.0
0.5
0.0
167.0
COMMENTS
2 springs
IRINGA REGION
VILLAGE DISTRICTREG.NO.
DATE OFVISIT
YIELD
(1/s)COMMENTS
Ng* ingula
Ngoje
Nhungu
Ninga
Njoomlole
Nkenja
Nundu
Nyamande
Nyave
Nyigo
Nyombo
Nzivi
Peluhanda
Tambalang'ombe
Ubiluko
Udumuka
Ugesa
Uhekule
Ujindile -
Ujuni
Ukemele
Ukwama
Ukwega
Ulembwe
Uliwa
Unyang'oro
Unyangala
Usalule
Usililo
Usungilo
Utalingoro
Utanziwa
Utelewe
Utengule
Utengule
Iringa
Makete
Makete
Njombe
N j ombe
Makete
Njombe
Njombe
Nj ombe
Mufindi
Njombe
Mufindi
Njombe
Mufindi
Makete
Iringa
Mufindi
Njombe
Nj ombe
Makete
Mufindi
Makete
Iringa
Njombe
Njombe
Makete
Makete
Njombe
Makete
Makete
Nj ombe
Makete
Njombe
Iringa
Nj ombe
1^
571
326
528
I+98
561
1+79
UT866
131
l+7>+
U22
U81
1+18
3U6
136
131+
76
350
335
U55
195
1+86
1+71
311+
568
599
555
1+91+
513
551+
586
1+75
1+9
309
O8.O7.8O
20.06.8l
19.06.8l
09.09.80
ll.09.80
O1+.O6.81
03.09.80
17.03.81
25.02.81
l8.O3.8l
O6.O9.8O
29.09.80
O6.O9.8O
12.11.80
10.o6.8l
ll+.0l+.8l
13.10.80
21+.06.81
25.06.8l
O1+.O6.81
i7.03.81
09.06.8l
01.07.80
O8.O9.8O
01+.11.80
09.06.8l
17.08.8l
O6.O8.8O
l6.06.8l
25.06.8l
O8.O9.8O
17.06.8l
2U.06.8l
29.07.80
18.06.81
NA
0.0
0.02
0.5
0.3
NA
0.5
0.2
0.2
0.5
0.5
10.0
0.5
0.3
15.0
0.5
0.1
0.0
0.0
1.0
0.5
0.1
0.1+
0.3
1.0
NA
1.1+
NA
0.1+
0.2
0.3
0.1+
0.0
0.3
0.5
IRINGA REGION
VILLAGE DISTRICT REG.NO.
DATE OFVISIT
YIELD(1/s) COMMENTS
Utilili
Utweve
Vikula
Wami/Mbalwe
Wikichi
Winome
Ludewa
Makete
Mufindi
Mufindi
Njombe
Iringa
278
581
505
i+53
53
536
l6.01.8l
09.06.8l
lU.10.80
15.10.80
Oi+.O9.8O
29.07.80
0.5
3.0
0.2
0.2
NA
1.5
RUVUMA
RUVUMA REGION
VILLAGE DISTRICTREG.NO.
DATE OFVISIT
YIELD(1/s)
COMMENTS
Buruma
Changarawe
Chemuchemu
Chengena
Chikomo
Chilundundu
Chinula
Chiwana
Fundimbanga
Gumbiro
Hulia
Ifinga
Igawisenga
Ilela
Kagugu
Ka j ima
Kidodoma
Kigonsera
Kihagara
Kihangi/Makuha
Kiherekete
Kihongo
Kikolo
Kilagano
Kilindi
Kilosa
Kingirikiti
Kipapa
Kitalo
Kitanda
Kitanda
Kitani
Langiro
Legezamwendo
Libango
Mbinga
Tunduru
Tunduru
Songea
Tunduru
Tunduru
Mbinga
Tunduru
Tunduru
Songea
Tunduru
Songea
Songea
Mbinga
Mbinga
Tunduru
Tunduru
Mbinga
Mbinga
Mbinga
Mbinga
Mbinga
Mbinga
Songea
Mbinga
Mbinga
Mbinga
Mbinga
Tunduru
Mbinga
Mbinga
Tunduru
Mbinga
Tunduru
Songea
212
kh
305
98
2
9
165
3
257
82
268
285
90
216
2H2
57
37
2l+5
17U
227
210
219
21+1
111*
22U
279
213
222
39
16
103
13
221
255
801
10.06.8l
20.06.8l
30.05.81
15.01.81
O6.O8.8l
07.08.81
20.05.81
O6.O8.8l
19.06.81
31.07.81
23.06.8l
30.07.81
29.07.81
21.08.81
13.05.81
22.06.8l
l8.O6.8l
30.07.81
19.08.81
26.08.81
O9.O6.8l
12.06.8l
11+.O5.81
27.03.81
25.08.81
21.05.81
O9.O6.8l
ll.O6.8l
l8.06.8l
02.06.8l
ll4.02.8l
10.08.81
ll.06.8l
17.O6.8l
30. Oil. 81
0.2
1.0
0.1
0.3
2.0
0.5
0.5
3.0
0.5
0.0
0.0
0.2
3.0
5.0
0.5
1.5
0.2
0.2
1.5
5.0
0.5
0.5
20.0
1.0
2.0
0.2
1.0
O.k
0.5
0.5
0.3
8.0
0.2
0.1
0.1
RUVUMA REGION
VILLAGE DISTRICTREG.NO.
DATE OFVISIT
YIELD
(1/3)COMMENTS
Lilambo
Lipaya
Lipepo
Lipumba
Litapwasi
Litola
Litumba/Kuhamba
Litumbandyosi
Liweta
Liyangveni
Longa
Luhangarasi
Lusonga
Luwaita
Lwinga
Magazini
Maguu
Mahenge
Malungu
Mandepwende
Mango
Mapera
Mapipili
Maposeni
Masuguru
Matemanga
Matepwende
Matepwende
Mateteleka
Matiri
Maweso
Mbangamao
Mbati
Mbuju
Mbungulaj i
Songea
Songea
Tunduru
Mbinga
Songea
Songea
Mbinga
Mbinga
Songea
Songea
Mbinga
Mbinga
Songea
Mbinga
Songea
Songea
Mbinga
Mbinga
Mbinga
Songea
Mbinga
Mbinga
Mbinga
Songea
Tunduru
Tunduru
Songea
Songea
Songea
Mbinga
Songea
Mbinga
Tunduru
Mbinga
Tunduru
122
139
11
238
138
99
183
190
283
800
201
208
132
230
108
59
217
303
27U
110
172
218
225.
123
112
1+3
63
72
91
223
92
239
6
198
1+2
13.03.81
l6.10.80
07.08.81
21.02.81
O8.Ol.8l
O7.OU.8l
29.10.80
2U.10.80
lH.10.80
O8.Ol.8l
15.05.81
O9.O6.8l
2U.03.8l
19.02.81
29.05.81
O6.O5.8l
10.06.8l
02.12.80
2U.10.80
29.0U.8l
19.08.81
ll.O6.8l
27.08.81
03.03.81
29.0U.8l
20.06.8l
05.05.81
O9.OU.8l
22.0U.8l
25.O8.8l
22.0U.8l
13.05.81
O8.O8.8l
02.12.80
22.06.8l
1.0
1.5
0.2
0.3
2.0
0.5
0.3
5.0
NA
2.0
0.8
0.3
5.0
0.2
0.1
2.5
0.3
0.2
NA
1.0
0.3
0.1
3.0
0.3
0.3
1.0
0.5
0.5
NA
2.0
1.0
0.5
5-0
0.2
3.0
RUVUMA REGION
VILLAGE DISTRICTREG.NO.
DATE OFVISIT
YIELD(1/s)
COMMENTS
Mchomoro
Mgombasi
Mikalanga
Milonj i
Minazini
Misyaje
Mkalanga
Mkali
Mkasale
Mkoha
Mkolola
Mkongo
Mkongotema
Mkumbi
Mlingoti
Molandi
Mpandangindo
Mpapa
Mputa
Msagula
Msisima
Mtama
Mtyangimbole
Muhuwesi
Mwanamonga
Mwangaza
Nahoro
Nakawale
Nakayaya
Nalasi
Naluwale
Namakungwa
Nambecha
Nampungu
Namwinyu
Nang'ombo
Songea
Songea
Mbinga
Songea
Songea
Tunduru
Mbinga
Mbinga
Tunduru
Mbinga
Tunduru
Songea
Songea
Mbinga
Tunduru
Tunduru
Songea
Mbinga
Songea
Tunduru
Songea
Mbinga
Songea
Tunduru
Songea
Songea
Songea
Songea
Tunduru
Tunduru
Tunduru
Tunduru
Songea
Tunduru
Tunduru
Mbinga
107
105
2lU
65
109
25*+
301+
I69
310
220
Ik
9k
85200
290
1+
lU9
209
81
31
62
236
83
30
128
229
295
95
293
10
58
1+6
101+
36
i+5
162
29.OU.8l
28.0U.8l
21.08.8l
06.05.8l
29.OU.8l
08.08.8l
15.05.81
20.08.8l
01.06.8l
ll.06.8l
10.08.8l
lU.0l.8l
23.oU.8l
lU.05.8l
l2.08.8l
l0.08.8l
13.10.8l
09.06.81
13.02.81
29.05.8l
05-05.81
22.02.81
31.0T.8l
28.05.81
13.03.81
15.0l.8l
30.03.81
lU.01.81
ll.08.8l
08.08.81
18.06.81
23.06.81
28.0U.8l
18.06.81
23.o6.8l
21.05.8l
0.3
0.5
5-9
0.5
0.1
3.0
0.5
0.2
0.5
3.0
1.0
3.0
0.3
0.5
0.1
1.0
0.1
0.8
0.5
3.0
0.5
0.3
0.2
3.0
5.0
0.1
0.5
1.0
1.0
0.2
0.5
U.O
0.3
0.2
U.O
0.5
RUVUMA REGION
VILLAGE DISTRICTREG. DATE OF YIELDNO. VISIT (1/s)
COMMENTS
Nasya
Ndenyende
Ndondo
Ndunduwalo
Njalamatata
Nyoni
Parangu
Raha Leo
Likuyu/Sekamanganga
Sepukila
Sisi Kwa Sisi
Tingi
Tumbi
Ukata
Uzena
Tunduru
Tunduru
Mbinga
Songea
Songea
Mbinga
Songea
Tunduru
Songea
Mbinga
Tunduru
Mbinga
Mbinga
Mbinga
Mbinga
3k
2U9
119
91
207
129
1+1
113
2U3
29
251
173
206
2U0
02.06.8l
19.06.8l
23.10.80
12.03.81
lU.01.8l
09.06.8l
11.03.81
22.06.8l
28.0H.8l
28.08.81
3O.O5.8l
25.10.80
19.08.8l
13.05.81
lU.05.8l
2.0
0.6
0.5
0.5
2.0
0.5
NA
0.0
0.1
2.0
0.3
NA
0.5
0.1
2.0
MBEYA
VILLAGE
Bagamoyo
Bujesi
Bukinga
Bumbigi
Bunyakikosi
Bwenda
Bwipa
Chembe
Chibila
Chilemba
Chizumbi
Galijembe
Hamwelo
Haporoto
Hatelele
Hezya
Ibaba
Ibembwa
Ibula
Ibumba
Ibungu
Ichesya
Idimi
Idiwili
Idunda
Igale
Igamba
Igamba
Iganduka
Igembe
Igogwe
Igumbilo
Ihowa
Ikama
Ikhoho
Ikinga
DISTRICT
Rungwe
Rungwe
Rungwe
Rungwe
Rungwe
Ileje
Ileje
Mbeya
Ileje
Ileje
Mbozi
Mbeya
Mbozi
Mbeya
Mbozi
Mbozi
Ileje
Mbozi
Rungwe
Rungwe
Rungwe
Mbozi
Mbeya
Mbozi
Mbozi
Mbozi
Mbozi
Rungwe
Mbozi
Rungwe
Rungwe
Mbeya
Mbozi
Rungwe
Mbeya
Ileje
MBEYA
REG.NO.
819
329
818
2kk
326
56
59
hi
5h
55
833
H+5U20
158
391
373
Uo1+78
315
320
310
505
160
38U
kok
376
khk
85^
HIT280
817
125
507
289
1U6
REGION
DATE OFVISIT
13.02.81
26.06.80
13.02.8l
13.O6.8O
22.10.80
lU.09.81
19.10.81
ok.03.81
Ik.09.81
O5.O3.8l
22.10.80
09.01.81
17.09.80
26.11.80
30.07.80
2k.02.81
l8.12.80
12.08.80
23.09.80
23.10.80
13.12.80
l6.O9.8O
26.11.80
22.07.80
21.07.80
l8.07.80
12.08.80
17.02.81
21.08.80
22.07.80
13.02.81
22.10.80
15.07.80
1O.O6.8O
22.12.80
20.01.81
YIELD(1/s)
0.0
NA
NA
0.3
0.0
0.
NA
NA
0.1
0.1
NA
0.0
20.0
0.U
2.0
NA
0.1
73.0
2.5
0.0
0.1
NA
0.3
NA
NA
NA
l.k
NA
0.3
0.2
NA
0.0
NA
0.6
0.0
0.5
COMMENTS
k springs
2 springs
VILLAGE
Ikomelo
Ikonya
Ikubo
Ilembo/Usafwa
I lima
Ilinga
Ilolo
Ilomba
Ipapa
Iponjola
Ipuguso
Ipunga
Ipyana
Isajilo
Isaka
Isalalo
Isange
Isenzanya
Isonso
Isumba/Kibole
Itaga
Itagata
Italazya
It ale
Itepula
Itete
Itula
Itumpi
Ivugura
Iwalanj e
Iwiji
Iyendwe
Izumbwe II
Izuo
Kafule
Kakozi
DISTRICT
Kejela
Mbozi
Rungwe
Mbeya
Rungwe
Rungwe
Rungwe
Mbozi
Mbozi
Rungwe
Mbozi
Mbozi
Mbozi
Rungwe
Rungwe
Mbozi
Rungwe
Mbozi
Mbeya
Mbozi
Mbeya
Rungwe
Mbeya
Ileje
Mbozi
Rungwe
Rungwe
Mbozi
Mbozi
Mbeya
Mbeya
Mbozi
Mbeya
Mbeya
Ileje
Mbozi
MBEYA
REG.NO.
519
1*65
276
831
350
290
317
1+62
1+33
298
272
398
56U
351
303
U18
2U2
393
556
278
170
291
88
27
1*58
297
3I+8
1+06
1+80
172
101+
1+91
97108
60
382
REGION
DATE OFVISIT
06.02.8l
l6.09.80
l8.02.8l
22.12.80
02.07.80
1O.O6.8O.
09.03.81
23.02.81
19.09.81
13.06.80
l8.02.8l
19.09.80
22.07.80
11+.01.81
28.12.81
19.09.80
12.06.80
08.01.8l
05.03.81
22.02.81
O8.1O.8O
11.06.80
09.02.81
l8.12.80
23.01.81
17.06.80
01.07.80
27.02.81
l6.09.80
23.12.80
02.07.80
28.01.8l
l8.12.80
l6.01.8l
21.01.81
31.10.80
YIELD(1/s)
NA
1.5
NA
0.1
NA
NA
NA
NA
1.3
NA
NA
1.0
0.8
30.0
0.1
1.0
6.0
NA
0.0
NA
NA
11.2
0.2
0.0
0.5
1.5
NA
NA
NA
NA
0.6
NA
0.2
0.6
0.1
0.5
COMMENTS
2 springs
2 springs
2 springs
VILLAGE
Kalembo
Kapugi
Kapyu
Kasyeto
Katundulu
Kifunda
Kilimansanga
Kitali
Kitema
Kiwanj a
Kyambambembe
Ludewa
Lufumbi
Lugombo
Lukata
Lulasi
Lupando
Lupepo
Luswiswi
Lwanjilo
Lwifa
Lyebe
Lyenj e
Mahenj e
Maj engo
Makongolosi
Malangali
Malolo
Maporomoko
Masebe
Mashese
Masoko
Masukulu
Mataaba
Matwebe
Mbagala
DISTRICT
Ileje
Rungwe
Rungwe
Rungwe
Rungwe
Rungwe
Rungwe
Rungwe
Rungwe
Chunya
Rungwe
Mbozi
Rungwe
Rungwe
Rungwe
Rungwe
Rungwe
Rungwe
Ileje
Chunya
Rungwe
Rungwe
Rungwe
Mbozi
Mbozi
Chunya
Ileje
Mbozi
Rungwe
Rungwe
Mbeya
Mbeya
Rungwe
Rungwe
Rungwe
Chunya
MBEYA
REG.NO.
292
271
35
3 7
261
557
251
267
3
357
h!9330
296
277
2*+l
371
309
58
167372
3i+0
308
375
511
2
51
390
510
325
527
87338
2U0
3U3
90
REGION
DATE OFVISIT
O5.O3.8l
1 .01.81
2i+.O9.8O
lit.01.81
01.07.80
17.02.81
26.09.80
l6.02.8l
25.09.80
21.01.81
2H.06.80
22.01.80
27.06.80
13.O6.8O
22.07.80
O6.O6.8O
26.06.80
11.12.80
14.09.81
13.05.80
02.10.80
11.09.80
12.12.80
18.O9.8O
06.02.8l
13.03.81
OU.O3.8l
19.09.80
06.02.80
10.06.80
26.11.80
09.02.81
27.05.80
l8.O6.8O
11.09.80
10.02.81
YIELD(1/s)
0.0
0.5
1.5
NA
NA
NA
NA
NA
NA
NA
0.0
0.3
NA
0.5
NA
20.0
NA
NA
0.2
NA
0.0
28.0
NA
NA
NA
0.0
NA
l.U
NA
0.3
1.0
1.3
k.k
G.k
2.0
0.8
COMMENTS
2 springs
VILLAGE
Mbawi
Mbugani
Mgaya
Mibula
Mkandami
Mlale
Mpanda
Mpande
Mpombo
Mpunguti
Msangaj i
Msanyila
Msiya
Mwabowo
Mwaka
Mwala
Mwasenkwa
Mwela
Nambala
Nambinzo
Ndandalo
Ngulilq
Ngulugulu
Njelenje
Nkangamo
Nkunga
Nsalala
Ntangano
Old Vwawa
Pashungu
Ruanda
Sakamwela
Sange
Sanje
Sheyo
Shiwinga
DISTRICT
Mbeya
Mbeya
Ileje
Rungwe
Mbeya
Ileje
Mbozi
Mbeya
Rungwe
Rungwe
Chunya
Mbozi
Mbozi
Mbeya
Mbozi
Mbeya
Mbeya
Mbeya
Mbozi
Mbozi
Kyela
Ileje
Ileje
Mbeya
Mbozi
Ileje
Mbeya
Mbeya
Mbozi
Mbeya
Mbeya
Mbozi
Ileje
Mbeya
Ileje
Mbozi '
MBEYA
REG.NO.
567523
1+8
353
6930
1+07
112
356
273
15U1+22
1+97
571
1+68
99
5Vr525
385
1*61
213
57
1+3
96
1+23
301
93
79
1+1+5
11*7
110
1+31+
52
111
37386
REGION
DATE OFVISIT
09.02.8l
16.O7.8O
19.12.80
Ik.01.81
19.ll.80
02.02.81
2U.02.8l
20.01.8l
21+.06.80
l8.02.8l
12.11.80
31.07.80
02.10.80
27.11.80
11+.O5.8O
10.02.8l
13.05.80
26.ll.80
O2.O3.8l
08.01.8l
20.02.8l
19.10.8l
O5.O3.8l
25.09.80
lU.05.80
20.06.80
06.03.8l
26.12.80
06.02.8l
ll.02.8l
l6.01.8l
l8.09.80
O5.O3.8l
08.12.80
l8.12.80
31.07.80
YIELD(1/s)
1.9
0.0
0.0
1+.0
NA
0.2
NA
0.2
11.0
0.0
0.0
2.0
0.1
0.8
2.8
0.7
6.5NA
0.0
0.3
NA
0.1
NA
0.5
0.5
NA
0.0
NA
2.5
0.0
0.3
NA
0.1
NA
3.0
l+.l
COMMENTS
2 springs
2 springs
MBEYA REGION
VILLAGE B I S E C T ff- " g ^ ™° COMKEKTS
Shizuvi
Simike
Sumbalwela
Swaya
Ukwile
Uwambishe
Wasa
Mbeya
Rungwe
Mbozi
Mbeya
Mbozi
Mbeya
89
299
1*63
155
U83
129
09.02.81
17.06.80
19.09.80
10.10.80
23.10.80
28.11.80
03.10.80
NA
0.1
2.0
NA
NA
0.5
3.6