UNITE DANISH INTERNATIONAL DEVELOPMENT.-AGENCY * DANIDA
8 2 4 LIBRARY :'•;•.; INTERNATIONAL REFERENCE CENTRE TZ.IR 82 FOR-COMMUNITY WATER SUPPLY AND SANITATION (IRC) WATER MASTER PLANS FOR IRINGA. RUVUMA AND MBEYA REGIONS
METHODS AND GEOPHYSICS VOLUME 10A
:•:.!
.!!:••
'• •!• GARL BRO - COWICONSULT ° KA'MfeAX-.KRUGER UNITED REPUBLIC OF TANZANIA DANISH INTERNATIONAL DEVELOPMENT AGENCY • DANIDA
WATER MASTER PLANS FOR IRINGA, RUVUMA AND MBEYA REGIONS HYDROGEOLOGIC DATA .TREATMENT, METHODS AND GEOPHYSICS VOLUME 10 A
0
LIBRARY, INT:V"!\!AT!C;-.!'.L is-FE CEr-.TR:^ i-'L AND CA,--;-:'. P.O. LJO:: C^ s|«;»fi|f* ? Tsl. (070j Si-w^ li ext. 141/142 j RN: I LO:
CARL BRO • COWICONSULT • KAMPSAX - KRLJGER • CCKK 1982 GUIDE TO WATER MASTER PLANS FOR 1RINGA.RUVUMA AND MBEYA POPULATION 3/2, 4A/2/4, 12/3 DEVELOPMENT LIVESTOCK 3/2, 4A/2/3/5, 12/2 FRAMEWORK AGRICULTURE 3/2, 4A/3/5, 11/3, 12/2 INDUSTRY 3/2
INVENTORY 5A/1, 12/4 VILLAGES AND DEVELOPMENT 4A/4 EXISTING TRADITIONAL W.S. 4A/6, 12/5 WATER SUPPLY IMPROVED W.S. 4A/6
HUMAN CONSUMPTION 3/5, 5A/4, 12/8 WATER USE AND LIVESTOCK DEMAND 3/5, 5A/4, 12/9 DESIGN CRITERIA TECHNICAL ASPECTS 3/5, 5A/4
DL. ft. 3 TECHNOLOGY OPTIONS 5A/5, 12/7 WATER QUALITY 3/5, 4A/6, 4B/7, 5A/3, 12/5/10/11 WATER SUPPLY at SOURCE SELECTION 3/6, 4B/7, 12/5 u PLANNING CRITERIA H PRIORITY CRITERIA 3/5, 5A/2, 12/12 COST CRITERIA 5A/2/6, 12/12 U o REHABILITATION 4B/8 PROPOSED SINGLE VILLAGE SCHEMES 4B/8 SUPPLIES GROUP VILLAGE SCHEMES 4B/8 SCHEME LAY-OUT AND DETAILS 5B, 5C, 5D, 5E IRINGA SCHEME LAY-OUT AMD DETAILS 5B, 5C, 5D RUVUMA SCHEME LAY-OUT AMD DETAILS 5B, 5C, 51) MBEYA
ECONOMIC COST 3/6, 4B/9/10, 5B, 5C, 5D, 5F IRINGA ECONOMIC COST 3/6, 4B/9/10, 5B, 5C, 5D RUVUMA ECONOMIC COST 3/6, 4B/9/10, 5B, 5C, 5D MBEYA FINANCIAL COST 3/6, 4B/9/10
STRATEGIES 3/6, 4B/10 PROGRAMME 3/6, 4B/10 IMPLEMENTATION ORGANISATION 3/6, 4B/11, 12/6 PARTICIPATION 3/6, 4B/10/11, 12/6
RAINFALL 3/3, 7/3 EVAPORATION 3/3, 7/4 HYDROLOGY RUNOFF 3/3, 7/5/6 C/J u o MODELLING 3/3, 7/7 a: BALANCES 3/3, 7/7/8 § C/3
as GEOLOGY 3/4 9/5 Id GROUNDWATER DOMAINS 3/4 9/7 HYDROGEOLOGY GEOPHYSICS 3/4 9/8 CHEMISTRY 3/4 9/9 GROUNDWATER DEVELOPMENT 3/4 9/12 I* DRILLING 3/4 9/11
WATER RELATED IRRIGATION 11/4, 12/9 PROJECTS HYDROPOWER 11/4
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
Page APPENDIX 1. METHODS
1. INTRODUCTION ' 1.1
2. WELL RECORD SYSTEM 2.1 2.1 Introduction 2.1 2.2 Borehole Completion Record 2.1 2.3 Borehole Location Record 2.2
3. GEOPHYSICAL INVESTIGATIONS 3.1 3.1 Introduction 3.1 3.2 Geoelectrical Survey 3.1 3.2.1 Field Technique and Procedure 3.2 3.2.2 Interpretation Technique 3.3 3.2.3 The Measuring Equipment 3.U 3.3 Seismic Survey 3.5 3.3.1 Field Technique and Procedure 3.5 3.3.2 Interpretation Technique 3.6 3-3.3 The Measuring Equipment 3.7 3.*+ Down-the-Hole Logging 3-7 3.U.I Resistivity Logs 3.8 3.U.2 Self-potential Log 3-9 3.U.3 Fluid resistivity Logs 3.10 3.U.U Radiation Logs 3.10 3 • U . 5 Temperature Log 3.11 3.U.6 Caliper Log 3.12 3.U.7 The Measuring Equipment 3.12
U. PREPARATION OF DRAWINGS U.I U.I Geology (Drawing I1-8) U.I U.2 Geomorphology (Drawing II-9) U.2 U.3 Darnbos, Springs and Main Faults (Drawing 11-12) U.3 U.U Cyclogram Map (Drawing 11-10) U.U U.5 Groundwater Chemistry (Drawing 11-11) U.5 U.5.1 Data Treatment U.5 U.5-2 Graphical Representation of Analyses U.6 U.6 Groundwater Development Potential (Drawing 11-13) U.7
5. DESCRIPTION OF HYDROGEOLOGICAL TERMS 5.1 5.1 Objective 5.1 5.2 Types of Aquifers 5.1 5.2.1 Perched Aquifers 5.1 5.2.2 Phreatic Aquifers 5.1 5.2.3 Artesian Aquifers 5.1 5.3 Hydraulic Properties of Aquifers 5.3 5.3.1 Transmissivity 5.3 5.3.2 Storage Coefficient 5.U 5.3.3 Leakage Coefficient 5.5 5.U Recharge to Aquifers 5.6 5.U.I Recharge to Phreatic Aquifers 5.6 5.U.2 Recharge to Artesian Aquifers 5.6 5-5 Drainage 5.7
(cont'd) CONTENTS - HYDROGEOLOGIC DATA, METHODS, TREATMENT AND GEOPHYSICS
Page 6. PUMPING TESTS _ 6.1 6.1 Objective 6.1 6.2 Types of Tests 6.1 6.2.1 Specific Capacity Test 6.1 6.2.2 Constant Discharge Test ' 6.1 6.2.3 Variable Discharge Test 6.2 6.3 Effects Influencing Pumping Test Data 6.2 6.3.1 Borehole Damage and Skin Effect 6.3 6.3.2 Borehole Storage 6.U 6.3.3 Decrease of saturated Aquifer Thickness 6.1+ 6.1+ Analysis and Interpretation of Pumping Test Data 6.5 6.U.I Flow in porous Media 6.5 6.1+.2 Constant Discharge Test ' 6.5 6.1+.3 Variable Discharge Test 6.8 6.U.U Theory 6.9 6.U.5 Well with exponentially decreasing Discharge in a non-leaky Artesian Aquifer 6.9 6.U.6 Well with hyperbolically decreasing Discharge in a non-leaky Artesian Aquifer 6.13 6.U.7 Well with linearly decreasing Discharge in a non-leaky Artesian Aquifer 6.15 6.U.8 Well with exponentially decreasing Discharge in a leaky Artesian Aquifer 6.IT 6.1*.9 Interpretation Procedure 6.17 6.1*. 10 Discussion of Interpretation Procedure 6.20 6J1.ll Flow in Fractured Rock 6.21 6.5 Statistical Analysis of Pumping Test Results 6.23 6.6 Organisation of Pumping Tests 6.21+ 6.6.1 Equipment 6.2U 6.6.2 Field Work - 6.21+
7. GROUNDWATER CHEMISTRY 7-1 7.1 Introduction 7-1 7.2 The trilinear Piper-Diagram 7-1
8. DRILLING PROGRAMME 8.1 8.1 Introduction 8.1 8.2 Organisation 8.1 8.2.1 Staff 8.1 8.2.2 Transport 8.1 8.2.3 Communications 8.1 8.2.1+ Fuel 8.1 8.2.5 Planning 8.2 8.3 Equipment ' 8.2 8.3.1 Deep Boreholes - Schramm Rig 1*5 8.2 8.3.2 Shallow Boreholes - CME Rig 53 8.2 8.3.3 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
Iringa Ruvuma Mbeya
APPENDIX 3. GEOPHYSICS
Iringa Ruvuma Mbeya
APPENDIX k. SPRING RECORDS
Iringa Ruvuma Mbeya 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, S The hydraulic properties are' recorded if the test has w been analysed.
Method of pumping It is important to know what type of pumping device has been used.
Suction/ Air outlet 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.
Apparent quality- Driller's estimate based on tasting.
Water analysis - P: physical analysis available, C: chemical analysis available, B: bacteriological analysis available.
Symbol - The symbol adopted representing the rock type. -Used by geologist or hydrogeologist in producing maps.
BH No. MAJI's Borehole number.
CCKK No. 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.
The Borehole Completion Records from boreholes in the study regions are presented in 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
BOREHOLE COMPLETION RECORD
LOCATION: BH NO. CCKK NO.
COORDINATES : ELEVATION: m.asl MAP NO
COMPLETION DATE DRILL. METHOD:
DRILLER/ORGANIZATION: DRILL UNIT NO.
CLIENT:
Z o EH ft.
aV W u o Q< z o M H
O X b
x j W CD 05 co U 33 b M s o.:E s u Q 1 Q U X O o z M X 8 8. S a )RA T u z b x X u W g a E: 8 ft. FR O 8 EH 15 a < CO aH o EH H X X CO f.1 w sz » 2 8 M o EH co t-H X o EH CJ Q • n j- X x EH H U
8 0. SL O FR O Q o \ FR O [ FRO M ] ATE R U X CO 3 b EH O ft. 2 o 2 VE L IMA X z K z >> n a X M EH EH D Qw CO • • . D l-l CO aEH a ft X < u Q ^ O H Z EH • u f^ EH X 2 D 3 CO O ft. M H u ft. 05 D H H W H b a a u 3 a M a Q a O o a a U-, X 6 t_3 ft. EH O ^^ Q Q Hz CO wH u o EwH « 3 5 5 z § w Q z «c w H CO wz 2 a HQ X •v. O oM 2 a « CO 3 < co w u EH M X H w U l-l H EH Hw w u EH EH CO EH ft. EH EH EH u § U 3 CR E ft. U a. a M Z >H s to H EH H X w *
a a u IMA X
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: BH NO. CCKK NO. DATA COLLECTED FROM WELL LOG ON SITE COMPLETION DATE GROUND ELEV. MASL CASING DIA. MM MEASUR.POINT M|G TYPE OF SC:REEN MP ELEVATION,MASL DIAMETER, MM WATER LEVEL, MBG DRILLED DEPTH, M WATER LEVEL, MASL STAND.WATER LEVEL,MBG SKETCH OF WELL TOP/ME WATER STRUCK, MBG STEADY YIELD, M3/HR DRAWDOWN, M METHOD OF PUMPING WATER ANALYSIS P. C. B.
REMARKS
SKETCH OF WELL SITE 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, 13.2, 19.0-, 27-5, 1+0.0 m 1 = 5.0 m, L = 13.2, 19.0, 27.5, ^0.0, 58.0, 83.0, 120.0, 175.0 m 1 = 25.0 m, L = 58.0,.83.0, 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 ppm meq/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.
Equivalent Equivalent Anion Cation Weight Weight
30.01 Ca++ 20. OU C03~" 61.02 Mg^ 12.16 HC03~ ++ sou~" U8.O3 Fe , 27.92
Cl" 35.U6 Mn++ 27. U7 NO 62.01 *v 18. oU TTO U6.01 Na+ 22.99
K+ 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.
PERCHED AQUIFER^ ^*~» ARTESIAN WELL SPRING ^^^^fPf^
: : : H^*-WATER TABLE " '....': •: ;.
PHREATIC AQUIFER.'-. :] |V l tl '"-^M- ""'""'* •'' *""** ' •MHBV r\ T r""7nMC"XD TP LJC AH *' :.'*' • • j^J . .* ™ rltZ-Urlt 1 K1U n L.r\U ^iA^itaML.
•ARTESI'AN AQUIFER •
• IMPERVIOUS BEDrT^
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, isQ=pxhxbxI. 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-
AQUIFER THICKNESS-
TRANSMISSIVITY (T) = P = DISCHARGE THAT PERMEABILITY (P) x OCCURS THROUGH UNIT AQUIFER THICKNESS (m) CROSS SECTION J = DISCHARGE THAT OCCURS THROUGH UNIT 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.
EQUAL PIEZOMETRIC DECLINES IN -I SURFACES IN WATER LEVELS - -WATER LEVELS I THE ARTESIAN AQUIFER IN THE WATER m TABLE AQUIFER m X
VOLUME OF WATER 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 better w 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
SKIN EFFECT 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 , 135Tt 3= T los-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 of 2 r S can be estimated from pumping well data, r being the effective W 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 ~f / / i 0.1 '—i
i I
0.01 1 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 - dx hx B = (Tm'/P')2
1 m = thickness of confining layer through which leakage occurs
P' = permeability of confining layer through 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 QQJ, w - ^0 I is U 1r ;:£* —0 2 - wm • art 0.4 Uo/ 1.0 rT r - - 1.5- > _i 1 1 2.0 - 3 i 5 1 —t 0.1 "if t" " 1 -f- 1 m f -f-- • 1/1/ -4 ... B/ T • I !
0.01 i\ 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 2 ^f(f)exP(-r sAT(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:
% s (2) UTTT 1+Tt which is the Theis 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:
kt f(t) = Q2(l+(ad-l)e~ ), a = Q1/Q2 and k is the time scale of the discharge function.
The step response function now reads: 6.io
f(t)
kt /—f(t) -Q2) e"
t
Figure G.h Exponentially decreasing discharge function.
o Substituting 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:
2 s = (W(u) + (a-l)e~3 AuW(u3)) (3) where u = r2S/UTt and 32 = 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) = Qe~ . The solution to the problem is found from Eq.(3) to be
-3/Hu W(u,3, S = HnT (M
!• P » 1 ; ^^ _ - • • i • 1 > •• = •• . »• IXOft —^ -. —-. ' "* -II.. —
It !^ 5 a: - • • —• w • •: V B
f * - t H — / fW
Ui]/ ff it // JUL
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
— - 4- ...^— ;; is: ——= s •: J± ;^ m "•-. \ ^v \"v "" \ 9 S \ \ \ s \ "" - * •A \ v , \ , V - \ \ -v \ "A— "V 4• A— £ \ s \ -;-V rV V <' \ \ \ \ I r \ \ \ \ \ \ \ \ \ — P \ •• \\
~\- \r~-\~- i A I \ v r \ \ \ 1 \ 1 X* IH0 W OJ OJQI i ] i 1 \ a <« \ / /
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
. . itf4 —
N,
= •• /
*-m - / in1 z _ _ mm m* • - - —— pa ; ; ****^ ^^ p • • MM e :: — •—==a * ^ t' '// *• - - / / l / fio° / y y * i - / 1 -ffi\iff. / J f y • Miin/ / BIN 1 > / I i i - - § Min/L millHlfV 162 w — Inmtl!\ IIIml 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:
2 s (W(u) U/3 )) l + 3 Au (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 + V32)) 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:
Q 1 rt dt1 s = UnT r (l-kt')exp(-r^SAT(t-t')) -377 6.16 1 III
•• i '. \ll \4 i ... ft *-
_ 4- —i ^q iE & 4. . m - : : - --» —i
-t— N ! i >*^ I ••:!•• 1 'C— 002 j T^v V ,0° - s ;0O4 -is?
^~- s, — ft • ^^s: • i ; I »*" _, •• N 1 \ Ns \ ;. r r i ; \ 1 -1 • 1 10 N \ || —T* . • —^ .. ..! .-I—iii. N t "Hits ( saj ••• ,62 f i — . >~~ ; j i
y — 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:
kt 2 2 2 s = + (a-l)e ')exp(-r SAT(t-f)-3 T(t-t')/r S)
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
y / / * / //
I p
*• A / —N ' \ \ S 10* 3
• ••—\i
A \ 3
tm / * J /
r
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 =
2 S = liTt/r 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 quantities 2 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* --Drawdo _ = = ?• ^—• ==•
1 = -- -• «^ A/1a -»-4MJ ^ + s 0.2
•s, ,J4 ^—• b=»- 10 ;:> J mk »-• --- A—:;; s (m) ess m — — 3 H Q (m /h) =»— • • , N *'— 0.0P ^V V Si i7 1= s s s 10 i 1 > 1 f If I1 4—
10 10 10 10 10 t (min;
Figure 6.lh Comparison of discharge and drawdown decay. Exponentially decreasing discharge in a non-leaky aquifer.
5 2 2 3 2 T = lCf m /s, r S = icf m a = 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.
6^2FieldWork
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
B.H. No. 13/76 REGION: IRINGA DISTRICT: IRINGA VILLAGE: CHAMDINDI CCKK No.
Q=0.68+Z92 exp(-0.025t),m3/hr a = 5,3 k = 0,025 min -1 4.0 [Q(mVhr) 1^=3,6 n3/hr Type of decay: Exponential 3.0 Test performed: 1976.2.4. \ 2.0
1.0 Q7=0,68 mVhr - tlmin)
50 100 150 200 250 300 350 400
T =2,4 x 10"6 rr Vsec. Type curves for a non leaky aquifer are used. 2 2 ru S =0,0073 rr,
20 rw P /m = m /sec. s'lmj ' 6 = 0,9 .1 10 kobs = C,025 min : (6,3 k = C1 m cal °' 6 min"
3 Q/Sw = 0,0 5 ir. /hr/m
6 2 - / T = 4 x 10" m /sec.
t(min) I • • I i i i 5 10 50 100 500
kcaj < koi;,s indicating well losses.
m /sec THE UNITED REPUBLIC OF TANZANIA
B.H. No. 14/76 REGION: IRINGA DISTRICT: VILLAGE: 1KENGEZA CCKK No.
a = 2.1
k = min
Type of decay: u QlrrP/hr)
12 Test performed: 10 1976.2.18 e •
6 t(min) i 100 200 300 400 500 600 700 800
2 T = it /sec. 2 rw S ir.
2 2 50 rw p V- R /sec. -slm) t = _ 1 kobs min 1
• k I min~ • • cal • 10 Q/S,., = 0,24 m /hr/m O _ i T = 3 x 10"5 m2/sec. o L t(min)I 1 1 1 1 1 I t 1 1 1 1 tiii < (X 10 50 100 500 1000 Q With the given variation in discharge, data cannot be matched with a type curve probably due to excessive well losses.
m /sec. 25 _ s"(m) • 2 No interpretation attempted. Drawdown and reco- 20 very data are very
i • dissimilar.
15 -
10 •
t(min) THE UNITED REPUBLIC OF TANZANIA
B.H. No. 29/76 REGION: IRINGA DISTRICT: IRINGA VILLAGE: CHAMDINDI CCKK No.
a = 1,36 1 Q=£,5 +1,6 exp (-0,007 t),m3/hr k = 0,007 mirT Type of decay: Q (m3/hr Exponential
3 Test performed: , Q,=6,1 m /hr 1976.2.10
• • 1 • V 1- nr^hr — . - i.i t(min) 1
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
5 2 Type curves for a non leaky aquifer art- used. T = 2,1 x 10~ m /sec. 2 2 -slm) - rw S = 0,021 m 2 11 2 rw P /m = ir. /sec. 0,6 .1 kobs = 0,007 min 10 1 kcal = 0,022 mm- 3 Q/Sw =0,21 m /hr/m 5 , T = 3 x 10"5 2/sec. ten (1.10) m loss (4,7.41) - /
t(min) i i i • i
50 100 500 1000 kcal > kobs indicating well storage in stead of well IOSS, Interpretation doubtful.
-s'tm)' T = 1,5 x 10"5m2/sec. 20 2 2 rw S = 0,005 n
- -
15
- - > LU o> 10 o LU - a. 2,5min 5 • V,
t(min)- 1 1 1 1 • t i
5 10 50 100 THE UNITED REPUBLIC OF TANZANIA
B.H. No. 54/76 REGION: IR1NGA DISTRICT: NJOMEE VILLAGE: UFAMBOLI CCKK No.
0,004 min" = 5exp(-0,0(Kt) k = 6 0 Type of decay: Q(mVhr) Qi=5.0 mr^hr Exponential 50 (1 Test performed: 4 0 V. N 1976.6.25 LU 3 0 O a: < 2 0 x o 10 t(min) t
50 100 150 200 250 300 350 400
6 2 200 • • i 1 1 1 T =2,0 x 10" ir, /sec. slml Type curves for a 2 2 non leaky aquifer rw S = 0,011 m 100 are used. 2 1 1 2 - (1.1) rw P /rn = m /sec. (55.23) kcal < kobs. indi- cating well loss 50 A effects. / kobs =0,004 min" • - .1
0/Sw *> 0,012 m /hr/m -6 / T =2 x 10 m /sec. 10 - / /
t(min)" i i i • i 1 1 1 1 i 1 1 50 100 500
T = m /sec.
> LU > o UJ THE UNITED REPUBLIC OF TANZANIA
B.H. No. 55/76 REGION: IRINGA DISTRICT: NJOMBE VILLAGE: IYAI CCKK No.
2,5 0, 02 min-1 3 Q =9,8 +U,7 exp (-0,02t),m /hr Type of decay: 30 Exponential Q(mVhr) Q1=24,5 •rf/hr 25 Test performed: 1976.3.12 20 HI \ o Q2= 9,8 n?Av < • i i • X 10 o t(min) in I I
0 50 100 150 200 250 300 350 iOO 450 500 550 600 650 700 750
Type curves for a non leaky aquifer are used T = 6,2 x 10 m /sec 2 2 rw S = 0,017 m
30 i l i I I i i i s(m)1 n /sec 0,5 -1 kcj-jS = 0,02 rr.in 10 kcal = 0,054 min" 3 31.1) /• Q/Sv = 0,5 ra /hr/m O (3,5.1,13^ Q 'A / T = 5 x 10'5 m2/sec < D
t(min) i l l i l t 1 l i 1 l i i i i i I 1 i i • I 1 I 1 10 100 1000 kcal > kobs indicating well storage effects .
• i i i T =2,6 x 10~5 m 2/sec - s'(rn) ' V "- 2 20 rw S = 0,0069 -
15 i i /./-I As=19,£m
/ o 10 o / a: - Z- / • /.
/to=2min Kmin) - i I 1 i
5 10 THE UNITED REPUBLIC OF TANZANIA
B.H. No. 70/76 REGION: IRINGA DISTRICT: NJOMBE VILLAGE: IKIN6ULA CCKK No. = 7,5*^,8 exp l-0. o = 1,64 u -1 Q(rriMir) k = 0,032 min
Type of decay: , Q,= 12,3 m/hr 12 Exponential
I Test performed: 1976.5.22 10 \
\ 3 Q2=7,5m / hr
tfmin) i
100 200 300 A00 500 600 700
Well losses to excessive to allow for T = It! /sec. interpretation by type curve method. 2 2 It! rw S 50 2 -slm) V IT: /sec.
.1
• • • • • • ft • • • • • •« kobs = min § ( • k = min" Z 10 cal • 3 O Q/Sw = 0,4 3 m /hr/m o I T = 6 x 10"5 m2/sec.
tlmin) 1 I 1 1 1 1 | 1 1 1 1 1 1 1 1 1 1 IIII
50 100 500 1000
5 2 4,0 x 10" m /sec.
2 =0,0065 m 18 I 1 1 -s'lm) ' ' ' i ' ' ' 16 - - - 12 - - 10 y LU - o 6 o As=9,5m UJ - 6 s y - -
- >^o=1,2min tlmin) - ,,,, i it fiii 10 50 100 THE UNITED REPUBLIC OF TANZANIA
B.H. No. 71/76 REGION: IRINGA DISTRICT: NJCMBE VILLAGE: UTAJA CCKK No.
a = 1,33
k = 0,15 min"1
Type of decay: 015t*1 * Hyperbolic 1 U QlmVhr ) < 0.9 ' c Test performed: < \ 1976.4.17 o 0.8 LU O r> "7 »• ii cr T = 5,6 x 10'7m2/sec. Type curves for a non leaky aquifer are used. rv,^ =0,00077 m 2 rwT> /m = m /sec. iUU s(m) Boundary £ = 2,0 effects • «. _ 1 < k = 15 100 obs °- rain Q - kcal = 0,17 min" z en O/S = 0,0076m /hr/m 11.1) - !275,7 T = 4 x 10 m /sec. kWDO V / CE Q - tlmin) in 5 10 50 100 200 T = m /sec. 2 2 rw S = m < Q CC UJ O o UJ THE UNITED REPUBLIC OF TANZANIA B.H. No. 67/76 REGION: I RING A DISTRICT: NJOMBE VILLAGE: HZLALI CCKK No. a = 4,02 Discharge data too irregular to allow for interpretation K = min-1 30 Type of decay: Q(m3/hr) 25 Test performed: 20 1976.3.20 » 15 % •••• • • 10 • • • • • < • ttmin) • I 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 2 m /sec. 2 ru S 50 r " i m /sec. -slm) i = -1 • • • • • • ••< min • .1 • kcal 10 Q/Sw = 0,27 m /hr/ra r T = 10-5 m /sec. tlmin)- i i i i • i i i i i i i i i 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. T = 9,2 x 10"6m 2/sec. 2 2 rw S = "0,0015 rc > UJ > o o LU a. 5 10 ?0 THE UNITED REPUBLIC OF TANZANIA B.H. No. 216/76 REGION: IRINGA DISTRICT: MUFINDI VILLAGE: MALANGALI CCKK No. Q=5£exp{-0j00082t)nvkhr 6 0 Q(n^hr) 0,00082 min-1 5 6 /hr Type of decay: 5 2 Exponential 4.8 • Test performed: N\ • 1976.10.22 4.0 3.6 N 3.2 - 2 8 2.4 0 100 200 300 400 500 600 700 BOO 900 1000 5 2 Type curves for a non leaky aquifer are used. T =1,5 x 10" m /sec. r 2S = 0,0076 m2 xm m w «8-"""—'— r«2P V- m /sec. - <-* 0 = 0,04 kobs =0,00082 min -1 10 kcal =0,00019 min.1 m "AM. 10) ^ (8^.22 til l Q/S "» 0,07 m /hr/ra Well storage w 6 2 -/ T = 6 x 10~ m /sec. tlmin) • t i i i i • 10 100 500 1000 kcal K kobs indicating well losses. Interpretation doubtful. T = 4,8 x 10 2/sec. rw% = 0,0059 30 slim)' ' 25 / 20 15 10 -/ O 7 5 ,r /t =9min tlmin) lilt/ o tilt 50 100 200 Since the discharge did not become steady, tye figures are approximate. THE UNITED REPUBLIC OF TANZANIA B.H. No. 217/76 REGION: I RINGA DISTRICT: MUFINDI VILLAGE: MALANGALI CCKK No. 0=9,5 expl-aOO18t),m3/hr 11.0 Q (m3/hr) k = 0,0018 min * 100 Type of decay: 9.0 Exponential 8.0 Test performed: 7.0 % 6 0 50 4 0 ttmin) 3.0 0 100 200 300 400 500 500 The fitted curve is valid up to approx. 400 minutes. 5 2 Type curves for a nor, leaky aquifer are used. T = 2,8 x 10~ ir. /sec. 2 2 rw S = 0,01 m -slm) rw P /m = m /sec. B = 0,08 , • • • r i w(i > i kobs =0,0018 rnin" kcal =0,0018 min" 10 3 Q/Sw m /hr/m - •Well storage . T = 2 x 10"5 m2/sec. ./ ( t(min) 111? 50 100 500 WOO T = 1,2 x 10"V/Sec. 2 2 ru S =0,003 0 m s'lm) 25 20 r 15 10 AS: 19,7m ^»o= 2,3 min t(min) | I i I i i i i i i i 10 50 100 300 THE UNITED REPUBLIC OF TANZANIA B.H. No. 226/76 REGION: IRINGA DISTRICT: NJOMEE VILLAGE: HALALI CCKK No. Q=6,1 • 18,4 exp (-0,021) a = 4,02 32 k = 0,02 min -1 Q(m^hr) 28 Type of decay: . Q,= 24,5m>hr Exponential 24 Test performed: 20 1976.3.20 16 \ 12 •A- 0^=6,11^ f tfrnin) 0 50 100 150 200 250 300 350 400 450 500 550 500 650 700 750 Type curves for a leaky artesian aquifer are used, 6 = 0,7. T =8,4 x 10"6 m2/sec. 50 r 2S = 0,015 m2 -slm) w 2 1 1 6 rw P /rn =4.1 x 10" "(1.1) m7sec. -(16.7,2 i = 2,0 A .1 *obs - °'02 10 1 kcal = 0,13 til l Q/S = m /hr/m loss w '? T = m /sec. t(min) lilt 50 100 500 1000 kcal > *obs indicating well storage effects, but data show well losses. Interpretation therefore questionable. 24 6 2 s'lm) ' ' ' T = 7,6 x 10 m /sec. 22 7 2 2 rw S = 0,002 m 20 /•• 18 / / 16 i 14 > LLJ As=£1,0my > 12 o u UJ 10 8 6 /f 4 , /to=2.Omi t(min) 2 • i 11 1 10 30 THE UNITED REPUBLIC OF TANZANIA B.H. No. 230/76 REGION: IRINGA DISTRICT: NJOMBE VILLAGE: USANCE CCKK No. a = -1 k •= min 1.2 Q( I Type of decay: 1.0 • » • 0,8 Test performed: 1976.1.27 0.6 0,4 0,2 t min) 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 m /sec. -s(m) m 2^1 , 1 ru P /m m'/sec. S = • .1 kobs = min .1 • kcal = min 0/S "^0 m /hr/m 0,5 w 5 T = 6 x 10" m /sec. • t(min) 0.1 i i i • i 11 1 i i I I I I 10 50 100 500 1000 2000 Data too scarce and unreliable to allow for interpretation by type curve method. T = m /sec. o I - THE UNITED REPUBLIC OF TANZANIA B.H. No. 232/76 REGION: IRINGA DISTRICT: IRINGA VILLAGE: KIHESA CCKK No. o. = 1,96 k » 0,008 min-1 Q=2.3 • 2,2 expt-0P08t ), Type of decay: Exponential Qlrn^hr) Q,=4,5m3y •hr Test performed: 1976.7.7. Z3mhfi ^5 ^i • t(min) 50 100 150 200 250 300 350 400 450 500 Type curves for a non leaky aquifer are used. 1,2 x 10"3m2/sec. 50 i i I rw"S =0,011 m -slm) in /sec. 6 = 0,2 -1 kobs = 0,008 min k = _1 10 cal 0,026 min -Well -storag? -/\* (1.10) Q/Sw =0,1 m /hr/m i 11 1 ' U3.39) T = 10"5 / \ m /sec. A - tlmin) i i i i • i 11 5 10 50 100 500 kcal * kobs indicating well storage effects. T = 3,6 x 10"6 2/sec. 25 ra s'lm) •• 20 r m 15 JL=32,5 o / o 10 a: i / tlmin) • I i i /tp=16min till 50 100 300 THE UNITED REPUBLIC OF TANZANIA B.H. No. 235/76 REGION: IRINGA DISTRICT: MUFINDI1 VILLAGE: NYANYENDE CCKK No. a = k •= 0,0011 min Type of decay: Linear QlrtT^hr) Q, =4,5 mi Test performed: • 1976.11.22 • I • 0 100 200 300 400 500 600 700 800 900 T = in /sec. 2 rw P /m = m /sec. 100 6 = 50 *cal = n" 1 J Q/Sw t 0,005 m /hr/m 6 T < 10" m2/sec. tlmin) 10 1 1 1 1 1 1 1 1 t 1 1 1 t 1 50 100 500 1000 Well losses too excessive to allow a matching with the type curves. m /sec. 2 o o in THE UNITED REPUBLIC OF TANZANIA B.H. No. 247/76 REGION: IRINGA DISTRICT: NJOMBE VILLAGE: IDOFI CCKK No. 0=7,7(1 •-^H a = 2,66 22 k - 1,0 min 2O5m>hr Type of decay: 20 Hyperbolic 18 Test performed: 1976.11.13. • 12 \ 10 N 0, 6 t(min) 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 U00 1500 m /sec. 2 20 1 I 1 1 m /sec. slm) rw P /m • ••• • • . . • 10 lil t • -1 • • • n .1 • kcal 1 Q/Sw =0,66 m /hr/m T = 7 x 10"5 m2/sec. i i i i t 11 tlmin) 50 100 500 1000 2000 Discharge data too irregular to allow for interpretation. T - 1,1 x 10"4,r,2/sec. r- 2s = 0,0015 K2 i i i tiii -s'lm) - 12 - 10 As=a6rn-<>--'"" > - - LU • o - o —"Well storage - i to=O,1rnin tlmin) - IIII • i i i 50 100 200 THE UNITED REPUBLIC OF TANZANIA B.H. No. 265/76 REGION: IRINGA DISTRICT: MUFIND1 VILLAGE: SAJA CCKK No. [QltnVhr) 3 Q=25*22exp{-0,036t), 9,8 10,=24,5 m /hr 3 m /hr C, 036 nun-1 20 Type of decay: Exponential < 15 Test performed: K 1976.12.11. D UJ O I QC 10 oX I/) 3 Q2= 2,5m /hr 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Type curves for a non leaky aquifer are used. T = 3,3 x 10 6m2/sec. 100 • i i i :s(m)' ' ' 2 2 rw S = 0,019 m 2 11 2 50 rw P /m « m /sec. 6 = 1,8 " (1.1) (16,5.24) kobs =0'036 min~~ - *<* kcal =°'033 min"1 Q/S =0,04 4 m3/hr/m 10 w - T =4 x 10"6 m2/sec. :/ / i i t i i i i i i i i i 11 t(min) 50 100 500 1000 2000 /sec o o UJ a. THE UNITED REPUBLIC OF TANZANIA B.H. Nc. 65/77 REGION: IRINGA DISTRICT: NJOMBE VILLAGE: LYADEBWE CCKK No. a = 2,44 1 = 4.1(1 k » 0,04 min" Type of decay: 12 3 Q(m /hr) Hyperbolic Q,=10m= tir 10 Test performed: 1977.4.23. • Q2=4,1TI •• « t(min) 0 50 100 150 200 250 300 350 400 450 SOO 550 600 650 700 750 Type curves for a non leaky aquifer are used. T = 2,1 x 10"5m 2/ 2 2 rw S = 0,015 m -slm) /m1 = in2/sec ,0 = 0 ,04 min" = 0 ,14 min" 10 1 t - Q/Sw = 0,16 nr/hr/rr k T = 2 x 10"5 m2/sec. (1.10) UA.30) t(min) 1 I I i • I 1 I 1 I I I I 1 I i t 1 I 1 5 10 100 1000 ^cal > ^obs in<^icatin9 well storage effects. T = 1,3 x 10"5m2/sec. The Theis type curve is used. 2 2 rw S = 0,0057 IT: 50 1 1 I I - s'lm) .—— ^- 10 '- A ' (1 .10) . 17.18,5) tlm'in) I I I I 1 i t 1 I 1 10 50 100 500 1000 THE UNITED REPUBLIC OF TANZANIA B.H. Nc. 126/77 REGION: IRINGA DISTRICT: IRINGA VILLAGE: MKULULA CCKK No. 0=24,8*23,1 expl- 0,136 t),m3/hr a = 1,9 52 k •= 0,136 min~ Qlm^hr) 3 Qi= 47,9m /hr Type of decay: Exponential 44 ] I Test Derformed: 40 I LU 36 O I < 32 I CJ 1 I/) 28 v 2A8m3/hi 24 tlmin) 20 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 650 6 2 T = 6,3 x 10" m /sec. Type curves for a leaky aquifer are used, 6 = 2,0 is chosen. 2 2 rw S = 0,029 n- -5 20 1 1 1 i • 11 • i 11 rw P /m •= 3^3 >: 10 s(m)' " ' 1 ' £ = 2,0 01.1) /I 1 10 kobs = 0,136 mm- _1 kcal = min T -JL-LL L n /hr/m r T = m /sec. ** """well ^^•'' loss 1 tlmin) • i i j 1 1 • i i i t i 5 10 50 100 500 WOO al K ^obs indicating well losses. T = /sec. > or LU > THE UNITED REPUBLIC OF TANZANIA B.H. No.130/77 REGION: IRINGA DISTRICT: IRINGA VILLAGE: NYAKANANGALA CCKK No. a = 1,5 k = 0,04 min-l 0=24,0+12,0 expl-0,Wt),m3/hr Type of decay: QlmVhr) Exponential 36pm^hr Test Derformed: Q2 = 24pmyhr t(min) 0 50 100 150 200 250 300 350 400 450 500 550 500 650 700 750 8O0 850 Type curves for a leaky aquifer are used. ( = 1,5 is chosen. T = 1,7 x 10 m /sec. 2 2 50 rw S = 0,16 m -slm) 2 1 1 5 rw P /ro = 3,28 x lo" - m /sec. 11.1) e = i,o 131.38) k 04 _i obs = °' i k = _i 10 cal 0,0065 min z - - Q/Sw = m /hr/m o / o T = m /sec. < o < / loss / / / Kmin) • i 11 7 1 1 1 1 1 1 1 t i i | 1 1 1 5 10 50 100 500 WOO kcal * kobs indicating well losses. T = m /sec. 2 > a. ui > o u OJ Or THE UNITED REPUBLIC OF TANZANIA B.H. Nc. 189/77 REGION: IRINGA DISTRICT: IRINGA VILLAGE: IROLE CCKK No. o = 2,8 k ™ min-1 30 Qlmyhr) Type of decay: 25 < 20 Test performed: Q 1977.10.17. 15 111 • • O i & t o: 10 I o 5 1/1 tlmin) 5 0 100 200 300 400 500 600 700 800 m /sec. 2 m /sec. 50 • i i -s(m) ' ' ' - 1 - Kobs - 1 Kcal • ••• Q/Sw ^-0,67 /hr/m 10 7 x 10~5 m2/sec. t(min)- i i i 10 50 100 500 1000 Data insufficient for interpretation. ra /sec. 2 > LU o> o LU THE UNITED REPUBLIC OF TANZANIA B.H. No. 227/77 REGION: I RINGA DISTRICT: IRINGA VILLAGE: 1ZAZI CCKK No. 3 0=9,6*8,4 exp(-0,055t),m /hr 1,9 18 0,055 min-1 17 18,0mftir Type of decay: 16 Exponential 15 Test performed: ft 1977.12.8 U 13 \ 12 11 3 • 0?= 9^m Air 10 I t t t Ilmin) 9 0 50 100 150 200 250 300 350 £00 t50 SOD 550 600 650 700 750 800 T = 3,5 x 10~5m /sec. 2 rw S = 0,063 Type curves for a nor, leaky aquifer are used. ru P /m = m /sec. 0,4 50 -Sim)" .1 kobs .1 s kcal = 0,012 • ^-—7 " Q/Sw =0,4 m"/hr/m • T = 4 x 10 m /Sec. 10 A Hmin)I i i i 10 50 100 500 tXX) kcal c kobs indicating well losses. 2 T = m /sec 2 > cr > o o LU a: THE UNITED REPUBLIC OF TANZANIA B.H. NO. 93/79 REGION: IRINGA DISTRICT: IRINGA VILLAGE: MTERA CCKK No. a = 1,16 ] k •= 0,12 min" Q = 13,8*2,16 expt-0,12t),m3/hr Type of decay: 16 I Q{m3/hr) Exponential 155 16,0n^hr °" Test performed 15 1979 .12.7. 14.5 3 1 • Q7 =13,8m /ht 135 " tlmin) 13 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 T = m /sec. 2 m /sec. 10 i i i i i 11, jslm) n 1 kcal = min " z Q/Sw =6,1 m /hr/m o • o T = 6 x 10"4 m2/sec. < a: tlmin) 1 1 1 1 I I I 1 I I i o 1 I 1 I 10 50 100 500 1000 Water level measurements too scarce to provide means of interpretation by type curve method. T = m /sec NO DATA. rjs- > O o LU THE UNITED REPUBLIC OF TANZANIA BH NO: 2/81 REGION! IRINGA DISTRICT: IR1NGA VILLAGE: NZ1HI CCKK NO: ID 1 1 • Drawdown data | A Diccharge data AS • 0.72 m i i 1 ' 1 —< •i s •—, •—. •— 3 X in* z 2 UJ WATE R LEVE L I N METRE S BELO W MEASURIN G POIN T I o 0.1 0 1 10 100 1000 TIME t IN MINUTES Constant discharge test : October 23, 1981 1345 - 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 3 Q/sw = 1.35 m /h/m The test was stopped because fine material jammed the pump impellers. THE UNITED REPUBLIC OR TANZANIA BH NO: 3/8I REGION: ]RINGA DISTRICT: IRINGA VILLAGE; NZIHI CCKK NO: IE 2 0 i 2 • 3 4 6 f A ! •\ 1 ! I ' A«. 17.0 m \ / . 1 5 » • Dr*«wbowm d*ta (A .IT 2 10 X * Ditcharg* d*ta 11 S \ w 12 o o m 1> \ M \ I i ( o £ « ^ c ' j \ O \ 1 IM \ z IW »r i \ i " r 1 1 \ 1 \ 111 1 101 10° W1 M1 10* 10* 6.10 TIME t m MINUTIS 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 3 Q/sw = 0.068 m /h/m THE UNITED REPUBLIC OF TANZANIA BH NO: V81 REGION: IRINGA DISTRICT: IRINGA VILLAGE: MLOA CCKK NO: JO 3 _ -^. 4- i , >j ! . 1 ! | 1 : I ! t . ! 1 | 1 1 1 ! ! 1 1 | i o2 • 1 H 1 ' ! i : i < ' f : : ' i • i : i i ; : • 1 : j ! :.1M/ j : . . M .—H o' 1 fi —h- •+• i ^ ! ; L* j 1 ! j 4k ! ; II ; j! j j ; T : i i ; j ! i 1 0° • V i tUf « •t*ra — -U- i-1 , | i ( ... I ' 1 I ! I • 1 1 i i ' ' ' ! I i j 1 | 1 | -1 1 0 | i i—!- i i • "1 1 | r—•—' ; ; ! j T i 1 1 1 1 II Constant discharge test : October 22, 1981 1610 - October 23, 1981 Ol10 Discharge rate : 1.2 m /h Static water level : 8.95 metres below measuring point Calculation of hydraulic parametres: T = 7.6 x 10"6 m3/sec 4 2 rwS = 3.8 x 10" m 3 Q/sw = 0.Q27 m /h/m THE UNITED REPUBLIC OF TANZANIA BH NO: 55/81 REGION: IRINGA DISTRICT: MUFINDI VILLAGE: NDOLEZI CCKK NO: [5 u 0 0 ( < ( ) ( 1 () C > o 1 n I | i i i9 • 0. 15 m 1 ' ! z I ' ta ta 5 2 — = » » «»' —4 4> z b— H ; 1 (9 t z 1 | ! E ! 3 3 _J (ft I • Drawdown data ! < I | o Recovery data 2 "1 • Discharge data j 5 i z i ] j \ « * 8 O 2 0.1 10 100 1000 TIME t IN MINUTES Constant discharge test : October 27, 1981 II30 - 1330 Recovery test : October 27, 1981 1330 - 1342 Discharge rate : 4.1 m3/h Static water level : 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 BH NO: 56/81 REGION: IRINGA DISTRICT: MUF1NDI VILLAGE: NDOLEZI CCKK NO: ]s 2 • Drawdown data A Discharge data i ' \ ! •1 j : • • 1 T 1 1 , i : : X : : _J j z 2 - - UJ • j O I • K WATE R LEVE L I N METRE S BELO W MEASURIN G POIN T < t 5 1 t i in o n 0.1 1 10 100 1000 TIME 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. 3 Q/sw = 1.34 m /h/m Development was ongoing during pumping. This caused the water level to rise until it after 90 minutes suddenly dropped to pumpintake. The following recovery was completed in 5 minutes, but several repeated tests with same discharge 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; 58/81 CCKK NO; ]S I) i ; i. 5 11 a • Drawdown data A Discharge data i i i 1 A So 4 OOm ; 1/ i i i io 1 j i t ^ 1 ,2 ^| 1 i \ i 3 i DISCHARG E I N M / H i 0.1 10 100 1000 TIME t IN MINUTES Constant discharge' test : October 22, 1981 1640 - 1650 Discharge rate : 1.7 m /h Static water level : 3.31 metres below measuring point Calculation of hydraulic parametres: T = 2.2 x 10~5 m2/sec r2S = 3.6 x IO"2 m2 3 Q/sw = 0.22 m /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 u • Drawdown data 1 A Discharge data 2 ! ! 3 AS EASURIN G POIN T • 0.86 m f h / < --- •^. 5 ! 6 5 z A A *S i * * 2 4 Ul t O A I I i I o 0.1 10 100 1000 TIME t IN MINUTES Constant discharge test : October 21, 1981 1300 - 1340 Discharge rate : 4.2 m /h Static water level : 1.74 metres below measuring point Calculation of hydraulic parametres: T = 2.5 x 10~4 m2/sec 3 Q/sw = 1.4 m /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 BH NO: 181/81 REGION: IRINGA DISTRICT: IRINGA VILLAGE: MAPOGORO CCKK NO: IS 3 o 4 • 5 z • Drawdown data 6 1 8 1 ) o Recovery data i 7 1 £ A Discharge data p"-< if 8 1 S sN i At * 2.09m h4k | i s to **> 12 **> i - £ 13 5 14 7 15 1 A A A , A \ A A • ' A A 16 »")"* A K O 5s 5 vt a j 0.1 10 100 1000 4 TIME 1 IN MINUTES Constant discharge test : October 20, 1981 15 - 22 Recovery test : October 20, 1981 2200 - 2300 Discharge rate : 6.2 m /h Static water level : 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 B.H. No. 207/73 REGION: RUVUMA DISTRICT: TUNDURU VILLAGE: FRELIMO CAMP CCKK No. rain Type of decay: QlmVhr) Constant discharge test, Q = 3,41 m3/hr is used Test performed: 1973.12.27-29. 1 1 1 t(min) 0 til • • •it • i i • i I i i 0 500 1000 1500 2000 2500 3000 The period 6-300 min has been used for analysis. 4,5 x 10'6 m2/sec. 1 i • • ill i i i I i i i rw S = 0,0012 2 slm) ^ rw P /m = m /sec. 6 •= \ kcal min" *> Q/Sw m 3/hr/m As :36.6 m T = m /sec. Dtviation dut to leakage -• ... s^Hmin) • • • till • i i i i • r I in 100 500 1000 3000 T =1,5 x 10"6 m2/sec 100 till r 2 s (m) " " ' rvh =0,0065 m 90 80 / 70 i • 60 / / As = 155m 50 40 / / 30 • 20 10 •* / • • • ' • •••' =32min t(min) t i t . .A 10 50 100 500 THE UNITED REPUBLIC OF TANZANIA B.H. No. 207/73 REGION: RUVUMA DISTRICT: TUNDURU VILLAGE: FRELIMO CAMP CCKK No. a = 4.3 Q = 1,6 • 5.7 exp (-0,0072tl^nVhr k « 0,0072 min-1 QlrnVhr) Of 12 m^hr Type of decay: Exponential Test performed: \ 1973.20.25 V UoJ tr < 'X i o 1/1 02=1.6 in^hr • "• i - t(min) i 0 50 100 150 200 250 300 350 400 450 500 Type curves for a non leaky aquifer are used. T =2,0 x 10"6 m 2/sec =0,00085 200 .1 II • 111 1 slm) rw' P /m m Vsec 4 100 S •= 1,5 .1 kobs = O.OO72 n 50 .1 min " (1.1) O Q/S = 0,014 3/hr/i (18.1.8) , y« w m o • T = 10"6 m2/sec I D 10 -V I t 1 • 1 1 5 10 50 100 500 Kcal indicating very large well storage effect 55 6 2 s'(m) • •' ' T - 1,9 x 10~ m /sec 2 50 7" 0,0011 m 45 / 40 / 35 / 30 25 20 • / • /ts=L3.7m 15 • 10 / 5 / min t(min) 0 1 1 1 1 10 100 THE UNITED REPUBLIC OF TANZANIA BH NO: REGION: RUVUMA DISTRICT: SONGEA VILLAGE: (HANGA RIVER) 253/81 CCKK NO: RD 1 0 4 1 • •: i 8 • i • Drawdown data 12 ., 1 I • Discharge data z 1, • 5 16 : • 0. •• ! i 20 ! 24 • VSURIN G 1 UJ ! 28 i 32 o j • UJ CD 36 1 40 TRE S 1 UJ 44 i Z 1 48 J 3 A A z A * ID S 2 < z u V) 5 1 0.1 10 100 1000 TIME t IN MINUTES Constant discharge test : November 6, 1981 Discharge rate : 2.5 m3/h Static water level : 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 BH NO: 254/81 REGION: RUVUMA DISTRICT: SONGEA VILLAGE: GUMBIRO CCKK NO: pj] 2 1 20 T * |- 22 • 1 1 • Drawdown dai a j J R*cov»rv dst i ! T • Diseh«i>tc da a 2a ! A | 27.3 n. 1 j i *• 30 t : J 32 i ; , 8 34 | '• 1 / ' i I » i • 3 S « J . 1 40 1 O 42 I j r \ Ml 1 £ „ ! i ! ' 1 1 " J 50 * " »* K i JJ 3 X 2 1 -1 0 1 2 3 4 0 10 X> 10 10 10 6-10 TIME 1 W MINUTES Constant discharge test : November 6, 1981 Recovery test : 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: 255/81 CCKK NO: 1 ' • ! : ! i : 1 1 i 1 | ] 1 C Recovery data u, • Ditcharg* data 1 ] I ^ °' i j • c I 1 ! : i . :; ' i o ! • 1 . i | i i • : j 30 ( j ! ; ] . ! i • i I j - j ! 1 ! I 1 i | ; 1 ; | j 32 0 i j '•• • \ ] | 1 | 1 . ; i 33 • i ! i i i ^> ! : i ; ! ' • ! M 4, : ; I . ' i ] • | 35 I j . , . j : ' c 1 ] ' ll 1 1 lim ! 1 l*» M z j 1 ! j z 1 | 5 i i : : . • J * * •• • 1 : u TIME t IN MINUTES Constant discharge test : Nov. 7 1230 - Nov. 8 430, 1981 Recovery test : November 8, 1981 430 - 510 Discharge rate : 5.0 m3/h Static water level : 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 BH NO: 256/81 REGION: RUVUMA DISTRICT: TUNDURU VILLAGE: NDENYENDE CCKK NO: RD Zj 9 i 10 o • ( \ 1 1 0 11 ( 2 ) I- I ! i z 1 ^ So N 5 13 N '• • Drawdown data f g 14 ) 0 Recovery data oc 15 > S j| A Discharge data < \ \ ] i 1 2 16 j 2 " / £ 18 k > CO • O • £ 19 i S, O s 2 20 s • a - 21 .J UJ X UJ 6 • 5.1! m C C: UJ I t- *> A A A A * A A 1 A A A A ' 5 0.1 4 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 3 Q/sw ' 0.48 m /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: 258/81 CCKK NO: RD 6 I i ) > t > • )< >6 > z p 5 e m 0. i • • • • 4 27 o u ^*"*4>4>* • • • z j E i j 1 i • Drawdown data j i o ; o Recovery data ! 1 A Ditcharg* data 28 i ! j ui Z i j s z A , A A i A z 5 0.1 10 100 1000 TIME t IN MINUTES Constant discharge test : November 15, 1981 II30 - 1600 Recovery test : November 15, 1981 1600 - 1610 Discharge rate : 5.3 m3/h Static water level : 26.42 metres below measuring point Calculation of hydraulic parametres: T = 7.7 x 10"3 m2/sec Q/s_ 8. 03 m /h/m THE UNITED REPUBLIC OF TANZANIA BH NO: 262/81 REGION: RUVUMA DISTRICT: TUNDURU VILLAGE: NAMIUNGO CCKK NO: Rn 10 7 1 : i * ] 1 J | * I * i i 1.: j ! 1 S : : '. ! •;| i • Drawdown data 10 ; 1 ' Racovarv data 11 : i i ! • i : ] ! • Diacn«rg« data 12 i 1 • i j i 13 ! i " \ \ i ; ; 1S : ; i ! i • i 5 ! . \ ; • i i \ i : i • 1 | ; ; ! 3 " ! ' j /• \ j * w 1 i 3 ** : ! : ! ] Y • : ; : ( 11 j\ i RE S :' i J r A t • i : | 5 22 • !' ! \J ;• • oM \ 1 - j > ™ »4 o "/ \ \ | I : ! '• j ! £ 25 c "" /v«;.i|• ' i \ ••; 1 ! : J » i ° : i i i \ :i ± ! : ! i • i j 1 ! 27 X i 1 [ •, . : j • ; | I * i »' »° 101 102 103 10* 5.104 TIME t IN MMUTC8 Constant discharge test : November 30, 1981 1030 - 1930 Recovery test : November 30, 1981 1930 - 1950 Discharge rate : 5.5 in /h Static water level : 7.75 metres below measuring point Calculation of hydraulic parametres: T = 3.4 x 10~5 m2/sec 3 Q/sw = 0.30 m /h/m THE UNITED REPUBLIC OF TANZANIA BH NO: 263/81 EG I ON: RUVUMA DISTRICT: TUNDURU VILLAGE! MAJIMAJ] CCKK NO: RD 11 • 4 ,„»<> • Drawdown data o 1 : Nacevarv data e I j I 10 • 14.On 12 ! :1 ! ' i 1 i i • • ] 1 ' i V i 1 i : 1 -J-\ I s j ! ; i i •i " s ! ; i 1 i • | \ 1 < i j • | m \ • c 28 | 1 * ! i s i o ) At.ik.60 i : ! ; 32 l \ 1 \< I i i ! ; 1 1 \ j 1 1 i I 3 \ ! i I § 2 * * " 1 :' .0 ' 2 14 * 10 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 3 Q/sw - 0.056 m /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 B.H. No. 6/66 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: NTUMBI CCKK No. Steady discharge 7,1 m /hr with 16,4 metres of drawdown. a = -1 k * min Type of decay: Test performed: T = m /sec. No time-drawdown data. m ? /m = m /sec. kobs rain"n" kcal min" 3 O/Sw 0,4 3 m /hr/m T * 6 x 10"5 m2/sec. 5 2 T .4,0 x 10" m /sec. 2 2 18 rw S = 0,011 m • s'(m) X : 15 - /> As =9,0 m 10 - >40=2.0min t(min) 1 1 1 1 1 III 1 1 1 1 10 50 100 300 THE UNITED REPUBLIC.OF TANZANIA B.H. No. 21/71 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MATUNDOSI CCKK No. o = 3,7 Q=3>9,2 i -1 k « 0,004 min 14 Qlm3/hrt a,=12,6 m?/hr 7yi.>G of decay: 12 Exponential 10 Test oerforraed: 6 6 Q =3^ 4 r—_ . .. 2 * T 2 t(min) 0 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 7ype curves for a non leaky aquifer are used. T =9,4 x 10"6 r2/sec. 2 2 rw S =0,14 m 30 2 1 1 slm)' rw P /rn = S = 1,0 -1 k =0,004 min 10 A-Jtfn • obs - kcal =0,004 1 3 ;/ Q/Sw = 0,18 i-: /hr/m • T = 2 x 10"5 m2/sec. '• / t(min) t i i 10 50 100 500 1000 2000 T = m /sec r 2S > LU o o THE UNITED REPUBLIC OF TANZANIA B.H. No. 118/71 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: KAMBI-KATOTO CCKK No. 8,5 0=1,6*12,0 exp(-0,02t),m3/hr 0,02 min-1 Qm3/ hr) Type of decay: 12 t Exponential 13,6 m3/ r>r 10 k= Test performed: >\ 1972.1.15 > 3 • 5m / hr t min) 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 3,5 x 10"6ir2/sec. A Theis curve is used after 200 minutes. 2 ru S 0,0084 m 50 -Sim)" " " rvj^Vni1* m2/sec. - min "1 kcal n" 10 Q/Sw •= 0,03 9 m /hr/ra 6 2 r I i / T = 3 x 10" m /sec. / Well A 7 ^Sloroge t(min) i i i i i i i lilt 10 50 100 500 1000 2000 m /sec. o o THE UNITED REPUBLIC OF TANZANIA B.H. No. 173/77 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MAKONGOLOSI CCKK No. 3 a = 23,9 Q=U*32.0exp(-0(25t),m /hr k « 0,2S min-1 Q(m3/hri 35 Type of decay: Q1=33,A Exponential 30 Test performed: 25 1977.9.17 20 15 10 02=1. ^ tlrnjp) 50 100 150 200 250 300 T = n /sec. rw S = m 100 1 1 I 1 I I I 1 I 1 1 rwT> /m = m /sec. ;s(m) S = lif t 50 kobs • min" • • • «• > • • • • • < • ' *cal = min" z • Q/S - n3/hr/m o w • 2 o T * m /sec. I 10 or o tlmin); i i • I i • i 1 i 1 till 10 50 100 500 Type curves cannot be matched to drawdown data, due to well losses early in the test. T = 3,2 x 10"6m2/sec. 2 2 r^ S = 0,002 m 35 li li i i i i s'(m) ' ' ' 30 / 25 y > 20 s a: >y is=Z2/Jn o 15 o 10 i / i s • / • • A,6min t (min) t t i > i | | 10 50 100 200 THE UNITED REPUBLIC OF TANZANIA B.H. No. 194/77 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MAKONGOLOSI CCKK No. a = 47,7 Q=1,U51.Aexp(-0,4t),m3/hr k - 0,4 min-l 60 Type of decay: aimVhi) Exponential 50 0^52,5 rr^hr Test performed: 30 20 10 =1.1m?/hr t(min) 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 A Theis curve has been used as an approximation. T = 2,7 x 10"6m2/sec. r 2s - 0,0014 2 100 1 1 l 1 1 1 1 • I 1 1 i 1 i L w m -s(m) rw P /m = m /sec. 50 • • 0,4 min " l *>* kcal •= min" 3 Q/Sw =0,02 m /hr/ra o (9.2.if 6 2 10 T = 4 x 10" m /sec. Q : & - < • a: O : t(min) t l l • 111 10 50 100 500 1000 m /sec > > o o LU THE UNITED REPUBLIC OF TANZANIA B.H. No. 195/77 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MBANGALA CCKK No. 3 = 5,4*67,2'exp(-0,15t)rm /hr a = 13,3 -1 eo k = 0,15 rain QlmVhr) 70 Type of decay: 3 O,= 72.6 m /hr Exponential 60 Test performed: 50 1977.10.25 30 U1 20 Q mVhr 10 L t(giin) I 1 0 50 100 150 200 250 300 350 400 450 500 550 600 m /sec. ra2 2 rw P /re = m /sec. 100 1 1 1 1 1 1 1 1 • 1 1 • ML |s(m)' ' ' k - 1 50 •• obs min . 1 • kcal Q/Sw m /hr/m o T - m /sec. D < 10 Q t(min)I 1 1 i 1 I I I 1 1 1 I 1 1 1 tiii Well losses to excessive to allow for interpretation by type curve method. T « 4,8 x 10 m /see. 2 rw S = 0,004 9 50 s'lm) ' " ' > 30 / a. UJ y/As=57m o> 20 o • UJ 10 • a: • t^ZSmin t(min) 50 100 THE UNITED REPUBLIC OF TANZANIA B.H. No. 209/77 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: MAPOGOLO CCKK No. 3 Q=10,5 426,3 exp(-0.037t),m /hr 3,5 40 -1 iQImVhr) 0,037 min d,=36.8 mVhr 35 r* Type of decay: Exponential 30 Test performed: 25 \ 20 \ 15 \ Q2=10.5 rrv/'hr 10 t(min) i 0 50 100 150 200 250 300 350 400 450 500 550 600 5 2 T =1,4 x 10' m /Sec. Type curves for a leaky artesian aquifer are used, 6 = 0,4 =0,0049 m ~2J x- 10 "6 m^/sec. 50 1 • • 1 -slm)1 " ' 6 - 3,0 -*•—• -*- - _1 kobs - °'037 " (1.1) .1 -(1&5.U) y kcal = 1,54 X] 0/Sw = m /hr/m 10 T a m /sec. '- /.. t(min); 10 50 100 500 1000 kcal and kobs deviate too much from each other. Interpretation doubtful. 5 2 T = 1,9 x 10" m /sec. 2 2 rw S =0,0033 m 35 I i I i i i i s'(m) ' ' ' , i * ' ' • • 30 25 /• • 20 y / As=27,8m 15 A 10 y/ >/to = 1.3min t(min) tilt till 10 50 100 THE UNITED REPUBLIC OF TANZANIA B.H. No. 223/77 REGION: MBEYA DISTRICT: CHUNYA VILLAGE: CHUNYA CCKK No. Q=12,3m3/hr -1 16 k •= Q(m3/hr) Type of decay: • • • Approximately constant discharge 12 Test Derformed: 10 t(min 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 T = m /sec. 2 rw S = rr, r^P1/™^ m /sec. 10 6 = :s(m)' • • *obs - min" kcal = min" z ... Q/S = m 3/hr/m o w o • T = m v sec. < t(min) a: t 1 1 O 10 50 100 500 1000 Drawdown data not reliable. Recovery data unused. 3.2 T = 7,4 x 10"4 2/ . s'lm) m sec 2 2 3.0 rw s = 0,084 m 2.8 2.6 2.4 0.85 m 2.2 > > 2.0 o u UJ 1.8 a. 1.6 1.4 1.2 • *-to=O85min t(min) 1,0 i i i 10 50 100 300 THE UNITED REPUBLIC OF TANZANIA B.H. No. 182/78 REGION: MBEYA DISTRICT: MBOZI VILLAGE: MKUTANO CCKK No. = 3,2 -1 3 k m 0,04 min 0=0.80»1,74exp(-0,04t)/m /hr Type of decay: 3.0 Qlm3/hr) Exponential 2 5 3 10,. 2,54 m / Test performed: 2.0 1.5 \ 0,8m?Ar 10 \ "-=21— 0.5 t(min) 0 25 50 75 100 125 150 175 200 225 250 m. /sec. 50 2 -s(m) ' ' ' rw S •= • • • rw P /m m /sec. • e •= • • min 10 i k • cal i 11 1 Q/Sw =0,02 „ /hr/ra 1 6 2 T = 4 x 10" ra /sec. t (min) till i I I 1 t | | i 5 10 50 100 300 Type curves cannot be filled to data, due to excessive well storage effects. T = m /sec rjs 2 THE UNITED REPUBLIC OF TANZANIA B.H. No. 25/81 REGION: MBEYA DISTRICT.: MBOZI VILLAGE: MBOZI MISSION CCKK No. 16,0 3 0=0.073*1.1 exp (-0.08t],m /hr 0,08 min-1 Q(mn>r) Type of decay: Exponential \2 , Q, =1,17mVhr 10 Test performed: 1981.4.17 Q8 LU O 06 < I o 0.4 en Q,= 0073 rnVhr 0.2 t(min) t 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 T = m /sec. 2 50 r S = m slm) • • ' w rw P An = m /sec. •• • fi — p - i .1 • xobs " min 10 kcal c min~ Z : Q/Sw =.0,0032 m /hr/m o • 11 1 • T = 2 x 10 / ec. Q m S < Q - t (min) • it 50 100 1000 2000 T = m /sec rw2s 25 s'(m) ' " ' * i 1 20 f 1 > 15 • > • o 10 o • • I t(min) i t I < I | i i I I I 1 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 BH NO: 19/81 REGION: MBEYA DISTRICT: KYELA VILLAGE: KIKUSYA CCKK NO: MS 10 • Drawdown data o Recovery data • > <1 ( ) i A Discharge data i o 0 o < 1 M - - i » I L -fci IN > s % m AS -0.15 m J 3 Z z A ' A. • k A A A 8 2 WATE R LEVE L I N METRE S BELO W MEASURIN G POIN T X u w S 0.1 1 10 100 WOO TIME t IN MINUTES Constant discharge test : October 12, 1981 1930 - 22 Recovery test : October 12, 1981 2200 - 2210 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 3 Q/sw = 1.31 m /h/m THE UNITED REPUBLIC OF TANZANIA BH NO: REGION: MBEYA DISTRICT: KYELA VILLAGE: ITENYA 22/81 CCKK NO: 13 AS • 0.52 m ^——' (-1 f n ( 5 1 ^ 1 ^« J i —~- o — 1 •^ _, - , — o 6 1 B. \ 1 ( • 1• • i ll 1 • Drawdown data • • ••• c 1 D 7 V) 0 Recovery data < • 1 • • » Discharga data o 8 at m to sUJ H z - t j 3 DISCHARG E I N M / H 0.1 10 100 WOO TIME t IN MINUTES Constant discharge test : October 15, 1981 1210 - 1410 10 10 Recovery test : October 15, 1981 14 - 15 3 Discharge rate : 2.0 m /h Static water level : 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 during pumping. THE UNITED REPUBLIC OF TANZANIA BH NO: 24/81 REGION: MBEYA DISTRICT: KYELA VILLAGE: KABANGA CCKK NO: MS 15 • Drawdown data o Recovery data ^ ( ,,< I O O O 0 • X > • \ i s » Oitcharga data " V 1 i ( s Al • 2.18m _l sS t , i1.77m k C O - 4 > W z z * S 2.0 - WATE R LEVE L I N METRE S BELO W MEASURIN G POIN T | S 10 5 0.1 1 10 100 1000 n TIME t IN MINUTES Constant discharge test : October 14, 1981 1510 - 1910 Recovery test : October 14, 1981 1910 - 1928 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 3 Q/sw = 0.69 m /h/ro THE UNITED REPUBLIC OF TANZANIA BH NO: REGION: MBEYA DISTRICT: KYELA VILLAGE: TENENDE ?q/R1 CCKK NO: 16 I i A« • 0.D6 m i J ' i O—< •4-. H - i »—i » • »-• ^—1>-* * i - • a a I EASURIN G POIN T At .0.0'15 m i • Drawdown data j o Recovery data ETR E A Discharge data ! 6 ' i * 4 z i i 2 1 5 5 "* A A i IW O B A h J S 4 A 5 A A 4 3 A i j 0.1 10 100 1000 TIME t IN MINUTES Constant discharge test : October 13, 1981 1000 - 1300 Recovery test : October 13, 1981 1300 - 1320 Discharge rate : 3-6 n>3/h Static water level : 3.88 metres below measuring point Calculation of hydraulic parametres: T = 4.2 x 10 m /sec (recovery data) 3 Q/sw = 2 0.8 m /h/m The fluctuating discharge rate may have been caused by temporarily clogging of pump impellers by sand. THE UNITED REPUBLIC OF TANZANIA BH NO: 30/8I REGION: MBEYA DISTRICT: KYELA VILLAGE: IPINDA CCKK NO: MS 17 —— i 1 o .0.38 m • Drawdown data • o Recovery data 0 i • « Discharge data t • o 1 1 1 •—1 K AS* 0.51 z •• H »/ a •••••1 •.— 5 7 UJ * * * A WATE R LEVE L I N METRE S BELO W MEASURIN G POIN T A * 1S A ' i \ o 0.1 1 10 100 1000 5 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) 3 Q/sw = 1.04 ra /h/iti THE UNITED REPUBLIC OF TANZANIA BH NO: REGION: MBEYA DISTRICT: KYELA VILLAGE: NDOBE 73/81 CCKK NO: MS 18 1 ! II | • Drawdown data ; 0 Recovery data J A Discharge data a 2 z | £ 1 (A ! i 1 i i o o o o < i C ) o (> 1° 2 • o.c UJ CO F=i 1 i 1 • z | Z > S 6 UJ A •O > * . ' A I J * 5 4 0.1 10 100 1000 TIME t IN MINUTES 45 45 Constant discharge test : October 14, 1981 8 - 9 Recovery test : October 14, 1981 945 - 955 Discharge rate : 5.4 m3/h Static water level : 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 B.H. No. 76/81 REGION: MBEYA DISTRICT: MB0Z1 VILLAGE: CHIWANDA CCKK No. a = 7.7 Q = 0,65*_3.60 x mVhr k - 0.055 min"1 3 Type of decay: =4,35m /h exponential Test performed: 3 81.10.02 Om /h \ 5m3/h 20 «0 60 80 100 120 140 160 180 t(min) 2.2 x 10 /sec. 2 100 rw S -3.4x11 SO 2 2 rw P m /sec. Mi •>• 6 = 0.07 10 k -1 5 obs ° 0.055 min k _1 I / cal min tlm) WELL, LOSS / 1 1 Q/Sw - 0.033 m /hr/m 0,5 k A u) T » . m /sec. B) 10. •6.Q 0,1 0,05 0,01 0,01 0,05 0,1 CLS 1,0 5 10 50 100 5001000 t(min) k , < Jtow- indicating well losses T = m /sec. THE UNITED REPUBLIC OF TANZANIA BH NO: 77/81 REGION: MBEYA DISTRICT: MBOZI VILLAGE: MPEMBA CCKK NO: f-'iD 2 10 12 14 16 I o I 1 18 1 POIN T o ,—• i < •—* 3.0 m 20 ~l -< I 5 24 I 26 o • Drawdown data UJ 28 o o Recovery data THE S UJ A Discharge data 5 | i ; z 2 I : i 8 3 1 • o 0.1 0 10 100 WOO TIME 1 IN MINUTES Constant discharge test : October 8, 1981 1020 - 1038 Recovery test : October 8, 1981 1038 - II28 Discharge rate : 0.4 5 m3/h Static water level : 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 BH NO: 205/81 REGION: MBEYA DISTRICT: MBEYA VILLAGE; IHOWELO CCKK NO: flS 20 I Oo 1 ( <, oo <> 0 t I O( • < i ( [ I i i > | < « • Drawdown data o Recovery data \ A Diftchar^e data \ s Al • 3.39 \ \ \ z z t 3 \ s \ D \ WATE R LEVE L I N METRE S BELO W MEASURIN G POIN T 1 2 a 1 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 3 0/sw = 0.32 m /h/m The test was stopped when the water level was lowered below top of pump. THE UNITED REPUBLIC OF TANZANIA BH NO: 208/81 REGION: MBEYA DISTRICT: MBEYA VILLAGE: LUHANGA CCKK NO: MS 25 20 21 1 j C < i 22 ***** o c 1 Drawdown data 0. j 0 Recovery data c 23 •» 3 CO Discharge data « 4* 0 | « I 24 r~ O 9 1 \~ 1 0C 25 I- m.H L, 1 Ai * 0.63m 26 j 1 i 3 DISCHARG E I N M / H 0.1 10 100 1000 TIME 1 IN MINUTES Constant discharge test : October 9, 1981 1315 - 1500 Recovery test : October 9, 1981 1500 - 160C Discharge rate : 1.0 n>3/h Static water level : 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 BH NO: 209/81 REGION: MBEYA DISTRICT: MBEYA VILLAGE: UKWAHERI CCKK NO: MS 24 11 ii 13 o M IS i " I 17 • r. !I » 1 I 20 | 2A ! \ • PfwdoiTi data Ij „ O : 3S At! I.Off. \ , • Di*c*Mrt« data I 24 1 ' 25 Y ; 2e \ i 27 \\ « 31 \ i f A I III i 1O1 10° »' to* 10* K* S.W TIMt t M MIHUTCt 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 3 Q/Sw = 0.08 m /h/m The test was stopped when the water level was lowered to the pump suction. THE UNITED REPUBLIC OF TANZANIA B.H. No. 276/81 REGION: MBEYA DISTRICT: MBOZI VILLAGE: VWAV.'A CCKK No. MD 3 a = 3.21 k •= 0.10 min -1 mVh Type of decay: exponential Test performed: 81.10.07 \ Q = 1/ m3/h 1 • 2 • 0 20 60 80 100 120 140 160 3.9 x 10"6n2/sec. 1000 2 2 2 ru S = 4.3xlO" m m /sec. ^^ 6 = 0.6 11.1 b) J k n" 10 (ao.< obs =0.10 < M / = 0.02 n" Q 2 Q/S. 0.64 m /hr/m I o w T * 6 x 10"6 m2/sec. L0 o < a: O 0.1 1 1 1 11 ii 1 1 1 I I i 1 III 1 1 1 1 III 1 1 1 1 III tlmin) 10 50 100 500 1000 5000 10000 T = m /sec r Js LU > o o LU Appendix 3 Geophysics. IRINGA GEOELECTRIC SOUNDINGS REGION: IRINGA '•""I .j '. ^ 1 " I 1 — :"•:• f;i' i- I • •"? --: "V r —! -(T-J-I- 1- ~\_ ••• •••••• V i •••" -—^---—-- •••• S^ZL^.*±- :-- Profile no : 201 Profile no : 202 Profile no :203 Latitude : 7°26.9' Latitude : 7°2 Latitude : 7° Longitude : 35°4 3.3' Longitude : 35°4 Longitude 35°11.8' Village : Chandindi Village Chandindi Village Chandindi Date : 14.11.1980 Date 14.11.1980 Date 13.4.1981 *wl t I »' IF-! •» 1 100 1 111 1 - f*J. . B^ ' -ir. —".:_z 1 ' —^ . , |T _-^ —— ! : . • •.--:• .j . • -~^ J H- r*H-{-i-!tH--- •-'-ff 1——(.— — ^**^^. . -:=,:- •••••.,#.:.-•:.-: —7=— :•;;;:- . 'I ;; ••.,.\ -' •—' • »•% :_:{•• : "^sr*^;!..:-: ! —- 1 -'i I/;- 1 1 , :——: • :'• i ,-, ; ; F'y 2 i j. i:iiiiii;:.; ;i"L5 ••=- J:=J.|.:Jt;.: . =--" Profile no : 204 Profile no 205 Profile no 206 Latitude 7°47.2' Latitude Latitude 7°23.3' Longitude 3S°11.2' Longitude Longitude 35°42.7' Village Idodi Village Xguluba Village Ikengeza Date 13.4.1981 Date 18.11.1980 Date 12.11.1980 111 : ••• : "j :•. , - i - \- • ) !.M- • • .i --1- ;.--»i it- .- i -* • ;: j! ' ' :•••';:= • •••'•• .r ••- ^-^ ••-—^ :-:!:!:M.' .: :. ;-- "^^:\.:-- :•' '•• -i •- ^~ . 1 z —r—T-rr.—:—rr:— • —- : •:•••••• ••: * ; i ' ''V '•!r| i-r^^^^jtf ••!•• ...•\K-|-|J.,,||1 •jHJ h""*1^-1 Hf! i-^r •H-;:; :—H^i;-^--- -. Profile no : 207 Profile no : 208 Profile no : 209 Latitude : 7°28.4' Latitude : 7°4 3.8" Latitude : 7°14.6" Longitude : 35°58.9' Longitude : 35°51.2' Longitude : 35°43.9' Village : Ikuka Village : Irole Mission Village : Izazi Date : 13.11.1980 Date : 20.11.1980 Date : 19.11.1980 GEOELECTRIC SOUNDINGS REGION: IRINGA »0 I >1QOO ?- li V Profile no : 210 Profile no 211 Profile no : 212 Latitude : 1 "• Latitude 7°50.1' Latitude : 7°3 Longitude : 35 4 Longitude 35°09.1' Longitude : 35 2 Village Kinywanganga Village Kitanewa Village Mafruto Date 12.11.1980 Date 2.4.1981 Date 29.4.1981 • >-> 1 CO 11 1 - . . —. i : „ —. t _^-_ 1; • - •!•-- 4--1->:.:;••- ; • -'!'!- - i - ——-' ---—;- •••••-r—r±~ ---—••-: , _ : • jt - • jT • . ... i ye ,....: .- — ... — . ..__ •• • —— I . 1. _ Profile no 213 Profile no 214 Profile no : 215 Latitude Latitude Latitude : 7°4 Longitude Longitude Longitude : 35 07.8' Village Mahuninga Village Makadupa Village : Mapogoro Date 1.4.1981 Date 18.11.1980 Date : 13.4.1981 | 700Q | iOOO f»c) )io 1 is j no Profile no : 216 Profile no 217 Profile no : 218 Latitude : 8°25' Latitude 7°39.81 Latitude : 7°39.6' Longitude : 35°05' Longitude Longitude : 35°22.8' Village : Matanana Village Mloa Village : Mloa Date : 7.4.1981 Date 27.1.1981 Date : 27.1.1981 GEOELECTRIC SOUNDINGS REGION: IRINGA HL J— ?-.: W: liviaiie^ I. -- 1^ -~i : : Profile no : 219 Profile no : 220 Profile no : 221 Latitude : 7°4 Latitude : 7°08.3" Latitude : 7°4 3.7' Longitude : 35°2 Longitude : 3 5°4 8.8' Longitude : 35 17.11 Village : Mloa Village : Mtera Village : Musimbe/Mloa Date : 11.4.1981 Date : 19.11.1980 Date : 11.4.1981 ?=^S: {Z— ;...^^nuir.-.^aFg|:^P •••:::vr--\; '.:.-»- 1 ; 1 : '^J': j.:^ UIHJ ! iz—i .;J .;;!:"' ^^= :_ -• •••»:•'.: T: -- !•:: :_=5 ••:• i-:7i Profile no : 222 Profile no : 223 Profile no : 224 Latitude : 7°46.2' Latitude : 7°4 0.3' Latitude : 7°4 3' Longitude : 35°12.8" Longitude : 35°4 5.3' Longitude : 35°32.1' Village : Musirabe Village : Nduli Air Field Village : Nzlhi Date'! : 11.4.1981 Date : 12.11.1980 : 13.1.1980 1 •' 1 I " I J — Profile no : 225 Profile no : 226 Profile no : 227 Latitude : 7 43' Latitude : 7°4 3.41 Latitude : 7°4 2.8' Longitude : 35 32.1' Longitude : 35°32.2' Longitude : 35°32.3' Village : Nzihi Village : Nzihi Village : Nzihi Date : 13.1.1981 Date : 14.1.1981 Date : 14.1.1981 GEOELECTRIC SOUNDINGS REGION: IRINGA 1.1 r .. | |7 in 1 ft .... i ?:: • • • ...:•-•-• '^£i j ;.i; |:g-.zli:"._ ~ • :• • i • -J"•7Tt^".'i'*!^|.1 IT!" \"f -^^ijs!. v ii •.;•.; .-i--- •.... • r':i. :•• TJ^TJ Or3a Profile no : 228 Profile no 229 Profile no : 230 Latitude : 7°4 Latitude Latitude : 7°4 9' Longitude : 35°3 Longitude Longitude : 35 44.4' Village Nzihi Village Nyakawangala Village : Tagamenda Date 15.1.1980 Date 18.11.1980 Date : 29.1.1981 (MS 1.3 f: pg \ Profile no : 231 Profile no : 233 Profile no : 234 Latitude : 7°4 Latitude : 7°5 Latitude : 7° Longitude : 35°4 Longitude : 35°0 Longitude : 35° Villaae : Tagamenda Village Tungamalenga Village : Tungamalenga Date : 29.1.1981 Date 2.4.1981 Date : 2.4.1981 r I c UliMWkc H 110 1 1 | P~... •: L: •^rp- i **-, •*-= "rf-J: • i •••l-Lr:."i::.Lr=s ; ' r :.*-—-•"r1 l : :. : —-- ==- ^ Profile no 235 Profile no : 236 Profile no : 237 Latitude Latitude : 8°14.8' Latitude : 8°14.7' C Longitude 34 42.9' Longitude : 3 5°15.7' Longitude : 35°15.8' Village : Ngerenge Village : Ndolezi Village : Ndolezi Date : 4.12.1980 Date : 28.1.1981 Date : 28.1.1981 GEOELECTRIC SOUNDINGS REGION: IR1NGA 1 2M0 J iH 1 -I l » I I "' ijl I if -!:: :'.-l -J .."i'l—V.) ij i •fHl-"'!|!.JrI5 •'• -'I;;:::-::."-z . j^ --—" ".:••••;—~ -<^ •*tm**~,;—, ! y^ i • •''. • -•^ '••-L: " T:—:—/f- - : : ••: i:'ii . rN: T* | -7 i • ;: :•••— :...-.'. I,; . ,.-, v. •.;•-. •• , - -*=i. V- Profile no 238 Profile no 239 Profile no : 240 Latitude Latitude Latitude : 8°4 9.1' Longitude Longitude Longitude : 34°50.S' Village Ndolezi Village Sadazi Village : Idofi Date 28.1.1981 Date 28.1.1981 Date : 21.11.1980 »-i4l»| ~T- II I '«l 1 - \- l_ —r—=-r-^-.—r-TT —- r — : 1 <- ^ I-"pi—i-^ rr: j ^| ^-iv:•:;-; • •• :^i- •~ M '•,. ';'; \.; ^ -—-••-.r-'-f--:i- —^: J4-J '••,•• rl" '-.•> V :. • . . • • :' •. -.:•:;••.- Profile no : 241 Profile no : 242 Profile no : 243 Latitude : 8°5 3.6' Latitude : 9°00.3' Latitude : 8°52.5" Longitude : 34°34.4' Longitude : 34°50' Longitude : 34°32.3' Village : Jlembula Village : Jlunda Village : Jyayi Date : 2.12.1980 Date : 3.6.1981 Date : 3.12.1980 i MC | U000 |—•» ' *i " •" * i: -V- • • - - • . - •• ' ;._:_:• .-^ J 1" ' •—. : : --••— -^ ^ ••—j—i— i r-LJ—- i..-. :—:T-=: 335 Profile no : 244 Profile no : 245 Profile no : 246 Latitude : .9°16.1' Latitude : 8°4 4.5' Latitude 8 58.6' Longitude : 35°00.7' Longitude : 34O47.6' Longitude : 34 35.3' Village : Kidegembye Village : Kinegembasi Village : Palangawano Date : 4.6.1981 Date : 21.11.1980 Dat« : 17.12.1980 GE0ELECTR1C SOUNDINGS REGION: IRINGA tOO 64 I 1^.. U= -KU'l.jp-iiiBig :. :J •;:-!., lie- .-...+ > Profile no : 247 Profile no : 248 Profile no : 249 Latitude : 8° Latitude : 8°57.6' Latitude : 8° Longitude : 34° Longitude : 34°35.7" Longitude : 34°42.8° ' Village Saja Village : Udonje Village : Uhambule Date 21.11.1980 Date : 16.12.1980 Date : 3.12.1980 I -•••—,-•• ..; ILM ^-i Profile no : 250 Profile no : 251 Profile no : 252 Latitude : 8°51.7" Latitude : 8° Latitude : 8° Longitude : 34°42.9' Longitude 34U39.1' Longitude : 34 Village : Ujindile Village Utiga Village : Wangingambe j Date : 3.12.1980 Date 3.12.1980 Date : 3.12.1980 !| mo CO — .. • , • 11 -i11 - :_ • . •.;.."• : :,i •; ; i Jffl Profile no : 253 Latitude : 9°1 Longitude : 34°5 Village Makombako Date 3.6.1981 CONSTANT SEPARATION TRAVERSES REGION: IRINGA It oaao A E 1 2« / \ I" / \ 5, 5 20 u / \ K 10 Si—" -' ( 10 20 30 40 SO 10 70 10 »0 100 110 120 110 140 lit 1H 170 110 110 DISTANCE Traverse no : 232 Latitude : 7°49' Longitude : 35°45.4' Village : Tungamalenga Date : 29.1.81 RUVUMA GEOELECTRIC SOUNDINGS REGION: RUVUMA I «TO I 5700 I 15S i »~—r ' I •» I » J—• IE; . —i .! :. : "T'T i-as l-j:'; j:'j MTTlr "]?111.;M•..,i'd 43V I- i;r'»=r—.-I!? —= V- Profile no : 301 Profile no : 302 Profile no :303 Latitude : 10°4 Latitude : 10°31.2' Latitude :10°40.4' Longitude : 35° Longitude : 34o45.0' Longitude :34°39.5' Village Kitai Village : Lukali Village : Mbaha Date 23.5.1981 Date : 24.6.1981 Date :24.6.1981 II I t=± [- l^mW^ma^S -j~:^ -T H!-ii—!• lil t 1 ::-"_; ,-^-i.: :.:.••;*•• ^_- .:.-• r •i'-.^jR = .-::-_-r.: •_•_.! 1 • •^.'.-I-lT ••-—•;•• ••-;—__ >-r:..:::-:...:;.:-- 11 ;:• rS3:.-=:!.-ia • Profile no : 304 Profile no : 305 Profile no : 306 Latitude : ll°04• Latitude : 10°34.8' Latitude :10°21.3' Longitude : 34°55.7' Longitude : 35o02.4' Longitude : 35°39.7' Village : Onango Village : LituXi Village : Songea 40 km Date : 23.6.1981 Date ; 24.6.1981 pate : 5.6.1981 » I »« I —:—r—— -- -- 1- - -^--»n 1 I • • ::••--' i 1 ..tJ:i:i:IL. .} .-TT-.:rf ^: •lyi.[! —±-— •• ; •••: """ . .; ; I~Z tTTT !.•• Profile no : 307 Profile no : 308 Profile no : 309 Latitude -. 10°02.3' Latitude : 10°54.5' Latitude :ll°07' Longitude : 35 37.5' Longitude : 36°05.3' Longitude : 36°10.8' Village : Songea 50 miles Village : Ligera Village : Malijoni Date : 11.2.1981 Date : 18.6.1981 Date : 18.6.1981 GEOELECTRIC SOUNDINGS REGION: RUVUMA 5'! I'" | no i T— ••- •••~T= • .•:-_.; ••:: .-. i= :'•:' •.•.;• .= • .-• l^J. .:•••-^ .._.4 If i lil . pi. -rTrrSTJTE n.^i.-u; !.¥'• Profile no 310 Profile no : 311 Profile no : 312 Latitude Latitude : 10°16.4' Latitude : 10°22.6' Longitude Longitude : 36°20.2' Longitude : 36°09.9' Village Mkongo Village : Mpigamiti Village : Mtonya Date 18.6.1981 Date : 19.6.1981 Date : 19.6.1981 1330 ii -I " ' . j up [tjcq "I—. _ ::: t •-'-•LJ - Y •:••.•.•• — „. , • .T . r . : I •-- "."NJ- •-LL.L ...J... ^ —T.-S-r— - » -I--"- .-^7.; :.: ; » -.- "-• -'-. ^ • • • —___ - v • -• •••• • V.* *?• i: vi.p :- '.'rA» •:.. • - T J • •- •. •;•!••• '4 •••--•- . .: :"Tl ; : f^-7 "• -i--r; .'—i-g-J- i:::!! '^-^7 •. . •_!; : . ;'. .• j . : ~' • ,~ -••;~T-J- — •[•-—- —^-fSr- ; . . • :=. -.:•;.; •"• .:-: .~:-?^i ji_—-••;- ; • -——— ;-.. -• ; " •. ~r~ i ___; r=r5i: Profile no 313 Profile no 314 Profile no : 315 Latitude Latitude Latitude : 10°34' Longitude Longitude Longitude : 35°52' Village Mtua Village Nakawale Village : Namabengo Date 22.6.1981 Date 22.6.1981 Date : 19.6.1981 700 | iftO | 1*00 !>*•• 'JI1 (T-jS-r- —:- —-^ irM. 9- Profile no 316 Profile no : 317 Profile no : 318 Latitude Latitude : 10°40.6' Latitude : 9°57' Longitude Longitude : 35°35.3' Longitude : 35°37.6' Village Namatuki Village : Songea Airport Village : Songea 96 km Date 22.6.1981 Date : 25.6.1981 Date : 12.2.1981 GEOELECTRIC SOUNDINGS REGION: RUVUMA [ "oo |M| o_ 1"» 1 »< ^.-=-- HTH-fr »rE ! : • • ' : : T^T*—^^TJ.|-rr!-':!:.:i Profile no 319 Profile no : 320 Profile no : 321 Latitude Latitude : 10°4 3.6" Latitude : 10°45.6' Longitude Longitude : 36°20.6' Longitude : 36°31.5' Village Sangea 80 km Village : Sangea 128 km Village : Sangea 140 km Date 10.2.1981 Date : 16.6.1981 Date : 16.6.1981 | 22.J 10 MOO ?ooo J?joq I il l 1; ...... HR E Ir . p.i \i i- _t.i.i||j... !_^i —^«Kt?"Hill: : •;•>*) i ;._ : •; J•••:. '£'--. . ' ••. . ' i ! : -•• • • :'~3 •'•" -•^ :.: :—:.:....^=- ...... -..:• z^. .•= *i ' "' :_ n|,,|^,...,,, ff —.-ZTS::., 5 1 1 1 -.'• -"*^i* -•:>: • -~ ^Vj' -. ~- •? i.hr.L - - : "" T' "+!^"—-rtfji ^F^^-.'.T: .I.-.:-.. •:.-.- ; •'•" : "••S:~£."T: T v^' •"••••"- --:::•; :":..- - ••! j i'j'i-Tr-:\ [' : :£Iii.-... J • . = -._'3i----. : Profile no : 322 Profile no : 323 Profile no : 324 Latitude : 10°34.6' Latitude : 11°34.7' Latitude : 11° Longitude : 36 22.2' Longitude : 36 53.7' Longitude : 37° Village : Tunduru 89 miles Village : Chamba Village : Chilanga Date : 10.2.1981 Date : 12.6.1981 Date : 9.2.1981 TSO ISO Ho... EH" j . I— — :.. ..I^J.J.:.,..J4I ••-Htt:'l+W'"": ^-i—'• 3 •• i ir::ii.;i:i—-%H^j^- —La V _: Profile no : 325 Profile no 326 Profile no : 327 Latitude : 10°51.4' Latitude Latitude : 10°51.4' Longitude : 37 35.7' Longitude Longitude : 37°29.5' Village : Katumbi Village Kitanda Village : Kwitanda Date : 8.2.1981 Date 9.2.1981 Date : 8.2.1981 GEOELECTRIC SOUNDINGS REGION: RUVUMA a: UOC -^T160 T JS I -; *-H. t- Profile no : 328 Profile no : 329 Profile no : 330 Latitude : 11°31.6' Latitude : 11°23.4' Latitude : 11°31.3' Longitude : 36°56.5r Longitude : 37°01.5' Longitude : 37°21.7' Village : Likweso Village : Lukumbo Village : Lukumbule Date : 12.6.1981 Date : 12.6.1981 Date : 12.6.1981 HII6 . K I I » '-• 1 o i •-i- ••—-:•:-• --^-4! 4U. i-i :.u.. .i - :• --'-1 "• ••:•,-•• -. ••• ''V •' ; : •; .'-.-r\ -'— ~ H i—!- - -1 . ... —-—-^- - -:-~=-nrivi "^ t- Profile no : 331 Profile no : 332 Profile no : 333 n Latitude : 10°57.1' Latitude : Latitude : 11°19.3' Longitude : 37°19.1' Longitude 37°08.7' Longitude : 37°05.3' Village : Masonya Village : Nkaudu Village : Mbresa Date : 7.2.1981 Date 9.2.1981 Date = 9.2.1981 | 3200 : 12 - I » ! . --^ -j-.j-i-j.;,-,-. i il l .- • .: 1-: ! ;-'J .il.i.—' 1 r ~ -:--f • — .•- 1 J .if 1:H]J 4_.i. \n .i.il.-4.;,3 i\ • Profile no 334 Profile no : 335 Profile no 336 Latitude Latitude : 10°51.8l Latitude Longitude Longitude : 37°50.2' Longitude Village Mindu Village : Mindu Village Mindu Date 8.2.1981 Date : 8.2.1981 Date 8.2.1981 GEOELECTRIC SOUNDINGS •REGION: RUVUMA 1 - 1 • «" ' • i 1 • V. t- \ mm 1 —•-4-J--4- • •••'-- —^ — ;•.-,!-: i" - V l — —^ :••..;: T'j NW • ... : ~ ...._J._ l.:..:..4-ij.-P.l., | 4:.. ;_4..^3^U ^j4lj}lil*|j|;^ ••:••',••••: -:-:-!-4-! •\ ^ I ; i -.-: : ^5. ^.|.... ^ ^•-; ^H — —_ ii L •i -^~ ' Profile no : 337 Profile no : 338 Profile no : 339 Latitude : 10°50' Latitude : 10°48.41 Latitude : 10°47.3' Longitude : 37°46.1" Longitude : 37°46.8' Longitude : 37°47.3" Village : Mindu Village : Mindu Village : Mindu Date : 8.2.1981 Date : 8.2.1981 Date : 8.2.1981 j B5 | HO j 100 ^ i^^ij™' T^pp'':i;!\?- Profile no : 340 Profile no : 341 Profile no : 342 Latitude : 10°! Latitude : 10° Latitude : ll°01' Longitude : 37°! Longitude : 37° Longitude : 37°18.8' Village Mkowela Village Mcwajuni Village : Nakayaya Date 11.6.1981 Date 11.6.1981 Date : 9-2.1981 900 1tO0 !== -—3^-J.i4.,a:-.^:4j4.[|:^g \ 4^1 Tr%^Bj#§Pnia Profile no 343 Profile no : 344 Profile no : 345 Latitude Latitude : 10°52.8' Latitude : 10°52.8' Longitude Longitude : 37°26.8' Longitude : 37°41' Village Mpelembe Village : Msagula Village : Mtetesi River Date 9.2.1981 Date : 7.2.1981 Date : 8.1.1981 GEOELECTRIC SOUNDINGS REGION: RUVUMA 6SC '. W ^#^.V- Profile no : 346 Profile no : 347 Profile no : 348 Latitude : 11°1 Latitude : 10°52.5' Latitude : 11°13.1' Longitude : 37 1 Longitude : 37°44.1' Longitude : 37°27.5' Village 'tola Village : Mtonya Village : Mtolela Date 9.2.1981 Date : 10.6.1981 Date : 13.6.1981 "I—™ --~=^^=mmmmm Profile no 349 Profile no : 350 Profile no : 351 Latitude Latitude : 11°27.91 Latitude : 10° Longitude Longitude : 36°59' Longitude : 37°2 Village Mtwaro Village : Nalasi Village Nalyawale Date 13.6.1981 Date : 12.6.1981 Date 7.2.1981 "I-.. .i;:;^:i—i^-i-^A-i^ *• Profile no : 352 Profile no : 353 Profile no : 354 Latitude : Latitude : 10°54.9" Latitude : 1O°51.3' Longitude : Longitude : 37°51' Longitude : 35°33.3' Village : Namakambale Village : Namakambale Village : Namakambale Date : 8.2.1981 Date : 11.6.1981 Date : 8.2.1981 GEOELECTRIC SOUNDINGS REGION: RUVUMA 1 1 1- rr- i^-- -U- ——;; - ::rpt::p^ -i^ n iffl- w :'"^\r'i __ J..J Tii-- tt^ g—• -*- •— !. ! -*— • —T '" ': - , ; . '. IZ.LSTE IP •4-s-*- 1—i -•-• • ••- 1-^': 'iii i -ii . .. ..: ... . :....-. —.— .___ 4*3- —7—- =F r-t ;.iu;l:-^=i.y-. Profile no : 355 Profile no : 356 Profile no : 357 Latitude : 10°58.5' Latitude : 10°41.2' Latitude : 10°4 Longitude : 37°23.6' Longitude : 36°53.8' Longitude : 36°5 Village : Namakungwa Village : Namakungwa Village : Namakungwa Date : 10.6.1981 Date : 15.6.1981 Date : 7.2.1981 3T00 1 • 0 1 " 1 '•• • • •.. • '-i • t "•' "H"—i3*!""^.1" •f .. . W ••-• i-i - ^: : : -2.-±z Li3-:-_TL- —•• ."; "_ —^— • -V— -rr-rr V -j'!fr--;- i|ij'^'**1 -••:- h U-'.::." ... 1 :.: T . ••• & -T^T — ;.,„ • i^i l •H- 1 :•=:- =™.is. 4TT=:.-.r—S~l •:•-.,- v-:.;:- Profile no : 358 Profile no : 359 Profile no : 360 Latitude : ll°0 Latitude : 10°50.7' Latitude : 10°57.1' Longitude : 37°2 Longitude : 37°10.8' Longitude : 37°14.6' Village Nanasakata Village : Nampungu River Village : Nandembo Date 13.6.1981 Date : 7.2.1981 Date : 15.6.1981 TFBT "I— [zaq *to 1 — 1 -vt^W^MmM-m : ,.;: . :-;»• 'L L-± y- Profile no : 361 Profile no : 362 Profile no : 363 Latitude : Latitude : l6°48.6' Latitude : 10°48.1' Longitude : Longitude : 36°56.7' Longitude : 36°55.4' Village : Ngapunda Village : Ndeyende Ya pili Village : Ndeyende Ya Pili Date : 12.6.1981 Date : 7.2.1981 Date : 15.6.1981 GEOELECTRIC SOUNDINGS REGION: RUVUMA 11D00 17D -170 I f "• • • \ ; ..-; i !!*rl"; "'•HJ : i- —-- •y; •—'•;—•- ' .i "~ _ BM.Ijjjiiijja^ 1.::;:!3-:::iSf»=- •7J;'V-r-t |:jlr"'"t"'j''^"7 —• • • -:i •;:. '•-—'- i .:viMj:i[jiii;hj.a.'i Profile no : 364 Profile no : 365 Profile no : 366 Latitude : 10°5 Latitude : 10°52.7' Latitude : 10°4 7.8' Longitude : 37°; Longitude : 37°27' Longitude : 37°58 • Village Pucha Pucha Village : Sagula Village : Tinginya Date 8.2.1981 Date : 10.6.1981 Date : 11.6.1981 •« i '. •• .'1 i "iT i- '...:-—-• ;:::^z^ •e.!,\ Profile no : 367 Profile no 368 Profile no : 369 Latitude : 11°1 Latitude Latitude : 10°1 Longitude : 37°2 Longitude Longitude : 35 3 Village 3 km, Tunduru Village Tunduru, Masasi Villaae Hanga Date 17.11-1981 17.11.1981 Date 4.11.1981 l i -=Z:--::~-L:--Z=Z • 'Z'" ~ \ — -— --—' —-:T- —^. l-i-r.— - ;-_—— : I i ' '•^'•';~ "V]"i \\\ " '"l''~X"'Tl'iTC^L" ^ ^ • : • 1 ' = Profile no 370 Profile no : 371 Profile no : 372 Latitude ll°08' Latitude ro°io I Latitude : Longitude 37°17' Longitude : 35°39 .5' Longitude : Village : Azitnio Village : Hanga Village : Azimio Date : 18.11.1981 Date : 4.11. 1981 Date : 18.11.1981 6E0ELECTRIC SOUNDINGS REGION: RUVUMA •. ' ' ' 11. » ' ^ rjj\m'j-m Profile no : 373 Profile no : 374 Profile no : 375 Latitude : 11° Latitude : Latitude ll°07.5' Longitude : 37° Longitude : Longitude Village : Azimio Village : Azimio Village Azimio Date : 18.11.1981 Date : 18.11.1981 Date 18.11.1981 i-P 1 : .. ' . -"—- — '"*' -,|.L!:.;.': •*' !TI IJ ..' ~.^ ? . "'U.r .. ._ r=_TrC m Profile no : 376 Profile no 377 Profile no : 378 Latitude : 10°16' Latitude Latitude : 1O°5 Longitude : 35°38' Longitude Longitude : 37°2 Village : Gurabiro Village Sisikwa, Sisi Village 8*5 km, Tunduru Date : 4.11.1981 17.11.1981 Date 17.11.1981 ^—^—m it IP 1 i-t \m m ••A- Profile no 379 Profile no : 380 Latitude Latitude : 10°7.8- Longitude Longitude : 35O40' Village Ndenyende Village : Mkutano Date 11.11.1981. Date : 5.11.1981 MBEYA GEOELECTRIC SOUNDINGS REGION: MBEYA f— —! --M ••-••ill-f! • .j.plii I" k C*^ : : — ••( . •>" -rf irnfjf iii— Profile no : 101 Profile no : 102 Profile no : 103 Latitude : 8°36.8' Latitude : 8°36.8' Latitude : 8° Longitude : 33°01.1' Longitude : 33°01.5" Longitude : 33° Village : Galula Village : Galula Village : Ifuko Date : 25.9.1980 Date : 25.9.1980 Date : 25.9.1980 T^\ " ^ 1 i —» r • ••- i—*. ' ." I f"' - ' II I —•*=?• J— •••'• • ^— f • .". ; -.7: .t;^" -TJ: ;.! !.:.: . : ' | " •++: "••r y^fftftW ' "'^^^ —i --.^ -='7~-;.:.y--:.-.--- = -' -•:->=:::: ^^ H:- 1 'J3 ..... —: " "^ __.. ^ ._•-.: rfT: • . : • • : . . • - Profile no : 104 Profile no : 105 Profile no : 106 Latitude : 8° Latitude : 7° Latitude : 7°1 Longitude : 33° Longitude : 33° Longitude : 33°3 Village Ifuko Village Kambi Katoto Village : Kambi Katoto Date- 25.9.1980 Date 30.10.1980 Date : 30.10.1980 I >•" I 1 »• -••• "•-" • - - „ ;,:: ..:• r iH- —\ 11 •• rH: -"••.-]-:-? IT: 4a ii -:Vi .,:- J 1,1 , . : . _ !r?t .i 1 j 1"{ |} '^' — * V^ H •T : .• . L.iJ. I •! j : • •"• •- • A: • : —• •_•. :. :•—._..! ..! ::; :i . : V^ ~-=^ . * 19 •W Profile no 107 Profile no : 108 Profile no : 109 Latitude Latitude t 8°34.4' Latitude : 8° Longitude Longitude : 33°03.1' Longitude : 33° Village Kanga Village : Kanga Village : Kanga Date 26.9.1980 Date : 26.9.1980 Date : 26.9.1980 GE0ELECTR1C SOUNDINGS REGION: MBEYA I ; » I » Irfiir — //. .- "•;••• : 7 '-. ' •'-•'•_/y--i--U 1-1:1+)— -1— _j-^.. Profile no : 110 Profile no : 112 Profile no : 113 Latitude : 8°3 Latitude : 8°3 Latitude : 8°33.5' Longitude : 33°2 Longitude : 33°24.8' Longitude : 33°26' i Village Kiwanja Village : Kiwanja Village : Kiwanja Date 18.9.1980 Date : 28.4.1981 Date : 28.4.1981 » I 0D 1 | '100 I in n 11 1 -^-T-~" ^17. r-j:' ••.. j. -? L j •. . i : -:v- ^-•- -7" ... . ••-!i»?!H:;ij:--;.;' : : ; l: —J—H— IK' H]j^: -''. - : : ". X'-i :; • : - ':. ^ \ . : .• • • ;•_ •fei ;.;j;rf':>': :i -••:' -.-.— • : ::; •••.:. . - .••=•.•=• :-.i •• • :.- - . -' '"£-iT •;• • 'Z'ZZ .. • i I i; .i '•—: •••:•: ..-Ji;i'.,jp-- •- :::.. :.^-l U=.--" ^1£7-'": l-.T:! ::;•.: :71;:' 7^= Profile no : 114 Profile no : 115 Profile no : 116 Latitude : 8°; Latitude : 8°27.5' Latitude : 8°4 0.7" Longitude : 33 ] Longitude : 33°14.1' Longitude : 33°17.9' Village Kungutas Village : Kungutas Village : Lupa Goldfield Date 30.4.1981 Date : 30.4.1981 Date : 22.10.1980 |SOO-IOO| J — r^T^i I:; l.i \J\. •-!, .1 J.I :.;|!- - Profile no : 117 Profile no : 118 Profile no : 119 Latitude : 7°5 Latitude s 7°30' Latitude : 8°37.5- Longitude : 33°1 Longitude : 33°26' Longitude : 32°57' Village Lupa Tingatinga Village : Mafyeko Village : Magamba Date 30.10.1980 Date : 30.10.1980 Date : 2.10.1980 GEOELECTRIC SOUNDINGS REGION: MBEYA 100 33 13 1 i ' .- I " : •. M* "" - -..:; .':\>^l4-;:ifaa it i '[".'."' _^»*i liiriji :T' ;• -•••• —;•-, .. . __.-^j.i-;,(ji:4 4^ «- - ,j:".;••••' Profile no : 120 Profile no : I22 Profile no : 123 Latitude : 8°2 Latitude : 8°03.3' Latitude : 8°03.8" Longitude : 33°1 Longitude : 33°16.2' Longitude : 33°15.9' Village : Makongolosi Village : Mamba Village : Mamba Date : 31.10.1980 Date : 29.4.1981 Date : 29.4.1981 • m in-1 !„.. 130 "!.M It \ " 1 .... • .-, - r ...?.;•;: > r-. '• '. I •Sit" 4_u:i.U+:_..iq 1 ••:•" T.= ..r • fa.15 -*M TTTJ" m1 ?v*. . •. • _=d:.J=j- •: iii i K-Tr:Jr;rr -3- ^-_ ~;-^-ni:"":: Profile no : 124 Profile no : 125 Profile no 126 Latitude : 8°0 Latitude : 8°25.9' Latitude Longitude : 33 1 Longitude : 33°31.9' Longitude Village Mamba Village : Mapogolo Village Matundasi Date 29.4.1981 Date : 29.10.1980 Date 31.10.1980 1> ! 490 •• H • f- :•';.;• : ' • "'" TT-T^I : f''nK!;i'iTI| -• Eij-U-J J-UJ!'-— !i3 jrn- -7-t"-H'+ : fj^ ;:- : ' t"rf-^ •-:—j-+ !:••-'• 1-5..4'•' iiij.:. .. :s-k j;;,.. •!•:;; ^ YVy—'IVf •!' .i-jl'.;;-, ;-,;; D 'i 1::!. • ^=M : •• i.::tiU: ': ' '•'" Profile no 127 Profile no : 128 Profile no -. 129 Latitude Latitude : 8°4 Latitude : 8°2 Longitude Longitude : 33°0 Longitude : 33°1 Village Mbuyuni Village Nsangamwelu Village Ntumbi Mines Date 3.10.1980 Date 17.10.1980 Date 29.10.1980 GEOELECTRIC SOUNDINGS REGION: MBEYA " ! "•-' 1 »° 1 _... , .—'. rz: I:. .:• - , . , ) . ;.,..,, ,11 II j ^ f- —r— II I .. • . . i —T—r^-T-—~, ^H'"H HfMifll^ '~ ••- -4- } -^.- = ; ; ^SS^: - '-'• •'-• ;i. •' : ; " - - _ ;;-_- •—-f-^— — ;';Tg ;*T3JM ;_. ~.j... •Milrtyijt'jB "^ _ ..r.4li.i;;.|JI .:...: .^ ^...-EElsgliilbS^i II I fr^— -_^~j- ::• • ..- - r Profile no : 130 Profile no : 131 Profile no : 132 Latitude : 8°2 Latitude : 8°30' Latitude : 9°22.9" Longitude 33°36.7' Longitude : 32°50.V Longitude : 33°01.9' Village Sangarabi Village : Totoe/Totowe Village : Jkumbilo Date 22.10.1980 Date : 3.10.1980 Date : 21.11.1980 1 | ::. .:...,.»;3j. -"•-: ; a^ '•' ' -TTT :, A=- .-:•=== ;^^E z—im^rFimWmt • -'-#: . i_L- --T- I I Profile no 134 Profile no : 135 Profile no : 136 Latitude 9°20.9' Latitude : 9°1 Latitude : 9°29.2' Longitude 32°59.1' Longitude : 32°4 Longitude : 33°53.2' Village Mbebe Village Nandanga Village : Ipinda Date 20.11.1980 Date 17.11.1980 : 18.12.1980 ii ' » **•' — ...' , —r t: - . : --—— HIT I '•;'p-i V'ti^.i-rij-^^p^^Big 1 —: ••:•;: "~- .. '•."•I 1 :v:3ri;^S3S ^=^¥- Profile no :137 Profile no : 138 Profile no : 139 Latitude : 9°34.6' Latitude : 9° Latitude : 9°33.8' Longitude : 33°51.3' Longitude : 33° Longitude : 33°53.2' Village : Kikusya Village : Kyela Village : Tenende Date : 18.12.1980 Date : 16.10.1980 Date : 18.12.1980 GEOELECTRIC SOUNDINGS REGION: HBEYA I — ' *r~ J-- »=• 1 P!7 -44 j • ' lift !§•;:• mwm •••. j-^ Profile no : 140 Profile no 141 Profile no : 142 Latitude : 8°54.9' Latitude Latitude : 8°46.9' Longitude : 33°27.6' Longitude Longitude : 33°4 3' Village : Mbeya Airport Village Ijumbi Village : Olongo Date : 8.10.1980 Date 17.9.1980 Date : 15.9.1980 I » I 1" I IB I:..— T---T- p^ f — r* -•(-M'i 4-(- iu" i ; ! • * • -"- J " TF=^ i - ri'!r V 1W -r nnrpi P Srt -»-: — ^Sii*.'.::: •;••.—:- JJ.[•!.':: :•:••":."- 'Iff? ^? ;.):;.ri '•"~"^r -rtf' Profile no : 143 Profile no 144 Profile no : 145 Latitude : 8°4 Latitude Latitude : 8°4 Longitude : 33°4 Longitude Longitude : 33°4 Village Jlongo Village Jlongo Village : Jlongo Date 10.9.1980 Date 15.9.1980 Date : 15.9.1980 1 .« | IT 1 «» .. ~ •••• :--,•-: : - : . ' "'J • J •' • l|^ ' '••:.: • "•d" i*! j iI"' • ••'••"'•*•* • • ': - --:].': !'--!.-:4-r*:r! - "i j'+j-U-^H -V^TI \**- •;. • • :. .. , - -.: .;."; • j-3i.j Hs".\... i •• = zi= -.:.•.•= :::::!-.: •• .: . :.-_r • :• ••[. .4 . '!!••;•:• :•"••? ~i~- Profile no 146 Profile no 14 7 Profile no : 148 Latitude Latitude Latitude : 8°58.4' Longitude Longitude Longitude : 33°13.6' Village Iyunga Village Kongolo Village : Magereza Date 8.10.1980 Date 17.9.1980 Date : 8.10.1980 GEOELECTRIC SOUNDINGS REGION: MBEYA Sr j ui • ' P 7 •! ' ! ] j.' . -.. . ^r- • --73- ' ••••;•!-; >--7 fl: ;•;••:-.•. •. i •", ..--.• -r " :.: : ' "%*2H1H:*::1.»i"it •••: j-:; ~ fti^j^" "ft —. -.:~ :^i.:i::r——— *m Profile no : 149 Profile no : 150 Profile no : 151 Latitude : 8°4 Latitude : 8° Latitude : 8°46.2' Longitude : 33 4 Longitude : 33° Longitude : 33 42.3' Village Mahango Village Mbeya Village : Mlowe Date 16.9.1980 Date 7.10.1980 Date : 16.9.1980 9.3 1 '• ^ ~L I--••••:-•••--• •••": •^^~" : : .•;:••. . l;=r '''"ii •"'•^=5- 4-j.ti. ••-+'?• -+ ^-*- Profile no : 152 Profile no : 153 Profile no : 154 Latitude : 8°4 Latitude : 8°5 Latitude : 8°5 Longitude 33°45.1' Longitude : 33°1 Longitude : 33°1 Village Nsonyanga Village Songwe Village : Songwe Date 15.9.1980 Date 14.10.1980 Date : 14.10.1980 W "° 770 7« I:; } "•'•••: "'• - ••" ! :! '''-i i-g i 'i^- : •" ' %y- Profile no 156 Profile no : 157 Profile no : 158 Latitude Latitude : 9°1 Latitude 9°10.2' Longitude Longitude : 32°3 Longitude 32°33.8' Village Chiwanda Village Chiwanda Village Chiwanda Date 21.4.1981 Date 22.4.1981 Date 22.4.1981 GEOELECTRIC SOUNDINGS REGION: MBEYA • H'» 1 1 "° i \: iSi .-{-.• I j ; (ZZ. t — • • • •_ 1 i Vf aj-i-'j.J;, 1 .. . • • ••••j-i —ir^i - -T4~ :.• :::•."• ~ *^% —\- .::; •;::;. ...- ;- • }. '"J 1 |.;J \."i ti.j.'iiiiii ; \ • * : . ; 1— • ::=Ai.:-i3:':|!l= " * r*r •'"' 49: "*i .'I feSJkBitf! -• \\ ----- ; if; :.t ;;-'i~.::;E=i i^aii:H£=== —E- • 'i'T|i-lUii T ,: m . i_ _ Profile no : 162 Profile no 163 Profile no : 164 Latitude : 8°25.8' Latitude Latitude : 8° Longitude : 32°28.9* Longitude Longitude : 32°27.3° ' Village : Ivuna Village : Kamsamba Village : Mbao Date : 27.1.1981 Date : 27.1.1981 Date : 28.1.1981 f: Kii^ijj ,"Y~- :^-^i- . ' . 3 ' * ! • • — - — ~^': :;-i:'--^^ •:::::r.z—.:_.:' ': Profile no : 166 Profile no : 167 Profile no : 168 Latitude : 9°05.5" Latitude : 9°05.5' Latitude : 8°25.9' Longitude : 32°57.3' Longitude : 32°57.3' Longitude : 32°31.4' Village : Mbimba Village : Mbimba Village : Kinarawene Date : 28.11.1980 Date : 9.10.1980 Date : 27.1.1981 II- 1 Cl 1 Cl | t. fci | 100 j 1C ""h-Iir > "i ' 1 i i 1 i •! i '.: i\i •..~s • J 11 : t i( ...... ^ - _• . .••-. •• - H;i" si M.i j:--',-4 4, •ffifp' -irj:::!.!i: ' 1 ra"i;i.:i::j . r' 1 i iTt:: +i-•:\U:i" - ,.;rrv : j .. ' i.-:- ':.- ! hi. : 1 -i-* •^-i!|-1 !-H 1_h_..r:? • •:•:-.••.- r-TTTrr— Profile no : 170 Profile no : 171 Profile no : 172 Latitude : 9°01.1' Latitude : 9°01.9' Latitude : 8°4 2.1' Longitude : 32°58.7' Longitude : 32°55.9' Longitude : 32°10.4' Village : Mbozi Mission Village : Mbozi Mission Village - : Mkutano Date : 30.9.1980 Date : 8.12.1980 Date : 13.11.1980 GEOELECTRIC SOUNDINGS REGION: MBEYA £••— • IOC 1C u '» i L • :— . . f i • .-. '• :••.: t '""*.. rq...^.:j,i.. ...;._ ;Xj.|44.j, —.-^ —; ;—>-* i._,-j .f'j-j.l.J.H'HjkT-U V^_ .-i_.::;-. . —-j •-•=-H-;-H~:^-^ 1 -M \——--— V^ :-r-r —r-= '-H-i-Htt?i—T-^5 -L....!. 44:l.i.!.U.. .' _!.^. ;;:^*i4...\ !-- •:•. .:^i - ,._^. ._.::...... WuvMT . : . : •:•;:_ . • raermmrisi Profile no : 173 Profile no : 174 Profile no : 178 Latitude : 8°24.3' Latitude : 9° Latitude : 9°16.2' Longitude : 32°22.2' Longitude : 32° Longitude : 32°49.1" Village : Mpapa Village : Mpemba Village : Mpemba Date : 28.1.1981 Date : 11.11.1980 Date : 14.5.1981 I no | ui | ?*oo !»... z^znirz-rr.r^—z: [ :p*^ Jtr.y^^gtl^M :; ;i t -. JHn'i i ^:f^if!;gg^ Profile no 179 Profile no : 180 Profile no 181 Latitude Latitude : 9°14.5" Latitude Longitude Longitude : 32°37.5' Longitude Village Nkangamo Village : Nkangamo Village Nzoka Date 15.11.1980 Date 15.10.1980 Date 13.11.1980 | 5'50 ; !•! r r f :i j i i.! • ;•- j. : .- - •ilrJ-'i-T—y-H: .j.jj|....:.-!_3 » r:'S^t:—^~ j. gigiil^pi^ •: • z • • m~ :czzI" -^Si 1 • I:H3...:.J.J3 mmi ::••.••;•••:; .1. -_:-i r-r T—J :!J]i:u!L«|ii Profile no 182 Profile no : 183 Profile no : 184 Latitude Latitude 8°51.8' Latitude : 8°2 Longitude Longitude : 32U59.4' Longitude : 32° Village Rungwa Village : Rungwa Village : Sawanyambe Date 30.9.1980 Date : 30.9.1980 Date : 27.1.1981 GEOELECTRIC SOUNDINGS REGION: MBEYA | HP •—S5E h»J_L 5l i • i • • • t • • * ' • 11: i " ;••=:• :: j A. Profile no : 185 Profile no : 186 Profile no : 187 Latitude : 8°57.1' Latitude : 8°5 Latitude : 9°18.8' Longitude : 33°10.2' Longitude : 3 3°10.3' Longitude : 32°46.3' Village : Senjele Village : Senjele Village : Tunduma Date : 2.10.1980 Date : 2.10.1980 Date : 8.10.1980 1 '• i 1 n " I « 1 -~-;i5'j™ I-P^d ~~.;f-^'-;-*j'a; j^^pgi^ Profile no : 188 Profile no : 190 Profile no : 191 Latitude : 9°18.6I Latitude : 9°05.2' Latitude : 9°05.2' Longitude : 32°47.3" Longitude : 32°56.3" Longitude : 32°56.3' Village : Tunduma Village : Vwawa Village : Vwawa Date : 9.10.1980 Date : 10.4.1981 Date : 9.4.1981 ,1.p 1 >.. 1 ,. 1 I »' I Profile no : l»i Profile no : 194 Latitude : 9°02.4' Latitude : 9°02.8" Longitude 33°35.8' Longitude : 33°35.6' Village : Idweli Village : Idweli Date : 1.4.1981 Date : 1.4.1981 CONSTANT SEPARATION TRAVERSES. REGION: MBEYA - - • A / \ i ] — 400 - G S 11 3 • - n A A A 11 - - \ E 200 - VV - - DO 300 400 500 100 700 100 (00 1000 1100 1200 DISTANCE Im) Traverse no : 101 Latitude : 8°33.4' Longitude : 33°26- Village : Kiwanja Date : 28.4.81 12 2 ' Of 1 - — 120 - t if -G S 12 3 -A A / VIw P 100 f \ V - V K rv V \f - • 100 200 300 400 500 • 00 700 tOO DISTANCE 'ml 100 200 300 400 DISTANCE Im) Traverse no 121 A Traverse no 121 B Latitude Latitude 8°03 .9' Longitude Longitude 33C 315 .8' Village Maraba Village Mamba Date 29.4.81 Date 29. .4. 81 CONSTANT SEPARATION TRAVERSES REGION: MBEYA A \ — 1000 E \ \ \ I I in toe jot tee too 1000 DISTANCE I ml Traverse no : 133 Village Mbebe Latitude : Date 20.11.80 Longitude : 35°58.9' too a E M 1- A. LA £ - 1 f ) V/ r A. / r \ 0 • CD V . \ A j A • VV - u \ • 1 - 100 200 300 400 SOO iOO 700 100 DISTANCE [ml Traverse no : 155 A Village Chiwanda Latitude : Date 22.4.81 Longitude : CONSTANT SEPARATION TRAVERSES REGION: MBEYA A - - - \ c • I - \ • \ V - - Traverse no 155 B - - Latitude Longitude Village Chiwanda • - Date 23.4.81 0 100 200 100 400 DISTANCE In) - - - 00 E A \VT - a• - i g1) c9 - - Traverse no : 165 Latitude : 9°05. 2' Longitude : 32°57. 4 ' - - Village : Mbimba Date : 28.11. 80 0 tOO 200 100 '00 900 100 DISTANCE Iml CONSTANT SEPARATION TRAVERSES REGION: MBEYA - /u - • 1 - V - - \ - \ -O S 17 1 • V - 900 400 900 tot 700 »«0 (00 1*00 1100 1200 1300 1400 DISTANCE ln>) Traverse no 169 Village Mbozi Latitude Date 8.12.80 Longitude Traverse no : 176 Latitude : 9°16.2 Longitude : 32°49.1 Village : Mpemba Date : 8.4.81 0 100 200 300 400 900 (00 CONSTANT SEPARATION TRAVERSES REGION: MBEYA 1*1 f— / I h \/ J / V • II \ I A" : 1 /%• j I •• As / r IM |N ••• Ml 1M ItM It** Traverse no : 177 Latitude : 9°15.6 Longitude : 32 °50.2 Village : Mpemba Date : 14 .5.81 • —> A « • s o A 1 \J V s— - • in ft OI*T«KCI (ml 10 E W2B Z UK \ o 1 40 Traverse no : 189 The lower graph illustrates results Latitude 9°03.5 frora seismic soundings 101-107. Longitude : 32°57' Village : Vwawa Date : S.4.81 CONSTANT SE PA RAT I 0N T R A VER S ES REGION: MBEYA • - _ too E A /. - V) J - C S 11 3 o f J, . J - • - 0 100 200 300 ««0 lt0 «»0 700 100 (00 1000 1100 t>00 1300 1400 DISTANCE In) Traverse no : 192 Latitude : 9°02.4 Longitude : 33°35.6 Village : Idwell Date : 6.4.81 PV IRINGA SEISMIC PROFILES REGION: IRINGA TRAVEL ! mE DIAGRAM TRAVEL HE OUOUM TRAVEL TIME DIAGRAM : I 01* Olf 01* 014 Bit • • >• K : • 3 01} 5 * = 01) • ! o.o I ... mZ a • M * ki a • • s a [ 00* : oee OAI ¥ > 00* 1 V 00} 00} x> ^| | INTEKWIETJJICH : •*• MK* V '."»*/i Profile no : 201 Profile no : 202 Profile no : 203 Latitude : 7°4 7.5' Latitude ' : 7°4 9.4' Latitude : 7°39.7' Longitude : 35°10.9" Longitude : 35°06.9" Longitude : 35°22.3' Village : Idodi Village : Mapogoro Village : Mloa Date : 30.4.1981 Date : 30.4.1981 Date : 28.4.1981 TRAVEL TIME OUORAM TME DUGRAM 1 ; a, - 1 on i i 00' I I I £ OCR | OOJ ; r -J- 1 2 - OCJ rr- C07 h s . : 1 7 \ 2 V t "3 1 i \ i- » m » n » C » U '» ?* INTIRWIITATPON : INTEWMt IR1IGN : Profile no : 204 Profile no : 205 Profile no : 206 Latitude : 7°35.7" Latitude 7°43 .0" Latitude : 10°29.0' Longitude : 35°22.8' Longitude : 35°32 .1' Longitude : 34°4 2.9' Village : Mafruto Village : Nzihl Village : Ngerenge Date : 29.4.1981 Date : 28.4. 1981 Date : 5.12.1980 SEISMIC PROFILES REGION: IR1NGA TRAVEL TIME DIAGRAM ; TRAVEL TIME DlAOfiAlM TRAVEL TlMt DUG* A I _j l '• • i • OM Oil 1 , 1 I . i Oil 1 OM 01* i I 1 On ou OU i • i i • 1 ' 01? 01} i i • „ on. S 00 I 010 h 1 r OM 3 J.O. , *s • 3 = = H r 1 H • • -t-j- OCf oot ~p i/ f - c:.. • | • , ' IMTERPRCMTIQN : Profile no : 207 Profile no : 208 Profile no : 209 Latitude : 8°14.8' Latitude 8°53.6' Latitude : 9°16.3' j Longitude : 35°15.7' Longitude 34°34.4' Longitude : 35°00.4' I Village : Ndoiezi Village : Ilembula Village : Kidegembye Date : 31.3.1981 Date : 17.12.1980 Date : 4.6.1981 RUVUMA SEISMIC PROFILES REGION: RUVUMA TRAVEL t IC DIAORAM i. ME DIAGRAM TRAVEL T DIAGRAM z j | 1 • a • E a • '. - 5 • i d = i - 2 • i. - \ f h i \ s e s si u INTERPRET*! BN : MTERPflEiAliCN Profile no : 301 Profile no : 302 Profile no : 303 Latitude : 10°33.3' Latitude : U°18.0' Latitude : 1O°5O.2" Longitude : 34°37.5' Longitude : 34°50.5' Longitude : 35°00.7' Village : Lituhi Village : Mbamba Bay Village : Mbinga Date : 24.6.1981 Date : 23.6.1981 Date : 23.6.1981 TRAVEL TME DIAGRAM TRAVEL •C DM0R4M TRAVEL T»C DIAGRA*A , I i • 1 : en Oil i 1 91* H~i—f™ " 6 : 1 ' gu 1 ; 1 I.I.I 1 Oi? on 1 ill' ' • = - -. ! 0-0 - 9 H - e a ! | i 1 ' cot f i ' 1 I IN 2 cot k • J-L c c u« • . i -H-i T^*-+4 i ,1, la i ' I 1 i f 001 OUJ 1 7¥] 1 i 1 i ' IS 1 1 1 / . '' i L ' 1 ' I C 'J K M> a «C T3 KTER«*eTWION . INTERPRETATION . Profile no : 304 Profile no : 305 Profile no : 306 Latitude : 10°32.7' Latitude 10°21.3' Latitude : 10°31.6' Longitude : 34°57.3' Longitude 35°39.7- Longitude : 36°12.1' Village : Rvanda Village : 4 0 km from Songea Village : 80 km from Songea Date : 24.6.1981 Date : 5.6.1981 Date : 16.6.1981 SEISMIC PROF I- L'E S REGION: RUVUMA TRAVEL 1 mfc 01AORAM TRAVEL TIME DIAGRAM Oil • ; 01* OH | 1 - \ ' j i I •••' 00* 004 001 • i • i • C CKMlOlOMTOBfOWOi* ' I.' »* K K K. 77 K «( W 170 ili'M INTERPRETATION : INTERPRETATION lft,. iTO- X'***-. Profile no : 307 Profile no : 308 Profile no : 309 | Latitude : 9°56.5" Latitude : 10°406' Latitude : 10°19.0' I Longitude : 35°37.6' Longitude : 35°35.3' Longitude : 36°15.0' : Village : 95 km from Songea Village : Songea Airport Village : Likuyu ! Date : 5.6.1981 Date : 25.6.1981 Date : 19.6.1981 TRAVEL TMI L) AGRA** : TRAVEL TtC DIAORAf. VI L TME DM3RA>« 1 i | i 1 1 I : : | | • 1 1 1 ' ' • • i — I : r ' ' ; i -4 -- —- • i 1 ! ' • • 3 ± ; i o.e i 1 'N -+- ; J CO. | "^* t-5 1 L_L 1 s "T •q 4- | i Jf\ ± 1 J>41+^i ; n: "J. •» Jf i '. fi !/ , i ! \1! I J ir P i 4- • - AT 11 j U- m OD tviM NTERPOETAtlON INTERPRETATION Profile no : 310 Profile no : 311 Profile no : 312 Latitude : ll°03.8' Latitude : 10°17.8' Latitude : 11°31.8' Longitude : 36°02.9' Longitude : 36°06.0' Longitude : 35°25.9' Village : Lukirawa Village : Mgombasi Village : Mitomoni Date : 18.6.1981 Date : 19.6.1981 Date : 22.6.1981 SEISMIC PROFILES REGION: RUVUMA TRAVEL T»€ DIAGRAM TRAVEL TNE DIAGRAM TRAVEL IME OtAORAM an OJO Oil on Oli 01} • s • m „ s • • a s 011 = i • a ? • 010 • • • 1... i • DM • ei b m i a H OM «• J E •d c 2 004 00] J Ml ,1 0 6 » » » M WTFIMKWIW Profile no : 313 Profile no : 314 Profile no : 315 Latitude : ll°05.7' Latitude : 10°4 3.0' Latitude : 9°54.4' Longitude : 35°29.1' Longitude : 36°01.2' Longitude : 35°34.4' Village : Mkayukayu Village : Mkongo Village : Rutukira Date : 22.6.1981 Date : 18.6.1981 Date : 5.6.1981 IRAVEl TM DIMSA»- TRAVEL TIME DUOftAMr TRAVEL Twe OUQRAM B1* 1 ! : 1 i I • 1« • t* 4- til | HO • • • a 4-1• >>>• ,- • ocu OM c n P OM • V • 01 «» w mm It INTERPRETATION : INTEKfMCWO) : Profile no : 316 Profile no : 317 Profile no : 318 Latitude : 10°45.2' Latitude : ll°05.9' Latitude : 10°49.8' Longitude : 36°33.4" Longitude : 37°19.3' Longitude : 37°4 6.3' Village •• 144 km from Songea Village : Kitanda Village : Mindu Date •• 16.6.1981 Date : 12.6.1981 Date : 11.6.1981 SEISMIC PROFILES REGION: RUVUMA TRAVEL TIME DIAGRAM ; TRAVEL THE DlAGRA* TRAVEL TIME DIAGRAM: -H-j 1 •{J ' 11 ; • 11 1 -4*- .1 ! ; r , i . ! 1 • --r-\- 1 1 1 I "* ; ] i 1 , 2 i —H 1 | OOI 3 • 4- —i—' ' tH Ji e • - 006 F -1 -i- - -4- | • i oo: -&*, ! • i ^ —*-i ••• rr 1 ; +1 - i-i-p ' i l \ | i -J ... i •m no mm INTERPRETATION : INTERPRETATION ^ INTERPRETATION : Profile no : 319 Profile no : 320 Profile no : 321 Latitude : 10°55.3' Latitude : 11°14.8' Latitude : 11°11.5' ; Longitude : 37°56.1' Longitude : 37°33.4' Longitude : 37°16.0' ; Village : Mkowela Village : Mtwaro Village : Mtola i j Date : 11.6.1981 Date : 13.6.1981 Date : 12.6.1981 RAVEL TIME DIAGRAM TRAVEL TM DIAG(U#i OJ. .i , , | 1 t i j ) f M i 1 1 • i on : | 1 ' ' • Oil 1 1 1 ; ; ; • 1 ' 1 0 4 CM; | 1 j J i o-c i : i T ! J 1 t • a M ;*• a —r-' 00( sot - 1 % _L, 1 ' ! ^ : ! . CO. 1 i ••v. 1 r* 00) J • I / i 1 ^> 1- : 1 f. ! . 1 I ! ! ^ K) « IO 1« «* **0 "* ' INTERPRETATION - INTERPRETATION : INTERPRETATION Profile no : 322 Profile no : 323 Profile no : 324 Latitude : 10°52.4' Latitude : 10°51.2' Latitude : 10°57.0' Longitude : 37°4 3.8' Longitude : 37°31.5' Longitude : 37°14.4' Village : Mtonya/Paheani Village : Namakarabale Village : Nandembo Date : 11.6.1981 Date : 10.6.1981 Date : 15.6.1981 SEISMIC PROFILES REGION: RUVUMA TRAVEL T* DIAGRAM TRAVEL T»C DIAGRAM TRAVEL TM DIAORA» 1 [ 1 m • =: 9 • U + E E a • £=• ± H s -1-H- I • E T : • B D : a c V j i U L V J XI \ C ^ c •y f 1 • I'- l 1 1 • 1 f: ^ WTERPRETAtlW Profile no : 325 Profile no : 326 Profile no : 327 Latitude : 10°4 5.4' Latitude 10°42.0' Latitude ll°06.3' longitude : 36°57.1' Longitude 36°54.5' Longitude : 37u27.0" Village : Matemango Village : Namakungwa Village : Namasakata Date : 15.6.1981 Date i 15.6.1981 Dote : 13.6.1981 TRAVEL T OUOR Al4 TRAVEL ^MC DUGRAM : TRAVE L TM E 0 AJA Oil 01ft 0 * i L, 01] 1 | ' . 1 • -- l 4- . ; ; i V » ..o i oio r S 0.0 •o : { • 1 i i • 091 r V !°- s • a 001 a • c= - y* Q0>. !*• i 00; i INTERPRE1ATI0N : ^ .Kt- v, .in-'*« Profile no : 328 Profile no : 329 Profile no : 330 Latitude : 10°23.5- Latitude : Latitude : 10°55.4" Longitude : 37°21.5' Longitude : Longitude : 37°24.2' Village : Ngwanga Village : Puchapucha Village : Nalywale/Sagula Date : 12.6.1981 Date : 10.6.1981 Date : 10.6.1981 SEISMIC PROFILES REGION: RUVUMA r RAVEL TIME DUORAM 036 Bit Oil Oil e aet E D a a •a 1 a • = r «KMlO«wnBM INTERMEWION : Profile no : 331 Latitude Longitude : 37°58.1' Village : Tinginya Date : 11.6.1981 MBEYA SEISMIC PROFILES REGION: MBEYA TRAVEL TN OlAGf)Al<4 AVtL TMC CMAl3ft 1 i "I 1 ; ; OH -j-j i • t ! i i CU ! I i 010 3 s • e r 00* a F c r r t = 2 3 ? M *** - = 1 i 00* IP •eE DCi r 1 oc; to 1 i 1 1 t I • III : i 1 ^ t f i ! 1 II ; • i . i\ a nion wt no i»n INTEBPBEIATION ff^TERPflETATION : NTC0PACUTIOM ' '•"• v. .M2- Profile no : 101 Profile no : 102 Profile no : 103 Latitude : 9°05.4' Latitude : 9°05.4' Latitude : 9°05 .4' Longitude : 32°56.3' Longitude : 32°56.3' Longitude : 32°56 .3' Village : Vwawa Village : Vwawa Village : Vwawa Date : 24.4.1981 Date : 24.4.1981 Date : 24.4. 1981 TRAVEL DIAGRAM TRAVEL DIAGRA*I | 1 ' 1 01* \ | 1—1~?—'—i~ l 01* | • „ _ „ i —-—--- Ct? \ . r—:— • r- _ [ 010 i • ; 1 , | , 1 l — - : , 00* i - •^ E m • - M OM i h * i a • T 1IP f 1 1 : ^* pim OOi r L. -7 | v 1 001 P ! I ! i I | , A? ^ jf | at nmn MTtRPRETATKM : Profile no : 104 Profile no : 105 Profile no : 106 Latitude : 9°0 5.4' Latitude : 9°05 .4' Latitude : 9°05 .4 ' Longitude : 32°56.3' Longitude : 32°56 .3' Longitude : 32°56 .3' Village : Vwawa Village : Vwawa Village : Vwawa Date : 24.4.1981 Date : 24.4. 1981 Date : 23.4. 1981 SEISMIC PROFILES REGION: MBEYA TRAVEL IK DIAGRAM TRAVEL 1M AGRAM TRAVEL ME {MGRAM I ; I 1 ' ; j • ' • —! - • - •-1 : . _, + 1 —rf- —.—1 •— . .. < • , • 1 • "f ; • 1 t i 1 x-JH—l-. -^LiJ^ r '-••' ••— . . -1 —r*?--—^*-«£- :.— ; / . ' ' 1 | : 1 1 V : 1 i , • 1 , \ " t- 1 | 1 ... • . v / ' 1 i i 1 • • s • , ^t — / 1 1 ' ! 1 1 T 1 1 N A: 1 1 • • I\ C •? Ji X it fcC 7} *i 9t» « ITT 137 lM 0 n B a M 10 H m m u. no i : »>3«c» •-. INT E RPRE TAT iQN 7INTERPfierAIlON : Profile no : 107 Profile no : 108 Profile no : 109 Latitude : 9°05.4' Latitude : 9°21.0' Latitude : 9°C Longitude : 32°56.3' Longitude : 32°59.1' Longitude : 32°5 Village : Vwawa Village : Mbebe Village : Vwawa Date : 16.4.1981 Date : 19.11.1980 Date : 10.04.1981 TRAVEL »«. DIAGRAM TRAVEL TIME DIAGRAM: 1 i ' ; i : i 1 i ' 1 . i 1 : ; • 1 • 1 1 ' on ; -r-H— 1 i 1 • -|- •j, cu 1 f me -1—1H- : 1 i i llf • / • \ N : - 1 1i 30* rf" U- H" * ' F- • 1 • .' I J % r 1 7. KTERPftETATION - >NTFPPRETATlQN *• Profile no : 110 Profile no : 111 Latitude : 9°05.4' Latitude : 9°02.4' Longitude : 32°56.3' Longitude : 33°36.0' Village : vwawa Village : Idweli Date : 10.04.1981 Date : 10.04 .1981 IRINGA GAMMA CALIPER RES. NORMAL SELF POTENTIAL SAMPLE Increasing radiation Inch Ohm m + mV + DESCRIPTION 4 6 6 1012 14 1000 2000 20 10 10 20 Alluvial toil red Electrode spacing 3.0 m 10 Waathered hornblende gneiet 20 30 40 fiiotita hornblende gneist 50 60 70 Region Iringa District Iringa Village Nzihi BH NO. 3/81 CCKK No. ID 2 GAMMA SELF POTENTIAL RES. NORMAL RES. LATERAL SAMPLE Increasing radiation ^ mV +• Ohm m Ohm m DESCRIPTION 400 200 0 200 400 1000 2000 1000 2000 w Sandy toil, red Electrode spacing 0.8 m Water level 10 Coarii angular alluvium 20 30 40 btottt* gneiss 50 B+ + + 60 70 ' ' Region : Iringa District : Iringa Village : Nzihi BH No. : 4/81 CCKK No. : ID 3 RUVUMA Region Ruvuma District Songea Village Hanga River BH No. 253/81 CCKK No. RD 1 z I- GAMMA RES. NORMAL SAMPLE 0. LU Increasing radiation Ohm m a W DESCRIPTIONS -*• 0 100 200 300 Metres ITT T~T Electrode spacing 0,1 m TTT LZX Fine clayey siltstone and very fine sandstone T~T 10 I . I ITT 20 30 Dark brown mudstone, reddish brown micaceous siltstone 40 50 Grey siltstone, very fine sandstone and mudstone 171 60 Region : Ruvuma District : Songea Village : Gumbiro BH No. : 254/81 CCKK No. : RD 2 GAMMA RES. NORMAL RES. NORMAL a SAMPLE UJ Increasing radiation Ohm m Ohm m o DESCRIPTIONS Metres 0 500 1000 100 200 Electrode spacing Electrode spacing 3,0 m 0,8 m Red varigated sand and arkoses 10 Red mottled claystone 20 Red medium-coarse arkose 30 Mottled red yellow clayey sandstone Grey claystone 40 Red variable arkoses and sandstones with occasional conglomerate horizon r~T T~T 50 60 Region : Ruvuma District : Songea Village : Mtukano BH No. : 255/81 CCKK No. : RD 3 GAMMA RES. NORMAL RES. NORMAL SAMPLE Q. < UJ a. Q Increasing radiation Ohm m Ohm m V) DESCRIPTIONS Metres 1000 2000 0 200 400 600 Fine very clayey Irlable Electrode spacing Electrode spacing sandstone 0,8 m 3,0 m T~T 10 Fine grained well sorted micaceous sandstone 20 Greenish very biotitc rich sand 30 t Grey biotite and quartz rock weathered 40 + + Feldspatic granite with + minor micas 50 Region Ruvuma District Tunduru Village Ndenyende BH No. 256/81 CCKK No. RD 4 RES. NORMAL SAMPLE Increasing radiation Ohm m DESCRIPTIONS 1000 2000 Electrode (pacing 0,8 m Red laterltlc clayey aand Rad madium coarse aand Flna - madium aand with weathered taldspara Reddish clayay conglomarata Madium - fine wall sorted sandstone Region Ruvuma District Tunduru Village Nandembo BH No. 258/81 CCKK No. RD 6 SAMPLE DESCRIPTIONS Metres Red sandy clayey laterite Light red coarse grained conglomerate Very lateritic clay with quartz and weathered feldspars Red clayey quartz sand with occasional feldspars Soft sticky clay with quartz and weathered feldspar sand 50 60 Region Ruvuma District Tunduru Village Sisikwasisi BH No. 260/81 CCKK No. RD 8 z GAMMA 0. SAMPLE UJ Increasing radiation o DESCRIPTIONS Meirm '////A Orango brown limonltic clay % 10 Red clayey tands 20 Grey plastic kaollnitlc clay 30 Red plastic clay 40 % Grey plastic clay W 50 Red plastic sandy clay I // • and clayey sands 60 Yellow brown medium coarso quartz sand 70 Region Ruvuma District Tunduru Village Sisikwasisi BH No. 261/81 CCKK No. RD 9 SAMPLE DESCRIPTIONS Red sandy laterlte soil Orange/brown llmonltic sand 10 20 Clayey sand with very weathered feldspars 30 40 Very clayey sand with very weathered feldspars 50 Red granular quartz mica and feldspars weathered 60 -do, but fresh rock 70 Region Ruvuma District Tunduru Village Namiungo BH No. 262/81 CCKK No. RD 10 GAMMA RES. NORMAL RES. NORMAL SAMPLE o tncraating radiation Ohm m Ohm m DESCRIPTIONS Metres 0 10OO0 20000 C 10000 70000 Red Electrode spacing Electrode spacing 0.8 m 3.0 m 8utt clay and sand with biotite 10 Greenish butt clayey 20 30 Greenish grey quartz and mica sand 40 50 Ouart2. biotite gneiss. no feldspar 60 70 80 Region Ruvuma District Tunduru Village Majimaji BH No. 263/81 CCKK No. RD 4 GAMMA RES. NORMAL < Q. SAMPLE UJ Q < Increasing radiation Ohm m DESCRIPTIONS Metres 0 200 400 V) Brown clayey sand Electrode spacing 0,1 m Yellow sand 10 Red sandstone 20 Fine clayey sand 30 Red sandy marl 40 Region Ruvuma District Songea Village Hanga River BH No. 269/81 CCKK No. RS 6 MBEYA Region Mbeya District Mbozi Village Mbozi Mission BH No. 25/81 CCKK No. Appendix U Springs. IRINGA IRINGA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (I/a) Bulongwa Makete 495 15.06.8l 0.U Chamndindi Iringa k3 O7.O8.8O 0.0 Ibaga Iringa 30U 23.06.8l NA Ibumila Iringa 527 27.02.81 0.1 Idegenda Iringa 222 21.07.80 2.5 Idende Makete 595 l6.06.8l NA Idihani N j ombe 575 O6.11.8O 0.1 I dun da Iringa 203 25.09.80 0.5 Idundilaga Nj ombe 362 ok.09.80 0.5 Igagala Nj ombe 51* 09.09.80 U.O Igeleke Mufindi 1+31 15.10.80 0.2 Igolwa Makete 196 10.06.8l 0.U Igoma Nj ombe 313 10.09.80 0.5 Igombavanu Mufindi UOT 12.11.80 2.0 Igumbilo Iringa 322 ll.06.8l 2.0 Ihalula Njombe 281 10.09.80 0.3 Ihanga Makete 32U 09.06.8l 1.0 Ihawaga Mufindi U06 18.03.81 0.5 Ihimbo Iringa 227 30.07.80 1.0 Ikuna Njombe 532 09.09.80 0.U Ikuvilo Iringa 260 O6.O8.8O 10.0 Ikuvo Makete 33U 13.08.8l 0.0 Ilininda Ludewa 10U 17.01.81 0.1 Image Nj ombe 67 26.02.81 0.5 Imalilo Nj ombe 357 2U.06.8l 0.0 Imalinyi Njombe 201 05.10.81 1.0 Ipalamwa Iringa 166 3O.O6.8O l.U Ipelele Makete 198 05.06.8l NA Ipepo Makete 59U 10.06.8l 1.0 Ipilimo Mufindi 122 15.0U.8l 0.5 Isupilo Iringa 23 18.07.80 83.0 Itambo Nj ombe 63 2U.02.8l 0.2 Itandula Nj ombe 399 03.02.81 0.1 Itulike Njombe 190 25.09.80 0.5 Itundu Ludewa 83 15.01.81 0.1 Itunduma Njombe 377 03.0U.8l 0.3 • IRINGA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Iwungilo Njombe 315 Oil.11.80 0.2 Iyoka Makete 312 19.O6.8l 0.2 Kidegembye N j ombe 68 O8.O9.8O 0.5 Kidope Makete 3^3 10.06.8l NA Kigala Makete 336 111. 08.81 NA Kigulu Makete 570 O9.O7.8l 7-0 Kihesa/Mgagao Iringa 180 2U.07.80 2.0 i| springs Kiyombo Njombe 318 ll.O6.8l 0.1 Kikombwe Iringa 29 O5.O8.8O 2.5 Kikondo Makete 592 0*1.06.81 k.O Kilanji Makete 591 l8.O6.8l 0.1 Kiliminzowo Mufindi kk6 l8.03.8l 0.1 Kilolo Iringa 5 30.07.80 1.0 Kingole Ludewa 227 20.11.80 0.1 3 springs Kitula Makete 585 l8.O6.8l 0.1 Kitumbuka Iringa U85 26.08.80 0.3 Lima Njombe 808 26.02.81 0.2 Limage Njombe 271 IO.O9.8O 0.5 Lole Njombe 588 09.09.80 0.5 Ludende Ludewa 91 111. 01. 81 0.1 Ludilu Mufindi 323 12.O6.8l 1*0.0 Lugavo Makete 556 17.O6.8l 0.2 Lugenge Njombe 367 09-09.80 10.0 2 springs Lupande Ludewa 93 OU.12.80 O.ii Lupombwe Makete 597 12.06.8l 0.3 Lusitu Njombe 366 O6.11.8O 5-0 Luvulunge Makete 598 ll.O3.8l 0.5 Madege Iringa 165 25.07.80 1.0 Madihani Makete 310 l8.O8.8l NA Madilu Ludewa 96 17.01.81 0.1 Madunda Njombe 9h Oil.12.80 0.3 Mafinga Njombe 578 23.O6.8l 0.0 Magunguli Mufindi U35 08. Oil. 81 1.0 Maholongwa Ludewa 107 111. 01.81 0.1 Mahongole Njombe 52U l6.O3.8l 0.2 Mahulu Makete 311 17.08.8l 0.2 IRINGA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Makangalawe Makete 300 2k.06.81 U.o Makewe Makete 569 O5.O6.8l 0.5 Makoga N j ombe 52 2k.06.81 0.5 Makwalanga Makete 560 10.06.8l NA Malanduku Makete 596 ll.O6.8l NA Malembuli Makete 565 2U.06.8l 1.0 Maleutsi Makete 298 2U.06.8l 0.1 Mapanda Mufindi 1+63 15.12.80 0.1 Mapogoro Iringa 87 15.01.81 0.1 Masege Iringa 810 25.07.80 2.0 Masisiwe Iringa 325 10.06.8l 0.9 Matenga Makete 337 lU.08.81 NA Matinganjola Njombe 295 O8.O9.8O 0.5 matola Nj ombe 288 23.08.80 0.5 Mavala Ludewa 92 15.01.81 0.1 Mawambala Iringa 32 25.07.80 NA 2 springs Mbalatse Makete 319 12.06.8l 0.1 Mbanga Makete 559 05.06.81 NA Mbega Nj ombe 5U5 06.ll.80 0.2 Mbela Makete 330 ll.O8.8l 2.5 Mdasi Njombe 577 25.O6.8l 0.0 Milo Ludewa 81+ lU.01.8l 0.5 Misiwa Makete 3^5 O5.O6.8l NA Miva Nj ombe 363 06.ll.80 0.2 Mj imwema Nj ombe 3U2 05.09.80 NA Mlevela Nj ombe 533 26.09.80 0.5 Mlondwe Makete 329 10.08.81 5.0 Mlowa Njombe 521 17.03.81 0.5 Moronga Njombe 200 23.06.8l 1.0 Mtulingala Nj ombe 520 17.O3.8l 0.2 Muwimbi Iringa 22 21.07.80 2.6 Mwakauta Makete 3UU 09.06.8l NA Ndapo Makete 567 19.O6.8l 0.0 Ndulamo Makete 307 ll.O3.8l 0.5 Ng'anda Nj ombe 1+03 2U.06.8l 0.0 Ng'ang'ange Iringa 259 1O.O8.8O 167.0 IRINGA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Ng* ingula Iringa 1^ O8.O7.8O NA Ngoje Makete 571 20.06.8l 0.0 Nhungu Makete 326 19.06.8l 0.02 Ninga Njombe 528 09.09.80 0.5 Njoomlole N j ombe I+98 ll.09.80 0.3 Nkenja Makete 561 O1+.O6.81 NA Nundu Njombe 1+79 03.09.80 0.5 Nyamande Njombe UT8 17.03.81 0.2 Nyave Nj ombe 66 25.02.81 0.2 Nyigo Mufindi 131 l8.O3.8l 0.5 Nyombo Njombe l+7>+ O6.O9.8O 0.5 Nzivi Mufindi U22 29.09.80 10.0 Peluhanda Njombe U81 O6.O9.8O 0.5 Tambalang' ombe Mufindi 1+18 12.11.80 0.3 Ubiluko Makete 3U6 10.o6.8l 15.0 Udumuka Iringa 136 ll+.0l+.8l 0.5 Ugesa Mufindi 131+ 13.10.80 0.1 Uhekule Njombe 76 21+.06.81 0.0 Ujindile - Nj ombe 350 25.06.8l 0.0 Ujuni Makete 335 O1+.O6.81 1.0 Ukemele Mufindi U55 i7.03.81 0.5 Ukwama Makete 195 09.06.8l 0.1 Ukwega Iringa 1+86 01.07.80 0.1+ Ulembwe Njombe 1+71 O8.O9.8O 0.3 Uliwa Njombe 311+ 01+.11.80 1.0 Unyang'oro Makete 568 09.06.8l NA Unyangala Makete 599 17.08.8l 1.1+ Usalule Njombe 555 O6.O8.8O NA Usililo Makete 1+91+ l6.06.8l 0.1+ Usungilo Makete 513 25.06.8l 0.2 Utalingoro Nj ombe 551+ O8.O9.8O 0.3 Utanziwa Makete 586 17.06.8l 0.1+ Utelewe Njombe 1+75 2U.06.8l 0.0 Utengule Iringa 1+9 29.07.80 0.3 Utengule Nj ombe 309 18.06.81 0.5 IRINGA REGION REG. YIELD VILLAGE DISTRICT DATE OF COMMENTS NO. VISIT (1/s) Utilili Ludewa 278 l6.01.8l 0.5 Utweve Makete 581 09.06.8l 3.0 Vikula Mufindi 505 lU.10.80 0.2 Wami/Mbalwe Mufindi i+53 15.10.80 0.2 Wikichi Njombe 53 Oi+.O9.8O NA Winome Iringa 536 29.07.80 1.5 RUVUMA RUVUMA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Buruma Mbinga 212 10.06.8l 0.2 Changarawe Tunduru kh 20.06.8l 1.0 Chemuchemu Tunduru 305 30.05.81 0.1 Chengena Songea 98 15.01.81 0.3 Chikomo Tunduru 2 O6.O8.8l 2.0 Chilundundu Tunduru 9 07.08.81 0.5 Chinula Mbinga 165 20.05.81 0.5 Chiwana Tunduru 3 O6.O8.8l 3.0 Fundimbanga Tunduru 257 19.06.81 0.5 Gumbiro Songea 82 31.07.81 0.0 Hulia Tunduru 268 23.06.8l 0.0 Ifinga Songea 285 30.07.81 0.2 Igawisenga Songea 90 29.07.81 3.0 Ilela Mbinga 216 21.08.81 5.0 Kagugu Mbinga 2H2 13.05.81 0.5 Ka j ima Tunduru 57 22.06.8l 1.5 Kidodoma Tunduru 37 l8.O6.8l 0.2 Kigonsera Mbinga 2l+5 30.07.81 0.2 Kihagara Mbinga 17U 19.08.81 1.5 Kihangi/ Makuha Mbinga 227 26.08.81 5.0 Kiherekete Mbinga 210 O9.O6.8l 0.5 Kihongo Mbinga 219 12.06.8l 0.5 Kikolo Mbinga 21+1 11+.O5.81 20.0 Kilagano Songea 111* 27.03.81 1.0 Kilindi Mbinga 22U 25.08.81 2.0 Kilosa Mbinga 279 21.05.81 0.2 Kingirikiti Mbinga 213 O9.O6.8l 1.0 Kipapa Mbinga 222 ll.O6.8l O.k Kitalo Tunduru 39 l8.06.8l 0.5 Kitanda Mbinga 16 02.06.8l 0.5 Kitanda Mbinga 103 ll4.02.8l 0.3 Kitani Tunduru 13 10.08.81 8.0 Langiro Mbinga 221 ll.06.8l 0.2 Legezamwendo Tunduru 255 17.O6.8l 0.1 Libango Songea 801 30. Oil. 81 0.1 RUVUMA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/3) Lilambo Songea 122 13.03.81 1.0 Lipaya Songea 139 l6.10.80 1.5 Lipepo Tunduru 11 07.08.81 0.2 Lipumba Mbinga 238 21.02.81 0.3 Litapwasi Songea 138 O8.Ol.8l 2.0 Litola Songea 99 O7.OU.8l 0.5 Litumba/ Kuhamba Mbinga 183 29.10.80 0.3 Litumbandyosi Mbinga 190 2U.10.80 5.0 Liweta Songea 283 lH.10.80 NA Liyangveni Songea 800 O8.Ol.8l 2.0 Longa Mbinga 201 15.05.81 0.8 Luhangarasi Mbinga 208 O9.O6.8l 0.3 Lusonga Songea 132 2U.03.8l 5.0 Luwaita Mbinga 230 19.02.81 0.2 Lwinga Songea 108 29.05.81 0.1 Magazini Songea 59 O6.O5.8l 2.5 Maguu Mbinga 217 10.06.8l 0.3 Mahenge Mbinga 303 02.12.80 0.2 Malungu Mbinga 27U 2U.10.80 NA Mandepwende Songea 110 29.0U.8l 1.0 Mango Mbinga 172 19.08.81 0.3 Mapera Mbinga 218 ll.O6.8l 0.1 Mapipili Mbinga 225. 27.08.81 3.0 Maposeni Songea 123 03.03.81 0.3 Masuguru Tunduru 112 29.0U.8l 0.3 Matemanga Tunduru 1+3 20.06.8l 1.0 Matepwende Songea 63 05.05.81 0.5 Matepwende Songea 72 O9.OU.8l 0.5 Mateteleka Songea 91 22.0U.8l NA Matiri Mbinga 223 25.O8.8l 2.0 Maweso Songea 92 22.0U.8l 1.0 Mbangamao Mbinga 239 13.05.81 0.5 Mbati Tunduru 6 O8.O8.8l 5-0 Mbuju Mbinga 198 02.12.80 0.2 Mbungulaj i Tunduru 1+2 22.06.8l 3.0 RUVUMA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Mchomoro Songea 107 29.OU.8l 0.3 Mgombasi Songea 105 28.0U.8l 0.5 Mikalanga Mbinga 2lU 21.08.8l 5-9 Milonj i Songea 65 06.05.8l 0.5 Minazini Songea 109 29.OU.8l 0.1 Misyaje Tunduru 25*+ 08.08.8l 3.0 Mkalanga Mbinga 301+ 15.05.81 0.5 Mkali Mbinga I69 20.08.8l 0.2 Mkasale Tunduru 310 01.06.8l 0.5 Mkoha Mbinga 220 ll.06.8l 3.0 Mkolola Tunduru Ik 10.08.8l 1.0 Mkongo Songea 9k lU.0l.8l 3.0 Mkongotema Songea 85 23.oU.8l 0.3 Mkumbi Mbinga 200 lU.05.8l 0.5 Mlingoti Tunduru 290 l2.08.8l 0.1 Molandi Tunduru 1+ l0.08.8l 1.0 Mpandangindo Songea lU9 13.10.8l 0.1 Mpapa Mbinga 209 09.06.81 0.8 Mputa Songea 81 13.02.81 0.5 Msagula Tunduru 31 29.05.8l 3.0 Msisima Songea 62 05-05.81 0.5 Mtama Mbinga 236 22.02.81 0.3 Mtyangimbole Songea 83 31.0T.8l 0.2 Muhuwesi Tunduru 30 28.05.81 3.0 Mwanamonga Songea 128 13.03.81 5.0 Mwangaza Songea 229 15.0l.8l 0.1 Nahoro Songea 295 30.03.81 0.5 Nakawale Songea 95 lU.01.81 1.0 Nakayaya Tunduru 293 ll.08.8l 1.0 Nalasi Tunduru 10 08.08.81 0.2 Naluwale Tunduru 58 18.06.81 0.5 Namakungwa Tunduru 1+6 23.06.81 U.O Nambecha Songea 101+ 28.0U.8l 0.3 Nampungu Tunduru 36 18.06.81 0.2 Namwinyu Tunduru i+5 23.o6.8l U.O Nang'ombo Mbinga 162 21.05.8l 0.5 RUVUMA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Nasya Tunduru 02.06.8l 2.0 Ndenyende Tunduru 3k 19.06.8l 0.6 Ndondo Mbinga 2U9 23.10.80 0.5 Ndunduwalo Songea 119 12.03.81 0.5 Njalamatata Songea 91 lU.01.8l 2.0 Nyoni Mbinga 207 09.06.8l 0.5 Parangu Songea 129 11.03.81 NA Raha Leo Tunduru 1+1 22.06.8l 0.0 Likuyu/ Sekamanganga Songea 113 28.0H.8l 0.1 Sepukila Mbinga 2U3 28.08.81 2.0 Sisi Kwa Sisi Tunduru 29 3O.O5.8l 0.3 Tingi Mbinga 251 25.10.80 NA Tumbi Mbinga 173 19.08.8l 0.5 Ukata Mbinga 206 13.05.81 0.1 Uzena Mbinga 2U0 lU.05.8l 2.0 MBEYA MBEYA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Bagamoyo Rungwe 819 13.02.81 0.0 Bujesi Rungwe 329 26.06.80 NA Bukinga Rungwe 818 13.02.8l NA Bumbigi Rungwe 2kk 13.O6.8O 0.3 Bunyakikosi Rungwe 326 22.10.80 0.0 Bwenda Ileje 56 lU.09.81 0. Bwipa Ileje 59 19.10.81 NA Chembe Mbeya hi ok.03.81 NA Chibila Ileje 5h Ik.09.81 0.1 Chilemba Ileje 55 O5.O3.8l 0.1 Chizumbi Mbozi 833 22.10.80 NA Galijembe Mbeya H+5 09.01.81 0.0 Hamwelo Mbozi U20 17.09.80 20.0 Haporoto Mbeya 158 26.11.80 0.U Hatelele Mbozi 391 30.07.80 2.0 Hezya Mbozi 373 2k.02.81 NA Ibaba Ileje Uo l8.12.80 0.1 Ibembwa Mbozi 1+78 12.08.80 73.0 Ibula Rungwe 315 23.09.80 2.5 Ibumba Rungwe 320 23.10.80 0.0 k springs Ibungu Rungwe 310 13.12.80 0.1 Ichesya Mbozi 505 l6.O9.8O NA Idimi Mbeya 160 26.11.80 0.3 Idiwili Mbozi 38U 22.07.80 NA Idunda Mbozi kok 21.07.80 NA Igale Mbozi 376 l8.07.80 NA Igamba Mbozi khk 12.08.80 l.k Igamba Rungwe 85^ 17.02.81 NA Iganduka Mbozi HIT 21.08.80 0.3 Igembe Rungwe 280 22.07.80 0.2 Igogwe Rungwe 817 13.02.81 NA Igumbilo Mbeya 125 22.10.80 0.0 Ihowa Mbozi 507 15.07.80 NA 2 springs Ikama Rungwe 289 1O.O6.8O 0.6 Ikhoho Mbeya 1U6 22.12.80 0.0 Ikinga Ileje 20.01.81 0.5 MBEYA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Ikomelo Kejela 519 06.02.8l NA Ikonya Mbozi 1*65 l6.09.80 1.5 Ikubo Rungwe 276 l8.02.8l NA Ilembo/Usafwa Mbeya 831 22.12.80 0.1 I lima Rungwe 350 02.07.80 NA Ilinga Rungwe 290 1O.O6.8O. NA Ilolo Rungwe 317 09.03.81 NA Ilomba Mbozi 1+62 23.02.81 NA Ipapa Mbozi 1+33 19.09.81 1.3 2 springs Iponjola Rungwe 298 13.06.80 NA Ipuguso Mbozi 272 l8.02.8l NA Ipunga Mbozi 398 19.09.80 1.0 2 springs Ipyana Mbozi 56U 22.07.80 0.8 Isajilo Rungwe 351 11+.01.81 30.0 Isaka Rungwe 303 28.12.81 0.1 Isalalo Mbozi U18 19.09.80 1.0 Isange Rungwe 2U2 12.06.80 6.0 2 springs Isenzanya Mbozi 393 08.01.8l NA Isonso Mbeya 556 05.03.81 0.0 Isumba/Kibole Mbozi 278 22.02.81 NA Itaga Mbeya 170 O8.1O.8O NA Itagata Rungwe 291 11.06.80 11.2 Italazya Mbeya 88 09.02.81 0.2 It ale Ileje 27 l8.12.80 0.0 Itepula Mbozi 1*58 23.01.81 0.5 Itete Rungwe 297 17.06.80 1.5 Itula Rungwe 3I+8 01.07.80 NA Itumpi Mbozi 1+06 27.02.81 NA Ivugura Mbozi 1+80 l6.09.80 NA Iwalanj e Mbeya 172 23.12.80 NA Iwiji Mbeya 101+ 02.07.80 0.6 Iyendwe Mbozi 1+91 28.01.8l NA Izumbwe II Mbeya 97 l8.12.80 0.2 Izuo Mbeya 108 l6.01.8l 0.6 Kafule Ileje 60 21.01.81 0.1 Kakozi Mbozi 382 31.10.80 0.5 MBEYA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Kalembo Ileje O5.O3.8l 0.0 Kapugi Rungwe 292 1^.01.81 0.5 Kapyu Rungwe 271 2i+.O9.8O 1.5 Kasyeto Rungwe 35^ lit.01.81 NA Katundulu Rungwe 3^7 01.07.80 NA Kifunda Rungwe 261 17.02.81 NA Kilimansanga Rungwe 557 26.09.80 NA Kitali Rungwe 251 l6.02.8l NA Kitema Rungwe 267 25.09.80 NA Kiwanj a Chunya 3 21.01.81 NA Kyambambembe Rungwe 357 2H.06.80 0.0 Ludewa Mbozi h!9 22.01.80 0.3 Lufumbi Rungwe 330 27.06.80 NA 2 springs Lugombo Rungwe 296 13.O6.8O 0.5 Lukata Rungwe 277 22.07.80 NA Lulasi Rungwe 2*+l O6.O6.8O 20.0 Lupando Rungwe 371 26.06.80 NA Lupepo Rungwe 309 11.12.80 NA Luswiswi Ileje 58 14.09.81 0.2 Lwanjilo Chunya 167 13.05.80 NA Lwifa Rungwe 372 02.10.80 0.0 Lyebe Rungwe 3i+0 11.09.80 28.0 Lyenj e Rungwe 308 12.12.80 NA Mahenj e Mbozi 375 18.O9.8O NA Maj engo Mbozi 511 06.02.8l NA Makongolosi Chunya 2 13.03.81 0.0 Malangali Ileje 51 OU.O3.8l NA Malolo Mbozi 390 19.09.80 l.U Maporomoko Rungwe 510 06.02.80 NA Masebe Rungwe 325 10.06.80 0.3 Mashese Mbeya 527 26.11.80 1.0 Masoko Mbeya 87 09.02.81 1.3 Masukulu Rungwe 338 27.05.80 k.k Mataaba Rungwe 2U0 l8.O6.8O G.k Matwebe Rungwe 3U3 11.09.80 2.0 Mbagala Chunya 90 10.02.81 0.8 MBEYA REGION REG. DATE OF YIELD VILLAGE DISTRICT COMMENTS NO. VISIT (1/s) Mbawi Mbeya 567 09.02.8l 1.9 Mbugani Mbeya 523 16.O7.8O 0.0 Mgaya Ileje 1+8 19.12.80 0.0 Mibula Rungwe 353 Ik.01.81 1+.0 Mkandami Mbeya 69 19.ll.80 NA Mlale Ileje 30 02.02.81 0.2 Mpanda Mbozi 1+07 2U.02.8l NA Mpande Mbeya 112 20.01.8l 0.2 Mpombo Rungwe 356 21+.06.80 11.0 Mpunguti Rungwe 273 l8.02.8l 0.0 Msangaj i Chunya 15U 12.11.80 0.0 Msanyila Mbozi 1+22 31.07.80 2.0 Msiya Mbozi 1+97 02.10.80 0.1 Mwabowo Mbeya 571 27.11.80 0.8 2 springs Mwaka Mbozi 1+68 11+.O5.8O 2.8 Mwala Mbeya 99 10.02.8l 0.7 Mwasenkwa Mbeya 5Vr 13.05.80 6.5 Mwela Mbeya 525 26.ll.80 NA 2 springs Nambala Mbozi 385 O2.O3.8l 0.0 Nambinzo Mbozi 1*61 08.01.8l 0.3 Ndandalo Kyela 213 20.02.8l NA Ngulilq Ileje 57 19.10.8l 0.1 Ngulugulu Ileje 1+3 O5.O3.8l NA Njelenje Mbeya 96 25.09.80 0.5 Nkangamo Mbozi 1+23 lU.05.80 0.5 Nkunga Ileje 301 20.06.80 NA Nsalala Mbeya 93 06.03.8l 0.0 Ntangano Mbeya 79 26.12.80 NA Old Vwawa Mbozi 1+1+5 06.02.8l 2.5 Pashungu Mbeya 11*7 ll.02.8l 0.0 Ruanda Mbeya 110 l6.01.8l 0.3 Sakamwela Mbozi 1+31+ l8.09.80 NA Sange Ileje 52 O5.O3.8l 0.1 Sanje Mbeya 111 08.12.80 NA Sheyo Ileje 37 l8.12.80 3.0 Shiwinga Mbozi ' 386 31.07.80 l+.l MBEYA REGION VILLAGE BISECT ff- "g^ ™° COMKEKTS Shizuvi Mbeya 89 09.02.81 NA Simike Rungwe 299 17.06.80 0.1 Sumbalwela Mbozi 1*63 19.09.80 2.0 Swaya Mbeya 155 10.10.80 NA Ukwile Mbozi U83 23.10.80 NA Uwambishe Mbeya 129 28.11.80 0.5 Wasa 03.10.80 3.6