Status of a 125 dug-well program in Northern Region, Ghana

Study of CLIP dug-wells, Northern Region, Ghana

Ghana Venskabsgrupperne i Danmark (GV)

Version: Final

Ghana Developing Communities Association (GDCA)

Status of a 125 dug-well program in Northern Region, Ghana â&#x20AC;&#x201C; 1997/2011 Functionality of pumps and capacity of wells in the dry season January â&#x20AC;&#x201C; April 2012

Kurt Klitten, Bent Kjellerup and Maria Ondracek August, 2015

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

PARTNERS BEHIND THE DUG-WELL STUDY: The organizations behind this study are: The Ghana Friendship Groups in Denmark (GV): Ghana Friendship Groups is a Danish NGO which since 1979 has worked for equality and development in poor northern Ghana. Ghana Friendship Groups help rural communities, women and young people to organize and fight for their democratic and social rights, and have a special focus on agricultural development and the right to education, because food and education is the foundation of all other development. The Ghana Friendship Group’s work is done by committed volunteers and close cooperation with our longstanding Ghanaian partner organizations. Ghana Friendship Groups have since 1979 cooperated with the Ghana Community Development Association. Ghana Communities Development Association (GCDA): GDCA is a Ghanaian NGO which is based on the main philosophy that people themselves are capable of making the change that they desire. Accordingly, the approach of GDCA to improving people’s lives has been to empower them to bring about the changes they desire. This demands that they become aware of their situation and realize that change is needed and then assist by building the capacities needed to bring about the changes. GDCA is an umbrella organization for two other NGOs working on various thematic areas. One of these NGOs is School for Life, another is CLIP. Community Life Improvement Programme (CLIP): CLIP helps communities to explore and supply sustainable and cost effective methods of providing potable water for domestic use and for small scale agricultural production. CLIP has developed the capacity to provide dug-wells, as a cost-effective method of providing potable water for small communities, in other words CLIP has been responsible for the introduction and construction of the Dug-wells being the focal subject of this study. CLIP also supports food security initiatives by providing training and input support. Engineers without Borders in Denmark EWB-DK: “Engineer’s without Borders in Denmark” is a technical – humanitarian organization of volunteers and dedicated members with technical competence. EWB works together with local and international partner organizations. Furthermore EWB also makes the competence of its members available for other organizations like in this study, where the team leader of the field team was sponsored by EWB. For further information, see the home pages: www.Ghana Venskabsgrupperne.dk; - www.gdcaghana.org; - www.clip.gh; - www.IUG.dk

Study of CLIP dug-wells, Northern Region, Ghana

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Contents Contents ............................................................................................................................................... ii Annexes ............................................................................................................................................... iii Figures ................................................................................................................................................. iv Tables ................................................................................................................................................... v 1

Preface .......................................................................................................................................... 1

Summary ....................................................................................................................................... 2

Background ................................................................................................................................... 4

Purpose of the study..................................................................................................................... 5

Well construction technologies .................................................................................................... 5 5.1

Depth of well: ........................................................................................................................ 8

5.2

Type of handpump: ............................................................................................................... 8

Water quality .............................................................................................................................. 11

Beneficiary communities ............................................................................................................ 12

7.1

Selection of beneficiary communities: ................................................................................ 12

7.2

Ownership and Management: ............................................................................................ 13

7.3

Location of the beneficiary communities: .......................................................................... 13

7.4

Principles for selecting well location: .................................................................................. 15

Methodology of the study .......................................................................................................... 15 8.1

Basic Well Installation Data: ................................................................................................ 15

8.2

Pump capacity test (functionality): ..................................................................................... 17

8.3

Well capacity test: ............................................................................................................... 17

8.4

Geological setting: ............................................................................................................... 21

8.5

Utilization of wells â&#x20AC;&#x201C; alternative sources: ........................................................................... 21

8.6

Villagers experiences and opinion: ..................................................................................... 22

Data analysis and results ............................................................................................................ 23 9.1

Functionality of pumps (NIRA and Rope Pump): ................................................................ 23

9.2

Capacity of wells: ................................................................................................................. 25

9.3

Depth of wells:..................................................................................................................... 27

9.4

Geology and well capacity: .................................................................................................. 30

9.5

Utilization of wells â&#x20AC;&#x201C; alternative sources: ........................................................................... 33

9.6

Villagers experiences and opinions: .................................................................................... 35

9.7

Management, maintenance and ownership: ...................................................................... 37

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9.8 10

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Water Quality: ..................................................................................................................... 41 Recommended actions related to the 125 CLIP wells ............................................................ 43

10.1 Rehabilitation of existing wells: .......................................................................................... 43 10.2 Rehabilitation of installed pumps (NIRA and Rope Pump): ................................................ 45 10.3 Revision of maintenance system:........................................................................................ 46 10.4 Permanent performance monitoring: ................................................................................. 47 11

Summary of findings and recommendations.......................................................................... 48

11.1 Functionality of pumps:....................................................................................................... 48 11.2 Capacity of wells .................................................................................................................. 48 11.3 Depth of wells...................................................................................................................... 49 11.4 Geology and well capacity ................................................................................................... 49 11.5 Utilization of wells – alternative sources ............................................................................ 50 11.6 Villagers’ experiences and opinions .................................................................................... 51 11.7 Management, maintenance and ownership: ...................................................................... 51 11.8 Water quality ....................................................................................................................... 52 11.9 Boreholes compared to dug wells ....................................................................................... 52 12

Conclusions on observations .................................................................................................. 53

References............................................................................................................................... 54

Annexes Annex 1: Map with location of CLIP wells – Karaga district ............................................................... 55 Annex 2: Clip Dug-well Site Reports – Karaga district........................................................................ 56 Annex 3: Geological map with location of CLIP wells – Karaga district ............................................. 59 Annex 4: Map with location of CLIP wells – Gushegu district ........................................................... 59 Annex 5: Clip Dug-well Site Reports – Gushegu district .................................................................... 61 Annex 6: Geological map with location of CLIP wells – Gushegu district .......................................... 64 Annex 7: Map with location of CLIP wells – Yendi district ................................................................. 65 Annex 8: Clip Dug-well Site Reports – Yendi district.......................................................................... 66 Annex 9: Geological map with location of CLIP wells – Yendi district ............................................... 69 Annex 10: Inflow estimate from well capacity test ........................................................................... 70 Annex 11: Inflow estimates – CLIP dug-wells in Karaga district ........................................................ 73 Annex 12: Inflow estimates – CLIP dug-wells in Gushegu district ..................................................... 75 Annex 13: Inflow estimates – CLIP dug-wells in Yendi district .......................................................... 78

iii

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 14: Water Quality Data for CLIP Wells – Karaga District ........................................................ 81 Annex 15: Water Quality Data for CLIP Wells – Gushegu District ..................................................... 82 Annex 16: Water Quality Data for CLIP Wells – Yendi District .......................................................... 84 Annex 17: Geological rock sample descriptions ................................................................................ 86 Annex 18: Borehole successrates in the northern regions of Ghana ................................................ 92

Figures Fig. 3.1: Administrative districts of Northern Region as per 2012. ..................................................... 4 Fig. 5.1: Schematic design of a dug-well .............................................................................................. 6 Fig. 7.3.1: Geological map with district boundaries (yellow) - part of map from Carney et al. 2010. ............................................................................................................................................................ 14 Fig. 8.1.1: From standard field sheet for basic well installation data - example from well G-001. .. 16 Fig. 8.2.1: From standard field sheet for pump capacity test - example from well G-001. .............. 17 Fig. 8.3.1: Sketch of well with different stages of water table. ......................................................... 18 Fig. 8.3.2: From standard field sheet for well capacity test by using a submersible electrical pump (e.g. Grundfos MP1) - data example from well G-001....................................................................... 18 Fig. 8.3.3: From standard field sheet for well capacity test by using handpump – data example from well G-013. ................................................................................................................................ 19 Fig. 8.4.1: Standard sheet for description of rock sample from well as applied by the geologist. ... 21 Fig. 8.5.1: From standard field sheet for information on utilization of well and on alternative sources - data example from well G-001. .......................................................................................... 22 Fig. 8.6.1: From standard field sheet for information on villagers experiences, opinion and management of well - data example from well G-001. ..................................................................... 22 Fig. 9.3.1: Numbers of wells within each depth interval and as cumulative percentage. ................ 27 Fig. 9.3.2: Cumulative percentage distribution of depth of wells district-wise. ............................... 28 Fig. 9.3.3: Cumulative percentage distribution of depth of wells phase-wise. ................................. 29 Fig. 9.3.4: Inflow and depth for each well – wells sorted towards increasing depth........................ 29 Fig. 9.4.1: Location of maps (Annex 3, 6 and 9) with wells for each district in relation to geology. (part of map from Carney et al. 2010) ............................................................................................... 31 Fig. 9.4.2: Cumulative percentage distribution of inflow of wells within Bunya sandstone (31 wells) and Bimbilla formation (88 wells). ..................................................................................................... 32 Fig. 9.4.3: Cumulative percentage distribution of depth of wells within respectively Bunya sandstone and Bimbila formation...................................................................................................... 33 Fig. 10.1.1: Extract from summarizing technical status and suggested rehabilitation action. ......... 43

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Tables Table 3.1: Numbers of CLIP constructed Hand-dug-wells from the different phases. ....................... 5 Table 5.2.1: Type and numbers of handpumps installed during the four phases. ............................. 8 Table 6.1: WHO standards for water quality parameters. ................................................................ 12 Table 9.1.1: Percentage of pumps with pump capacity test (functionality). .................................... 23 Table 9.1.2: Handpump functionality ................................................................................................ 24 Table 9.1.3: Functionality of NIRA-Pump by CLIP program phases (age).......................................... 25 Table 9.2.1: Number of wells capacity tested and pump type used for the test. ............................. 25 Table 9.2.2.A & B: Well inflow classifications district-wise and phase-wise. ................................... 26 Table 9.4.1: Numbers of wells within each rock type – district-wise................................................ 30 Table 9.4.2: Numbers of wells within each inflow category – versus rock type ............................... 30 Table 9.5.1: District-wise numbers of wells within different service category and population serviced. ............................................................................................................................................. 34 Table 9.6.1A: Yield acceptability versus inflow classification. .......................................................... 35 Table 9.6.1B: Yield acceptability versus inflow capacity per person per day (including 116 wells only). .................................................................................................................................................. 35 Table 9.6.2: Water availability in dry season versus inflow classifications ...................................... 36 Table 9.6.3: Sensitivity on water table and yield versus inflow classification .................................. 36 Table 9.7.1: Accessibility to draw water in dry season versus inflow classification. ........................ 37 Table 9.7.2: Numbers of maintenance account versus inflow classification .................................... 38 Table 9.7.3: Numbers of maintenance account – district-wise......................................................... 38 Table 9.7.4: Number of maintenance accounts in communities with a broken-down handpump. . 39 Table 9.7.5: Maintenance accounts and type of broken-down handpump...................................... 39 Table 9.7.6: Maintenance accounts and age of installation. ............................................................. 40 Table 9.8.1: Numbers on cases having water quality parameters in excess of WHO-standard, district-wise. ....................................................................................................................................... 41 Table 9.8.2: Numbers of wells by district with water quality parameters in excess of WHOstandard. ............................................................................................................................................ 41 Table 9.8.3: Inflow category for wells with excess of Fluoride and/or Nitrate. ................................ 42 Table 9.8.4: Validation of water quality analysis reports by ratio of cations to anions. ................... 43 Table 10.1.1: Numbers and percentage of wells prioritized for rehabilitation district-wise. ........... 45

Study of CLIP dug-wells, Northern Region, Ghana

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Study of CLIP dug-wells, Northern Region, Ghana

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1 Preface During review missions to the ongoing CLIP activities in 2010 it was realised that a comprehensive documentation was needed of the experiences and achievements of the CLIP dug-well programme. The latter was initiated already in 1997 in Yendi, Karaga and Gushegu districts in Northern Region of Ghana. Initial steps to prepare such documentation were then taken by the CLIP Management. However, during 2011 it was perceived by the GV-CLIP Committee in Denmark that a field study was needed to verify the actual status of each and every well. Such a field study should include the functionality of the pumps and determination of the water production capacity of the well, particularly in the dry season (January to May). The CLIP Committee took contact in October 2011 to the Danish NGO “Engineers without Borders” (EwB-Denmark) aiming at obtaining their support to conduct the field study of the CLIP dug-wells. Terms of reference for the study and a budget for 2 months assistance from one of the members of EwB-Denmark, Mrs. Maria Ondracek, MSc, were prepared by the CLIP Committee. After approval by the Board of EwB in December 2011 the field work commenced already at the end of January 2012 and was completed in the beginning of April 2012. The field team consisted of Mrs. Maria Ondracek, MSc. (head of team), Mr. Sandow AbdulMoomin Yakubu (well construction team leader), Mrs. Ubaida Ibrahim (CLIP District Coordinator – Yendi and Karaga districts), Mr. Abdul-Rahaman (CLIP District Coordinator – Gushegu district). For the last week of the field work Maria Ondracek was substituted by Mr. Toke Højbjerg Søltoft, MSc. also funded by EwB-Denmark. The detailed planning of the field work and preparation of background data was done by the CLIPWASH coordinator, Mr. Nashiru Bawa, who has been responsible for the implementation of the CLIP dug well since it was initiated in 1997, and throughout all the years shown great enthusiasm and commitment. The expenses for running the field study was approved by the CLIP Board to be born partly by the CLIP programme budget and partly by the GV programme innovation pool. The latter was also approved by the GV Board. The pumping equipment needed for making capacity test of the wells were kindly placed at the disposal by Dr. Mark Sandow-Yidana, Geological Department at Ghana University, Legon. The geological description of rock samples collected from each well during the field study was done by Mr. Emmanuel Mensah, Principal Geologist, assisted by Mr. Timothy Bawre, Principal Engineer Technician, both from the Kumasi branch of the Geological Survey Department. The draft version of the report has been carefully scrutinized by General Secretary for GDCA, Mr. Osman A. Rahman, whose valuable comments and suggestions have been incorporated. Conclusively, we want to acknowledge the great support from all mentioned above, though particularly from EwB-Denmark without which the study would hardly have been accomplished.

Study of CLIP dug-wells, Northern Region, Ghana

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2 Summary During the years 1997 to 2011 a dug-well construction program has been implemented in the three districts Yendi, Gushegu and Karaga by the NGO “Community Life Improvement Program (CLIP), and funded by Danida (Governmental Danish Development Agency). The outcome in terms of 125 completed dug-wells has throughout been claimed by CLIP to be a very successful and cheap alternative to the much more costly drilling of borewells. However, sufficient documentation of the success of the dug-well program has never been provided and therefore this field study was initiated early 2012. The aim of the study was during the dry season January-April:   

to inspect and test each of the 125 dug-wells and their handpumps; to make a standardized interview with the users (villagers) in order to collect information on their opinion and experience with the well; to collect data on number of beneficiaries, on access to alternative sources and on management of the facility.

During construction the final depth of a well was determined by the criteria of having obtained recharge of 1 m water column in the morning after having emptied the well late afternoon day before. The wells are between 6 and 18 m deep with an average depth of around 12 m. Digging is possible only through the overburden, why sufficient depth is obtained by using explosives for penetrating from 3 to 15 m into the Voltaian rocks, which is the underlying basement in these districts. For obtaining 125 wells fulfilling the criteria on water volume, all together 130 wells were constructed, thus five wells were abandoned because of showing no water in spite of being up to 17 m deep. Two of the 125 wells were observed by the study to have partly collapsed, and are now finally abandoned (Y-024 and Y-049). Two other wells have never been provided with a handpump (Y-030 and Y-031) because successful boreholes were constructed nearby by other organizations shortly after completion of the CLIP dug-wells. The study has revealed that only seven wells out of the remaining 121 wells are drying up completely in the dry season. The functionality of the handpumps and the capacity of the wells were tested. The latter conducted by pumping out a certain volume of water and afterwards by observing the recharge. A rather simple and practical method for analysing the test data has been developed for determination of the actual recharge in litre per hour. The latter was then used for classification of each well into one of three categories: “Low inflow” (recharge less than 50 liters/hour), “Medium inflow” (between 50 liters/h and 150 liters/h) and “High inflow” (recharge inflow higher than 150 liters/hour) resulting in 13 wells (or 10%) classified as “High inflow”; 26 wells (or 21%) classified as “Medium inflow”; 85 wells (or 69%) classified as “Low inflow” including the two abandoned and the two without handpump installed (one well could not be classified). The classification is valid for the dry season, and has roughly been verified by comparing it with the experiences and opinions of the villagers.

Study of CLIP dug-wells, Northern Region, Ghana

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The status of the pumps in terms of functionality was as follows: Number of broken down pumps as per April 2012 were 35 (22 NIRA and 13 Rope Pumps) out of the 123 pumps installed. However, 7 more NIRA pumps were also not functioning but brought back to working condition by the field team. Some of these 42 “broken down” pumps have been out of order for quite some time. The high number of broken down pumps compared to the fact, that many of the actual WATSANs did have funds on the maintenance account, indicates either an insufficient maintenance system or that the villagers can live with the often seen substitute, the “bucket and rope” fetching method – and might even prefer it. Geologically most of the study area is made up by two main types of the Voltaian rocks; the Bunya Sandstone and the Bimbilla formation of shale, siltstone and fine-grained sandstone. In 31 wells the Bunya Sandstone was met and in 88 wells occurred one of the rocks of the Bimbilla formation. The geology plays a role in terms of that the wells are generally deeper in the Bimbilla formation compared to the Bunya sandstone. This reflects it was necessary to dig deeper in the Bimbilla formation before the sufficient water column was obtained. However, in terms of recharge inflow in the dry season the Bunya sandstone does not have a higher percentage of wells with high inflow than compared to the Bimbilla formation. Half of the wells are deeper than 12 m, but they are not having generally larger inflows than the more shallow wells, and furthermore, the largest inflows are not related to the largest depths. Obviously, digging to greater depth is only done if sufficient water has not yet been struck. Anyhow, for the “Low inflow” wells it is still an advantage to make the well as deep as possible and thereby obtain a larger storage volume of water. The water quality was not included in the study, but water quality data from the time of constructing the wells was available for 69 of the wells. In 30 of these wells was at least one of the four parameters Fluoride, Nitrate, Iron and Manganese in excess of the WHO-standard for permissible levels. However, when considering the real health hazardous parameters Fluoride (F) and Nitrate (NO3), it is 20 wells only out of the 69 wells where these parameters are exceeding the maximum permissible level, i.e. 29% of the wells. Never the less, none of the wells have been abandoned by the CLIP-programme. For wells with Fluoride problems the reason was that the concentration is not constantly high throughout the year but seems high in the dry season only. The pragmatic reason of not to abandon wells with high Nitrate content was that the daily production of water, thus also the daily consumption of water from these wells during some months every year generally is quite low. Furthermore, if these wells were abandoned there would be a risk for leaving the community with unprotected sources only. As mentioned the aim of the study was to document the performance of dug-wells and thereby being able to make a comparison between dug-wells and boreholes, the latter being the most often used technology in Northern region. During the study it was learned that the cost for constructing a CLIP dug-well in average is approximately 4.000 USD, whereas the cost for completion of a 60 m deep borewell is about 6.500 USD. In both cases are handpump, materials, transport, wages and depreciation of equipment included, but cost of community capacity building

Study of CLIP dug-wells, Northern Region, Ghana

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activities excluded. In the cost for a borewell is also included the company overhead. However, most important for a comparison of the cost implication for the two technologies is the successrate. For the CLIP dug-well construction campaigns it has been higher than 90%, whereas most drilling campaigns in these 3 districts in Northern Region seem to have successrates between 40 and 60%. For a conclusion on a comparison of the two technologies it is still to be investigated how many of the completed borewells in the 3 districts are actually providing water during the dry season.

3 Background The Community Life Improvement Programme (CLIP) is a rural development programme, which started in 1997 aiming at increasing self-help capacity and improved living conditions for the population in rural communities in Yendi, Gusheigu and Karaga districts in the Northern Region of Ghana, see Fig. 3.1 below. Its main activities have been focused on two main sectors: Water supply & sanitation and micro-credit loans, and it was funded by Danida until the end of 2011.

Fig. 3.1: Administrative districts of Northern Region as per 2012. To achieve a better coverage in terms of rural water supply within the available but limited budget, CLIP decided already in its first phase to adopt dug-well construction as the preferred technical option as source of water supply. This was seen as an alternative to the costly high-tech

Study of CLIP dug-wells, Northern Region, Ghana

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drilling for borehole construction, which otherwise is common among donor funded programmes all over Ghana. The successrate of the chosen low-tech and cost efficient option was reported by the CLIP management to be satisfactory, giving the reasons why it has been continued as the main option for the provision of rural water to underserved/deprived communities in the subsequent phases of the CLIP programme. As seen in the table below a total of 125 dug-wells were constructed and completed in the three administrative districts mentioned above until the end of 2011. A few more (5) were constructed but without obtaining sufficient water inflow and accordingly abandoned. Table 3.1: Numbers of CLIP constructed dug-wells from the different phases. Phase I Phase II Phase III Phase IV Districts (1997-2001) (2002-06) (2006-09) (2010-11)

Total

Karaga Gushegu Yendi

1 7 11

8 11 18

19 21 20

2 3 4

30 42 53

Total

125

4 Purpose of the study From March 2010 the overall concept for the Danida funded CLIP activities as a component under the new Empowerment for Life program (E4L) shifted from being service delivery to purely advocacy of the rights of the communities to have access to reliable and sufficient clean water for domestic use. However, as demonstration of best practice Danida did allow construction of a few numbers of wells, aiming at supporting advocacy for economical and feasible solutions of water supply. In view of the latter it became clear during 2011 that a proper documentation of the suitability of the dug-well option was missing if the different agencies and district assemblies should agree to that solution compared to the more expensive drilling of boreholes. Therefore, the study of the productivity or capacity of the already constructed 125 CLIP dug-well was initiated late in 2011 and conducted during February-March-April 2012 with the purpose to document the success in providing dug-wells as safe primary water sources in communities. A possible positive outcome of the study could then be used to advocate in public for the use of the dug-well technology option as a more cost beneficial technology than drilling deep bore wells to address the needs for primary water sources, particularly in the hydrogeological unfavourable areas in the Northern Region.

5 Well construction technologies There are some materials and equipment that are unavoidable, when implementing low cost water supply schemes like the dug-wells in hard rock formations. These materials and equipment are required especially in the actual project areas where hard rock is underlying the soil thus hindering excavation by hand. Such materials and equipment are crow-bars and chisels, explosives

Study of CLIP dug-wells, Northern Region, Ghana

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and blasting devices as well as a compressor machine and a pneumatic handheld rock drilling machine. A certain number of 1â&#x20AC;? diameter blasting holes are drilled with this equipment up to 1 m into the hard rock formation for placing explosives at the bottom of such holes.

Fig. 5.1: Schematic design of a dug-well

The shafts of the dug-wells are constructed at a maximum depth of 18 metres and with the inner diameter of 1.7 metres at the top, normally diminishing gradually in the rock to not less than 1 m at the bottom to allow substantial amount of water to be collected and stored. After completion of the blasting into the rock the shaft is lined (in-situ) with concrete above the solid but fractured rock thus allowing water from the fractured rock below the lined section to seep into the well. The 1.5 m inner diameter lining is exceeded to 0.5-0.7 metre above the terrain and covered with a reinforced concrete-slab in order to protect the well from contamination. On wells constructed after Phase I, i.e. after 2002 the slab is provided with a 60x60 cm access hole also covered with a slab. A square or circular cement apron is constructed around the well shaft and a spill-over canal from the apron with a length of 2.5-3 meters guide the spill water into a soak-away pit at the end of the canal. In some cases a trough is also constructed at the end of the canal to enable the spilling water to be used by animals. CLIP has a team of trained and experienced technical staff to carry out the construction work in the field. The team consists of one foreman, two blast-men, and one mason and is assisted by temporarily employed local artisans. Safety precautions is a key factor during the construction of the hand dug-wells thus also the reason for not digging deeper than to about 18 m. Safety standards are maintained by field staff to avoid unwarranted injuries or life threatening cases onsite.

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DUG WELL CONSTRUCTION

Transition between lining and Rock formation

Photo 1: Completed Dug Well Installation

Photo 2: Dug well under Construction

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The cost implication of construction a dug-well is found to be in the order of 2,000 US$ including a Rope pump, but exclusive depreciation of equipment, transport and salaries for the field team. For comparison will a drilled borehole of an average depth of 60 m cost around 6,500 US$ if it is equipped with an India Mark II pump, and inclusive materials, transport, wages, depreciation of equipment and company overhead. If the same should be included in the average cost of a 12 m deep dug-well it will raise to about 4,000 US$.

5.1 Depth of well: The well construction always took place outside the rainy season, i.e. excluding April to June and September to November for construction work. To decide at which depth the blasting could stop was based on the criteria that the well at the time of construction should show at least 1 m water column. This should be verified the following morning after having emptied the well for water by pumping at the end of working hours the day before.

5.2 Type of handpump: CLIP hand dug-wells had in the past been installed with the NIRA AF-85 handpump, but with the increasing cost of this type of handpump (a cost of 800 USD delivered in Ghana in 2008) it was decided late in 2008 to shift to the less costly (170 USD only) but efficient Rope Pump. Therefore Rope Pumps have been installed on the 22 wells constructed since mid-2009 and up to end 2011. Table 5.2.1: Type and numbers of handpumps installed during the four phases. Phase I Phase II Phase III Phase IV Total NIRA 17 37 47 0 101 Rope-pump 0 0 12+1* 9 22 No pump 2** 0 0 0 2 19 37 60 9 125 *) Replacement of a NIRA pump on a phase III well (K-017); **) on two wells (G-030 and G-031) there has never been installed a handpump, because in both cases a nearby borehole was provided by another NGO at the same time.

The NIRA AF-85 can be described as a very robust, high tech and costly pump with a very long period of operation before any requirement for spare parts arise. However when such a requirement arises, the cost of spare parts will be quite a burden for a rural community. Furthermore the NIRA pump is a manufacturer owned design produced only in Finland, with the disadvantages this apply. The principle behind the NIRA pump is a direct action pump, suitable for pumping lift of up to 1518 meters. It was introduced as an alternative pump to fill the gap between a suction pump with a lift capacity of 7 meters and a deep-well pump that is meant for lifts beyond 20 meters. It differs from the suction and the deep-well pump in that the operatorâ&#x20AC;&#x2122;s effort is applied via the pump rod directly to the piston. The use of an air filled plastic pipe as the pump rod help to balance the effort needed on the up-stroke and the down-stroke. Since it is a mechanical simple pump the number of parts that make the pump is relative few, but still parts that will have to be imported from the manufacturer in Finland.

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Fig. 5.2.1: Sketch of NIRA pump.

Fig. 5.2.2: Sketch of Rope pump.

The Rope Pump can be described as a simple and locally produced pump (in Bolgatanga), cheap to purchase and easy to operate and maintain. The simplicity of the pump also means that the frequency of break downs will be relatively high compared to the NIRA pump. However, such break downs should be easy to rectify and at a cost affordable by a rural community. The principle behind the rope pump is that of a unique design in which plastic pistons are lined up on a rope, that is hanging around a drive wheel with a handle. The operator of the pump will rotate the drive wheel whereby the rope is pulled upwards through a plastic rising pipe and subsequently a flow of water will rise in the rising main and flow out of the spout. The rope pump is put together of parts that are easily produced in a simple workshop and of material that is likewise easily available at any location in Ghana.

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ROPE & NIRA PUMP INSTALLATION

Photo 3: Rope Pump

Photo 5: Rope Pump in use.

Photo 4: NIRA Pump

Photo 6: NIRA Pump in use.

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6 Water quality Groundwater is generally safe to drink, because of natural filtering through the soil. However, chemical, bacteriological and human activities (during construction works) are possible contamination sources that can eventually make groundwater un-safe. CLIP has adopted the following measures to minimize the risks of contamination, especially bacteriological contamination:    

The well should be located away from potential pollution sources such as pit latrines, rubbish pits or burial grounds. Any spaces between concrete rings, the slab and well cover should be properly filled in with cement mortar in order to prevent polluted water to enter into the well. Spilled water from the pump should drain properly into either a trough or into a soak-away pit or both. After the handpump is installed, the well is disinfected with chlorine before use.

Water Quality assurance has been conducted on every completed well before it was officially handed over to the community. The water quality was tested by Bacteriological and by PhysicalChemical water analysis either by the laboratory of Water Research Institute (WRI) of Centre for Scientific and Industrial Research (CSIR) or by Ghana Water Company Laboratory (GWCL), both having a branch laboratory in Tamale. The sampling procedure for water to be analysed was established by the various laboratories (WRI and GWCL). A lab technician with his tool kit went to the field with CLIP staff to collect water samples during which the following procedures were observed: i. ii. iii. iv.

All tools and containers are disinfected (sterilized) to ensure none is contaminated with any form of bacteria or chemicals. On-site field results for pH, colour, turbidity etc. are taken and recorded. Samples in containers are labelled and frozen in an ice chest to prevent growth (bacteriological) before analysis start for essential parameters. The rest of the process continues at the laboratory for full bacteriological and physicalchemical analysis.

The water samples were collected soon after completion of the well, but before disinfections with chlorine solution. The disinfection of the well was conducted in order to control the bacteria level that might have developed due to human contacts during construction. Disinfections are done by adding doses of chlorine solution adequate enough to kill bacteria’s and pathogens, thus the doses are determined based on the level of bacteria concentration. That is why the water sampling and water quality analysis are done before disinfection. In the subsequent discussion of the water quality data from the wells, see section 9.8, the WHO standards for maximum allowable concentration of the key quality parameters are used as shown in table 6.1. Water quality test has not been included in this field study of the 125 CLIP wells. However, water quality data for each well from the time of constructing the well was thought to be available. Unfortunately, analysis records of 69 wells only were found and will be discussed in a later section of this report.

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Table 6.1: WHO standards for water quality parameters.

7 Beneficiary communities 7.1 Selection of beneficiary communities: Communities were pre-selected by CLIP based on the level of water services they had at their disposal. Highest priority was given to communities with limited or lack of access to safe water, though also considering proximity from community to the next water point in a nearby community as well as the size of the population. Communities with a population less than 100 are not qualified for provision of water services, thus are excluded from being beneficiaries in accordance to the national policy. The other population threshold was 500 set by CWSA as the minimum for qualifying for a water facility from District Assembly (DA). Accordingly, CLIP was focussing on communities with population less than 500. The selection was done in collaboration with the District Assemblyâ&#x20AC;&#x2122;s Water and Sanitation Team (DWSTs) and by use of community baseline data collected by CLIP as well as of existing statistical data from the administrative districts or local government authorities. The provision of water supply should be demand driven in accordance with the national water policy, thus, communities will need to first and foremost make request by expressing their willingness to own and manage the facility. Furthermore, they shall demonstrate in practical terms the user contribution by their readiness to participate fully in the implementation process. The consequence of the latter would be to feed the well construction team during their work in the respective community and to assist the team in cleaning the site and prepare the access road to

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the site. Furthermore, assist digging and in lifting out the blasted rock material from the well by providing unskilled labour. In the process of selecting the beneficiary communities the latter are being animated by CLIP basically in order to become fully aware of the nature of the intervention and of their responsibilities as owners of the facility.

7.2 Ownership and Management: Dug-wells constructed by CLIP are meant to improve access by communities to safe drinking water sources. Therefore sustainability of these facilities is critical, hence proper management is promoted through ownership to ensure availability of willingness and resources for repair and maintenance of the facility. Accordingly, a 2-day training program in management and maintenance is arranged by the CLIP field team for beneficiary communities of water facilities provided by CLIP. As a condition for being provided with a well the villagers had to establish a user committee (WATSAN committee), who was being taught by CLIP about the responsibilities of WATSAN in maintenance and management of the well, and about how to access DWSTâ&#x20AC;&#x2122;s/DA for assistance to solve problems. Furthermore, CLIP has always recommended the WATSAN to collect user fees and deposit them in a bank account in order to have funds for repair when needed.

7.3 Location of the beneficiary communities: The geographical coordinates of the individual wells were determined by the field team with a GPS-equipment. Thereby the location of the wells for each of the 3 districts is shown on a Google Earth Map on Annex 1 for Karaga, Annex 4 for Gushegu and Annex 7 for Yendi. All the CLIP beneficiary communities are located within the Voltaian sedimentary basin of Ghana. On a section of the geological map of the Volta Basin of Ghana (Carney et al. 2010) below are shown the boundaries of the three administrative districts Karaga, Gushegu and Yendi, see Fig. 7.3.1. The map illustrates that Karaga, Gushegu and the Yendi districts in the Northern Region of Ghana mainly is made up of the Bimbila formation from Oti group, with part of the Tamale/Obosum group exposed at the outmost western part Yendi district and at southeastern part of Karaga district. Though, the central part of Yendi district and southeastern part of Gushegu are underlain by the Bunya formation which also belongs to Oti group. The outmost southeastern part of Yendi district extends into the Chereponi sandstone and further into the Afram shale formation. The location of the individual wells in relation to the geology is shown on Fig. 9.4.1 in section 9.4. Geology and well capacity.

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Fig. 7.3.1: Geological map with district boundaries (yellow) - part of map from Carney et al. 2010.

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7.4 Principles for selecting well location: The overall intention was to locate the well as close to the community as possible, and never more than 1 km away. Various site selection techniques are applied in finding suitable locations for constructing the hand dug-well. Among these is terrain evaluation, by which areas with indication of hard rock close to the surface are excluded, whereas areas with thick layer of soil above the hard rock are preferred. Identification of water bearing vegetative cover, e.g. water trees and special sorts of grasses are other positive indications taken into consideration. Furthermore, dowsing/divining is used in special cases to locate favourable sites for the well to be constructed. All these methods are low cost as compared to high technology geophysical methods for site selection and they were considered to be sufficiently successful if applied in combination.

8 Methodology of the study In order to arrive to a complete documentation of the result of the CLIP hand dug-well programme each and every well should be inspected technically, its ability to produce water measured in the dry season and the functionality of the handpump should be tested. A standardized procedure for inspection, for well productivity test and for test of the pump was developed including questionnaires for collection of information from users on their utilization of the well with particular focus on the dry season, on alternative sources, and on their experiences with and opinion of the well. Accordingly, the standardized site report is organized in the following six sub-sections: 1) Basic Well Installation Data; 2) Pump capacity test; 3) Well capacity test; 4) Geological setting; 5) Utilization of well â&#x20AC;&#x201C; alternative sources, and 6) Villagersâ&#x20AC;&#x2122; experiences and opinions. Each subsection is described and shown in the following with an example from the well in the community Kpanafong in the Gushegu district.

8.1 Basic Well Installation Data: As seen from the standardized site report section on basic well installation data, the latter consist of date of test, names on team members, district and community name, study identification number, photos identification numbers, GPS location coordinates, sketch of well with definition of depths, measured depth and depth recorded at construction, depth of concrete lining, depth of unlined section, definition of measuring point (PM) for depth and the height (depth) of PM above terrain and above top of lining. Furthermore estimates on maximum and minimum diameter of unlined section. Finally, which type of pump is installed on the well, how deep is the pump inlet placed (total length of installed rising main) to which depth, and when was the well commissioned. It has not always been possible to track all information about the well, e.g. on the depth of the well recorded at the time of construction (Hr), which is very unfortunate. Because by comparing with the actual depth (Hm) measured at time of testing the well it can be discovered if the well has been partly silted up thus qualified for being cleaned up. The latter conclusion will be drawn if H m < Hr and the difference was more than 1 m.

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Fig. 8.1.1: From standard field sheet for basic well installation data - example from well G-001. Date of test: 01 Feb 2012

Names on team: Sandow, Abdul-Rahaman, Ubaida and Maria

BASIC INSTALLATION DATA Well Location

District:

Well ID (Name) Well Coordinates

Gushegu

Community:

Kpanafong

G-001

Picture no:

G-001_…

E/W: 803974

N: 1100324

Photos and sketch of well:

(1) Depth of well Measured [m]:

Depth recorded at the time of construction [m]:

11.03

(2) Depth [m] of Unlined section: concrete lining (*) 3.00 Depth from point of measurement (PM) to terrain[m] 0.45 Depth from PM to top of lining [m] 0.10 Type of Handpump Nira Pump X

11.30

Depth (m): (1) – (2) = 11.03 – 3.00 = 8.03 Max. diameter [m] (***): Min. diameter [m] (***):

Rope Pump Depth setting of the handpump inlet (**)

10.5

Date of Commission:

2006, phase III

(*) Can be measured only, if water table is below the lining. (**) Can’t be measured unless the whole water column is emptied. In some cases when the pump is removed, measurement of the length of rising main pipes is taken. (***) To be estimated by visual observation if possible.

Similarly, three other types of information were not always available: The depth of concrete lining, the depth setting of the pump inlet equal to the total length of the riser pipes installed and the date of commission. In some of these cases it has been possible to observe the depth of concrete lining through the access hole, but for the depth setting of the pump inlet this information could be established only in rather few cases. Instead of date of commission it has been possible for most of the wells to track the year in which they were commissioned, and in the remaining wells at least the program phase.

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The inner diameter of the lined section is in all the wells 1.5 m, but concerning the maximum and minimum diameter of the unlined section this information has not been possible to estimate in any of the wells by looking through the access hole. But according to verbal information from the well team foreman most wells will have a maximum diameter of about 1.5 m in the upper part of the unlined section gradually decreasing to about 1 m at the bottom of the well.

8.2 Pump capacity test (functionality): In order to test the actual functionality of the handpump a standard procedure for capacity test of the installed pump was conducted on each well before the well capacity (well inflow) was tested. The pump capacity was tested by two different procedures depending on type of handpump: For the NIRA pump the procedure was to pump 30 full strokes with the pump handle and to measure the total produced volume of water. Since the Rope Pump does not have a pump handle but is operated by turning a wheel around, the procedure was to turn the wheel around in a continuous and steady operation for 30 seconds and like the NIRA to measure the total produced volume of water. For both procedures the volume of water expected to be produced should be from 10 to maximum 30 litres. Fig. 8.2.1: From standard field sheet for pump capacity test - example from well G-001. Pump type

Test action

Litres *

Nira: Rope Pump:

Pump 30 full stroke and measure the produced volume: Operate the pump for 30 sec. and measure the produced volume:

*) Expected yield 10 to 30 litres.

If the produced amount of water is below 7 litres it indicates that the pump is not functioning properly and should be checked for repair, unless a too low production is caused by too low water level in the well, e.g. water level around or below the pump inlet (at foot valve of the NIRA pump or at bottom of riser main of the Rope pump).

8.3 Well capacity test: The aim of the capacity test of the well was to determine its productivity in terms of the amount of groundwater flowing into the well during pumping for one hour from the well. Before starting this test the water table should be fully recovered after having completed the initial capacity test of the handpump. The well capacity test is conducted by pumping with a submersible Grundfos MP1 pump (maximum yield is 1.4 m3/h) for one hour and measure the total volume of water pumped out. Buckets (16 litres) were used for measuring the volume, and electrical water level tape was used for measuring depths to water table. The initial water level (H1) is measured before starting the pump, and subsequently every 10 minutes the water level is measured. After one hour the final water level (H2) is measured and pumping is stopped. Thereafter the depth to the recovery water table is measured every 10 minutes for 60 minutes at which time the conclusive recovered water level (H3) is measured.

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Fig. 8.3.1: Sketch of well with different stages of water table. Fig. 8.3.2: From standard field sheet for well capacity test by using a submersible electrical pump (e.g. Grundfos MP1) - data example from well G-001. Pumping with MP1 pump for 60 min. Freq. 300 Hz

Recovery observation every 10 min for 60min

Volume No of buckets: 54 buckets

Clock reading at starting: 13:01 litres/bucket: 16

Total volume (litre) pumped (Q0): 864 Clock reading at recovery start: 14:02 Final wt after 60 min pumping (H2) After 10 min recovery After 20 min recovery After 30 min recovery After 40 min recovery After 50 min recovery After 60 min recovery (H3) Clock reading when finished: 15:02

Water table readings Initial wt (H1) [m] After 10min After 20min After 30min After 40min After 50 min After 60min (H2)

8.36 8.43 8.54 8.65 8.76 8.87 8.96

Water table [m] 8.96 8.89 8.83 8.75 8.72 8.67 8.63

Notes: None.

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not constant. Therefore the calculation of the capacity of the well, as being the actual inflow during pumping, can be estimated by assuming that inflow during pumping is the same as the inflow during recovery. The estimation is done in a scheduled standard EXCEL table as explained in details in Annex 10, and the results are shown in Annex 11, 12 and 13. In cases with too low water column for the submersible pump to be used (less than 1 m) the capacity test was conducted by using the existing handpump conditional to that it was functioning. The test procedure is slightly different from when using a submersible pump, i.e. why it is conducted as follows: 1) Measure the initial water level; 2) Start pumping of buffer volume with the handpump, i.e. until the water level has sunk down to the inlet at the riser pipe and the pump starts to suck air; 3) Take clock reading when starting to pump, and again at the time when it starts sucking air; 4) Measure the volume of water pumped out during this period; 5) Continue pumping with the handpump for 30 min and measure simultaneously the volume of water pumped out. Check the water table level every 10th minutes; 6) Stop pumping and take clock reading and measure water table level; 7) Continue to measure water level every 10th min. during 60 minutes recovery; 8) Take the last clock and water level reading 60 minutes after stop of pumping. Fig. 8.3.3: From standard field sheet for well capacity test by using handpump â&#x20AC;&#x201C; data example from well G-013. Empty the buffer. Pump with the handpump until water reaches the pump inlet and the pump starts to suck air. Measure the buffer volume. Start time: 08:50 Stop time: 09:17 Continue pumping with the handpump for 30min

Water table (wt) Initial water table 9.84 After 10min 10.03 After 20min 10.02 After 27min 10.12 Buffer volume: 23 buckets by 16 l.+9 litres= 377 litres Volume after 30min: 6 buckets by 16 litres = 96 litres Water table (wt) After 10min 10.12 After 20min 10.12 After 30min 10.12

Clock reading at recovery phase start: 09:48 Recovery water table readings for 60min Initial wt (same as after 30min pumping) 10.12 After 10 min 10.08 After 20 min 10.05 After 30 min 10.03 After 40 min 10.00 After 50 min 9.98 After 60 min 9.96 Clock reading when finished: 10:48 Notes: Water level was too low to allow well test pumping with MP1 pump. Water trickles along the walls inside the well.

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WELL INFLOW CAPACITY TEST

Photo 7: Dug well ready for inflow test

Photo 8 & 9: Inflow test in progress

Version: Final

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The calculation of the capacity of the well, as being the actual inflow during pumping, is estimated the same way as in case of the MP1 pump by assuming that inflow during pumping is the same as the inflow during recovery. The estimation is done in the same standard EXCEL table as for the wells where the MP1 pump was used for the test, and is explained in details in Annex 10. In general the estimation follows the same steps as when using a MP1 pump for the test, and the results are shown in the Annex 11, 12 and 13.

8.4 Geological setting: In order to determine the type of rock in which the well has been constructed a sample from the blasted rock material still laying around the well is taken and put into a plastic back. The sample should represent the deepest part of the well which is obtained by selecting a solid rock piece looking as fresh (not weathered) as possible. Samples from all 125 included wells apart from one lost sample were described by Mr. Emmanuel Mensah, Principal Geologist, assisted by Mr. Timothy Bawre, Principal Engineer Technician, both from Geological Survey Department in Kumasi (see Annex 17). As an example of their description the one from well G-001 in Kpanafong is shown below: Fig. 8.4.1: Standard sheet for description of rock sample from well as applied by the geologist. No 1

Community

Well ID

Kpanafong

G-001

Well Depth (m) 11.03

Rock Description Lithology Dark greenish grey siltstone. Poorly micaceous.

Group Oti

Formation Pandjare - Bimbilla

The samples from the 124 wells show six different types of rock representing four different formations, which are listed as follows in the order of youngest towards chrono-stratigraphically elder formation: 1. Conglomerate belonging to Sang formation within the Obosum Group (1 wells) 2. Sandstone belonging to the Pandjari – Bunya formation within Oti Group (32 wells) 3. Sandstone belonging to the Pandjari – Bimbilla formation within Oti Group (3 wells) 4. Siltstone belonging to the Pandjari – Bimbilla formation within Oti Group (82 wells) 5. Mudstone belonging to the Pandjari – Bimbilla formation within Oti Group (3 wells) 6. Carbonaceous siltstone belonging to the Kodjari – Buipe formation within Oti Group (3 wells)

8.5 Utilization of wells – alternative sources: The reason for including an inquiry on the number of households who depend on the source and on alternative water sources into the standard site report as shown below was to obtain knowledge on the actual importance of the provided water supply facility. Originally, the aim was to investigate the need criteria for selecting the beneficiary communities. However, it is realised after completion of the study that the need situation at the time of constructing the well might have changed afterwards by provision of boreholes by other NGO’s, agencies or district assemblies.

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Questions were asked on utilization of well and on alternative sources as well as the following questions on villagers opinion on and management of the well, see section 8.6 below. These questions were presented to more than one person in the community in order to get the answers verified and thereby obtain the real status of the situation. The member of the team who actually approached the villagers could communicate on the local language in the individual communities. Fig. 8.5.1: From standard field sheet for information on utilization of well and on alternative sources - data example from well G-001. How many families depend on this source? Other water sources in the neighbourhood?

300 people This is the only water source.

How far away are they?

Is it always access to this alternative water source?

The example shown above is from the same community Kpanafong (well ID: G-001) as the previous examples from the site report. The analysis of the answers collected is presented and discussed in a later section of this report.

8.6 Villagers experiences and opinion: As a supplement to the capacity test of the handpump and of the well the questions below about the villagers experiences with the well and the pump were included in the standard site report of the study. Thereby it would be possible to control to which extent the result from the capacity test coincide or tallies with the opinion of the villagers. Furthermore, questions on the management of the facility were also included aiming to provide knowledge on whether the principle of ownership is practised. Fig. 8.6.1: From standard field sheet for information on villagers experiences, opinion and management of well - data example from well G-001. Is the yield acceptable? Does it run dry? Is it sensitive for high utilization only in the dry season?

The yield is acceptable all year round. The well does not run dry. This community as well as neighbouring communities all gets water from this well.

Is the pump always accessible or is it open during certain hours only?

Pump is only locked to prevent children from mishandling, usually in the afternoons.

If the community has a maintenance account, how much on the account? Who is managing the account?

There is a maintenance account with an amount of GHC. 100.00 Question was not asked in this community.

Finally, any other relevant information from the villagers on their use and management of the facility was collected and written at the end of the site report under â&#x20AC;&#x153;Other commentsâ&#x20AC;?: The example shown above concerning the villagers experiences and opinion is from the same community Kpanafong (well ID: G-001), also with the name Kpanalanyili, as the previous examples

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from the site report. The analysis of the answers collected is presented and discussed in later sections of this report.

9 Data analysis and results 9.1 Functionality of pumps (NIRA and Rope Pump): The functionality of the pump at the time of inspection was tested in order to get information on the ability of the communities to maintain their pump. The test was conducted as a pump capacity test as specified in the standardized site report format above in section 8.2. The table below shows the number of the handpumps on which it was possible to perform pump functionality & capacity test.

1 0 1 2

5 4 13 22

Percentage capacity tested Percentage tested but broken down Percentage not tested

3 0 10 13

Total Pumps Installed

1 4 2 7

Rope pump total

25 36 39 100

Rope p. tested but broken down Rope p. not tested

8 4 7 19

Rope p. capacity tested

NIRA tested but broken down 2 6 14 22

NIRA pumps total

15 26 18 59

NIRA not tested

Karaga Gushegu Yendi Total

NIRA capacity tested

Districts

Table 9.1.1: Percentage of pumps with pump capacity test (functionality).

30 40 52 122*

53.4 75.0 38.5 54.1

16.6 15.0 46.2 28.7

30.0 10.0 15.3 17.2

*) On two wells (G-030 and G-031) there has never been installed a handpump (in both cases a nearby borehole was provided by another NGO at the same time) â&#x20AC;&#x201C; Y-053 without any information at all.

Obviously, the number of handpumps capacity tested in Yendi in percentage was considerable lower than in the two other districts because of the much higher percentage of broken-down handpumps. Other reasons for a handpump not being capacity tested was either that the well was dry (DRY), or water level was below the pump intake (IE=installation error). The functionality of those handpumps, that could be capacity tested, is characterised by 2 categories: 1) Poor performance PP - need of repair (produced amount of water less than 7 litres); 2) Condition OK (produced amount of water 7 litres or more). The table below shows the numbers and percentages of handpumps within each of the five categories OK, PP, BD (=broken-down), DRY and IE in total and for each type of handpump and for each district.

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Table 9.1.2: Handpump functionality

No.

46.7

7.4

DRY IE

No.

55.6

56.0

41.0

16.7

4.0

5.1

28.7

16.7

8.0

35.9

59.1

13.9

11.1

28.0

10.3

3.3

0.0

4.0

7.7

100 100

100

% 31.8

No. 4

0.0

% 100

No. 1

0.0

% 20.0

No. 2

% 15.4

0.0

60.0

76.9

9.1

0.0

20.0

7.7

0.0

100

Yendi

Karaga

Gushegu

All

No.

122

Yendi

All

Rope Pump

Karaga

All

NIRA Gushegu

Category

Both type

100

0.0 5

100

0.0 13

100

Thus, it was revealed that 9 of the 66 pumps tested were functioning but in need for repair or maintenance, and that 35 of the 122 installed pumps were broken down. Further 21 pumps could not be tested, 17 of these due to too low water (DRY), and the 4 others had too short riser main thus intake above water (IE). A significant observation is that the percentage of broken down pumps is much higher for the Rope-pump (59.1 %) than for the NIRA-pump (22 %) in spite of the Rope-pump being in use in a much shorter time than the NIRA-pumps. This illustrate that the NIRA pump is a stronger pump with less breakdowns than the Rope-pump. Furthermore, the figures indicate that the communities provided with a Rope-pump instead of a NIRA-pump obviously have not received sufficient training in maintaining the pump. This has resulted in a situation where the Rope pump communities canâ&#x20AC;&#x2122;t benefit of the main feature of their pump, i.e. although it requires repairs relatively frequent, it should be possible for the community themselves to carry out any such repairs and at an insignificant cost. When comparing the numbers of broken down pumps in the three districts, the situation seems worse in Yendi. Here is 35.9 % of the installed NIRA pumps broken down compared to only 8 % and 16.7 % in respectively Karaga and Gushegu. For the Rope-pump are the figures 76.9 % down in Yendi compared to 60 % and 0 % in Karaga and Gushegu. That the maintenance situation is worse in Yendi district might be caused by presence of more alternative sources than in the two other districts. This will be analysed further in section 9.5 of this report. The functionality amongst the NIRA-pump has been analysed in view of the age of the pump as seen in the following table. NIRA-pump was not installed in phase IV, but replaced by the Ropepump. An age analysis for the latter is therefore not yet relevant. The table 9.1.3 below illustrates clearly the influence of age on the statistics on broken-down pumps. The percentage of broken-down NIRA-pumps installed in phase I is much higher (43.8%) than for pumps installed in phase II (24.3%) and in phase III (12.8%).

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Table 9.1.3: Functionality of NIRA-Pump by CLIP program phases (age).

Nos. 50 9 22 19

% 50 9 22 19

Phase I 1997-2001 Nos. % 5 31.3 2 12.5 7 43.8 2 12.5

100

All Phases Functionality category Functioning (OK) Poor performance (PP) Broken-down (BD) Dry or Installation error (DRY/IE)

100

Phase II 2002-2005 Nos. % 22 59.5 1 2.7 9 24.3 5 13.5

Phase III 2006-2009 Nos. % 23 48.9 6 12.8 6 12.8 12 25.5

100

Another interesting observation from this table is that the percentage of DRY/IE wells is highest in phase III, which could indicate that the average depth of wells is less in phase III than in the earlier phases. The possible influence of the depth on different parameters of the well will be analysed later in section 9.3 of this report.

9.2 Capacity of wells: In order to get information on the capacity of the well to produce water at the time of inspection the well was tested by conducting a pumping and a recovery test as specified in the standardized site report format above in section 8.3. The number of wells where capacity test has been possible to conduct and the type of pump applied for the test, are shown within each of the three districts in the table below. Table 9.2.1: Number of wells capacity tested and pump type used for the test.

Districts Karaga Gushegu Yendi Total

Test with MP1

Test with NIRA

Test with Rope-p.

Not tested

Total

17 24 29

4 10 3

1 0 0

8 8 21

30 42 53

73.3 81.0 60.4

26.7 19.0 39.6

125

70.4

29.6

Percentage Percentage tested not tested

In total 88 wells were tested and most of these (70) had sufficient water column to be tested with the MP1 pump. Obviously, the number of wells not tested in Yendi in percentage was considerable higher (39.6%) than in the two other districts (19.0% and 26.7%). When comparing with the statistics on pump functionality test in the previous section, Yendi had a higher percentage of handpumps broken-down than the two other districts. Obviously, that has had an impact for those wells with too low water level for use of the MP1 pump for the well capacity test. In the following analysis of the statistics on the well capacity tests are those wells not tested due to a broken-down handpump combined with a low water level, being classified as “low inflow”. The reason is, that all wells with low water level, but tested by using the handpump, had shown “low inflow”.

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The well capacity in terms of inflow in litres per hour was estimated as described in section 8.3, and in details in Annex 10. The estimation is obtained by balancing the observed recovery with the produced water (by pumping) by a trial and error change of the average diameter below water table (the diameter could not be measured). The resulting well capacity as inflow is finally characterised by 3 categories: “Low inflow” (<50 l/h); “medium inflow” (more than 50-less than 150 l/h) and “high inflow” (>150 l/h). Wells observed to be dry when visited by the field team are included amongst the wells with “low inflow”. The distribution of the number of wells within each of the three categories is analysed in relation to districts and to which phase they were constructed. The results of the analysis are shown in the table 9.2.2.A and B below. Table 9.2.2.A & B: Well inflow classifications district-wise and phase-wise.

Inflow Class LOW TOTAL (incl. Dry) MEDIUM HIGH LOW GUSHEGU (incl. Dry) MEDIUM HIGH KARAGA

YENDI

Nos. 85 (17) 26 13 29 (4) 8 5

LOW (incl. Dry) MEDIUM HIGH

22 (8) 6 2

LOW (incl. Dry) MEDIUM HIGH

34 (5) 12 6

Total Nos.

B) PHASE I

124*

69 21 10

PHASE II

69 19 12

52*

Total Inflow Class. Nos. Nos. LOW 17 (incl. Dry) (1) MEDIUM 0 HIGH 1 18* LOW 19 (incl. Dry) (4) MEDIUM 9 HIGH 9 37

73 20 7

LOW PHASE III (incl. Dry) MEDIUM HIGH

44 (10) 13 3

65 23 12

LOW (incl. Dry) MEDIUM HIGH

5 (2) 4 0

Phase IV

% 94 0 6 52 24 24

73 22 5

56 44 0

*) One well (Y053) from phase I is without sufficient data to be classified, thus not included.

In the first table (A) the percentage of the total number of wells, 124, are shown for each of the three categories, and within each of the 3 districts. Most of the wells, 69 %, are having a low inflow, while 21 % are having a medium inflow thus only 10 % or 13 wells out of the 124 wells are high inflow. In terms of percentage of the three inflow categories there is no significant difference between the three districts apart from Karaga having the lowest percentage of high inflowing wells. In the second table (B) the percentage of the wells within each category (Low incl. dry, Medium and High) is shown in relation to which of the four CLIP program phases they were constructed. Obviously, phase II has been the most successful in terms of lowest percentage of “low inflow” wells and highest percentage of “high inflow” wells, but also phase III is more successful than phase I and IV. That might be a result of making the wells deeper particularly in phase II and in phase III, or more wells constructed in a more favourable geology during phase II and III. Both are

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possible reasons which will be sought verified in following sections 9.3 and 9.4 on respectively “Depth of wells” and “Geology and well capacity”. The number of 17 wells observed by the field team to be dry equal to 13.7 % of the 124 wells is unfortunate for the actual communities. However, it is within the expected range considering the rather unfavourable geological conditions in the area. It is worth to emphasise that 10 of the 17 dry wells were reported by the villagers to produce some water during the dry season. Compared to boreholes drilled in the area factual data on how many boreholes dries out does not exist, but the general view from villagers is that it is quite common that boreholes do not provide water in the dry season.

9.3 Depth of wells: The depth of the 125 wells is shown on the figure 9.3.1 below in terms of numbers of wells within each one meter depth interval starting from 6 m. On the same figure is also shown the cumulative percentage distribution of wells with a depth below a certain magnitude.

Percentage of wells

0,0 17.0 - 17.99

0 16.0 - 16.99

25,0 15.0 - 15.99

5 14.0 - 14.99

50,0

13.0 - 13.99

12.0 - 12.99

75,0

11.0 - 11.99

10.0 - 10.99

100,0

9.0 - 9.99

8.0 - 8.99

125,0

7.0 - 7.99

6.0 - 6.99

Number of wells

Depth of wells

Nos. of wells Cumulativ pct.

Depth intervals of wells

Fig. 9.3.1: Numbers of wells within each depth interval and as cumulative percentage.

All wells are deeper than 6 m but none are above 18 m deep. Most of the wells, 88 or 70% are between 10 and 15 m deep, and the average depth is 12 m, i.e. 50% having a depth less or above 12m. The data on depth of the wells are further analysed district-wise in terms of the accumulative percentage of wells with a depth less than respectively 8m, 10m, 12m, 14m, 16m and 18m as shown on the figure 9.3.2 below.

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Depth by District %

100,0 80,0 60,0

Gushegu Karaga

40,0

Yendi

20,0

Total

0,0 8.00

10.00

12.00

14.00

16.00

18.0

Depth (m)

Fig. 9.3.2: Cumulative percentage distribution of depth of wells district-wise.

The graphs illustrate that the wells are in general deeper in Karaga than in the two other districts, since 77 % of the wells in Karaga are more than 12 m deep, whereas only 42 % and 48 % of the wells in respectively Yendi and in Gushegu are more than 12 m deep. In spite of having generally deeper wells in Karaga it has not resulted in a higher number of “High” and “Medium inflow” wells than in the two other districts as described in the previous section 9.2. In order to see whether there are any general difference in the depth of the wells constructed in each of the four phases of the CLIP programme (I, II, III and IV) the same accumulative percentage analysis of the depth was conducted phase-wise. The graphs below on Fig. 9.3.3 illustrate that the wells constructed in phase II and III in general were deeper than in phase I and IV. More than 57 and 60 % of wells constructed during respectively phase II and III were deeper than 12 m whereas only 28 and 33 % of wells from respectively phase I and IV were deeper than 12 m. At a glance, there seems to be a relation between the result of the phase-wise analysis of the inflow categories and of the depths, i.e. the generally greater depths of wells constructed during phases II and III has resulted in generally more successful wells than obtained in wells constructed during phases I and IV.

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Depth by Phase 100,0 80,0 Phase I

40,0

Phase II

60,0

Phase III 20,0

Phase IV

0,0 8.00

10.00

12.00

14.00

16.00

18.0

Depth (m)

Fig. 9.3.3: Cumulative percentage distribution of depth of wells phase-wise.

This is contradictory to the conclusion above that the differences in depths between the districts has not resulted in differences in obtained inflows. Therefore, whether the depth of the well has any influence on the obtained inflow is sought further verified by a graphical presentation of the estimated inflow versus depth of each well. On the graph below, Fig. 9.3.4 the 124 wells are sorted after increasing depth and shown as the blue graph. The inflow in l/hour estimated from the well capacity test is shown for each well as the green graph. In only 88 wells it was possible to perform capacity test. The remaining 36 not tested wells (17 dry wells included) were given the inflow value of 0 l/hour.

500 450 400 350 300 250 200 150 100 50 0

20,00 18,00 16,00 14,00 12,00 10,00 8,00 6,00 4,00 2,00 0,00 1

Depth of well (m)

Yield (l/h)

Inflow and Depth

Yield Depth

11 21 31 41 51 61 71 81 91 101 111 121 Number of Wells

Fig. 9.3.4: Inflow and depth for each well â&#x20AC;&#x201C; wells sorted towards increasing depth.

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The figure 9.3.4 shows again that half of the wells are deeper than 12 m, though without having generally larger inflows than the more shallow wells. It illustrates also that the largest inflows are not necessarily related to the largest depths. This is in accordance to the fact that digging to greater depth is only done if sufficient water has not yet been struck. Inflows greater than 100 l/h does not occur in any wells deeper than 14 m. Anyhow, for the low inflow wells it is still an advantage to make the well as deep as possible and thereby obtain a larger water storage volume.

9.4 Geology and well capacity: The detailed location of each well in relation to the geology is shown for each district in Annexes 3, 6 and 9. And overview of the location of the three maps is seen together with the geology on Fig. 9.4.1. Each well is by its signature showing the type of rock encountered as described by the geologist, see section 8.4. The number of wells dug into a particular rock within each of the three districts is distributed as shown in table 9.4.1 below. The distribution is only roughly in accordance to the geological map, Fig.9.4.1, in terms of that the Bimbilla formation dominates the area of Karaga and of Gushegu districts and the most eastern and western parts of Yendi whereas the Bunya sandstone dominates in the central part of Yendi district. However, when looking on the more detailed maps, Annexes 3, 6 and 9, there are several wells where the described rock does not tally with the occurring rock on the geological map. In the statistical analysis below the geology at each well is defined as described by the geologist irrespectively whether it tallies with the geological map. Table 9.4.1: Numbers of wells within each rock type – district-wise. Sang Sandstone Mudstone Siltstone Sandstone Carbonaceous Total Districts cong. Bunya Bimbilla Bimbilla Bimbilla siltstone (Buipe) Karaga 0 0 2 25 2 1 30 Gushegu 0 3 1 36 1 1 42 Yendi 1 29 0 21 0 1 52 Total wells 1 32 *) One is without geological description.

124*

The following table 9.4.2 shows for the different types of rocks the number of wells within each of the three inflow categories low (<50 l/h), medium (50-150 l/h) and high (>150 l/h). Table 9.4.2: Numbers of wells within each inflow category – versus rock type Geology Low % Medium % High % Total nos. Sang formation Bunya sandstone Bimbila formation Buipe formation

1 24 58 1

100.0 77.4 65.9 33.3

0 4 20 2

0.0 12.9 22.7 66.7

0 3 10 0

0.0 9.7 11.4 0.0

1 31 88 3

Total 84 68.5 26 21.0 13 10.5 123* *) One is without geological description – one is without sufficient information for inflow classification.

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Normally, when drilling boreholes for water supply, sandstone is considered as a more favourable aquifer rock than mudstone and siltstone. Surprisingly, the figures in the table above indicate that Bunya sandstone seems not to be more favourable for digging of wells than the Bimbilla formation. It seems actually to be the opposite.

Fig. 9.4.1: Location of maps (Annex 3, 6 and 9) with wells for each district in relation to geology. (part of map from Carney et al. 2010)

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The graphs on Fig. 9.4.2 below shows for each of the two groups of rocks, Bimbila formation and Bunya Sandstone, the cumulative percentage of wells having an inflow below a certain value as determined from the capacity test of the wells. Those wells not capacity tested because of low water level combined with broken down handpump are given the value 0 l/h for the inflow .

Geology versus Inflow 100,0

Cumulative pct.

80,0 60,0

2. Sandstone Bunya

40,0 3. Mudstone Bimbilla 4. Siltstone Bimbilla 5. Sandstone Bimbilla

20,0 0,0 0

100

150

200

250

300

> 300

Inflow Interval l/h

Fig. 9.4.2: Cumulative percentage distribution of inflow of wells within Bunya sandstone (31 wells) and Bimbilla formation (88 wells).

In accordance to the normal perception that sandstone is a more favourable aquifer rock than siltstone and mudstone it was expected that the blue graph (Bunya sandstone) would lie significantly below the red ones (Bimbila formation) corresponding to generally lower percentage of wells in the sandstone having an inflow lower than specified compared to the Bimbilla formation. Surprisingly, the blue graph lies slightly above the red ones reflecting a slightly higher percentage of wells within the Bunya sandstone is having a low inflow compared to the Bimbilla formation. When looking into the cumulative percentage distribution of the depth of wells within the two groups of rocks, Bunya sandstone and Bimbila formation, the figure 9.4.3 below shows as expected that the red graph lies below the blue graph. Thus the wells are generally deeper in the Bimbilla formation compared to the Bunya sandstone, reflecting it was necessary to dig deeper in the Bimbilla formation before the sufficient inflow was obtained. E.g. 60 % of the wells in the Bimbila formation have a depth of more than 12 m whereas only 40 % of the wells in Bunya sandstone are deeper than 12 m.

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Geology versus Depth 100,0

Cumulative pct.

80,0 60,0

2. Sandstone Bunya

40,0 3. Mudstone Bimbilla 4. Siltstone Bimbilla 5. Sandstone Bimbilla

20,0 0,0 8.00

10.00

12.00

14.00

16.00

18.0

Depth (m)

Fig. 9.4.3: Cumulative percentage distribution of depth of wells within respectively Bunya sandstone and Bimbila formation.

9.5 Utilization of wells – alternative sources: How many families depend on the source? That was the original question but in most cases the answer from the villagers was the number of people living within the community. The actual aim of the question was to get to know “the number of people drawing water from the source”. In the rather few cases were the answer was the number of households, this has been replaced by number of people by setting an average of 14 persons in a rural family household. Dependency is a difficult issue to obtain objective answers on from the villagers. Therefore, in practice the question raised was the number of people living in the community, and then assuming in the dry season they all depend on the water from the source if it produce water. Altogether, there is only sufficient information on number of households or persons from 116 wells. Thus, those wells are in total providing service for 41.400 persons, when considering only the number of people living in the 116 communities. For some few wells neighbouring communities are allowed also to get water in the dry season. In order to classify the level of service which a well can provide in the dry season the number of liter water per person per day is calculated. The calculation is based on the recovery inflow determined from the well capacity test and assuming a 12 hours inflow per day. The reason for using 12 hours is that normally water will not be fetched from early evening to early morning. Furthermore, there will always be additional hours during a normal day without someone fetching water. However, those are not included in the daily inflow figure by applying a higher number of hours for inflow than 12. The fact that fetching of water will not take place during all the 12 hours may counterbalance, that during night time the storage volume might be filled up before the night is over, thus justify the use of 12 hours for inflow. Furthermore, this may also balance the “problem” with gradually decrease in inflow during the 12 hours due to decreasing pressure

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difference between water table in the well and water table in the formation/rock. The calculation of the amount of water available per habitant per day (litre/person/12 hours or l/p/day) based on the recharge during 12 hours with the inflow estimated during one hour only, is done on those 116 wells having sufficient information on number of beneficiaries (size of population). The answer to the questions on possible alternative water sources, the distance to those and their accessibility were analysed too and captured by the following conclusions: a) 25 out of the 116 dug-wells have a year round capacity of more than 5 l/p/day (12 high inflow and 13 medium inflow wells). b) Out of the remaining 91 dug-wells not being able to provide 5 l/p/day, 12 communities have no access to year round alternative sources, 5 communities are without any information on alternative sources, and the remaining 74 communities have access to an alternative year round source. c) Out of these 74 communities with access to an alternative year round source only 57 communities have access to a safe source in terms of being a protected source (borehole). Of these 57 communities with a protected alternative year round source (borehole) only 40 communities will have that source within a distance of 1000 m. The figures are shown in the table 9.5.1 below which also shows the breakdown on each district.

Wells with population information

Nos.

Popul.

Wells with no alternative source and a capacity of < 5 l/p/day

Wells with access to alternative source and a capacity of < 5 l/p/day

Nos.

Popul.

Population of wells without information

Districts

Wells with a year round capacity of > 5 l/p/day

Wells without information on alternative source

Table 9.5.1: District-wise numbers of wells within different service category and population serviced.

Nos.

Popul.

Gushegu

11.840

28.6

2.055

707

8.758

320

Karaga

7.927

19.1

498

1.255

4.134

2.040

Yendi

21.641

52.3

2.468

968

18.205

Total

116

41.408

100

5.021

2.930

31.097

2.360

Accordingly, the availability of alternative sources is quite high, thus does not illustrate a clear importance of the CLIP-wells for the communities. However, the capacity of the alternative protected sources (boreholes) in the dry season seems often limited compared to the high number of people depending of such sources. Therefore, the CLIP wells offer a significant supplement of the water supply, particularly in the dry season even that the capacity for most of them is below 5 l/person/day in that season. This is emphasized by the way many of the beneficiary communities are administrating/managing the use of the CLIP wells in the dry season as described in the following section.

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As described earlier in section 9.1 the maintenance situation in terms of number of broken down pumps is better in Karaga district than in the other two districts. Compared to the figures from table 9.5.1 above on number of wells with low inflow (<5 l/p/day) and with alternative sources it is seen that the reason could be that less communities in Karaga is having access to alternative sources than in Gushegu and in Yendi (12 = 48% against 27 = 67.5% in Gushegu and 35 = 68.6% in Yendi).

9.6 Villagers experiences and opinions: The answers about the question on the acceptability of the yield could be grouped into the following three messages: 1) The yield is acceptable year round; 2) Goes low in the dry season; 3) Goes very low in the dry season â&#x20AC;&#x201C; or â&#x20AC;&#x201C; only acceptable during the rainy season. The distribution of the three types of answer is then shown within each of the three groups of wells classified as High, Medium and Low Inflow in table 9.6.1A below. Table 9.6.1A: Yield acceptability versus inflow classification. Inflow classification High Medium Low Total

Answer type 1: Acceptable 7 7 3 17

Answer type 2: Goes low 4 12 57 73

Answer type 3: Goes very low 2 7 24 33

No answers

Total

0 0 1 1

13 26 85 124

The answers seem to verify roughly the classification of the wells by having majority of answer type 2 and 3 for the low inflow wells, and by having majority of answer type 1 for the high inflow wells. However, it is surprising for the latter group that not all of them are validated as having acceptable yield, and even 2 out of 13 go very low in the dry season. One is G 033, from which there in the morning before the team arrived was pumped out 875 l. Since the population in that community is 110 only, it indicates that some from another community is getting water from this well. Accordingly, one

reason why some of the high inflow wells are having answers of type 2 and 3 is most probably that these wells are used by villagers from neighbouring communities in the dry season and therefore are over-utilized. Table 9.6.1B: Yield acceptability versus inflow capacity per person per day (including 116 wells only). Yield capacity per capita per day (l/p/day)

Answer type 1: Acceptable

Answer type 2: Goes low

Answer type 3: Goes very low

No answers

Total

>/= 10

5</= - <10 <5

4 5

7 60

4 25

0 1

15 91

Total

116

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If the same answers are grouped against the factual yield capacity per capita per day as done in table 9.6.1B the overall distribution is very similar to the distribution in table 9.6.1A above. Though, the answers particularly at many of the high and medium inflow wells might be biased or affected by the fact, that the number of persons being beneficiaries particularly in the dry season is actually higher than the number of inhabitant in the community due to, that neighbouring villagers are being allowed also to fetch water. The question whether the well runs dry was intended to be a sort of a control of the first question. The answers to that question can be categorized into three categories: a) It does not run dry (always water in the well); b) It does not run completely dry (always water but limited in dry season); c) It dries out completely. The distribution of the three types of answer is then shown within each of the three groups of wells classified as High, Medium and Low Inflow in table 9.6.2 below. Table 9.6.2: Water availability in dry season versus inflow classifications Inflow classification High Medium Low Total

Answer type a: It does not run dry 6 5 0

Answer type b: It does not run completely dry 7 21 76

Answer type c: Dries out completely 0 0 7

No answers

Total

0 0 2

13 26 85

104

124

Again the distribution of the answers is quite similar to the answers on the first question. However, one interesting and significant difference is seen by only 7 wells are running completely dry compared to the figure of 33 wells in table 9.6.1A reported to go very low. That means that all the remaining 116 wells seem able to provide at least some water even in the dry season. There is not necessarily any contradiction between only 7 wells run completely dry as reported by the villagers and the observation by the field team that 17 wells out of 124 were dry when visited. Because, some (10) of the latter obviously are temporarily dry due to fetching of water just before or the day before the team arrived. The third question was on sensitivity at high utilization of the well, and the answers on that question can be grouped into three categories: 1) Not sensitive at all; 2) A little sensitive; 3) Very sensitive. The distribution of the three categories of answer is then shown within each of the three groups of wells classified as High, Medium and Low Inflow in table 9.6.3 below. Table 9.6.3: Sensitivity on water table and yield versus inflow classification Inflow classification High Medium Low Total

Answer type 1: Not sensitive

Answer type 3: Very sensitive

No answers

Total

4 4 1

Answer type 2: A little sensitive 1 1 1

8 21 82

0 0 1

13 26 85

111

124

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As it was expected the answers indicate unambiguously that nearly all the wells are very sensitive towards high utilization, i.e. the water table will be lowered significantly when a lot of villagers are fetching water from the well which normally happens especially in the dry season where many alternative sources dry out. Even most of the high inflow wells are sensitive. Surprisingly, four medium inflow wells and one low inflow well are reported to be not sensitive, e.g. the latter is most probably caused by an erroneous answer based on a misperception of the question.

9.7 Management, maintenance and ownership: The purpose with the last three questions on the questionnaire was to bring information which could illustrate to which extent the communities have taken ownership of the facility, i.e. how did they manage the utilization of the well particularly in the dry season? â&#x20AC;&#x201C; Had the community established a maintenance account? - Had they collected contribution to the account from the users? The answers to the question about accessibility to draw water, i.e. whether the WATSAN committee has issued any dry season restrictions to draw water, fall into two categories: A) Periodical (hours or days) limitation on access in accordance to sensitivity of well; B) No management limitation on access. Table 9.7.1: Accessibility to draw water in dry season versus inflow classification. Inflow classification High Medium Low Total

Answer type A: Periodical limitation 7 15 35

Answer type B: No limitation

No answers

Total

6 11 50

0 0 0

13 26 85

124

Obviously, the majority of the wells are not managed in terms of having periodical restrictions in the dry season on the use of the well. This could be misinterpreted as indication of no need for restrictions because of sufficient water in the well all the time, which contradicts to the information collected on acceptability tables 9.6.1A and B above. Therefore, if looking also into the availability of alternative safe source within 1000 m, the latter factor seems quite important for the decision on periodical restriction, e.g. 32 of the 50 low inflow wells without restriction are having alternative safe sources available within 1000 m distance, opposite to 27 of the 35 low inflow wells with restrictions are without any alternative within 1000 m distance. Therefore, to conclude that the rather high number of wells without any restrictions (67 of 124) illustrates lack of ownership seems not fair, since availability of nearby alternative sources obviously is a decisive factor for not having established restrictions in the dry season. Surprisingly, 7 of the high inflow wells are having restricted accessibility for fetching water in the dry season, table 9.7.1. This could be caused by a high number of users from neighbouring communities - or explained by the widespread wrong or misperception that the longer a well is

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kept unused the more water will be stored in it for later use. This because of not knowing that when emptying the well new water will flow into the well, but as soon the water level in the well reach the static water level in the geological formation surrounding the well the inflow of water into the well will stop. To the questions about existence of a maintenance account the answers fall within the following groups: A) Yes, but no information on the balance amount could be provided by the persons interviewed; B) Yes, and information given on the balance amount or on cash in hand; C) No account or cash in hand; and finally) No information could be collected. These answers are analysed in relation to the inflow classification of the wells as seen in the table 9.7.2 below. Table 9.7.2: Numbers of maintenance account versus inflow classification Inflow classification High Medium Low Total

Answer type A: Yes – account but unknown amount 4 (30.8%) 6 (23.1%) 16 (18.8%) 26

Answer type B: Yes - account & amount or known cash 3 (23.1%) 14 (53.8%) 36 (42.4%) 53

Answer type C: No account or cash

No information

Total

6 (46.2%) 6 (23.1%) 31 (36.5%) 43

0 0 2 2

13 26 85 124*

*) Well Y-053 is not included because of doubt about the reliability of its data.

It seems that the WATSAN committee for 79 of the 124 wells have an account, but among the villagers asked by the team the amount saved was known for only 53 of the wells. When looking on the percentage distribution of these accounts on the three inflow classes high, medium and low it can be seen that 46.2% of the 13 high inflow wells, 23.1 % of the 26 medium inflow wells and 36.5% of the 85 low inflow wells have no account. The same type of answers are analysed in relation to the districts in order to see to which extent there is any difference between the districts on the existence of a maintenance account: Table 9.7.3: Numbers of maintenance account – district-wise

District Karaga Gushegu Yiendi Total

Answer type A: Account – amount unknown 3 (10.0%) 6 (14.3%) 17 (32.7%) 26

Answer type B: Account & amount or known cash 21 (70.0%) 17 (40.5%) 15 (28.8%) 53

Answer type C: No account or cash

No information

Total

6 (20.0%) 18 (42.9%) 19 (36.5%) 43

0 1 1 2

30 42 52 124*

*) Well Y-053 is not included because of doubt about the reliability of its data.

Obviously, Karaga has a significant lower percentage of wells (20%) without any account or cash than the two other districts, whereas Gushegu is having the lowest percentage of wells (A+B=54.8%) with an account. Conclusively, the animation for establishing an account or collect cash for maintenance has been more successful in Karaga district than in the two other districts.

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Another interesting issue is how many of the 35 communities with a broken down handpump are having a maintenance account and with how many Cedies, see table 9.7.4 below. Table 9.7.4: Number of maintenance accounts in communities with a broken-down handpump. Balance on account (GHC) B: Account & amount or known cash A: Account but unknown amount C: No account or cash

200

180

120

Total Nos. account

Total balance GHC

1078

10 12

No information

Surprisingly, 12 of the 35 wells with broken down handpumps are having an account with a known amount, and 7 of these are having more than 50 GHC available for repair of the pump – and in spite of this these pumps have not been brought back into working condition. The figures in the table indicate either no knowledge among the WATSANs on where or how to require assistance for repair of pump – or that such assistance is not available – and that the villagers can live without a pump because of being able to fetch water with rope and bucket. Among the 35 wells with broken down handpumps how many are new WATSANs with Rope pump installed (after 2009) and how many are elder WATSANs with NIRA pump installed? Table 9.7.5: Maintenance accounts and type of broken-down handpump. Type of pump NIRA Rope-pump

Answer type A: Yes – account but unknown amount 4 6

Answer type B: Yes - account & amount or known cash 8 4

Answer type C: No account or cash

No information

Total

9 3

0 1

21 14

As seen from table 9.7.5 there are nine WATSANs out of 21 with a broken down NIRA pump without any account or cash for repair, whereas there are only three WATSANs out of 14 with a broken down Rope pump having no account or cash for repair. Conclusively, the interest amongst the WATSANs for having an account and funds available seem to decrease with time since the WATSANs were established. The latter is finally sought verified by analysing the relation between existence of a maintenance account and the age of the well/pump installation, as seen in table 9.7.6 below.

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Table 9.7.6: Maintenance accounts and age of installation. Age of installation Phase I Phase II Phase III Phase IV

Answer type A: Yes – account but unknown amount 2 7 14 3 26

Answer type B: Yes - account & amount or known cash 5 21 25 2 53

Answer type C: No account or cash (%) 10 (55.5) 9 (24.3) 21 (35.0) 3 (33.3) 43

No information

Total

1 0 0 1 2

18* 37 60 9 124

*) Well Y-053 is not included because of doubt about the reliability of its data.

Obviously, the percentage of wells without funds available for maintenance is highest among the wells constructed in phase I, 55.5% against 24.3 to 35.0 % in the following phases. One reason for the low interest among the eldest WATSAN’s for having a maintenance account might be because the NIRA pump generally has performed well over several years since its installation. Therefore, the community found no need for maintaining a maintenance account any longer, only to realise the day where the pump breaks down it would have been good to have some funds easy available. Who is managing the account? The questions were not always raised, and if raised the answers were ambiguous and not consistent. Conclusively, the issue has not been given priority by the field team. Accordingly, the answers have not been analysed and included in this report. Finally, any other relevant information from the villagers on their use and management of the facility was collected and written at the end of the site report under “Other comments”. The information collected under the headline “Other Comments” has been analyzed, thereby provides information on a number of interesting issues like: 1. Although 17 wells were declared dry – as mentioned in chapter 9.2 – by analyzing the comments provided by community members, it was possible to reduce this number to only 7 wells that run completely dry during dry season and do not provide any water until the next rain. 2. Based on the reported down time from 13 out of the 35 broken down hand pumps it could be seen that these 13 had been down in an average of half a year. 3. The “rope and bucket solution” is an option the communities are quite fast to embark on when a pump is broken down or of other reasons does not provide water. Information is available from 24 wells of using rope and bucket for fetching water. In 18 cases this is done because of a broken down pump, in 3 of these cases the pump was repaired during the field team’s visit and the community returned to using the hand pump. The remaining 6 cases were because of too low water for the handpump to function (4) or no pump was ever installed (2).

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4. In 7 cases (not the same 7 wells as observed to be dry) the field team added the comments

that the well location has had some rain recently. In spite of that, 5 of these wells were still in the category “LOW” and 2 of them in category “MEDIUM”.

9.8 Water Quality: As already mentioned water quality reports of only 69 wells were available, 17 wells from Karaga district out of the 30 wells constructed – 29 wells from Gushegu district out of the 42 wells constructed and 23 wells from Yendi district out of the 53 wells constructed. The results of the water quality analysis reports are shown in tables in respectively Annex 14 (Karaga), 15 (Gushegu) and 16 (Yendi). After having scrutinized these reports from 69 wells in order to identify the cases where the water quality parameters are exceeding WHO-standard for permitted maximum content (see table 6.1), it was revealed that some of the wells show too high content of Fluoride (5 cases), Nitrate (16 cases), Iron (15 cases), Manganese (1 case) and Calcium (1 case). The distribution on districts of the number of wells where these parameters are in excess of the permitted maximum is seen in the following table: Table 9.8.1: Numbers on cases having water quality parameters in excess of WHO-standard, district-wise. Districts: Karaga (17 wells) Gushegu (29 wells) Yendi (23 wells) Parameters in excess: Fluoride (F) 1 2 2 Nitrate (NO3) 9 7 0 Iron (Fe) 4 2 9 Manganese (Mn) 0 0 1 Calcium (Ca) 1 0 0 Total number of cases: 15 11 12 However, some of the wells have more than one of these parameters exceeding the permitted maximum. Accordingly, the actual number of wells with different combination of the problematic water quality parameters is as follows: Table 9.8.2: Numbers of wells by district with water quality parameters in excess of WHOstandard. Parameters: NO3 NO3+Fe NO3+F F Fe Fe+F Fe+Mn Ca Nos. Nos. Wells Districts: Wells constructed Karaga 5 3 1 0 1 0 0 1 11 30 Gushegu 6 1 0 2 1 0 0 0 10 42 Yendi 0 0 0 1 7 1 1 0 10 53 Wells 11 4 1 3 9 1 1 1 31 125 All together 31 out of the 69 wells with accessible water quality analysis report are having at least one water quality parameter exceeding the permissible maximum, i. e. 11 wells are having too

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high Nitrate, 9 wells are having too high Iron, 3 wells are having too high Fluoride, and one well is having too high Calcium. The remaining 7 wells are having different combinations of two of these parameters in excess of the permissible maximum. When considering the real health hazardous parameters Fluoride (F) and Nitrate (NO3), it is 20 wells (11+4+1+3+1) out of the 69 wells where these parameters are exceeding the maximum permissible level, i.e. 29% of the wells. Assuming the same percentage of wells having excess of Fluoride and/or Nitrate out of the remaining wells without accessible water quality analysis report all together 36 wells out of the 125 wells constructed might not fulfil WHO-standard for those two parameters, Fluoride and Nitrate. In spite of having too high content of at least one of these two parameters none of the wells have been abandoned by the CLIP-programme. For wells with Fluoride problems the reason is that the concentration is not constantly high throughout the year. When repeating water quality analysis for Fluoride on samples from wells with too high content but taken at other seasons the content varied and seems highest in the dry season, as examples see Y-015 and Y-030 in Annex 16. For wells with Nitrate problems the pragmatic reason of not to abandon such wells was that the daily consumption of water from these wells during several months every year generally is quite low. The latter because of the scarcity of water, e.g. many of the wells with too high Fluoride or Nitrate are low inflow wells as seen on the table below. (red color= low inflow; yellow= medium inflow; green= high inflow). Table 9.8.3: Inflow category for wells with excess of Fluoride and/or Nitrate. WQ F NO3

Wells with excess of Fluoride and/or Nitrate Y15

Y30 K4

G6 K5

G9 K8

K9 K9

K10

K18

K19

K23

K24

G15

G20

G21

G25

G26

G34

G35

Furthermore, if these wells were abandoned there would be a risk for leaving the community with unprotected sources only. The budget for the CLIP-well programme did not allow replacement of abandoned wells unless the water quality problem was a serious health hazard. For the one (K-029) with too high Calcium content the water was in general very extraordinary with high conductivity (5390 uS/cm), extremely alkaline (1352 mg/l) and with extremely high total hardness (710 mg/l) and might therefore not be used for drinking. The villagers insisted that the well should not be abandoned. It has to be noticed that the 16 cases with too high Nitrate are occurring in wells from Karaga and Gushegu districts as seen in the table 9.8.1 and also in table 9.8.3. It seems strange that none of the 23 wells from Yendi district with analysis reports show cases of too high Nitrate. Therefore, a validation of the water quality data by a calculation of the ion balance between the anions Ca, Mg, K and Na and the cations HCO3, SO4, Cl and NO3 has been performed on the 46 analysis with complete data out of the 69 analysis reports. The reports from the remaining 23 wells were incomplete in terms of no data on K, Na and HCO3. The result of the validation was as seen in the table 9.8.4 below:

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Table 9.8.4: Validation of water quality analysis reports by ratio of cations to anions.

0,96-1,04

Karaga Nos. (%) 5 (33)

Gushegu Nos. (%) 2 (12)

Yendi Nos. (%) 3 (20)

Total nos. reports 10 (22)

Fair

0,90-0,95 and 1,05-1,09

6 (40)

4 (25)

10 (66)

20 (43)

Poor

< 0.90 and > 1.09

4 (27)

10 (63)

2 (14)

16 (35)

15 (100)

16 (100)

15 (100)

46 (100)

Validation category Good

Ratio cations/anions

Total nos. reports

As seen from table 9.8.4 the 16 of the 46 reports or about 1/3 have poor ion balance, but Yendi was having fewer reports (14%) with poor ion balance than the two other districts. Accordingly, the validation did not support an explanation on the lack of cases with too high Nitrate in Yendi district as caused by inaccurate analysis. It is particularly Gushegu which shows a high number of reports with poor ion balance. Looking into the details it is a specific campaign of water samples from Gushegu where most of the analysis conducted on the 3 rd April 2008 are validated as having a poor ion balance. They all have a ratio of cations to anions higher than 1.09 indicating that the concentration of at least one of the anions HCO3, SO4, Cl and NO3 is too low because the concentrations of the cations Ca, Mg, Na and K look quite reasonable.

10 Recommended actions related to the 125 CLIP wells 10.1 Rehabilitation of existing wells: Based on an analysis of the 125 dug-well field reports a summary table including all 125 wells was prepared by the authors early in 2013. This table includes a) recovery inflow estimate, b) summarizing comments and remarks on the technical status of well and pump, c) recommended action and d) action by whom (CLIP head office, CLIP district coordinator or well construction team). An extract from the table is shown in Fig. 10.1.1 below. Fig. 10.1.1: Extract from summarizing technical status and suggested rehabilitation action.

CLIP Dug-Well Study 2012: Functionality and administration issues â&#x20AC;&#x201C; Gushegu district Well inspection, well test and pump test were conducted during dry season in January-March 2012 HQ = Head Office; DC = District Coordinator; RD = Reported depth; MD = Measured depth. Well Recovery Comments and Remarks Action by: HQ DC ID inflow Action: (l/h) G 001 308 High inflow. No comments. No action! G 002 427 High inflow. The pump-test indicates Community should be X that the pump is in need of encouraged to have the maintenance (10.5 l). pump checked. G 003 25 Low inflow. (RD 15.0; MD 14.53Already a deep well â&#x20AC;&#x201C; X silted up?) but might need to be cleaned up! G 004 0 Dry well (RD missing? MD 13.04). Might be made deeper! X X Neither any pump-test, nor well test.

Well team

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The CLIP Management was afterwards requested to make a priority list containing the wells and handpumps, where the action recommended in the summary table was urgently needed. The resulting rehabilitation program was then initiated in 2013 as the very first outcome of the Study. The main types of action on the wells suggested for the rehabilitation program included: - Cleaning of the dug-well (15 wells): If the original depth of the well was more than 1 m deeper than the depth measured during the study by the field team, and if the recovery inflow was low, it was recommended to clean the well. - Deepening of the dug-well (19 wells): If a well had an original depth of less than 12 meters and its inflow was found quite limited it was suggested to initiate a deepening. - Abandonment of 2 partly collapsed wells (Y-024 & Y-049). Regarding the handpumps the rehabilitation programme included: -

Lowering of the handpump inlet pipe (14 wells) by extending the rising main pipe: Either as a result of deepening of the well or if the originally installed riser main was too short thus leaving the pump inlet more than 0.5 m above the bottom of the well. Pump to be checked (18 wells): By assessing the outcome of the functionality pump test and if found relevant the CLIP field team or Clip District coordinator should encourage the respective WATSAN committees to have the pump checked and repaired. Since this suggested action is to be regarded as regular maintenance of the pump and therefore the responsibility of the committee the rehabilitation activities did not include such repair activities.

One of the main activities in the E4L program â&#x20AC;&#x201C; the 4th phase of the CLIP programme - was the introduction of the Rope Pump. As it can be seen from the performance data for the Rope Pump (table 9.1.2) it is not performing well. Most probably, the main reason for this is the fact that the introduction of this new technology was still ongoing, and the relevant stakeholders were still in a learning process. Although the Rope Pump concept has proved to be sound and able to meet expectations, some issues need to be addressed to ensure an acceptable performance of the pump. Among these issues can be mentioned: -

The design of the Rope Pump is not to be regarded as a strict standard design. Because of that flexibility, it is essential that CLIP provides technical specifications on the pump to be fulfilled by the manufacturer conditional to acceptance of a delivery of pumps. This could be in the form of a sample of the Rope pump that will meet the requirements of CLIP. The Rope Pump has a very basic requirement to maintenance capability, i.e. nearly anyone can repair it if something goes wrong and can do this with simple spare parts. Therefore it is essential that this is communicated to Rope Pump communities, encouraging them to take necessary action whenever the pump is performing below expectation.

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The table 10.1.1 below shows the outcome of the rehabilitation program in terms of number of completed rehabilitations as per April 2014. However, the outcome in terms of effect of the rehabilitation on the capacity of the wells has not yet been documented. Table 10.1.1: Numbers and percentage of wells prioritized for rehabilitation district-wise. District Number of wells % of total Completion (numbers of prioritized to be numbers of wells reports received wells) rehabilitated in the district Gushegu (42) 15 35.7 15 Karaga (30) 10 33.3 10 Yendi (53) 16 30.2 16 Total (125) 41 32.8 41 All the wells from phase I and some of the first constructed wells from phase II were provided with covering slab without any man hole. Consequently, if the villagers want to fetch water from the well by using rope and a bucket because the handpump has broken down, the cover slab is then removed, which is risky and also has resulted in damage of such removed slabs. Therefore, further rehabilitation should be considered to include replacement of old slabs without manhole to new slabs with manhole.

10.2 Rehabilitation of installed pumps (NIRA and Rope Pump): There is no doubt that the result of the inspection and testing (whenever that has been possible) of all the handpumps have painted a picture of handpumps in a conditions that is below expectation, as it has been illustrated in chapter 9.1. It is in accordance with national policy to assume that keeping handpumps on dug-wells and on bore-wells in working condition is the responsibility of the respective community and its WATSAN committee. Whereas it is the responsibility of the public Community Water & Sanitation Agency (CWSA) and in this case also CLIP as the NGO, that has installed the pumps in question, to ensure that the necessary service infrastructure is in place. The high number of broken down pumps (22 NIRA and 13 Rope pumps as per April 2012) and especially the information that some pumps have been out of order for quite some time raises the question, as to whether handpumps are the preferred option among beneficiaries for drawing water from a well? Unfortunately the study and the collected information do not provide the possibility to answer this question. What can be seen is that as soon as a pump breaks down, water will be drawn from such a well by using the â&#x20AC;&#x153;bucket and ropeâ&#x20AC;? option. The second phase of the E4L-programme, which started January 2015, does not include Gushegu district and major part of Yendi district, but maintains activities in Karaga district and in Mion district, the latter previously being the eastern part of Yendi district. However, the new E4Lprogramme does not aim at providing any community with water supply facilities. This situation and the findings mentioned above concerning the functionality of the pumps, calls for CLIP to

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consider what should be the exit strategy for the already provided 123 handpumps (2 wells have never been provided with a handpump): Recommended exit strategy - CLIP to contact each of the 123 WATSANs and ask: a) Whether the WATSAN want to maintain the ownership for the handpump, thus being willing to invest in keeping their handpump in working conditions; b) Or whether they want the handpump removed and replaced by a windlass for fetching water through the man hole in the cover slab with a permanent rope and bucket;

10.3 Revision of maintenance system: It was not aimed within this study also to collect information about the actual infrastructure available for providing services to the installed water supply facilities, mainly the handpumps. However, the assumptions on maintenance for the implemented CLIP dug-well program were:  A village caretaker will be selected by the WATSAN and adequately trained by CLIP in being able to take charge of the day-to-day operation and maintenance. An eventual successor will be trained by the predecessor.  A private sector support is established by the governmental Community Water & Sanitation Agency (CWSA) in the form of a skilled area mechanic who can do all the repairs on different type of pumps, and which the village caretaker is not able to perform, and also able to supply necessary spare-parts; his work as well as the necessary spare-parts are to be paid by the actual community.  Finally, the public sector agency (CWSA) responsible for overseeing community water supply will have a role to play in monitoring that all facilities and committees are performing as per expectation. Anyhow, the data collected has highlighted the fact that many pumps are performing below expectation. 29% of all pumps were in broken down conditions at the time of data collection, a figure that is way above what should be expected. In fairness it should be mentioned that the introduction of the Rope pump has made this figure of broken down pumps higher than if the CLIP program has continued to install the NIRA pump. Although the Rope pump makes up 18% of all included pumps they count for 37% of all the broken down pumps. Further analysing of the data also shows that many of the broken down pumps have been in such conditions for a too long period. Information about duration of the broken down period is available from 13 of the 35 broken down pumps, and it shows a down period of in average half a year. Furthermore, the field team did actually perform some repair on some of the broken down pumps during their test visits. Thus, the team managed to repair and bring back into operation 7 pumps, whereby these were lifted from the “Broken down” category to either the “OK condition” or to “Poor Performance” category. The high number of broken down pumps (35 + 7 = 42 out of 122) does indicate that the infrastructure available for supporting the water supply facilities is not functioning as assumed.

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Therefore, it is recommended CLIP to take a regional initiative within the WASNET (water & sanitation NGO network in Northern region) in order to assess the actual status of the handpump maintenance infrastructure and identify the problems and map how widespread they may be. Furthermore, such a WASNET initiative should aim at suggesting how possible lacks and bottlenecks within the pump maintenance infrastructure could be diminished. There are rumours saying that a successful handpump maintenance system has been established as a private business initiative in the northern part of Volta region. If verified to be right a representative from the private maintenance company should be invited to present their experiences for the suggested WASNET initiative.

10.4 Permanent performance monitoring: One should think that the funding donors and the implementing NGO’s as well as the public agency CWSA, the latter being in charge of regulating and facilitating the districts planning of investments in the community water & sanitation sector in Ghana, would all be interested and active on monitoring the performance of the provided facilities, being dug-wells or boreholes. However, the fact is that a systematic and frequent national, regional or district-wise monitoring of the performance of rural water supply facilities does not take place. One result of this lack of data on functionality of facilities is that the annual report on coverage of the rural population with water supply facilities, which is published by CWSA, is based on total number of facilities implemented, but do not take into consideration the number of facilities broken down temporarily or permanently. Another result is that CWSA, NGO’s and districts are paying too little attention to upgrading or refreshment of the handpump maintenance infrastructure. To find out how installed facilities are performing and are providing services to the beneficiaries is an important task, if the investment in the sector shall be optimised by improving the technologies involved. As a matter of fact, most of the data that have been used for the preparation of this report should actually have been available at any time at CLIP or with CWSA or with the districts water & sanitation team. Obviously, this was not the case. At least regularly to monitor, e.g. semi-annually, on the most important issue, i.e. whether “water is coming out of the spout or not” should be possible to organize at a low running cost by applying the mobile phone as the communication tool between the WATSANs and the districts W&S team. Such a monitoring strategy based on mobile phone communication should be tested by CLIP by establishing as the first step a WATSAN monitoring network for the 30 wells in Karaga district. Furthermore, it should be considered to provide a solar driven charger to each of those 30 WATSANs. It could then later be extended to all WATSANs in the communities included in the new E4L programme.

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11 Summary of findings and recommendations 11.1 Functionality of pumps: It was observed: That 9 of the 66 pumps capacity tested were functioning but in need for repair or maintenance. Further 35 pumps were broken down – 22 NIRA pumps and 13 Rope pumps – but actually 7 more were broken down but repaired by the field team. Further 21 pumps could not be tested as to whether they were functioning or not (17 due to too low water (DRY), and 4 others having too short riser main thus intake above water (IE). That the percentage of broken down pumps is much higher for the Rope-pump (59.1 %) than for the NIRA-pump (22.0 %) in spite of the Rope-pump being in use for a much shorter time than the NIRA-pumps. Breakdowns and repairs of the NIRA pump are fewer but more costly compared to the Rope-pump. Communities provided with a Rope-pump instead of a NIRA-pump obviously have not received sufficient training in maintaining the pump. That the percentage of broken down NIRA pumps in Yendi is much higher (35.9 %) than in Karaga (8.0%) and Gushegu (16.7%). For the Rope-pump the figures are 76.9 % down in Yendi compared to 60.0 % and 0 % in Karaga and Gushegu. That the maintenance situation seems better in Karaga than in Gushegu and in Yendi, which might be caused by less communities in Karaga having access to alternative sources than in the two other districts (12 = 48% against 27 = 67.5% in Gushegu and 35 = 68.6% in Yendi). That the influence of age on the statistics on broken-down NIRA pumps is clearly verified by being 43.8% of pumps installed in Phase I compared to 24.3% for pumps installed in phase II and 12.8% for from phase III. That the percentage of DRY/IE wells with NIRA-pumps is highest amongst wells from phase III (25.5%) compared to 12.5% amongst wells from phase I and 13.5% from phase II. This could indicate a lower average depth of wells in phase III than in the previous phases. However, this is contradicting the findings in section 9.3 saying that the wells constructed during phase II and III are generally deeper than the wells constructed during phases I and IV .

11.2 Capacity of wells -

It was observed: In total 88 wells were capacity tested, 70 wells by using a submersible Grundfos MP1 pump, the remaining 18 wells by using the existing handpump. The number of wells not tested in Yendi in percentage was considerable higher (39.6%) than in the two other districts (Gushegu - 19.0% and Karaga - 26.7%), most probably caused by the higher percentage of handpumps broken-down in Yendi than in the two other districts. Thereby, wells with too low water level for use of the MP1 pump could not be tested. In the statistical analysis on the well capacity tests are wells not tested due to a broken-down handpump combined with a low water level, being classified as “Low inflow” equal <50 l/hour. “Medium inflow” means more than 50 l/hour but <150 l/hour; and “High inflow” means more than 150 l/hour.

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Most of the wells, 69 %, are having a “Low inflow”, while 21 % are having a “Medium inflow” thus only 10 % or 13 wells out of the 124 wells are “High inflow”. There is no significant difference in the percentage of wells within the three categories between the three districts apart from Karaga having the lowest percentage of high inflow wells. Obviously, phase II has been the most successful in terms of lowest percentage of “Low inflow” wells and highest percentage of “High inflow” wells, but also phase III is slightly more successful than phase I and IV. That might be a result of the fact, that the wells in general were made deeper in phase II and in phase III compared to the depth of wells constructed during phases I and IV. The number of wells observed to be dry by the field team was 17 equal to 13.7 % of the 124 wells. But even some (10) of these dry wells were reported by the villagers to produce some water in the dry season. Compared to boreholes drilled in the area factual data on how many boreholes dries out does not exist, but the general view from villagers is that it is quite common that boreholes do not provide water in the dry season.

11.3 Depth of wells It was observed: -

All wells are between 6 and 18 m deep, but only two are more than 16 m deep. The wells are in general deeper in Karaga than in the two other districts, since 77 % of the wells in Karaga are more than 12 m deep, whereas only 42 % and 48 % of the wells in respectively Yendi and in Gushegu are more than 12 m deep. In spite of having generally deeper wells in Karaga it has not resulted in a higher number of high and medium inflow wells than in the two other districts. The wells constructed in phase II and III are in general deeper than wells from phase I and IV. More than 57% and 60 % of wells constructed during respectively phase II and III were deeper than 12 m whereas only 28% and 33 % of wells from respectively phase I and IV were deeper than 12 m. The generally greater depths of wells constructed during phases II and III has resulted in generally more successful wells than obtained by wells constructed during phases I and IV. This is contradictory to the conclusion above that the differences in depths between the districts have not resulted in differences in obtained inflows. Half of the wells are deeper than 12 m, but generally they are not having larger inflows than the more shallow wells. Furthermore, the largest inflows are not related to the largest depths. Inflow inflows greater than 100 l/h does not occur in any wells deeper than 14 m. Anyhow for the “Low inflow” wells it is still an advantage to make the well as deep as possible and thereby obtain a larger storage volume of water.

11.4 Geology and well capacity It was observed: -

Bimbilla formation dominates the area of Karaga and of Gushegu districts and the most eastern and western parts of Yendi, whereas the Bunya sandstone dominates in the central part of Yendi district.

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Majority of the wells, 88 are sited in the Bimbilla formation, whereas 32 wells are located in the Bunya sandstone. The remaining 4 are located either in the Sang conglomerate (1) or in the Buipe limestone (3). Surprisingly, compared to the Bimbilla formation the Bunya sandstone seems not to be more favourable in terms of having a higher percentage of wells with high inflow. It seems actually to be opposite, i.e. a higher percentage of wells within the Bunya sandstone is having a low inflow of water in the dry season. The wells are generally deeper in the Bimbilla formation compared to the Bunya sandstone, i.e. 56.8 % of the wells in the Bimbila formation have a depth of more than 12 m whereas only 38.7 % of the wells in Bunya sandstone are deeper than 12 m. Obviously, it was necessary to dig deeper in the Bimbilla formation before the sufficient inflow was obtained.

11.5 Utilization of wells – alternative sources It was observed: -

That sufficient information on number of households or persons was collected from 116 of the 125 wells to be able to make a proper analysis. These 116 wells are in total providing water for 41.408 persons, when considering only the number of people living in the 116 communities. For the 116 wells it was possible to classify the level of service these wells can provide in the dry season. This was done by calculating the number of litres of water per person per day a well can provide on basis of the recovery inflow determined from the well capacity test and assuming a 12 hours inflow per day. 25 out of the 116 dug-wells (12 “High inflow” and 13 “Medium inflow” wells) have a year round capacity of more than 5 l/p/day. Out of the remaining 91 dug-wells not being able to provide 5 l/p/day, 12 communities have no access to year round alternative sources, 5 communities are without any information on alternative sources, and the remaining 74 communities have access to an alternative year round source. Out of these 74 communities with access to an alternative year round source only 57 communities have access to a safe source in terms of being a protected source (borehole). Of these 57 communities with a protected alternative year round source (borehole) only 40 communities will have that source within a distance of 1000 m. The availability of alternative sources is quite high, however, the capacity of the alternative protected sources (boreholes) in the dry season seems often limited compared to the fact that most often more than one community is depending of such a source. Therefore, the CLIP wells offer a significant supplement of the water supply, particularly in the dry season although the capacity for most of them is below 5 l/p/day in that season. This is emphasized by the fact that many of the beneficiary communities are administrating or managing the use of the CLIP wells in the dry season by having restrictions on water fetching.

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11.6 Villagers’ experiences and opinions -

It was observed: The villagers’ opinions on the yield of the well in terms of 1) being acceptable year round; 2) goes low in the dry season; 3) goes very low in the dry season - seem roughly to verify the classification of the wells in “High inflow”, “Medium inflow” and “Low inflow” wells. Surprisingly, not all the 13 “High inflow” wells are validated as having acceptable yield, and even 2 of them are validated as going very low in the dry season. The reason might be the fact that these wells as well as some of the “Medium inflow” wells are used by villagers from neighbouring communities in the dry season and therefore are over-utilized. To the direct question whether the well runs dry the answers are quite similar to the answers on the question about acceptability of the yield. However, one significant difference is that only 7 wells are claimed to run completely dry compared to the figure of 33 wells reported to go very low. Accordingly, the remaining 116 wells seem able to provide at least some water even in the dry season. There is not necessarily any contradiction between only 7 wells running completely dry as reported by the villagers and the observation by the field team that 17 wells out of 124 were dry when visited. The reason was that some of the 17 wells were temporarily dry only due to villagers fetching water just before or the day before the team arrived. As expected the opinions on sensitivity of the well indicate unambiguously that nearly all the wells are very sensitive towards high utilization, i.e. the water table will be lowered significantly when a lot of villagers are fetching water from the well in the dry season where many alternative sources dry out. Even most of the “High inflow” wells are sensitive. Surprisingly, four “Medium inflow” wells and one “Low inflow” well are reported to be not sensitive.

11.7 Management, maintenance and ownership: It was observed: -

More than half (67) of the 124 wells are not having any periodical restrictions in the dry season on the use of the well – However, whether restrictions are imposed is decided not only on basis of the capacity of the well compared to number of users but also on basis of availability of nearby alternative safe sources (within 1000 m distance). 79 WATSAN committees out of 124 are having a maintenance account, but the amount saved was known for only 53 of those. 46.2% of the high inflow wells, 23.1 % of the medium inflow wells and 36.5% of the “Low inflow” wells have no account. Surprisingly, the poorest district, Karaga, shows a significant higher percentage of wells (80%) with an account or cash than the two other districts, whereas Gushegu is having the lowest percentage of wells (54.8%) with an account. The animation for establishing an account or collect cash for maintenance might have been more successful in Karaga district than in the two other districts. Another surprise, 12 of the 35 wells with broken down handpumps are having an account with a known amount, and 7 of these are having more than 50 GHC available for repair of pump.

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This indicates either no knowledge among the WATSANs on where or how to require assistance for reparation of a pump â&#x20AC;&#x201C; or that such assistance is not available â&#x20AC;&#x201C; and that the villagers can live without a pump because of being able to fetch water with rope and bucket. There are 9 WATSANs out of 21 with a broken down NIRA pump without any account or cash for repair, whereas there are only three WATSANs out of 14 with a broken down Rope pump and having no account or cash for repair. The percentage of wells without funds available for maintenance is highest among the wells constructed in phase I, 55.5% against 24.3 to 35.0 % in the following phases. Conclusively, the interest amongst the WATSANs for having an account and funds available seem to decrease with time since the WATSANs were established. Another reason for the low interest among the eldest WATSANs for having a maintenance account might be because the NIRA pump generally has performed well over several years since its installation.

11.8 Water quality The water quality was not included in the study, but water quality data from when the well was constructed, was available for 69 of the wells. In 30 of these wells was at least one of the four parameters Fluoride, Nitrate, Iron and Manganese in excess of the WHO-standard for permissible levels. However, when considering the real health hazardous parameters Fluoride (F) and Nitrate (NO3), it is 20 wells only out of the 69 wells where these parameters are exceeding the maximum permissible level, i.e. 29 % of the wells. In yet another well a parameter was above the WHO permissible level, i.e. by having Calcium (Ca) far above 200 mg/l. Never the less, none of these wells have been abandoned by the CLIP-programme. For wells with Fluoride problems the reason is that the concentration is not constantly high throughout the year but seems high in the dry season only. Similarly, the pragmatic reason of not to abandon wells with high Nitrate content was that the daily consumption of water from these wells during the dry season, i.e. some few months every year generally is quite low. Furthermore, if these wells were abandoned there would be a risk for leaving the community with unprotected sources only. For the one (K-029) with too high Calcium content the water was in general very extraordinary with high conductivity and extremely high total hardness and might therefore not be used for drinking. However, the villagers insisted that the well should not be abandoned.

11.9 Boreholes compared to dug wells The main aim of this study was to document the capacity of dug wells to provide water to beneficiaries, but also to compare the dug well option with the borehole option, which now a days is the most often used technology option for rural water supply in Ghana. At the time of initiating this study the team behind was confident that the dug well data to be collected would paint a clear picture of wells being superior to boreholes at least in these hydrogeological rather unfavorable districts. However, the study has taught us that even that dug wells seem to have some advantages compared to boreholes, a thorough comparison needs more information about the performance of the boreholes in the dry season and in same districts Yendi, Gushegu and Karaga.

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As shown in Annex 18 borehole data is available in the form of number of successful boreholes at the time of construction only. No consolidated data are available on borehole performance after the time of construction, data that would make it possible to make an even level comparison to dug-wells. It is therefore recommended that a further study of the performance of the boreholes in the dry season is initiated at least in one of the 3 districts in order to make data available for the mentioned comparison. During the study it was learned that the cost for constructing a CLIP dug well in average is approximately 4.000 USD, whereas the cost for completion of a 60 m deep borewell is about 6.500 USD. In both cases are handpump, materials, transport, wages and depreciation of equipment included, but community capacity building activities excluded because such expenses are normally born by another budget. In the cost for a borewell is the drilling company overhead also included which is not the case for the cost of a CLIP dug well. CLIP as a non-profit NGO does not operate with overhead. However, important for a comparison of the cost implication for the two technologies is also the successrate. For the CLIP dug-well construction campaigns it has been higher than 90%, whereas most drilling campaigns in these 3 districts in Northern Region seem to have successrates between 40 and 60% (see Annex 18). On basis of the successrates and the cost implication of the two options it is possible to compare the outcome of a certain investment in both options. As an example, for an investment of 138.000USD in boreholes and with a successrate on 50 % the outcome will be 12 completed boreholes (120.000 USD for 24 boreholes drilled 4â&#x20AC;? diameter to 60 m and 18.000 USD for reaming and completion of 12 boreholes). For the same investment of 138.000 USD in dug-wells and with a successrate on 85 % the outcome will be 30 dug-wells constructed and completed (108.000 USD for construction of 36 dug-well holes to 12 m depth and 30.000 USD for completion of 30 of these). Thus, for a certain budget will the dug-well technology without any doubt in this part of Ghana provide water supply to 2 Â˝ times more communities than the borehole option. The question still to be investigated is how many of the boreholes in the actual 3 districts will actually provide water during the dry season.

12 Conclusions on observations -

It is a general experience that the hydrogeological conditions in these three districts are unfavourable resulting in rather low success rates for drilling campaigns (40-60 % success referring to Marc-Andre Carrier and Rene Lefebvre; 2011). Because of the generally thin overburden (most often less than 5 m) the ultimate condition for successful construction of dug-wells in these districts is the application of explosives for penetrating several meters into the solid rock. Penetration several meters into the solid rock will also accommodate the wish of maximum storage volume of water in the dug-well. Largest possible storage volume is particularly important for low inflow wells.

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Opposite boreholes a dug-well with its cover slab that includes a manhole, will always allow the villagers to fetch water even if the handpump is broken down. The technology for construction of a dug-well even in hard rock areas compared to drilling is more locally affordable in spite of the fact that dug-well construction includes blasting. This should encourage local authorities to support the establishment of small scale entrepreneurship. The high number of broken down handpumps on the CLIP wells illustrates that maintenance of handpumps is a problem for a number of reasons. Similarly has been observed recently by a CWSA/IRC study conducted in east Gonja district during 2011-12, e.g. where 35 handpumps out of 122 were completely broken down (Ref. CWSA & IRC, 2013: “Service level and sustainability of water supply in East Gonja, Northern Region, Ghana”. Triple-S working paper – Baseline report). The shift from the costly NIRA pump to the cheap and local produced Rope pump was seen as a step towards a more appropriate handpump concept. A benefit of this change has still not been achieved, basically because of lack of follow-up on quality assurance as well as on maintenance. Of hygienic reasons a protected source combined with a handpump is the preferred solution by facility providers. However, when a handpump on a dug-well breaks down the beneficiaries turn to the “rope and bucket” solution and disregard the hygienic advantages by having a handpump. At community level the access to water is important, whereas to distinguish between a safe and a non-safe source might be understood, but in practical terms is not been adhered to. In spite of the fact that many of the wells are sensitive to exploitation in the dry season and some dry out, they still play an important and appreciated role for the villagers although the use of the wells is often restricted in the dry season. A conclusive comparison of advantages and disadvantages of the borehole option versus the dug-well option for the communities in the actual three districts Karaga, Gushegu and Yendi can’t be done unless a similar study of the performance of the existing boreholes in the dry season is performed as the study of the CLIP dug-wells.

13 References John N. Carney, Colm J. Jordan, Christopher W. Thomas, Daniel J. Condon, Simon J. Kemp and John A. Duodo; 2010: “Lithostratigraphy, sedimentation and evolution of the Volta Basin in Ghana”. Precambrian Research 183 (2010), page 701-724. Marc-Andre Carrier and Rene Lefebvre; 2011: “Potential borehole successrate – Hydrogeological Assessment of the Northern Regions of Ghana”. Water Resources Commission, Ghana and SNCLavlin Inc. & INRS. CWSA & IRC; 2013: “Service level and sustainability of water supply in East Gonja, Northern Region, Ghana”. Triple-S working paper – Baseline report.

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Annex 1: Map with location of CLIP wells â&#x20AC;&#x201C; Karaga district

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Annex 2: Clip Dug-well Site Reports – Karaga district Capacity Test of CLIP Hand Dug Wells

WELL ID K-001

Date of test: Names on team: 31 Jan 2012 Sandow, Ubaida and Maria BASIC INSTALLATION DATA Well Location District: Karaga Community: Kpaligumah Well ID (Name) K-001 Picture no: K-001_ … Well Coordinates UTM X (East): 774026 UTM Y (North): 1068983 Photos and sketch of well:

(1) Depth of well Depth recorded at the time 10.9 Measured [m]: 11.8 of construction [m]: (2) Depth [m] of Not possible to Unlined section: Depth [m]: (1) – (2) = concrete lining (*) find out at site Depth from point of measurement (PM) to terrain [m]: 0.45 Max. diameter [m] (***): Depth from PM to top of lining [m] 0.00 Min. diameter [m] (***): Type of Handpump Nira Pump X Rope Pump Depth setting of the handpump inlet (**) Date of Commission: Phase I – 1997/2001 (*) Can be measured only if water table is below the lining. (**) Can’t be measured unless the whole water column is emptied. In some cases when the pump is removed, measurement of the length of rising main pipes is taken. (***) To be estimated by visual observation if possible.

1) Capacity test of the handpump Conducted initially and on all wells irrespectively their yield classification: Pump type Test action Nira: Pump 30 full stroke and measure the produced volume: Rope Pump: Operate the pump for 30 sec. and measure the produced volume: *) Expected yield 10 to 30 liters.

Notes: Pump was broken at arrival. Well without any access hole.

Liters * -

Study of CLIP dug-wells, Northern Region, Ghana

2) Capacity test of well Pumping Volume Clock reading at with MP1 starting: 09:03 pump for No of buckets: litres/bucket: 16 60 min. 56 buckets + 5 liters Freq. 300 Hz

Version: Final

Water table readings Initial wt [m] After 10min After 20min After 30min After 40min After 50 min After 60min

7.96 8.00 8.10 8.19 8.27 8.35

Total volume [l]: 901 Recovery observation every 10 min for 60min

Water table [m] 8.35

Initial wt (same as after 60min pumping) After 10 min 8.35 After 20 min 8.345 After 30 min 8.34 After 40 min 8.34 After 50 min 8.34 After 60 min 8.335 Clock reading when finished: 11:03 Notes: First reading missing and there was equipment issues by the start of the test. 3) Other collected data 3.1) Geological rock type: Dark brown siltstone (fine grained), fresh, poorly micaceous. Oti Group. Formation: Pandjari â&#x20AC;&#x201C;Bimbilla.

3.2) Utilization of well How many families depend on this source: Other water sources in the neighborhood? How far away are they?

320 people 2 boreholes, a dam and streams The question was not asked in this community.

Is it always access to this alternative The question was not asked in this water source? community. 3.3) Villagers experience and opinions Is the yield acceptable? Yes. Does it run dry?

It runs dry in the dry season but high yield in the rainy season.

Is it sensitive for high utilization only in the dry season? Is the pump always accessible or is it open during certain hours only?

The well is sensitive for many users.

If the community has a maintenance account, how much on the account? Who is managing the account?

The pump is locked to prevent children from mishandling it. In the dry season it is also locked during the day for recovery and opens for use again next morning. Yes, there is a maintenance account with GHC 120.00 Question was not asked in this community.

4) Other comments: None.

Study of CLIP dug-wells, Northern Region, Ghana

All the site reports K-001 to K-030 can be downloaded via the following links: Danish languish link: www.ghanavenskabsgrupperne.dk/program/vand-og-klima/Dug-well-study English languish link: www.gdcaghana.org/index_m.php?id=100009 Under the headline â&#x20AC;&#x153;Study Reportsâ&#x20AC;?

Version: Final

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 3: Geological map with location of CLIP wells â&#x20AC;&#x201C; Karaga district

Study of CLIP dug-wells, Northern Region, Ghana

Annex 4: Map with location of CLIP wells â&#x20AC;&#x201C; Gushegu district

Version: Final

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Annex 5: Clip Dug-well Site Reports – Gushegu district Capacity Test of CLIP Hand Dug Wells Date of test: 01 Feb 2012 BASIC INSTALLATION DATA Well Location District:

WELL ID G-001

Names on team: Sandow, Abdul-Rahaman, Ubaida and Maria Gushegu

Well ID (Name) G-001 Well Coordinates E/W: 803974 Photos and sketch of well:

Community: Picture no: N: 1100324

Kpanafong or Kpanalanyili G-001_…

(1) Depth of well Depth recorded at the time 11.3 Measured [m]: 11.03 of construction [m]: (2) Depth [m] of Unlined section: Depth (m): (1) – (2) = concrete lining (*) 3.00 11.03 – 3.00 = 8.03 Depth from point of measurement (PM) to terrain [m]: 0.45 Max. diameter [m] (***): Depth from PM to top of lining [m] 0.10 Min. diameter [m] (***): Type of Handpump Nira Pump X Rope Pump Depth setting of the handpump inlet (**) Date of Commission: 2006 – Phase III (*) Can be measured only if water table is below the lining. (**) Can’t be measured unless the whole water column is emptied. In some cases when the pump is removed, measurement of the length of rising main pipes is taken. (***) To be estimated by visual observation if possible.

Liters * 18

*) Expected yield 10 to 30 liters.

Notes: None.

Study of CLIP dug-wells, Northern Region, Ghana

2) Capacity test of well Pumping with Volume MP1 pump for 60 min. No of buckets: Freq. 300 Hz 54 buckets

Recovery observation every 10 min for 60min

Clock reading at starting: 13:01 litres/bucket: 16

Total volume [l]: 864 Clock reading at recovery start: 14:02 Initial wt at recovery start: After 10 min After 20 min After 30 min After 40 min After 50 min After 60 min Clock reading when finished: 15:02

Version: Final

Water table readings Initial wt [m] After 10min After 20min After 30min After 40min After 50 min After 60min

Water table [m] 8.96 8.89 8.83 8.75 8.72 8.67 8.63

Notes: None. 3) Other collected data 3.1) Geological rock type: Dark greenish grey siltstone. Poorly micaceous. Oti Group. Formation: Pandjari â&#x20AC;&#x201C; Bimbilla.

3.2) Utilization of well 62

8.36 8.43 8.54 8.65 8.76 8.87 8.96

How many families depend on this source? Other water sources in the neighborhood?

300 people This is the only water source

How far away are they? Is it always access to this alternative water source? 3.3) Villagers experience and opinions Is the yield acceptable? The yield is acceptable all year round. Does it run dry? The well does not run dry. Is it sensitive for high utilization This community as well as neighboring only in the dry season? communities all gets water from this well. Is the pump always accessible or is Pump is only lock to prevent children it open during certain hours only? from mishandling, usually in the afternoons. If the community has a maintenance account, how much on the account? Who is managing the account?

4) Other comments: None.

There is a maintenance account with an amount of GHC. 100.00 Question was not asked in this community.

Study of CLIP dug-wells, Northern Region, Ghana

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All the site reports G-001 to G-042 can be downloaded via the following links: Danish languish link: www.ghanavenskabsgrupperne.dk/program/vand-og-klima/Dug-well-study English languish link: www.gdcaghana.org/index_m.php?id=100009 Under the headline â&#x20AC;&#x153;Study Reportsâ&#x20AC;?

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 6: Geological map with location of CLIP wells â&#x20AC;&#x201C; Gushegu district

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 7: Map with location of CLIP wells â&#x20AC;&#x201C; Yendi district

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 8: Clip Dug-well Site Reports – Yendi district Capacity Test of CLIP Hand Dug Wells

WELL ID Y-001

Date of test: Names on team: 22 Feb 2012 Sandow, Ubaida and Maria BASIC INSTALLATION DATA Well Location District: Yendi Community: Nashegu 2 Well ID (Name) Y-001 Picture no: Y-001_ … Well Coordinates UTM X (East): 172712 UTM Y (North): 1065249 Photos and sketch of well:

(1) Depth of well Depth recorded at the time Missing Measured [m]: 11.28 of construction [m]: info. (2) Depth [m] of Unlined section: Depth [m]: (1) – (2) = concrete lining (*) 3.5 11.28 – 3.5 = 7.78 Depth from point of measurement (PM) to terrain [m]: Max. diameter [m] (***): Min. diameter [m] (***): Depth from PM to top of lining [m] Type of Handpump Nira Pump Rope Pump X Depth setting of the handpump inlet (**) Date of Commission: 2009 – Phase III (*) Can be measured only if water table is below the lining. (**) Can’t be measured unless the whole water column is emptied. In some cases when the pump is removed, measurement of the length of rising main pipes is taken. (***) To be estimated by visual observation if possible.

1) Capacity test of the handpump Conducted initially and on all wells irrespectively their yield classification: Pump type Nira: Rope Pump:

Test action Pump 30 full stroke and measure the produced volume: Operate the pump for 30 sec. and measure the produced volume:

*) Expected yield 10 to 30 liters.

Notes: The pump is broken and the cover slab for the access hole is missing.

Liters * -

Study of CLIP dug-wells, Northern Region, Ghana

2) Capacity test of well Pumping with Volume MP1 pump for 60 min. No of buckets: Freq. 300 Hz

Clock reading at starting: litres/bucket:

Version: Final

Water table readings Initial wt [m]

11.23

After 10min After 20min After 30min After 40min After 50 min After 60min

Total volume [l]: Clock reading, start of recovery Water table [m] Recovery phase: observation Initial wt (same as after 60min every 10 min pumping) for 60min After 10 min After 20 min After 30 min After 40 min After 50 min After 60 min Clock reading when finished: Notes: The well was in use by arrival. No well test using MP1 pump was performed as the water column is only 5cm and the rope pump was broken down. 3) Other collected data 3.1) Geological rock type: The rock sample got lost â&#x20AC;&#x201C; no description.

How many families depend on this source: Other water sources in the neighborhood? How far away are they? Is it always access to this alternative water source?

200 people A shallow well 1 km away When the shallow well dries out, they dig a new one. This procedure is done throughout the dry season.

3.3) Villagers experience and opinions Is the yield acceptable? The yield is acceptable in the rainy season, but goes very low in the dry season. Does it run dry? It does not get completely dry, but they get about 3 containers every 4th day in the dry season. Is it sensitive for high utilization only The well is sensitive for many users in the dry season? only in the dry season. Is the pump always accessible or is it The pump is locked for three days open during certain hours only? and opens on the 4th, during the dry season. If the community has a maintenance Yes, there is a maintenance account account, how much on the account? with GHC 120.00 Who is managing the account? The WATSAN committee. 4) Other comments: The well had water this day, probably because of the rain the previous day. They got about 200l (8 containers) in the morning, just before our arrival. The pump has been broken for a long time and they use buckets to fetch the water.

3.2) Utilization of well 67

Study of CLIP dug-wells, Northern Region, Ghana

All the site reports Y-001 to Y-053 can be downloaded via the following links: Danish languish link: www.ghanavenskabsgrupperne.dk/program/vand-og-klima/Dug-well-study English languish link: www.gdcaghana.org/index_m.php?id=100009 Under the headline â&#x20AC;&#x153;Study Reportsâ&#x20AC;?

Version: Final

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 9: Geological map with location of CLIP wells â&#x20AC;&#x201C; Yendi district

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 10: Inflow estimate from well capacity test Capacity test of well by using a submersible pump The aim of the capacity test of the well is to determine its productivity in terms of the amount of groundwater flowing into the well during pumping for one hour from the well. The well capacity test is conducted by pumping with a submersible Grundfos MP1 pump (maximum yield is 1.4 m3/h) for one hour. The total volume of water pumped out, the initial water level (H1) before starting the pump, and the final water level (H2) after one hour pumping are measured. After one hour the pumping is stopped, and the depth (H3) to the recovery water table is measured at 60 minutes after pump stop.

Sketch of well with different stages of water table.

If the diameter (D) of the well was known and constant to the bottom of the well then the amount of water flowing into the well (Vinflow or Qi) could be calculated as the difference between the pumped out volume of water ((Vpumped or Q0) and the storage volume between the two water levels H1 and H2, i.e. Vinflow = Vpumped â&#x20AC;&#x201C; Ď&#x20AC;*(D/2)2 *(H2-H1). However, an estimation of the inflow into the well is hampered by the fact that the diameter of the open unlined section of the well is not constant. Therefore the calculation of the capacity of the well, as being the actual inflow during pumping, can be estimated by assuming that inflow during pumping is the same as the inflow during recovery. The estimation is done in a scheduled standard EXCEL table as seen in the following Annex 11, 12 and 13, and it contains the following steps: a) The maximum theoretical diameter D0 is calculated by assuming no inflow and that the pumped out volume of water Q0 (in litres) is equal to the water volume stored in the well between the initial water table H1 and the final water table H2, thus D 0 = ((4* Q0/1000)/(3.1416*(H2-H1)))1/2. Normally, this diameter will be too large. (Case G-001 in Annex 5: D0 = ((4* 864/1000)/(3.1416*(8.96 -8.36)))1/2 = 1.35 m)

Study of CLIP dug-wells, Northern Region, Ghana

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b) If the actual average diameter of the well between the initial water table and the final water table is assumed to be D1 < D0 then the stored volume Q1 (in litres) between the two water table levels is = (D1/2)2 *3.1415 * (H2-H1) * 1000. (Case G-001 in Annex 5: if D1= 1.0 m then Q1 = (1.0/2)2 *3.1415 * (8.96 – 8.36) * 1000 = 471 litres) c)

The inflow during pumping would then have been Q0 – Q1 = Qi (in litres and in litres/hour). (Case G-001 in Annex 5: 864 – 471 = 393 litres)

d) After the pumping has stopped the water table might have raised to a level H3 < H2 after the 60 min recovery period indicating a certain recovery inflow Qr. By using the average diameter D1 the recovery inflow Qr can be calculated as = (D1/2)2 *3.1415 * (H2-H3) * 1000. (Case G-001 in Annex 5: If D1= 1.0 m is used as under b) then Qr = (1.0/2)2 *3.1415 * (8.96-8.63) * 1000 = 259 litres) e) By changing the diameter D1 the two inflows Qi and Qr can be made equal or nearly equal. Thereby the capacity of the well has been estimated as Qi = Qr. Case G-001: They will be equal only for D1= 1.09 m, where Q1 will be 560 litres, Qi will be 864 – 560 = 304 litres, and Qr will be 308 litres for one hour, which is a quite high inflow.

Capacity test of well by using the installed handpump In cases with too low water column for the submersible pump to be used (less than 1 m) the capacity test was conducted by using the existing handpump conditional to that it was functioning. The test procedure is slightly different from when using a submersible pump, i.e. why it is conducted as follows: 1) Measure the initial water level; 2) Start pumping of buffer volume with the handpump, i.e. until the water level has sunk down to the inlet at the riser pipe and the pump starts to suck air; 3) Take clock reading when starting to pump, and again at the time when it starts sucking air; 4) Measure the volume of water pumped out during this period; 5) Continue pumping with the handpump for 30 min and measure simultaneously the volume of water pumped out. Check the water table level every 10th minutes; 6) Stop pumping and take clock reading and measure water table level; 7) Continue to measure water level every 10th min. during 60 minutes recovery; 8) Take the last clock and water level reading 60 minutes after stop of pumping. The calculation of the capacity of the well, as being the actual inflow during pumping, can be estimated by assuming that inflow during pumping is the same as the inflow during recovery. The estimation is done in the same scheduled standard EXCEL table as for wells where the MP1 pump was used. In general it follows the same steps as when using a MP1 pump for the test, and is seen in the Annex 11, 12 and 13. It contains the following steps: a) The maximum theoretical diameter D0 is calculated by assuming no inflow and that the

pumped out volume of water Q0 (in litres) is equal to the water volume stored in the well between the initial water table H1 and the final water table H2, thus D 0 = ((4* Q0/1000)/(3.1416*(H2-H1)))1/2. Normally, this diameter will be too large. (Case G-013 in Annex 5: D0 = ((4* 377/1000)/(3.1416*(10.12 -9.84)))1/2 = 1.31 m)

Study of CLIP dug-wells, Northern Region, Ghana

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b) If the actual average diameter of the well between the initial water table and the final water

table is assumed to be D1 < D0 then the stored volume Q1 (in litres) between the two water table levels is = (D1/2)2 *3.1415 * (H2-H1) * 1000. (Case G-013 in Annex 5: if D1= 1.0 m then Q1 = (1.0/2)2 *3.1415 * (10.12 – 9.84) * 1000 = 220 litre for the 27 min of pumping). c) The inflow during pumping would then have been Q0 – Q1 = Qi (in litres and in litres/hour).

(Case G-013 in Annex 5: 377 – 220 = 157 litre for the 27 minutes of pumping equal to 349 litres if pumping could have lasted one hour). d) During the continued pumping for 30 minutes with constant water level at inlet the volume

pumped out should be measured as representing the actual inflow. (Case G-013 in Annex 5: 96 litres was pumped out, which represent an inflow equal to 192 litres for one hour). e) After the pumping has stopped the water table might have raised to a level H3 < H2 after the

60 min recovery period indicating a certain recovery inflow Qr. By using the average diameter D1 the recovery inflow Qr can be calculated as = (D1/2)2 *3.1415 * (H2-H3) * 1000. (Case G-013 in Annex 5: If D1= 1.0 m is used as under b) then Qr = (1.0/2)2 *3.1415 * (10.129.96) * 1000 = 126 litre). By changing the diameter D1 the two inflows Qi and Qr can be made equal or nearly equal and the capacity of the well has thereby been estimated as Qi = Qr. (Case G-013 in Annex 5: They will be equal only for D1= 1.17 m, where Q1 will be 301 litre, Qi will be 377 – 301 = 76 litre during 27 min thus 169 litres for one hour, and Qr will be 172 litre for one hour, which is a quite high inflow. And it is of the same magnitude as the actually observed inflow 192 litre/hour during the continued pumping with water level at the inlet, see step d) above).

Study of CLIP dug-wells, Northern Region, Ghana

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Annex 11: Inflow estimates â&#x20AC;&#x201C; CLIP dug-wells in Karaga district District: Karaga

Low

0 - 49 litre/hour

Row s w ith locked cells containing equations

Test campaign: Febr - March 2012

Medium 50-150 litre/hour

n.m.

Version: 05-01-2015

High

#### Calculation not relevant

1 Well ID:

>150 litre/hour

>/= 10

Yi el d ca pa ci ty per ca pi ta (l /12h/ca pi ta)

Non measurable

5</= - <10 <5

K-001 K-002 K-003 K-004 K-005 K-006 K-007 K-008 K-009 K-010 K-011 K-012 K-013 K-014 K-015 K-016 K-017 K-018

2 Construction phase:

III

3 Total depth

11,80

13,35 16,00 14,00 10,62 11,25 11,71 12,55 12,55 12,37 15,60 15,00 13,60 14,83 10,42 15,65 14,50 14,28

4 Water level initial

7,96

6,36 n.m.

5 Water column

3,84

6,99 #####

6 Water level after pump test

8,35

6,86

7 Water level reduction

0,39

0,81

0,77 ####

0,98

0,67 0,94

0,38

0,62

0,46

0,34

0,02

0,23

0,84

8 Pumped out volume

litre

901

888,5

619

812

876

544

852

866

733

314

293

17,5

169

840

9 Duration of pumping

min

13,40 0,60

9,58 10,10 n.m.

9,35 11,56 10,20 11,66 11,27 13,54 14,24

9,85 15,12 14,12 12,92

1,04

3,20

0,57

1,15 ####

10,39 10,87

0,50 #####

0,99 2,17

3,94

3,73

0,06

10,33 12,23 11,14 12,04 11,89

0,59

0,53

0,38

1,36

Water column > 3 m

14,70 10,19 15,14 14,35 13,76

10 Calculated max. diam. - full storage m

1,72

1,50 ##### ####

0,99

1,16 ####

1,07

1,02 1,07

1,70

1,23 #####

0,93

1,05

1,06

0,97

1,13

11 If diameter is assumed to be:

1,67

1,29

0,95

1,12

1,03

1,00 1,03

1,64

1,22

0,91

1,03

0,99

0,96

1,12 Diameter chosen so

12 the storage volume w ould be

litre

854

653 #####

574

759 ####

817

526

783

803

725

299

283

166

828

13 And inflow w ould be

litre

235 #####

53 ####

14 And inflow w ould be

litre/h

235 ##### ####

53 ####

8 #####

15 Water level after 1 h recovery

8,33

6,68

16 Water level increase after 1 h.

0,02

0,18

0,00

0,07

0,06

0,00

0,08

0,03

0,01

0,00

0,07

0,05

0,08

17 Recovery volume - estimated

litre/h

235

18 HP tested volume at 30 min

litre

2,5

19 HP estimated volume at 60 min

litre/h

20 Yield class at time of construction 21 Test pumping tool (see below )

10,32 10,81

10,25 12,19 11,05 12,01 11,88 0,04 0,09

12 inflow w ill balance

14,63 10,14 15,06 14,35 13,77 0,00 -0,01 -10 to recovery volume.

MP1

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump 22 Population: 23 Yield - (Liters/12 hours/person):

No.

320

600

500 No Inf. No Inf.

100

200

117

141

760

390

170

300

102

165

1,6

4,7

0,0

7,1

0,0

6,8

6,1

6,4

1,0

0,2

0,0

7,0

2,9

2,5

0,0

Study of CLIP dug-wells, Northern Region, Ghana

District: Karaga

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Medium 50-150 litre/hour

n.m.

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High

#### Calculation not relevant

1 Well ID:

>150 litre/hour

Non measurable

III

E4L E4L

III

3 Total depth

15,14

14,05 13,78 15,16 14,12 15,82 11,00 14,68 15,06 14,20

4 Water level initial

14,25

11,34 13,48 14,87 n.m.

5 Water column

0,89

0,30

6 Water level after pump test

15,09

12,09 13,49

9,45 n.m.

0,29 ####

14,09 n.m.

6,37 #### 10,67

####

3,46

0,59 #### 10,74 14,57

III

8,06 12,60 1,74

2,15

4,19

8,63 13,88

7 Water level reduction

0,84

0,75

0,01

1,22 ####

0,48 ####

0,73

0,57

1,28

litre

511

816

852

552

968

838

862

9 Duration of pumping

min

10 Calculated max. diam. - full storage m

0,88

1,18

1,01 #### ####

11 If diameter is assumed to be:

0,87

1,01

12 the storage volume w ould be

litre

499

601

13 And inflow w ould be

litre

215

14 And inflow w ould be

litre/h

215

15 Water level after 1 h recovery

15,07

16 Water level increase after 1 h.

0,02

0,26

0,00

17 Recovery volume - estimated

litre/h

208

18 HP tested volume at 30 min

litre

19 HP estimated volume at 60 min

litre/h

20 Yield class at time of construction 21 Test pumping tool (see below )

1,21 ####

1,30

1,37

0,93

1,20

1,29

1,33

0,92

0 ####

829 ####

543 ####

954

792

851

0 ####

23 ####

9 ####

480 #### ####

23 ####

14 ####

11,83 13,49

0,94 ####

10,64

14,56

4,18

0,00

0,03

0,01

0,00 0,01

0,03

0,01

No.

MP1

1081 0,1

1081 No Inf. 2,3

Water column > 3 m

Diameter chosen so

inflow w ill balance

8,60 13,87

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump

5</= - <10 <5

9,80 14,75

8 Pumped out volume

23 Yield - (Liters/12 hours/person):

>/= 10

K-019 K-020 K-021 K-022 K-023 K-024 K-025 K-026 K-027 K-028 K-029 K-030

2 Construction phase:

22 Population:

Yi el d ca pa ci ty per ca pi ta (l /12h/ca pi ta)

150

200

250

150

100

75 No Inf. No Inf.

0,0

1,2

0,0

0,9

0,0

2,1

to recovery volume.

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Annex 12: Inflow estimates â&#x20AC;&#x201C; CLIP dug-wells in Gushegu district District: Gushegu

Low

0 - 49 litre/hour

Row s w ith locked cells containing equations

Test campaign: Febr - March 2012

Medium 50-150 litre/hour

n.m.

Non measurable

Version:05-01-2015

High

####

Calculation not relevant

1 Well ID:

>150 litre/hour

>/= 10

Yield capacity per capita (l/12h/capita)

5</= - <10 <5

G-001 G-002 G-003G-004 G-005 G-006 G-007 G-008 G-009 G-010 G-011 G-012 G-013 G-014 G-015 G-016 G-017 G-018

III

2 Construction phase:

III

11,03

4 Water level initial

8,36

7,86 #### 13,02 12,13

4,45

4,85 12,92 12,13 8,37 10,74 11,87

9,84 15,13 10,64 13,65 11,89

5 Water column

2,67

2,16 1,05

0,45

6,23

2,81

0,44

6 Water level after pump test

8,96

8,28 ####

12,15

5,06

5,44 12,92 12,74 9,07 11,47 13,10 10,12

7 Water level reduction

0,60

0,42 0,55

0,02

0,61

0,59

0,61 0,70

0,73

1,23

0,28

0,79

0,02

0,79

8 Pumped out volume

litre

864

880

477

911

914

538

885

829

909

377

792

927

9 Duration of pumping

min

1,10

1,38

1,06 1,27

1,20

0,97

1,31 ####

1,13

1,38 ####

1,22 1,15 Diameter chosen so

10 Calculated max. diam. - full storage m

1,35

10,02 #### 13,04 12,58 10,68

3 Total depth

0,02

1,63 1,05 ####

7,66 12,95 13,08 10,23 13,57 13,33 10,28 15,22 11,62 13,90 12,07 10,78 0,03

0,95 1,86

0,00

1,40 #####

2,83

1,46

0,09

0,98

0,25

0,18

11,43 13,67

7,98 2,80

Water column > 3 m

8,77

minimum 11 If diameter is assumed to be:

1,09

1,18 1,02

1,05

1,32

1,33

1,00

1,05 1,19

1,19

0,96

1,17

1,12

1,36

12 the storage volume w ould be

litre

560

459

449

835

820

528

779

812

890

301

778

821

13 And inflow w ould be

litre

304

421

106

14 And inflow w ould be

litre/h

304

421

47 ####

94 #####

106

169 ####

15 Water level after 1 h recovery

8,63

7,89 ####

12,09

5,00

5,37 12,70 12,72 8,97 11,45 13,09

9,96

16 Water level increase after 1 h.

0,33

0,39 0,03

0,00

0,06

0,07

0,22

17 Recovery volume - estimated

litre/h

308

427

173

18 HP tested volume at 30 min

litre

19 HP estimated volume at 60 min

litre/h

0,02 0,10 17

111

0,01

0,16

0,00

0,01

0,02

0,00

172

192

MP1

180 5,5

150 7,8

120 17,3

MP1

106 inflow w ill balance 8,67

20 Yield class at time of construction 21 Test pumping tool (See below )

11,42 13,65

0,02

22 0

28 ####

0,10 104 to recovery volume.

10 0

Dry

L MP1

MP1

131 0,7

250 8,3

52 0,0

750 0,2

150 2,3

250 125 0,0 10,0

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump 22 Population: 23 Yield - (Liters/12 hours/person):

No.

300 12,3

820 450 6,2 0,7

185 0,0

200 3,1

70 400 3,0 3,3

330 0,8

Study of CLIP dug-wells, Northern Region, Ghana

District: Gushegu

Low

Version: Final

0 - 49 litre/hour

Row s w ith locked cells containing equations

Test campaign: Febr - March 2012

Medium 50-150 litre/hour

n.m.

Non measurable

Version: 05-01-2015

High

####

Calculation not relevant

1 Well ID:

>150 litre/hour

III

3 Total depth

14,79

4 Water level initial

14,70 n.m.

5 Water column

6 Water level after pump test

7 Water level reduction

0,01

0,04

8 Pumped out volume

litre

9 Duration of pumping

min

1,24

0,71

1,24 12

10 Calculated max. diam. - full storage m

#### #####

13 And inflow w ould be

litre

14 And inflow w ould be

litre/h

15 Water level after 1 h recovery

14,68

16 Water level increase after 1 h.

0,02

17 Recovery volume - estimated

litre/h

18 HP tested volume at 30 min

litre

19 HP estimated volume at 60 min

litre/h

0,54

III

E4L

1,10 0 #####

III

5,66

4,72

9,06 13,93

7,11 10,73

9,64

2,82

2,03

4,54

0,97

0,45

9,83 11,64 11,11 7,27

5,08

6,28

5,36

9,72 14,02

7,99 11,44

0,15

0,70

0,01

0,61

0,62

0,64

0,66

0,09

0,88

0,71

892

880

850

886

934

906

176

728

704

0,92 ####

1,27

0,71

0,58 1,28

1,33

1,35

1,36

1,32

1,58

1,03

1,12 ####

0,69

0,91

1,25

0,70

0,58 1,26

1,31

1,35

1,28

1,37

1,02

1,10

859

848

822

887

916

849

133

719

675

-1

12 ####

-1

162

29 #### inflow w ill balance

1 16

0,28

0,15

#### 11,62 12,56

0,17

0,03 0,68

0,21

1,07

9,80 11,62 11,10 7,24

5,06

6,28

5,35

9,68 13,91

7,98 11,41

0,03

0,00

0,03

0,02

0,00

0,01

0,04

0,11

0,01

0,03

162

0,01 0,03 37

Diameter chosen so

0,00 0 to recovery volume.

105

210

MP1

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump 22 Population:

172

180

119

23 Yield - (Liters/12 hours/person):

1,3

0,0

87 No Inf.

2,6

820 No Inf.

0,0

113

110 1425

180

220

600

110

230

150

1,3

0,3

4,1

0,0

0,8

1,0 17,7

0,4

2,3

0,0

0,2

Water column > 3 m

0,05

0,00 0,00

III

8,66

III

8,08 11,80 10,09

4,47

-1

0,55 3,41

8 #####

6,75 13,60 14,14

9,13 11,63 11,08 6,59

480 #####

8,48

3,43

0,08

#### 11,67 12,59

0,00 #####

litre

III

#### 11,63 12,44 13,13

14,70

12 the storage volume w ould be

8,59 #### 11,71 12,72 13,28 12,56 11,80 11,63 10,00 13,13

0,09 #####

11 If diameter is assumed to be:

21 Test pumping tool (see below )

5</= - <10 <5

G-019 G-020 G-021G-022 G-023 G-024 G-025 G-026 G-027 G-028 G-029 G-030 G-031 G-032 G-033 G-034 G-035 G-036

2 Construction phase:

20 Yield class at time of construction

>/= 10

Yield capacity per capita (l/12h/capita)

Study of CLIP dug-wells, Northern Region, Ghana

District: Gushegu

Low

Version: Final

0 - 49 litre/hour

Row s w ith locked cells containing equations

Test campaign: Febr - March 2012

Medium 50-150 litre/hour

n.m.

Non measurable

Version: 05-01-2015

High

####

Calculation not relevant

1 Well ID:

>150 litre/hour

Yield capacity per capita (l/12h/capita)

>/= 10 5</= - <10 <5

G-037 G-038 G-039G-040 G-041 G-042

III

2 Construction phase:

E4L E4L

3 Total depth

14,09

11,94 9,77 12,03 10,70

8,38

4 Water level initial

12,66

4,58 7,68

9,07 ?

5 Water column

1,43

7,36 2,09

2,96 ##### ####

6 Water level after pump test

13,42

5,25 8,46

9,83

7 Water level reduction

0,76

0,67 0,78

0,76 ##### ####

8 Pumped out volume

litre

647

893

901

9 Duration of pumping

min

? Water column > 3 m

10 Calculated max. diam. - full storage m

1,04

1,30 1,21

1,23 ##### ####

11 If diameter is assumed to be:

1,02

1,29 1,18

1,18

12 the storage volume w ould be

litre

621

876

853

831 ##### ####

Diameter chosen so

13 And inflow w ould be

litre

70 ##### ####

14 And inflow w ould be

litre/h

15 Water level after 1 h recovery

13,39

5,24 8,41

9,77

16 Water level increase after 1 h.

0,03

0,01 0,05

0,06

0,00

17 Recovery volume - estimated

litre/h

18 HP tested volume at 30 min

litre

19 HP estimated volume at 60 min

litre/h

70 ##### ####

inflow w ill balance

to recovery volume.

20 Yield class at time of construction 21 Test pumping tool (see below )

MP1

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump 22 Population: 23 Yield - (Liters/12 hours/person):

150 2,0

390 200 0,4 3,3

250 3,1

950 0,0

320 0,0

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Annex 13: Inflow estimates â&#x20AC;&#x201C; CLIP dug-wells in Yendi district District: Yendi

Low

Test campaign: Febr - March 2012 Version: 05-01-2015 1 Well ID:

0 - 49 litre/hour

Row s w ith locked cells containing equations

Medium 50-150 litre/hour

n.m.

High

#### Calculation not relevant

>150 litre/hour

>/= 10

Yield capacity per capita (l/12h/capita)

Non measurable

5</= - <10 <5

Y-001 Y-002 Y-003 Y-004 Y-005 Y-006 Y-007 Y-008 Y-009 Y-010 Y-011 Y-012 Y-013 Y-014 Y-015 Y-016 Y-017 Y-018

III

2 Construction phase:

E4L

3 Total depth

11,28

10,95 10,05

4 Water level initial

11,23

9,14

5 Water column

0,05

1,81

6 Water level after pump test

III

E4L

9,07 14,25 12,43 13,66

III

7,15

9,85 11,43

9,17 10,56 >7,95

9,25

5,62

5,53

8,87

6,80

4,55 n.m.

8,90 13,90

9,51 13,64

8,83 n.m.

0,80

1,53

4,32

2,56

2,37

6,01 #####

0,17

2,92

0,03 ####

9,43

9,80

5,95

6,12

9,61

7,27

5,19

9,05

9,86

0,35

0,02

III

8,86 14,66 12,30 12,10 12,71 11,93 n.m.

11,26

0,37 #### 12,09

1,45

7 Water level reduction

####

0,29

0,55

0,33

0,59

0,74

0,47

0,64 #####

0,15 -13,90

0,35 -13,64 -8,83 ####

0,16 ####

0,63

8 Pumped out volume

litre

413

624

757

944

902

906

929

125

871

170

892

9 Duration of pumping

min

0,00

1,35

1,20

1,71

1,43

1,25

1,57

1,36 #####

1,03

10 Calculated max. diam. - full storage m

0,00

1,78

0,00

0,00 ####

1,16 ####

1,34

1,00

1,15

1,26 Diameter chosen so

11 If diameter is assumed to be:

1,26

1,13

1,63

1,39

1,11

1,39

1,27

1,02

12 the storage volume w ould be

litre

362

552

689

895

716

713

811 #####

123

416

####

166 ####

786

13 And inflow w ould be

litre

186

193

118 #####

455

####

4 ####

106

14 And inflow w ould be

litre/h ####

114

111

186

193

118 #####

15 Water level after 1 h recovery

9,34

9,70

5,92

6,09

9,41

7,14

5,10

0,00

0,09

0,10

0,03

0,20

0,13

0,09

0,00

112

100

194

197

114

16 Water level increase after 1 h.

17 Recovery volume - estimated

litre/h

18 HP tested volume at 30 min

litre

19 HP estimeated volume at 60 min

litre/h

1,23

10 ##### 9,05 0,00

455 ##### #### #### 9,48

8,72

106 inflow w ill balance 11,80

0,38

0,00

0,11

0,00

0,02

0,00

452

3 0

23 #### 12,07

0,00

Water column > 3 m

11,89

0,09 112 to recovery volume.

20 Yield class at time of construction

21 Test pumping tool (explained below )

MP1

190 0,0

78 0,9

224 274 0,0 19,8

200 0,0

150 6,9

375 0,0

113 2,2

332 0,0

206 6,5

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump Population: Yield - (Liters/12 hours/person):

No.

200 0,0

224 6,0

335 3,6

300 2,5

200 125 235 107 2,7 18,6 10,1 12,8

Y010: Even no w ater level recovery w as observed the production during hand pumping prove a very low recovery inflow . Y014: Test pumping w as not possible. How ever, a recovery of 11 cm during 1 hour after the fetching of w ater by villagers has stopped proves a minimum inflow of 86 l/hour for 1 m diameter.

Study of CLIP dug-wells, Northern Region, Ghana

District: Yendi

Low

Version: Final

0 - 49 litre/hour

Row s w ith locked cells containing equations

Test campaign: Febr - March 2012

Medium 50-150 litre/hour

n.m.

Version: 05-01-2015

High

#### Calculation not relevant

1 Well ID:

>150 litre/hour

>/= 10

Yield capacity per capita (l/12h/capita)

Non measurable

5</= - <10 <5

Y-019 Y-020 Y-021 Y-022 Y-023 Y-024 Y-025 Y-026 Y-027 Y-028 Y-029 Y-030 Y-031 Y-032 Y-033 Y-034 Y-035 Y-036

2 Construction phase:

3 Total depth

14,10

4 Water level initial

5,60

5 Water column

8,50

1,15

6 Water level after pump test

6,18

13,52

III

14,07 11,42 14,56 11,97 12,92 11,25 14,03 0,17

III

8,26 14,72 14,23

9,70

7,09 14,50 12,55 15,19 13,79

6,53

3,12 12,04 10,47

9,65

1,75 n.m.

0,53

5,44

5,14

0,05

5,34 #####

14,11

7,22

3,66 12,73 10,73

1,81

2,68

3,76

11,34 10,38 10,03

6,92

III

9,42 10,47 11,11

6,13

7,29

8,19 10,30

3,76

0,79

2,13

2,28

11,89 10,97 10,55

6,67

8,42

8,60 10,91

1,21

4,81

0,81

Water column > 3 m

7 Water level reduction

0,58

0,60 -11,25

0,08

0,69

0,54

0,69

0,26 -9,65

0,06 #####

0,55

0,59

0,52

0,54

1,13

0,41

0,61

8 Pumped out volume

litre

914

831

956

945

815

543

821

713

795

739

760

914

877

524

9 Duration of pumping

min

10 Calculated max. diam. - full storage m

1,42

1,33

1,13

1,33

1,49

1,23

1,63

0,00

4,17 #####

1,28

1,31

1,35

1,34

1,01

1,65

1,05

11 If diameter is assumed to be:

1,40

1,15

1,06

1,24

1,44

1,22

1,63

1,00

3,40

1,12

1,31

1,34

1,00

1,65

0,96 Diameter chosen so

12 the storage volume w ould be

litre

893

623

833

879

807

543

545 #####

542

795

733

762

888

877

442

13 And inflow w ould be

litre

208

123

276 #####

171

-2

14 And inflow w ould be

litre/h

208 #####

123

1 #####

276 #####

171

-2

15 Water level after 1 h recovery

6,17

13,32

14,02

7,12

3,62 12,72 10,73

9,57

1,78

11,71 10,97 10,55

6,67

8,40

8,60 10,72

16 Water level increase after 1 h.

0,01

0,20

0,00

0,09

0,10

0,04

0,01

0,00

0,08

0,03

0,00

0,18

0,00

0,02

0,00

17 Recovery volume - estimated

litre/h

208

121

272

177

18 HP tested volume at 30 min

litre

0,0

19 HP estimeated volume at 60 min

litre/h

0,00

20 Yield class at time of construction 21 Test pumping tool (explained below )

MP1

0 0 no

82 145 inflow w ill balance 0,19 138 to recovery volume. 0 0

MP1

310 0,0

387 5,5

350 0,0

389 1000 0,0 0,2

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump 22 Population: 23 Yield - (Liters/12 hours/person):

No.

182 1,0

163 15,3

120 0,0

147 6,5

836 1,7

800 1025 1109 1,0 0,1 0,0

300 300 2,5 10,9

385 0,0

309 1000 0,0 1,7

Y027: Test pumping w as not possible. How ever, a recovery of 8 cm during 1 hour after the fetching of w ater by villagers has stopped proves a minimum inflow of 63 l/hour for 1 m diameter. Y028: The effective diameter (3.40 m) is higher than the open hole diameter (1.50 m), because the lining depth is only 0.5 m. Accordingly, there must be storage in the w eathered fractured rock.

Study of CLIP dug-wells, Northern Region, Ghana

District: Yendi

Low

Version: Final

0 - 49 litre/hour

Row s w ith locked cells containing equations

Test campaign: Febr - March 2012

Medium 50-150 litre/hour

n.m.

Version: 05-01-2015

High

#### Calculation not relevant

1 Well ID:

>150 litre/hour

Yield capacity per capita (l/12h/capita)

Non measurable

>/= 10 5</= - <10 <5

Y-037 Y-038 Y-039 Y-040 Y-041 Y-042 Y-043 Y-044 Y-045 Y-046 Y-047 Y-048 Y-049 Y-050 Y-051 Y-052 Y-053

E4L

2 Construction phase:

III

E4L

3 Total depth

10,79

4 Water level initial

n.m.

5 Water column

#### #####

6 Water level after pump test

7 Water level reduction

8 Pumped out volume

litre

781 -

9 Duration of pumping

min

10 Calculated max. diam. - full storage m

15,51 17,39 n.m.

16,40

III

9,48 11,07

#### #####

III

9,95 12,82

III

8,13

III

8,98 11,14 13,29 10,95

8,75

9,34 n.m.

8,32

8,36

3,57 13,72

9,92 12,65 n.m.

8,88

9,74 n.m.

9,77

8,57

0,14 ####

1,08

5,43

7,05

0,03

0,10

1,40 ####

1,18

0,18

8,94

3,65

0,62

0,58

0,08

0,45 ####

0,55

654

848

944

871

776

1,27 ##### ####

1,16

1,36

1,19

1,14

1,36

3,80

####

633

843

907

0 ####

0,99 17,02

#### #####

9,40 13,79 10,62 13,78

0,62

####

0,06

0,17 ####

10,19 ####

3,88 ##### #### ##### #### #####

Water column > 3 m

10,32

1,57 ####

1,34 ####

1,57

1,33

871 ####

764

0 0

?? 11 If diameter is assumed to be:

12 the storage volume w ould be

litre

#### #####

13 And inflow w ould be

litre

#### #####

91 ##### ####

0 ####

14 And inflow w ould be

litre/h #### #####

91 ##### ####

37 ##### #### ##### #### #####

0 ####

18 ####

15 Water level after 1 h recovery

8,91

8,93

3,64

16 Water level increase after 1 h.

17 Recovery volume - estimated

litre/h

18 HP tested volume at 30 min

litre

19 HP estimeated volume at 60 min

litre/h

690

16,94

9,33

10,19

Diameter chosen so

0,00

0,08

0,01

0,00

0,03

0,01

0,00

0,01

0,00

0 no

inflow w ill balance

10,31

0,00

20 Yield class at time of construction 21 Test pumping tool (explained below )

1,00

to recovery volume.

MP1

MP1 = Submersible electrical pump; NP = NIRA handpump; RP = Rope Pump Population: Yield - (Liters/12 hours/person):

No.

520

0,0

150 1148

565

800

700

500 No Inf.

312

491

560

500

981

500

854 No Inf.

7,1

0,0

0,5

0,2

0,0

0,2

0,1

Y040: Test pumping w as not possible. How ever, a recovery of 1 cm during 1 hour after the fetching of w ater by villagers has stopped proves a minimum inflow of 8 l/hour for 1 m diameter. Y044: The effective diameter (3.80 m) is higher than the open hole diameter (1.50 m) and the w ater table is just below the lining. Accordingly, there must be storage in the w eathered fractured rock.

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

0.92 Fair 0.93 Fair 0.90 Fair

9.6 2.2 2.1 2.4 3.0 3.2 9.1

120 46.1 38.1 66.1 46.1 44.1 56.1 15.0

28.0 2.5 2.0 0 0 <0.01 <0.005 1.2 < 0.001 9.9 40 25.6 400 0 1.31 <0.005 24.4 < 0.001 53.9 20 8.6 560 110 0.07 0.018 9.8 < 0.001 25.9 250 172 630 230 4.18 0.371 34.2 < 0.001 43.9 20 8.0 0 0 0.12 <0.005 31.7 < 0.001 17.9 20 10.6 0 0 0.15 0.006 36.6 < 0.001 55.9 300 192 420 160 1.18 0.179 < 0.001 29.0 750 683 TNC TNC 0.91 0.049 0.029

269 51 342 306 428 163 333 372

1.09 Fair 2.09 Poor 1.03 Good 1.00 Good 1.23 Poor 1.50 Poor 0.93 Fair

77 5 6 16 54 32 26 10

93.3 15.1 3.1 5.9 9.5 38.6 74.3 1.7

<0.001 0.3 0.021 0.1 <0.001 0.6 0.612 <0.1 <0.001 0.8 0.063 0.2 0.500 0.1 0.8

48.1 18.4 15.2 26.5 18.4 17.6 22.4 6.0

6.8 20.8 2.4 10.2 13.1 120 6.3 93 10.7 142 4.4 41.5 13.6 100 7.1

19.0

0.5

21/10/04 22/10/04 5390 12.1 1352

Shading = suspicous

0.8 256.4

5.5 10.8 8.8 79.9 10.7 19.4 90.5 0

96 48 341 242 283 68 176 419

Mg 19.9 16.0 27.7

5.6 12.8 6.4

16.8

8.3 148 13.7 56 16.9 92 47.3 92 15.4 90 12.9 62 36.7 112 0.0 44

710

641 69.0 <5.0

1.5

123

67 0.26

0.110 0.050 0.160

0.229

Ion balance

520 589 523

0.5 1.9 0.6

Cations/ anions

<0.001 <0.001 <0.001

3 118 0.363 5 12.9 0.106 8 25.8 0.165

50.1 42.0 58.1 100 66.0 90.2

CaCO3 (mg/l)

122 1.03 112 0.43 76 0.49

24.9 12.1 19.5

0 10 398 227 283 10 215

Manganese

946 420 688

416 508 526 642 468 571

94 78 80 110 228 170

T.Iron

14.0 82.0 100 81 32.1 65.9 25 15.2 16.0 114 100 56.5

3.5 17.2 4.5 9.7 3.3 52.4 2.8 38.8

1.4 26.7

F.Coliform

5.3 44.9 96 3.0 35.1 98 3.0 45.7 130

10.7 165 8.8 5.3 151 2.4 12.7 39.3 103 19.4 161 181 190 155

Colour (HU)

1.19 Poor 1.04 Good 0.96 Good 0.99 Good

232 0 527 617

20.0 16.8 23.3 40.1 26.5 36.1

Mg Hard

223 463 194 507 565

0.9 0.5 1.4 0.6 0.2 0.9

Ca Hard

0 0.05 0.019 62 0.32 0.091 0.003 130 0.70 0.093 19.5 < 0.001 0 <0.01 <0.005 2.3 < 0.001 75 0.69 0.254 < 0.001 50 0.06 0.113 < 0.001

55 0.1 0.005 90 0.1 48 8.1 0.108 40 93.8 <0.001 3 23.6 0.061 5 7.4 <0.001

T/Hard

0 107 240 0 225 150

SiO2

NO3-N

TDS

537 10.8 102 9.5 686 8.7 612 8.9 855 8.8 326 9.6 664 7.9 780 8.5

NO2-N

06/08/07 06/08/07 06/08/07 06/08/07 06/08/07 06/08/07 06/08/07 27/02/03

T.Coliform

18/06/07 18/06/07 18/06/07 18/06/07 18/06/07 18/06/07 18/06/07 27/02/03

8.1 8.2 8.0

Turb. (NTU)

09/04/08 09/04/08 1038 09/04/08 09/04/08 1178 09/04/08 09/04/08 1062

43.9 2.5 0.6 36.0 <5.0 1.4 21.9 100 51.0 10.0 2.5 2.3 162 75 57.3 79.8 10 4.2

4.1 2,0 80.3 6.2 18.6 10.8

415

SO4

340 241 222 102 432 506

HCO3

EC (µ S/cm)

Date Analysed

Date Sampled

? 898 7.9 22/10/04 474 7.9 06/08/07 926 8.9 06/08/07 386 10.6 03/04/08 1010 7.7 03/04/08 1141 7.7

2007/III 2007/III 2008/III 2008/III 2008/III 2008/III 2008/III 2008/III Bagri Sugri II 2004/II Bagri Sugri I 2004/II Achinayili 2005/II Yidua 2005/II Bilsinayli 2005/II Tandong 2006/III Dibili 2006/III Gua 2007/III Nangunkpang 1 2006/III Nangunkpang 2 2007/III Fatelanyili 2007/III Tangyili 2006/III Dibulo 2006/III Shebo 2007/III Kutigu –Tindang 2003/II Dibili Yepala 2010-11 Gbutugu 2010-11 Yillang 2009/III Tuyini 2004/II Tong 2009/III TNC = Too numerous to count

? 21/10/04 18/06/07 18/06/07 20/03/08 20/03/08

1998-2001 2004/II

PO4

Zinyee Zinyee Kaptung Laadua Jakpagyili Gorguyili Vawari Achiriyili Tindang Namgbani

Total Alk.

K-002 K-002 K-003 K-004 K-005 K-006 K-007 K-008 K-009 K-010 K-011 K-012 K-013 K-014 K-015 K-016 K-017 K-018 K-019 K-020 K-021 K-022 K-023 K-024 K-025 K-026 K-027 K-028 K-029 K-030

K-001 Kpaligumah

Constructio n year/phase

Sample ID

HDW-study/ ID

Annex 14: Water Quality Data for CLIP Wells – Karaga District

1.08 Fair

0.068 2533

Excessing WHO permissible level

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

2006/III 2004/II

G-007 G-008 G-009 G-010 G-011 G-012 G-013 G-014 G-015 G-016 G-017

Maateya Kore Natigu Gushienayili Gnoring Jilga Dinyogu Tandogu Gmanicheri Toti Chidomyili

2009/III 2003/II 2006/III 2003/II 2003/II 2006/III 2006/III 2006/III 2005/II 2006/III 2004/II

G-018 Talolikura 2008/III G-019 Nalua 2005/II G-020 Nadugu-Sabonjida 2008/III G-021 G-022 G-023 G-024 G-025 G-026 G-027 G-028

Dimyogu Gungoligu II Tinyogu 2

0.7 0.065 1.2 7.3 67.6 2.0 19.9

33 30 32 27 94 64

3 5 30

PO4

9 1.6 17 0 10 1.7 19 3.0 19 0.017 23 3.7 15 3.3 7 42.1 0.034 16 6.0 14 0.3 8 3.3 0.016

NO3-N

34 31 0 15 15 57 17 18 4 2.0 3.6

408 376 439 522 153 165 324 8 29 210 94 216 264

SO4

13 3.1 <0.01 12.0 26 0.4 0.04 10.8 35 0.8 0.003 3.60 25.7 0.20

HCO3

0 0 12

Total Alk.

6.8 74 6.8 64 8.1 180 220 6.9

05/05/06 06/05/06

537

0 0.05 0.141

0.009

731

0 0.04 0.083

0.004 1010

Ion balance

2.75

Cations/ anions

56 <5.00

CaCO3 (mg/l)

79 23

46 3.5

Manganese

73 23

0.005

33 5.5

TNC 0.59 0.216

T.Iron

0.007

9.2 13.6

7.7 647

F.Coliform

9.2 12.2

0.44

8.0 400

T.Coliform

0.16

05/05/06 06/05/06 1218 05/05/06 06/05/06 1684

Turb. (NTU)

44 154 TNC

T/Hard

26 9.5

SiO2

62 27

0.061

7.4 283

No Reco rds

21/10/04 22/10/04 10/02/05 10/02/05 07/09/05 08/09/05

214 135 486

27/02/03 05/05/06 27/02/03 27/02/03 05/05/06 05/05/06 05/05/06 07/09/05 05/05/06 21/10/04 10/02/05 07/09/05 20/03/08

27/02/03 751 06/05/06 912 27/02/03 737 27/02/03 905 06/05/06 615 06/05/06 429 06/05/06 707 08/09/05 73 06/05/06 493 22/10/04 190 10/02/05 454 08/09/05 03/04/08 2420

7.3 7.9 7.3 8.3 8.9 8.8 9.2 9.3 7.8 7.3 7.6

8.2 434 530

66 1.2<0.001 0.80 38.5 43.7 153 10.3 39.9 274 96 178

20/03/08 20/03/08 20/03/08 20/03/08 05/05/06

03/04/08 1161 03/04/08 03/04/08 1693 03/04/08 1101 06/05/06 891

8.5 340 366

23 9 22 16

12 10.9<0.001< 0.01 1.10 54 11.6 0.080 0.40 4 8.7 0.104 0.60 34 0 0.52

10 40 32

27 133 0.009 0.90 32.1 31.6 187 4.3 42.1 210 80 130 30 53.3<0.001 0.60 20.0 18.4 216 3.0 48.0 126 50 76 4 6.7 0.200 0.70 15.2 27.7 157 3.2 53.5 152 38 114

2008/III 8.5 634 642 2008/III 8.4 452 454 2005/II 8.7 304 1998-2001 No Reco rds Nabaliba No 1 2008/III 20/03/08 03/04/08 1295 8.4 520 556 Nabaliba No 3 2008/III 20/03/08 03/04/08 834 8.5 432 410 Nabaliba No 2 2008/III 20/03/08 03/04/08 1010 8.6 446 495 Gosim 2010-11 TNC = Too numerous to count Shading = suspicous

Koto

8.5

895

TDS

Kulgon

G-006 Koblisung

0.36 10.8

05/05/06 06/05/06

NO2-N

G-005

Colour (HU)

2006/III

Mg Hard

Bamboli

Ca Hard

Nasimbong

G-004

G-003

19982001 2006/III

Tinyogu 1

EC (µ S/cm)

Kpanafong/-lanyili 2006/III

G-002

Date Analysed

G-001

Date Sampled

Constructio n year/phase

DW-study/ ID

Sample ID

Annex 15: Water Quality Data for CLIP Wells – Gushegu District

1.48 1.51 0.76 0.57 0.50 0.28 0.69 0.20 0.31 0.27 0.50

10.0 6.1 0.002 25 8.0 3.2 0.015 33 12.0 8.0 0.002 33 6.4 8.0 0.036 33 8.4 4.4 0.106 39 14.2 7.0 0.02 64 10.0 1.2 0.036 30 9.6 4.9 21.8 3.4 18.2 44 11.6 10.2 0.032 71 14.0 1.9 43 15.2 23.3 35.5 2.1 30.9 126

25 20 16 30 21 35 25 24 29 35 38

1.5 0.052

296 89

72 0.56 0.157

< 0.001

1120

1.08 Fair

630 172 2.26 0.147 24.4< 0.001

582

1.18 Poor

43.3 24.3 270 6.7 37.6 208 ## 100 2.5 2 550 106 0.07 0.055 65.9< 0.001 10.4 23.3 179 2.8 35.8 122 26 96 120 85 234 78 0.34 0.031 48.8< 0.001 11.2 23.6 0.164 84 28 56 <5.00 5 TNC TNC 0.22 0.010 0.107

847 551

1.29 Poor 1.26 Poor

Excessing WHO permissible level

400 292

50 50 120

24 20 87

278 105 78

0.61 0.04 0.31 0.14 0.47 0.19 0.13 0.30 0.14 0.70 0.57

1.00 Good

361 547 433 353 369 257 424

TNC 0 TNC TNC TNC TNC TNC 20 TNC 71 0

128 64

<0.001 0.001 0.016 0.029 0.017 0.055 0.017 9.8

20 42 8 88

250 165 TNC 7 23 0 300 117 TNC 100 60 TNC 38 221 TNC 10 81 TNC 18 90 TNC 75 39 1100 17 20 TNC 12 24 131 2.5 6 450 TNC 80 40 224

0.234 0.004

0.016 0.019 0.038 0 0.109 0.213 0.023 0.015 0.112 0.157 0.088

28.1 15.5 124 6.5 40.6 134 70

25 13 33 33 18 29

55 282 TNC TNC 1.63 0.393 21 56 97 59 0.42 0.069 2.5 4 10000 30 0.07 0.031 TNC

1.11 Poor

0.91 Fair

56 0.25 0.053 39.0< 0.001 30 0.11 0.022 58.6< 0.001 12 0.33 0.089 12.2< 0.001

535 649 417 505

1.02 Good 1.29 Poor 1.10 Poor

No Reco rds

G-031 Kashegu G-032 Naganga G-033 Kunduli

No Reco rds

1998-2001 1998-2001 2004/II 2004/II G-034 Paaboni 2008/III G-035 Kukpaak 2008/III G-036 Libo 2008/III G-037 Ginimbali 2008/III G-038 Nnagmaya 1998-2001 G-039 Kayeb-Fong 2010-11 G-040 Jung 2010-11 G-041 Taloli 1998-2001 G-042 Nachem 1998-2001 TNC = Too numerous to count

07/09/05 08/09/05

Ion balance

0.049

Cations/ anions

TDS

Manganese CaCO3 (mg/l)

T.Iron

F.Coliform

53 0.36 0.102 0 0.36 0.009

NO2-N

46 75 112 5 11 1000

07/09/05 08/09/05 G-030 Gunguli

T.Coliform

Turb. (NTU)

Colour (HU)

Mg Hard

Ca Hard

T/Hard

SiO2

2.3 0.13 11.2 0 0 0 0 28 28 0 4.0 0.010 0.80 11.2 31.1 24.3 1.1 37.4 156 28 128

15 5

NO3-N

0 2.6

57 218 266

PO4

SO4

9.4 7.7

HCO3

115 440

Total Alk.

21/10/04 22/10/04 10/02/05 10/02/05

Date Sampled

EC (Âµ S/cm)

2004/II

Version: Final

Date Analysed

G-029 Kpugi

Constructio n year/phase

Sample ID

DW-study/ ID

Study of CLIP dug-wells, Northern Region, Ghana

0.91 Fair

TNC

7.0

20/03/08 03/04/08 2050 20/03/08 03/04/08 811 20/03/08 03/04/08 1040 20/03/08 03/04/08 964

0.9 0.052 0.10 22.4

3.4 8.2 2.0 23.8

70 56

14 150 63

8.3 8.7

378 388 348 332

16 15

9 124 <0.001 1.10 11.2 34.5 157 9.4 25.8 170 28 142 3 40.9 <0.001 0.90 29.7 13.1 122 3.4 25.6 128 74 54

8.7 8.5

416 395 246 217

47 25 9 100

1.5 0.543 0.90 13.6 27.7 157 2.4 65.9 148 34 114 6.0 0.002 0.70 9.6 29.2 118 4.4 36.5 144 24 120

15 20

6 9

35 12 20 6

0.91

Fair

346 88 0.18 0.065 36.6 < 0.001 1030 1.17 488 120 0.08 0.040 46.4 < 0.001 408 1.22

Poor Poor

188 0

Poor Poor

460 115 1.00 0.087

62 0.08 0.025 56.1 < 0.001 0 0.09 0.033 41.5 < 0.001

520 1.20 482 1.22

No Reco rds

No Reco rds No Reco rds

Shading = suspicous

Excessing WHO permissible level

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Ion balance

<0.001

Cations/ anions

TDS

0.370

NO2-N

44 2.29

CaCO3 (mg/l)

Manganese

192

T.Iron

T.Coliform

9 620 208

F.Coliform

Turb. (NTU)

Colour (HU)

Mg Hard

07/08/03

08/08/03

335 6.7

20 <0.1

8.0

6.1

0.07

20 25 135 114 TNC

23/07/04

334 7.1

1.0

0.5

0.18

13.6

3.4

0.18

34 14 263

07/08/03

08/08/03

306 7.7

0.8

<0.01

9.2

3.6

0.07

23 15 135 111 TNC

380 7.3 44 727 7.6 388

7 0

21 <0.1 17 <0.1

<0.01

23.6 15.2

5.3 7.3

0.07

0.59

81 68

59 22 335 141 38 30 7 5.4

120 83

46 96

0.7

7 567 165

23/07/04

Y-006 Champong-Yili

2004/II

21/10/04

22/10/04

10/02/05

764 7.9 320 390

Y-007 Bichindo

2004/II

23/07/04

107 6.5

10/02/05

399 7.7 182 222

2.5

Y-008 Chidanyili

2004/II

23/07/04

118 6.9

1.0

33 <0.1

395 7.9 174 212

2.1

2008/III 2008/III 2006/II 2005/II 2007/III 2010-11 2004/II

10/02/05

08/09/05

09/09/05

05/05/06 08/09/05

06/05/06 09/09/05

07/06/07

1.9 0

5 <0.1 0.015 21 <0.1 9

0.1 0.012 0.2 0.004

0.40

18.4

<0.01

5.2

0.80

28.1

<0.01

7.2

0.80

22.4

23.3 94.4 1.2 27.1 142 1.7

0.11

0.003 157

1.89

0.141

0.104 143

24 0.74 51 0.25

0.111 0.128

300

0 0.04

0.071

165

22 2.17

0.245

7.0

300

100 1.00

0.147

6 529 113

121

18 1.42

0.146

1000

0 0.20

0.116

8 1.66 400 0.80

0.596 0.053

70 18

6.8 52.5 1.2 25.1

56 28

2.5 5 2.5

2.2

TNC TNC

1.06

Fair

0.053 159

<0.001

0.004 342 0.010

0.001

1.03 Good 1.01 Good

3600

5.8 <0.01 3.4 0.187 <0.01

7.2 25.7

4.4 0.33 4.8 20,0 5.2 39.5

07/09/07

1044 8.3 188 229

0.2 <0.001

0.90

36.9

5.3

23/07/04 10/02/05

121 6.8 13 1242 7.8 256 312

0 23 <0.1 <0.01 20 219 3.2 <0.001 2.60

6.8 21.6

1.5 10.2

08/09/05

09/09/05

0.116

0.07

12 8

06/05/06

0.213

4.3 52.1 1.2 28.8

110 56

09/09/05

1.79

15 0.78

1.4

2008/III 2005/II 08/09/05 Y-018 Sakpaba 2006/III Y-019 Ngonyili 1998-2001 No Records Y-020 Sankuni 2005/II 05/05/06 Y-021 Wakpang. 1998-2001 No Records Y-022 Simniboma 2008/III Y-023 Cheggu 2005/II 08/09/05 Y-024 DC-Kura 2003/II 07/08/03 Y-025 Machelyili 2007/III 07/06/07 Y-026 Nadundo 1 or 2007/III 07/06/07 Nadundo 2 2007/III 07/06/07 TNC = Too numerous to count

0.14

23/07/04

2003/II

Y-016 Linguli Y-017 Bordo

<0.01

Ca Hard

23/07/04

Y-005 Chingaya

Y-015 Kpanji

2.2

T/Hard

2003/II

Y-014 Damankunyili

3.6

SiO2

Y-004 Kpabuya

Y-013 Nyenkpani

2010-11

Y-011 Suri 2 Y-012 Yingsala

2004/II

Y-003 Maakayili

Y-010 Sachebu

<0.01

2009/III

Y-002 Kamshegu

Y-009 Gbrantinga

23 <0.1

PO4

NO3-N

88 6.6

SO4

23/07/04

HCO3

Total Alk.

EC (µ S/cm)

Date Analysed

Date Sampled

Y-001 Nashegu 2

Constructio n year/phase

Sample ID

HDW-study/ ID

Annex 16: Water Quality Data for CLIP Wells – Yendi District

175 9.3 134 6.9

91 72

36 84

18 18 55 489 12 64 20 200 159 13250

146 0.9 17.2 114

92 22

2.5

1.5

6 0.03

0.050

0.12 204 2.1 11.5

23 96

17 6 559 159 54 42 2.5 1.2

158 300

61 2.63 0 0.09

0.230 0.134

6.3 11.7 3.9 39.9

52 26 200 102 12000

300 0.70

0.108

0.164 105 0.93 < 0.001 522 1.09 <0.001

Fair Fair

57 0.92

Fair

0.92

Fair

<0.01 92 6.7

1001 7.5 494

58 6.7

1.9 0.098 <0.01

16 <0.1

11.2

21.6

<0.01 117

2.9 11.5 4.0 23.6

28 89

8.0 TNC

20 12

6.7 0.023

0.10

8.0

08/08/03 07/09/07

196 5.9 419 718 8.0 200 244

0 29

10 <0.1 37 0.7 <0.001

0.76 0.40

6.0 47.3

07/09/07

455 8.2 152 185

3.2 0.007

0.80

28.9

9.7 44.3 4.7 26.4 112

72 40

4.8

07/09/07

727 8.2 232 283

0.2 <0.001

0.70

51.3

8.7 81.2 1.8 31.3 164 158 36

2.5

1.5

Shading = suspicous

0.46

20.8

0.02

0.094

0.039 601

740 0.30

0.017

0.93

Fair

7.0 <0.01 44 15 29 170 135 TNC TNC 0.91 12.6 60.0 2.4 26.4 170 118 52 5 3.9 240 68 0.04

0.049 0.030

0.060 92 < 0.001 359 1.07

Fair

6 0.13

0.030

< 0.001 228 1.09

Fair

4 0.04

0.080

< 0.001 364 1.07

Fair

Excessing WHO permissible level

830

TNC

Y-027 Kunkong Y-028 Galgu

?/III 2003/II

Y-029 Timulkanyili Y-030 Kasali

2006/III 2004/II

Y-031 Bago Y-032 Kanimo 2 Y-033 Makantiya

07/06/07 07/08/03 23/07/04 07/06/07 21/10/04 10/02/05 08/09/05

07/09/07 08/08/03 23/07/04 07/09/07 22/10/04 10/02/05 09/09/05

1998-2001 No Records 2005/II 05/05/06 06/05/06 216 2003/II 07/08/03 08/08/03 392

6.9

0,0

52 15

14 1.0

19 <0.1 24 0.2

3.7

6.7 0.092

22.4 12.4 5.2 29.7 15.2 22.4

8.7 70.1 .3.2 1.2 8.7 36.4 0.5 35.0 61.2

1.2 17.6 0.02 0.07 5.5 32.9 1.4 46.3

92 44 18 110 40 200

56 36 2.5 1.1 108 58 31 13 35 16.1 TNC TNC 13 5 546 98 152 47 74 36 150 95 430 30 38 2 5 5.7 119 81 56 144 2.5 0.7 1000 0 4800

0.02 0.24 1.63 0.88 0.28 0.03

0.020 17.1 < 0.001 0.017 0.018 0.140 0.001 0.080 24.4 < 0.001 0.006 0.020 0.146

1.36 <0.01 <0.01

9.2

4.6

0.04

0.40

0.008

13.2 3.6

4.4 2.4

0.05 <0.01

51 19

15 9

18 100 10 476

68 TNC TNC 1.20 82 82 10 1.51

68 TNC

TNC

0.187 0.135

0.03

32.9

7.3 11.3

7.3 33.7

112

30 150

91 16300 4800 0.60

0.041

0.021 0.034 0.002

Ion balance

Cations/ anions

TDS

NO2-N

CaCO3 (mg/l)

Manganese

T.Iron

F.Coliform

T.Coliform

Turb. (NTU)

Colour (HU)

Mg Hard

Ca Hard

T/Hard

SiO2

27 0.9<0.001 0.80 16 <0.1 0.05 20 0.1 <0.01 57 5.7 0.146 0.30 29 0.2 0.49 7 0.7 0.003 1.90 0.10

7.7 6.4

Gundogu 1998-2001 Kpatia 1998-2001 Ayisaka 2009/III Wanbung 2010-11 Nakohinayili 2005/II 08/09/05 09/09/05 169 6.9 86 105 36 Neibong 2009/III Kayang 2010-11 Taanimo 2009/III Gambugu 2009/III 1998-2001 No Records Sanzee Balonaa 2009/III Maakango 2009/III Baaduli 2009/III Kpalgigbini 1998-2001 No Records Kpalsogni 1998-2001 No Records Yengirido 2007/III Jagando 1998-2001 No Records Nanvili 2009/III Kuni 1998-2001 No Records Nassa 1998-2001 No Records TNC = Too numerous to count Shading = suspicous

PO4

NO3-N

SO4

HCO3

Total Alk.

Version: Final

542 8.7 174 178 13 517 8.1 41 2.0 109 6.3 14 1.0 198 9.3 98 71 28 348 10.7 81 18 701 7.5 350 427 1.8

23/07/04 23/07/04 118 Y-034 Y-035 Y-036 Y-037 Y-038 Y-039 Y-040 Y-041 Y-042 Y-043 Y-044 Y-045 Y-046 Y-047 Y-048 Y-049 Y-050 Y-051 Y-052 Y-053

EC (Âµ S/cm)

Date Analysed

Date Sampled

Constructio n year/phase

Sample ID

HDW-study/ ID

Study of CLIP dug-wells, Northern Region, Ghana

1.24 Poor 248 51 99

1.13 Poor

164 0.92

Fair

130 187 56

1.01 Good

Excessing WHO permissible level

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Community

KARAGA

Kpaligumah

Well ID

District

Annex 17: Geological rock sample descriptions Well Depth (m)

Geological Description of Rock Samples

Group

Formation

K.001

11.80

Dark brown, siltstone (fine grain), fresh. Poorly micaceous

Oti

Pandjare - Bimbilla

Zinyee

K.002

13.35

Oti

Pandjare - Bimbilla

Kaptung

K.003

16.00

Oti

Kodjare

Laadua Jakpagyili Goriguyili Vawari Achiriyili Tindang Namgbani Bagri Sugri 2 Bagri Sugri 1 Achinayili Yidua Bilsinayli Tandong Dibili Gua Nangu - Kpang 1 Nangu - Kpang 2

K.004 K.005 K.006 K.007 K.008 K.009 K.010 K.011 K.012 K.013 K.014 K.015 K.016 K.017 K.018 K.019 K.020

14.00 10.62 11.25 11.60 12.55 12.55 12.37 15.60 15.00 13.60 14.83 10.42 14.50 15.65 14.28 15.14 14.05

Greenish gray, fresh siltstone. Poorly micaceous. Dark Gray, fresh siltstone and Carbonaceous. Effervescence with dilute hydrochloric acid Pale greenish grey slightly weathered mudstone Greenish grey siltstone fresh and fine grained Poorly micaceous Dark grey siltstone and fresh. Poorly micaceous Dark grey siltstone â&#x20AC;&#x201C; fresh. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Pale dark grey fresh siltstone. Poorly micaceous Deep brown siltstone, highly siliceous Brownish grey fresh siltstone Dark brown fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone. Poorly micaceous Brown mudstone (fresh) Dark greenish grey mudstone moderately fresh Dark grey fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous

Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti

Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla

GUSHEGU

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Fatelangyili Tangyili Dibulo Shebo Kutigu â&#x20AC;&#x201C;Tindang Dibili Yepala Gbutugu Yillang Tuyini Tong

K.021 K.022 K.023 K.024 K.025 K.026 K.027 K.028 K.029 K.030

13.78 15.16 14.12 15.82 11.00 14.68 15.06 14.20 9.80 14.75

Dark grey fresh siltstone. Poorly micaceous Grey fresh siltstone. Poorly micaceous Greenish grey moderately weathered siltstone with thin layers of feldspar. Greenish grey fresh siltstone Poorly micaceous Grey fresh siltstone. Poorly micaceous Greyish brown moderately weathered siltstone Dark grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Brown fresh fine grained feldspathic sandstone. Poorly micaceous Grey to greenish grey fine grained fresh sandstone / siltstone

Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti

Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla

Kpanafong or Kpanalanyili Tinyogu 1 Nasimbong Bamboli Kulgon Koblisung Maateya Kore Natigu Gushienayili Gnoring Jilga Dinyogu Tandogu Gmanicheri Toti Chidomyili Talolikura

G.001

11.30

Dark greenish grey siltstone. Poorly micaceous

Oti

Pandjari - Bimbilla

G.002 G.003 G.004 G.005 G.006 G.007 G.008 G.009 G.010 G.011 G.012 G.013 G.014 G.015 G.016 G.017 G.018

10.02 14.53 13.01 12.58 10.68 7.66 12.95 13.08 10.23 13.57 13.33 10.28 15.22 11.62 13.90 12.07 10.78

Brown medium to fine grained micaceous sandstone Grey fresh siltstone. Poorly micaceous Brownish grey fresh siltstone Dark greenish grey fresh siltstone. Poorly micaceous Dark grey â&#x20AC;&#x201C; fresh and weathered to brown siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Brown moderately weathered mudstone Dark greenish grey fresh siltstone Dark grey fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous

Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti

YENDI

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Nalua Nadugu-Sabongida Koto Dimyogu Gungoligu II Tinyogu 2 Nabaliba I Nabaliba III Nabaliba II Gosim Kpugi Gunguli Kashegu Naganga Kunduli Paaboni Kukpuak Libo Ginimbali Nnagmaya Kayeb-Fong Jung Taloli Nachem

G.019 G.020 G.021 G.022 G.023 G.024 G.025 G.026 G.027 G.028 G.029 G.030 G.031 G.032 G.033 G.034 G.035 G.036 G.037 G.038 G.039 G.040 G.041 G.042

14.79 8.59 13.64 11.71 12.72 13.28 12.56 11.80 11.63 0.10 13.13 8.48 6.75 13.60 14.14 8.08 11.8 9.64 14.09 11.94 9.77 12.03 10.70 8.38

Pale greenish grey siltstone. Poorly micaceous Greenish grey fresh fine grained sandstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Greyish brown micaceous sandstone Brown fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Greyish brown fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Pale greenish grey fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Greyish brown moderately weathered siltstone Greyish brown fresh siltstone. Poorly micaceous Greyish brown fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Pale greenish grey fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone. Poorly micaceous Greyish brown moderately weathered siltstone. Poorly micaceous Grey carbonaceous siltstone Effervescence with dil. HCl Dark grey fresh siltstone. Poorly micaceous Grey slightly weathered sandstone. Poorly micaceous

Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti

Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Kodjari - Buipe Pandjari - Bimbilla Pandjari - Bunya

Nashegu 2 Kamshegu Maakayili Kpabuya

Y.001 Y.002 Y.003 Y.004

11.28 10.95 10.05 7.15

Sample not available Dark greenish grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous

Oti Oti Oti

Pandjari – Bimbilla Pandjari – Bimbilla Pandjari – Bimbilla

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Chingaya Champongyili Bichim or Bichindo Chidanyili

Y.005 Y.006 Y.007 Y.008

9.85 11.43 9.17 10.56

Greenish grey fresh fine grained sandstone Greenish grey fresh fine grained micaceous sandstone Pale greenish grey fresh siltstone. Poorly micaceous Grey moderately weathered sandstone. Poorly micaceous

Oti Oti Oti Oti

Gbrantinga

Y.009

7.95

Greenish grey fresh conglomerate

Tamale/ Obosum

Sachebu Suri 2 Yingsala Nyenkpani Damankunyili Kpanjihi Linguli Bordo Sakpaba Ngonyili Sankuni Wakpang. Simniboma Cheggu DC-Kura Machelyili Nadundo Kunkong Galgu Tumulkanyili Kasali Bago

Y.010 Y.011 Y.012 Y.013 Y.014 Y.015 Y.016 Y.017 Y.018 Y.019 Y.020 Y.021 Y.022 Y.023 Y.024 Y.025 Y.026 Y.027 Y.028 Y.029 Y.030 Y.031

9.07 14.25 12.43 13.66 8.86 14.66 12.30 12.10 12.71 14.10 14.07 11.42 14.56 11.97 8.26 14.72 14.23 9.70 7.09 14.50 12.55 15.19

Grey fine grained fresh sandstone. Poorly micaceous Deep brown weathered siltstone Dark greenish grey fresh siltstone. Poorly micaceous Greenish grey fine grained fresh sandstone with flakes of mudstone Greenish grey fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone. Poorly micaceous Dark greenish grey fresh siltstone Greenish grey fine grained sandstone. Poorly micaceous Dark greenish grey fresh siltstone with some amount of carbonate Dark greenish grey fresh siltstone. Poorly micaceous Light greenish grey fresh siltstone Dark greenish grey fresh siltstone. Poorly micaceous Grey fine grained moderately weathered sandstone Dark greenish grey fresh siltstone. Poorly micaceous Brown grey fine grained sandstone Brown fine grained fresh sandstone. Poorly micaceous Dark brown fine grained sandstone. Poorly micaceous Dark greenish fresh siltstone. Poorly micaceous Dark greenish grey fine grained sandstone. Poorly micaceous Greenish grey fine grained sandstone. Poorly micaceous Dark grey fine grained fresh sandstone. Poorly micaceous Brown slightly weathered sandstone

Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti

Pandjari - Bunya Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Sang Conglomerate (Base of Tamale/ Obosum Group) Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bunya Kodjari - Buipe Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bunya Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bunya Pandjari - Bunya Pandjari - Bunya 89

Study of CLIP dug-wells, Northern Region, Ghana

Kanimo 2 Makantiya Gundogu Kpatia Ayisaka Wanbung Nakohinayili Neibong Kayang Taanimo Gambugu Sanzee Balonaa Maakango Baaduli Kpalgigbini Kpalsogni Yengirido Jagando Nanvili Kuni Nassa

Y.032 Y.033 Y.034 Y.035 Y.036 Y.037 Y.038 Y.039 Y.040 Y.041 Y.042 Y.043 Y.044 Y.045 Y.046 Y.047 Y.048 Y.049 Y.050 Y.051 Y.052 Y.053

13.79 6.92 9.42 10.47 11.11 10.79 15.51 17.39 9.48 11.07 9.40 13.79 10.62 13.78 9.95 12.82 8.13 8.98 11.14 13.29 10.95 8.75

Pale brown moderately weathered siltstone Light greenish grey fresh sandstone. Poorly micaceous Dark grey fresh siltstone. Poorly micaceous Light greenish grey fine grained sandstone. Poorly micaceous Greenish grey fresh fine grained sandstone. Poorly micaceous Greenish grey fresh siltstone Dark greenish grey fine grained sandstone Dark greenish grey fresh siltstone. Poorly micaceous Dark grey fine grained fresh sandstone Dark grey fine grained fresh sandstone. Poorly micaceous Dark greenish grey fine grained fresh sandstone. Poorly micaceous Brown fine grained moderately weathered sandstone Greyish brown – moderately weathered sandstone Dark greenish grey fresh siltstone. Poorly micaceous Light greenish grey fine grained fresh sandstone. Poorly micaceous Greenish grey fresh siltstone. Poorly micaceous Dark grey fine grained fresh sandstone Greenish grey fresh siltstone. Poorly micaceous Greyish brown fine grained moderately weathered sandstone Greenish grey fine grained fresh sandstone. Poorly micaceous Dark greenish grey fresh sandstone. Poorly micaceous Dark greenish grey fresh sandstone. Poorly micaceous

Version: Final

Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti Oti

Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Pandjari – Bimbilla Pandjari – Bunya Pandjari - Bunya Pandjari - Bunya Pandjari - Bunya Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bimbilla Pandjari - Bunya Pandjari - Bunya Pandjari - Bunya Pandjari - Bunya

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

GEOLOGICAL SURVEY DEPARTMENT P. O. BOX 586 TAMALE Attn. Kurt Klitten CLIP Tamale

Dear Sir,

25th June, 2012

SUBJECT: Rock samples description and classification – Community Improvement Programme, Tamale. INTRODUCTION – Work on about 125 rock (Chip) samples started on the 21st and ended on the 24th June 2012. METHODOLOGY – 125 rock (chip) samples from three (3) Districts – Karaga, Gushegu and Yendi were made available to the team. These samples were closely observed and with the help of the hand lens, some sample minerals were identified which aided in the classification. Dil. HCI was also applied where necessary to identify samples that contain carbonates. GEOLOGY OF THE PROJECT AREAS – The Karaga, Gushegu and the Yendi Districts in the Northern Region of Ghana is made up of the Oti group, with part of the Tamale/Obosum group exposed at the Yendi District. The Oti group is made up of the Kodjari and the Pandjari Formations. The Kodjari formation is made up of tillites, silexites, limestones and other carbonate rocks. It forms the base of the Oti group. The Buipe limestone formation is part of the formation. The Pandjari formation consists of greenish – grey, brownish – grey siltstone and mudstone with some layers of arkosic, lithic, weakly micaceous sandstones. Bunya and Bimbilla formations fall under this formation. The Tamale/Obosum group has the Sang conglomerates at the base, with medium grained reddish sandstones at the top. OBSERVATION – Almost all the samples observed were from the Oti group. Based on mineralogy and the rock type, and the writer’s knowledge in the Geology of Ghana, they were classified under the Pandjari Formation - Bimbilla or Bunya. The samples that contain carbonates were classified under the Kodjari formation – Buipe limestone formation? The sample from the Sang Conglomerate was classified under the Tamale/Obosum group. APPRECIATION - We want to put on record our deep appreciation of the support we received from Messrs Iliasu, Nashiru Bawa and the entire staff of CLIP at the Tamale office. RECOMMENDATION – It is recommended that in future, a visit to the field to observe the outcrops should be considered. This will also help in the identification of the rocks. Submitted by: EMMANUEL MENSAH (PRINCIPAL GEOLOGIST, GEOLOGICAL SURVEY DEPARTMENT) P. O. BOX 586, KUMASI Assisted by: TIMOTHY BAWRE (PRINCIPAL ENGINEER TECHNICIAN), GEOLOGICAL SURVEY DEPARTMENT, P. O BOX 586, KUMASI

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final

Annex 18: Borehole successrates in the northern regions of Ghana

Hydrogeological Assessment of Northern Regions of Ghana â&#x20AC;&#x201C; CIDA funded project (HAP) Water Resources Commission, Ghana & SNC-Lavalin Inc. (2011)

More detailed explanation on the definition and estimates of the success rate: See next page.

Study of CLIP dug-wells, Northern Region, Ghana

Version: Final