2.3.3. Test Well Drilling - JICA報告書PDF版(JICA Report PDF) · 2011. 6. 15. · The Study on...

The Study on Groundwater Resources Potential in Kabul Basin in the Islamic Republic of Afghanistan Final Report

2-14

Source : Study Team

Figure 2.3.4. Test Well Structure

C φ24” DrillingDep. (m)

012m

　　　φ20” Casing Pipe

50 Cementation

100φ18-1/2” Drilling

　　　φ13-3/8” Casing Pipe

150 150m

200

Centerizer(12m interval)

250

Drill-cut Fill300

350

φ12-1/4” Drilling

400

　　　φ6-5/8” Casing Pipe

Clay seal450

Gravel packing

500 10m

　　　φ6-5/8” Screen Pipe550

φ6-5/8” Bottom Plug

600 600m

20m

60m

10m

2.3.3. Test Well Drilling

(1) Test well drilling General

Based on the revised and finalized plan, a total of eight (8) test wells and one observation well were drilled throughout the four years of the Study period. Throughout the drilling work, cutting sample was taken at every one meter, and samples at every three meters were stored in a sample bottle with tag showing the well name, depth sampled and lithology after observation. Most of the test wells were drilled until it reached the bedrock except at TW-1, TW-4 and CW-2 where the depths of bedrock were deeper than expected.

Immediately after each drilling work was completed, well logging was conducted to make a casing program, and a casing/screen installation was conducted along with the casing program. For all test wells, a wired screen usually called as “Johnson type screen” was provided by JICA. Through gravel packing, clay ceiling and cementation, all test wells were completed and developed (washed) by air. In these test wells, a series of pumping tests and water quality analysis were conducted.

At TW-1 site, the pumping test with 450m class observation well had been carried out. In this site, the groundwater table of the existing shallow well near TW-1 was measured carefully to check the influence of deep aquifer pumping to shallow aquifer.

All the test wells were completed as production well with φ24” conductor pipe, φ13-3/8” pump housing, and φ6-5/8” screen and casing, as shown in Figure 2.3.4. Lithological log and well structure of each well is shown in Appendix 2.3.1, and results of well logging in Appendix 2.3.2. Items of the well logging were electric logging of short normal and long normal, an SP, and a natural gamma ray (N-γ ray).

(2) The Deep Test Wells

During the second Study year, three deep (600m class) test wells were drilled. These were located along the E-W extended deep trough of Neogene deposit (refer to Figure 2.3.3 and 2.3.4.). Results of drillings were attached in Appendix 2.3.1 and summarized as Figure 2.3.5.


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Figure 2.3.5 shows geological logs of the three wells and a typical well structure of the test wells. Only one structure of TW-1 was marked in the figure but the others had almost the same structure differing only in total depth and length of screen. As shown in the lithological log, TW-1 was drilled until the depth of 640m but did not reach the bedrock. Because the results of geo-physical work indicated that the depth of Neogene Aquifer was more than 700m, an attempt was made to drill to around 700m.

Drilling at TW-3 was planned to be at the depth of 600m, however, drilling works stopped at the depth of 570m because it has already reached the bedrock at 554m. The estimated depth of drilling for TW-2 point was around at 550m. However, the bedrock actually reached 534m and drilling stopped at 554m. Thus, the results of Test Well Drilling were considered in conformity with the isobathic map projected out from the existing information and geo-physical prospecting.

Source：Study Team

Figure 2.3.5. Geological Logs of Deep Test Wells

In all test wells, alluvial deposits consisted of unconsolidated silt, sand, and gravels including clayey zone partly, cover the Neogene with thickness ranging from 34.5 to 44.0m. Below the Alluvial cover, very thick Neogene deposits are distributed widely. Neogene deposits in the Kabul Basin were divided into two formations of Upper Neogene (N2) and the Lower Neogene (N1). The Upper Neogene consisted mostly of unconsolidated clay or massive mudstone (consolidated clay). Sometimes it intercalated sandstone layers and includes gravels partially. Lower Neogene consisted of hard clay with gravels, unconsolidated sand and gravels, and consolidated sand and gravels (conglomerates), and this formation was the Lower Neogene Aquifer which was the main

Geological Geological Geological Dep.0 Color Age Remarks Color Age Color Age 0

12.5 Sand & Gravel Brown Q 20" Conductor Pipe 14.5 Clay Gray Q

23 Gravel & Sand34.5 Sand & Gravel with clay Pale brown Q 27 Gravel with clay Gray Q

(17-3/8") 39 Gravel & Sand Q50 53 Clay N2 54 Clay Dark gray N2 50

Gravel with clay

Clay Green N2

80

13-3/8" Pump Housing Clay/mudstone

100 Clay Grey N2 Dark gray N2 100

Cementing Mudstone Greenish Grey N2

150 Dep. 150m 152 150158

167 166

Fine Sand with silt Light gray

Mudstone Dark gray N2 N2

200 202 200203

Drill-cut fill

Clay/mudstone Gray/Light gra N2

250 Greenish 250Clay with Gravel Grey N2

267

(12-1/4") 280 Clay/mudstone with grav brown N2286 287 Mudstone brown

300 Mudstone with Gravel Dark gray N2 N2 300

6-5/8"

Mudstone with gravel

Dark gray

350 350

Clay seal Gravel with Cley Grey/Brown N1

388 395

400 400Gravel with mudstone N1

410

Clay with gravel and Brown N1 Brown N1

450 Gravel with clay, Alt. 450465

Ballasts fill

Gravel sand with mudstone N1

488 490 483

500 503 Gravel with Clay Gray N1 500 Neogene brown & gray

Aquifer

Gravel and sand.

partly hard clay Brown & N1 540 N1

550 (grey) Slate, Shale Black Paleo. Gravel with sand N1 550554

572.3 570 Gneiss, Amphibolite Light&dark gra Paleo. 570572.9 Bolder (Diorite) Dark green

Filter gravel

600 600 Gravel and sand. Brown &

partly hard clay (grey)

Ballasts fill

640m

650

700

TW-3

216 Brown

N2

GeologyGeology

Q

Mudston with Gravel Brown

TW-1 TW-2

Sand and silt

44

Gravel & Sand withCay

Gray to brown

554

444

Sand and Gravel, Coble Grey/Brawn

534

Gravel with sand partlymudstone. Gravel size;granul, peble, coble.Gravel mainly graniteand quartz

Gray N1

Mudstone Dark gray

Mudstone with gravel

N2

Sand Gravel with Clay N2

57

Clay with Sand

N2

Bolder with Clay

N1

303

N1

Depth Well

125

64

Structure

Grey N2

N2

Geology


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target of this Study.

Thickness of the Upper Neogene was from 259 to 356m, while that of the Lower Neogene were from more than 252m (at TW-1) to 159m (at TW-3). In the fourth Study year, the last and deepest test well of TW-4 was drilled to check the hydrogeologic condition of Neogene at its deepest point.

(3) The Middle Test Wells

In the third Study year, two middle depth test wells (MW-1 and 2) were drilled. MW-1 was drilled at the southeast corner of North Kabul sub-basin, where a large structural line passes through (refer to Figure 2.3.1). MW-2 was located at the west of Logar sub-basin where the bedrock surface sloped down toward the deepest point.

A major structural line was believed to pass through SW corner of the Kabul Basin and MW-1 was allocated along the supposed line, although the isobathic contour line based on the geophysical work indicated that the depth of bedrock in this point was a little deeper than 200m. As a result, MW-1 reached the bedrock at the depth of 208m, proving the accuracy of the analysis of geophysical work. Though MW-2 was targeted to reach its bedrock at 450m, the bedrock was hit at depth of 488m. Lithological logs of these middle depth test wells are shown in Figure 2.3.6.

The alluvial cover at the MW-1 site was more than 60m in thickness while that at MW-2 site was only 20m. Alluvium consisted of unconsolidated gravely layer including thin clayey zones on both sites.

Upper Neogene in MW-1 was quite massive and homogeneous mudstone with only 130m in thickness. Lower Neogene in this well was very thin, only less than 16m but consisted of pure sand-gravel and bolder layers. Complete leakage of mud-water occurred in this zone suggesting a negative piezometric head of the aquifer. In the MW-2, Upper Neogene was very thick, at 390m and was mainly composed of hard mudstones but includes partial gravels or thin sand layers. Lower Neogene was gravel and bolder with 73m thickness. Bedrock in MW-1 site was Diabase while MW-2 was Amphibolites.


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Source：Study Team

Figure 2.3.6. Geological Logs of Middle Test Well

(4) Shallow Test Wells

The shallow depth test wells, CW-1 and 2, were drilled by a local drilling company sub-contracted by the Study Team. CW-1 was located at the front of the northern mountain range, while CW-2 was at the south of the small outcrops of bedrock in Kat-e-Naw area, Logar sub-basin. The former was in the compound of a primarily school, while the latter was in a park. Alluvial cover was around 30m thick in both sites consisting of unconsolidated clayey layers but including gravels.

CW-1 was drilled through only Upper Neogene up to the depth of 152m and reached its bedrock without drilling Lower Neogene. It means that the aquifer in this well was not a Neogene aquifer but a weathered rock aquifer, a kind of shallow aquifer. CW-2, in contrast with CW-1, was drilled only through Neogene and did not reach its bedrock at the depth of 230m. Upper Neogene was consisted of unconsolidated clayey layer and consolidated clay (mudstone) sometimes including gravels. Geological logs of these shallow test wells are shown in Figure 2.3.7.

MW-1 MW-2Geological Depth Geological Depth

0 Color Age 0 0 m Color Age 0 φ24" 20" Surface casing φ24" 20" Surface casing S.W.L of shallow aquifer

11 is 1.0m from the ground14 surface.

Sand & Gravel Q 20 Sand & Gravel Brawn Q

27.5 Matrix is mudstone but

Grey N2 very hard.

Clay with Gravel Q

φ17-1/3" 13-3/8" φ17-1/3" 13-3/8"

50 48.5 50 50 50　　 Pump Housing 55 　　 Pump Housing

Cementing Cementing

Conglomerate Grey N2 Matrix is mudstone but70 very hard.

100 (100m) 100 100 (100m) 100

Drill-cut fill Drill-cut fill

Mudstone Grey N2 Hard mudstone.

Quite homogeneous rock

φ12-1/4" φ12-1/4" quality.

150 Clay seal 150 150 150

6-5/8"

Ballasts fill

Screen

185

Filter Davel

200 Sand & Gravel N1 200 200 200

207 8Mudstone with Gravel Grey N2

Bedrock Black - Paleo- Hard rock quality.

218.3 (Diabase-Geiss) Grey PC

245

250 250 250 250

Ballasts fill

6-5/8"

Mainly Mudstone,

Partially intercarates

300 300 gravel layer or 300Mudstone Grey N2 conglomerate.

(Partially Gravel)

φ12-1/4"

350 350

363

Clay seal

Mudstone with Gravel Grey N2 Hard rock quality.

400 400

413

Filter Davel

450 Grey & Gravels are sandstone, 450Brown quartzite, shist, gneiss.

Including very big boulder.

Screen

(φ6-5/8")

φ12-1/4"

488

Bedrock Black Amphiborite Bottom Plug498

Geology Structure Structure RemarksDepth Drilling Well

202.5Bolder

Q

Q

N1

Brawn

62

Sandy Clay

Gravel with Clay

192


47

Sand & Gravel Grey N2

Sandy Clay Brawn Q

Conglomerate

500 500

Mudstone Grey N2

Gravel and Boulder N1


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CW-1 CW-2Geological Depth Geological Depth

0 Color Age 0 0 Color Age 0 φ24" 20" Surface casing φ24" 20" Surface casing

12 Clay

Clay with Gravel Yellow Q2 1824 Gravel with Clay Dark Brown Q1

Cementing 28 Cementing

34

φ16" 10" 　　 Pump Housing Clay N2

50 48.5 N2 50 50 45 φ16" 10" 　　 Pump Housing．　。 50

Sand & Gravel N2

72 Clay with Sand Grey N2 70

(80m) (80m)

100 Mudstone Grey N2 100 100 Mudstone Grey N2 100

Drill-cut fill Drill-cut fill

φ12-1/4" 6-5/8" 120 φ12-1/4" 6-5/8"

126 Clay seal

Clay with Gravel Grey N2

Screen 138

Soft Clay

Filter Gravel

150 152 150 150 150

Bedrock (Diabase) Bottom Plug

176 Clay seal

Alternation of Screen

Sand-gravel & Clay Filter Gravel

200 200 200 200

Bottom Plug

250 250 250 250


62

Sandy Clay

Clay and Gravel

Clay

Clay

Weatherd rock

167

157

167

Q2Grey

Yellow Q1

N2

Grey

Grey

Grey


Clay Grey N2

Grey Q1

N2

232

Greay

Source：Study Team

Figure 2.3.7. Geological Logs of Shallow Test Well

(5) The Deepest Test Well (1,000m class Well)

As explained in the previous section, the deepest test well of 1,000m class (TW-4) was undertaken in the last Study year. This well was planed to be drilled at one of the deepest points of Neogene Deposits in Darlaman area. Actual drilling point was, however, inside of MAIL’s trial farm which was considered a bit far from the exact deepest point of Neogene. As a result, TW-4 was expected to reach bedrock at depths between 850m to 900m based on the isobathic contour map of Bedrock surface.

As encountered to very hard Conglomerates at the depth of 7.5m, the drilling was stopped and anφ20 conductor was installed and the borehole was cemented up to the depth of 7.5m. Drilling continued up to 154m with a 17-1/3” diameter by using a double drilling method due to presence of the hard formation. At first, drilling was done using φ12-1/4” bit, followed by φ17-1/3” bit and also with the use of a φ13-3/8” Pump Housing. The pump housing was completely fixed and sealed through a full-hole cementing. Using the pump housing, the well was drilled by φ12-1/4” bit up to the depth of 610m.

However, at this depth, the rig malfunctioned and drilling by φ12-1/4” bit was stopped at 610m. Well logging was done to 610m, the bit changed to a smaller bit of 5-5/8” bit, and the rig was drove slowly and carefully for checking and repair. However, when the drilling depth reached 677.7m, the Y-90 drill pipe (drilling rod) was cut at the depth of 455m (18th of July). The recovery work had been carried out to take out the remained rods lower than 455m. Although the work had


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continued till the end of July, it was not successful. As a result, the well was completed as normal test well (TW-4) with casing depth of 455m. It was expected that the well that was drilled by more than 677m will be clogged and seriously damaged if the recovery works are further continued. Thus, after several discussions between DGEH and the JICA Study Team, the well was completed as a normal test well with depth of 455m,, then, pumping test and water quality analysis were conducted.

Results of drilling were summarized in Lithological Log, attached in Appendix 2.3.1. The hard Conglomerate at shallow depth was distributed from GL-7.5m to around 80m. After the depth, clayey formations or mudstones sometimes including thin gravely layers, which were classified as Upper Neogene (N2) appeared continually at the depth of 360m. From that depth, Lowe Neogene consisting of gravel or sand continued to appear until it reaches the drilling bottom of 677.7m.

Geological Depth0 Color Age 0

7.5 Silty Clay Grey Q φ24" 20" Surface casing

Conglomerates Misc. N2

43 　　　　　　Clay with gravel

50 50Conglomerates Misc, N2

68

80 Clay with Gravel Misc. N2

N2 φ17-1/3" 13-3/8" 　　 Pump Housing

100 100 100

Cementing

Grey N2 (138.6m)

150 (154.4m) (154m) 150

167

200 Silty Clay Grey N2 200

228

250 250255

276 φ12-1/4"

Alt. Clay and Sand Yellow N2 φ6-5/8" Casing Pipe

300 300 300

6-5/8"

350 350360

Alt. of

400 Sillty Clay and Dark Grey N1 Clay seal 400 Silty Sand with gravel φ12-1/4"

φ6-5/8" Screen

437

450 Sand Redish N1 Filter Gravel 450454

500 500 Alt. Mudstone & Conglo. Redish N1 500

Sand and Gravel Dark Grey N1

550 550560

Mudstone with gravel Grey N1586

600 602 Clay with Gravel Grey N1 600

Sand and Gravel with clay Grey N1 φ5-5/8"

650 650

677.7

700 700

Remarks

N2

Structure StructureWellDepth Drilling

Clay with Gravel Brown

47

Clay

Silty Clay

Silty Clay with Gravel

Silty Sand with gravel

324

Mudstone N2

Grey

Dark Grey

154.5

Geology

N2

N2

Gray

Grey

Gravel fill

Sand and Gravel Redish

Drill cut fillN2

483

Silty Clay Redish

N1

Figure 2.3.8. Geological Log of TW-4

2.3.4. Pumping Tests

(1) Pumping test general

Pumping test was conducted in each well, which consisted of primary, step draw-down, constant discharge, and recovery tests. Because of their depth, an observation well was not provided except at TW-1. As a principle, primarily test and step drawdown test were done in a day, constant


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discharge test lasted for full three days, and recovery test for at least one day. Time intervals on dynamic water level measurement were as follows;

Time span Time Interval 0 min. to 15 min.; 1.0 min. after 15 to 40 min.; 2.0 min. after 40 to 100 min.; 5.0 min. after 100 to 360 min.; 10 min. after 360 to 720 min.; 20 min. after 720 to 1,140 min.; 30 min. after 1,140 to 2,880 min.; 60 min. after 2,880 to the end, 120 min.

During the constant discharge test, in-situ water quality tests such as water temperature, pH and EC were measured by a portable water quality meter, and two set of water samples were taken for laboratory analysis at the end of test. One set of the sample was sent to the laboratory of DGEH and the other was sent to Japan for chemical and isotopic water quality analyses.

Pumping test results on step drawdown, constant discharges, and recovery tests, were analyzed through “GWW,” which is comprehensive application software for analyzing hydro geological investigation, provided by the UNDP. However, a “Storage Coefficient” (Storability), one of the basic and important aquifer constants, was not obtained because there was no proper observation well.

Later, a new observation well with the depth of 450m which reached to the Neogene aquifer was drilled to conduct an additional pumping test with an observation well. In this pumping test, groundwater table measurement in the existing shallow well near TW-1 was also measured to clarify the relation between the shallow and deep aquifers.

(2) Sole Well Pumping Test

Results of the test are shown in Appendix 2.3.3 and summarized in Table 2.3.4. As shown in the Table, static water tables were rather shallow as less than 8m from the ground surface on average. Nevertheless, the depths of the aquifers were very deep. It indicates that the confined pressures of these deep aquifers are very high. Specific yields were moderate ranging from 7.2 to 27.3m3/day/m, 12.4m3/day/m on average. The value is converted to around 620m3 when the water level in the well was drawn 50m (12.4 x 50 = 620). It can deliver domestic water to more than 10,000 people when unit water demand was estimated at 60 lcd. However, Transmissivity were very low, around 8m2/day on the average except TW-4 (10.44 m2/day in average with TW-4).


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Table 2.3.4. Summary of Pumping Test Depth S.W.L. Sp. Yield D.W.L. T. W.E（ｍ）（GL -m) （ｍ3/d/m) （GL -m) （m2/d) (%)

TW-1 640 10.35 7.90 41.85 7.89 96.74TW-2 554 3.21 16.80 32.59 8.98 84.96TW-3 570 5.73 9.00 38.80 11.50 86.67TW-4 678 4.65 27.32 44.20 27.00 36.40MW-1 218 12.72 7.53 40.14 2.16 96.30MW-2 498 6.95 6.47 35.10 5.91 10.44CW-1 167 7.35 16.85 21.60 14.80 89.30CW-2 232 7.65 7.19 25.80 5.24 82.50Ave. 444.6 7.33 12.38 35.01 10.44 72.91

Well

(3) Additional Pumping Test

In the course of the deep aquifer investigation, it became clear that the aquifer must be “fossil Water”, without connecting to a natural water circle. In this case, it is important to determine Storability to estimate the existing groundwater volume and development potential. Thus, additional pumping test with an observation well was conducted. The observation well was drilled beside TW-1, about 20m far with the depth of 450m by which Neogene aquifer was to be penetrated for more than 50m.

Procedures of the test were the same with the normal pumping test but dynamic water level was measured both in pumping well (TW-1) and the observation well. Results of the additional pumping test are attached in Appendix 2.3.4 and summarized as Table 2.3.5. As shown in the table, Transmissivity calculated from the data on observation well are much higher than the ones from sole pumping well (refer to Table 2.3.4). Storability was then calculated as 1.32 x 10-3 (by Theis method) to 3.49 x 10-3 (by Hantush method).

At the same time, water level of existing shallow well (WS-1) near the TW-1 was also measured to check the water level in shallow aquifer during pumping of the deep aquifer. If there was any connection between the deep and shallow aquifers there must be some influence in the water level of shallow aquifer. The test situation is summarized as the Figure 2.3.9.


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TW-1 WS-1 (Existing)25m　（ｒ） 20m

0m

S.W.LAlluvial Aquifer

-100m

-200m

Upper Neogene(N2)

-300m

-400m

450m

-500m Upper Neogene(N1)

-600m

640m

-700m

OW-1

Deep Aqu.

Shallow Aqu.

Aquitard

Screen

Figure 2.3.9. Concept of New Pumping Test

Table 2.3.5. Summary of Additional Pumping Test

Well Depth S.W,L Sp. Yield D.W.L T S Note(m) (GL -m) (m3/d/m) GL -m) (m2/d) (-)

TW-1 640 10.35 7.59 33.96 (7.89) -OW-1 450 10.13 - 1.33 132.0 0.00196 Theis

99.4 0.00349 Hantush136 Recovery

WS-1 60 11.91 - - - - ShallowT: Transmissibity S: Storativity

As shown in the table, the Storability values obtained from Theis and Hantush methods are far different from each other. The analysis error of Hantush method (0.02) is usually far less than that of Theis (0.05). Therefore, in this case, value of Hantush method (0.00349) was taken as the S value of this site. However, pumping test with observation well was carried out only at TW-1 and thus the data depend only on this test. Therefore, some safety ratio was applied when these T and S values are applied for actual estimation of development potential.


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Source：Study Team

Figure 2.3.10. Pumping Test Analysis by Theis

Source：Study Team

Figure 2.3.11. Pumping Test Analysis by Hantush


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2.3.5. Water Quality on Deep Aquifer

(1) Water quality analysis general

At the end of constant discharge test, in all test wells, two sets of water sample were taken for Laboratory test in Kabul (DGEH) and Japan. A set of sample was sent to a series of chemical/physical and microbiological analyses by DGEH, while, in Japan, a series of ionic analysis and isotopic analyses were conducted.

On isotopic analysis, a Tritium analysis was conducted in the early period of deep aquifer investigation but it was cancelled later because it became clear that the age of water in deep aquifer was too old to be analyzed by Tritium.

In most of deep test wells, gas bubbles were observed in pumped water throughout the pumping test. Therefore, for the first two test wells, gas analyses were carried out in Japan besides the isotopic analysis . However, the gas analysis was stopped because it was revealed that the gas was an air. Items on chemical/physical and microbiological analyses in DGEH Laboratory were:

Temperature, pH, EC, Na+, K+, Hardness, Mg2+, Ca2+, T-Fe, Mn2+, CO2, Alkalinity, HCO3-, NH3-N, NO2-N, NO3-N, Cl-, SO-, F-, As, Coliforms, Fecal Coliforms, General Bacteria.

Items on ionic analysis and isotopic analysis in Japan were:

pH, EC, Na+, K+, Ca+, Mg2+, F-, Cl-, NO3-, SO42-, HCO3-. SiO2, δ18O, δD.

(2) Results of water quality test

Results of the water quality test are shown in Sector Report 3 (Chapter 6), and summarized as Table 2.3.6. The figure contained also results of water quality analyses reported by PASSPORT. In the table, the WHO Guideline was marked together, and the values beyond the guideline were indicated by mesh. As shown in the table, some of test wells show rather high EC value and Manganese contents beyond the WHO guideline. Also, chemical components were generally.

Results of ionic analysis were rearranged as “Tri-linear Diagram” (or “Piper Diagram”) as shown in Figure 2.3.12. As shown in the figure, groundwater in TW-1, CW-1, and most of investigation boring in PASSPORT were classified as type-I, “Calcium Non-Bicarbonate Type,” characterized by rich Calcium and less Bicarbonate. TW-2, TW-3, MW-1, MW-2, and CW-2 were classified as Type-IV, “Sodium Non-Bicarbonate Type,” with rich Sodium and less Bicarbonate. Type-I is a typical water quality of a hydro-thermal water or fossil water, out of a natural hydraulic circle. While, Type-IV is a typical water quality of groundwater originated from sea water.


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Table 2.3.6. Water Quality of Test Wells with WHO Guidelines

Source：Study Team

Figure 2.3.12. Water Quality of Deep Aquifer

Item Unit TW-1 TW-2 TW-3 TW-4 MW-1 MW-2 CW-1 CW-2 WHO*

Temperature ℃ 26.7 26.9 25.4 24.5 20.8pH - 8.0 7.6 8.7 8.2 8.8 9.0 7.7 8.1

ElectricalConductivity

(EC)

μS/cmat 25℃

2,410 700 1,345 946 553 900 4,500 1,000(1,900 μS/cm ≒TDS1,200mg/l)

Turbidity NTU 0.7 0 0 0.5 0 15 0 0 (5)Sodium

(Na+)mg/l 186 106 171 180 79 116 336 105 (200)

Potassium

(K+)mg/l 5.3 3.9 2.2 1.2 3.4 4.2 16.3 3.0

Hardnessmg/l

as CaCO3785 87.8 206 18 102 187 1881 300

Magnecium(Mg2+)

mg/l 90 3.7 8.3 1.6 10.0 9.6 216 25.2

Calcium(Ca2+)

mg/l 167 29.0 68.9 4.7 24.4 59.0 397 78.5

Total iron(T-Fe)

mg/l 0.25 0.08 0.07 0.06 0.23 0.92 0.08 0.08 (0.3)

Manganese

(Mn2+)mg/l 0.4 0.3 0.1 0.5 0.4 1.3 0.2 0.6 0.4

Carbondioxide(CO2)

mg/l 22 44 10 60 17 48 14 32

Alkalinitymg/l

as CaCO352 62 26 113 102 51 65 51

Bicarbonate

(HCO3-)

mg/l 63 76 32 138 124 62 62 62

Anmonia(NH3-N)

mg/l asNH3-N

0.04 0.01 0.07 0.1 0.05 0.09 0.02 0.07

Nitrite

(NO2--N)

mg/l asNO2-N

0.003 0.008 0.002 0.018 0.001 0.01 0.003 0.002

0.91 (short term;3 as NO2

-)

0.06 (long term;

0.2 as NO2-)

Nitrate

(NO3--N)

mg/l asNO3-N

0.0 0.2 0.1 0.6 0.0 0.6 0.1 0.711.3

(50 as

NO3-)

Chloride

(Cl-)mg/l 537 144 262 181 93.9 123 888 38.8 (250)

Sulfate

(SO42-)

mg/l 350 51.5 190 57.2 31.9 191 1240 399 (500)

Fluoride

(F-)mg/l 0.70 0.83 0.31 1.50 0.28 0.25 0.36 0.66 1.5

Arsenic(As)

mg/l 0.0 0.0 0.0 0.005 0.0 0.0 0.0 0.0 0.01

Coliforms CFU/ml 0 3 0 0 0 0 0 0Fecal

coliforms (E. Coli)

CFU/ml 0 3 0 0 0 0 0 0 0

Generalbacteria

CFU/ml 3 63 3 0 0 0 0 0

Note:

Bold normal letters - Guideline Value* WHO, Guidelines for Drinking-water Quality FIRST ADDENDUM

Italic letters in brackets- No guideline value but noticiable


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(3) Results of isotopic analysis

All the samples were sent to stable isotopic analysis And several water samples taken from the shallow wells (groundwater in alluvial aquifer) were also sent together as references. Results of the stable isotopic analysis are shown in Table 2.3.7 and arranged as Figure 2.3.13.

As shown in the table and figure, water quality of deep test wells (TW-1 to TW-4) were quite similar strongly suggesting they came from the same aquifer. The isotopic ratios of both deuterium and oxygen in these four wells were much lower than the ones used as reference data (shallow wells) and other test wells (MW and CW). This indicates that the groundwater in these wells was recharged in very high-land or under very cold climates such as the last glacial age.

Table 2.3.7. Results of Stable Isotopic Analysis

Source：Study Team

Source：Study Team

Figure 2.3.13. Stable Isotopic Analysis

Item Well δD δ18OTW-1 -69.3 -9.94TW-2 -69.1 -9.95

Test TW-3 -68.9 -9.95Wells TW-4 -65.8 -10.5

MW-1 -66.6 -10.27MW-2 -65.4 -10.02CW-1 -67.2 -9.9CW-2 -64.9 -10.0MK6 -62.9 -9.59

Reference NK10 -62.3 -9.59Data W84 -66.4 -9.06

W73 -61.6 -9.59

‐75

‐70

‐65

‐60

‐55

‐50

‐45

‐11 ‐10 ‐9 ‐8 ‐7

δD‰

SMOW

δ18O‰ SMOW

Shallow Aquifer

Deep Aquifer (TW)

Deep Aquifer (MW)

Shallow Aquifer (USGS, 2009)

Global Meteoric Line (Craig,1961)


2-27

2.3.6. Summary of Test Well Drilling

- The maximum test well drilling depth was modified from 600m to 1,000m, as it was estimated by the geological prospecting work that the deepest point of deep aquifer may be approximately 1,000m as compared to 600m that was initially expected.

- Except TW-1, 4 and CW-2, all the test wells reached the bedrock and the results were in consistent with the results of geophysical work

- Test well drilling revealed that the aquifer structure of the Kabul Basin consists of three layers: shallow aquifer (Alluvial aquifer), deep aquicludes (Upper Neogene), and deep aquifer (Lower Neogene Aquifer).

- TW-1 did not reached the basement at the depth of 640m, where the depth of the bedrock was estimated to be at 700m by TDEM.

- CW-1 reached the bedrock at 152m without the Neogene aquifer, while CW-2 drilled till the depth of more than 230m did not reach the bedrock.

- MW-1 drilled through thin Neogene aquifer and experienced full mud-water leakage, suggesting that the aquifer is a negatively confined aquifer.

- The deepest test well (TW-4), drilled till the depth of 677.7m, did not reach the bedrock. However, it revealed aquifer condition lower than 600m. It was completed, as a test well, at 455m well with 30m screen.

- Results of water quality analyses on the water samples taken from all test wells indicated that water in the deep aquifer should be considered as “Fossil Water” separated from the natural water circulation.

- Isotopic analysis on the deep and super deep test wells indicates that the age of groundwater must be glacial epoch.


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2.4. Water Measurement

2.4.1. Outline

As one of the major parts of hydrogeological study on the Kabul Basin, “Water Measurements” have been carried out from the early stage of the Study. Targets of the measurement were both ground and surface water. The data collected are important hydrogeological information of the Kabul Basin themselves, and applied as verification data for groundwater analysis with Synthetic Storage Model Analysis (refer to Chapter 3). Groundwater measurement includes water resources inventory survey, simultaneous groundwater level measurement, continuous groundwater level measurement, and water quality analysis. Surface water measurement means river or canal runoff measurement.

Initially, an inventory survey on existing water resources and water supply facilities were conducted to grasp the current status on water supply and groundwater use. Later, from the results of the well inventory survey, observation wells were selected to establish their well-mouth elevations to be able to exactly determine the altitude of groundwater table. Of the 187 wells inventoried by the Study Team, 110 wells were selected as the observation wells for simultaneous groundwater level measurement. 50 wells of the 110 wells were selected as the sampling wells for water quality analysis, and finally 10 wells (+ 2 wells as a standby wells) were selected as the targets for continuous groundwater level measurement. The simultaneous groundwater measurement was conducted on a monthly basis, while the continuous measurement was done at one hour interval. Water quality analysis was carried out to a total of five times in different seasons.

In the second Study year, the rivers flowing in and out the Kabul Basin were re-surveyed and it was suggested that total 12 points gauging stations were necessary to measure the runoff as follows; nine points in three rivers for flow-in and three points of flow-out in one river/two canals. Among them, two of these stations (Tangi Gharu in the lower Kabul and Sangi Naweshita in the upper Logar River) were the same with the gauging stations of MEW so the Study Team did not install the gage. As a result, runoff measurement was performed by the Team at a total of 10 stations on a monthly basis but the measurement by MEW was done on a daily basis.

2.4.2. Water Resources Inventory Survey

(1) Well inventory survey

In the beginning of the Study, the Study team conducted a survey on the state of water sources including existing wells, springs and Karez in Kabul Basin and compiled a well inventory and a traditional water source inventory as basic data for the Study. Results are described in Sector Report 2 (Chapter 2.3) in detail, and summarized as Table 2.4.1 and 2.4.2. As shown in Table 2.4.1, a total of 187 wells identified and 110 of these wells were surveyed for their well-mouth elevation. As traditional water sources, two springs and a Karez were surveyed.

In parallel with the survey mentioned above, an inventory survey on the existing water supply


2-29

facilities was also conducted. As shown in Table 1.3.1 (in the previous section), there were eleven (11) water supply systems with 1 to 11 production wells in Kabul City. Each system has a reservoir with only 180 to more than 10,000 m3 of capacity Also identified were three (3) pump stations and a booster pump station. Estimated groundwater discharge in the area ranged from 1,300 to 13,500 m3/day with 300 to 13,500 house connections.

Table 2.4.1. Summary on the Condition of Water Use

Owner of well Private / School / Mosque / Hospital / Public office CAWSS/MoUD Total

Type of well and Pumping device

Dug well with Pulley & Bucket

Dug well with Hand pump

Tube well with Hand

pump

Tube well with Submersible pump

All wells

Number of surveyed wells 12 13 39 69 54 187

Average rate of discharge (m3/day)

0.5 - 2 2 – 6 0.6 – 6.5 5 - 100 1,100 -

Table 2.4.2. Summary on the Traditional Water Sources Name of water source Hazari Bagal Shohadi Salehen Kargha Karez

Structure Mother well + Karez 200m Spring in rocky hill slope Infiltration catchment chamber

Utilization Communal water supply Ablution in mosque Water source of city water

Amount of water use (m3/day)

10 – 100 0.1 – 1.0 5,000 – 15,000

(2) Selection of the observation wells

Of the total of 187 existing wells checked out, some 110 wells were selected as observation wells under the Study, including a few spare wells. All the wells were the target of level survey work. Criteria in the selection of observation wells were as follows:

1. Tube wells which were previously used but not in used at present. 2. Tube wells not equipped with any kind of pump. 3. Tube wells equipped by any pump but daily operation time are limited. 4. Dud wells without handpump but full appropriately covered. 5. Dug wells with handpump but there is a space to measure water level. 6. Wells owned by government agencies (CAWSS, MoUD, DGEH, AGS, MEW, etc.). 7. Wells owned by public organizations (mosque, school, park, market, town/village, etc.) 8. Private wells which are easy to measure water level, and the owner readily allow to

measure.

(3) Level survey

Mouth elevations of all the observation wells mentioned above, including the spare wells, were measured. For the leveling survey, a total 4 official bench marks were used in northwest (Khai-Khana), east (Pol-e-Charkhy), southwest (Darlaman), and central Kabul (Centre), as follows:


2-30

- City Center; at AGCHO Headquarter El. 1,796.02372 m - Darlaman; at National Museum El. 1,820.3035 m - Khai Khana at Quveiti Mosque El. 1,809.6536 m - Pol-e-Charkhy at Hawa Shenacy Construction El. 1,781.5991 m

2.4.3. Simultaneous Groundwater Measurement

(1) Simultaneous measurement general

Since November, 2006, the simultaneous groundwater level measurements had been carried out on a monthly basis, usually in the beginning of every month. For all the observation wells, the depth of groundwater table, temperature, pH and EC of the groundwater were measured. Observations of all wells were conducted within three days. Location Map of the observation wells is shown as Figure 2.4.1. Results of the measurements are shown as Appendix 2.4.1.


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Sour

ce：

Stud

y Te

am

Figu

re 2

.4.1

. L

ocat

ion

Map

of O

bser

vatio

n W

ells


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(2) Groundwater table depth

Depths of the groundwater table in all observation wells were converted to elevations. Based on the groundwater level contour map of groundwater table, on monthly basis, was figured out. Groundwater hydrograph was also prepared. A sample of groundwater table contour map and groundwater hydrograph are shown as Figures 2.4.2 and 2.4.3, respectively.

Source：Study Team

Figure 2.4.2. Contour Map of Groundwater Table

Source：Study Team

Figure 2.4.3. Groundwater Hydrograph

1,760

1,770

1,780

1,790

1,800

1,810

1,820

1,830

1,840

1,850

1,860

1,870

1,880

1,890

1,900

1,910

1,920

Nov.

06

Dec.

06

Jan.

07

Feb.

07

Mar.07

Apr.07

May.

07

Jun.

07

Jul.0

7

Aug.

07

Sep.

07

Oct.07

Nov.

07

Dec.

07

Jan.

08

Feb.

08

Mar.08

Apr.08

May.

08

Jun.

08

Jul.0

8

Aug.

08

Sep.

08

Oct.08

Nov.

08

Dec.

08

Jan.

09

Feb.

09

Mar.09

Apr.09

May.

09

1 2 3 4 5 6 7 8 10 11 12 14 15 17

18 19 20 23 24 25 26 27 28 29 30 31 33 34

37 38 39 40 41 43 44 46 47 50 51 52 53 54

56 57 59 60 61 63 64 67 68 69 70 71 72 73

74 75 77 78 79 80 81 82 83 84 85 86 87 88

89 91 93 94 95 CR4 AF7 UY2 LG1 LG6 LG10 NP2 NP3 AL3

AL4 OY2 OY3 OY4 KN5' KN6 KN7 KN9 KN10 KM01 MR2A MR6 MR9 WA1

WA2 WA4 WA3 B21 B23 B28 B54 B61 B81 B109 B112 B113 B114 B124

B125 B126 B137 B213 B231 B123 TW1 TW3 TW2 MW1


2-33

As shown in the groundwater contour map, groundwater flows down from the west to east almost along with the inclination of ground surface. However, there is a groundwater valley passing through slightly in the northern part of North Kabul sub-basin.

Groundwater hydrographs indicate smooth seasonal fluctuations and the difference of the groundwater depths during the rainy and dry seasons were from less than 1m to more than 6m. Seasonal fluctuation is larger in the Logar sub-basin as compared to the other sub-basins. Groundwater table is at the highest level in May. Depths of the groundwater table ranged from less than 1.0m to around 46m from the ground surface, deeper in the west (Paghman river basin) and northwest (Khai Khana area) Kabul. As mentioned above, a groundwater valley was identified at the north to center of the North Kabul sub-basin in E-W direction, supposedly along with the old Kabul river route. Abrupt changes in the hydrograph shown in Figure 2.4.3 were mainly due to pumping in the observed well.

(3) The other measured themes

The other observation themes were arranged into isohyets maps for each item on every season, and rearranged into changes in time series. They are shown in Appendix 2.4.2. Figure 2.4.4 shows samples of isohyets maps of every item measured.

Groundwater temperature changes smoothly along with the air temperature; high in summer and low in winter, but the fluctuation range is small at about 15 degree C ±2.0 degree C. On the groundwater temperature, there is no obvious spatial tendency but it is slightly higher in the upstream of the Paghman. On pH and EC of the groundwater there is no clear fluctuation in time series.

The pH value of water has no clear spatial tendency some wells shows extreme value controls as shown in the isohyets map. EC value also indicates no clear spatial tendency but the upstream (western side of the Basin) shows slightly low value as compared to what are located in the lower stream. The EC also shows few wells with extremely high EC value that controls the isohyets contours.

Source：Study TeamFigure 2.4.4. Samples of Isohyets Maps

(Temp, pH, EC)


2-34

2.4.4. Continuous Groundwater Measurement

(1) Continuous measurement general

As described in 2.4.1, Automatic Water Level Recorders (AWLR) for continuous observation of groundwater level was installed in the selected 10 observation wells in Kabul Basin in October, 2006. Then, all test wells drilled under the Study were also installed by the AWLR immediately after they had completed. The data measured by AWLR were modified based on air pressure measured throughout the observation period by anther AWLR set in the office. The locations are shown in Figure 2.4.5. Also, results from the records of groundwater level in the existing wells and Piezometric head of test wells are described in the following.

Source：Study Team Figure 2.4.5. Location Map of AWLR Wells

(2) Groundwater level in the existing wells

Samples of groundwater hydrograph obtained from continuous groundwater measurement are shown in Figure 2.4.6. As shown in the hydrograph, the yearly fluctuation of groundwater level ranged from 1.6m to7.5m, with average of 2.67m. These data were applied as verification data in the groundwater analysis using SSM. Some of measured wells belong to city water supply by CAWSS were operated even during the night and thus the pumping effect of those wells was not completely eliminated.


2-35

Source：Study Team

Figure 2.4.6. Samples of Groundwater Hydrograph by AWLR

W-57

-7.5

-7

-6.5

-6

-5.5

-5

-4.5

-4

23.1

0.2

006

22.1

2.2

006

20.0

2.2

007

21.0

4.2

007

20.0

6.2

007

19.0

8.2

007

18.1

0.2

007

17.1

2.2

007

15.0

2.2

008

15.0

4.2

008

14.0

6.2

008

13.0

8.2

008

12.1

0.2

008

11.1

2.2

008

09.0

2.2

009

10.0

4.2

009

09.0

6.2

009

08.0

8.2

009

07.1

0.2

009

06.1

2.2

009

Date

G.W

. D

ept

h (

m)

W-78

-14-13-12-11-10-9-8-7-6-5-4

22.1

0.2

006

21.1

2.2

006

19.0

2.2

007

20.0

4.2

007

19.0

6.2

007

18.0

8.2

007

17.1

0.2

007

16.1

2.2

007

14.0

2.2

008

14.0

4.2

008

13.0

6.2

008

12.0

8.2

008

11.1

0.2

008

10.1

2.2

008

08.0

2.2

009

09.0

4.2

009

08.0

6.2

009

07.0

8.2

009

06.1

0.2

009

05.1

2.2

009

Date

GW

Dept

h (

m)

MR-6

-11

-10.5

-10

-9.5

-9

-8.5

-8

-7.5

-7

-6.5

-6

10.0

5.2

007

10.0

7.2

007

09.0

9.2

007

09.1

1.2

007

09.0

1.2

008

10.0

3.2

008

10.0

5.2

008

10.0

7.2

008

09.0

9.2

008

09.1

1.2

008

09.0

1.2

009

11.0

3.2

009

11.0

5.2

009

11.0

7.2

009

10.0

9.2

009

10.1

1.2

009

Date

GW

Dept

h (m

)


2-36

(3) Piezometric head of test wells

AWLR was installed in all test wells drilled under the Study after their completion. Most of them were tapping confined groundwater in deep (Neogene) aquifer, so the measured groundwater depth was a piezometric head, except for CW-1.

Figure 2.4.7 shows Piezometric Water Head of Test Wells. As shown in the hydrographs of test wells, the piezometric heads fluctuates regularly in three different cycles of daily, monthly and yearly ranges (daily fluctuation is hard to identify in the figures because of the time scale of the graphs). These fluctuations are synchronized in all test wells and not same with the yearly fluctuation of existing wells. This fluctuation indicates a tidal effect; showing a spray and neap tide. The situation suggests that these deep aquifers have no relation with shallow (Alluvial) aquifer in other words, it is fossil water.

Source：Study Team

Figure 2.4.7. Piezometric Water Head by AWLR

T W - 1

- 1 1

- 1 0 .8

- 1 0 .6

- 1 0 .4

- 1 0 .2

- 1 0

- 9 .8

03

.12

.20

07

02

.02

.20

08

03

.04

.20

08

03

.06

.20

08

03

.08

.20

08

03

.10

.20

08

03

.12

.20

08

02

.02

.20

09

04

.04

.20

09

04

.06

.20

09

04

.08

.20

09

04

.10

.20

09

04

.12

.20

09

D a te

He

ad (

m

TW-2

-13

-12

-11

-10

21.0

5.2

008

21.0

7.2

008

20.0

9.2

008

20.1

1.2

008

20.0

1.2

009

22.0

3.2

009

22.0

5.2

009

22.0

7.2

009

21.0

9.2

009

21.1

1.2

009

Date

Head

(m

)

TW-3

-4.5

-4

-3.5

-3

-2.5

23.1

2.2

007

22.0

2.2

008

23.0

4.2

008

23.0

6.2

008

23.0

8.2

008

23.1

0.2

008

23.1

2.2

008

22.0

2.2

009

24.0

4.2

009

24.0

6.2

009

24.0

8.2

009

24.1

0.2

009

24.1

2.2

009

Date

Head

(m

)


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2.4.5. Water Quality on Shallow Aquifer

(1) Water quality analysis general

A total of 50 wells of the 110 observation wells were selected as the targets for the water quality analysis for shallow aquifer. Location Map of these identified wells is shown as Figure 2.4.8. The analysis was planned to be conducted five (5) times; two each in dry and rainy seasons and one in May when the water table is highest in a year. Analysis on shallow groundwater was conducted in the laboratory in DGEH using portable water quality analysis kid, so called SR 2300.

Source：Study Team

Figure 2.4.8. Location Map of Water Quality Anarlyzed Wells

(2) Results of water quality analysis

Results of the analysis are shown in Appendix 2.4.3. The said data were rearranged as “Piper Diagram” attached also as Figure 2.4.9. As shown in the Piper Diagram, water qualities of the most of wells were located in the zone of Type-II: “Bicarbonate Calcium Type, but roughly 30% were allocated in Type-I: “Non Bicarbonate Calcium Type” or in between the Type II and I. The former is a typical water quality of common shallow aquifer fed by rain-water; however, the latter is a rather special water quality of so-called “Fossil Water”, which is outside of the natural hydraulic cycle. It means that some of the observation wells have reached deep aquifer, or have some mixture of groundwater of shallow and deep aquifers.


2-38

Water quality of the wells classified into Type II are mostly fresh water but the wells classified as Type I or intermediate between II and I are rather saline water with more than 1,500 μS/cm, or more than 3,000μS/cm of EC value at times.

Source：Study Team

Figure 2.4.9. Piper Diagram (The 5th Shallow Aquifer Analysis)

2.4.6. Surface Water Measurement

(1) Surface water measurement general

Gauging stations for surface water measurement were selected by the Team through a hydraulic reconnaissance survey on the Kabul Basin. As a result of the reconnaissance, a total eight (8) of inflow points into Kabul Basin were selected: 3 inflow points from the Pagman River, 2 points from the Kabul River, and 3 points from the Logar River. Also, a total three (3) of outflow points from the Basin were selected: 1 through the lower Kabul River and 2 through small canals, were selected as measuring points (gauging stations) to cover all inflows and outflows in/out the Kabul Basin. In addition, one gauging station in Pagman basin was established to build up a surface runoff model (refer to Table 2.4.4).

Thus, a total of 12 stations were selected for installation of gauge stations. However, gauging stations were not installed in two stations at inflow from the Logar (Sangi Naweshta) and outflow through the Kabul River (Tangi Gharu) because of the presence of gauge stations established by MEW. Observation data gathered by them were provided to the Study Team. Location map of Gauging Stations is shown in Figure 2.4.10 and results of the observation are shown as Figure 2.4.11.


2-39

Sour

ce：

AIM

S/M

EW

/Stu

dy T

eam

Figu

re 2

.4.1

0.

Loca

tion

Map

of G

augi

ng S

tatio

ns


2-40

Table 2.4.3. River Discharge Gauging Stations

Source：Study Team

(2) Results of surface water measurement

As shown in the hydrographs, the maximum inflow to the Kabul Basin through the Paghman River (P-1, P-2 and P-3) was around 4.0 m3/sec. The result at the upper Kabul River was 2.7 m3/sec, and at the Logar River was around 48 m3/sec. The maximum outflow from the Kabul Basin to the lower Kabul River was around 150 m3/sec.

In/Out Code River Location Altitude Flow Structure Station Gauge

Mountain Qmodel Paghman Paghman Bazar 2370 River Step - study team

Inflow QinP1 Qargha Below Qargha reservoir 1973 Canal Flume - MPW

Inflow QinP2 Paghman Shemerzai 2015 River Bridge - study team

Inflow QinP3 Cham cha mast Pala chen 1963 River Bridge - study team

Inflow QinK1 Kabul Tangi Saidan 1865 River River - MPW

Inflow QinK2 (Kabul) West canal 1870 Canal Earth - -

Inflow QinL1 (Logar) East 1 canal 1822 Canal Flume not used -

Inflow QinL2 (Logar) East 2 canal 1818 Canal Flume not used -

Inflow QinL3 Logar Sangi Naweshta 1815 River River MPW MPW

Outflow QoutK1 Kabul Tangi Gharu 1781 River River MPW MPW

Outflow QoutC1 canal Tara Kheil Mohamad Ghar 1801 Canal Box - -

Outflow QoutC2 canal Tara Kheil Agha Mohamad 1785 Canal Diversion - -

MPW: Ministry of Power & Water


2-41

(1) Pagman sub-basin

(2) Logar River Up-stream

(3) Kabul River Downstream

Source：Study Team/MEW

Runoff　（Pmodel)

0

0.5

1

1.5

2

2.5

3

200

7/9

/1

2007

/10

/1

2007

/11

/1

2007

/12

/1

200

8/1

/1

200

8/2

/1

200

8/3

/1

200

8/4

/1

200

8/5

/1

200

8/6

/1

200

8/7

/1

200

8/8

/1

200

8/9

/1

2008

/10

/1

2008

/11

/1

2008

/12

/1

200

9/1

/1

Date

Runoff　（Qin P-1)

00.20.40.60.8

11.21.4

2007/9/1

2007/10/1

2007/11/1

2007/12/1

2008/1/1

2008/2/1

2008/3/1

2008/4/1

2008/5/1

2008/6/1

2008/7/1

2008/8/1

2008/9/1

2008/10/1

2008/11/1

2008/12/1

2009/1/1

Date

Runoff

(m

3/se

c)

Runoff Qin P-2

00.5

11.5

22.5

3

2007/9/1

2007/10/1

2007/11/1

2007/12/1

2008/1/1

2008/2/1

2008/3/1

2008/4/1

2008/5/1

2008/6/1

2008/7/1

2008/8/1

2008/9/1

2008/10/1

2008/11/1

2008/12/1

2009/1/1

Date

Runoff

(m

3/se

c)

Runoff Qin P-3

00.0050.01

0.0150.02

0.0250.03

2007/9/1

2007/10/1

2007/11/1

2007/12/1

2008/1/1

2008/2/1

2008/3/1

2008/4/1

2008/5/1

2008/6/1

2008/7/1

2008/8/1

2008/9/1

2008/10/1

2008/11/1

2008/12/1

2009/1/1

Date

Runoff

(m

3/ec)

Runoff Logar, Sangi Nawashta

0

10

20

30

40

50

2006/11/1

2007/1/1

2007/3/1

2007/5/1

2007/7/1

2007/9/1

2007/11/1

2008/1/1

2008/3/1

2008/5/1

2008/7/1

2008/9/1

2008/11/1

2009/1/1

Date

Runoff

(m

3/se

c)

Runoff Lower Kabul, Tangi Gharu

020406080

100120140160

2006/11/1

2007/1/1

2007/3/1

2007/5/1

2007/7/1

2007/9/1

2007/11/1

2008/1/1

2008/3/1

2008/5/1

2008/7/1

2008/9/1

2008/11/1

2009/1/1

Date

Runoff

(m

3/se

c)

Figure 2.4.11. Results of Surface Water Measurement


2-42

2.4.7. Summary of Water Measurement

In the beginning of the Study, eleven (11) water supply systems with more than 50 production wells and more than 180 of point water sources (mainly shallow wells) were checked, and a water resources inventory was provided. Among the checked all wells, 110 wells were selected as an observation wells for the following groundwater measurement, and surveyed their mouth elevation.

Groundwater measurement includes a simultaneous groundwater level measurement, continuous groundwater level measurement, and groundwater quality analysis. A half of the observation wells (50 wells) were selected for the targets of water quality analysis. 10 wells were selected as the target of continuous water level measurement wells installed an Automatic Water Level Recorder (AWLR).

Simultaneous groundwater level measurement was conducted monthly basis, usually at the beginning of the month. Water quality was analyzed seasonally, each two times at dry season and wet season, and once in the highest water seasons. Through simultaneous groundwater measurement, depth of groundwater table, groundwater temperature, pH and EC Values were measured. Depth to the groundwater table at each well was converted to the elevation based on the well mouth elevation.

- The depth of groundwater tables vary from less than 1.0m below ground surface to more than 45m, deeper in the west (Paghman basin) and northwest (Khai Khana zone).

- Contour lines of groundwater table are almost along with the relief of ground surface, flowing from west to east of Kabul Basin.

- Shallow groundwater temperature was around 15°±2.0℃, averagely low in winter and high in summer.

- For pH and EC values, there is no clear tendency in seasonal variation.

- Water qualities of the shallow aquifer were mostly classified in Type I, Type IV, and in between these two. Type I is a typical water quality of common shallow aquifer recharged by rain or surface water but Type IV is a typical water quality of fossil water, outside of the natural water circulation. It means most of the well pumping common shallow aquifer but some are mixing groundwater of deep aquifer.

- In the Study area, major three rivers; the Paghman, the Kabul and the Logar rivers are flowing in and only the Kabul River flows out.

- Beside these rivers, two small canals are taking water from the Logal and the Kabul rivers and flow out to the Deh Sabz Basin.

- Under the Study, 4 stations in upper Paghman, 3 stations at the upper Kabul, 3 stations at upper Logar, and 2 stations in the small canals were set by the Team and measured runoff in monthly basis. Runoff data at the lower Kabul (Tangi Gharu Station, daily basis) were


2-43

obtained from MEW.

- As a result on the surface water measurement, surface water in the Kabul basin was controlled only by the inflow of the Logar River.

- All of these data are to be served for input and verification data for SSM analysis.


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2.5. Joint Technical Committee

2.5.1. Outline

It was important for the Study to share the schedule, progress and results of all studies carried out in the Study between the Study Team and related agencies in Afghanistan, for managing the progress of and for reconfirming propriety of the Study. Thus, several “Joint Technical Committee: JTC” were held during the Study period: three JTC meetings were held during the first and second year, once in the third year and three times in the last study years. Members of JTC are as follows;

The Chairperson: Minister of Ministry of Mines and Industries (MMI1)

Permanent members

- Department of Geo-Engineering and Hydrogeology (DGEH) : President of the Department - Afghanistan Geological Survey (AGS) : President - Ministry of Urban Development (MoUD) : Deputy Minister - Central Authority for Water Supply and Sewerage (CAWSS) : President - Ministry of Energy and Water (MEW) : Deputy Minister - National Department of Environment : Director - Kabul Municipality : Head of Urban Service - The Study Team - JICA Afghanistan Office - Other relevant Agencies

2.5.2. Holding Joint Technical Committee

Summary of Joint Technical Committee is shown in Table 2.5.1. Through a series of JTCs, study items, contents of the survey, detailed method of the surveys and result of the survey were presented by the Study team and shared amongst the participants. In the last JTC meeting, contents of draft final report was presented and discussed for collection. Participants and meeting documents are attached in the Appendix.

Table 2.5.1. Summary of All the JTC Meetings

Timing Participants Topics

First Meeting (Oct. 2006)

- JTC member - NGO

1) Outline of the Study

Second Meeting (Dec. 2006)

- DGEH (internal meeting)

1) Result of all the study items.

Third Meeting (Mar. 2007)

- JTC member 1) Result of geo-physical prospecting 2) Result of water measurement

1 In 2006. it is re-structured to the Ministry of Mines: MoM.


2-45

Timing Participants Topics

Fourth Meeting (Aug. 2007)

- JTC member 1) All activities, studies and surveys undertaken during the first year

Fifth Meeting (Dec. 2007)

- JTC member 1) Results of geo-physical work 2) Deep aquifer investigation plan 3) Results of the first test well drilling

Sixth Meeting (Mar. 2008)

- JTC member - JICA mission

1) Results on deep aquifer test 2) Result of pumping test 3) Result of water quality analysis

Seventh Meeting (Oct. 2008)

- JTC member 1) Results of remaining water quality analysis 2) Result of pumping test of TW-3

Eighth Meeting (Feb. 2010)

- JTC member 1) Presentation of PR 2 2) Study result 3) Plan of the capacity building program on groundwater

development

Ninth Meeting (Oct. 2010)

- JTC member 1) Summary of the third year activities 2) Outline of the fourth year activities 3) Summary of counterpart Training in Japan

Tenth Meeting (Jan. 2011)

- JTC member - JICA mission

1) Presentation and discussion of the draft final report

2.6. Capacity Building Program

2.6.1. Outline

(1) Contents of capacity building program

Based on the request from Afghanistan government, the Scope of Works (S/W) on the Study was modified at the end of second Study Year and “Capacity Building Program on Groundwater Development” was included. Consequently, the study period of Project was extended from three years to four years. Themes and specific items of capacity building agreed in between the both governments and described in the S/W were as follows:

Theme Specific Items Planning: Groundwater Development Plan Exploration: Geophysical Prospecting Drilling Technology: Drilling, Logging, and Pumping Test Administration: Cost Estimation, Bidding, and Supervision Examination: Evaluation of Construction

(2) Preparatory Work

Early in the third study year, a preparatory work on the capacity building plan was carried out and a general plan of capacity building program and a Plan of Operation (PO) on the program were


2-46

established.

In the general plan, the capacity building program and targets of the program were examined and formulated as shown below.

Outline of Capacity Building Program;

a. Groundwater Development plan (2 terms): a-1. Outline of Groundwater Development Plan; a-2. Groundwater Analysis and Evaluation;

b. Geophysical Prospecting (1 term): c. Drilling Work and Technique (3 terms): c-1. Well Construction General;

c-2.3. Casing Work & Well Completion; d. Logging, and Pumping Test (2 terms):

d-1. Well Logging; d-2. Pumping Test

e. Cost Estimation, and Bidding (a half term): f. Supervising and Evaluation of Construction ( a half term):

Targets of the Program

Originally, the target agency to be involved in the transfer of technologies and capacity building program was only the DGEH. However, the targets were later expanded to include the following agencies.

- Department of Geo-Engineering and Hydrogeology: DGEH, Ministry of Mines, - Afghanistan Geological Survey: AGS, Ministry of Mines, - Central Authority of Water Supply and Sewerage: CAWSS, Ministry of Urban

Development, - Kabul Municipality, Ministry of Interior, - Department of Irrigation and Water Resources: DIWR, Ministry of Energy and Water, - Department of Rural Water Supply & Sanitation: Ministry of Rural Rehabilitation &

Development.

Implementation schedule

Implementation schedule of the program is shown in the PO, in Appendix 2.6.1. The Program starts from October 2008 and completes in September 2010. 2.6.2. Seminar and Training

Capacity building program started in October 2008 and ended in September 2010. Participants and seminar documents of each seminar is attached in the Appendix. In the third year, item-b; Geophysical prospecting, item-d-1; Well Logging, and item c-3; Casing Work and Well Completion have been addressed and, in the fourth year, remaining six themes have been carried


2-47

out. The summary of all the capacity building seminars is shown in Table 2.6.1. Data on the seminar such as the text cover, contents, attendant list, and power point presentation materials, are attached in Appendix 2.6.2.

Table 2.6.1. Summary of Capacity Building Seminars Theme Timing Summary

b) Geophysical prospecting

Nov, 2008 Nov. 9: General explanation of geophysical prospecting (AGS building) Nov. 15, 16: Field training (MW-1 drilling site)

Nov. 22: Lecture on geophysical analysis (AGS building)

d-1) Well

logging

Jan. 2009 Lecture on well logging in the mid Jan. (AGS building)

A series of field trainings for a month (CW-1 drilling site)

c-3) Casing

work and well completion

Feb. 2009 Feb 1: Lecture (AGS building)

Feb 3: Field training on “casing work” (MW-2 drilling site) Feb 5: Field training on “full-hole cementing” (MW-2 drilling site)

d-2) Pumping test

Mar. 2010 Mar. 15: General explanation on pumping test (AGS building) Mar. 16: Lecture on analysis on the pumping test (AGS building) Mar. 17: Field training on pumping test with one observation well (TW-1 and

OW-1 sites)

e) Cost

Estimation, and Bidding

Jun. 15,

2010

Lecture on “Cost Estimation” and “Bidding”, focusing on the cost estimation

on well construction. A detailed cost estimation sample was provided to the participants.

f) Supervising and evaluation of construction

Jun. 16, 2010

Lecture on supervision of well construction works, project evaluation, project cycle management, project design matrix, and project evaluation policies of JICA and JBIC.

a-1) groundwater

development plan;

Mar. 28 and 29, 2010

Lecture on “groundwater development plan general” and “groundwater analysis”, including basic knowledge on general groundwater, groundwater

occurrences, shortage of water, groundwater development methods, traditional and aggressive methods.

a-2) Groundwater analysis and

evaluation;

Aug. 30 - Sep.1, 2010

Lecture on Synthetic Storage Model (SSM) analysis which was applied in the Study. Day 1: the SSM method of analysis, Day 2: case studies of SSM in Japan, Nepal, and Thailand, and Day 3: application of SSM to the Study.

c-1) Well

construction general;

Aug. 7 and

8, 2010

Aug 7: Lecture on well construction including methods of drilling, types of

drilling rig, well construction materials, and specifications. Aug 8: Field training on drilling rig, drilling materials, mud-water circulation and treatment, drill-cut sampling, site management, etc.(TW-4 site)


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2.6.3. Monitoring on the Program

Monitoring on program contents and logistics has been carried out based on seminar documents, list of participants, and feedback from the participants, as well as an actual observation of the seminar. Through the monitoring, it was confirmed that the necessary items have been covered in the seminars as planned and expected participants actually participated in the seminars. As a result, same seminar style was applied to all the seminars.

In the questionnaire survey to the participants, some basic profile of the participants and their opinion were asked: 1) name, 2) organization, 3) opinion on lecture, 4) opinion on field training, 5) question, general opinion, and requests. In general, participants gave a credit to the seminars and appreciated the topics to be practical. Also, many participants requested more time per seminar and more numbers of seminars to be held.


3-1

CHAPTER 3. GROUNDWATER ANALYSIS

3.1. Shallow Aquifer Analysis

3.1.1. Outline

The main target of the Study was the Lower Neogene Aquifer distribution at 300 to 400 meter below ground surface. However, the development potentials of the shallow aquifer in the Kabul Basin were also studied. The shallow aquifer, which is same as “Alluvial Aquifer” in the Kabul Basin, is distributed in almost all areas of the basin but thicker along the current and old river routes. Since the aquifer is the main water resource of current water in Kabul city, several studies on the groundwater resources potential had been done. In this Study, the groundwater resources potential of the shallow aquifer was analyzed using Synthetic Storage Model (SSM).

3.1.2. Introduction of Synthetic Storage Model (SSM)

Basic concept of SSM is the faithful embodiment of natural water circulation on the Earth. As shown in Figure 3.1.1 of a natural water circulation model, the natural water circulation is started by a precipitation, rainfall or snow fall. A large part of the precipitation is evaporated or lost by transpiration through plant or vegetation. The remainder of the precipitation runs through the ground surface as rivers and flows into the sea with some portion that infiltrates into the ground to recharge groundwater. This groundwater will also eventually run down through the underground and finally discharged into the sea. In the sea, a huge volume of water will evaporate.

The SSM model as shown in Figure 3.1.2 embodies the natural water circulation. The model equips every unit basin with functions of precipitation (RF in the figure), evapo-transpiration (ET), surface runoff (SF), infiltration (PC) or recharging (RE) and groundwater flow (GR).

In the model, the water circulation starts with precipitation (RF). Some part of the precipitation is lost through evapo-transpiration that returns back to the air (ET). Some portions is captured in the soil as retention water (SR), other portions are percolated into the deeper unsaturated zone (PC), and the remaining portions flows out to the downstream zone (SF). In the next (Downstream) zones there are also precipitation, losses by ET, SR, PC, and gain of inflow from the

Figure 3.1.1. Natural Water Circulation

Source：Physical and Chemical Hydrogeology (1990).


3-2

upstream zone. The upper tank series in the figure are called as “Surface System”. The second row of tanks within the surface system is called as “Delay System” but practically it means unsaturated zone. In some regions, the second tank does not present because of the condition of the foundation geology. Such surface structure model is just same with “Tank Model (Sugawara, 1972)” widely applied to runoff analysis.

Non-groundwater Basin Groundwater Sub-Basin 1 Groundwater Sub-Basin 2

RF ET Groundwater Sub-Basin 3

S. Dam RF ET Sea

h SF RF ET

h SF　　　　A(1,2) RF ET

SI h SF　　　　　A(1,2)

SR SI 　　　　　A(1,2)

SR

ET 　　　A(1,1) SR SF

PC SF　　　 A(2,2) ET 　　　　A(1,1) SR OF

SI PC SF　　A(2,2) ET 　　　　A(1,1)

SI PC SF ET

SI PC

SR

　　　A(2,1) SR SF

　　　A(2,1) SR OF

　　　A(2,1)

RE

RE AR

DF1 DF1 RE

H1 H1 　Spring

H1 　　　　　SP

SY1 　　　　　GA1 SY1 　　　　　GA1 　　　　GA1 　Ground Surface

SeaGR1 GI1 GR1 GI1 GR1

　　L(1/2) H2 　　L(1/2) H2 　　　L(1/2) Sea-bottom Spring

DF2 DF2 DF2 H2 　　　　　　SPS

LR1 LR1 LR1

　　　　　GA2 　　　　　GA2 GA2

GR2 GI2 GR2 GI2 GR2

H3 　L(2/3) H3 　L(2/3)

　　L(2/3) 　　DF3 H3

LR2 LR2 LR2

　　　GA3

　　　　　GA3

GR3 GI3 GR3 GI3 GR3

Surface System

SY

3

SY

3

SY

3

SY

2

SY

2

Unconfined Aquifer

Confined Aquifers

SY

2

Figure 3.1.2. Concept of SSM

Normally through the second tanks, or directly from the uppermost tanks, some portion of the precipitation infiltrates into saturated zone, as a recharging of groundwater (RE). The groundwater system is divided into two categories: unconfined aquifer system of the uppermost raw, and confined aquifer system of the lower rows.

Groundwater table (H1) of the unconfined aquifer is simply decided by the gains of groundwater in certain sub-basins such as groundwater inflow minus outflow (GR1), recharge amount (RE), and its storage coefficient (SY1). Further, some part of groundwater leaks into the confined aquifer system (LR). Confined aquifer has no groundwater table but has a piezometric head (H2) decided by the balances of inflow and outflow (GR2), and leakance (LR) under the condition of storage coefficient (SY2).

In both the surface and groundwater systems, the precipitation water pours into the sea finally. In the case of groundwater, when the water table intersects the ground surface, groundwater comes out to the ground as spring (SP). Under the sea, if the aquifer has high water head than the depth

Source：Study Team


3-3

of the sea, it springs out to the bottom of the sea, forming a submarine spring (SPS).

The Model (SSM) makes a quite simple calculation: in every sub-basin at daily basis, “(RF) – (ET) – (SR) － (SF) = (RE)”. They are calculated through the relations with orifices high of the side and bottom, runoff coefficients of these orifices, and water level in the tank, just along with Sugawara’s model.

Groundwater system starts through the recharge from the surface tanks. In the groundwater tank, the recharge amount is converted into the increase of the groundwater level in accordance with a Strativity (or Specific Yield: SY) of the ground, such as: “(RE) / (SY) = increasing groundwater level (⊿H)”. Groundwater flow is to be decided by the comparison of groundwater levels (H1) in between neighboring sub-basins, and groundwater runs from high to low level sub-basin, in accordance with Darcy’s Law.

3.1.3. Synthetic Storage Model Analysis

(1) Model Construction

SSM analysis starts from building up the physical model. Physical model means a plain model (sub-basin division) and cross section modeling based on topographical and hydrogeological information. At first, the study area was enclosed with the line connecting watershed on the topographic map with a proper scale. In the case of ideal independent groundwater basin, the site can be closed only by the watershed line, but in most of cases, the target area must be enclosed not only by watershed but some artificial boundaries. For example, when a river passes through the basin, the river must be cut at the upper and the lower ends of the target basin. Figure 3.1.3 shows a target basin boundary (the exact Study area).

Source：Study Team Figure 3.1.3. Boundary of the Study Area


3-4

Then, the target basin should be divided into appropriate number of sub-basins in accordance with topographic, hydrogeologic, geographic, and administrative conditions (e.g. district boundary, and road) of the site.

In the Study, the basin was, at first, divided into major 4 zones based on the surface geology: the zones of Bedrock, Neogene, Fan deposits, and common alluvial plain. Then, the basin was divided into main two parts by the inter-basin small mountain range, as west and east Kabul. After that, the basin was further divided into several small catchments areas tracing small relief. Finally, the rivers of Paghman, upper Kabul, middle and lower Kabul, and Logar were set as individual sub-basins but cut into some blocks.

Thus, the target basin was cut into 133 sub-basins. The outside of the basin was set as Dummy basin all in one as No.134 sub-basin. Figure 3.1.4 shows final sub-basin division of the Study Area (plain model). In the plain model, all of the sub-basins were given a serial number, and their position and elevation of the representative point, area, boundary width and elevation to upper; lower; and both sides, were measured out.


3-5

Sour

ce：

Stud

y Te

am

Figu

re 3.

1.4.

Fina

l Sub

-bas

in D

ivisio

n of

Kab

ul B

asin


3-6

After the plain modeling was completed, a cross section model was prepared based on geological profiles and cross sections. A sample of cross section model is shown as Figure 3.1.5. Bottom elevation and distribution of aquifer, shape and area of groundwater connections can be clearly understood through the cross section model.

Source：Study Team

Figure 3.1.5. Sample of Cross Section Model Up-and-down stream relations in surface system, groundwater connections in subsurface system of every sub-basin have been clearly identified. Thus, the figures of Surface Flow System and Groundwater Connection System were drawn and shown as Figure 3.1.6 and 3.1.7.

m

QR

Q1 R1

Q2 R2c

m

P4c R3c Su

Q U1c

N2N2

U2c

U3c Vu

Q

N2N1

N1N1

1800

1700

1600

1500

1400

1900

1300

U

4.0

QR

3.02.01.0

2100

2000

1900

2.0 3.0

1800

1700

0 1.0

1600

15001200

0


3-7

Source：Study Team

Figure 3.1.6. Surface Water System Model

Source：Study Team

Figure 3.1.7. Groundwater System Model

（Ｓｕｒｆａｃｅ　Ｆｌｏｗ　Ｓｙｓｔｅｍ）

④ ⑤

↓ ↓ ⑤ 1): Base-rock(基盤岩）

③ → 60 61 62 ⑥,6' 40 2): Neogene（新第三系）

↓ ↓ ↓ Dum7 63 3): Fan Deposits'扇状地）

92 93 94 98 4): Allivial Deposits(沖積面）

59 ↓ ↓ ↓ Dum7 5): Dummy Area（ダミー域）

88 → 90 → 91 → 95 → 99

36 ↑ ↑ ↑ Surface-flow（地表流下）

① ↑ 30 37 81 → 89 63 ← ⑦ 1） River Flow(河川流出）

↓ 29 38 96 ↑

57 → 82 58 39 6"

↑ 32 33 31 40 ⑧ → 41 2）

34 ↓ ↓

28 → 56 35 84 74 75 79 80 ⑩ 64 ← ⑨

↓ ↓ ↓ ↓

Dum１ 83 85 86 87 97 98 100 4） 5）

↓ ↓ ↓ ↓

Dum2 121 122 123 126 127 128 129 133

↑ ↑ ↑ ↑ ↑ ↑ 65 3）

27 → 73 → 116 117 118 18 111 110 109 108 101

↑ ↑ ↑ ↑ ↑ 43 11

Dum3 55 54 53 115 → 125 ← 113 77 47 45 49 132 44 42

46 48 50 ↓ ↓

114 76 107 103 ← 102 ← 66

26 25 ↑ 124 ← 112 ↑ 17 78 106 131

52 72 ↑ 19 16 120 67 ← 12

↑ 71 104

24 23 ↑ 15 70 105 130 68 ← 13

22 51 20

↑ 119 ← 69 ← 14

21

Dum4 Dum5

②,2', 2"

Dum6

（Ｇｒｏｕｎｄｗａｔｅｒ　Ｃｏｎｎｅｃｔｉｏｎ　Ｓｙｓｔｅｍ）

60 16 61 62

20 17 23 28 63 : Fan Deposits'扇状地）

92 18 93 25 94 98 : Allivial Deposits(沖積面）

59 19 20 24 29 30 Dum7 Dum7 : Dummy Area（ダミー域）

33 88 21 9022 91 27 95 32 115

123 34 26 99 46 Ｇｒｏｕｎｄｗａｔｅｒ　Ｃｏｎｎｅｃｔ89 39 63 (地下水連結）

57 2 36 37 96

1 58 35 81 47

82 8 10

4 38

56 3 84 74 75 79 80 98 64

5 6 9 11 14 40 41 44 48 50

Dum１ 113 83 10 85 12 86 8742 97 49 100

7 13 15 43 45 51 116

Dum2 116 121 101 122 102 123 103 126 106 127 107 128 108 129 109 133

54 56 58 70 77 79 98 97 65

73 52 116 53 117 55 118 105 111 69 110 76 109 78 108 112 101

114 57 67 81 93

Dum3 115 60 125 66 113 77 80 132 99 96

59 104 65100 71 111 91

114 62 76 12068 72 107 82 103 95 102 94 66

61 124 64 112 71 78 106 131 90 89 9272 63 74 110 87 67

118 71 104 88

70 73 105 75 130 84 86 68

Dum4 85

119 119 83 69

Dum5

31

Dum6


3-8

(2) Data Arrangement

To make a simulation using SSM, daily precipitation and evapotranspiration, river runoff and groundwater hydrograph are also required as verification data. In addition, data on river intake and groundwater discharge are needed to make the water balance analysis. In this Study, daily river runoff data were required not only for verification but as input data because the rivers bring water from the outside of the Study area.

From the data collected under the Study, both river runoff (by MEW) and precipitation (by Meteorological Dept.) were available from the middle of 1960’s to the present, however, no data were available from the early 1980’s to early 2000’s. If data can be complemented for the 20 years of missing period even with a dummy data, a complete series of data for around 45 years becomes available. In the Study, thus, daily runoff data since 1965 were used and the dummy data (repeated use from the previous years) were applied for the missing two decades. For the river runoff, on the other hand, observations were done at 10 stations during the Study. Figure 3.1.8 shows the river runoff of the Paghman and Upper Kabul for around 45 years.

Source：MEW/Study Team modified

Figure 3.1.8. Surface Runoff for 45 years (Pagman & Kabul-Up Including Dummy Data)

Although the necessary rainfall data are daily basis, only monthly data were available data for old times (before the conflict). Thus, the old monthly data was configured into daily data without changing the total monthly amount (see the Sector Report 3). Based on this data, a series of 45-year rainfall data was built up, using dummy data for the lacking 20 years (repeating use) as well as new daily rainfall data in recent four years.

In the SSM simulation analysis, “passive verification” method was applied due to poor data availability (to be explained later). When using the SSM model with passive verification method, accuracy of the analysis depends heavily on the length of simulation duration. Thus, as described above, longer period of data have been re-constructed even using dummy data. Figure 3.1.9 shows daily rainfall for 45 years thus constructed.

0.0

1000.0

2000.0

3000.0

4000.0

5000.0

6000.0

700

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