chapter 6 w ater resources development plan for kma ... · water resources development of kma,...

The Study for the Development of the Master Plan for the Kabul Metropolitan Area in the Islamic Republic of Afghanistan

Final Report, Sector Report 3: Water Resources

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CHAPTER 6 WATER RESOURCES DEVELOPMENT PLAN FOR KMA

DEVELOPMENT

6.1 Structure of the plan

The present chapter describes the water resources development plan for the development of the KMA. First, the principle and planning criteria are discussed. Second, the candidate sites for the water resources development are summarized with the preliminary cost estimates, and environmental impacts are roughly examined. Third, the strategic options are discussed in relation to the urban development strategy. Finally, the recommended water resources development measures based on the water demand for the KMA and their implementation plans are presented.

6.2 Basic Conditions and Concepts for Water Resources Development

The basic conditions for the water resources development for the KMA are as follows:

(1) Target year

The target year of the water resources development plan has been set for 2025, following the target year of urban development plan for the KMA. The short, mid and long-term target years are set as follows:

- Short-term: 2015 - Mid-term: 2020 - Long-term: 2025

(2) Principles

1) The water resources development plan should be a reasonable and sustainable plan and hence, the investment level allowable in each year has been taken into consideration for the determination of the optimum plan.

2) Priority is given to drinking and livelihood water against the other purposes in accordance with the present and the New Water Law. This principle has been considered in the planning for water resources development of KMA, though the water necessary for the other developments (e.g., agricultural activities) has also been considered.

3) Conservation of the existing groundwater potential in the Kabul city for the sustainable use is a prerequisite for the water resources development of KMA, and it would be realized through paying much attention to the development activities in the upstream areas in the Logar River.

4) Not only the total project cost but also the O&M cost and self-dependency in energy with respect to energy requirements for transmission of water have been considered for selection of a recommended plan under the principle of sustainability.

5) Easiness of the project implementation considering socio-environmental and other conditions has also been considered.

6) In order to meet the demands in the near future, small-scale projects with short implementation periods are needed. In this regard, groundwater development could be the first priority.

(3) Planning criteria

1) The completed discharge data during 1961-1978 (17 hydrological years) prepared in the Integrated Water Resources Management Study in Kabul River Basin, 2006 1) are employed for water resources development planning after checking and correction.

2) Safety level for urban water supply against drought conditions is set at 1/17 (once in 17 years). The demand for urban water use can be supplied in the most severe year in the observed run-off during 1961 to 1978.



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3) Water demand in the upper Kabul River basin and the Panjshir sub-basin determined by the Integrated Water Resources Management Study2) would be briefly reviewed and some modifications would be made, if necessary.

4) Water demand for the KMA would be determined in the present master plan study based on the macro-frame of the KMA development.

5) Environmental flow and existing agricultural water use should be assured as the first priority. They are reflected in the planning as follows.

- The Tennant method3) is used to determine the environmental flow except for the case with a specified value in a previous plan. In the Tennant method, the minimum flow to avoid the worst condition for aquatic organisms is 10% of the long-term averaged discharge. The environmental flow is thus basically set at 10% of the long-term averaged discharge.

- In case of the downstream parts of the Tangi Saidan station in the Maidan River, the environmental flow at 1.0m3/s is applied following the value set in the Kabul Valley Development Projects, 19784).

- The existing agricultural water use is assumed to be equivalent to the traditional water rights to be protected.

- The existing agricultural water use when the observed discharge during 1962-1978 is applied is estimated by giving agricultural water demand for existing irrigation area and cropping pattern given in the Integrated Water Resources Management Study as shown in Chapter 4.2.1 as the best available approximation in the present study.

6) For cost comparison purposes in the water resource study, the discount rate of 10% and the project lifetime of 50 years are applied. In addition, replacement of pumps is considered for every 10 years. Operation and maintenance cost except for electricity is considered at 1% of total construction cost for each year.

6.3 Water Resources Development Options

6.3.1 Available urban water supply sources

(1) Groundwater

Except for the local and limited groundwater, there are three possible sites for major groundwater development for urban water supply for the Kabul city and the new city as follows.

1) Aquifers in and around the Kabul city

There are four aquifers in and around the Kabul city along the Maidan River, the Kabul River, the Paghman River and the Logar River. The potential at 44.5MCM/year will be fully developed by the on-going water supply extension project supported by KfW by 20155). There will be no room for further development.

It should be noted that future surface water development by storage at upstream parts of these aquifers and consequent reduction of the river flow will bring about decrease in the groundwater potential. This fact should be considered for the water resources development.

There exists ultra-deep groundwater, which is considered fossil water not renewable, in and around the Kabul city. The potential is quite small and its use is not sustainable (Sector Report of Groundwater in the present study). Therefore, it can be used only for the emergent supplemental purpose.

2) Upper Logar aquifer

The aquifer is located at about 65km south of the Kabul city on alluvial fan along the Logar River and its tributary around the Baraki Barak city. The aquifer has a potential at 63.0MCM/year. One of important advantages of this aquifer is that water can be conveyed by gravity to the city after the water



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is extracted from the underground. This will significantly reduce the O&M cost.

Many disadvantages are also expected. The extraction of the water would reduce the surface water at downstream stretches. It will affect the recharging of the Logar aquifer in and around the Kabul city. The river water around the site is already much utilized for agriculture. The extraction of the groundwater may reduce the surface water at around the site, especially under drought conditions. In addition, there is a possibility to use the water for the Einak copper mine. Security conditions are the worst in the Logar region. Early development of this aquifer, therefore, seems to be difficult.

3) Panjshir fan aquifer

The aquifer is located at about 60-80km north of the Kabul city in the alluvial fan along the Panjshir and the Ghorband rivers. The abundant surface water and widely extended alluvial fan promise the groundwater potential at least to some extent. However, there are no data and information available on this aquifer. The potential that may be used in a sustainable manner is not clear, although it is tentatively estimated at 210.0MCM/year.

This aquifer is the possible source for early development. Therefore, investigation of the aquifer and current water use conditions should be conducted immediately to estimate the potential more accurately.

Disadvantage of the development of this aquifer is that it requires pumping with about 450m head and energy for conveyance of water to either the Kabul city or the new city. The O&M cost would be higher.

(2) Surface water without storage

Stable water volume to be taken directly from rivers without storage even under drought conditions is possible only at around the Shukhi hydrological station in the Panjshir sub-basin when environmental flow and existing agricultural water use are taken into account as analyzed in detail in Section 4.3.

The Shukhi hydrological station is located at the downstream of the confluence between the Panjshir and the Ghorband rivers. The stable water extraction at around the confluence of the Panjshir and the Ghorband rivers would be possible. This option, however, requires pumping with more than about 450m head and energy for conveyance of water to either the Kabul city or the new city, like the case for the Panjshir fan aquifer. In addition, most costly treatment for urban use compared to the other sources would be required.

This option can be implemented with a shorter period compared to the options with storage. It should be considered only if the Panjshir fan aquifer is not developed.

(3) Available urban water supply with storages

Based on the water balance analysis presented in Section 4.3, the estimated available urban water supply with storage in the upper Kabul River basin would vary from 165.5MCM/year to 261.9MCM/year, when the existing agricultural area and cropping pattern are maintained.

If both surface water in the Logar River and the upper Logar aquifer cannot be developed, the available urban water supply with storage in the upper Kabul River basin would be 88.0MCM/year to 91.5MCM/year.

The most effective storage site on the Logar River is the Gat dam at around the Sang-i-Noweshata hydrological station. However, there are many constraints to develop the Gat dam. Considerable agricultural area and settlements will be inundated. Degradation of water quality by development of upstream areas is expected. Possible contamination by the Einak copper mine is also a matter of concern.

As discussed in Section 6.4, the agricultural water demand is expected to increase in the Logar sub-basin, while the large amount of deficit exists under the current conditions. Therefore, the available urban water use would decrease even more, if the priority will be given to agriculture rather than the urban water use.



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The Shatoot dam on the Maidan River is the most promising storage site in the upper Kabul River basin. A feasibility study is on-going. According to the inception report of the feasibility study, it was proposed that the inter-basin transfer from the upper Hilmand River to the Maidan River, which would increase the capacity to provide water to the Kabul city, be studied in the framework of the feasibility study. It has, however, finally been excluded from the feasibility study. The feasibility study is expected to be completed by the beginning of 2010.

There are a number of candidate storage sites in the Panjshir sub-basin. Of these, the most promising site is located at around the Gulbahar-Panjshir hydrological station called the Gulbahar dam. Based on the water balance analysis as discussed in Section 4.3, a total of 240MCM/year can be supplied with a 140m high dam, which can avoid significant influence of inundation by dam. According to the Integrated Water Resources Management Study, 133MCM/year is allocated to urban water use for the Kabul city. The disadvantage of the Gulbahar dam in terms of urban water supply for the Kabul city and the new city is the necessity of pumps and energy to convey water from the dam site to the urban area, which would require higher O&M cost. A feasibility study of the Gulbahar dam is currently undertaken. It is expected to be completed by the beginning of 2010.

In the present study, the Salang and the Shtul sites are newly proposed as alternative sites, from which the water could be conveyed basically by gravity with almost the same length of the pipeline,. Based on the water balance analysis shown in Section 4.3, the Salang dam can supply 98MCM/year with a 110m high dam, which has comparable hydrological efficiency with the Gulbahar dam.

6.3.2 Candidate sites for water resources development for urban water supply

Table 6.1 shows the list of sites for water resources development examined by the previous studies and plans. Of these, several candidate sites are firstly selected for alternative studies in the present water resources study. The criteria for the screening are as follows.

a) The sites recommended finally for urban water supply by the previous studies and plans2), 4), 5),

6) are selected, because they are considered most reasonable sites at the certain given conditions that may reflect several different factors. The inclusion of all the sites recommended by each study and plan would ensure reflection of such different factors.

b) In addition, a newly proposed site on the Salang River is included. This site is the only possible site, which has been recognized so far, to allow the conveyance of considerable volume of water to the Kabul city and the new city basically by gravity with almost the same or shorter length of the pipeline as the one in the case of the Gulbahar dam.

c) The site with no possibility for development in view of water balance is excluded. A typical one is the direct intake from the Panjshir River at around the Gulbahar-Panjshir hydrological station as shown in Section 4.3.

The candidate sites for water resources development for urban water supply are summarized in Table 6.2 (Figure 6.1 for their locations).



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Table 6.1 Sites for Water Resources Development Examined by Previous Studies and Plans

No Water resources development site RiverKRVDP(1978)

EKWS(2004)

IWRM-KRB(2006)

CD-DNDC(2007)

Selected ascandidate sites

Comments

0 Groundwater development in/around Kabul CityMaidan

PaghmanLogar

A A A x to be developed by 2015

a Upper Logar Aquifer Logar A xb Panjshir Fan Aquifer Panjshir A xc Tange Gharoo dam Maidan Cd Shatoot (Gergi Samari) dam Maidan C A xe Maidan (Hijian) dam Maidan B Cf Gat dam Logar A B B xg Sefidsang dam Logar Bh Pol-e-alam (Tangi Waghjan) dam Logar C Bi Colomby (Tangi Wardag) dam Logar C IR (A)j Galdoon dam Logar Ck Kajab dam Logar IR (A)

lUpper Hilmand Headrace tunnel(Inter-basin transfer)

Hilmand B C

mDirect intake from the Panjshir River(around confluence with Ghorband River)

Panjshir A x

nDirect intake from the Panjshir River(around Gulbahar-Panjshir st.)

Panjshir A Not available considering environmental flowand existing watre use

oDirect intake from the Ghorband River(around Pul-i-Ashawa st.)

Ghorband A Not available considering environmental flowand existing watre use

p Polmatak dam Ghorband Cq Ashabe (Tutumdara) dam Ghorband B Cr Rangan dam Ghorband Cs Gulbahar (Koorabe or Panjshir) dam Panjshir A A A xt Baghdara dam Panjshir HP (A) HP (A)u Barak dam Panjshir Cv Salang dam Salang xw Shtul dam Shtul C

HP: Hydropower, IR: Irrigation

X: Selected as candidate site for alternative study in the prsent study,A: Recommend, B: Examined as alternatives, C: Considered as possible measures

CD-DNDC (2007): Conceptual design for the development of New Dehsabz City, DCDA, 2007

KRVDP (1978): Kabul river valley developmet project, 1978EKWS (2004): Feasibility study for the extension of the Kabul water supply system , 2004IWRM-KRB (2006): Integrated water resources management in Kabul river basin, 2006

Table 6.2 Candidate Sites for Water Resources Development for Urban Water Supply

No.Candidate

siteSub-basin

Capacity(MCM/y)

Note on capacity Intake Conveyance TreatmentSelf

depend-ency

0Aquifer

in/aroundKabul City

Upper KabulMain

44.5

To be fully developed by on-going KfW project by 2015.This could decrease when upstream water resources aredeveloped.It is assumed that water resources development in theLogar sub-basin will not be in place by 2025 except the

Ground-water

Minor Minor Yes

1 Shatoot DamUpper Kabul

Main54.0

Dam height=81m with rock-fill type dam,V=185MCM (Veff=170MCM)Existing agricultural use and environmental flow of 1m3/sare assured.Among 54MCM/y, 52MCM/y is for domestic water use.Totally 9MCM/y for industrial use would be availablewith 2MCM/y by the

Storage Minor Required Yes

2 Gat Dam Logar 122.0Dam height = 37m, with rock-fill type dam, V=203MCM(Veff=140MCM)Existing agricultural use and environmental flow are

Storage Minor Required Yes

3Upper Logar

AquiferLogar 31.5

Considering the possibility of local use and supplying forthe Einak copper mine, 31.5MCM/y of total 63.0MCM/ycould be used at maximum.

Ground-water

To KabulL=71km by gravity

Minor Yes

4Panjshir Fan

AquiferPanjshir 157.7

It is assumed that 52.3MCM/y of total 210.0MCM/y isreserved for local use and the remained 157.7 could beused at maximum.

Ground-water

To Dehsabz NorthL=38km by pump(Head=330m)To PaymonarL=65km by pump(Head=475m)

Minor No

5 Panjshir

RiverPanjshir (157.7)

Total abstraction with Panjshir Fan aquifer should notexceed GW potential of Panjishir fan aquifer.

River

To Dehsabz NorthL=38km by pump(Head=330m)To PaymonarL=65km by pump(Head=475m)

MuchRequired

No

6Gulbahar

DamPanjshir 240.0

Dam height = 140m with concrete-arch type dam,V=156MCM (Veff=121MCM)Existing agricultural use and environmental flow areassured. Total capacity is 240MCM/y for newdevelopment for all water users. The storage should beshared with other purposes such a

StorageTo PaymonarL=82km by pump(Head=220m)

Required Yes

7 Salang Dam Panjshir 98.0Dam height = 110m with rock-fill type dam, V=40MCM(Veff=35MCM)Existing agricultural use and environmental flow are

StorageTo PaymonarL=100km by gravity

Required Yes

Source: JICA Study Team (Tables 6.1 and 6.2)



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0 50 km

N

S

W E

0: Aquifer in/around Kabul city

6: Gulbahar dam

3: Upper Logar aquifer

4: Panjshir fan aquifer

7: Salang dam

Dehsabz area

Barikab area

5: Panjshir river(direct intake)

Kabul city

2: Gat dam

1: Shatoot dam Einak copper mine

Baghdara dam (Proposed for Hydro‐power)

Naghlu dam (for Hydro‐power)

Colombi dam (Proposed mainly for agriculture)

Source: ibid.

Figure 6.1 Candidate Sites for Water Resources Development in Urban Water Supply



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6.3.3 Preliminary cost estimates for water resources development for the candidate sites

For the purpose of an alternative study, the preliminary design and cost estimation on the water resources development for candidate sites have been conducted. The cost for the intake structure including the storage, the conveyance pipeline and the pump station with its operation cost (mainly for electricity) are estimated for several different scales for each candidate site. The details are described in Chapter 5 of this sector report.

The estimated costs have been converted to annual cost and cost curves are prepared. The following are assumed.

a) The cost includes abstraction (with storage), conveyance and treatment.

b) The cost does not include transmission and distribution cost.

c) The loss of the conveyance pipeline is assumed to be 5%.

d) The required maximum discharge to be sent to water treatment plant / transmission station is 1.4 times as large as the annual average discharge required.

e) The capacity of the intake structure and conveyance pipeline is set at 1.47 times (1.4 x 1.05) as large as the annual average discharge required.

f) It is assumed that the water sources in the Panjshir sub-basin are conveyed to Paymonar (next to Kabul in the new city area) and the water sources in the upper Kabul River basin are conveyed to the Kabul city.

g) The Gulbahar dam is a multi-purpose dam. It is assumed that dam height is 140m. “Separable Cost Remaining Benefit Method” is employed to allocate the cost to urban water supply.

h) The annual cost includes construction cost, replacement cost and O&M cost with 10% discount rate and the project lifetime of 50 years. Replacement of pump is considered for every 10 years.

i) Assumed cost parameters are:

- US$0.10/kWh for electricity for pumping, - US$0.10/m3 for treatment cost for surface water, - US$0.03/m3 for treatment cost for groundwater, and - O&M cost excl. electricity is assumed to be 1% of total project cost for construction.

Based on the annualized cost, the approximation curves for the annual cost are prepared. The coefficients for the curves are summarized in Table 5.32 and the annual total cost and O&M cost for each candidate site are presented in Figure 5.36 and Figure 5.37, respectively, in Chapter 5.

It should be emphasized that the expected prices of water from the Panjshir sub-basin is much higher than those for water from the upper Kabul River Basin. The order of the annual unit total cost is more than US$1.00/m3 excluding the cost for transmission and distribution network. The O&M cost is mainly for electricity for pumping. Except the option of the Salang dam, the O&M cost for the options to bring water from the Panjshir sub-basin is considerably high.

The price of electricity is assumed at US$0.10/kWh as a base case in the present study. The price, however, is currently US$0.20/kWh in the Kabul city for government purchase. It is also said that the price could become US$0.05/kWh after purchased electricity from neighbor countries would be available. The sensitivity of the price of electricity against the annual total cost and O&M cost is thereby demonstrated in Figures 5.38 and Figure 5.39 in Chapter 5.

6.3.4 Preliminary evaluation of socio-environmental impact for water storage

For the storage sites, expected inundation area, number of affected settlement and people, affected irrigation area is roughly examined. The following data and information are used for the analysis:

- Topography: SRTM3 and 1/50,000 topographical map



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- Irrigation area and settlement: AIMS GIS data, - Building area: SPOT image (2008) and Google Earth image

The detailed results are described in Chapter 5 with some figures. Table 6.3 summarizes the results of the analysis.

Table 6.3 Preliminary Evaluation of Socio-environmental Impact for Storage Sites

Dam

AvailableWaterSupply

(MCM/y)

WaterLevel(m)

TotalVolume(MCM)

EffectiveVolume(MCM)

InundatedArea (ha)

IrrigationArea(ha)

BuildingArea(ha)

Number ofAffected

Settlements

EstimatedOrder of

Resettlement*

AffectedLength of

MainRoad(km)

Impact

Gat 122 1,857 203 140 2,619 1,476 201 3515,000-25,000

1.0 Significant

Shatoot 54** 1,991 185 170 602 140 14 81,000-2,000

0.0 Moderate

Gulbahar 240 1,760 156 121 429 114 14 81,000-2,000

12.0 Moderate

Salang 100 2,005 45 40 118 37 7 6500-

1,0003.6 Moderate

Note: *Assuming about 100/ha for the population density for the building area;

**52MCM/y for domestic use supplied directly from the dam and 2MCM/y for industrial use taken after the confluence with Logar river

Source: ibid.

It can be seen that the Gat Dam would bring about significant socio-environmental impact. Others may give moderate impact.

6.3.5 Possible completion year for water resources development

Water resources development for each candidate site requires different periods of time for realization depending on the scale of projects, socio-environmental conditions etc. The possible completion year for each candidate site is assumed as shown in Table 6.4 on the basis of available information obtained from MoEW and the other stakeholders.

Table 6.4 Expected Completion Year for Each Candidate Site

Source: ibid.

No. Candidate site Sub-basin Expected

completion yearNote

0 Aquifer in/around Kabul City

Upper Kabul Main Before 2015 To be fully developed by ongoing KfW project

1 Shatoot Dam Upper Kabul MainAround 2018 (2015-2020)

One of top 5 priority projects by MoEW; FS ongoing.

2 Gat Dam Logar After 2025 High socio-environmental impact expected; at risk of water contamination

3 Upper Logar Aquifer

Logar After 2025

High socio-environmental impact expected; many negative views from stakeholders mostly due to high vulnerability against droughts and the present security conditions

4 Panjshir Fan Aquifer

Panjshir After 2015 At least 2 phases necessary for full extraction

5 Panjshir River Panjshir After 2015

6 Gulbahar Dam Panjshir Around 2023 (2020-2025)

Large scale; FS ongoing.

7 Salang Dam Panjshir After 2020



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The Gat dam and the upper Logar aquifer would not be implemented before the target year 2025, due to their high socio-environmental impact and other reasons, if the current situation would continue, although they could provide relatively low-cost water for the Kabul city. In the present study, the Gat dam and the upper Logar aquifer are excluded from the water resources development options for the plan with the target year 2025.

6.4 Water Demand for Outside KMA

The water demand in the upper Kabul River basin and the Panjshir sub-basin determined by the Integrated Water Resources Management Study is summarized in Sub-section 3.5.1 of this sector report. Based on the brief review, the following water demand for outside the KMA would be determined for the present water resources development plan.

6.4.1 Domestic water and industrial water demand

For outside the KMA, the domestic and industrial water demand determined in the Integrated Water Resources Management Study is used as it is.

6.4.2 Water demand for mines

It is not clear how much water is necessary for the development of the Einak copper mine at this moment. It is set at 31.5MCM/year in the Integrated Water Resources Management Study. The present study uses the same value.

For other mines, the same demand as used in the Integrated Water Resources Management Study has been used.

6.4.3 Agricultural water demand

In the Integrated Water Resources Management Study, the significant increase of the agricultural demand is projected in some hydrological units, although the water resources potential is limited, especially for the upper Kabul river basin. The availability of water is checked with the water balance study presented in Chapter 4. The results are summarized in Table 6.5 with the recommended policy for supplying water in the present water resources development plan in view of water availability. Adjustment of water allocation between the urban water and other purposes, especially the agricultural use, should be considered in the future.

6.5 Strategic Options on Water Demand and Supply for KMA

6.5.1 Ideal unit water demand for domestic water use

For piped water supply systems, average of 120LCD for consumption is ideal for the target year of 2025. Considering distribution losses, 150LCD is used for ideal demand for water source.

For water supply by shallow wells, average of 50LCD for consumption is ideal for the target year of 2025. No distribution loss is assumed. The ideal demand for water source is thereby 50LCD. Details of unit water use are found in Sector Report on Water Supply and Sewerage.

6.5.2 Zones for water supply for KMA

The KMA is located at the boundary of the upper Kabul River basin and the Panjshir sub-basin. One of the important principles in the new Water Law, which is currently under approval process, is “a basin approach”. The basin approach requires a consideration of river basins for water resources planning. In Sector Report on Water Supply and Sewerage in the present study, the zones for urban water supply for the KMA are defined as follows.

Zone 1: The main part of the existing Kabul city in the upper Kabul River basin excluding parts of Districts 17, 18 and 19 located in the Panjshir sub-basin



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Table 6.5 Evaluation of Future Agricultural Water Demand and Recommended Policy on Water Supply in Present Plan

* Integrated water resources management in Kabul river basin, 2006, Vol. 1, Sec. 2 and Sec. 3

Source: ibid.

No. Hydrological

unit River

Existing demand

(MCM/y)*

Demandin 2030

(MCM/y)*

Evaluation by the present study

Recommended policy for agricultural water supply by the present plan

1 Kajab Logar 119.2 119.2 No severe deficit Exiting water use is assured.

2 Shakhabad Logar 48.9 48.9 No severe deficit Existing water use is assured.

3 Sang-i-

Noweshta Logar 283.7 477.7

- To assure the existing water demand could be difficult because of hydrological limit, even if the storage to regulate the river flow is introduced. - The water resources development for agriculture should not affect to the exiting groundwater potential in the aquifer in the Kabul city.

Existing water use is assured.

4 Tangi Saidan Maidan 91.8 97.1 No proposed project for water resources development exits.

Existing water use is assured except for the inundated area by dam.

5 Pul-i- Sokhta

Paghman 39.2 63.0

To assure the existing water demand could be difficult because of hydrological limit, even if the storage to regulate the river flow is introduced. No proposed project for water resources development exits.


6 Tangi Gharu Kabul 70.3 121.1 (Inside the KMA) Existing water use is assured.

7 Omarz Panjshir 51.1 51.1 No severe deficit Existing water use is assured.

8 Gulbahar- Panjshir

Panjshir 43.7 43.7 No severe deficit Existing water use is assured except for the inundated area by dam.

9 Bagh-i-Lala Salang 20.4 20.4 No severe deficit Existing water use is assured except for the inundated area by dam.

10 Gulbahar-

Shtul Shtul 1.6 1.6 No severe deficit


11 Pul-i-

Ashawa Ghorband 171.2 171.2 No severe deficit


12a Shukhi Panjshir 409.6 770.6 It would be possible to provide the future demand, if enough storage size is prepared.

The determined future demand is assured as much as possible.

12b Shekardareh Shekardareh 298.0 369.7 If the water is provided from the Panjshir river, it could be provided.

The determined future demand is assured as much as possible.

18 Naghlu Kabul 173.6 173.6 No proposed project for water resources development exits.




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Zone 2: New city including the Dehsabz area, Barikab area and District 18 and 19 of the Kabul city in the Panjshir sub-basin

Zone 3: The main part of District 17 located in the Panjshir sub-basin but not included in the new city

The water resources plan also considers the same zones as defined.

6.5.3 Projected population

The projected population is given by the macro-frame of the present urban development study. The projected population for the zones for water supply is shown in Table 6.6.

Table 6.6 Projected Population

Source: JICA Study Team

As discussed in Section 6.3, the water resources development for urban water use in the Logar sub-basin (the Gat dam and the upper Logar aquifer) would hardly be implemented within the planning period. In this case, the available urban water supply in the upper Kabul River basin is just about 90MCM/year at maximum. This amount can supply only 1.5million people with unit water demand of 120LCD (distribution loss is assumed to be 20%). If the existing Kabul city requires more water, the only way is to bring water from the other river basins or sub-basins, although the cost of water supply would be much higher.

6.5.4 Strategic options

There would be the following two strategic options for water demand and supply for the KMA.

(1) Strategic option 1: without inter-basin and/or inter-sub-basin transfer of water

The water demand for urban water use for the Kabul city would be adjusted to the available urban water supply within the upper Kabul River basin. The inter-basin and/or inter-sub-basin transfer would not be implemented. In this case, there would almost be no improvement of the water supply conditions in terms of unit water supply at the target year 2025, although the service population of piped water supply system may be increased. However, the water price would be kept lower in the future and the stakeholders would be possible to wait the possibility to utilize the water in the Logar sub-basin, if it is validated to be utilized.

The new city has to employ the options in the Panjshir sub-basin, because there is no other choice, although the cost of water would be high due to the long distance and the large elevation difference between the new city and the water sources. However, to introduce water from the Panjshir sub-basin, the new city has advantage to the Kabul city. The new city is closer to any water sources in the Panjshir sub-basin than the Kabul city. It would affect the cost for water conveyance.

In the strategic option 1, the average condition of water supply for the new city would be better than the one in the Kabul city. This could stimulate the people to migrate to the new city, if most cost for the water supply is supported by the Government and the water tariff is set at reasonable levels in the new city.

(2) Strategic option 2: with inter-basin and/or inter-sub-basin transfer of water

The water demand for urban water use for the Kabul city would be satisfied by inter-basin and/or inter-sub-basin transfer of water. In this option, the condition of the water supply for the Kabul city would be improved very much at the target year 2025. However, the cost of water supply would

2008 (106) 2025 (106) Zone 1: Kabul city (Upper Kabul river basin only) 3.93 5.03 Zone 2: New city 0.11 1.50 Zone 3: Kabul city (District 17) 0.07 0.21

Total 4.11 6.74



6-12

become very high so that the most generous support by the Government would be necessary to provide affordable water for the people.

The new city also has to employ the options in the Panjshir sub-basin, because there is no other choice. In the new city, the condition of the water supply would be almost the same with the strategic option 1.

In the strategic option 2, the condition of the water supply in the Kabul city and the new city would be almost at the same level. In this case, the new city could not be so attractive compared to the Kabul city in terms of water supply condition. This could prevent smooth migration of population from the Kabul city to the new city and cause further congestion of the Kabul city. If further congestion occurs, more water has to be prepared for more people to make the cost of water progressively higher. This is a typical negative spiral against sustainable development, although equality between the Kabul city and the new city in terms of water supply condition may be realized.

(3) Water demand for each strategic option

The water demand for each strategic option is shown in Table 6.7. The demand for Option 1 is estimated in the sector report of water supply in the present study. The demand for Option 2 is estimated by applying the ideal water supply level shown in Sub-section 6.5.1. Figure 6.6 shows the schematic water resources allocation for each option.

The preliminary cost estimate for each option is conducted as follows.

Assumptions:

- US$0.3/m3 for water source in the upper Kabul River basin on average - US$1.0/m3 for water source in the Panjshir sub-basin on average - Cost expressed as annual cost including construction cost and O&M cost - Cost including abstraction, conveyance and treatment - Cost not including transmission and distribution

Estimated annual total cost:

- Option 1: US$ 130 million/year - Option 2: US$ 330 million/year

Table 6.7 Water Demand for Option 1 and Option 2

Pop.Demand

(MCM/y)Pop.

Unitwatersupply(LCD)

Unitwaterconsu-mption(LCD)

Demand(MCM/y)

Pop.



Demand(MCM/y)

3.93 44.0 5.03 - - 94.6 5.03 - - 284.5House

connection1.80 66 5.03 120

Public Tap 0.79 25 0.00 -2.83 2.44 25 25 0.00 - -

- - - - - 9.1 - - - 9.10.11 1.0 1.50 - - 96.1 1.50 - - 96.1

Houseconnection

1.50 120 1.50 120

Public Tap 0.00 - 0.00 -0.11 0.00 - - 0.00 - -

- - - - - 14.0 - - - 14.00.07 0.4 0.21 3.6 0.21 11.5

Houseconnection

0.00 - 0.21 120

Public Tap 0.14 42 0.00 -0.07 0.07 40 40 0.00 - -

- - - - - 0.0 - - - 0.04.11 45.4 6.74 - - 194.3 6.74 - - 392.1

Industrial water

Total

85.5 275.4-

2008 Option 1 (2025) Option 2 (2025)

Shallow well

1.10 67 150

Zone 1:Kabul city

(UpperKabul riverbasin only)

Pipewater

Industrial water

Zone 2:New city

Total

Pipewater 82.1

15082.1

Shallow well

0.00-

150

15011.5

Shallow wellIndustrial water

-

Total

503.6

Zone 3:Kabul city(District

17)

Total

Pipewater

0.00

Source: Sector Report on Water Supply in the Present Study



6-13

Zone 2:New city

Demand 96.1(DW:82.1,IW:14.0)

2.036.20: Aquifer in

Kabul city

1: Shatoot dam

49.5

Zone 1:Kabul city(upper Kabul river basin only)

Demand 94.6(DW:85.5,IW : 9.1)

Unit: MCM/y

Logar river

7.1

Water sources in Panjshir sub-basin

96.1

Ｏｐｔｉｏｎ 1 without inter-basin/inter-sub-basin transfer

Shah wa Arus dam

2.6

LGW1.0

Zone 3:Kabul city(Dis.17)

Demand 3.6(DW:3.6)

Demand 96.1(DW:82.1,IW:14.0)

2.036.2

1: Shatoot dam

49.5

Demand 284.5(DW:275.4,IW : 9.1)

Unit: MCM/y

189.7

Logar river

7.1

Water sources in Panjshir sub-basin

96.1

Ｏｐｔｉｏｎ 2 with inter-basin/inter-sub-basin transfer

0: Aquifer inKabul city

Zone 2:New city

Zone 1:Kabul city(upper Kabul river basin only)

Shah wa Arus dam

2.6

Zone 3:Kabul city(Dis.17)

Demand 11.5(DW:11.5)

8.9


Figure 6.6 Schematic Water Resources Allocation for Option 1 and Option 2

It is difficult to judge which strategic option is better from an engineering point of view. It strongly depends on the people’s wish for future development, people’s sense of value and the policy and strategy of the Government.

Considering the strategic urban development of the KMA, Option 1 is recommended in the present study. Therefore, this option is selected for further discussion and planning for the infrastructure development in the development plan for the KMA.

6.6 Stepwise Water Demand and Water Resources Development Recommended for KMA

6.6.1 Stepwise water demand for urban water use in KMA

The stepwise increase in water demand for urban water use is shown in Table 6.8. The details of the water demand are described in the sector report for water supply in the present study.

6.6.2 Recommended water resources development for KMA

(1) Zone 1: Kabul city (upper Kabul River basin only)

As already discussed, the available water resources are very limited in the upper Kabul River basin. The following water resources development is recommended.

a) Aquifer in/around the Kabul city (currently under development by the KfW project)

- 36.2MCM/year for domestic use

b) Shatoot dam

- 49.5MCM/year for domestic use - 2.0MCM/year for industrial use in combination with direct intake from the Kabul River after

the confluence with the Logar River (7.1MCM/year)

The stepwise water resources development considering the possible completion year is shown in Figure 6.7.



6-14

Table 6.8 Water Demand for Urban Water Use

Pop.



Demand(MCM/y)

Pop.



Demand(MCM/y)

Pop.



Demand(MCM/y)

4.62 - - 44.0 4.82 - - 89.0 5.03 - - 94.6House

connection1.40 40 1.64 66 1.81 66

Public tap 0.60 15 0.70 25 0.78 252.62 15 15 2.48 25 25 2.44 - 25

- - - 0.0 - - - 9.1 - - - 9.10.48 - - 9.8 0.99 - - 42.7 1.50 - - 96.1

Houseconnection

0.15 105 0.55 138 115 1.50 150 120

Public tap 0.00 - 0.44 63 50 0.00 - -0.33 - - 0.00 - - 0.00 - -

- - - 0.0 - - - 5.0 - - - 14.00.18 1.0 0.20 3.3 0.21 3.6

Houseconnection

0.00 - 0.00 - 0.00 -

Public tap 0.00 - 0.13 42 0.14 420.18 15 15 0.07 40 40 0.07 40 40

- - - 0.0 - - - 0.0 - - - 0.05.28 - - 54.8 6.01 - - 135.0 6.74 - - 194.3

2015 2025

Zone 1:Kabul city

(UpperKabul riverbasin only)

Total

Pipewater

41

Zone 2:New city

Total

Pipewater

Industrial water

44.067

85.5


1259.8 82.1

Shallow well

3.6


Total

Zone 3:Kabul city(District

17)

Total

Pipewater

- 503.31.0

50

2020

6779.9

37.7

Source: ibid.

0

10

20

30

40

50

60

70

80

90

100

110

120

2008

2009

2010

2011

2012

2013

2014

2015

2016

2017

2018

2019

2020

2021

2022

2023

2024

2025

2026

2027

2028

2029

2030

Dem

and

an

d S

up

ply

(MC

M)

Year

Demand and Supply for Domestic and Industrial WaterZone 1: Kabul city (Upper Kabul river basin only)

94.8: Shatoot dam (51.5), Logar river (7.1), GW(-8.3)

44.5:Aquifer in Kabul city

Note: GW=Groundwater

Source: ibid.

Figure 6.7 Stepwise Water Resources Development for Zone 1

(2) Zone 2: New city

According to the water supply plan in the present master plan for the KMA, the water supply for the new city at the target year of 2025 will be provided mainly by two water treatment plants or transmission stations. One will be located in Dehsabz North, another in Paymonar. Considering this water supply system, the following water resources development is recommended (Figure 6.8).



6-15

44.6MCM/yFrom Panjshir fan aquifer

44.7MCM/yAlt‐1: Gulbahar damAlt‐2: Salang damAlt‐3: Panjshir fan aquifer

Dehsabz North

Paymonar

For 26 Dalwa Porject6.8MCM/y

From groundwater in Shomali area

Source: ibid.

Figure 6.8 Recommended Water Resources Development for Zone 2

Dehsabz North: Panjshir fan aquifer with 44.6MCM/year for domestic and industrial uses

Although this is not self-dependent water sources, the annual total cost is much smaller compared to the other options. Early implementation is also possible.

Paymonar: Gulbahar dam with 44.7MCM/year for domestic and industrial uses

There are three alternative water sources; 1) Gulbahar dam, 2) Salang dam, and 3) Panjshir fan aquifer. Of these, self-dependent water source is recommended for secure water supply system. Also, a water source different from the Panjshir fan aquifer is preferable from the viewpoint of reliability. The Gulbahar dam requires smaller annual total cost than the Salang dam. The Gulbahar dam is self-dependent water sources as the water can be conveyed using the electricity produced by itself.

The expected urban water demand for distant future of the new city is about 200MCM/year, assuming that the population will reach about 3 million. It is recommended that the water allocation of the Gulbahar dam to urban use should be increased by additional 100MCM/year (totally about 150MCM/year including water necessary up to 2025 from the Gulbahar dam) for the distant future. One of the ideas is that the storage for additional supply could be rented to other water users until the demand will reach the necessary amount.

If the option for the least O&M cost is more suitable, the Salang dam could be considered.

26 Dalwa Project: Groundwater in Shomali area with 6.8MCM/year for domestic use

The on-going 26 Dalwa project by MoUD plans to utilized groundwater in the Shomali area. It could be used in a sustainable manner. However, mitigation should be considered against earlier water users in the Shomali area. The monitoring of groundwater is recommended. If the significant lowering of the groundwater level is observed, the alternate water sources such as the Panjshir fan aquifer should be utilized.

In the new city area, there is no additional local groundwater potential than currently used. The following are noted for the use of local groundwater in the new city area.

a) The new comers basically have to use external water sources.



6-16

b) However, no external water source would be available before 2015, except the possible groundwater around the Shomali area that is under investigation by the 26Dalwa project by MoUD.

c) Minimum amount of local groundwater could be used tentatively before the external water would be available with great care against the existing water users, while monitoring the groundwater levels as the local groundwater use is not sustainable.

d) The use of the local groundwater should be converted to the use of external water sources when they become available.

e) Unless the sufficient external water sources are promised to be prepared, new comers should not start to settle in the Dehsabz and the Barikab areas.

f) Mitigation against potential conflicts over water use is necessary.

The stepwise water resources development considering the possible completion year is shown in Figure 6.9.

0

10

20

30

40

50

60

70

80

90

100

110

120

2008

2009

2010

2011

2012

2013

2014

2015

2016

2017

2018

2019

2020

2021

2022

2023

2024

2025

2026

2027

2028

2029

2030

Dem

and

an

d S

up

ply

(M

CM

)

Year

Demand and Supply for Domestic and Industrial WaterZone 2: New city

96.1: Gulbahar dam (44.7)

51.4: Panjshir fan aquifer (22.3), LGW(-1.5)

9.8:LGW(3.0),Shomali_GW(6.8)

30.6: Panjshir fan aquifer (22.3), LGW(-1.5)

Note: LGW=Local groundwater

Source: ibid.


(3) Zone 3: Kabul city (District 17)

The water resources development recommended for Zone 3 is Shah wa Arus dam with 2.6MCM/year for domestic use. The stepwise water resources development considering the possible completion year is shown in Figure 6.10.

6.6.3 Summary of recommended stepwise development of water resources for KMA

The summary of the recommended stepwise development of water resources for the KMA is given in Table 6.9.

To prepare a realistic implementation plan, the annual investment is limited to about US$100million for the water resources development for the urban water use for the KMA. The proposed



6-17

implementation plan with disbursement schedule is shown in Table 6.10.

0

1

2

3

4

5

2008

2009

2010

2011

2012

2013

2014

2015

2016

2017

2018

2019

2020

2021

2022

2023

2024

2025

2026

2027

2028

2029

2030

Dem

and

an

d S

up

ply

(M

CM

)

Year

Demand and Supply for Domestic and Industrial WaterZone 3: Kabul city (District 17)

1.0: LGW(1.0)

3.6: Shah wa Arus dam (2.6)

Note: LGW=Local groundwater

Source: ibid.


6.7 Implementation Plan for Recommended Water Resources Development

The recommended water resources development requires considerable amount of investment. The order of total investment for the target year of 2025 would be about US$1.0 billion.

6.8 Recommendations on Water Management for the KMA

Based on the results of the water resources study, recommendations on water management for the KMA are made as follows.

6.8.1 Management of water by basin approach

One basin management body should be established for the upper Kabul River basin and the Panjshir sub-basin for integrated water management of related to the KMA development.

6.8.2 Monitoring of water quantity and quality

Monitoring on how much water is used in different ways for various purposes, and how water quality changes along with the water uses is fundamental work for proper water management. The water monitoring is currently very weak, thus it is necessary to strengthen the monitoring system both institutionally and physically.

Figures 6.11 and 6.12 show the proposed monitoring stations for surface water and groundwater, respectively. The detailed explanation for the groundwater monitoring stations can be found in the sector report for groundwater in the present study.

Currently, monitoring of surface water is conducted by MoEW, whereas the groundwater monitoring is conducted mainly by MoM. The monitoring data should be freely provided in readily usable form



6-18

from these ministries to the basin management body as well as between them. The exchange of the data among the related agencies without charge is very important for efficient use of limited resources in the Country.

Table 6.9 Summary of Recommended Stepwise Development of Water Resources for KMA

Demand(MCM/y)

Recommended WaterResources

Demand(MCM/y)


Demand(MCM/y)


Short-term2015 DW 44.0

1) Aquifer in/around theKabul city: 44.5MCM/y

DW 9.8

0) Tentative use of localgroundwater: 3.0MCM/y

1) Groundwater inShomali area for 26Dalwa project: 6.8MCM/y

DW 1.01) Local groundwater: 1.0MCM/y

Mid-term2020

DW 79.9IW 9.1


2) Shatoot dam: DW 49.5MCM/y, IW2.0MCM/y

3) Direct intake from theKabul river after theconfluence with the Logarriver: IW 7.1MCM/y

DW 37.7IW 5.0

1) Groundwater inShomali area for 26Dalwa project: 6.8MCM/y

2) Panjshir fan aquifer: 44.6MCM/y

DW 3.3

1) Local groundwater: 1.0MCM/y

2) Shah wa Arusdam: 2.6MCM/y

Long-term2025

DW 85.5IW 9.1


2) Shatoot dam: DW 49.5MCM/y, IW 2.0MCM/y

3) Direct intake from theKabul river after theconfluence with the Logarriver: IW 7.1MCM/y

DW 82.1IW 14.0

1) Groundwater inShomali area: 6.8MCM/y

2) Panjshir fan aquifer: 44.6MCM/y

3) Gulbahar dam: 44.7MCM/y

DW 3.6

1) Local groundwater: 1.0MCM/y

2) Shah wa Arus dam: 2.6MCM/y

Distantfuture

Possible Measures:

- Development of the waterresources in the Logar river- Inter-basin transfer fromthe upper Hilmand river tothe Maidan river

DW164.2

IW 28.0(for

popu-lation of3million)

Possible Measures:

- Additionally kept storageof the Gulbahar dam forthe urban water use- Salang dam- Other water sources inthe Panjshir sub-basin

Zone 1:Kabul city

(Upper Kabul river basin only)

Zone 2:New city

Zone 3:Kabul city

(District 17)

Note: DW=Domestic water use, IW=Industrial water use

Source: ibid.



6-19

Table 6.10 Proposed Implementation Plan and Disbursement Schedule




6-20

Shukhi

Tangi Gharu

Sang‐i‐NoweshtaTangi‐Saidan

Pul‐i‐Sokhta

Maidan River

NewSt‐4(ReachCode:1001)



NewSt‐1(Before Panjshir River)

Under operation by MoEW

To be recovered

Newly proposed


Figure 6.11 Proposed Monitoring Stations for Surface Water



6-21

Source: Sector Report on Groundwater in the present Study

Figure 6.12 Proposed Monitoring Stations for Surface Water



6-22

6.8.3 Regulation against expected increase in runoff due to urbanization in the new city area

It is expected that runoff volume during extreme meteoro-hydrological events could significantly increase, if no measure is taken as the urbanization proceeds in the new city area, which would increase impermeable land area significantly. This issue is discussed in detail in Chapter 7. The regulation to mitigate such changes in runoff volume must be strategically introduced. Otherwise, the new city area would be subject to the threat of the serious erosion by the gullies with the increased stream scouring power forever, which will require remarkable amount of additional investments. One of the mitigation measures would be utilization of rainwater by landowners. It is recommended that information and education campaigns (IEC) for the utilization of rainwater be conducted by relevant governmental organizations such as DCDA as one of management activities for the development of the new city area.

References in Chapter 6

1) MoEW, Toosab Consulting Engineers: Integrated Water Resources Management in Kabul River Basin, Vol.2, 2006.

2) MoEW, Toosab Consulting Engineers: Integrated Water Resources Management in Kabul River Basin, Vol.1, Sec.3, 2006.

3) Tennant,D: Instream flow regimens for fish, wildlife, recreation and related environmental resources Fisheries,Vol.1，pp6-10, 1976.

4) MoPW, Montreal Engineering Company: Kabul River Valley Development Project, 1978. 5) KfW-CAWSS: Feasibility Study for the extension of the Kabul water supply system, Report,

2004. 6) DCDA: Conceptual Design for the Development of New Dehsabz City, 2007.



7-1

CHAPTER 7 TREATMENT AND USE OF GULLIES IN NEW CITY AREA

7.1 Scope of Analysis

There are many gullies developed over centuries in the new city are. The treatment and use of the gullies would be critically important for the successful development of the new city. Both the 2006 JICA study and the conceptual design prepared by the French team led by Architecture-Studio recommended to utilize the gullies with improvement for discharge of storm water and some sewage, but specific ways to do so are yet to be elaborated.

This section examines methods to treat and utilize the gullies in the new city area. First, the existing gullies are identified based on the watershed analysis using a SPOT digital elevation model (DEM). Second, strategy to deal with possible increase in flood flow due to urbanization is discussed along with the treatment of the gullies. Third, possibility of making a lake in the central park of the new city is examined from the viewpoint of hydrological conditions in the new city area.

7.2 Existing Gullies

7.2.1 Identification of channel network and drainage area

The satellite imageries and DEM are obtained from another JICA study, which cover practically the entire Study area. The SPOT imageries have 2.5m-by-2.5m resolution. The original DEM has been re-compiled into the grid size of 20m-by-20m.

The existing channel network provided by gullies and drainage area of each gully are identified by the following procedure.

1) Tracing of significant gullies

Significant gullies are identified and traced from the SPOT imageries. The data are saved as a shape file in the GIS format.

2) Pre-processing of SPOT DEM

SPOT DEM and the shape file for the significant gullies identified are overlaid. The grid cells that fall wholly or partly within the identified gullies are selected. The elevation of these cells is lowered by 20m to form the channels as traced in the SPOT imageries.

3) Auto-delineation of catchment and channels

Using the pre-processed SPOT DEM, the catchment areas and channels are automatically delineated. The Manifold GIS has been employed for the auto-generation.

Figure 7.1 shows the identified channels having the drainage area over 10km2 and also the channels with over 2m2 drainage area. The combined drainage area of these channels is 611km2 at the outlet of the new city area, including the upstream catchment outside the new city area.

Table 7.1 summarizes the characteristics of the channels such as reach length and reach slope. The slope of the channels is generally steep, varying from 1/40 to 1/300.

Photographs of the typical conditions of gullies are shown in Figure 7.2.



7-2


Figure 7.1 Channels and Catchments in New City Area

01

15

10

05

08

03

10

02

02

14

11

10

02

05

14

10

08

02

03

08

02

02

10

02

04

14

09

04

10

02

03

14

08

14

070

60

3 08

02

01 10

02

01

10

04

10

0306

02

10

0108

01

06

01

09

07 14

05

05

03

14

03

14

061

40

11

3

11

12

02 14

02 14

04

N S

WE

05

km

Lege

ndC

atch

men

tC

atch

men

t (o

utsi

de N

ew c

ity)

Gul

ly (

DA

>10

km2)

Gul

ly (

10km

2>D

A>

2km

2)Fu

ture

pos

sibl

e ro

ad



7-3

Table 7.1 Characteristics of Channels

ReachCode

CatchmentArea (km2)

DrainageArea (km2)

ReachLength (km)

Reach Slope (-)

FloodDischarge

(m3/s)(Tr=50years)

FloodDischarge

(m3/s)(Tr=5years)

01 1.0 611 1.9 1/140 55.1 27.202 13.8 14 2.1 1/80 4.6 1.303 9.2 597 4.4 1/120 54.3 26.704 28.1 28 7.1 1/40 8.0 2.505 3.4 559 2.1 1/170 52.5 25.50601 1.3 25 1.4 1/50 7.3 2.30602 11.3 11 1.9 1/70 4.0 1.10603 12.6 13 4.2 1/60 4.3 1.207 4.4 531 2.5 1/170 51.0 24.50801 0.5 73 2.0 1/100 15.5 5.4080201 7.3 38 3.5 1/70 9.8 3.2080202 15.3 15 3.0 1/60 5.0 1.5080203 15.0 15 3.7 1/45 5.0 1.4

0803 35.1 35 16.31/30 (u.s. 5km)

1/50 (m.s. 5km)1/100 (d.s.6.3km)

9.3 3.0

09 1.1 453 0.6 1/140 46.8 21.91001 16.4 128 5.9 1/120 22.2 8.4100201 1.1 58 1.8 1/100 13.3 4.5100202 15.4 15 8.7 1/60 5.1 1.5

100203 9.6 42 4.51/200 (u.s. 3km)

1/80 (d.s. 1.5km)10.6 3.5

100204 10.2 10 1.2 1/110 3.7 1.0100205 22.1 22 4.3 1/80 6.7 2.01003 0.3 53 0.7 1/110 12.4 4.21004 15.7 16 3.7 1/130 5.1 1.5

1005 36.8 37 20.81/50 (u.s. 5km)

1/120 (d.s. 15.8km)9.7 3.1

11 9.3 324 5.3 1/100 38.8 17.1

12 16.1 16 1.51/70 (u.s.1km)

1/25 (d.s.0.5km)5.2 1.5

13 0.6 299 0.5 1/60 37.0 16.11401 0.2 154 0.5 1/100 24.9 9.8

1402 15.7 16 4.41/270 (u.s. 3km)

1/100 (d.s. 1.4km)5.1 1.5

1403 1.8 138 3.0 1/200 23.3 9.01404 39.0 39 7.2 1/260 10.1 3.31405 1.0 97 1.4 1/180 18.7 6.81406 14.0 14 2.3 1/280 4.7 1.41407 23.2 82 8.2 1/270 16.7 6.01408 26.7 27 4.0 1/300 7.6 2.41409 0.8 32 1.9 1/130 8.8 2.81410 15.0 15 3.9 1/180 4.9 1.41411 16.6 17 4.7 1/130 5.3 1.615 14.5 144 12.0 1/130 24.0 9.3




7-4

Reach Code: 1005 at crossing point with Bagram road

Reach Code: 03

Source: ibid.

Figure 7.2 Photographs on Typical Condition of Gullies



7-5

7.2.2 Rough estimate of flood discharges under existing conditions

No observed hydrological data exist in the new city area. To clarify the flow conditions during a flood in the new city area, flood discharges under existing conditions need to be estimated by using hydrological data available for other sub-basins of the Kabul river basin.

The records for flood peak discharges are available at the Pul-i-Sohkta station in the Pagman river and at the Tangi Saidan station in the Maidan river. The specific discharges for several return periods (Tr) at the two stations are plotted against the drainage area as shown in Figure 7.3. It is assumed that the Creager type equation can be applied for the approximation of a specific discharge curve. Then, the specific discharge is expressed as follows:

1pA

p CAq

where qp = specific discharge (m3/s/km2), A = drainage area (km2), C, p = coefficient. The coefficients for the best fitted curves are shown in Table 7.2.

0.01

0.10

1.00

1 10 100 1,000 10,000

Specific Peak Discharge

qp(m

3/s/km

2)

Drainage Area A(km2)

Approximation Curve (Tr=50y)

Approximation Curve (Tr=5y)

Tr=100y

Tr=50y

Tr=20y

Tr=10y

Tr=5y

Pul‐i‐Sokhta

Tangi Saidan

Figure 7.3 Specific Peak Discharge during Floods

Table 7.2 Coefficients for Best Fitted Curves for Specific Discharge

Tr (years) C p100 0.6 -0.0550 0.45 -0.04520 0.31 -0.0410 0.18 -0.035 0.115 -0.025

Source: ibid. (Figure 7.3 and Table 7.2)

The equation and the coefficients determined above are applied to the new city area, assuming that the hydrological conditions in the new city area are similar to those in the Paghman and the Maidan river basins as a first approximation.

Under this assumption, the following are noted:

1) The peak discharge for the flood of a 50 and 5-year return period estimated to be 55m3/sec and 27m3/sec, respectively at the outlet of the new city area.



7-6

2) The peak discharge for the flood of a 50 and 5-year return period in the channel with 10km2 drainage area is estimated to be 3.6m3/sec and 1.0m3/sec, respectively

3) The peak discharge for the flood of a 50 and 5-years return period in the channels with 2km2 drainage area estimated to be 0.9m3/sec and 0.2m3/sec, respectively

The estimated peak discharge for each reach of the channels is shown in Table 7.1.

7.3 Strategy for Gullies

7.3.1 Basic strategy to deal with gullies

The gullies in the new city area have developed over centuries, and the erosion process to create the gullies is still continuing. Its progress is generally slow, and it is considered that the natural conditions with the gullies represent equilibrium of the erosion process.

In general, the erosion rate is a non-linear function of the scouring power of stream, which is a product of discharge and channel slope of the stream. As the scouring power increases for some reason, the erosion rate increases, resulting in further incision of land surface. Once the erosion process accelerates, it is very difficult to control the gully erosion by engineering measures even if significant investment is made to stabilize the gullies. It is most important to maintain the equilibrium state of erosion by avoiding significant changes in the scouring power of streams.

7.3.2 Categorization of gullies as drainage system

Channels that have developed in the new city as gullies would work as a natural drainage system during floods. This function of gullies should be utilized as much as possible. If most gullies are kept as they are, however, the land in the new city area cannot be effectively developed into a modern city. It is therefore necessary to categorize the channels in the new city area to select those to be utilized for drainage.

The following categorization is proposed (Figure 7.4).

(1) Significant gullies would be utilized as a main drainage system for flood, including the flow originated from mountain areas. They should be conserved and treated effectively as river channels. Based on the characteristics of channels identifies in Table 7.1, these gullies are characterized by the drainage area over 10km2.

(2) Medium size gullies are utilized as a secondary drainage connected to the main drainage system, and would function as part of urban drainage system. They should be conserved as urban drainage channels. These gullies are defined by the drainage area larger than 2km2 but smaller than 10km2 based on Table 1.

(3) These gullies would be filled in with soil during the land preparation for the new city development. Instead of these small gullies, pipe drainage and/or roadside ditches would be installed as drainage channels.

The identification and categorization of the gullies in the new city area should be conducted in the future based on more accurate and detailed topographic information.

7.3.3 Effect of urbanization on flood discharge

The peak discharge is estimated in sub-section 7.2.2 under the existing conditions before urbanization takes place in the new city area. The peak discharge of 27m3/sec or 2.33 million m3/day for the flood with a 5-year return period would make the peak runoff coefficient smaller than 0.1, considering the rainfall intensity around Kabul of 40 mm/day with a 5-year return period, equivalent to 24.4 million m3/day according to the Sewerage and Drainage Master Plan, 2006). This indicates that under the existing conditions around the new city, almost all of precipitation once infiltrate into surface soil before it runs off.



7-7

Category 1: Significant Gully(Drainage Area>10km2)

Main Drainage (River Channel)Category 2: Medium Size Gully(2km2<Drainage Area<10km2 )

Secondary Drainage (Drainage Main for Urban Drainage)

Category 3: Small Size Gully(Drainage Area<2km2 )

Drainage laterals(Replaced with pipes or road ditches)

Source: ibid.

Figure 7.4 Categorization of Gullies

The urbanization in the new city area would drastically change the runoff conditions. The increase of impermeable surface by urbanization is a key factor for the change in the runoff conditions. In areas of impermeable surface, almost all precipitation runs off without infiltration into surface soil. It means that the peak runoff coefficient would become close to 1.0 in these areas.

According to the land use plan for the new city, the paved road surface and the roof area cover about 15% and 40% of the residential area. The average runoff coefficient in the residential area would be about 0.5, 5-10 times larger than that under the existing conditions. This implies that without artificial or natural storage, the peak runoff from the residential area could be 5-10 times larger than that under the present conditions.

7.3.4 Strategy to cope with urbanization

As clarified in subsection 7.3.1, the increase of discharge would bring about severe erosion in and around the gullies, which would be difficult to control. The increase of peak runoff due to increased impermeable surface would also reduce the volume of groundwater recharge. As the new city area is scarce in groundwater resources, the decrease of groundwater recharge would seriously undermine the local groundwater uses. To avoid these undesirable conditions, it is strongly recommended that the increase in inflow from urbanized areas into the main and secondary drainage systems should be prevented.

The following should apply to the inflow into the drainage systems.

1) The inflow into the main and secondary drainage systems after the urban development should not exceed the inflow before the development as a matter of principle.

2) The government organizations, developers and landowners should prepare and take measures to reduce the runoff from the urban development land as much as possible.

3) The responsibilities of the government organizations are the following.

- The incremental peal runoff due to increase in impermeable surface area in public spaces such as road surface of major roads, roof area and paved parking area of government buildings should be mitigated by the responsible government organizations, respectively.

- Possible mitigation measures include 1) provision of retarding ponds at off site, and 2) installation of storage tanks for rainwater on the roof area on site. The rainwater stored on site may be utilized as supplemental water supply for car washing, watering trees and other uses.

4) The responsibilities of the developers include the following.



7-8

- The incremental peak runoff due to increase in impermeable surface in public space developed by the developers such as road surface of local service roads should be mitigated by the developers.

- Possible mitigation measures include 1) provision of retarding ponds off site, and 2) provision of road ditches with storage function on site.

5) The responsibilities of the landowners are the following.

- The incremental peal runoff due to increase in impermeable surface in private space such as roof area in a residential lot and commercial buildings should be mitigated by the land owners.

- A typical mitigation measure is to provide storage tanks to collect and store rainwater fallen on the roof area on site (Figure 7.5). The rainwater stored on site may be utilized as supplemental water supply for car washing, tree watering and other uses.

6) A penalty system may be introduced to enforce the regulations.

An IEC may be introduced to encourage people to utilize rainwater by enhancing their awareness for water recycling as important practice in the new city. Government organizations such as DCDA should take the responsibilities for such IEC.

ＶＶＶＶ

Rainwater

Roof area

Tank to gather and store rainwater

House

Source: ibid.

Figure 7.5 Image of Tank to Gather and Store Rainwater in House

7.3.5 Recommendations on dealing with gullies

(1) Significant gullies

These gullies are used as a main drainage system for flood flow. It is recommended that the design discharge for these channels should be at least the peak discharge for the flood with 50 years return period.

The concept design for the Dehsabz new city, 2007 3) recommended the improvement and utilization of the primary gullies, which seems to correspond to the significant gullies defined in the present study. Its basic idea is to modify the cross sectional shape of the gully by 1) raising the stream bed by filling, 2) widening its width, and 3) making terraces by digging as shown in Figure 7.6.

This appears to be a good idea for realizing easy access to the riverfront and resultant better urban environment. However, there is a point to be carefully considered. When one sees the longitudinal shape of the gully, one could recognize that the raising the streambed would bring about large elevation gap at around the downstream end of the reach where the bed is elevated. The strong protection by engineering measures would be necessary in order to prevent severe erosion toward upstream reaches initiated from the large elevation gap. This will create risky conditions, while the



7-9

improvement of gullies is conducted using remarkable amount of investment. In the present study, the major raising of streambeds of gullies is basically not recommended.

Existing gully

Improved gullyRaising bed

Widening width

Making terrace by digging

Downstream end of reach: fixed point of bed elevationdetermined by downstream condition

Raising bed

Large gap to be protected by strong engineering measures

Cross‐sectional view

Longitudinal view

Source: ibid.

Figure 7.6 Basin Idea of Improvement of Gully by Dehsabz Concept Plan

A few alternatives are conceived for dealing with the significant gullies.

1) Alternative 1

The existing gullies are usually meandering. The meandering shape of each gully may be cut off and made straight to minimize the space occupied by the channel. To maintain the channel shape, measures against erosion should be applied along the entire stretch of the channel (Figure 7.7). The advantage of this measure is that the land is most efficiently utilized. The modified channel would fit to the urban landscape.

This measure, however, has the following disadvantages:

i) Significant volume of soil has to be excavated and filled, incurring high costs.

ii) Straightening of the gully would make the channel unstable as the slope of the channel increases significantly, resulting in increase in scouring power of the flow. To stabilize the channel slope, it is necessary to install many groundsills at additional costs.

iii) Even with many groundsills, there will remain risk of erosion of the channel so that bank protection work with rigid structure would be necessary along the entire stretch of the channel to prevent the collapse of the channel.

iv) Maintenance costs are also expected to be high to maintain the bank protection work always in good conditions.

v) The shape of the improved channel appears to be artificial and does not give an environmentally friendly image.

This alternative, indicated by the conceptual design prepared by the Architecture-Studio team, is not recommended as a treatment method of significant gullies. It involves significant investment costs, and yet it would increase the risk of erosion.



7-10

Groundsill

Flow

Bed of channel

Bank of channel

A B C

GroundsillLongitudinal view


Plan view

HWL

Bank protection work

1

2

Space for maintenance

A

B C

Land use is allowed.

Bed of channel

Source: ibid.

Figure 7.7 Conceptual Figure on Alternative 1 for Treatment of Gully

2) Alternative 2

This alternative would basically keep the meandering shape. The cross section of the channel would be modified by applying the bank protection work. To maintain the channel shape, measures against erosion would be applied along almost the entire stretch of the channel (Figure 7.8). This alternative has an advantage that the land may be most efficiently utilized.

This measure, however, has the following disadvantages:

i) The cost for bank protection work would be considerable, although the cost for excavation and filling of soil would be much less than Alternative 1.

ii) There will always be risk of erosion of the channel unless bank protection work with rigid structure is provided along the entire stretch of the channel, for the land use would be allowed on the sides of the channel.

iii) Maintenance costs are expected to be high to maintain the bank protection work in good conditions.

This alternative is basically not recommended as a treatment method of significant gullies due to high risk of erosion to be incurred and significant investment costs. Only if landowners already occupy the bank of the channel, and they do not agree to resettle, this alternative may be the only solution.

3) Alternative 3

Under this alternative, the meandering shape would be maintained and erosion of the channel is allowed to a certain extent. The bank protection line would be set, and the land use inside the bank protection line plus a buffer zone would be prohibited. Only when the bank erosion approaches the bank protection line, minimum bank protection work would be applied to avoid further erosion (Figure 7.9).



7-11

FlowBed of channel

Bank of channel

A BC

Longitudinal view

Plan view


Bed of channel

HWL

Bank protection work

1

2

Space for maintenance

A

B C


Source: ibid.


Flow

C’

Longitudinal view

Plan view


A

Bed of channel

HWL

Bank protection work (partial)

Buffer Zone

A

B

C


B’ C’

B’

C

erosion

erosion

erosion

B

Bank protectionline

Buffer zone

Bank protection work (partial)

Source: ibid.




7-12

By this method, the cost of channel stabilization work including maintenance work would be minimal. The existing natural conditions are almost retained. A disadvantage of this alternative is that the land on both sides of the channel would not be effectively utilized for development.

Alternative 3 is recommended as a treatment method of the significant gullies to avoid significant investment and risk of erosion. It is also environment friendly. The land on both sides of the channel within the bank protection line and the buffer zone may be utilized as a park or greenbelt.

4) Bank protection line and a buffer zone

Setting the bank protection line and the buffer zone depends on actual site conditions. The following guidelines are provided tentatively.

i) Potential erosion line should be set in consideration of the existing gully alignment as shown in Figure 7.10. The line should be set such that the width between the line and the bank edge of the existing gully is at least twice as large as the gully depth.

ii) The bank protection line is set as an envelope line of the potential erosion line.

iii) The width of the buffer zone should be at least twice as large as the gully depth.

Bank Protection Line:Envelope line of Potential Erosion line

Inside the bank protection line is at high risk of erosion.

Existing Gully

Buffer Zone :width of buffer zone > 2 x (depth of gully)

Potential Erosion Line:Line connecting the points with2 x (depth of gully) outside the bank edge of the existing gully

2 x (depth of gully)

Source: ibid.

Figure 7.10 Bank Protection Line and Buffer Zone

(2) Medium size gullies

It is recommended that the design discharge for the channels of the medium size gullies should be at least the peak discharge for the flood with a 5-year return period. The medium size gullies, proposed here as the one with the drainage area of 2-10km2, should be utilized as a secondary drainage system. The peak discharge during the flood with a 5-year return period would be smaller than 1m3/sec before the urbanization takes place.

How to deal with the medium size gullies depends on actual urbanization pattern at a local level as well as site conditions. However, Alternative 3 for the treatment of the significant gullies is also recommended for the medium size gullies as a secondary drainage system.



7-13

(3) Small size gullies

The treatment of small size gullies would be examined when actual development is planned and implemented by the Master Developer and individual developers. As a guidance or recommendation at this moment, the following are in order.

1) After small gullies are filled in with soil, drainage laterals such as pipes and road ditches should be installed.

2) If it is judged that the discharge would increase from its natural conditions, additional measures for stabilization of the secondary drainage should be applied.

3) It is generally desirable that the natural drainage patterns are followed as much as possible to avoid significant changes in the discharge in the secondary drainage system.

7.4 Possibility of Creating a Lake in the Central Park

The conceptual design for the Dehsabz new city prepared by the French team proposed a lake to be created in the central park. This possibility is examined from a hydrological point of view. The location of the lake proposed by the French conceptual design, as shown in Figure 7.11, is clearly unsuitable as it is necessary to excavate the entire lake area, resulting in high costs.

An alternative site for the lake is proposed. It is located slightly in the downstream from the location proposed by the French conceptual design as shown also in Figure 7.11. With the construction of a dike of different length, the dimension of the lake would be as follows.

1) Lake with high water level at 1,710m to be created by a dike of 600m length having the surface area of 0.3km2, storage volume of 1.6MCM, and average depth of 5m

2) Lake with high water level at 1,720m to be created by a dike of 2,000m2 length having the surface area of 1.7km2, storage volume of 10.8MCM, and average depth of 6.5m

The drainage area of the newly proposed site is 111km2. The basin average precipitation is estimated to be 456mm annually based on the WorldClim data.

There exists no observed hydrological data in the new city area. The inflow to the proposed site is estimated by the following equation using the hydrological data at the Pul-i-Shokhta station.

refref

ininrefin PA

PAQQ

where Qin = Discharge at the proposed site for the lake in the new city area, Qref = Discharge at Pul-i-Sokhta station in the Paghman river, Ain = Drainage area at the proposed site for the lake in the new city area, Aref = Drainage area at Pul-i-Sokhta station in the Paghman River, Pin = Basin average precipitation for drainage area at the proposed site for the lake in the new city area, Pref = Basin average precipitation for drainage area for Pul-i-Sokhta station in the Paghman River sub-basin.

Using the equation above, the average inflow to the proposed site is estimated to be 5MCM/year. The water balance at the proposed site is worked out to confirm how the storage volume changes over time. The seepage rate through the lake bottom and evaporation from the lake surface may affect the water balance. Two cases are simulated with different seepage rates: Case A with 10mm/day, and Case B with 20mm/day. In the simulation, the maximum effective volume of the lake is assumed to be 5MCM, taking a median volume between the two alternatives for the lake.

The change of the stored water volume in the lake over time is illustrated in Figure 7.12 for Case A and Case B. For both cases, the water in the lake would be maintained throughout a year. The change in discharge at a downstream reach of the proposed lake over time is shown in Figure 7.13 for both cases. It is assumed that there is no return flow from groundwater. As almost all water in the lake is lost by seepage and evaporation, the discharge at the downstream reach would be significantly reduced. On the other hand, the lake may increase the groundwater recharge, which could be used for local water uses, especially in the new city area located lower than 1,700m elevation.



7-14

For more detailed analysis, the following may be undertaken in the subsequent stage:

1) Monitoring of surface water at the proposed lake site for both water quality and quantity 2) Seepage test at the proposed lake site 3) Detailed topographic survey 4) Investigation of water use conditions at the downstream of the proposed lake site

Proposed lakein Dehsabz Concept Plan

Possible place for lake

1720

1710

Lake1710A=0.3km2

V=1.6MCMD=5m

Lake1720A=1.7km2

V=10.8MCM

D=6.5m

DikeL=600m (Lake1710)L=2000m (Lake1720)

Drainage area=111km2

Pave=456mm/yQave=5MCM/y


Figure 7.11 Possible Site for a Lake in Central Park of New City



7-15

DehsabzCenter_LakeV5000_SL10mm

[R]: Data on Right Y Axes [L]: Data on Lef t Y Axes

D ehsabzCenter_LakeV5000_SL10mm__Lake_DehsabzCenter_STOR-Storage [L]D ehsabzCenter_LakeV5000_SL20mm__Lake_DehsabzCenter_STOR-Storage [L]

Wat

er V

olum

e [1

000

m³]

5,000

4,800

4,600

4,400

4,200

4,000

3,800

3,600

3,400

3,200

3,000

2,800

2,600

2,400

2,200

2,000

1,800

1,600

1,400

1,200

1,000

800

600

400

200

0

Date

07/

09/1

978

03/

11/1

978

11/

11/1

977

07/

14/1

977

03/

16/1

977

11/

16/1

976

07/

19/1

976

03/

21/1

976

11/

22/1

975

07/

25/1

975

03/

27/1

975

11/

27/1

974

07/

30/1

974

04/

01/1

974

12/

02/1

973

08/

04/1

973

04/

06/1

973

12/

07/1

972

08/

09/1

972

04/

11/1

972

12/

13/1

971

08/

15/1

971

04/

17/1

971

12/

18/1

970

08/

20/1

970

04/

22/1

970

12/

23/1

969

08/

25/1

969

04/

27/1

969

12/

28/1

968

08/

30/1

968

05/

02/1

968

01/

03/1

968

09/

05/1

967

05/

08/1

967

01/

08/1

967

09/

10/1

966

05/

13/1

966

01/

13/1

966

09/

15/1

965

05/

18/1

965

01/

18/1

965

09/

20/1

964

05/

23/1

964

01/

24/1

964

09/

26/1

963

05/

29/1

963

01/

29/1

963

10/

01/1

962

06/

03/1

962

02/

03/1

962

10/

06/1

961

Case A

Case B

Figure 7.12 Temporal Change in Stored Water Volume at Proposed Lake

DehsabzCenter_LakeV5000_SL10mm

[R]: Data on Right Y Axes [L]: Data on Lef t Y Axes

DehsabzCenter_LakeV5000_SL20mm__2_Outlet(5)-Flow [L] DehsabzCenter_NoLake__2_Outlet(5)-Flow [L]

Flow

Rat

e [m

³/s]

1.9

1.8

1.7

1.6

1.5

1.4

1.3

1.2

1.1

1

0.9

0.8

0.7

0.6

0.5

0.4

0.3

0.2

0.1

0

Date

07/

09/1

978

03/

11/1

978

11/

11/1

977

07/

14/1

977

03/

16/1

977

11/

16/1

976

07/

19/1

976

03/

21/1

976

11/

22/1

975

07/

25/1

975

03/

27/1

975

11/

27/1

974

07/

30/1

974

04/

01/1

974

12/

02/1

973

08/

04/1

973

04/

06/1

973

12/

07/1

972

08/

09/1

972

04/

11/1

972

12/

13/1

971

08/

15/1

971

04/

17/1

971

12/

18/1

970

08/

20/1

970

04/

22/1

970

12/

23/1

969

08/

25/1

969

04/

27/1

969

12/

28/1

968

08/

30/1

968

05/

02/1

968

01/

03/1

968

09/

05/1

967

05/

08/1

967

01/

08/1

967

09/

10/1

966

05/

13/1

966

01/

13/1

966

09/

15/1

965

05/

18/1

965

01/

18/1

965

09/

20/1

964

05/

23/1

964

01/

24/1

964

09/

26/1

963

05/

29/1

963

01/

29/1

963

10/

01/1

962

06/

03/1

962

02/

03/1

962

without lake with lake (Case B)

Source: ibid. (Figures 7.12 and 7.13)

Figure 7.13 Temporal Change in Discharge at Downstream Reach of Proposed Lake

References in Chapter 7

1) http://www.manifold.net/index.shtml 2) Municipality of Kabul, Sewerage and Drainage Master Plan, Emergency Infrastructure

Rehabilitation Project (EIRP), 2006. 3) DCDA: Conceptual Design for the Development of New Dehsabz City, 2007. 4) http://www.worldclim.org/



8-1

CHAPTER 8 RECOMMENDATIONS

The following are recommended to proceed with the water resources development plan for the KMA.

1) For the new city development, the cost of water is very high (at the order of US$1.0/m3 excluding the transmission and distribution cost). Almost all of this cost, which includes construction and O&M costs, should be shouldered by the Government in order to provide affordable water for the people. The more details should be examined at the next stage of the studies such as a feasibility study after the completion of the present master plan study for the KMA

2) A feasibility study for the development of the Panjshir fan aquifer is recommended, covering the water abstraction, conveyance, treatment and transmission in order to realize an early implementation. In the present study, the survey on confirmation of the potential extraction volume of the Panjshir fan aquifer has been conducted, including electric prospecting and test wells drilling, survey on existing groundwater uses, and proposal for appropriate method of water extraction from the aquifer,. These results should be referred to in the recommended feasibility study.

3) The implementation of the Shatoot dam, currently under feasibility study by MoEW, should be realized as soon as possible unless significant disadvantages are found in the feasibility study.

4) The Gulbahar dam is the most promising candidate site in the Panjshir sub-basin for the urban water supply for the KMA. The on-going feasibility study of the Gulbahar dam should carefully study the water allocation to the urban water use for the KMA. Furthermore, the expected urban water demand for distant future of the new city is about 200MCM/year, assuming that the population will reach about 3 million. It is recommended to study the water allocation of the Gulbahar dam with the additional 100MCM/year (totally about 150MCM/year including the water necessary up to 2025 from the Gulbahar dam) for the distant future. One of the ideas is that the storage for additional supply could be rented to other water users until the urban water demand will reach to the necessary amount.

5) The study on the conveyance and treatment plant for the urban water supply from the Gulbahar dam is not included in the feasibility study of the Gulbahar dam. The feasibility study on the conveyance and the treatment plant should also be conducted as soon as possible, if the current feasibility study would not find significant disadvantages for the urban water supply.

6) It is recommended that a preliminary study for the Salang dam be conducted as soon as possible in order to investigate the possible alternate water sources in addition to the Gulbahar dam.



A1-1

APPENDIX- 1 HYDROLOGICAL DATA

1 Historical Monthly Discharge

Remarks

This dataset is prepared based upon "Completed monthly discharge data for 1961 – 1978"by filling the gap of observation using correlation among the hydrological stations, which is shown in "Integrated Water Resources Management in Kabul River Basin, Vol.3, Annex, 2006".

In the present study, these completed monthly discharge data have been checked with the original data in the Hydrological Year Books, and would be basically utilized for further analysis. When there are differences between the values in the Hydrological Year Books and ones prepared by "Integrated Water Resources Management in Kabul River Basin, Vol.3, Annex, 2006", the values in the Hydrological Year Books would be used.



A1-2

1. Kajab

Year Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Min Mean Max

1962 5.80 6.50 7.10 8.50 7.30 9.00 15.90 10.00 3.50 2.60 3.20 4.20 6.97

1963 6.00 6.40 6.70 7.50 7.40 11.20 12.30 16.80 5.90 3.54 4.28 5.32 7.78

1964 7.78 9.45 10.40 10.60 9.49 13.10 23.40 14.20 6.23 2.48 2.96 3.81 2.00 9.49 25.80

1965 5.70 6.81 7.14 8.44 8.97 11.40 26.80 29.80 10.50 4.08 3.53 4.43 2.80 10.63 37.80

1966 6.46 7.22 6.81 6.87 7.24 8.46 18.10 11.00 3.44 2.96 3.57 4.77 2.18 7.24 28.00

1967 5.46 6.11 6.25 5.38 6.06 6.95 21.50 36.50 10.30 5.11 4.50 5.51 2.94 9.97 92.00

1968 7.33 7.60 7.44 7.81 8.38 11.70 26.90 19.30 7.54 4.37 4.98 5.96 4.04 9.94 44.00

1969 7.20 8.29 8.45 8.28 8.45 12.00 14.10 9.88 4.07 2.82 4.91 5.19 2.61 7.80 34.00

1970 6.09 8.24 7.22 6.44 6.14 7.54 14.20 3.66 1.40 1.64 2.62 2.81 1.34 5.67 43.00

1971 3.95 5.26 5.68 5.68 5.69 7.59 8.40 1.76 1.04 1.39 2.36 3.14 0.82 4.33 12.80

1972 4.02 4.86 5.25 5.51 5.68 6.64 13.30 12.90 3.56 2.14 2.84 3.63 1.91 5.86 27.00

1973 5.07 5.71 5.94 5.94 6.10 8.72 27.10 11.30 3.12 4.55 3.05 3.63 1.91 7.52 50.00

1974 5.28 6.42 6.86 6.62 6.58 9.67 11.30 5.55 1.78 1.67 2.25 3.24 1.44 5.60 17.20

1975 4.82 6.07 6.57 6.58 6.58 7.21 20.60 13.10 2.97 1.90 2.50 3.53 1.72 6.87 25.00

1976 5.21 6.36 6.30 6.20 6.20 7.40 31.60 26.20 6.08 4.36 3.42 5.26 2.40 9.55 70.30

1977 7.17 8.01 7.90 8.10 8.10 9.91 14.90 4.12 1.61 1.22 2.08 2.52 1.04 6.30 39.00

1978 4.48 5.93 6.39 6.03 5.75 6.58 16.60 6.55 2.14 5.97 7.94 3.17 1.24 6.46 86.00

Unit: m3/s

XXX : Missing data are filled.

2. Shekhabad


1962 6.34 8.58 8.77 10.10 8.79 10.20 16.80 9.05 2.85 2.51 2.51 3.63 1.70 7.51 20.60

1963 6.55 8.39 7.94 8.55 8.98 8.79 9.38 14.80 2.48 2.82 3.05 3.65 2.05 7.12 31.40

1964 5.29 6.48 6.88 7.26 6.99 10.80 37.40 12.60 4.35 2.98 2.97 3.23 1.53 8.94 63.30

1965 5.01 6.49 7.08 7.72 7.79 11.40 43.30 39.90 17.20 10.40 7.97 7.82 3.13 14.34 77.30

1966 8.15 9.93 10.80 8.22 8.75 10.70 18.80 10.10 3.20 3.35 3.23 3.93 1.75 8.26 31.40

1967 5.45 6.57 6.85 6.07 7.34 8.42 27.90 36.90 11.40 6.41 4.42 5.25 2.58 11.08 102.00

1968 7.50 8.95 8.57 9.42 9.90 14.20 28.10 21.20 8.03 4.86 3.74 5.15 2.50 10.80 46.90

1969 7.45 9.13 10.90 9.50 10.10 18.00 19.50 11.90 3.03 2.23 3.06 4.77 1.23 9.13 31.70

1970 6.42 6.80 6.06 5.90 5.86 8.52 12.40 2.69 0.47 1.16 1.89 2.66 0.12 5.07 18.50

1971 4.63 7.21 7.77 6.74 7.04 10.20 8.60 0.63 0.11 0.68 0.63 1.58 0.00 4.65 15.00

1972 3.01 5.29 5.78 5.00 4.31 6.16 19.70 18.40 4.22 2.00 2.12 3.69 1.23 6.64 41.60

1973 5.94 7.08 7.12 7.70 8.79 13.40 32.90 15.40 3.77 4.78 4.39 4.30 1.76 9.63 73.00

1974 6.05 7.51 8.32 8.46 8.67 13.10 12.30 5.01 0.43 0.77 1.18 3.31 0.20 6.26 36.20

1975 6.08 6.83 6.83 6.60 7.23 8.11 25.60 14.50 3.65 1.64 1.46 3.05 1.11 7.63 34.60

1976 4.44 6.40 7.37 6.96 7.33 8.72 30.30 18.70 5.17 5.57 3.48 4.08 2.70 9.04 71.80

1977 6.42 7.26 8.67 7.70 8.08 7.27 12.20 4.56 1.66 1.69 2.18 1.99 0.48 5.81 29.80

1978 3.42 6.37 6.29 5.77 6.50 8.29 14.00 3.32 0.46 2.43 4.16 2.88 0.40 5.32 20.50

Unit: m3/s




A1-3

3. Sang‐i‐Noweshta


1962 7.14 17.10 18.90 20.10 19.90 19.90 21.80 4.48 0.52 0.42 0.34 0.23 0.18 10.90 30.80

1963 3.81 11.10 15.90 16.70 15.10 13.20 8.07 19.30 1.12 1.01 1.18 1.30 1.00 8.98 44.70

1964 2.23 10.40 16.30 17.20 15.90 18.80 37.00 5.11 0.39 0.30 0.05 0.22 0.05 10.33 63.30

1965 6.78 10.50 15.20 16.60 15.70 16.10 45.90 39.00 9.44 7.83 2.98 3.67 1.90 15.81 85.00

1966 11.20 20.30 20.20 20.10 19.70 20.70 22.90 4.00 1.10 0.61 0.44 1.35 0.30 11.88 27.90

1967 6.51 14.40 16.60 17.90 18.60 19.70 37.70 35.00 5.50 3.32 0.94 1.98 0.70 14.85 95.00

1968 9.62 17.00 16.70 17.60 18.40 27.00 28.30 20.10 3.98 1.19 0.39 1.15 0.10 13.45 36.00

1969 7.52 16.20 17.90 18.80 20.10 23.90 17.20 6.62 2.14 0.75 0.32 0.62 0.17 11.01 34.00

1970 2.94 16.10 15.00 17.10 16.50 17.80 7.86 0.52 0.08 0.06 0.04 0.05 0.02 7.84 25.30

1971 0.70 7.62 12.40 14.10 14.20 12.80 3.80 0.24 0.09 0.01 0.02 0.07 0.00 5.50 19.70

1972 0.36 3.14 7.99 10.50 10.20 15.60 21.00 16.10 1.65 1.04 0.07 0.93 0.05 7.38 58.60

1973 3.49 7.86 12.00 14.30 15.50 18.10 38.60 5.96 0.53 0.71 1.31 1.76 0.17 10.01 62.00

1974 5.19 9.72 14.50 15.50 15.40 17.40 14.10 2.26 0.79 0.43 0.29 0.12 0.04 7.98 41.20

1975 0.21 8.30 12.50 13.10 15.30 17.50 23.40 5.37 0.57 0.11 0.11 0.03 0.00 8.04 40.00

1976 0.57 7.50 14.70 16.60 16.60 17.40 28.60 10.60 0.47 1.65 0.24 0.31 0.04 9.60 57.60

1977 3.55 9.73 14.10 17.30 16.30 15.00 13.10 1.79 0.57 0.52 0.03 0.06 Neg 7.67 28.10

1978 0.59 7.50 12.70 13.10 12.10 11.70 9.03 1.49 0.39 9.16 4.81 0.12 0.02 6.89 88.00

Unit: m3/s


4. Tangi Saidan


1962 0.88 2.54 3.25 4.15 3.20 2.99 10.70 4.05 0.70 0.29 0.44 0.57 0.20 2.81 18.60

1963 0.42 0.77 1.51 2.44 1.95 1.56 5.35 8.00 3.51 0.63 0.40 0.29 0.20 2.24 17.70

1964 0.60 1.31 1.32 2.25 3.11 9.76 25.00 15.90 5.52 1.29 0.73 0.52 0.30 5.61 33.30

1965 0.41 1.32 2.47 2.99 3.35 9.17 22.10 26.80 18.10 6.83 1.31 0.51 0.30 7.95 37.40

1966 1.20 2.57 3.52 4.02 4.07 5.12 14.00 9.77 4.08 0.55 0.32 0.37 0.12 4.13 21.80

1967 0.35 1.16 1.57 2.64 2.61 5.36 23.80 19.70 12.00 2.11 0.57 0.45 0.12 6.03 86.00

1968 0.95 1.92 2.60 3.55 4.57 13.20 20.60 19.60 13.60 1.08 0.55 0.56 0.41 6.90 57.80

1969 0.72 1.88 3.10 4.01 3.75 8.09 11.40 6.41 2.71 0.43 0.28 0.17 0.02 3.58 32.20

1970 0.46 2.02 2.08 2.65 2.60 3.34 3.50 0.41 0.24 0.26 0.31 0.30 0.03 1.51 11.50

1971 0.27 0.28 0.62 0.96 1.31 3.32 5.93 0.64 0.07 0.08 0.10 0.10 0.03 1.14 10.80

1972 0.28 0.22 0.55 1.07 1.49 8.97 22.10 24.40 8.54 1.48 0.34 0.20 0.02 5.80 58.20

1973 0.20 0.70 1.68 2.74 3.32 9.70 29.50 14.20 2.60 0.24 0.22 0.25 0.06 5.45 47.00

1974 0.16 0.53 1.17 1.98 2.09 5.00 6.95 3.04 0.14 0.12 0.11 0.26 neg 1.80 18.50

1975 0.23 0.35 0.66 1.62 1.60 4.59 17.50 9.18 2.46 0.29 0.25 0.23 neg 3.25 32.00

1976 0.25 0.25 0.83 1.92 1.92 6.10 30.00 16.70 4.70 0.50 0.27 0.42 0.60 5.32 70.30

1977 0.32 0.88 1.25 2.36 2.71 3.18 8.00 2.15 0.62 0.32 0.18 0.16 0.01 1.84 28.40

1978 0.23 0.42 0.52 1.28 2.06 5.29 10.40 4.35 0.72 2.02 0.42 0.21 neg 2.33 57.80

Unit: m3/s




A1-4

5. Pul‐i‐Sokhta


1962 0.20 0.70 0.80 0.90 0.60 0.70 2.20 0.20 0.00 0.10 0.10 0.20 0.56

1963 0.10 0.20 0.40 0.50 0.30 0.94 1.40 3.14 0.19 0.14 0.15 0.15 0.14 0.63 8.00

1964 0.15 0.17 0.19 0.24 0.25 2.42 8.88 1.34 0.13 0.05 0.10 0.19 0.02 1.18 14.80

1965 0.18 0.30 0.58 0.53 0.58 0.54 6.73 6.55 1.12 0.57 0.20 0.14 0.12 1.50 16.00

1966 0.21 0.66 0.81 1.16 1.20 1.41 3.40 0.90 0.20 0.10 0.00 0.00 0.00 0.84 5.56

1967 0.07 0.47 0.67 0.62 0.61 0.72 4.68 4.65 0.35 0.47 0.31 0.16 0.00 1.15 34.80

1968 0.21 0.46 0.88 0.81 0.63 2.77 3.93 4.68 0.67 0.18 0.16 0.32 0.05 1.31 48.80

1969 0.32 0.43 0.61 0.86 0.86 1.27 2.22 0.42 0.04 0.05 0.09 0.09 0.01 0.61 4.65

1970 0.12 0.72 0.64 0.69 0.75 0.85 0.21 0.07 0.06 0.29 0.04 0.04 0.01 0.37 4.00

1971 0.06 0.04 0.14 0.26 0.41 0.57 0.67 0.06 0.02 0.02 0.02 0.02 0.00 0.19 3.42

1972 0.02 0.01 0.04 0.07 0.08 1.16 5.01 3.94 0.13 0.05 0.00 0.00 0.00 0.88 19.50

1973 0.00 0.06 0.34 0.38 0.58 2.49 8.25 0.67 0.02 0.13 0.09 0.09 0.00 1.09 17.10

1974 0.12 0.19 0.67 0.62 0.34 0.64 0.93 0.12 0.12 0.12 0.09 0.09 0.05 0.34 10.50

1975 0.04 0.06 0.23 0.28 0.22 0.98 3.34 0.26 0.11 0.04 0.05 0.05 0.01 0.47 80.00

1976 0.02 0.04 0.08 0.17 0.20 1.16 5.45 2.10 0.08 0.03 0.01 0.01 0.01 0.78 13.10

1977 0.02 0.04 0.19 0.27 0.32 0.38 1.19 0.03 0.01 0.10 0.10 0.00 0.00 0.22 7.40

1978 0.10 0.10 0.08 0.22 0.33 1.90 1.07 0.03 0.02 0.79 0.01 0.01 neg 0.39 70.50

Unit: m3/s


6. Tangi Gharu


1962 6.88 22.20 22.50 23.60 23.50 21.70 28.80 6.22 0.59 0.62 0.34 0.29 0.15 13.10 34.80

1963 2.33 10.20 19.80 20.40 18.70 17.40 13.50 50.50 4.43 0.39 0.85 0.29 0.13 13.23 119.00

1964 0.67 11.20 17.60 19.40 19.50 34.80 96.20 21.50 2.80 1.00 0.43 0.35 0.12 18.79 147.00

1965 1.81 15.30 19.80 18.70 21.90 28.40 89.50 93.10 31.10 13.60 3.86 3.76 0.43 28.40 156.00

1966 9.62 22.20 26.60 25.40 24.30 26.80 42.20 12.30 2.08 1.15 0.85 1.73 0.25 16.27 79.70

1967 5.32 16.00 20.20 22.50 23.60 23.70 60.00 74.60 22.80 7.75 2.62 2.04 0.66 23.43 192.00

1968 9.06 21.70 25.80 27.90 27.00 45.50 56.70 41.80 13.80 1.37 0.49 1.05 0.19 22.68 115.00

1969 6.54 18.20 26.60 27.80 28.10 32.70 30.90 10.60 2.25 0.33 0.31 0.32 0.21 15.39 85.50

1970 2.08 17.30 17.40 19.70 18.30 18.00 6.17 0.44 0.15 1.34 0.17 0.04 Neg 8.42 101.00

1971 0.06 4.26 12.80 15.30 16.70 19.00 11.60 0.70 0.44 0.13 0.13 0.17 Neg 6.77 43.60

1972 0.22 0.56 6.77 11.50 14.60 29.20 53.60 53.80 6.80 1.84 0.40 0.75 0.02 15.00 107.00

1973 0.79 8.90 16.50 19.10 18.80 39.10 78.90 17.20 1.29 0.74 0.39 0.24 0.15 16.83 107.00

1974 1.13 8.43 17.80 21.40 21.30 22.80 22.20 2.09 2.12 0.12 0.01 0.10 Neg 9.96 48.20

1975 0.20 4.41 10.50 16.90 18.40 24.40 43.60 13.70 1.71 0.25 0.60 0.15 0.02 11.24 86.80

1976 0.12 5.23 13.50 16.60 18.10 24.70 67.10 35.50 3.16 1.73 0.24 0.20 0.02 15.52 128.00

1977 0.64 9.83 16.80 21.80 22.80 18.30 20.60 1.25 0.22 0.14 0.15 0.13 Neg 9.39 47.40

1978 0.18 4.23 10.90 13.70 16.00 18.50 16.50 2.01 0.24 8.71 5.61 0.57 0.06 8.10 109.00

Unit: m3/s




A1-5

7. Omraz


1962 11.30 9.40 6.70 5.70 5.00 5.40 15.60 37.00 152.50 98.00 31.10 18.90 33.05

1963 12.10 10.40 8.71 7.61 4.80 7.50 17.60 48.40 202.40 105.00 41.10 19.40 40.42

1964 14.80 10.90 8.32 7.43 7.58 8.45 14.50 45.30 130.00 126.00 52.70 20.20 6.80 37.18 216.00

1965 11.00 7.60 6.20 6.20 6.00 8.52 12.60 42.10 139.00 140.00 53.00 22.60 5.20 37.90 224.00

1966 12.90 11.40 9.67 8.39 6.67 6.82 13.80 54.10 143.00 93.80 45.70 21.70 4.32 35.66 300.00

1967 11.90 8.67 6.79 5.79 5.97 6.07 11.50 33.30 126.00 113.00 42.30 19.40 4.65 32.56 237.00

1968 11.20 8.19 7.19 6.72 6.42 7.65 17.20 34.40 161.00 142.00 54.20 19.00 5.44 39.60 318.00

1969 13.80 10.20 9.25 7.26 7.08 9.57 20.50 38.40 149.00 153.00 75.50 27.60 4.85 43.43 279.00

1970 15.80 12.20 9.72 9.07 8.71 9.27 19.40 64.00 104.00 53.30 37.30 21.80 7.20 30.38 226.00

1971 11.80 9.52 7.77 6.09 6.47 10.00 23.70 92.30 89.10 34.70 25.10 11.90 4.46 27.37 252.00

1972 7.90 7.51 6.07 5.34 5.67 7.28 12.30 34.30 151.00 104.00 40.90 19.60 4.10 33.49 306.00

1973 14.70 12.40 10.70 8.70 7.18 7.13 21.10 78.30 190.00 105.00 36.40 17.40 4.56 42.42 342.00

1974 10.40 8.16 7.39 6.00 6.03 7.56 14.80 41.70 101.00 67.50 24.00 13.20 4.85 25.65 219.00

1975 9.50 7.60 6.04 5.51 5.23 5.55 12.50 35.80 113.00 86.00 37.60 16.00 4.10 28.36 228.00

1976 9.71 8.07 7.06 5.90 5.62 5.77 13.00 45.40 95.00 92.60 32.10 18.10 4.46 28.19 210.00

1977 12.50 10.10 8.84 7.81 6.86 7.10 10.50 32.10 98.80 57.50 25.80 15.20 6.28 24.43 284.00

1978 9.74 8.77 8.06 7.26 6.93 7.32 19.40 73.40 168.00 80.60 31.50 17.60 5.98 36.55 305.00

Unit: m3/s


8. Gulbahar‐Panjshir


1962 17.70 14.70 10.50 8.82 7.84 8.48 24.30 57.80 238.00 153.00 48.60 29.50 7.50 51.60 351.00

1963 17.90 13.40 9.70 7.44 7.57 11.70 27.40 75.60 316.00 162.00 41.30 13.60 6.70 58.63 394.00

1964 12.30 10.50 9.74 7.78 7.46 12.60 40.80 99.70 226.00 191.00 54.10 21.60 6.70 57.80 569.00

1965 15.40 13.40 12.90 11.90 11.70 15.20 38.40 90.50 202.00 231.00 68.50 28.20 10.00 61.59 300.00

1966 22.30 18.10 14.80 10.70 10.60 14.40 39.00 80.70 228.00 120.00 60.00 25.10 9.38 53.64 335.00

1967 16.60 13.00 10.70 9.22 12.90 14.10 35.50 77.10 219.00 184.00 72.30 30.50 7.20 57.91 358.00

1968 17.20 12.90 13.60 13.30 12.20 23.40 37.10 64.20 246.00 203.00 73.90 26.30 9.44 61.93 412.00

1969 19.90 16.80 15.30 13.40 11.60 19.10 37.80 88.80 257.00 222.00 99.40 36.30 11.00 69.78 424.00

1970 27.10 24.30 19.30 17.20 14.10 14.40 41.90 121.00 177.00 74.60 48.90 27.80 12.30 50.63 350.00

1971 15.00 12.00 8.59 7.24 7.18 11.10 34.50 148.00 131.00 48.10 30.30 17.40 6.08 39.20 321.00

1972 13.40 12.00 11.30 8.84 10.00 12.40 21.10 70.90 271.00 155.00 50.00 25.00 8.00 55.08 385.00

1973 17.40 15.50 13.50 11.70 12.50 20.30 62.90 146.00 280.00 138.00 44.50 22.40 7.47 65.39 473.00

1974 19.30 15.20 12.20 10.20 10.00 12.70 33.10 82.00 152.00 91.20 31.50 18.20 7.48 40.63 292.00

1975 13.70 11.50 9.98 9.32 9.20 10.70 31.40 66.40 174.00 119.00 52.20 22.60 7.48 44.17 335.00

1976 16.70 14.80 11.90 11.30 10.90 12.90 38.60 99.20 164.00 138.00 46.40 23.70 8.53 49.03 327.00

1977 15.70 11.80 10.60 10.80 11.20 12.20 19.10 49.80 138.00 80.20 30.60 16.50 9.74 33.88 338.00

1978 13.20 11.70 11.10 9.55 9.18 12.60 41.40 137.00 221.00 103.00 44.40 22.00 7.83 53.01 418.00

Unit: m3/s




A1-6

9. Bagh‐i‐Lala


1962 5.08 4.59 4.37 4.30 4.39 5.59 19.80 23.20 20.60 12.60 7.33 5.51 3.80 9.78 29.70

1963 4.51 4.12 3.55 3.52 3.87 7.73 17.50 39.60 34.10 14.20 6.36 3.35 2.80 11.87 85.00

1964 2.86 2.57 2.21 1.97 3.25 7.30 23.10 29.60 31.20 15.20 4.90 2.60 1.10 10.56

1965 3.50 3.10 2.82 3.33 4.06 8.93 25.60 38.10 40.50 30.80 11.70 5.25 2.10 14.81 50.00

1966 3.72 3.26 2.86 2.84 3.46 9.05 26.20 25.10 32.30 11.80 6.25 4.53 2.60 10.95 60.60

1967 3.62 3.10 2.75 2.45 2.41 5.34 28.20 23.00 25.60 12.20 6.63 5.02 1.82 10.03 124.00

1968 3.60 2.28 2.54 2.38 2.74 9.03 23.50 26.80 45.40 19.50 7.26 4.66 1.80 12.47 76.10

1969 3.74 3.27 3.79 2.75 3.68 15.40 29.10 21.40 30.80 18.00 8.19 4.59 1.80 12.06 91.00

1970 3.60 3.82 2.82 2.26 2.79 5.62 16.60 21.10 14.80 7.28 4.41 3.33 1.90 7.37 58.50

1971 2.66 2.52 2.72 1.96 1.71 4.29 10.30 11.10 9.55 6.47 3.90 3.27 1.50 5.04 22.40

1972 2.70 2.62 2.53 2.82 3.12 13.60 24.20 36.80 32.00 18.00 7.42 4.37 1.76 12.52 80.80

1973 4.13 4.22 3.33 3.42 4.24 11.40 31.50 43.80 33.50 13.40 6.40 3.70 1.76 13.59 56.70

1974 3.75 3.05 2.54 2.06 2.28 5.81 18.60 23.20 19.40 8.72 4.60 3.66 1.00 8.14 45.50

1975 3.09 2.23 1.92 2.19 2.18 4.03 23.20 28.00 26.90 14.00 5.30 3.24 1.17 9.69 60.00

1976 3.18 2.91 2.96 2.51 2.72 5.58 23.30 33.10 28.80 16.90 7.06 4.37 1.76 11.12 53.10

1977 3.94 3.27 2.91 2.79 2.84 7.13 13.60 15.90 17.10 8.74 4.19 3.33 0.82 7.15 27.90

1978 3.02 3.05 2.93 3.04 4.23 7.74 23.50 30.60 21.00 10.10 5.33 3.93 1.93 9.87 41.60

Unit: m3/s


10. Gulbahar‐Shtul


1962 0.30 0.20 0.10 0.10 0.00 0.90 5.80 7.20 18.80 9.80 2.30 1.10 3.88

1963 0.40 0.10 0.00 0.00 0.00 1.40 6.20 8.80 26.30 10.60 3.60 1.20 4.88

1964 0.70 0.20 0.20 0.20 0.40 1.60 7.80 11.10 17.60 12.90 5.20 1.30 4.93

1965 0.20 0.10 0.10 0.20 0.40 2.00 7.50 10.20 15.30 16.20 4.00 1.00 4.77

1966 0.60 0.30 0.20 0.20 0.30 1.80 7.60 9.30 17.80 7.10 3.30 0.80 4.11

1967 0.30 0.10 0.10 0.10 0.20 1.80 7.20 9.00 19.10 12.50 4.04 0.92 0.40 4.61 41.80

1968 0.44 0.22 0.18 0.36 0.35 2.54 8.24 11.30 22.50 15.70 6.16 1.21 0.00 5.77 41.80

1969 0.42 0.32 0.26 0.22 0.39 3.51 8.26 9.04 16.10 12.50 5.85 1.58 0.00 4.87 28.20

1970 1.03 0.58 0.27 0.30 0.35 1.67 6.49 12.30 12.20 2.92 0.99 0.04 Neg 3.26 27.60

1971 0.03 0.04 0.03 0.03 Neg 0.35 2.20 6.89 6.13 1.27 0.75 0.17 Neg 1.63 20.60

1972 0.18 0.10 0.06 0.06 0.08 2.37 6.43 13.50 25.20 11.80 3.53 0.78 0.01 5.34 40.60

1973 0.37 0.06 0.21 0.61 0.44 2.86 9.85 16.30 19.80 8.57 1.28 0.24 0.01 5.05 35.10

1974 0.17 0.10 0.08 0.08 0.37 1.56 6.82 8.91 10.70 5.08 0.74 0.13 0.01 2.90 21.60

1975 0.09 0.03 0.03 0.05 0.16 0.67 6.14 7.14 14.40 9.38 1.98 0.33 0.01 3.37 30.90

1976 0.19 0.08 0.07 0.13 0.58 1.71 6.30 9.29 12.20 11.00 2.40 0.44 0.03 3.70 24.50

1977 0.09 0.04 0.04 0.15 0.33 1.34 3.77 5.26 9.53 3.48 0.75 0.07 Neg 2.07 20.70

1978 0.09 0.05 0.04 0.17 0.13 1.29 11.00 17.40 14.50 3.90 1.47 0.90 Neg 4.25 27.00

Unit: m3/s




A1-7

11. Pul‐i‐Ashawa


1962 11.10 12.80 13.70 12.90 12.60 14.00 29.10 40.50 48.20 23.70 12.30 14.10 10.00 20.42 74.00

1963 8.40 9.63 8.95 8.01 7.00 10.30 22.20 61.10 72.80 35.90 10.90 7.68 6.50 21.91 90.40

1964 7.61 9.66 9.53 9.26 9.02 16.00 46.50 59.00 62.10 31.30 11.30 6.85 6.20 23.18 71.40

1965 7.70 9.10 8.60 8.40 8.00 18.60 54.10 89.40 99.90 75.00 25.70 13.40 6.50 34.83 118.00

1966 12.70 13.00 12.00 10.30 10.50 14.90 34.50 53.00 71.70 25.60 10.50 8.51 7.28 23.10 108.00

1967 9.19 9.50 8.43 7.24 6.77 10.50 33.80 48.20 70.60 35.70 15.20 11.10 6.08 22.19 161.00

1968 9.36 9.88 10.20 9.25 9.32 19.30 42.80 59.20 107.00 51.80 17.00 10.60 6.92 29.64 131.00

1969 11.80 12.30 13.90 10.50 11.50 23.20 39.30 50.00 74.70 38.10 15.00 10.50 7.99 25.90 97.50

1970 12.40 14.40 9.43 8.29 7.38 8.45 21.70 40.80 34.00 13.30 6.21 5.83 4.71 15.18 73.20

1971 8.57 9.28 8.10 6.13 4.63 10.90 22.80 42.60 22.50 7.68 3.40 3.40 3.25 12.50 69.70

1972 5.07 6.91 6.84 5.72 5.26 19.70 36.70 74.00 91.10 37.10 13.20 7.98 3.63 25.80 123.00

1973 10.40 10.80 10.10 10.40 9.73 19.80 45.10 73.10 67.30 25.40 12.50 9.24 7.08 25.32 111.00

1974 9.47 10.50 9.95 9.82 8.57 11.10 23.10 39.50 42.60 14.90 5.60 5.86 4.38 15.91 63.70

1975 8.30 8.96 8.48 6.99 6.31 11.20 29.20 49.20 61.10 29.00 8.48 4.43 3.30 19.30 121.00

1976 6.84 8.17 9.29 8.61 6.24 11.70 41.50 71.30 69.80 31.90 8.52 7.27 5.44 23.43 130.00

1977 8.19 8.73 9.50 9.45 10.00 15.20 24.60 33.20 47.90 13.60 5.61 4.53 3.30 15.88 86.40

1978 6.58 8.90 8.87 9.03 8.78 15.60 47.50 57.30 42.80 20.70 8.84 7.23 4.86 20.18 85.10

Unit: m3/s


12. Shukhi


1962 30.70 32.40 37.50 39.60 34.00 30.30 89.50 109.40 366.60 216.70 55.80 34.10 89.72

1963 27.90 29.20 29.60 30.50 27.90 29.60 81.30 162.00 507.10 245.70 70.50 32.80 106.18

1964 27.10 29.20 35.10 38.30 34.40 39.30 162.80 192.10 369.20 279.10 89.70 32.90 110.77

1965 27.20 28.60 33.70 37.50 33.20 46.90 174.00 221.10 388.10 393.70 90.40 33.60 125.67

1966 32.30 32.60 41.20 38.50 34.60 40.30 133.00 157.90 385.10 174.10 65.70 31.80 97.26

1967 27.70 28.30 33.80 36.10 25.70 29.60 122.00 176.00 390.00 271.00 69.90 31.50 22.50 103.47 750.00

1968 29.40 30.20 37.20 42.30 36.00 56.10 143.00 201.00 493.00 362.00 112.00 34.40 25.50 131.38 680.00

1969 29.40 32.10 45.00 44.10 37.20 67.20 164.00 168.00 407.00 312.00 103.00 33.50 21.70 120.21 626.00

1970 23.60 32.80 32.70 37.70 28.60 34.30 98.30 216.00 270.00 124.00 64.50 38.90 21.70 83.45 509.00

1971 30.10 28.20 30.20 30.20 28.50 36.80 86.70 241.00 190.00 45.20 29.10 29.10 24.20 67.09 522.00

1972 27.70 22.60 23.90 26.00 24.70 45.00 143.00 298.00 496.00 244.00 65.10 32.90 21.70 120.74 719.00

1973 32.20 32.80 38.20 40.60 36.30 55.30 207.00 349.00 439.00 194.00 51.10 31.90 27.60 125.62 700.00

1974 29.70 29.00 31.60 32.80 31.40 29.00 82.10 136.00 217.00 87.80 27.90 27.80 26.30 63.51 380.00

1975 27.80 27.70 28.80 30.50 30.20 32.10 91.10 145.00 267.00 157.00 53.30 30.00 26.80 76.71 451.00

1976 25.50 23.80 26.60 28.80 27.80 37.90 123.00 198.00 263.00 173.00 40.70 30.80 23.10 83.24 482.00

1977 25.90 28.20 31.20 37.00 35.10 31.10 60.20 88.40 207.00 89.20 32.60 29.50 24.80 57.95 392.00

1978 29.30 31.70 31.30 33.90 30.80 35.10 120.00 230.00 295.00 143.00 39.50 29.90 27.00 87.46 590.00

Unit: m3/s




A1-8

13. Gawardish


1962 16.30 20.10 15.90 13.10 14.60 10.30 46.60 63.20 107.50 100.10 65.10 51.90 43.73

1963 36.10 24.70 13.00 10.70 12.80 22.50 62.40 120.90 180.10 154.90 85.50 53.40 64.75

1964 19.30 15.20 19.30 12.70 14.60 15.60 59.70 107.50 145.90 143.10 84.60 51.50 57.42

1965 16.70 13.90 14.70 13.60 15.00 18.10 77.50 139.20 226.80 248.00 93.10 59.60 78.02

1966 21.20 15.00 14.70 15.20 23.00 31.50 87.50 127.60 185.90 172.50 95.70 65.10 71.24

1967 40.20 26.00 13.70 10.10 12.90 12.80 64.90 124.20 205.10 191.10 88.30 66.40 71.31

1968 34.80 26.10 17.00 15.70 25.00 33.00 83.40 127.60 215.10 233.30 116.10 57.90 82.08

1969 32.00 22.50 20.70 16.70 22.10 45.60 85.00 135.90 241.80 175.40 84.40 57.10 78.27

1970 49.20 37.70 17.00 15.50 14.20 14.50 53.10 114.20 100.00 66.10 64.10 51.80 49.78

1971 15.20 10.50 7.70 5.70 7.00 12.20 38.40 106.70 80.40 70.70 52.30 42.30 37.43

1972 11.00 9.70 6.60 7.50 20.70 32.90 87.50 163.40 276.00 153.90 65.20 53.60 74.00

1973 24.70 21.60 21.40 21.60 27.60 38.40 145.10 231.80 255.10 181.30 92.20 53.00 92.82

1974 21.40 14.30 12.60 10.10 13.70 16.40 53.90 118.40 145.10 99.50 49.90 43.40 49.89

1975 14.00 12.80 11.20 11.20 10.00 9.50 72.70 169.00 169.00 132.00 99.00 47.20 63.13

1976 23.60 16.30 12.80 12.10 11.90 14.10 53.40 120.00 154.00 144.00 78.50 46.20 7.70 57.24 222.00

1977 23.50 16.40 13.00 11.10 10.40 19.70 44.40 80.00 150.00 112.00 69.90 35.50 8.78 48.83 372.00

1978 21.80 15.60 11.40 9.67 10.40 15.40 51.50 125.00 175.00 149.90 69.90 52.60 7.66 59.01 236.00

Unit: m3/s


14. Chaghasarai


1962 10.00 12.30 9.74 8.03 8.96 12.40 55.90 75.80 129.00 68.20 32.50 19.00 7.40 36.82 182.00

1963 22.10 15.10 7.96 6.58 7.86 27.00 74.90 145.00 216.00 124.00 53.30 20.50 3.60 60.03 330.00

1964 11.80 9.30 11.80 7.79 8.94 18.70 71.60 129.00 175.00 112.00 52.40 18.60 6.90 52.24 225.00

1965 10.20 8.50 9.00 8.30 9.20 21.70 93.00 167.00 272.00 219.00 61.00 26.90 5.00 75.48 525.00

1966 13.00 9.20 9.00 9.30 14.10 37.80 105.00 153.00 223.00 142.00 63.70 32.50 8.70 67.63 406.00

1967 24.60 15.90 8.36 6.16 7.89 18.40 77.90 149.00 246.00 161.00 56.10 33.80 5.50 67.09 456.00

1968 21.30 16.00 10.40 9.64 15.30 39.60 100.00 153.00 258.00 204.00 84.50 25.10 5.40 78.07 366.00

1969 19.60 13.80 12.70 10.20 13.50 54.70 102.00 163.00 290.00 145.00 52.10 24.30 8.14 75.08 445.00

1970 30.10 23.10 10.40 9.49 8.70 17.40 63.70 137.00 120.00 33.50 31.40 18.90 8.00 41.97 254.00

1971 9.32 6.43 4.73 3.50 4.26 14.60 46.10 128.00 96.40 38.20 19.40 9.17 2.07 31.68 352.00

1972 6.73 5.94 4.01 4.57 12.70 39.50 105.00 196.00 331.00 123.00 32.60 20.70 3.00 73.48 540.00

1973 15.10 13.20 13.10 13.20 16.90 46.10 174.00 278.00 306.00 151.00 60.10 20.10 11.20 92.23 435.00

1974 13.10 8.78 7.71 6.18 8.39 19.70 64.60 142.00 174.00 67.50 17.00 10.30 4.47 44.94 362.00

1975 8.60 7.85 6.84 6.85 6.15 11.40 87.20 138.00 213.00 112.00 55.40 27.70 5.03 56.75 387.00

1976 16.20 9.47 7.71 6.55 10.40 15.00 73.80 158.00 164.00 116.00 43.10 21.40 4.00 53.47 291.00

1977 10.00 8.23 6.61 6.58 7.61 18.30 42.70 125.00 170.00 57.90 25.00 15.60 5.77 41.13 315.00

1978 10.40 9.20 7.97 9.03 6.43 12.40 89.00 190.00 188.00 119.00 37.40 19.70 5.43 58.21 530.00

Unit: m3/s




A1-9

17. Pul‐i‐Kama


1962 233.1 127.9 113.4 106.8 103.6 136.2 205.3 294.7 596.8 790.2 756.3 391.2 321.3

1963 157.1 120.7 104.2 97.0 96.7 135.5 238.1 507.4 831.0 930.5 819.7 382.9 368.4

1964 157.1 118.6 99.7 94.8 94.6 166.9 303.8 420.3 643.2 895.5 818.5 456.8 355.8

1965 166.4 121.7 115.5 105.0 95.8 139.7 380.7 698.6 989.4 1087.8 798.2 394.4 424.4

1966 189.3 134.2 107.1 86.3 86.3 194.0 361.5 527.8 1026.7 1077.6 963.3 454.7 434.1

1967 223.7 159.2 131.1 111.0 109.0 134.0 351.0 587.0 1171.0 1455.0 1095.0 603.0 102.0 510.8 1706.0

1968 233.0 189.0 140.0 115.0 127.0 172.0 430.0 745.0 1359.0 1344.0 1090.0 457.0 91.0 533.4 1800.0

1969 235.0 164.0 131.0 102.0 94.0 205.0 408.0 535.0 1028.0 1137.0 978.0 494.0 81.2 459.3 1325.0

1970 246.0 189.0 173.0 147.0 131.0 150.0 345.0 611.0 800.0 883.0 1073.0 588.0 125.0 444.7 1490.0

1971 203.0 123.0 110.0 99.7 93.8 115.0 223.0 539.0 930.0 923.0 839.0 405.0 90.0 383.6 1312.0

1972 213.0 195.0 147.0 108.0 97.0 129.0 247.0 630.0 1342.0 1319.0 1109.0 615.0 90.0 512.6 1700.0

1973 241.0 158.0 138.0 114.0 116.0 198.0 776.0 1383.0 1346.0 1686.0 1279.0 690.0 70.0 677.1 2350.0

1974 244.0 167.0 127.0 95.0 88.0 104.0 248.0 471.0 894.0 1090.0 786.0 337.0 70.0 387.6 1680.0

1975 177.0 113.0 88.2 74.8 60.2 65.0 343.0 717.0 1116.0 1081.0 1055.0 424.0 45.0 442.9 2342.0

1976 219.0 186.0 142.0 118.0 112.0 119.0 357.0 632.0 829.0 1109.0 794.0 420.0 102.0 419.8 1362.0

1977 217.0 151.0 120.0 109.0 100.0 123.0 265.0 408.0 835.0 1155.0 908.0 335.0 91.2 393.8 1414.0

1978 198.0 147.0 109.0 106.0 104.0 115.0 376.0 612.0 953.0 1308.0 1042.0 472.0 89.0 461.8 2200.0

Unit: m3/s


18. Naghlu


1962 38.50 57.40 67.00 72.00 62.80 54.80 132.00 143.00 314.00 167.00 57.60 38.40 34.60 100.38 493.00

1963 35.10 42.40 54.70 59.20 49.00 52.80 104.00 310.00 525.00 307.00 100.00 39.50 33.20 139.89 584.00

1964 39.40 45.50 55.20 67.00 60.90 87.80 246.00 199.00 275.00 191.00 60.70 37.90 34.00 113.78 362.00

1965 36.10 44.60 56.00 65.20 58.00 76.40 309.00 325.00 345.00 286.00 100.00 56.70 33.20 146.50 482.00

1966 57.50 67.50 75.70 75.40 67.20 83.00 165.00 172.00 253.00 102.00 66.20 40.60 25.30 102.09 358.00

1967 33.70 47.70 60.40 73.40 64.90 31.70 102.00 292.00 425.00 296.00 87.80 35.00 14.00 129.13 863.00

1968 46.70 63.20 78.90 102.00 51.90 159.00 238.00 246.00 535.00 302.00 83.40 36.30 12.20 161.87 733.00

1969 45.80 62.70 73.30 74.50 74.60 111.00 210.00 266.00 368.00 230.00 90.10 45.60 31.40 137.63 490.00

1970 46.70 60.50 70.50 76.50 74.70 73.90 72.40 142.00 175.00 80.00 49.90 45.10 39.80 80.60 356.00

1971 36.90 59.10 41.10 50.90 43.80 36.80 45.90 148.00 117.00 34.40 29.20 31.10 15.30 56.18 224.00

1972 56.40 44.50 36.40 34.90 52.00 33.20 198.00 318.00 407.00 185.00 61.20 46.20 10.50 122.73 580.00

1973 55.40 61.50 44.30 47.00 89.20 103.00 307.00 313.00 406.00 166.00 51.10 48.60 27.50 141.01 531.00

1974 60.20 44.00 36.30 44.40 51.20 52.00 78.40 90.80 140.00 82.70 49.40 51.90 11.60 65.11 258.00

1975 42.00 51.90 39.20 36.80 43.10 43.50 104.00 157.00 234.00 135.00 47.80 39.90 11.70 81.18 384.00

1976 42.10 39.10 43.80 50.40 54.60 48.00 208.00 246.00 211.00 149.00 45.20 39.80 19.70 98.08 474.00

1977 43.80 39.10 42.10 59.20 44.80 41.70 85.70 64.00 157.00 73.80 36.20 36.40 19.70 60.32 277.00

1978 38.30 46.20 34.10 43.70 42.80 48.60 94.20 228.00 231.00 147.00 41.60 47.60 21.80 86.93 698.00

Unit: m3/s




A1-10

19. Pul‐i‐Qarghai


1962 18.60 15.20 13.50 12.50 9.21 8.09 46.60 55.90 210.00 93.60 20.70 2.79 2.00 42.22 421.00

1963 2.06 5.95 14.00 8.92 1.94 20.10 72.30 132.00 182.00 103.00 22.90 5.49 1.60 47.56 301.00

1964 4.45 4.57 4.65 4.90 5.10 14.30 88.80 134.00 178.00 117.00 32.70 6.80 4.20 49.61 247.00

1965 5.30 4.91 4.81 5.32 6.61 17.50 107.00 194.00 265.00 196.00 60.20 14.60 4.40 73.44 442.00

1966 8.55 6.36 5.50 5.40 10.00 42.60 119.00 168.00 243.00 104.00 40.60 19.20 5.00 64.35 410.00

1967 12.90 8.15 3.58 4.18 5.12 12.90 82.10 155.00 276.00 166.00 39.60 8.85 3.50 64.53 506.00

1968 5.70 5.68 5.79 4.08 6.10 42.20 131.00 184.00 324.00 190.00 55.90 11.60 3.11 80.50 592.00

1969 6.60 4.20 5.00 4.90 5.90 58.20 98.50 149.00 262.00 173.00 54.40 14.40 4.00 69.68 417.00

1970 12.20 9.30 5.31 3.24 3.00 4.90 73.20 143.00 126.00 27.90 12.50 11.20 3.00 35.98 332.00

1971 3.60 2.80 2.00 1.22 1.80 10.40 59.00 154.00 81.50 13.80 9.02 3.20 0.99 28.53 336.00

1972 1.50 1.23 0.95 2.42 23.10 50.20 115.00 213.00 358.00 119.00 21.40 12.60 0.90 76.53 519.00

1973 8.64 7.00 6.84 7.93 14.20 43.00 203.00 282.00 327.00 156.00 31.40 8.00 6.00 91.25 444.00

1974 5.16 4.66 2.44 2.23 2.93 23.30 87.50 144.00 184.00 65.10 11.40 3.98 2.00 44.73 270.00

1975 2.00 2.21 2.02 1.96 2.24 8.11 113.00 162.00 224.00 113.00 54.20 11.40 1.80 58.01 339.00

1976 7.26 5.13 4.13 3.81 6.28 19.50 141.00 172.00 187.00 97.00 28.70 9.97 3.28 56.82 334.00

1977 4.74 2.94 3.07 4.35 3.71 19.10 95.30 131.00 180.00 55.10 10.40 3.73 1.54 42.79 292.00

1978 2.35 3.11 3.35 2.76 3.36 19.10 125.00 192.00 202.00 81.20 9.90 5.03 1.65 54.10 353.00

Unit: m3/s


20. Dakah


1962 276.0 186.4 181.2 179.6 166.7 240.1 401.3 512.0 1033.5 1084.7 926.7 440.3 469.0

1963 193.5 163.2 158.9 156.1 145.2 237.1 406.7 930.5 1524.2 1939.6 1043.2 432.8 610.9

1964 197.9 164.3 154.8 162.0 155.4 310.2 635.5 712.1 1041.6 1227.1 998.7 507.9 522.3

1965 204.2 166.6 171.9 170.7 153.6 234.7 789.8 1157.8 1500.4 1543.8 1019.5 462.5 631.3

1966 250.3 203.4 183.8 161.8 153.3 334.9 609.8 800.9 1440.1 1329.8 1164.4 508.5 595.1

1967 261.2 208.7 192.7 185.4 174.5 212.2 58.9 998.4 1788.8 1959.6 1333.3 656.8 669.2

1968 284.4 255.9 221.2 219.3 179.7 377.0 861.0 1176.0 2221.0 1874.0 1228.0 500.0 184.0 783.1 2655.0

1969 308.0 255.0 231.0 197.0 162.0 345.0 655.0 789.0 1579.0 1456.0 1122.0 540.0 135.0 636.6 2091.0

1970 309.0 268.0 248.0 251.0 231.0 222.0 507.0 858.0 1146.0 1034.0 1116.0 677.0 174.0 572.3 1600.0

1971 249.0 186.0 183.0 153.0 137.0 146.0 369.0 848.0 1159.0 999.0 871.0 427.0 104.0 477.3 1410.0

1972 224.0 218.0 176.0 126.0 131.0 196.0 567.0 1257.0 2219.0 1712.0 1211.0 650.0 101.0 723.9 2750.0

1973 269.0 210.0 178.0 168.0 221.0 342.0 1289.0 1877.0 2213.0 2084.0 1425.0 763.0 132.0 919.9 2870.0

1974 310.0 220.0 168.0 139.0 135.0 172.0 417.0 679.0 1240.0 1193.0 817.0 380.0 92.4 489.2 1790.0

1975 209.0 132.0 105.0 89.1 81.2 104.0 576.0 992.0 1495.0 1281.0 1132.0 532.0 61.2 560.7 2180.0

1976 251.0 199.0 180.0 164.0 175.0 185.0 659.0 899.0 1295.0 1548.0 891.0 496.0 132.0 578.5 2050.0

1977 283.0 223.0 191.0 165.0 148.0 168.0 427.0 593.0 1177.0 1106.0 839.0 380.0 116.0 475.0 1860.0

1978 238.0 196.0 158.0 132.0 150.0 228.0 567.0 1035.0 1474.0 1744.0 1160.0 543.0 122.0 635.4 3016.0

Unit: m3/s




A1-11

2 Daily Discharge for Tangi Gharu and Shukhi Stations (Newly Observed Data)

Remarks

The observed daily water level and data for discharge measurements are obtained from Ministry of Energy and Water.

H – Q curves are estimated by the JICA Study Team. The water level has been converted by the JICA Study Team using the estimated H-Q curves.

Missing data for discharge were filled with linear interpolation.



A1-12

2.1 Shukhi Station

No Date Time H0(m) dH (m) H(m) Q (m3/s) SqrtQ

1 20050525 2:50 2.086 0 2.086 156.32 12.50

2 20050612 4:20 2.34 ‐0.02 2.33 214.35 14.643 20050613 8:00 2.3 0 2.3 206.02 14.354 20050613 4:15 2.24 ‐0.02 2.23 182.28 13.505 20050614 8:15 2.31 0 2.31 209.23 14.466 20050615 4:00 2.29 0 2.29 180.21 13.427 20050615 8:00 2.38 0.04 2.4 222.67 14.928 20050615 1:00 2.38 0 2.38 221.15 14.879 20050704 4:00 2.93 ‐0.02 2.92 372.16 19.2910 20050906 4:00 1.15 0 1.15 28.33 5.3211 20050907 0:00 1.17 0 1.17 30.18 5.4912 20050907 4:10 1.15 0 1.15 27.03 5.2013 20050908 7:22 1.16 0 1.16 30.31 5.5114 20051025 7:30 1.2 0 1.2 29.18 5.4015 20060312 8:00 1.4 0 1.4 49.45 7.0316 20060503 3:40 2.91 ‐0.01 2.905 355.76 18.8617 20060511 11:40 2.65 ‐0.03 2.635 307.47 17.5318 20060704 8:00 1.56 0 1.56 64.547 8.0319 20060713 8:30 1.63 0 1.63 73.86 8.5920 20060828 4:30 1.12 0 1.12 30.45 5.5221 20060829 8:00 1.14 0 1.14 32.7 5.7222 20070124 4:00 1.25 0 1.25 37.003 6.0823 20070125 8:30 1.24 0 1.24 39.09 6.2524 20070301 6:35 1.23 0 1.23 35.15 5.9325 20070405 5:30 2.3 ‐0.01 2.295 212.45 14.5826 20070502 4:00 2.55 ‐0.02 2.54 264.26 16.2627 20070503 7:00 2.73 0.05 2.755 288.34 16.9828 20070504 9:00 2.87 0.04 2.89 367.35 19.1729 20070505 9:30 2.77 ‐0.02 2.76 336.8 18.3530 20070506 8:45 2.7 ‐0.01 2.695 325.49 18.0431 20070506 5:00 2.63 ‐0.02 2.62 301.62 17.3732 20070507 8:00 2.76 0.03 2.775 335.03 18.3033 20070507 4:15 2.71 0.02 2.72 316.5 17.7934 20070708 9:00 2.85 0.02 2.86 345.56 18.5935 20070509 1:30 2.71 ‐0.02 2.7 309.35 17.5936 20070510 8:30 2.68 0 2.68 307.66 17.5437 20070511 7:00 2.65 0.02 2.66 387.05 19.6738 20070605 7:15 2.41 0.04 2.43 241.93 15.5539 20070605 12:30 2.47 0.02 2.48 252 15.8740 20070614 4:45 2.26 ‐0.05 2.235 206.14 14.3641 20070614 1:40 3 0 3 456.87 21.3742 20070715 6:30 1.94 0 1.94 129.62 11.3943 20070805 4:10 1.44 0 1.44 54.87 7.4144 20070806 9:49 1.45 ‐0.01 1.445 55.62 7.4645 20070806 4:35 1.41 0 1.41 50.27 7.0946 20070820 2:00 1.38 ‐0.01 1.375 51.82 7.2047 20070827 5:30 1.27 0 1.27 34.96 5.9148 20070928 9:57 1.27 0 1.27 45.13 6.7249 20070929 9:21 1.27 ‐0.01 1.265 43.19 6.5750 20071113 11:43 1.27 0 1.27 36.43 6.0451 20071114 10:10 1.3 0 1.3 40.37 6.3552 20071115 1:30 1.31 0 1.31 37.75 6.1453 20080415 3:05 1.78 0.01 1.785 108.88 10.4354 20080416 8:05 1.71 0.03 1.725 90.612 9.52

55 20080417 7:30 1.65 0 1.65 81.07 9.00

0.00

5.00

10.00

15.00

20.00

25.00

0 1 2 3 4

SqrtQ (m

1.5/s

0.5)

H (m)



A1-13

2002‐2003 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 NA NA NA NA NA NA 1.58 2.15 2.18 2.63 1.60 1.122 NA NA NA NA NA NA 1.04 2.08 2.36 2.57 1.57 1.123 NA NA NA NA NA NA 1.04 2.02 2.63 2.67 1.55 1.124 NA NA NA NA NA NA 1.57 1.88 2.71 2.61 1.54 1.125 NA NA NA NA NA NA 1.46 1.75 2.75 2.77 1.49 1.106 NA NA NA NA NA NA 1.44 1.67 2.84 2.55 1.45 1.107 NA NA NA NA NA NA 1.45 1.67 2.91 2.51 1.40 1.238 NA NA NA NA NA NA 1.50 1.75 3.05 2.34 1.36 1.209 NA NA NA NA NA NA 1.50 1.83 3.03 2.27 1.35 1.2010 NA NA NA NA NA NA 1.60 1.96 2.98 2.22 1.29 1.1211 NA NA NA NA NA NA 1.64 1.97 3.04 2.15 1.28 1.1512 NA NA NA NA NA NA 1.72 1.92 2.99 2.05 1.27 1.1413 NA NA NA NA NA NA 1.75 2.02 2.88 2.02 1.26 1.1014 NA NA NA NA NA NA 1.79 1.87 2.90 1.97 1.24 1.1115 NA NA NA NA NA NA 2.10 1.77 2.89 1.97 1.21 1.1116 NA NA NA NA NA NA 2.15 1.76 2.93 1.97 1.18 1.1017 NA NA NA NA NA NA 1.97 1.92 2.96 2.07 1.16 1.1018 NA NA NA NA NA NA 1.81 2.05 2.77 2.01 1.16 1.1119 NA NA NA NA NA NA 2.52 2.12 2.74 2.99 1.15 1.1320 NA NA NA NA NA NA 2.14 2.18 2.72 2.04 1.15 1.1321 NA NA NA NA NA 1.30 2.05 2.33 2.24 2.04 1.15 1.1220 NA NA NA NA NA 1.40 2.08 2.42 2.87 2.03 1.15 1.1223 NA NA NA NA NA 1.40 2.04 2.27 2.82 1.91 1.15 1.1124 NA NA NA NA NA 1.49 2.14 2.29 2.92 1.88 1.15 1.1025 NA NA NA NA NA 1.49 2.17 2.53 2.92 1.82 1.13 1.1026 NA NA NA NA NA 1.39 2.12 2.33 2.92 1.74 1.12 1.2227 NA NA NA NA NA 1.35 2.02 2.31 2.92 1.70 1.20 1.1328 NA NA NA NA NA 2.07 2.05 2.23 2.72 1.69 1.22 1.1329 NA NA NA NA NA 1.95 2.05 2.16 2.66 1.64 1.17 1.1330 NA NA NA NA NA 1.72 2.12 2.13 2.69 1.64 1.15 1.1331 NA NA NA NA NA 1.73 2.21 1.64 1.13

2003‐2004 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 1.13 1.17 1.25 1.28 1.20 1.10 1.12 1.69 2.55 NA 1.23 1.102 1.13 1.16 1.26 1.27 1.19 1.11 1.11 1.52 2.29 NA 1.23 1.173 1.13 1.18 1.26 1.27 1.19 1.11 1.27 1.52 2.08 NA 1.20 1.134 1.12 1.19 1.25 1.27 1.19 1.12 1.55 1.45 2.12 NA 1.21 1.145 1.13 1.18 1.27 1.23 1.16 1.11 1.41 1.42 2.36 NA 1.21 1.136 1.12 1.19 1.27 1.23 1.15 1.11 1.38 1.40 2.41 NA 1.19 1.107 1.20 1.19 1.27 1.22 1.15 1.10 1.43 1.63 2.53 NA 1.19 1.108 1.43 1.18 1.27 1.22 1.18 1.10 1.48 2.16 2.34 NA 1.17 1.109 1.19 1.18 1.29 1.22 1.31 1.10 1.44 2.22 2.44 NA 1.13 1.0910 1.17 1.18 1.25 1.23 1.18 1.10 1.40 1.83 2.45 NA 1.14 1.0811 1.16 1.19 1.23 1.23 1.16 1.11 1.34 1.89 2.36 NA 1.16 1.0812 1.10 1.27 1.23 1.23 1.17 1.12 1.30 1.81 2.49 NA 1.16 1.1113 1.10 1.26 1.25 1.23 1.13 1.13 1.30 1.84 2.55 NA 1.15 1.1114 1.10 1.37 1.25 1.22 1.14 1.13 1.30 1.86 2.68 NA 1.16 1.1215 1.10 1.32 1.27 1.22 1.14 1.13 1.30 2.07 2.77 NA 1.15 1.1216 1.10 1.31 1.27 1.22 1.14 1.13 1.28 2.21 2.71 NA 1.13 1.1117 1.16 1.27 1.25 1.28 1.12 1.13 1.30 2.39 2.60 NA 1.14 1.1118 1.16 1.48 1.26 1.26 1.13 1.14 1.34 2.27 2.65 NA 1.14 1.1319 1.10 1.46 1.25 1.26 1.11 1.14 1.45 2.30 2.57 NA 1.16 1.1220 1.10 1.47 1.25 1.26 1.11 1.15 1.48 2.39 2.55 NA 1.14 1.1221 1.14 1.47 1.25 1.24 1.11 1.17 1.42 2.33 2.60 NA 1.11 1.1222 1.14 1.25 1.25 1.23 1.12 1.18 1.49 2.33 NA NA 1.11 1.1223 1.14 1.25 1.25 1.23 1.12 1.21 1.89 2.31 NA 1.24 1.11 1.1124 1.14 1.25 1.23 1.23 1.11 1.12 1.67 2.29 NA 1.21 1.13 1.1125 1.14 1.25 1.23 1.23 1.12 1.16 1.57 2.25 NA 1.20 1.11 1.1026 1.15 1.23 1.22 1.22 1.11 1.13 1.47 2.32 NA 1.18 1.11 1.1227 1.15 1.23 1.22 1.20 1.10 1.11 1.70 2.35 NA 1.23 1.10 1.1228 1.15 1.23 1.24 1.20 1.10 1.11 1.76 2.32 NA 1.10 1.10 1.1229 1.16 1.23 1.26 1.20 1.10 1.10 1.72 2.15 NA 1.10 1.11 1.1130 1.16 1.25 1.26 1.20 1.10 1.71 2.24 NA 1.26 1.10 1.1131 1.17 1.27 1.20 1.10 2.43 1.24 1.11



A1-14

2004‐2005 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 1.11 1.13 1.13 1.26 1.16 1.11 1.57 2.37 2.01 3.46 2.15 1.192 1.12 1.14 1.16 1.22 1.15 1.11 1.63 2.26 2.06 3.43 1.97 1.193 1.12 1.13 1.15 1.20 1.14 1.20 1.65 2.26 2.15 3.37 1.92 1.174 1.13 1.13 1.14 1.19 1.21 1.23 1.65 2.21 2.25 3.16 1.86 1.245 1.12 1.13 1.15 1.19 1.18 1.27 1.76 2.36 2.50 3.02 1.83 1.166 1.11 1.13 1.14 1.19 1.18 1.22 1.81 2.13 2.64 2.83 1.81 1.157 1.11 1.14 1.14 1.18 1.20 1.27 1.76 2.31 2.69 2.81 1.76 1.148 1.10 1.14 1.13 1.18 1.21 1.47 1.70 2.36 2.64 2.90 1.73 1.169 1.10 1.13 1.13 1.19 1.20 1.34 1.67 2.15 2.83 2.95 1.70 1.1510 1.11 1.13 1.13 1.18 1.20 1.33 1.59 2.11 2.78 2.99 1.65 1.1611 1.12 1.12 1.13 1.17 1.28 1.31 1.56 2.12 2.59 3.04 1.65 1.1612 1.13 1.12 1.14 1.19 1.29 1.34 1.52 2.06 2.36 3.07 1.61 1.1713 1.11 1.12 1.14 1.20 1.21 1.41 1.65 2.01 2.27 3.01 1.60 1.1414 1.14 1.12 1.14 1.18 1.17 1.60 1.89 2.02 2.30 2.94 1.59 1.1515 1.13 1.12 1.15 1.18 1.13 1.66 1.61 2.10 2.37 2.84 1.57 1.1616 1.11 1.12 1.16 1.18 1.16 1.66 1.56 2.08 2.64 2.45 1.51 1.1417 1.12 1.11 1.16 1.17 1.13 1.67 1.60 2.07 2.88 2.67 1.49 1.1418 1.13 1.11 1.16 1.17 1.12 2.19 1.74 2.13 2.06 2.51 1.49 1.1419 1.14 1.11 1.16 1.17 1.15 2.07 1.81 2.17 3.06 2.54 1.43 1.1320 1.12 1.11 1.16 1.15 1.16 1.93 1.83 2.20 3.15 2.42 1.42 1.1221 1.12 1.11 1.16 1.18 1.14 1.80 2.02 2.23 3.21 2.32 1.38 1.1222 1.12 1.14 1.17 1.26 1.13 1.70 1.99 2.11 3.35 2.30 1.37 1.1223 1.12 1.16 1.17 1.18 1.14 1.73 2.06 2.17 3.30 2.32 1.35 1.1624 1.12 1.13 1.16 1.17 1.13 1.72 2.12 2.15 3.47 2.35 1.32 1.1225 1.13 1.13 1.15 1.17 1.12 1.71 2.30 2.11 3.57 2.30 1.26 1.1226 1.13 1.13 1.15 1.18 1.12 1.72 2.16 1.99 3.63 2.22 1.27 1.1127 1.16 1.12 1.15 1.20 1.11 1.70 1.98 2.98 3.54 2.20 1.26 1.1028 1.13 1.12 1.12 1.17 1.12 1.66 1.87 1.96 3.44 2.17 1.23 1.0929 1.15 1.12 1.21 1.16 1.62 1.90 2.08 3.51 2.17 1.24 1.1230 1.15 1.14 1.21 1.15 1.60 1.96 2.11 3.56 2.13 1.24 1.1131 1.15 1.23 1.14 1.60 2.05 2.11 1.21




A1-15


2007‐2008 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 1.27 1.32 1.31 1.32 1.35 1.31 2 1.26 1.33 1.35 1.32 1.35 1.35 3 1.26 1.34 1.34 1.32 1.33 1.36 4 1.26 1.32 1.35 1.34 1.34 1.34 5 1.27 1.30 1.34 1.34 1.33 1.36 6 1.25 1.31 1.38 1.34 1.33 1.38 7 1.26 1.30 1.34 1.36 1.33 1.42 8 1.28 1.31 1.34 1.40 1.31 1.42 9 1.28 1.30 1.35 1.35 1.31 1.39 10 1.28 1.30 1.35 1.35 1.30 1.34 11 1.29 1.30 1.34 1.35 1.30 1.40 12 1.29 1.30 1.35 1.34 1.30 1.41 13 1.29 1.31 1.35 1.33 1.30 1.42 14 1.28 1.31 1.35 1.31 1.30 1.41 15 1.27 1.32 1.35 1.33 1.30 1.42 16 1.27 1.32 1.34 1.34 1.29 1.44 17 1.26 1.32 1.34 1.33 1.28 1.41 18 1.28 1.32 1.34 1.30 1.35 1.38 19 1.29 1.32 1.33 1.30 1.35 1.34 20 1.30 1.32 1.35 1.30 1.30 21 1.29 1.30 1.35 1.30 1.28 22 1.30 1.30 1.34 1.38 1.28 23 1.29 1.30 1.31 1.35 1.25 24 1.30 1.31 1.33 1.37 1.25 25 1.29 1.32 1.33 1.35 1.25 26 1.30 1.33 1.32 1.36 1.25 27 1.32 1.32 1.33 1.36 1.25 28 1.30 1.32 1.33 1.38 1.29 29 1.30 1.31 1.33 1.37 1.31 30 1.30 1.31 1.33 1.35 31 1.31 1.32 1.34



A1-16

2002‐2003 DischargeDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 75.21 176.00 182.47 293.61 78.03 24.652 18.66 161.35 223.77 277.27 73.82 24.653 18.66 149.29 293.61 304.76 71.07 24.654 73.82 122.99 316.12 288.11 69.72 24.655 59.37 100.85 327.69 333.55 63.15 23.076 56.91 88.32 354.48 271.93 58.13 23.077 58.13 88.32 376.04 261.40 52.15 34.248 64.44 100.85 421.08 218.97 47.60 31.479 64.44 114.22 414.49 202.59 46.49 31.4710 78.03 137.71 398.24 191.28 40.13 24.6511 83.83 139.61 417.78 176.00 39.12 27.1112 96.05 130.25 401.47 155.26 38.12 26.2813 100.85 149.29 366.72 149.29 37.13 23.0714 107.43 121.21 372.92 139.61 35.19 23.8615 165.47 104.12 369.82 139.61 32.38 23.8616 176.00 102.48 382.32 139.61 29.69 23.0717 139.61 130.25 391.83 159.31 27.95 23.0718 110.80 155.26 333.55 147.33 27.95 23.8619 264.01 169.64 324.78 401.47 27.11 25.4620 173.87 182.47 319.00 153.26 27.11 25.4621 41.16 155.26 216.59 195.77 153.26 27.11 24.6520 52.15 161.35 238.47 363.64 151.27 27.11 24.6523 52.15 153.26 202.59 348.44 128.42 27.11 23.8624 63.15 173.87 207.21 379.18 122.99 27.11 23.0725 63.15 180.30 266.64 379.18 112.50 25.46 23.0726 50.99 169.64 216.59 379.18 99.24 24.65 33.3027 46.49 149.29 211.88 379.18 92.92 31.47 25.4628 159.31 155.26 193.52 319.00 91.37 33.30 25.4629 135.83 155.26 178.14 301.96 83.83 28.81 25.4630 96.05 169.64 171.75 310.42 83.83 27.11 25.4631 97.64 189.06 83.83 25.46Ave 120.29 158.61 344.80 180.89 39.57 25.54

2003‐2004 DischargeDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 25.46 28.81 36.15 39.12 31.47 23.07 24.65 91.37 271.93 204.68 34.24 23.072 25.46 27.95 37.13 38.12 30.57 23.86 23.86 67.06 207.21 196.61 34.24 28.813 25.46 29.69 37.13 38.12 30.57 23.86 38.12 67.06 161.35 188.54 31.47 25.464 24.65 30.57 36.15 38.12 30.57 24.65 71.07 58.13 169.64 180.47 32.38 26.285 25.46 29.69 38.12 34.24 27.95 23.86 53.32 54.51 223.77 172.40 32.38 25.466 24.65 30.57 38.12 34.24 27.11 23.86 49.85 52.15 235.99 164.33 30.57 23.077 31.47 30.57 38.12 33.30 27.11 23.07 55.70 82.36 266.64 156.26 30.57 23.078 55.70 29.69 38.12 33.30 29.69 23.07 61.88 178.14 218.97 148.19 28.81 23.079 30.57 29.69 40.13 33.30 42.20 23.07 56.91 191.28 243.48 140.12 25.46 22.3110 28.81 29.69 36.15 34.24 29.69 23.07 52.15 114.22 246.00 132.05 26.28 21.5511 27.95 30.57 34.24 34.24 27.95 23.86 45.40 124.79 223.77 123.98 27.95 21.5512 23.07 38.12 34.24 34.24 28.81 24.65 41.16 110.80 256.21 115.91 27.95 23.8613 23.07 37.13 36.15 34.24 25.46 25.46 41.16 115.95 271.93 107.84 27.11 23.8614 23.07 48.72 36.15 33.30 26.28 25.46 41.16 119.44 307.58 99.77 27.95 24.6515 23.07 43.25 38.12 33.30 26.28 25.46 41.16 159.31 333.55 91.70 27.11 24.6516 23.07 42.20 38.12 33.30 26.28 25.46 39.12 189.06 316.12 83.63 25.46 23.8617 27.95 38.12 36.15 39.12 24.65 25.46 41.16 231.06 285.38 75.56 26.28 23.8618 27.95 61.88 37.13 37.13 25.46 26.28 45.40 202.59 299.16 67.49 26.28 25.4619 23.07 59.37 36.15 37.13 23.86 26.28 58.13 209.54 277.27 59.42 27.95 24.6520 23.07 60.62 36.15 37.13 23.86 27.11 61.88 231.06 271.93 51.35 26.28 24.6521 26.28 60.62 36.15 35.19 23.86 28.81 54.51 216.59 285.38 43.28 23.86 24.6522 26.28 36.15 36.15 34.24 24.65 29.69 63.15 216.59 277.31 35.21 23.86 24.6523 26.28 36.15 36.15 34.24 24.65 32.38 124.79 211.88 269.24 35.19 23.86 23.8624 26.28 36.15 34.24 34.24 23.86 24.65 88.32 207.21 261.17 32.38 25.46 23.8625 26.28 36.15 34.24 34.24 24.65 27.95 73.82 198.03 253.10 31.47 23.86 23.0726 27.11 34.24 33.30 33.30 23.86 25.46 60.62 214.23 245.03 29.69 23.86 24.6527 27.11 34.24 33.30 31.47 23.07 23.86 92.92 221.37 236.96 34.24 23.07 24.6528 27.11 34.24 35.19 31.47 23.07 23.86 102.48 214.23 228.89 23.07 23.07 24.6529 27.95 34.24 37.13 31.47 23.07 23.07 96.05 176.00 220.82 23.07 23.86 23.8630 27.95 36.15 37.13 31.47 23.07 94.48 195.77 212.75 37.13 23.07 23.8631 28.81 38.12 31.47 23.07 240.97 35.19 23.86Ave 27.11 37.84 36.42 34.58 26.91 25.06 59.81 160.09 252.62 94.20 27.04 24.16



A1-17

2004‐2005 DischargeDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 23.86 25.46 25.46 37.13 27.95 23.86 73.82 226.19 147.33 567.62 176.00 30.572 24.65 26.28 27.95 33.30 27.11 23.86 82.36 200.31 157.28 556.15 139.61 30.573 24.65 25.46 27.11 31.47 26.28 31.47 85.31 200.31 176.00 533.58 130.25 28.814 25.46 25.46 26.28 30.57 32.38 34.24 85.31 189.06 198.03 458.25 119.44 35.195 24.65 25.46 27.11 30.57 29.69 38.12 102.48 223.77 258.80 411.21 114.22 27.956 23.86 25.46 26.28 30.57 29.69 33.30 110.80 171.75 296.38 351.45 110.80 27.117 23.86 26.28 26.28 29.69 31.47 38.12 102.48 211.88 310.42 345.43 102.48 26.288 23.07 26.28 25.46 29.69 32.38 60.62 92.92 223.77 296.38 372.92 97.64 27.959 23.07 25.46 25.46 30.57 31.47 45.40 88.32 176.00 351.45 388.65 92.92 27.1110 23.86 25.46 25.46 29.69 31.47 44.32 76.61 167.55 336.50 401.47 85.31 27.9511 24.65 24.65 25.46 28.81 39.12 42.20 72.44 169.64 282.67 417.78 85.31 27.9512 25.46 24.65 26.28 30.57 40.13 45.40 67.06 157.28 223.77 427.72 79.46 28.8113 23.86 24.65 26.28 31.47 32.38 53.32 85.31 147.33 202.59 407.95 78.03 26.2814 26.28 24.65 26.28 29.69 28.81 78.03 124.79 149.29 209.54 385.48 76.61 27.1115 25.46 24.65 27.11 29.69 25.46 86.81 79.46 165.47 226.19 354.48 73.82 27.9516 23.86 24.65 27.95 29.69 27.95 86.81 72.44 161.35 296.38 246.00 65.74 26.2817 24.65 23.86 27.95 28.81 25.46 88.32 78.03 159.31 366.72 304.76 63.15 26.2818 25.46 23.86 27.95 28.81 24.65 184.66 99.24 171.75 157.28 261.40 63.15 26.2819 26.28 23.86 27.95 28.81 27.11 159.31 110.80 180.30 424.39 269.28 55.70 25.4620 24.65 23.86 27.95 27.11 27.95 132.09 114.22 186.85 454.81 238.47 54.51 24.6521 24.65 23.86 27.95 29.69 26.28 109.11 149.29 193.52 475.67 214.23 49.85 24.6522 24.65 26.28 28.81 37.13 25.46 92.92 143.44 167.55 526.16 209.54 48.72 24.6523 24.65 27.95 28.81 29.69 26.28 97.64 157.28 180.30 507.83 214.23 46.49 27.9524 24.65 25.46 27.95 28.81 25.46 96.05 169.64 176.00 571.46 221.37 43.25 24.6525 25.46 25.46 27.11 28.81 24.65 94.48 209.54 167.55 610.65 209.54 37.13 24.6526 25.46 25.46 27.11 29.69 24.65 96.05 178.14 143.44 634.78 191.28 38.12 23.8627 27.95 24.65 27.11 31.47 23.86 92.92 141.52 398.24 598.76 186.85 37.13 23.0728 25.46 24.65 24.65 28.81 24.65 86.81 121.21 137.71 559.96 180.30 34.24 22.3129 27.11 24.65 32.38 27.95 80.90 126.60 161.35 586.98 180.30 35.19 24.6530 27.11 26.28 32.38 27.11 78.03 137.71 167.55 606.67 171.75 35.19 23.8631 27.11 34.24 26.28 78.03 155.26 167.55 32.38Ave 25.03 25.17 27.50 30.07 28.58 75.26 111.29 183.47 368.39 317.64 74.25 26.69




A1-18


2007‐2008 DischargeDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 38.12 43.25 42.20 43.25 46.49 42.20 2 37.13 44.32 46.49 43.25 46.49 46.49 3 37.13 45.40 45.40 43.25 44.32 47.60 4 37.13 43.25 46.49 45.40 45.40 45.40 5 38.12 41.16 45.40 45.40 44.32 47.60 6 36.15 42.20 49.85 45.40 44.32 49.85 7 37.13 41.16 45.40 47.60 44.32 54.51 8 39.12 42.20 45.40 52.15 42.20 54.51 9 39.12 41.16 46.49 46.49 42.20 50.99 10 39.12 41.16 46.49 46.49 41.16 45.40 11 40.13 41.16 45.40 46.49 41.16 52.15 12 40.13 41.16 46.49 45.40 41.16 53.32 13 40.13 42.20 46.49 44.32 41.16 54.51 14 39.12 42.20 46.49 42.20 41.16 53.32 15 38.12 43.25 46.49 44.32 41.16 54.51 16 38.12 43.25 45.40 45.40 40.13 56.91 17 37.13 43.25 45.40 44.32 39.12 53.32 18 39.12 43.25 45.40 41.16 46.49 49.85 19 40.13 43.25 44.32 41.16 46.49 45.40 20 41.16 43.25 46.49 41.16 41.16 21 40.13 41.16 46.49 41.16 39.12 22 41.16 41.16 45.40 49.85 39.12 23 40.13 41.16 42.20 46.49 36.15 24 41.16 42.20 44.32 48.72 36.15 25 40.13 43.25 44.32 46.49 36.15 26 41.16 44.32 43.25 47.60 36.15 27 43.25 43.25 44.32 47.60 36.15 28 41.16 43.25 44.32 49.85 40.13 29 41.16 42.20 44.32 48.72 42.20 30 41.16 42.20 44.32 46.49 31 42.20 43.25 45.40 Ave 39.49 42.52 45.31 45.58 41.44



A1-19

2.2 Tangi Gharu Station

No Date Time H0(m) dH (m) H(m) Q (m3/s) SqrtQ

1 20050505 10:30 1.16 0 1.16 1.671 1.29

2 20050621 11:12 1.05 0 1.05 0.68 0.823 20070127 12:24 1.84 0 1.84 11.51 3.394 20070226 10:20 1.88 0 1.88 14.22 3.775 20070328 10:30 2.84 0 2.84 59.09 7.696 20070625 10:30 1.2 0 1.2 0.475 0.697 20070709 12:15 1.25 0 1.25 0.49 0.708 20070730 10:25 1.2 0 1.2 0.157 0.409 20071128 11:20 1.38 0 1.38 5.93 2.4410 20080301 3:00 1.75 0 1.75 17.463 4.18

12 20080409 10:30 1.5 0 1.5 8.04 2.84

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

0 0.5 1 1.5 2 2.5 3

SqrtQ (m

1.5/s

0.5)

H (m)



A1-20

2004‐2005 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 NA NA NA NA NA NA 0.59 0.35 1.44 1.04 1.01 0.302 NA NA NA NA NA NA 0.58 0.57 1.31 1.03 1.01 0.983 NA NA NA NA NA NA 0.56 0.75 1.24 1.03 1.01 0.944 NA NA NA NA NA NA 0.54 0.93 1.18 1.02 1.01 0.935 NA NA NA NA NA NA 0.50 0.80 1.16 1.03 1.01 0.926 NA NA NA NA NA NA 0.54 0.89 1.12 1.02 1.01 0.917 NA NA NA NA NA NA 0.56 1.03 1.10 1.03 0.99 0.948 NA NA NA NA NA NA 0.60 0.95 1.18 1.02 0.98 0.959 NA NA NA NA NA NA 0.60 0.91 1.16 1.03 0.99 0.9210 NA NA NA NA NA NA 0.58 0.83 1.14 1.03 0.99 0.9011 NA NA NA NA NA NA 0.49 0.73 1.25 1.02 0.98 0.9112 NA NA NA NA NA NA 0.45 0.61 1.21 1.02 0.98 1.1013 NA NA NA NA NA NA 0.40 0.50 1.18 1.03 0.98 1.1014 NA NA NA NA NA NA 0.51 0.40 1.16 1.02 0.98 1.1115 NA NA NA NA NA NA 0.52 0.32 1.16 1.03 0.98 1.1116 NA NA NA NA NA NA 0.49 0.32 1.16 1.02 0.98 1.1117 NA NA NA NA NA NA 0.44 0.18 1.15 1.02 0.97 1.1118 NA NA NA NA NA NA 0.37 0.17 1.15 1.02 0.97 1.1119 NA NA NA NA NA NA 0.32 0.17 1.13 1.02 0.97 1.1420 NA NA NA NA NA NA 0.32 0.17 1.13 1.01 0.97 1.1421 NA NA NA NA NA 0.85 0.28 1.10 1.10 1.01 0.97 1.1322 NA NA NA NA NA 0.84 0.30 1.20 1.10 1.01 0.96 1.1323 NA NA NA NA NA 0.81 0.25 1.30 1.08 1.01 0.94 1.1324 NA NA NA NA NA 0.80 0.24 1.26 1.08 1.01 0.93 1.1225 NA NA NA NA NA 0.78 0.36 1.26 1.07 1.01 0.92 1.1226 NA NA NA NA NA 0.75 0.38 1.28 1.06 1.01 0.92 1.1227 NA NA NA NA NA 0.73 0.50 1.26 1.05 1.01 0.94 1.1128 NA NA NA NA NA 0.71 0.44 1.39 1.05 1.01 0.94 1.1129 NA NA NA NA NA 0.68 0.35 1.39 1.04 1.01 0.94 1.1130 NA NA NA NA NA 0.65 0.30 1.62 1.04 1.01 0.54 1.1131 NA NA NA NA NA 0.60 1.51 1.01 0.44

2005‐2006 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 1.11 1.45 1.96 2.14 2.49 2.48 2.02 1.52 NA 1.49 1.45 1.452 1.11 1.47 1.98 2.15 2.49 2.49 2.04 1.52 1.50 1.49 1.45 1.453 1.10 1.49 2.00 2.20 2.47 2.50 2.00 1.52 1.50 1.48 1.45 1.454 1.10 1.50 2.30 2.16 2.46 2.50 2.09 1.51 1.49 1.48 1.45 1.455 1.09 1.51 2.30 2.14 2.45 2.40 1.82 1.51 1.49 1.48 1.45 1.456 1.09 1.52 2.11 2.13 2.45 2.40 1.79 1.51 1.49 1.48 1.45 1.457 1.09 1.52 2.12 2.12 2.42 2.39 1.77 1.51 1.49 1.48 1.45 1.458 1.09 1.52 2.16 2.14 2.39 2.38 1.75 1.50 1.49 1.47 1.50 1.489 1.09 1.53 2.20 2.18 2.38 2.37 1.75 1.50 1.49 1.47 1.56 1.5810 1.09 1.53 2.21 2.22 2.34 2.34 1.90 1.50 1.49 1.47 1.52 1.5211 1.08 1.53 2.14 2.24 2.35 2.30 1.66 1.50 1.49 1.47 1.50 1.5012 1.08 1.53 2.11 2.26 2.33 2.22 1.84 1.50 1.49 1.46 1.50 1.5013 1.07 1.53 2.07 2.29 2.32 2.22 1.80 1.50 1.49 1.46 1.49 1.4914 1.07 1.53 2.12 2.32 2.34 2.21 1.78 1.51 1.49 1.46 1.49 1.4915 1.06 1.53 2.16 2.32 2.33 2.19 1.74 1.48 1.49 1.46 1.49 1.4916 1.05 1.53 2.18 2.33 2.34 2.15 1.73 1.48 1.49 1.45 1.48 1.4917 1.04 1.54 2.22 2.35 2.34 2.43 1.71 1.48 1.49 1.45 1.48 1.4818 1.03 1.54 2.22 2.36 2.38 2.69 1.69 1.48 1.49 1.45 1.48 1.4819 1.02 1.54 2.25 2.38 2.39 2.13 1.66 1.48 1.49 1.45 1.48 1.4820 1.00 1.54 2.28 2.37 2.40 2.00 1.65 1.48 1.49 1.45 1.48 1.4821 1.00 1.54 2.28 2.38 2.45 2.05 1.65 1.46 1.49 1.45 1.48 1.4822 0.99 1.60 2.28 2.38 2.41 2.05 1.61 1.48 1.50 1.45 1.48 1.4823 1.20 1.60 2.30 2.44 2.44 2.06 1.56 1.48 1.48 1.45 1.45 NA24 1.50 1.60 2.31 2.46 2.46 2.05 1.55 1.48 1.48 1.45 1.45 NA25 1.80 1.83 2.31 2.46 2.49 2.04 1.52 1.48 1.48 1.45 1.45 NA26 1.80 1.89 2.18 2.44 2.49 1.66 1.53 1.48 1.48 1.45 1.45 NA27 1.25 1.49 2.18 2.46 2.48 2.11 1.53 1.48 1.48 1.44 1.44 NA28 1.36 1.93 2.18 2.48 2.48 2.07 1.53 1.49 1.48 1.44 1.44 NA29 1.38 1.95 2.17 2.47 2.09 1.52 1.48 1.48 1.44 1.44 NA30 1.42 1.86 2.15 2.50 2.03 1.52 1.49 1.48 1.44 1.44 NA31 1.44 2.14 2.50 2.03 1.50 1.45 1.45



A1-21

2006‐2007 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 NA 1.43 1.49 1.84 1.84 1.90 3.40 1.91 1.46 1.21 1.20 1.122 NA 1.43 1.51 1.82 1.84 1.90 3.41 1.83 1.30 1.20 1.18 1.303 NA 1.36 1.53 1.84 1.83 1.91 3.38 1.80 1.30 1.20 1.18 1.164 NA 1.27 1.57 1.80 1.81 1.93 3.46 1.77 1.28 1.20 1.19 1.175 NA 1.27 1.62 1.70 1.81 1.94 3.34 1.75 1.26 1.20 1.19 1.186 NA 1.27 1.63 1.70 1.80 1.92 3.33 1.74 1.25 1.18 1.19 1.197 NA 1.27 1.65 1.72 1.80 1.94 3.50 1.76 1.25 1.17 1.17 1.198 NA 1.27 1.65 1.74 1.80 1.97 3.35 1.71 1.25 1.16 1.18 1.179 NA 1.27 1.68 1.77 1.80 1.99 3.25 1.71 1.24 1.15 1.19 1.1410 NA 1.36 1.70 1.78 1.83 2.06 3.60 1.71 1.26 1.13 1.20 1.1311 NA 1.39 1.72 1.78 1.86 2.09 2.95 1.70 1.26 1.12 1.19 1.1312 NA 1.37 1.72 1.77 1.87 2.10 2.82 1.67 1.26 1.14 1.18 1.1213 NA 1.31 1.73 1.77 1.88 2.11 2.75 1.63 1.23 1.15 1.18 1.1214 NA 1.29 1.73 1.80 1.85 2.10 2.60 1.60 1.21 1.28 1.18 1.1215 NA 1.30 1.73 1.81 1.85 2.10 2.56 1.57 1.20 1.22 1.18 1.1116 NA 1.34 1.73 1.80 1.84 2.09 2.47 1.55 2.15 1.20 1.27 1.3017 NA 1.42 1.73 1.80 1.85 2.11 2.42 1.51 2.35 1.19 1.26 1.1418 NA 1.38 1.73 1.80 1.85 2.19 2.35 1.45 2.70 1.18 1.20 1.1419 NA 1.35 1.73 1.80 1.85 2.40 2.27 1.46 2.00 1.19 1.18 1.1520 NA 1.31 1.75 1.80 1.85 2.45 2.29 1.44 2.20 1.20 1.16 1.1521 NA 1.30 1.74 1.77 1.89 3.92 2.28 1.44 1.87 1.20 1.16 1.1322 NA 1.30 1.75 1.76 1.88 3.90 2.29 1.42 1.73 1.20 1.15 1.1023 1.43 1.30 1.76 1.76 1.87 3.86 2.24 1.42 1.62 1.20 1.14 1.1124 1.44 1.30 1.77 1.78 1.87 3.77 2.24 1.44 1.52 1.18 1.12 1.1225 1.44 1.30 1.77 1.80 1.87 3.28 2.17 1.43 1.48 1.18 1.12 1.1126 1.44 1.29 1.78 1.81 1.89 3.23 2.13 1.49 1.34 1.18 1.12 1.1527 1.44 1.29 1.79 1.84 1.90 3.30 2.80 1.53 1.29 1.29 1.12 1.1328 1.44 1.31 1.79 1.84 1.90 3.40 2.00 1.53 1.25 1.21 1.12 1.1429 1.43 1.43 1.79 1.84 3.35 1.97 1.51 1.24 1.20 1.12 1.1430 1.44 1.47 1.79 1.84 3.38 1.95 1.47 1.24 1.20 1.12 1.1531 1.44 1.82 1.84 3.37 1.41 1.20 1.12

2007‐2008 Water LevelDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 1.16 1.28 1.49 1.66 1.70 1.76 1.08 2 1.18 1.30 1.50 1.68 1.71 1.76 1.06 3 1.20 1.22 1.50 1.69 1.70 1.77 1.08 4 1.20 1.17 1.50 1.68 1.71 1.77 1.30 5 1.20 1.28 1.51 1.68 1.72 1.79 1.48 6 1.20 1.21 1.52 1.68 1.73 1.78 1.50 7 1.20 1.19 1.54 1.70 1.73 1.78 1.50 8 1.20 1.22 1.57 1.69 1.73 1.78 1.50 9 1.23 1.26 1.57 1.68 1.72 1.79 1.56 10 1.23 1.30 1.59 1.69 1.72 1.79 1.68 11 1.25 1.31 1.59 1.68 1.70 1.79 1.97 12 1.25 1.38 1.60 1.68 1.71 1.74 1.94 13 1.26 1.38 1.60 1.68 1.71 1.76 1.88 14 1.26 1.32 1.62 1.68 1.70 1.72 1.96 15 1.26 1.38 1.62 1.71 1.72 1.73 2.08 16 1.26 1.38 1.62 1.70 1.76 1.73 2.04 17 1.26 1.39 1.60 1.72 1.79 1.67 1.98 18 1.26 1.37 1.60 1.72 1.78 1.69 1.91 19 1.26 1.38 1.62 1.73 1.75 1.64 1.91 20 1.25 1.40 1.65 1.70 1.73 1.60 21 1.26 1.38 1.62 1.68 1.73 1.56 22 1.26 1.38 1.64 1.66 1.73 1.51 23 1.26 1.38 1.64 1.72 1.73 1.50 24 1.26 1.38 1.64 1.69 1.72 1.47 25 1.26 1.38 1.64 1.68 1.72 1.46 26 1.28 1.39 1.64 1.68 1.72 1.43 27 1.28 1.37 1.64 1.72 1.74 1.39 28 1.28 1.38 1.64 1.74 1.74 1.31 29 1.28 1.40 1.64 1.73 1.74 1.22 30 1.28 1.46 1.64 1.71 1.19 31 1.28 1.64 1.31 1.15



A1-22

2004‐2005 DischargeDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 0.00 0.00 4.47 0.23 0.12 0.002 0.00 0.00 2.50 0.19 0.12 0.053 0.00 0.00 1.68 0.19 0.12 0.004 0.00 0.00 1.10 0.15 0.12 0.005 0.00 0.00 0.93 0.19 0.12 0.006 0.00 0.00 0.64 0.15 0.12 0.007 0.00 0.19 0.52 0.19 0.07 0.008 0.00 0.01 1.10 0.15 0.05 0.019 0.00 0.00 0.93 0.19 0.07 0.0010 0.00 0.00 0.78 0.19 0.07 0.0011 0.00 0.00 1.78 0.15 0.05 0.0012 0.00 0.00 1.37 0.15 0.05 0.5213 0.00 0.00 1.10 0.19 0.05 0.5214 0.00 0.00 0.93 0.15 0.05 0.5815 0.00 0.00 0.93 0.19 0.05 0.5816 0.00 0.00 0.93 0.15 0.05 0.5817 0.00 0.00 0.86 0.15 0.04 0.5818 0.00 0.00 0.86 0.15 0.04 0.5819 0.00 0.00 0.71 0.15 0.04 0.7820 0.00 0.00 0.71 0.12 0.04 0.7821 0.00 0.00 0.52 0.52 0.12 0.04 0.7122 0.00 0.00 1.28 0.52 0.12 0.02 0.7123 0.00 0.00 2.37 0.41 0.12 0.00 0.7124 0.00 0.00 1.89 0.41 0.12 0.00 0.6425 0.00 0.00 1.89 0.36 0.12 0.00 0.6426 0.00 0.00 2.13 0.31 0.12 0.00 0.6427 0.00 0.00 1.89 0.27 0.12 0.00 0.5828 0.00 0.00 3.64 0.27 0.12 0.00 0.5829 0.00 0.00 3.64 0.23 0.12 0.00 0.5830 0.00 0.00 8.13 0.23 0.12 0.00 0.5831 0.00 5.76 0.12 0.00Ave 0.00 1.08 0.95 0.15 0.05 0.40




A1-23


2007‐2008 DischargeDate Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep1 0.93 2.13 5.38 9.09 10.10 11.73 0.41 2 1.10 2.37 5.57 9.59 10.37 11.73 0.31 3 1.28 1.47 5.57 9.85 10.10 12.01 0.41 4 1.28 1.02 5.57 9.59 10.37 12.01 2.37 5 1.28 2.13 5.76 9.59 10.63 12.58 5.19 6 1.28 1.37 5.96 9.59 10.90 12.30 5.57 7 1.28 1.19 6.37 10.10 10.90 12.30 5.57 8 1.28 1.47 7.00 9.85 10.90 12.30 5.57 9 1.57 1.89 7.00 9.59 10.63 12.58 6.79 10 1.57 2.37 7.44 9.85 10.63 12.58 9.59 11 1.78 2.50 7.44 9.59 10.10 12.58 18.36 12 1.78 3.49 7.67 9.59 10.37 11.17 17.32 13 1.89 3.49 7.67 9.59 10.37 11.73 15.34 14 1.89 2.63 8.13 9.59 10.10 10.63 18.01 15 1.89 3.49 8.13 10.37 10.63 10.90 22.42 16 1.89 3.49 8.13 10.10 11.73 10.90 20.90 17 1.89 3.64 7.67 10.63 12.58 9.34 18.71 18 1.89 3.34 7.67 10.63 12.30 9.85 16.31 19 1.89 3.49 8.13 10.90 11.45 8.60 16.31 20 1.78 3.80 8.84 10.10 10.90 7.67 21 1.89 3.49 8.13 9.59 10.90 6.79 22 1.89 3.49 8.60 9.09 10.90 5.76 23 1.89 3.49 8.60 10.63 10.90 5.57 24 1.89 3.49 8.60 9.85 10.63 5.00 25 1.89 3.49 8.60 9.59 10.63 4.82 26 2.13 3.64 8.60 9.59 10.63 4.30 27 2.13 3.34 8.60 10.63 11.17 3.64 28 2.13 3.49 8.60 11.17 11.17 2.50 29 2.13 3.80 8.60 10.90 11.17 1.47 30 2.13 4.82 8.60 10.37 1.19 31 2.13 8.60 2.50 0.86 Ave 1.73 2.91 7.59 9.73 10.83 8.63



A2-1

APPENDIX- 2 EXISTING WATER BALANCE

Qin Qout Gain Loss Intake Return Deficit

Oct 15.41 15.41 4.83 0.00 8.64 3.81 0.00

Nov 17.57 17.57 0.42 0.00 3.44 3.02 0.00

Dec 18.65 18.65 0.00 0.86 0.76 1.61 0.00

Jan 18.98 18.98 0.00 0.20 0.50 0.70 0.00

Feb 17.09 17.09 0.00 0.00 0.32 0.32 0.00

Mar 24.43 24.43 4.23 0.00 5.51 1.28 0.00

Apr 48.33 48.33 14.91 0.00 20.15 5.24 0.00

May 36.65 36.65 17.85 0.05 28.19 10.40 11.93

Jun 11.46 11.46 1.39 0.38 10.08 9.07 6.55

Jul 8.32 8.32 1.44 0.07 7.17 5.81 2.28

Aug 9.61 9.61 3.48 0.00 7.88 4.40 0.87

Sep 10.69 10.69 2.44 0.00 6.08 3.64 0.00

Total 237.21 237.21 50.97 1.55 98.73 49.31 21.64

Demand Supply Deficit Demand Supply Deficit Demand Supply Deficit

Oct 8.55 8.55 0.00 0.0987 0.0987 0.0000 0.0000 0.0000 0.0000

Nov 3.35 3.35 0.00 0.0955 0.0955 0.0000 0.0000 0.0000 0.0000

Dec 0.66 0.66 0.00 0.0987 0.0987 0.0000 0.0000 0.0000 0.0000

Jan 0.40 0.40 0.00 0.0987 0.0987 0.0000 0.0000 0.0000 0.0000

Feb 0.23 0.23 0.00 0.0892 0.0892 0.0000 0.0000 0.0000 0.0000

Mar 5.41 5.41 0.00 0.0987 0.0987 0.0000 0.0000 0.0000 0.0000

Apr 20.05 20.05 0.00 0.0955 0.0955 0.0000 0.0000 0.0000 0.0000

May 40.03 28.09 11.93 0.0987 0.0987 0.0000 0.0000 0.0000 0.0000

Jun 16.53 9.99 6.55 0.0955 0.0955 0.0000 0.0000 0.0000 0.0000

Jul 9.36 7.08 2.28 0.0987 0.0987 0.0000 0.0000 0.0000 0.0000

Aug 8.65 7.78 0.87 0.0987 0.0987 0.0000 0.0000 0.0000 0.0000

Sep 5.99 5.99 0.00 0.0955 0.0955 0.0000 0.0000 0.0000 0.0000

Total 119.21 97.57 21.64 1.1623 1.1623 0.0000 0.0000 0.0000 0.0000

Unit: MCM

Agriculture (AW) Domestic (DW) Industrial (IW)

1. Kajab

0

10

20

30

40

50

60

Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep

Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-2


Oct 15.41 15.46 2.43 0.36 3.30 1.28 0.00

Nov 17.57 19.10 2.62 0.76 1.28 0.95 0.00

Dec 18.65 20.80 2.78 0.80 0.35 0.51 0.00

Jan 18.98 20.11 2.04 0.91 0.23 0.24 0.00

Feb 17.09 18.85 2.55 0.75 0.16 0.12 0.00

Mar 24.43 27.77 6.29 0.77 2.68 0.50 0.00

Apr 48.33 56.29 14.85 0.05 8.71 1.86 0.00

May 36.65 37.76 12.13 0.54 14.46 3.98 1.34

Jun 11.46 11.05 2.70 1.00 5.87 3.76 0.73

Jul 8.32 8.87 2.54 0.57 3.94 2.52 0.06

Aug 9.61 8.26 1.65 1.10 3.72 1.83 0.00

Sep 10.69 9.91 1.03 0.62 2.58 1.38 0.00

Total 237.21 254.23 53.60 8.24 47.27 18.94 2.13


Oct 3.25 3.25 0.00 0.0431 0.0431 0.0000 0.0000 0.0000 0.0000

Nov 1.24 1.24 0.00 0.0418 0.0418 0.0000 0.0000 0.0000 0.0000

Dec 0.31 0.31 0.00 0.0431 0.0431 0.0000 0.0000 0.0000 0.0000

Jan 0.19 0.19 0.00 0.0431 0.0431 0.0000 0.0000 0.0000 0.0000

Feb 0.12 0.12 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Mar 2.63 2.63 0.00 0.0431 0.0431 0.0000 0.0000 0.0000 0.0000

Apr 8.67 8.67 0.00 0.0418 0.0418 0.0000 0.0000 0.0000 0.0000

May 15.76 14.42 1.34 0.0431 0.0431 0.0000 0.0000 0.0000 0.0000

Jun 6.56 5.83 0.73 0.0418 0.0418 0.0000 0.0000 0.0000 0.0000

Jul 3.96 3.90 0.06 0.0431 0.0431 0.0000 0.0000 0.0000 0.0000

Aug 3.68 3.68 0.00 0.0431 0.0431 0.0000 0.0000 0.0000 0.0000

Sep 2.54 2.54 0.00 0.0418 0.0418 0.0000 0.0000 0.0000 0.0000

Total 48.89 46.76 2.13 0.5080 0.5080 0.0000 0.0000 0.0000 0.0000

Unit: MCM


2. Shekhabad

0

10

20

30

40

50

60


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-3


Oct 15.46 11.41 9.33 0.02 17.62 4.25 2.10

Nov 19.10 29.65 14.95 0.00 8.14 3.74 0.00

Dec 20.80 39.95 20.22 0.00 3.41 2.34 0.00

Jan 20.11 43.58 23.55 0.00 1.27 1.19 0.00

Feb 18.85 39.21 20.66 0.00 0.86 0.55 0.00

Mar 27.77 47.68 31.99 0.00 14.11 2.02 0.00

Apr 56.29 57.69 39.44 0.00 45.38 7.34 5.99

May 37.76 28.03 23.14 0.03 44.70 11.87 54.23

Jun 11.05 4.47 1.03 0.52 16.36 9.28 22.10

Jul 8.87 4.59 1.61 0.37 11.30 5.78 8.01

Aug 8.26 2.14 0.96 0.56 10.59 4.06 7.41

Sep 9.91 2.13 0.45 0.73 10.96 3.46 1.74

Total 254.23 310.52 187.34 2.23 184.70 55.88 101.58


Oct 19.52 17.42 2.10 0.1998 0.1998 0.0000 0.0000 0.0000 0.0000

Nov 7.95 7.95 0.00 0.1934 0.1934 0.0000 0.0000 0.0000 0.0000

Dec 3.21 3.21 0.00 0.1998 0.1998 0.0000 0.0000 0.0000 0.0000

Jan 1.08 1.08 0.00 0.1998 0.1998 0.0000 0.0000 0.0000 0.0000

Feb 0.68 0.68 0.00 0.1805 0.1805 0.0000 0.0000 0.0000 0.0000

Mar 13.91 13.91 0.00 0.1998 0.1998 0.0000 0.0000 0.0000 0.0000

Apr 51.17 45.19 5.99 0.1934 0.1934 0.0000 0.0000 0.0000 0.0000

May 98.74 44.50 54.23 0.1998 0.1998 0.0000 0.0000 0.0000 0.0000

Jun 38.27 16.17 22.10 0.1934 0.1934 0.0000 0.0000 0.0000 0.0000

Jul 19.11 11.10 8.01 0.1998 0.1998 0.0000 0.0000 0.0000 0.0000

Aug 17.80 10.39 7.41 0.1998 0.1998 0.0000 0.0000 0.0000 0.0000

Sep 12.50 10.76 1.74 0.1934 0.1934 0.0000 0.0000 0.0000 0.0000

Total 283.92 182.34 101.58 2.3530 2.3530 0.0000 0.0000 0.0000 0.0000

Unit: MCM

3. Sang‐i‐Noweshta


0

10

20

30

40

50

60


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-4


Oct 1.25 1.25 0.60 0.00 1.25 0.65 3.57

Nov 2.92 2.92 0.29 0.01 0.80 0.52 0.03

Dec 4.52 4.52 0.17 0.00 0.56 0.39 0.00

Jan 6.72 6.72 0.12 0.00 0.41 0.28 0.00

Feb 6.50 6.50 0.06 0.00 0.24 0.18 0.00

Mar 16.50 16.50 3.01 0.00 3.90 0.89 0.00

Apr 40.68 40.68 10.40 0.00 14.07 3.67 0.35

May 29.19 29.19 12.72 0.19 19.82 7.29 9.94

Jun 12.24 12.24 2.20 0.63 8.17 6.59 8.32

Jul 2.92 2.92 0.32 1.66 2.43 3.78 7.64

Aug 1.07 1.07 0.05 0.69 1.07 1.72 5.33

Sep 0.85 0.85 0.13 0.11 0.85 0.83 3.82

Total 125.37 125.37 30.08 3.30 53.57 26.80 39.02


Oct 4.75 1.18 3.57 0.0693 0.0693 0.0000 0.0000 0.0000 0.0000

Nov 0.77 0.74 0.03 0.0671 0.0671 0.0000 0.0000 0.0000 0.0000

Dec 0.49 0.49 0.00 0.0693 0.0693 0.0000 0.0000 0.0000 0.0000

Jan 0.34 0.34 0.00 0.0693 0.0693 0.0000 0.0000 0.0000 0.0000

Feb 0.18 0.18 0.00 0.0626 0.0626 0.0000 0.0000 0.0000 0.0000

Mar 3.83 3.83 0.00 0.0693 0.0693 0.0000 0.0000 0.0000 0.0000

Apr 14.35 14.00 0.35 0.0671 0.0671 0.0000 0.0000 0.0000 0.0000

May 29.69 19.75 9.94 0.0693 0.0693 0.0000 0.0000 0.0000 0.0000

Jun 16.42 8.10 8.32 0.0671 0.0671 0.0000 0.0000 0.0000 0.0000

Jul 10.01 2.37 7.64 0.0693 0.0693 0.0000 0.0000 0.0000 0.0000

Aug 6.34 1.00 5.33 0.0693 0.0693 0.0000 0.0000 0.0000 0.0000

Sep 4.61 0.78 3.82 0.0671 0.0671 0.0000 0.0000 0.0000 0.0000

Total 91.77 52.76 39.02 0.8160 0.8160 0.0000 0.0002 0.0002 0.0000

Unit: MCM

4. Tangi Saidan


0

5

10

15

20

25

30

35

40

45


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-5


Oct 0.31 0.31 0.21 0.00 0.31 0.09 2.90

Nov 0.71 0.71 0.28 0.00 0.38 0.10 0.21

Dec 1.16 1.16 0.25 0.00 0.36 0.11 0.04

Jan 1.35 1.35 0.18 0.00 0.29 0.10 0.01

Feb 1.18 1.18 0.11 0.00 0.19 0.08 0.00

Mar 3.29 3.29 1.22 0.00 1.42 0.20 0.03

Apr 9.08 9.08 3.79 0.00 4.41 0.62 1.11

May 4.59 4.59 3.27 0.06 4.18 0.96 7.65

Jun 0.50 0.50 0.09 0.24 0.50 0.64 5.42

Jul 0.51 0.51 0.26 0.05 0.51 0.30 3.66

Aug 0.24 0.24 0.11 0.03 0.24 0.17 3.52

Sep 0.24 0.24 0.15 0.01 0.24 0.10 2.52

Total 23.15 23.15 9.94 0.39 13.03 3.48 27.07


Oct 3.13 0.23 2.89 0.0806 0.0711 0.0095 0.0000 0.0000 0.0000

Nov 0.52 0.31 0.21 0.0780 0.0749 0.0031 0.0000 0.0000 0.0000

Dec 0.33 0.28 0.04 0.0806 0.0806 0.0000 0.0000 0.0000 0.0000

Jan 0.21 0.21 0.01 0.0806 0.0806 0.0000 0.0000 0.0000 0.0000

Feb 0.12 0.12 0.00 0.0728 0.0728 0.0000 0.0000 0.0000 0.0000

Mar 1.37 1.34 0.03 0.0806 0.0806 0.0000 0.0000 0.0000 0.0000

Apr 5.44 4.33 1.11 0.0780 0.0780 0.0000 0.0000 0.0000 0.0000

May 11.76 4.10 7.65 0.0806 0.0806 0.0000 0.0000 0.0000 0.0000

Jun 5.84 0.43 5.41 0.0780 0.0657 0.0123 0.0000 0.0000 0.0000

Jul 4.09 0.43 3.66 0.0806 0.0790 0.0016 0.0000 0.0000 0.0000

Aug 3.68 0.18 3.50 0.0806 0.0632 0.0174 0.0000 0.0000 0.0000

Sep 2.68 0.18 2.49 0.0780 0.0566 0.0214 0.0000 0.0000 0.0000

Total 39.15 12.14 27.01 0.9490 0.8837 0.0653 0.0000 0.0000 0.0000

Unit: MCM

5. Pul‐i‐Sokhta


0

1

2

3

4

5

6

7

8

9

10


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-6


Oct 12.96 7.51 0.08 2.37 3.97 0.80 1.28

Nov 33.28 30.52 1.46 3.11 1.80 0.70 0.00

Dec 45.63 47.56 3.65 1.58 0.55 0.41 0.00

Jan 51.65 53.84 3.41 1.05 0.38 0.21 0.00

Feb 46.89 50.03 3.75 0.48 0.23 0.11 0.00

Mar 67.47 70.11 5.88 0.83 2.75 0.34 0.00

Apr 107.45 112.53 14.01 1.54 8.55 1.16 0.00

May 61.82 68.90 21.60 0.11 17.17 2.75 4.63

Jun 17.22 14.63 2.34 2.00 5.49 2.58 5.35

Jul 8.01 6.49 1.03 0.48 3.66 1.59 3.63

Aug 3.45 2.75 0.89 0.18 2.41 1.00 4.04

Sep 3.22 1.86 0.54 0.26 2.35 0.70 2.16

Total 459.05 466.73 58.65 13.99 49.32 12.35 21.09


Oct 5.24 3.96 1.28 0.0123 0.0123 0.0000 0.0021 0.0021 0.0000

Nov 1.79 1.79 0.00 0.0119 0.0119 0.0000 0.0021 0.0021 0.0000

Dec 0.54 0.54 0.00 0.0123 0.0123 0.0000 0.0021 0.0021 0.0000

Jan 0.37 0.37 0.00 0.0123 0.0123 0.0000 0.0021 0.0021 0.0000

Feb 0.21 0.21 0.00 0.0111 0.0111 0.0000 0.0019 0.0019 0.0000

Mar 2.73 2.73 0.00 0.0123 0.0123 0.0000 0.0021 0.0021 0.0000

Apr 8.54 8.54 0.00 0.0119 0.0119 0.0000 0.0021 0.0021 0.0000

May 21.79 17.15 4.63 0.0123 0.0123 0.0000 0.0021 0.0021 0.0000

Jun 10.83 5.48 5.35 0.0119 0.0119 0.0000 0.0021 0.0021 0.0000

Jul 7.28 3.65 3.63 0.0123 0.0123 0.0000 0.0021 0.0021 0.0000

Aug 6.44 2.40 4.04 0.0123 0.0123 0.0000 0.0021 0.0021 0.0000

Sep 4.50 2.34 2.16 0.0119 0.0119 0.0000 0.0021 0.0021 0.0000

Total 70.24 49.15 21.09 0.1450 0.1450 0.0000 0.0252 0.0252 0.0000

Unit: MCM

6. Tangi Gharu


0

20

40

60

80

100

120


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-7


Oct 31.68 31.68 4.17 0.00 6.29 2.12 0.00

Nov 24.56 24.56 0.13 0.00 2.05 1.92 0.00

Dec 21.19 21.19 0.00 0.63 0.35 0.98 0.00

Jan 18.40 18.40 0.00 0.10 0.31 0.41 0.00

Feb 15.40 15.40 0.00 0.06 0.11 0.17 0.00

Mar 20.00 20.00 1.85 0.00 2.42 0.57 0.00

Apr 41.17 41.17 8.83 0.00 11.71 2.88 0.00

May 130.82 130.82 9.93 0.00 15.81 5.88 0.00

Jun 352.63 352.63 0.00 1.65 2.89 4.54 0.00

Jul 260.28 260.28 1.08 0.00 3.68 2.60 0.00

Aug 108.13 108.13 1.38 0.00 3.39 2.01 0.00

Sep 48.73 48.73 0.82 0.00 2.38 1.55 0.00

Total 1072.98 1072.98 28.19 2.43 51.40 25.64 0.00


Oct 6.27 6.27 0.00 0.0240 0.0240 0.0000 0.0000 0.0000 0.0000

Nov 2.03 2.03 0.00 0.0232 0.0232 0.0000 0.0000 0.0000 0.0000

Dec 0.33 0.33 0.00 0.0240 0.0240 0.0000 0.0000 0.0000 0.0000

Jan 0.29 0.29 0.00 0.0240 0.0240 0.0000 0.0000 0.0000 0.0000

Feb 0.09 0.09 0.00 0.0216 0.0216 0.0000 0.0000 0.0000 0.0000

Mar 2.40 2.40 0.00 0.0240 0.0240 0.0000 0.0000 0.0000 0.0000

Apr 11.69 11.69 0.00 0.0232 0.0232 0.0000 0.0000 0.0000 0.0000

May 15.79 15.79 0.00 0.0240 0.0240 0.0000 0.0000 0.0000 0.0000

Jun 2.87 2.87 0.00 0.0232 0.0232 0.0000 0.0000 0.0000 0.0000

Jul 3.66 3.66 0.00 0.0240 0.0240 0.0000 0.0000 0.0000 0.0000

Aug 3.36 3.36 0.00 0.0240 0.0240 0.0000 0.0000 0.0000 0.0000

Sep 2.35 2.35 0.00 0.0232 0.0232 0.0000 0.0000 0.0000 0.0000

Total 51.12 51.12 0.00 0.2820 0.2820 0.0000 0.0000 0.0000 0.0000

Unit: MCM

7. Omarz


0

50

100

150

200

250

300

350

400


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-8


Oct 31.68 45.82 17.34 0.22 4.56 1.58 0.00

Nov 24.56 36.84 12.59 0.05 1.71 1.45 0.00

Dec 21.19 32.41 10.84 0.00 0.41 0.79 0.00

Jan 18.40 28.16 9.77 0.03 0.35 0.37 0.00

Feb 15.40 25.06 9.69 0.02 0.19 0.19 0.00

Mar 20.00 37.54 20.27 0.00 3.55 0.82 0.00

Apr 41.17 92.14 59.33 0.00 11.41 3.05 0.00

May 130.82 244.95 121.37 0.00 12.43 5.20 0.00

Jun 352.63 554.99 200.85 0.00 2.22 3.73 0.00

Jul 260.28 380.19 120.68 0.00 2.84 2.07 0.00

Aug 108.13 141.31 34.23 0.00 2.62 1.58 0.00

Sep 48.73 62.01 14.75 0.85 1.84 1.21 0.00

Total 1072.98 1681.41 631.70 1.16 44.15 22.04 0.00


Oct 4.53 4.53 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Nov 1.68 1.68 0.00 0.0377 0.0377 0.0000 0.0000 0.0000 0.0000

Dec 0.37 0.37 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Jan 0.31 0.31 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Feb 0.16 0.16 0.00 0.0352 0.0352 0.0000 0.0000 0.0000 0.0000

Mar 3.51 3.51 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Apr 11.37 11.37 0.00 0.0377 0.0377 0.0000 0.0000 0.0000 0.0000

May 12.40 12.40 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Jun 2.18 2.18 0.00 0.0377 0.0377 0.0000 0.0000 0.0000 0.0000

Jul 2.81 2.81 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Aug 2.59 2.59 0.00 0.0390 0.0390 0.0000 0.0000 0.0000 0.0000

Sep 1.80 1.80 0.00 0.0377 0.0377 0.0000 0.0000 0.0000 0.0000

Total 43.69 43.69 0.00 0.4590 0.4590 0.0000 0.0000 0.0000 0.0000

Unit: MCM

8. Gulbahar‐Panjshir


0

50

100

150

200

250

300

350

400


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-9


Oct 9.56 9.56 1.45 0.00 2.21 0.76 0.00

Nov 8.23 8.23 0.00 0.04 0.62 0.66 0.00

Dec 7.81 7.81 0.00 0.21 0.11 0.32 0.00

Jan 7.34 7.34 0.00 0.01 0.12 0.14 0.00

Feb 7.68 7.68 0.04 0.00 0.11 0.08 0.00

Mar 21.04 21.04 1.30 0.00 1.68 0.39 0.00

Apr 57.60 57.60 3.94 0.00 5.38 1.44 0.00

May 74.11 74.11 3.46 0.00 5.92 2.46 0.00

Jun 70.68 70.68 0.00 0.71 1.06 1.77 0.00

Jul 37.48 37.48 0.36 0.00 1.35 0.99 0.00

Aug 16.89 16.89 0.50 0.00 1.25 0.75 0.00

Sep 10.48 10.48 0.30 0.00 0.88 0.58 0.00

Total 328.91 328.91 11.34 0.98 20.70 10.33 0.00


Oct 2.19 2.19 0.00 0.0260 0.0260 0.0000 0.0000 0.0000 0.0000

Nov 0.59 0.59 0.00 0.0252 0.0252 0.0000 0.0000 0.0000 0.0000

Dec 0.09 0.09 0.00 0.0260 0.0260 0.0000 0.0000 0.0000 0.0000

Jan 0.10 0.10 0.00 0.0260 0.0260 0.0000 0.0000 0.0000 0.0000

Feb 0.09 0.09 0.00 0.0235 0.0235 0.0000 0.0000 0.0000 0.0000

Mar 1.66 1.66 0.00 0.0260 0.0260 0.0000 0.0000 0.0000 0.0000

Apr 5.35 5.35 0.00 0.0252 0.0252 0.0000 0.0000 0.0000 0.0000

May 5.90 5.90 0.00 0.0260 0.0260 0.0000 0.0000 0.0000 0.0000

Jun 1.03 1.03 0.00 0.0252 0.0252 0.0000 0.0000 0.0000 0.0000

Jul 1.33 1.33 0.00 0.0260 0.0260 0.0000 0.0000 0.0000 0.0000

Aug 1.22 1.22 0.00 0.0260 0.0260 0.0000 0.0000 0.0000 0.0000

Sep 0.85 0.85 0.00 0.0252 0.0252 0.0000 0.0000 0.0000 0.0000

Total 20.39 20.39 0.00 0.3060 0.3060 0.0000 0.0000 0.0000 0.0000

Unit: MCM

9. Bagh‐i‐Lala


0

10

20

30

40

50

60

70

80


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-10


Oct 0.88 0.88 0.12 0.00 0.18 0.06 0.01

Nov 0.40 0.40 0.00 0.00 0.05 0.05 0.00

Dec 0.31 0.31 0.00 0.02 0.01 0.03 0.00

Jan 0.47 0.47 0.00 0.00 0.01 0.01 0.00

Feb 0.64 0.64 0.00 0.00 0.01 0.01 0.00

Mar 4.63 4.63 0.09 0.00 0.11 0.03 0.00

Apr 17.93 17.93 0.32 0.00 0.43 0.11 0.00

May 27.25 27.25 0.29 0.00 0.49 0.20 0.00

Jun 42.41 42.41 0.00 0.06 0.08 0.14 0.00

Jul 24.37 24.37 0.03 0.00 0.10 0.08 0.00

Aug 7.62 7.62 0.04 0.00 0.09 0.06 0.00

Sep 1.86 1.86 0.02 0.00 0.07 0.04 0.00

Total 128.76 128.76 0.90 0.08 1.63 0.81 0.01


Oct 0.18 0.18 0.01 0.0030 0.0030 0.0000 0.0000 0.0000 0.0000

Nov 0.05 0.05 0.00 0.0029 0.0029 0.0000 0.0000 0.0000 0.0000

Dec 0.01 0.01 0.00 0.0030 0.0028 0.0002 0.0000 0.0000 0.0000

Jan 0.01 0.01 0.00 0.0030 0.0028 0.0002 0.0000 0.0000 0.0000

Feb 0.01 0.01 0.00 0.0027 0.0022 0.0005 0.0000 0.0000 0.0000

Mar 0.11 0.11 0.00 0.0030 0.0030 0.0000 0.0000 0.0000 0.0000

Apr 0.42 0.42 0.00 0.0029 0.0029 0.0000 0.0000 0.0000 0.0000

May 0.49 0.49 0.00 0.0030 0.0030 0.0000 0.0000 0.0000 0.0000

Jun 0.08 0.08 0.00 0.0029 0.0029 0.0000 0.0000 0.0000 0.0000

Jul 0.10 0.10 0.00 0.0030 0.0030 0.0000 0.0000 0.0000 0.0000

Aug 0.09 0.09 0.00 0.0030 0.0030 0.0000 0.0000 0.0000 0.0000

Sep 0.06 0.06 0.00 0.0029 0.0029 0.0000 0.0000 0.0000 0.0000

Total 1.60 1.60 0.01 0.0350 0.0342 0.0008 0.0000 0.0000 0.0000

Unit: MCM

10. Gulbahar‐Shtul


0

5

10

15

20

25

30

35

40

45


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-11


Oct 24.21 24.21 11.30 0.00 17.24 5.94 0.23

Nov 26.30 26.30 1.31 0.00 6.84 5.53 0.00

Dec 26.13 26.13 0.00 1.33 1.80 3.12 0.00

Jan 23.68 23.68 0.00 0.07 1.42 1.49 0.00

Feb 20.15 20.15 0.05 0.00 0.80 0.75 0.00

Mar 39.46 39.46 11.00 0.00 14.28 3.29 0.00

Apr 90.64 90.64 33.94 0.00 46.32 12.38 0.00

May 148.32 148.32 27.74 0.00 48.42 20.68 0.00

Jun 165.60 165.60 0.00 6.21 8.38 14.59 0.00

Jul 80.46 80.46 2.64 0.00 10.60 7.97 0.00

Aug 29.98 29.98 3.80 0.00 9.74 5.94 0.04

Sep 21.12 21.12 2.29 0.00 6.80 4.51 0.00

Total 696.06 696.06 94.06 7.61 172.63 86.18 0.27


Oct 17.32 17.10 0.23 0.1444 0.1444 0.0000 0.0000 0.0000 0.0000

Nov 6.70 6.70 0.00 0.1397 0.1397 0.0000 0.0000 0.0000 0.0000

Dec 1.65 1.65 0.00 0.1444 0.1444 0.0000 0.0000 0.0000 0.0000

Jan 1.28 1.28 0.00 0.1444 0.1444 0.0000 0.0000 0.0000 0.0000

Feb 0.67 0.67 0.00 0.1304 0.1304 0.0000 0.0000 0.0000 0.0000

Mar 14.14 14.14 0.00 0.1444 0.1444 0.0000 0.0000 0.0000 0.0000

Apr 46.18 46.18 0.00 0.1397 0.1397 0.0000 0.0000 0.0000 0.0000

May 48.28 48.28 0.00 0.1444 0.1444 0.0000 0.0000 0.0000 0.0000

Jun 8.24 8.24 0.00 0.1397 0.1397 0.0000 0.0000 0.0000 0.0000

Jul 10.46 10.46 0.00 0.1444 0.1444 0.0000 0.0000 0.0000 0.0000

Aug 9.63 9.59 0.04 0.1444 0.1444 0.0000 0.0000 0.0000 0.0000

Sep 6.66 6.66 0.00 0.1397 0.1397 0.0000 0.0000 0.0000 0.0000

Total 171.20 170.93 0.27 1.7000 1.7000 0.0000 0.0000 0.0000 0.0000

Unit: MCM

11. Pul‐i‐Ashawa


0

20

40

60

80

100

120

140

160

180


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-12


Oct 82.25 76.18 10.10 3.61 40.00 21.61 16.42

Nov 73.43 76.14 7.24 2.26 24.03 15.17 3.02

Dec 75.79 89.43 8.75 1.52 0.35 7.69 0.00

Jan 67.31 95.22 26.07 0.00 0.35 2.43 0.00

Feb 59.88 76.33 16.03 0.00 0.32 0.77 0.00

Mar 103.74 106.49 31.78 0.00 49.11 8.77 12.79

Apr 264.55 317.29 79.70 0.00 68.46 19.28 3.96

May 500.97 518.18 86.36 0.00 147.77 38.40 27.69

Jun 863.10 907.22 61.89 8.93 70.28 38.88 0.87

Jul 530.24 553.25 58.05 11.22 73.51 32.16 13.85

Aug 199.71 167.13 9.99 19.37 57.72 29.03 27.71

Sep 97.70 83.16 10.77 6.75 47.69 24.73 25.00

Total 2918.66 3066.01 406.74 53.65 579.59 238.90 131.30


Oct 56.13 39.71 16.42 0.2866 0.2866 0.0000 0.0012 0.0012 0.0000

Nov 26.77 23.75 3.02 0.2774 0.2774 0.0000 0.0012 0.0012 0.0000

Dec 0.07 0.07 0.00 0.2866 0.2866 0.0000 0.0012 0.0012 0.0000

Jan 0.07 0.07 0.00 0.2866 0.2866 0.0000 0.0012 0.0012 0.0000

Feb 0.06 0.06 0.00 0.2589 0.2589 0.0000 0.0011 0.0011 0.0000

Mar 61.62 48.83 12.79 0.2866 0.2866 0.0000 0.0012 0.0012 0.0000

Apr 72.14 68.18 3.96 0.2774 0.2774 0.0000 0.0012 0.0012 0.0000

May 175.17 147.48 27.69 0.2866 0.2866 0.0000 0.0012 0.0012 0.0000

Jun 70.87 70.00 0.87 0.2774 0.2774 0.0000 0.0012 0.0012 0.0000

Jul 87.07 73.22 13.85 0.2866 0.2866 0.0000 0.0012 0.0012 0.0000

Aug 85.14 57.43 27.71 0.2866 0.2866 0.0000 0.0012 0.0012 0.0000

Sep 72.41 47.41 25.00 0.2774 0.2774 0.0000 0.0012 0.0012 0.0000

Total 707.50 576.20 131.30 3.3750 3.3750 0.0000 0.0140 0.0140 0.0000

Unit: MCM

12. Shukhi


0

100

200

300

400

500

600

700

800

900

1000


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-13


Oct 7.60 1.77 0.00 0.00 7.60 1.77 16.42

Nov 8.26 1.66 0.00 0.00 8.23 1.63 3.02

Dec 8.20 9.12 0.00 0.00 0.11 1.03 0.00

Jan 7.43 7.66 0.00 0.00 0.11 0.34 0.00

Feb 6.32 6.35 0.00 0.00 0.10 0.12 0.00

Mar 12.38 1.07 0.00 0.00 12.38 1.07 12.79

Apr 28.45 6.23 0.00 0.00 25.30 3.09 3.96

May 46.55 6.34 0.00 0.00 46.49 6.28 27.69

Jun 51.97 29.42 0.00 0.00 29.43 6.88 0.87

Jul 25.25 7.73 0.00 0.00 23.36 5.84 13.85

Aug 9.41 3.91 0.00 0.00 9.41 3.91 26.98

Sep 6.63 2.23 0.00 0.00 6.63 2.23 24.33

Total 218.47 83.51 0.00 0.00 169.16 34.20 129.89


Oct 23.92 7.51 16.42 0.0924 0.0924 0.0000 0.0000 0.0000 0.0000

Nov 11.16 8.14 3.02 0.0894 0.0894 0.0000 0.0000 0.0000 0.0000

Dec 0.02 0.02 0.00 0.0924 0.0924 0.0000 0.0000 0.0000 0.0000

Jan 0.02 0.02 0.00 0.0924 0.0924 0.0000 0.0000 0.0000 0.0000

Feb 0.02 0.02 0.00 0.0835 0.0835 0.0000 0.0000 0.0000 0.0000

Mar 25.08 12.29 12.79 0.0924 0.0924 0.0000 0.0000 0.0000 0.0000

Apr 29.18 25.22 3.96 0.0894 0.0894 0.0000 0.0000 0.0000 0.0000

May 74.09 46.40 27.69 0.0924 0.0924 0.0000 0.0000 0.0000 0.0000

Jun 30.21 29.34 0.87 0.0894 0.0894 0.0000 0.0000 0.0000 0.0000

Jul 37.12 23.27 13.85 0.0924 0.0924 0.0000 0.0000 0.0000 0.0000

Aug 36.29 9.32 26.98 0.0924 0.0924 0.0000 0.0000 0.0000 0.0000

Sep 30.87 6.54 24.33 0.0894 0.0894 0.0000 0.0000 0.0000 0.0000

Total 297.96 168.07 129.89 1.0880 1.0880 0.0000 0.0000 0.0000 0.0000

Unit: MCM

12b. Shekardareh


0

10

20

30

40

50

60


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A2-14


Oct 85.46 80.02 0.00 5.45 3.63 1.78 9.81

Nov 110.61 103.56 0.00 7.05 1.84 1.15 0.00

Dec 142.28 133.21 0.00 9.07 1.43 0.77 0.00

Jan 155.18 145.29 0.00 9.89 0.87 0.51 0.00

Feb 131.65 123.26 0.00 8.39 0.51 0.30 0.00

Mar 178.21 166.85 0.00 11.35 7.27 1.20 1.94

Apr 434.51 406.83 0.00 27.68 17.56 3.58 6.50

May 593.68 555.86 0.00 37.83 25.50 6.61 27.39

Jun 945.93 885.66 0.00 60.27 23.81 7.85 0.20

Jul 574.77 538.15 0.00 36.62 16.61 7.34 2.12

Aug 174.86 163.72 0.00 11.14 7.38 4.98 9.18

Sep 87.74 82.15 0.00 5.59 3.69 2.73 7.90

Total 3614.88 3384.56 0.00 230.32 110.09 38.80 65.03


Oct 13.32 3.50 9.81 0.1300 0.1300 0.0000 0.0000 0.0000 0.0000

Nov 1.71 1.71 0.00 0.1258 0.1258 0.0000 0.0000 0.0000 0.0000

Dec 1.30 1.30 0.00 0.1300 0.1300 0.0000 0.0000 0.0000 0.0000

Jan 0.74 0.74 0.00 0.1300 0.1300 0.0000 0.0000 0.0000 0.0000

Feb 0.39 0.39 0.00 0.1174 0.1174 0.0000 0.0000 0.0000 0.0000

Mar 9.08 7.14 1.94 0.1300 0.1300 0.0000 0.0000 0.0000 0.0000

Apr 23.93 17.43 6.50 0.1258 0.1258 0.0000 0.0000 0.0000 0.0000

May 52.75 25.37 27.39 0.1300 0.1300 0.0000 0.0000 0.0000 0.0000

Jun 23.88 23.68 0.20 0.1258 0.1258 0.0000 0.0000 0.0000 0.0000

Jul 18.60 16.48 2.12 0.1300 0.1300 0.0000 0.0000 0.0000 0.0000

Aug 16.42 7.25 9.18 0.1300 0.1300 0.0000 0.0000 0.0000 0.0000

Sep 11.47 3.57 7.90 0.1258 0.1258 0.0000 0.0000 0.0000 0.0000

Total 173.58 108.55 65.03 1.5310 1.5310 0.0000 0.0000 0.0000 0.0000

Unit: MCM

18. Naghlu


0

100

200

300

400

500

600

700

800

900

1000


Volume (MCM)

Qin

Gain

Loss

Intake

Return

Deficit



A3-1

APPENDIX-3 PRELIMINARY COST ESTIMATES FOR WATER RESOURCES

DEVELOPMENT FACILITIES

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Shatoot DamWater Source : Maidan RiverType : RockfillCase : I-S1-1Dimensions : H=70m, CL=230m, FRL=1980m, DWL=1940m, Crest Level=1985m

Riverbed Level=1920m, V=125MCM, Veff=110MCM

Item Rate QuantityItemCost

TotalCost

US$/m3 m3 Million US$ Million US$Concrete 18.0

Diversion L.S. - 5.0Spillway L.S. - 10.0Intake Tower L.S. - 3.0

Rockfill Dam 24.2Fill 16.67 1,450,000 24.2

Miscellaneous Works L.S. 20% of the above 8.4 8.4

US$/ha haLand Acquisition 10,000 450 4.5 4.5

Direct Construction Cost 55.1

Contractor's Overhead Cost 5.5 5.5(10% of Direct Construction Cost)

Total Construction Cost 60.6

Engineering Cost 8.5 8.5(14% of Total Construction Cost)

Contingency 6.9 6.9(10% of Total Construction Cost & Engineering Cost)

Total Project Cost 76.0



A3-2

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Shatoot DamWater Source : Maidan RiverType : RockfillCase : I-S1-2Dimensions : H=80m, CL=270m, FRL=1990m, DWL=1940m, Crest Level=1995m



TotalCost



Rockfill Dam 35.0Fill 16.67 2,100,000 35.0











A3-3

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Kabul River BarrageWater Source : Kabul RiverType : Movable Part + Fixed PartCase : I-R2-0Dimensions : Total Length=50m, Afflux Height=2m, Riverbed Level=1780m

Design Flood=240m3/sec (1/200)

Item Rate Quantity ItemCost

TotalCost

US$/m3 m3 Million US$ Million US$1. BarrageExcavation 0.03

Ordinary Soil 5.7 4,000 0.03

Fixed Part 1.00Plain Concrete (20MPa) + 100.0 10,000 1.00Precaution Reinforcement

Piers 0.13Reinforced Concrete 250.0 500 0.13

Retaining Wall 0.13Reinforced Concrete 250.0 500.0 0.13

Bed Protection Blocks 0.08Plain Concrete (20MPa) 72.9 1,000 0.08

Gates and Appurtenant Equipment US$/m2 m2 0.22Flood 10,000 16 0.16Scouring 10,000 6 0.06

2. Temporary Work L.S. 50% of the above - 0.80









A3-4

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : South West Water Conveyance PipelineWater Source : Shatoot DamRoute : Shatoot Dam - Kabul SouthCase : C-1-1Discharge : 1.0 m3/secPiping : Single


TotalCost

US$/m3 m3 Million US$ Million US$Excavation 0.3


Sand Foundation 0.1Borrow 7.5 13,000 0.1

Backfill 0.2Excavated Soil 5.0 29,000 0.2

US$/m m US$ US$Pipe Laying 4.1

FRPMφ800 Class1 410 9,800 4.1

Appurtenant L.S. 20% of the above - 0.9Structures

Asphalt Pavement US$/m2 m2(9.8km) 50 28,000 1.4 1.4









A3-5



TotalCost






FRPMφ1000 Class1 580 9,800 5.7











A3-6



TotalCost






FRPMφ1350 Class1 960 9,800 9.5











A3-7

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Gat DamWater Source : Logar RiverType : RockfillCase : I-S4-1Dimensions : H=30m, CL=230m, FRL=1850m, DWL=1845m, Crest Level=1855m



TotalCost



Rockfill Dam 5.0Fill 16.67 300,000 5.0


US$/ha haLand Acquisition 10,000 1,480 14.8 14.8









A3-8




TotalCost














A3-9




TotalCost














A3-10

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Production WellsWater Source : Upper Logar Aquifer GroundwaterCase: I-G1-1Discharge: 0.5 m3/sec


TotalCost

US$/Unit Unit Million US$ Million US$1．Pumping StationHouse(2.5mx2.5m) 2,200.0 10 0.03 0.03

Submerged Pump Body 0.700.05m3/s x D200 x 70,000 10 0.70H40m x 37kW x 1

Drilling (40m) / unit 2,800 10 0.03 0.03

PVC Casing(40m) / unit 1,600 10 0.02 0.02


US$/m3 m32. Collecting Piping Excavation 0.08




US$/m mFRPMφ200to800 Class5 180 5,000 0.90 0.90









A3-11



TotalCost



Drilling (40m) / unit 2,800 20 0.06 0.06

PVC Casing(40m) / unit 1,600 20 0.04 0.04















A3-12



TotalCost



Drilling (40m) / unit 2,800 40 0.12 0.12

PVC Casing(40m) / unit 1,600 40 0.07 0.07















A3-13

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : South Water Conveyance Pipeline Water Source : Upper Logar Aquifer GroundwaterRoute : Upper Logar Production Wells - Kabul EastCase : C-2-1Discharge : 0.5 m3/secPiping : Single


TotalCost





US$/m mPipe Laying 29.0

FRPMφ800 Class1 410 70,600 29.0











A3-14



TotalCost






FRPMφ1100 Class1 680 70,600 48.1











A3-15



TotalCost






FRPMφ1350 Class1 960 70,600 67.8











A3-16

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : South East Water Conveyance PipelineWater Source : Gat DamRoute : Gat Dam - Kabul EastCase : C-7-1Discharge : 1.0 m3/secPiping : Single


TotalCost






FRPMφ900 Class1 510 17,200 8.8











A3-17



TotalCost






FRPMφ1200 Class1 780 17,200 13.5











A3-18



TotalCost






FRPMφ1350 Class1 960 17,200 16.6











A3-19

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Salang DamWater Source : Salang RiverType : RockfillCase : I-S2-1Dimensions : H=65m, CL=230m, FRL=1955m, DWL=1940m, Crest Level=1960m



TotalCost

US$/m3 m3 Million US$ Million US$Spillway 9.0

Reinforced Concrete 250 22,000 5.5Excavation & Mucking (Soil&Hard Rock) 25 140,000 3.5

Diversion Tunnel (1,000m) 200 15,000 3.0 3.0

Sloped Intake L.S. - 2.0 2.0

Rockfill Dam 27.7Fill (Rock, Filter, Core) 16.67 1,660,000 27.7


Relocation of Road No.2 (6.5km) US$/m3 m3 20.8Excavation (Soil&Soft Rock) 10 363,000 3.6Backfill (Excavated Soil) 5 136,000 0.7Slope Protection (Gunite) 67.6 9,000 0.6Sub-base&Base Course 34.2 39,000 1.3Asphalt Concrete 81.9 6,500 0.5Ditch (Rubble Masonry) 80 3,770 0.3Gravity Wall (Rubble Masonry) 80 129,000 10.3Miscellaneous Works L.S. 20% of the above 3.5

US$/km kmRelocation of 220kV Transmission Line 379,000 6.0 2.3 2.3










A3-20




TotalCost








US$/km kmRelocation of 220kV Transmission Line 379,000 6.0 2.3 2.3










A3-21




TotalCost








US$/km kmRelocation of 220kV Transmissione Line 379,000 6.5 2.5 2.5










A3-22

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Gulbahar DamWater Source : Panjshir RiverType : Concrete ArchCase : I-S3-1Dimensions : H=100m, CL=270m, FRL=1720m, DWL=1710m, Crest Level=1725m



TotalCost


Diversion L.S. - 5.0Intake Tower L.S. - 3.0

Arch Dam 116.7Concrete 166.67 700,000 116.7


Million US$/km km Million US$ Million US$Road Relocation 3.2 6.0 19.2 19.2










A3-23




TotalCost



Arch Dam 133.3Concrete 166.67 800,000 133.3












A3-24




TotalCost



Arch Dam 200.0Concrete 166.67 1,200,000 200.0












A3-25




TotalCost



Arch Dam 250.0Concrete 166.67 1,500,000 250.0












A3-26

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Panjshir River BarrageWater Source : Panjshir RiverType : Movable Part + Fixed PartCase : I-R1-1,2,3,4,5Dimensions : Total Length=300m, Afflux Height=3m, Riverbed Level=1430m

Design Flood=1120m3/sec (1/200)


TotalCost

US$/m3 m3 Million US$ Million US$1. BarrageExcavation 0.24


Fixed Part 2.00Plain Concrete (20MPa) + 100.0 20,000 2.00Precaution Reinforcement

Piers 0.13Reinforced Concrete 250.0 500 0.13

Retaining Wall 0.28Reinforced Concrete 250.0 1,100.0 0.28

Bed Protection Blocks 1.10Plain Concrete (20MPa) 72.9 15,000 1.10

Gates and Appurtenant Equipment US$/m2 m2 1.05Flood 10,000 75 0.75Scouring 10,000 30 0.30

2. Temporary Work L.S. 50% of the above - 2.40









A3-27

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Intake Tower Pumping StationWater Source : Panjshir River Case: I-R1-1Discharge: 0.5 m3/sec


TotalCost

US$/m3 m3 Million US$ Million US$1. Pumping StationExcavation 0.02


Backfill 0.10Excavated Soil 5.0 0.10

Reinforced Concerte 250.0 1,000 0.25 0.25

Million US$/Unit UnitSubmerged Pump Body 0.14

0.5m3/s x 0.07 2 0.14H30m x 210kW x 1

Pump Equipment L.S. 100% of the pump body - 0.14


2. Site Preparation L.S. 10% of 1. - 0.13









A3-28



TotalCost






0.5m3/s x 0.07 3 0.21H30m x 210kW x 1












A3-29



TotalCost






1.0m3/s x 0.14 3 0.42H30m x 410kW x 1












A3-30

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Intake Tower Pumping StationWater Source : Panjshir River Route: Panjshir River - Dehsabz NorthCase: I-R1-4Discharge: 4.0 m3/sec


TotalCost






2.0m3/s x 0.27 3 0.81H30m x 810kW x 1












A3-31

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Intake Tower Pumping StationWater Source : Panjshir River Route: Panjshir River - Dehsabz NorthCase: I-R1-5Discharge: 6.0 m3/sec


TotalCost






2.0m3/s x 0.27 4 1.08H30m x 810kW x 1












A3-32

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Production WellsWater Source : Panjshir Fan Aquifer GroundwaterCase: I-G2-1Discharge: 0.5 m3/sec


TotalCost



Drilling (40m) / unit 2,800 10 0.03 0.03

PVC Casing(40m) / unit 1,600 10 0.02 0.02















A3-33



TotalCost



Drilling (40m) / unit 2,800 20 0.06 0.06

PVC Casing(40m) / unit 1,600 20 0.04 0.04















A3-34



TotalCost



Drilling (40m) / unit 2,800 40 0.12 0.12

PVC Casing(40m) / unit 1,600 40 0.07 0.07















A3-35



TotalCost



Drilling (40m) / unit 2,800 80 0.23 0.23

PVC Casing(40m) / unit 1,600 80 0.13 0.13















A3-36



TotalCost



Drilling (40m) / unit 2,800 120 0.34 0.34

PVC Casing(40m) / unit 1,600 120 0.20 0.20






US$/m mFRPMφ200to2200 Class5 1,060 60,000 63.60 63.60









A3-37

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Infiltration Gallery Water Source : Panjshir Fan Aquifer GroundwaterCase: I-G2b-1Discharge: 0.5 m3/sec


TotalCost

US$/Unit Unit Million US$ Million US$1．Collecting Wellx 1 House(2.5mx2.5m) 2,200.0 1 0.01 0.01


Excavation 0.03Ordinary Soil 5.7 3,800 0.03


Reinforced Concerte 250.0 300 0.08 0.08


US$/m3 m32. Screened Piping Excavation 0.08


Gravel Filter 0.02Borrow 7.5 2,000 0.02


US$/m mScreened Pipe 900 5,200 250 1.30 1.30

3．Junction Wellsx 3Excavation 0.04




4. Collecting Piping Excavation 0.02




US$/m mFRPMφ600 Class5 260 600 0.16 0.16

Appurtenant L.S. 20% of the above 4. - 0.04Structures









A3-38

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Infiltration Gallery Water Source : Panjshir Fan Aquifer GroundwaterCase: I-G2b-2Discharge: 1.0 m3/sec


TotalCost

US$/Unit Unit Million US$ Million US$1．Collecting Wellx 1 House(2.5mx2.5m) 2,200.0 1 0.01 0.01










US$/m mScreened Pipe 900 5,200 500 2.60 2.60









US$/m mFRPMφ900 Class5 410 600 0.25 0.25










A3-39

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Infiltration GalleryWater Source : Panjshir Fan Aquifer GroundwaterCase: I-G2b-3Discharge: 2.0 m3/sec


TotalCost

US$/Unit Unit Million US$ Million US$1．Collecting Wellx 2House(2.5mx2.5m) 2,200.0 2 0.01 0.01










US$/m mScreened Pipe 900 5,200 1,000 5.20 5.20









US$/m mFRPMφ900 Class5 410 1,300 0.54 0.54










A3-40



TotalCost




















US$/m mFRPMφ900 Class5 410 4,300 1.77 1.77










A3-41



TotalCost




















US$/m mFRPMφ900 Class5 410 9,200 3.78 3.78










A3-42

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : North East Water Conveyance Pipeline Water Source : Panjshir Fan Aquifer Groundwater / River Route: Panjshir Fan Aquifer / River Main Pumping Station - Dehsabz NorthCase: C-3-2Discharge: 1.0 m3/secPiping: Single


TotalCost






DCIPφ1100 Class4 1,360 21,800 29.7DCIPφ1000 Class4 1,140 1,400 1.6FRPMφ1100 Class1 680 9,900 6.8FRPMφ1000 Class1 580 5,100 3.0


Asphalt Pavement US$/m2 m250 125,000 6.3 6.3









A3-43



TotalCost






DCIPφ1350 Class4 1,900 22,600 43.0FRPMφ1350 Class1 960 15,600 15.0











A3-44



TotalCost






DCIPφ1800 Class4 3,250 21,500 69.9DCIPφ1650 Class4 2,750 1,400 3.9FRPMφ1800 Class1 1,760 10,200 18.0FRPMφ1650 Class1 1,460 5,100 7.5











A3-45



TotalCost

















A3-46

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Main Pumping StationWater Source : Panjshir Fan Aquifer Groundwater / River Route: Panjshir Fan Aquifer / River - Dehsabz North - Paymonar / Kabul EastCase: C-3-1Discharge: 0.5 m3/sec


TotalCost





Million US$/Unit UnitVolute Pump Body 0.86

0.5m3/s x D500 x 0.43 2 0.86H170m x 1300kW x 1



2. Settling Basin & Suction BasinExcavation 0.02

Ordinary Soil 5.7 2,000 0.02Backfill 0.10

Excavated Soil 5.0 0.100.10

Reinforced Concerte 250.0 400 0.10


3. Site Preparation L.S. 10% of 1.&2. - 0.36









A3-47



TotalCost






0.5m3/s x D500 x 0.43 3 1.29H170m x 1300kW x 1

















A3-48



TotalCost






1.0m3/s x D700 x 0.76 3 2.28H170m x 2300kW x 1






Reinforced Concerte 250.0 1,600 0.40











A3-49



TotalCost






1.0m3/s x D700 x 0.76 5 3.80H170m x 2300kW x 1

















A3-50



TotalCost






1.0m3/s x D700 x 0.76 8 6.08H170m x 2300kW x 1

















A3-51

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : No.1 Booster Pumping StationWater Source : Panjshir Fan Aquifer Groundwater / River Route: Panjshir Fan Aquifer / River - Dehsabz NorthCase: C-3-1Discharge: 0.5 m3/sec


TotalCost






0.5m3/s x D500 x 0.43 2 0.86H160m x 1300kW x 1



2. Regulating Basin & Suction BasinExcavation 0.03














A3-52



TotalCost






0.5m3/s x D500 x 0.43 3 1.29H160m x 1300kW x 1

















A3-53



TotalCost






1.0m3/s x D700 x 0.76 3 2.28H160m x 2300kW x 1

















A3-54



TotalCost






1.0m3/s x D700 x 0.76 5 3.80H160m x 2300kW x

















A3-55



TotalCost






1.0m3/s x D700 x 0.76 8 6.08H160m x 2300kW x 1

















A3-56

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : North East Water Conveyance Pipeline Water Source : Panjshir Fan Aquifer Groundwater / River Route: Dehsabz North - PaymonarCase: C-4-1Discharge: 0.5 m3/secPiping: Single


TotalCost






DCIPφ800 Class4 900 1,200 1.1FRPMφ800 Class1 410 26,000 10.7











A3-57



TotalCost

















A3-58



TotalCost

















A3-59



TotalCost






DCIPφ1800 Class4 3,250 1,200 3.9FRPMφ1800 Class1 1,760 26,000 45.8











A3-60

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : No.2 Booster Pumping StationWater Source : Panjshir Fan Aquifer Groundwater / River Route: Dehsabz North - PaymonarCase: C-4-1Discharge: 0.5 m3/sec


TotalCost






0.5m3/s x D500 x 0.37 2 0.74H145m x 1100kW x 1

















A3-61



TotalCost






0.5m3/s x D500 x 0.37 3 1.11H145m x 1100kW x 1

















A3-62



TotalCost






1.0m3/s x D700 x 0.66 3 1.98H145m x 2000kW x 1

















A3-63



TotalCost






1.0m3/s x D700 x 0.66 5 3.30H145m x 2000kW x 1

















A3-64

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : North West Water Conveyance Pipeline Water Source : Salang DamRoute: Salang Dam - Paymonar (via Mountain Route)Case: C-5-1Discharge: 1.0 m3/secPiping: Single


TotalCost






DCIPφ1200 Class4 1,520 70,800 107.7FRPMφ1200 Class1 780 23,000 18.0FRPMφ800 Class1 410 5,900 2.5


Asphalt Pavement US$/m2 m2(32km) 50 117,000 5.9 5.9









A3-65



TotalCost






DCIPφ1500 Class4 2,300 71,300 164.0FRPMφ1500 Class1 1,210 22,800 27.6FRPMφ1100 Class1 680 5,600 3.9











A3-66



TotalCost


Ordinary Soil 5.7 1,169,000 6.7















A3-67



TotalCost


Ordinary Soil 5.7 1,173,000 6.7















A3-68



TotalCost


Ordinary Soil 5.7 1,362,000 7.8















A3-69

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : North West Water Conveyance Pipeline Water Source : Gulbahar DamRoute: Gulbahar Dam - PaymonarCase: C-6-1Discharge: 1.0 m3/secPiping: Single


TotalCost

















A3-70



TotalCost

















A3-71



TotalCost

















A3-72



TotalCost

















A3-73



TotalCost

















A3-74

Project : The Development of the Master Plan for Kabul Metropolitan Area DevelopmentStructure : Booster Pumping StationWater Source : Gulbahar DamRoute: Gulbahar Dam - PaymonarCase: C-6-1Discharge: 1.0 m3/sec


TotalCost






0.5m3/s x D500 x 0.53 3 1.59H220m x 1600kW x 1

















A3-75



TotalCost






0.5m3/s x D500 x 0.53 6 3.18H220m x 1600kW x 1

















A3-76



TotalCost






0.5m3/s x D500 x 0.53 8 4.24H220m x 1600kW x 1

















A3-77



TotalCost






0.5m3/s x D500 x 0.53 9 4.77H220m x 1600kW x 1

















A3-78



TotalCost






0.5m3/s x D500 x 0.53 11 5.83H220m x 1600kW x 1















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