The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

PART B WATER SUPPLY CHAPTER B1 INTRODUCTION Financially, WASA-F is now considered to be in a vicious cycle characterized by factors such as less water supply service, less customer satisfaction, non-payment of water bills, financial deterioration, and reduced capital investment. In light of these circumstances, this Part B of the M/P has been prepared as a road map for navigating the WASA-F water supply business out from its current vicious cycle to a virtuous cycle.

B1.1 Objective of M/P Formulation in Water Supply Sector The first M/P for Faisalabad City, prepared with support from the Asian Development Bank in 1976, never proceeded past the first phase of implementation. The existing master plan at present, a revised plan formulated by the World Bank in 1993, sets out a series objectives to be achieved by 2018. With the arrival of 2018, further updates of the plan are required. Drawing from the latest Peri-Urban Structure Plan (2015) underlying the city planning of Faisalabad, the master planning done under the Project will encompass practicable elements within an updated targeted period ending in 2038. WASA-F is now pressed to develop water supply infrastructure to cope with a growing urban population and industrial expansion. In practice, however, pressured water is supplied for only six hours a day. The water supply services provided for users are not improving, which continues to aggravate the already low customer satisfaction and low bill collection rate. WASA-F’s financial conditions are deteriorating as a consequence, which feeds the vicious cycle outlined below. . Water supply services are insufficient. . Customer satisfaction is low. . Water charges are based on a fixed tariff system (per unit area) and are generally too low to recover water production costs. . The bill collection efficiency (rate) is too low. The current vicious cycle must be improved in the future. The diagram above illustrates one idea for shifting to vicious cycle through WASA business operations.

Reduction of Less water Increase of capital Improvement in capital service investment water service investment

Current Future (vicious cycle) (virtuous cycle) Increase in customer Financial Less Financial satisfaction deterioration customer Improvement satisfaction

Non-payment of Increase in payment water bills of water bills

Source: JICA Mission Team Figure B1.1.1 Shift from Current Vicious Cycle to Future Virtuous Cycle

B1 - 1

The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The current M/P seeks to improve the above-mentioned weaknesses by addressing the technical and management issues entailed in the enhancement of water supply services, particularly in terms of water volume (duration of water supply), water pressure, and water quality. The plan aims to increase both customer satisfaction and willingness to pay. Further, the plan will restructure the water supply system to achieve the optimal efficiency and energy conservation, which will open the way to improved financial conditions. The ultimate objectives are to achieve self-supporting service management of WASA-F and strategic investment in development on a long-term basis. Hence, the M/P is designed as a road map for making the shift from a vicious to a virtuous circle, and the direction of the M/P is also presented in Appendix AB1.1, Direction of Water Supply Master Plan, in the Supporting Report. B1.2 Approach and Policies The M/P takes the approaches and overarching policies described below.

(1) Engineering Activities

A water supply development plan should be formulated from a realistic and rational perspective. Specifically, the plan should: . Consider new water source developments for both groundwater and surface water, including seepage water and the intake methods. . Prepare a water supply facility plan, including the steps required to restructure the existing water supply system as necessary to improve the current water supply services. . Formulate water supply development measures that not only provide for future expansion, but also reduce NRW, promote water conservation, etc.

(2) Activities to Improve Business Operation It will be important to shift to a virtuous cycle from the current vicious cycle in WASA-F’s current business operations. . Provide a roadmap to shift from a fixed rate system to a volumetric tariff system (or metered rate system). . Improve WASA-F’s financial condition and realize sound business operations. . Develop the capacity of personnel through workshops, training courses, and OJT.

(3) Pilot Activities for Water Supply Pilot trials and demonstration activities are scheduled to make the M/P practical. . Consider verifiable Pilot activities. . Build good practices for the water supply business. . Spread out to other areas in the future. The Project will be promoted to ensure that the outcomes of the three approaches described above can generate synergetic effects such as the following: . Improved water supply services in the area, . Improved financial condition of WASA-F, and . Increased understanding and motivation to pay among customers. Through the aforesaid approaches, the water supply components of the living environment in Faisalabad City can be expected to eventually improve.

B1 - 2

The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

CHAPTER B2 WATER SOURCES The current major water sources in Faisalabad City are groundwater from the tubewells in the Chenab (Chiniot) and RBC Well Fields. Surface water from the irrigation canal of the Rakh Branch Canal is also used as a supplementary source. The groundwater and surface water sources respectively make up 86% and 14% of the total water sources available. In recent years, however, the groundwater level has been declining due to excessive pumping. Though further water sources will have to be developed with the urbanization of the Faisalabad City, the potential of groundwater sources will still be limited. Given these limits, the appropriate approach to new water source development in Faisalabad City is thought to be a combination of surface water development by direct intake from irrigation canals as a main source and groundwater development as a supplementary source. Water source development will be considered in view of the technical, financial, social, and political feasibilities, while leakage prevention, the reuse of treated wastewater, the use of rainwater, etc. will be considered as alternate water sources for the purposes of Integrated Urban Water Management (IUWM). The following section summarizes the current status of the water sources for the city. B2.1 Groundwater

2.1.1 Current Groundwater Situation Areas that are pumping groundwater for drinking around Faisalabad District are limited to the following four, except for small individual wells. Table B2.1.1 Areas Existing Tubewells for Drinking Water Supply No. of Depth of Design Current Actual Recharge Name Tubewell of Screen Discharge Discharge Others source WASA-F （m） (m3/day) (m3/day) Chenab (Chiniot) Mainly (1) 29 50～120 224,000 145,000 Wells for Irrigation Well Field Chenab River JBC Chenab River and Few wells for rural (2) 25 45～150 91,000 57,000 Well Field Seepage from JBC water supply Tubewells Seepage from 23,000～ Many wells for urban (3) 38 20～50 7,000 along RBC RBC 25,000 and rural water supply Tubewells Seepage from Many wells for urban (4) 0 － － － along GBC GBC and rural water supply 338,000～ Total 92 － 209,000 340,000 Source: JICA Mission Team The locations for the above four sources are illustrated in Figure B2.1.1. (1) Chenab (Chiniot) Well Field In 1992, the construction of 25 tubewells by ADB financial support was completed at the Chenab (Chiniot) Wellfield and started operation. After commissioning, gradual decline of groundwater level around the well field was observed, along with corresponding decline of total discharge volumes. In response, WASA-F installed 4 additional tubewells in the well field in 2000 based on the World Bank Master Plan financed by the government budget of Annual Development Programme (ADP). As a result, the number of tubewells totaled 29 (Of the four additional tubewells, Tubewell #29 did not have any pumping equipment. Therefore, currently there are 28 pumping tubewells). Design capacity each tubewell is 4 Cusec (approximately 400 m3/hour) operated 20 hours a day, for a total pumping capacity of 224,000 m3/day. WASA-F is considering 24 hour supply. In this case, 254,600 m3 would be withdrawn per 24 hours of operation. Furthermore in the JICA Report of July 2014 for

B2 - 1 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

replacement of pumping machinery at the well field, pumping capacities are mentioned as 205,000 m3/day after renovation of pumps. The lower capacity is attributable to design problems of the Terminal Reservoir and allowable setting of pumping water levels1. However, recent maximum discharges have declined to 170,000 m3/day or less due to non-operation of some tubewells, pump downtime for repairs, as well as a reduction of daily operation time from 20 hours to 18 hours due to budget constraints related to payment of electricity bills. The SCADA data and the Energy Audit report of 2015 to 2016 show that the total discharge may have been even lower, at 140,000 to 160,000 m3/day.

Source: JICA Mission Team Figure B2.1.1 Location of Current Groundwater Pumping Areas

The average total daily discharge from 1993 to 2005 from wells for agricultural irrigation existing in both bank side of JBC is available in the dissertation on groundwater simulation in the area by Dr. Khaliq of the University of Agriculture Faisalabad.2

1 PREPARATORY SURVEY REPORT ON THE PROJECT FOR REPLACEMENT OF PUMPING MACHINERY AT INLINE BOOSTER PUMPING STATION & TERMINAL RESERVOIR IN FAISALABAD IN THE ISLAMIC REPUBLIC OF PAKISTAN; June 2015, Japan International Cooperation Agency (JICA) & Kokusai Kogyo Co., Ltd. 2 Modeling the Effects of Groundwater Pumping on Water table of a Faisalabad Water Supply Scheme: BY ABDUL KHALIQ, DOCTOR OF PHILOSOPHY IN AGRICULTURAL ENGINEERING; Department of Irrigation and Drainage Faculty of Agricultural Engineering and Technology UNIVERSITY OF AGRICULTURE, FAISALABAD (PAKISTAN) 2014

B2 - 2 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B2.1.2 Discharge of Groundwater from Chenab (Chiniot) Well Field and Irrigation Wells around JBC from the years of 1993 to 2005 Chenab Well Field Irrigation Wells around JBC Year 3 (m /day) Right bank side (m3/day) Left bank side (m3/day) Total (m3/day) 1993 126,818 72,182 36,870 109,052 1994 137,514 79,131 40,425 119,556 1995 140,840 97,815 39,449 137,264 1996 141,120 98,360 36,539 134,899 1997 149,386 82,367 31,869 114,236 1998 142,027 77,952 31,879 109,831 1999 153,854 95,287 38,128 133,415 2000 160,776 99,036 39,492 138,528 2001 157,920 103,077 41,572 144,650 2002 170,856 128,124 40,560 168,685 2003 157,416 112,287 35,581 147,868 2004 166,790 130,635 41,393 172,028 2005 161,011 142,345 45,143 187,488 Source: Modeling the Effects of Groundwater Pumping on Water table of a Faisalabad Water Supply Scheme: BY ABDUL KHALIQ, DOCTOR OF PHILOSOPHY IN AGRICULTURAL ENGINEERING; Department of Irrigation and Drainage Faculty of Agricultural Engineering and Technology UNIVERSITY OF AGRICULTURE, FAISALABAD (PAKISTAN) 2014 The tubewells are drilled into the alluvial aquifer at depths of 120 to 140 meters at roughly 400 meter intervals. The drilling diameter is 24 inches (600 mm). For the casing, the housing diameter is 16 inches (406 mm) and the screen and blind are 10 inches (256 mm). The upper end of the water intake is located at 40 ~ 50 meters (the shallowest is 33.5 meters for TW-07) and the lower end at 110 ~ 130 meters. Hydraulic conductivity is 4E-4 ~ 2E-3 m/sec (average 9.3E-4 m/sec). TDS shows mainly between 150 – 400 ppm, but 3 tubewells shows around 600 – 700 ppm. Static water level at the time of construction was between 2 ~ 5 meters below Ground Level.

Source: JICA Mission Team Figure B2.1.2 Fluctuation of Monthly Groundwater Level of Tubewells in Chenab Well Field (Upper Lines: Static Levels, Lower Lines: Dynamic Levels)

B2 - 3 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Monthly groundwater level fluctuations in each tubewell of Chenab (Chiniot) Wellfield are shown in Figure B2.1.2. Riser pipes were replaced in July 2007. Because of that, it became impossible to drop the water gauge from the hole so that the data after 2007 are missing. However, WASA-F has installed new observation wells in the vicinity of TW-No.2, 3, 8, 9, 13, 14, 22 and 23 since 2016 and has resumed monitoring groundwater levels. From Figure B2.1.2, it is possible to see the downward trend of groundwater level up to 2007. The average groundwater elevation was about 173 meters in July 1992. In 2007, it was 162 meters. A cumulative decline of roughly 11 meters was observed. (2) JBC Well Field Based on the World Bank Master Plan and according to the result of JICA project, 25 tubewells in the JBC Well Field were constructed from June to September 2011, and water supply was started. The design pumping volume is 90,900 m3/day. Design pumping capacity of each tubewell was set at 200 m3/hour to keep the water level stable. Working hours per day of each tubewell was set as about 20 hours. Considering that the discharge should be less than the seepage volume from the bed of JBC, a distance interval between tubewells was set at 600 meters. In order to gauge the amount of seepage water available, seepage tests along the Jhang Branch Canal were performed by FDA/REC and WASA-F. From test data (Table B2.1.3) and including a 10% safety factor, it is expected that 12,840 m3/day/km×0.9≒11,500 m3/day/km is available. Drilling diameter is 24 inch (600 mm). The casing diameter of the Housing is 16 inches (406 mm) and of the Screen and the Blind pipes is 10 inches (256 mm), which are the same as tubewells in the Chenab Well Field. There are many irrigation wells in the surrounding area, and the discharge and the interval of tubewells were set considering those irrigation wells. Table B2.1.3 Estimated Seepage Rate as a result of Seepage Tests along the Jhang Branch Canal Client Tested by: Year Estimated seepage rate 1 FDA/REC Irrigation 1981 633 m3/hour/km (of channel) =15,192 m3/day/km Research 3 3 2 WASA-F Institute 2003 437m /hour/km (of channel) =10,488 m /day/km Average 535m3/hour/km (of channel) =12,840 m3/day/km REC: Republican Engineering Co. Source: IMPLEMENTING REVIEW STUDY REPORT ON THE PROJECT FOR THE EXPANSION OF WATER SUPPLY SYSTEM IN FAISALABAD IN ISLAMIC REPUBLIC OF PAKISTAN JAPAN INTERNATIONAL COOPERATION AGENCY, JAPAN TECHNO CO., LTD. March 2010 Static water level at the time of construction upstream tubewells (TW-01 to TW-15) is within the range of depth of 3 ~ 4 meters from Ground Level, but becomes deeper on the downstream side (TW-21 to TW-25), showing 7 to 8 meters or more. TW-16 to 20 show depths in between. Drilling depth is between 133 ~ 165 meters, and the position of the screen is installed in the depth of 45 to 152 meters. The Coefficient of Permeability shows 2.5 ~ 5.9E-4 m/sec, and 3.67E-4 m/sec on average. TDS of most wells is lower than 200 ppm, while some are around 400 or 700 ppm (TW-14, 15, and 19). This is considered sufficient for drinking water. The groundwater fluctuation graph of JBC Well Field during 2013 and 2016 is shown in Figure B2.1.3.

B2 - 4 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Av1: Avarage of TW-01～15 Av2: Avarage of TW-21～25

Source: JICA Mission Team Figure B2.1.3 Fluctuation of Static Groundwater Level of JBC during 2013 and 2016

In order to understand the trend as a whole, average groundwater level fluctuation is also shown in the figure above. Two different patterns can be observed in different sections of the well field. In the case of the 15 upstream tubewells (TW-01 ~ 15: Av1), static water level tended to decrease in almost the same proportion until around 2015. It decreased 2 meters in two-and-a-half years, from 183 meters in January 2013 to 181 meters in mid-2015. Then, downward trend becomes minor in the subsequent period. In 2016, a slight trend toward recovery can be seen. In the case of the downstream side (TW-21 ~ 25: Av2), it rose 1.5 meters in 2013, from about altitude 176 meters to 177.5 meters. After that, a gradual decrease of 1 meter was observed until June 2015. Soon afterwards, it rose by roughly 1 meter in the monsoon season until December 2015. Then, it decreased again by about 1 meter during January-March 2016, and is rising again. According to the Energy Audit Reports, the average daily discharge in 2014-2015 FY was about 72,000 m3/day, while it was about 60,000 m3/day in 2015-2016 FY. The trend of groundwater level fluctuation may be caused by these differences in discharge amount. The comparison of these trends with the data of Energy Audit Report demonstrates that the discharge amount of about 72,000 m3/day is somewhat excessive pumping, but from the fact that the discharge amount of about 60,000 m3/day is showing slight static water level rise, this maybe a sustainable extraction volume. Since the groundwater level of the upstream side has decreased almost evenly until 2015, the actual amount of seepage from the JBC may be less than the estimated amount, or some of the seepage from JBC flows in another direction such as Chenab Well Field. Seepage from JBC was estimated to be 11,500 m3/day/km (including 10% safety factor). However, according to the simulation by Dr. Khaliq, University of Agriculture Faisalabad, it is set to 7,000 ~ 8,000 m3/day/km, which is 60 to 70% of design seepage from JBC considered from the result of the seepage test carried out in the past. This may be a more appropriate extraction volume to prevent over extraction. (3) Tubewells along RBC The old tubewells along RBC (constructed before 2007) are located near the city and tubewells constructed in 2008 are located further upstream, farther away from the city. Newer tubewells constructed in 2016 are located still further upstream to avoid contamination from pollution occurring in urban areas. Although TDS of the groundwater around Faisalabad area is over 2,000 ppm and considered unacceptable for drinking purposes, WASA-F located many tubewells in this zone along the RBC since the quality of groundwater along narrow strips on RBC was acceptable due to high ratio of seepage water present. However, many of these tubewells located in the downtown area were eventually shutdown as

B2 - 5 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

overdevelopment lead to the lowering of groundwater levels and degradation of water quality. The World Bank’s Master Plan suggested limiting the total discharge in this strip to a range of the seepage amount to preserve proper quality and quantity. In compliance with this recommendation, WASA-F rehabilitated the existing tubewells in 2002 through the provincial annual development budget. As a result, 16 tubewells in total were in operation at that time. The maximum depth of tubewells along RBC is only around 50 meters, and design discharge is also only 1 Cusec (about 100 m3/hour). The operation time is 6 hours a day, supplying water directly to the target area during the TR water supply time. Therefore, the total discharge amount is 9,600 m3/day. In 2008, WASA-F completed the construction of 12 additional tubewells along RBC. Design discharge is 1 Cusec (about 100m3/hour) and 6 hours a day, for a daily total of 7,200 m3/day. However, WASA-F also aims to supply water for 24 hours in the future. In this case the discharge volume will become 59,100 m3/day. In addition, 10 tubewells were installed in 2016 further upstream by financial aid of AFD. The design discharge of each tubewell is 100 m3/day and working for 8 hours a day, for a total discharge of the 10 tubewells of 8,000 m3/day. For 24 hour supply, this becomes 22,700 m3/24 day. Therefore, the target water supply volume from old and new tubewells along RBC becomes 82,000 m3/day in total. According to geophysical survey (resistivity prospection), the boundary depth of freshwater deriving from the seepage of RBC and brackish groundwater existing naturally in deep portion is around 60 meters.3 Therefore, the drilling depth for tubewells were uniformly set as a little less than 50 meters, and casing depth was 46.5 meters. Drilling diameter is 22 inch (559 mm). The casing diameter of the Housing is 12 inches (305 mm) of 20 meter length and of the Screen and the Blind pipes is 8 inches (203 mm). Static water level at the time of construction is within the range of depth of 6 ~ 10 meters from Ground Level, and the Coefficient of Permeability shows 4.5 ~ 6.5E-4 m/sec, and 5.7E-4 m/sec in average. TDS is lower than 500 ppm at all points, sufficient for drinking purposes. Furthermore, 10 tubewells were constructed in 2016 in the upstream area of RBC by French loan support project being undertaken from 2008. These started operation on 20 February 2016, and conduit about distance 12 km to JK Water Treatment Plant. Design discharge of one tubewell is 100 m3/hour and running 8 hours a day, then total of ten tubewells become 8,000 m3/day. Working hours are 4 hours from 7:30 a.m. to 11:30 a.m. and 4hours from 1:30 p.m. to 5:30 pm in the afternoon. In the resistivity survey supported by France, it is reported that the boundary between freshwater and brackish water is around 70 meters, partly up to around 100 meters. Based on this situation, the basic design of tubewell is set as drilling depth 60 meters, the section of screen 11 to 59 meters in depth, and the casing diameter uniformly 13 to 14 inches. As mentioned so far, there are new and old tubewells mixed along RBC. Those are 16 old tubewells before 2001 (two of them are out of order), 12 constructed in 2008, and 10 constructed in 2016 by AFD assistance, then 38 in total. Discharge from one tubewell is 1 Cusec (about 100 m3/hour) operating 6 to 8 hours a day resulting 23,600 m3/day in total. However, as mentioned above, WASA-F aims to supply water for 24 hours so that the target of water supply is 82,000 m3/day as a whole. (4) Tubewells along GBC GBC is far from Faisalabad City center. Currently, there are no tubewells of WASA-F supplying water to Faisalabad City along GBC. However, tubewells for water supply to medium-to-small sized towns and villages along GBC were constructed by PHED and handed over to each TMA or CBO for maintenance and operation. Tubewells for water supply to Jaranwala town (population 160,000) center exist not only along GBC but also along Burara Branch Canal which is flowing in the east side of GBC. Those are in total of 29

3 ELECTRICAL RESISTIVITY STUDIES FOR GROUNDWATER INVESTIGATIONS FROM CITY SCHOOL BRIDGE TO GATWALA BRIDGE ALONG RAKH BRANCH CANAL FAISALABAD BY MUHAMMAD ISMAIL, AKBAR HABIBI: HYDROGEOLOGY DIRECTORATE, WAPDA, LAHORE. JULY, 2008

B2 - 6 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

tubewells along GBC, and 9 along Burara Branch Canal. The spacing of respective tubewell is basically 500 ft (about 150 meters). Design discharge is 0.75 Cusec (about 75 m3/hour), for a total discharge capacity of 2,175 m3/hour from 29 tubewells along the GBC (total 2,850 m3/hour if including those along Burara Branch Canal). Specification of tubewell is uniform. The drilling depth is 110 ft (34 meters). The lengths of housing pipe and screen & blind casing are 75 ft (23 meters) and 35 ft (11 meters) respectively. The drilling diameter is 22 inches (559 mm), and diameter of casing pipes is 12 inches (306 mm). At Satiana, south of Faisalabad, there are 4 tubewells belonging to PGSHF for supplying to housing of provincial government staff. Design specification of water supply and tubewell is as follows. The interval of each tubewells here is also 500 ft (150 meters). Table B2.1.4 Design Specification of Water Supply and Tubewell for Satiana Housing A: Water Demand (g=gallons, mgd=million gallons per day, L=Little) i. Population Served 20,000 Persons ii. Per Capita Average Day Demand 50.0 g/day 227.3 L/day iii. Horticulture and Others (10% of average day demand) given in (ii) 5.0 g/day 22.7 L/day iv. Un-account for water, (5% of average day demand) given in (ii) 2.5 g/day 11.4 L/day v. Total per capita water demand per day given in (ii+iii+iv) 57.5 g/day 261.4 L/day 1.15 mgd . vi. Total water demand 5187 m3/day (2.12 cusec) B: Tubewells (cusec=cubic feet per second, No.=Number, Nos.=Numbers) i. Average day Demand 2.12 cusec 5187 m3/day ii. Provision (50% of average day demand) given in (i) 1.06 cusec 2593 m3/day iii. Total water Demand (i+ii) 3.18 cusec 7780 m3/day iv. Number of Tubewells with 1.05 cusec discharge of each Tubewell 3 Nos. v. Provision of Tubewell 1 No. vi. Total No. of Tubewells 4 Nos. TDS of tubewell for water supply to Jaranwala town center is sufficiently low at 127 ~ 161 ppm. Groundwater existing in deep in this area is brackish, showing high TDS values not suitable for drinking. However, discharged water from tubewell is fresh water likely derived from the seepage of GBC. Other water qualities also satisfy the drinking water standards. Therefore, the potential quantity for development of drinking water from the area along GBC is determined by seepage amount from GBC as resource. The simulation of the seepage amount from GBC has been published in the document presented by University of Agriculture Faisalabad.4 According to this simulation, recharge-flowrate relationship is that seepage (S) in m3/s/million-m2 and the flow rate (Q) in m3/s through the canal was developed as in the following equation: S = 0.006×Q1.446 As a support documentation for this section, Appendix AB2.1, Current Groundwater Situation, discussing more about the current situation of groundwater in and surroundings of Fisalabad, is included in the Supporting Report also. 2.1.2 Management of Groundwater In the case of WASA-F, the static water levels in tubewells at the Chenab Well Field and JBC Well Field have been measured once a month in order to grasp the situation of groundwater level fluctuation.

4 INTERNATIONAL JOURNAL OF AGRICULTURE & BIOLOGY “Simulating Seepage from Branch Canal under Crop, Land and Water Relationships” MUHAMMAD ARSHAD, NIAZ AHMAD1 AND M. USMAN: Department of Irrigation and Drainage, and Water Management Research Centre, University of Agriculture Faisalabad, 2009

B2 - 7 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Because the discharging duration in both Well Fields is not 24 hours a day, the static water level could be recognized in the area by measuring the water level in tubewells at several hours after stopping pumping. It was once stopped measuring from 2007 since the riser pipes were changed to flange coupler type and water leveling gauge became impossible to hang directly into the borehole. However, recently some observation wells have been constructed in the vicinity of tubewells and the water levels are again observed.

Source: JICA Mission Team Figure B2.1.4 Location of Observation Wells of Irrigation Department and Tubewells of WASA-F etc.

Though the design of discharging duration of tubewells is 20 hours a day, actual pumping is currently 12 to 15 hours a day due to excessive electricity and/or large dropping of groundwater level. Accordingly the discharge amount becomes about 65 to 70% of the designed discharge. Recent static water level in tubewells tends to be relatively stable. However, it seems not due to the management of groundwater but to excessive electricity charges and/or increasing the drop of groundwater level. Punjab Irrigation Department places many observation wells in Faisalabad zone. Those are mainly for confirming whether groundwater can be used for irrigation. Groundwater levels and water qualities regarding three parameters of EC (Electric Conductivity), RSC (Residual Sodium Carbonate), and SAR (Sodium Absorption Ratio) are checked twice a year before monsoon (June) and after monsoon (October) Wells for groundwater level observation and a water quality check are separately provided. Total number of observation wells is more than 150. Punjab Irrigation Department publishes the distribution maps regarding groundwater levels and qualities in the website (http://irrigation.punjab.gov.pk/sg/sg_intro.aspx) based on the data of observation wells.

B2 - 8 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

However, these maps are not that is updated immediately after the data acquisition, a map based on data of several years ago is published. At present, we can only get the raw data measured between 2014 and 2016 from that website. Previous data and subsequent data cannot be obtained from this homepage. Although the water level observation at WASA-F Well Field is carried out periodically and recorded in the Log Book, they are neither organized as data nor utilized as a tool for groundwater management. There is also no particular monitoring well deployment for groundwater management. As described the above, the management of groundwater by WASA-F is almost not done. For example, at Chenab Well Field the design discharging capacity is actually excessive and cause groundwater table around there dropping down more than 10 m. As a result, the conflict happened against the farmers who use groundwater for irrigation in the surrounding area. If continuing to pump excessive groundwater, it is also necessary to consider alternative water sources for stakeholders who suffer negative impact. In the case of discharging a large amount of groundwater at such well field, considering the groundwater resources and the optimum discharging ratio, it is necessary to make a design. And then, the management of groundwater shall be carried out by continuing monitoring groundwater and modifying the design with grasping sustainable plan in the future. The management of groundwater is better to be done with the data of the other organization such as the Irrigation Department, but at present it is not so easy to get these data. For both WASA-F and Irrigation Department, groundwater is very important sources in terms of using for drinking water and irrigation water, then the consultative body between these organizations should be established to share data and analysis results with each other and necessary to cope with groundwater problem. Although there is a charge system related to groundwater use, there is no regulation of groundwater usage from the viewpoint of groundwater management, and if it is considered that regulation on groundwater management is necessary in the future, the consultative body must discuss. As a support documentation for this section, Appendix AB2.2, Management of Groundwater, discussing more about the current managemen of groundwater in and surroundings of Fisalabad, is included in the Supporting Report also. 2.1.3 Current Groundwater Quality Situation

(1) Groundwater Quality in Existing Well Field (Monitoring by WASA-F Laboratory) Current groundwater quality situations in existing water sources are summarized in Table B2.1.3. From this table, it can be found that basically groundwater quality in existing water sources is good and meets WHO guideline value. However, following issues should be noticed: 1) TDS concentration of WASA-F tubewells along RBC (especially at Madina Town) are higher (1,790 mg/L in average) and exceed guideline value (1,000 mg/L) given by WHO in 1984. 2) Average arsenic concentration of tube wells in Chenab Well Field, Jhang Well Field and Tubewells along RBC in 2014 shows a higher level (9.6 to 10 μg/L), which is very close to WHO guideline value (10 μg/L). However, average arsenic concentration of Chenab Well Field and Tubewells along RBC in 2011 presents a lower level (1.8 to 3.0 μg/L). Therefore, further survey is necessary to confirm the changes of arsenic concentration in groundwater.

B2 - 9 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B2.1.5 Summary of Groundwater Quality Situation (2016) WHO Drinking Chenab JBC Well Tubewells Tubewell No. Parameter Unit Water Guideline Well Field Field along RBC along GBC5) (2011) 1 Color TCU 15 Colorless Colorless Colorless Colorless 2 Odor - Odorless Odorless Odorless Odorless Odorless 3 Taste - Unobjectionable Good Good Good Good 6.8-8.2 6.5-8.4 6.5-8.6 4 pH - (6.5 - 8.5)2) 8.4 7.3 7.3 7.0 390-1,400 139-970 207-4,950 5 Electric conductivity µS/cm - 440 770 290 1,466 6 Turbidity NTU <5 <0.01 <0.01 <0.01 <0.01 190-690 70-470 110-2,040 7 Total Dissolved Solids mg/L (1,000) 3) 310 415 150 752 72-420 43-280 85-692 8 Total hardness mg/L (500) 4) 120 255 115 287 <0.1-10 <0.1-5 9 Arsenic (As) 20111) μg/L 10 - - 3 1.8 5-14 5-18 8-13 10 Arsenic (As) 20141) μg/L 10 - 9.6 9.9 10 1) Arsenic is analyzed by Chemistry Department of Punjab University 2) For the purposed of corrosion control in distribution pipelines 3) WHO guideline value in 1984. 4) For the purpose of taste. 5) The results of the well in Jaranwala (14th Jun, 2006) 6) The results of 2011. 7) Upper values are maximum and minimum values, lower values are average values. Source: JICA Mission Team based on “Annual Water Quality & Assessment Report for the Year 2015, WASA-F” Due to good quality (especially lower turbidity) of groundwater in Chenab, JBC Well Fields and Tubewells along RBC, raw groundwater is directly distributed to consumers after adding chlorine at booster stations or each well house. Residual chlorine (Cl2) is maintained around 1 mg/L in order to control bacteria. Table B2.1.4 presents the results of residual chlorine and bacteriological monitoring at each source. In addition, there is no regular monitoring system for monitoring groundwater quality except project base. Table B2.1.6 Summary of Residual Chlorine and Bacteriology Monitoring (2015) WHO Drinking Gugera Chenab Jhang Well Rakh Well No. Parameter Unit Water Guideline Well Field 1) Well Field Field Field (2011) 1 Residual chlorine mg/L 0.5 - 1.5 1.1 1.2 1.3 - 2 Total Coliform 100mL 0 0 0 0 - 3 Fecal Coliform 100mL 0 0 0 0 - No monitoring results for Gugera Well Field because there is no groundwater is withdrawn by WASA-F from Gugera Well Field. Source: JICA Mission Team based on “Annual Water Quality & Assessment Report for the Year 2015, WASA-F”

(2) Results of Groundwater Quality Survey for Arsenic To verify the existing analysis data of arsenic (As) in groundwater, 36 samples were collected by JICA Mission Team at existing tubewells in September 2016. The samples were sent to Japan for arsenic analysis after pre-treatment by following the procedures of sample storage and preservation regulated in the “Standard Method for the Examination of Water and Wastewater” of American Public Health Association (APHA) and American Water Works Association (AWWA). Details of groundwater quality survey are summarized in Table B2.1.5.

B2 - 10 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B2.1.7 Summary of Sampling for Groundwater Quality Survey Sampling No. Sampling Location No. of Sample Sample Type Remarks Date Tubewells in 22nd Sep. 1 sample/well ×14 Sampling location is selected same as the 1 Grab sample Chenab Well Field 2016 wells=14 sampling location in 2014 for As analysis. Tubewells in JBC 21st Sep. 1 sample/well ×13 Sampling location is selected same as the 2 Grab sample Well Field 2016 wells=13 sampling location in 2014 for As analysis. Tubewells along 20th Sep. 1 sample/well ×8 Sampling location is selected same as the 3 Grab sample RBC 2016 wells=8 sampling location in 2014 for As analysis. One sampling location is selected in Gugera Tubewell along 24th Sep. 1 sample/well×1 4 Grab sample Well Field considering the fact that no GBC 2016 well=1 existing data of arsenic is available. Total number of sample 36 Source: JICA Mission Team Agilent 7500-cx ICP-MS (Inductively Coupled Plasma-Mass Spectrometry) with detection limit less than 0.0001 mg/L was applied to all samples for arsenic analysis. Analysis results of arsenic in groundwater are shown in Table B2.1.8. In addition, all existing analysis results of arsenic in groundwater are also summarized in the same table.

B2 - 11 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B2.1.8 Arsenic Analysis Results of Groundwater in the Project Sampling This Project No. Sampling Location Remarks Code Total As (mg/L) Soluble As (mg/L) 1 GW C-1 Chenab Well Field tubewell No.1 0.009 0.009 2 GW C-2 Chenab Well Field tubewell No.3 0.007 0.007 3 GW C-3 Chenab Well Field tubewell No.5 0.005 0.005 4 GW C-4 Chenab Well Field tubewell No.7 0.003 0.003 5 GW C-5 Chenab Well Field tubewell No.9 0.003 0.003 6 GW C-6 Chenab Well Field tubewell No.11 0.001 0.001 7 GW C-7 Chenab Well Field tubewell No.13 0.002 0.002 8 GW C-8 Chenab Well Field tubewell No.15 0.003 0.003 9 GW C-9 Chenab Well Field tubewell No.17 0.004 0.004 10 GW C-10 Chenab Well Field tubewell No.19 0.004 0.004 11 GW C-11 Chenab Well Field tubewell No.21 0.002 0.002 12 GW C-12 Chenab Well Field tubewell No.23 0.006 0.006 13 GW C-13 Chenab Well Field tubewell No.25 0.008 0.008 14 GW C-14 Chenab Well Field tubewell No.27 0.007 0.007 Average value of Chenab Well Field 0.0046 0.0046 15 GW J-1 JBC Well Field tubewell No.1 0.003 0.003 16 GW J-2 JBC Well Field tubewell No.3 0.002 0.002 17 GW J-3 JBC Well Field tubewell No.5 0.003 0.003 18 GW J-4 JBC Well Field tubewell No.6 0.002 0.002 No. 7: out of operation 19 GW J-5 JBC Well Field tubewell No.9 0.004 0.003 20 GW J-6 JBC Well Field tubewell No.12 0.003 0.003 No. 11: out of operation 21 GW J-7 JBC Well Field tubewell No.13 0.002 0.002 22 GW J-8 JBC Well Field tubewell No.15 0.004 0.004 23 GW J-9 JBC Well Field tubewell No.17 0.002 0.002 24 GW J-10 JBC Well Field tubewell No.19 0.004 0.004 25 GW J-11 JBC Well Field tubewell No.21 0.002 0.002 26 GW J-12 JBC Well Field tubewell No.23 0.002 0.002 27 GW J-13 JBC Well Field tubewell No.24 0.002 0.002 No. 25: out of operation Average value of Jhang Well Field 0.0027 0.0026 28 GW R-1 Tubewell along RBC No.1 0.004 0.003 29 GW R-2 Tubewell along RBC No.3 0.003 0.003 30 GW R-3 Tubewell along RBC No.16-A 0.003 0.003 31 GW R-4 Tubewell along RBC No.16 0.002 0.002 32 GW R-5 Tubewell along RBC No.9 0.002 0.001 33 GW R-6 Tubewell along RBC No.7 0.006 0.006 34 GW R-7 Tubewell along RBC No.4 0.002 0.002 No. 6: out of operation 35 GW R-8 Tubewell along RBC No.5 0.0121) 0.011 Average value of Tubewells along RBC 0.0043 0.0039 36 GW G-1 Tubewell along GBC in Jaranwala 0.002 0.002 1) Values shown as 0.012 are above WHO guideline value (0.01 mg/L). Source: JICA Mission Team The result of Table B2.1.6 indicates that arsenic is detected in all samples. However, arsenic concentration in all samples is below WHO guideline value (0.01 mg/L) except one sample in Rakh Well Field, in which the arsenic concentration slightly exceeds WHO guideline value but lower than Pakistan National Standards for Drinking Water Quality (0.05 mg/L). From the point of view of arsenic concentration, the groundwater in Chenab Well Field, Jhang Well Field, Rakh Well Field and Gugera Well Field can be used as water source for water supply. However, it is recommended to continue the monitoring of arsenic in groundwater at least once per two years in order to check the trend of arsenic concentration in groundwater. 2.1.4 Considerations in Groundwater From the discussions in the previous sections, the current statuses of groundwater sources are summarized as below. . In Faisalabad District, fresh groundwater exist as seepage water from canals, then groundwater development as a source of drinking water is restricted to areas along JBC, RBC,

B2 - 12 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

and GBC. . Chenab (Chiniot) Well Field, one of the main water supply sources of WASA-F constructed outside of Faisalabad district area where groundwater recharged from Chenab River. Though fresh groundwater in this aquifer exists a lot relatively, its groundwater level are declining remarkably due to long term excessive-pumping resulting significant affection to farmers around there using groundwater for irrigation. As a result, they strongly insist that further well field shall never be constructed there. Recent groundwater level around the well field becomes stable under its discharge 60 to 70% of its design discharge, then from the viewpoint of optimum groundwater use, recent discharging quantity is considered to be maximum limit and further groundwater development may be difficult from the consideration of groundwater resource and also social environmental impact. . In JBC Well Field, the groundwater level in the upstream side is also declining continuously approximately 1m per year after operating its Well Field. Nowadays, its discharging quantity is suppressed to 70 to 75% of its design, as a result, its groundwater level shows the tendency becoming stable. So that, further pumping in this area is considered excessive. Although there is still room for groundwater development in the section where tubewells are not installed, long-distance piping is necessary for conduit to the water distribution plants. From the consideration of effective groundwater development, its developable area and quantity is limited. . Along the RBC, many developments have already been advanced, and it is said that the result of excessive development in the past has resulted in worsening of water quality, and new development is difficult in the future. Recently, it is said that TDS especially in the downstream side shows a tendency of higher content. That is to be considered, fresh groundwater seepage from the canal is mixed and contaminated with brackish groundwater. . Along the GBC, fresh groundwater is only the seepage from the canal and its developable area is restricted along the canal. Its distribution depth is usually shallow, so careful correspondence is necessary to develop to prohibit from up-coning and contaminating by brackish groundwater. Even in the current situation, groundwater development is gradually progressing as a water supply to the surrounding middle-scale city area and the rural area, so development is also limited due to the conflict with these water sources.

2.1.5 Possibility of New Groundwater Development One of main sources for current WASA-F water supply, Chenab Well Field, is existing in Chiniot District, and there are many conflicts with local residents due to remarkable declining of groundwater table around the Well-Field. Therefore, if trying further to develop groundwater for WASA-F water supply with avoiding the conflict against residents in the other district, it is limited within Faisalabad District. Because groundwater in Faisalabad District is generally brackish and not suitable for drinking, the groundwater development for urban drinking water supply is limited in the area where relatively a lot of fresh groundwater can be obtained by seepage from main canals such as JBC, RBC, and GBC.

B2 - 13 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B2.1.5 Groundwater Contour Map of Static Water Level within the Area between Chenab River and Faisalabad (As of October 2015)

First, consider the optimum extraction volume of the current water resource. The Chenab Well Field has been in operation for 25 years. The groundwater levels in the area have declined 11 meters on average, 15 meters maximum. This is considered to be the result of long-term excessive discharge. However, checking the Energy Audit Report of the well field in 2014-2015 FY and 2015-2016 FY shows that the extracted amount is about 60% (approximately 140,000 m3/day) of the designed capacity, and groundwater level in 2016 has not declined as compared with 2007. As a result, approximately 140,000 m3/day is considered to be the optimum extraction volume. In addition to the pumping from the WASA-F Well Fields, the discharge from irrigation wells seems to be large, and in order to balance the water resources, it is necessary to exchange information with each other and take countermeasures. Groundwater level of the JBC Well Field has declined continuously until the first half of 2015 at a rate of slightly less than 1 m a year. It also seems that excessive pumping has been occurring. However, the rate of declining thereafter became gentle, and it rose somewhat in 2016. Although the target of water supply from the JBC Well Field is 90,900 m3/day, it is about 60,000 m3/day in 2015-2016 FY, about 72,000 m3/day in 2014-2015 FY according to the Energy Audit Report. The optimum discharge is considered to be the amount in between. As a new water source that can be developed in the future, as mentioned above, seepage water along Branch Canal can only be targeted. Branch Canals within the target area are JBC, RBC, and GBC. The section about 20 km upstream and 8 km downstream of the current of JBC Well Field belongs to the administrative area of Faisalabad City, and there is a possibility of groundwater development. However, because it intersects Paharang Drain, which has high levels of pollution, about 3 km on the downstream side of the well field, it is suspected that the groundwater may be contaminated. Confirmation and monitoring of groundwater quality are indispensable in order to be subject to future development. Groundwater in deeper portion along RBC is of relatively high salinity, so that to develop deep groundwater cannot be recommended. The groundwater developments along RBC are limited to seepage

B2 - 14 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

water from the canal, but many tubewells have already been constructed along RBC. Furthermore, since city center areas and the downstream side are also susceptible to pollution such as city drainage, groundwater development is undesirable. As mentioned above, it is thought that RBC is affected by the fact that groundwater level around the center of Faisalabad City is lowered by discharging from private wells in household and industries. Moreover, on the upstream side, surveys have already been carried out and developed by AFD support projects, and further upstream side there are relatively developed already by PHED etc. It is thought that there is little prospect for groundwater development. Around Jaranwala and Satiana along GBC new groundwater development may be difficult as existing tubewells for water supply are installed at high density. Where there is a possibility of future development, it will be the area along the canal between these two and before and after. The area of branch point from Upper GBC to the downstream side is located within Faisalabad City area. There are relatively many tubewells installed from the branch point up to the Jaranwala water supply tubewells. Therefore, it is the downstream side of Jaranwala water supply tubewells that the possibility of new groundwater development is high with less competition with existing wells. Madhuana Drain with highly polluted water also intersects the canal. Water flow rate in its downstream is small resulting limited seepage amount and the uncertainty factor on the water quality is also great, so that the area with high development possibility is until Madhuana Drain. Upstream of Satiana along GBC is spot-like groundwater with freshwater of EC = 1.25 to 1.5 dS/cm or less as shown in the Figure of Irrigation Department. The possibility of new groundwater development is somewhat higher.

Source: Arranged by JICA Mission Team from the figure of EC distribution of 2013 in Faisalabad Zone of Rechna Doab mapped by Irrigation Department Figure B2.1.6 Map of EC Distribution of Groundwater in Target Area and Location of Wells

As a support documentation for this section, Appendix AB2.3, Problems in Groundwater, discussing more about the current issues of groundwater in and surroundings of Fisalabad, is included in the Supporting Report also.

B2 - 15 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

B2.2 Surface Water

2.2.1 Current Surface Water Situation The presumed surface water sources for drinking in Faisalabad City are: (1) Irrigation Water, (2) River Water, and (3) Rainwater. Irrigation Water and River Water can each be derived from several alternate sources, as summarized in Table B2.2.1 Table B2.2.1 Alternative Surface Water Sources for Drinking Water Supply Category Alternative Sources Remarks (1) Irrigation Water Jhang Branch Upper Canal Artificial channel diverted from the Chenab River Rakh Branch Canal Artificial channel diverted from the Chenab River Lower Gugera Branch Canal Artificial channel diverted from the Chenab River (2) River Water Chenab River Cadirabad Barrage and Khanki Head Works (barrage) are established in the river. The Pakistan Water & Power Development Authority (WAPDA) is also considering a plan to construct the Chiniot Dam. Ravi River Balloki Head Works (barrage) are established in the river. Water is flowing in from the Chenab River through the QB Link (3) Rainwater Rainwater harvesting The University of Agriculture, Faisalabad (UAF) is studying a system and facility for harvesting rainwater. Source: JICA Mission Team Figure B2.2.1 shows the locations of the above water sources and intakes, as reference points for the discussion below.

LEGEND CITY District boundary Canal Qadirabad Barrage / Head Works Barrage Chiniot Dam Khanki (under consideration) Head Works Dist. CHINIOT Dist. HAFIZABAD CHINIOT HAFIZABAD JHANG Dist. JHANG Dist. GUJRANWALA FAISALABAD

GOJRA Dist. TOBATEK SINGH Dist. FAISALABAD SAMUNDRI JARANWALA Dist. SHEKHUPURA Ravi River

Ravi River LAHORE Balloki Head Works

Source: JICA Mission Team based on the information from official Web-Site of Irrigation Department (http://irrigation.punjab.gov.pk/fsdzone.aspx) Figure B2.2.1 Rivers and Irrigation Canals around Faisalabad District

B2 - 16 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(1) Irrigation Water

1) Jhang Branch Upper Canal (JBC) Jhang Branch Upper Canal is situated about 20 km northwest of the Faisalabad City area, as shown in Figure B2.2.1. The Jhang Branch Upper Canal connects to the tail of the Lower Chenab Canal (LCC) Feeder at the upstream end of the canal, whereas the LCC Feeder connects to the QB Link originating from the Qadirabad Barrage upstream. In addition, the LCC Feeder is confluent with the Main Line Lower Canal in its terminal section furthest downstream. The Main Line Lower Canal is downstream from the Lower Chenab Canal, the main canal from the Khanki Head Works. This means that the Jhang Branch Upper Canal can receive water from both the Qadirabad Barrage and Khanki Head Works. The Jhang Branch Upper Canal connects and divides to the Jhang Branch Lower Canal and Bhowana Branch Canal at the downstream end. Future water intake from the Jhang Branch Canal as a new water supply source for Faisalabad City may be planned in the downstream part of the Jhang Branch Upper Canal before connecting to the Jhang Branch Lower Canal. The dimensions and basic information on the Jhang Branch Upper Canal are summarized in the table below. Table B2.2.2 Dimensions of the Jhang Branch Upper Canal Items Value Length (km) 99.251 Slope (%) 0.15-0.21 Bed Width (m) 43-32 (upstream-downstream) Full Supply Depth (in Kharif) (m) 2.5-2.1 (upstream-downstream) Free Board (m) 0.9 Authorized Head Discharge (m3/s) 88.77 Authorized Tail Discharge (m3/s) 51.93 Culturable Command Area (CCA) (km2) 1,272.17 Number of connected disties 19 (distributaries) (no.) Source: Faisalabad Canal Division, Irrigation Department and Official Website of Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) The proposed new intake point from the canal is located at about 4 km upstream of the downstream end of the canal. The authorized full supply discharge in the section of the intake point is 51.9 m3/s (986MGD5, 4,484,160m3/day). Discharge fluctuation of the Jhang Branch Upper Canal from July 2015 to June 2016 is shown in the figure below. “Head Discharge” in the figure is the actual daily discharge observed at the upstream end of the canal; “Authorized Head Discharge” is the authorized maximum daily discharge to be supplied from the upstream end of the canal (a constant value); and “Indent” is the indicated daily discharge to be supplied from the upstream end of the canal (a value adjusted day by day based on assessments of various information such as the availability of and need for water). The “Indent” value is controlled by the Executive Engineer of the Irrigation Department based on information from the Sub Divisional Officers and Sub Engineers. The close agreement between the Indent value and Head Discharge value in the figure shows that the discharge for the canal is well controlled and almost stable. The water supply, however, was almost totally halted for a period of about one month from December to January and was drastically reduced about a month later in March of this year.

5 Note : 1 MGD = 4546 m3/day

B2 - 17 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

100 90 80

70 /s) 3 60 50 40

Discharge Discharge (m 30 Head Discharge 20 Authorized Head Discharge 10 Indent 0

Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) Figure B2.2.2 Annual Fluctuation of Discharge from the Jhang Branch Upper Canal

Irrigation canals are closed for maintenance once a year. While the standard closure period of the Jhang Branch Upper Canal is 17 days from December 30 to January 15, the actual closure period is considerably longer, as shown in Table B2.2.3. The closure period has been about 30 days in recent years and surpassed 40 days in both 2014 and 2015. These closure periods are extended by the pace and extent of maintenance work on the canal, as well civil works performed by other departments. The especially long closure periods of 2014 and 2015 resulted from irregular impacts caused by civil works. The Jhang Branch Upper Canal is the downstream side of the LCC Feeder fed by the QB Link canal. A comparison between the closure periods of these canals reveals that the period for a downstream canal depends on the period for the upstream canal, as the former is longer than the latter. Table B2.2.3 Closure Periods of the Jhang Branch Upper Canal and LCC Feeder in the Last Decade Jhang Branch Upper Canal LCC Feeder Year Start End Period (days) Start End Period (days) 2007 2006/12/28 2007/1/15 18 2006/12/27 2007/1/14 18 2008 2007/12/28 2008/1/16 19 2007/12/27 2008/1/15 19 2009 2008/12/30 2009/1/31 32 2008/12/28 2009/1/29 32 2010 2009/12/27 2010/1/27 31 2009/12/28 2010/1/26 29 2011 2010/12/28 2011/1/26 29 2010/12/27 2011/1/25 29 2012 2011/12/28 2012/1/27 30 2011/12/27 2012/1/23 27 2013 2012/12/30 2013/1/26 27 2012/12/27 2013/1/22 26 2014 2013/12/28 2014/2/10 44 2013/12/28 2014/2/4 38 2015 2014/12/28 2015/2/6 40 2014/12/28 2015/2/3 37 2016 2015/12/29 2016/1/29 31 2015/12/27 2016/1/28 32 Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) The seepage rate is estimated as 10%. Seepage water from the canal recharges the groundwater of the surrounding area as well as the intake tubewells managed by WASA-F along the canal.

2) Rakh Branch Canal (RBC) The Rakh Branch Canal starts from the same point as the Jhang Branch Upper canal, the tail of the LCC Feeder. The water of the LCC Feeder is divided into the Rakh Branch Canal and Jhang Branch Upper Canal. As with the Jhang Branch Canal, therefore, the Rakh Branch Canal can receive water from both the Qadirabad Barrage and Khanki Head Works. The Rack Branch Canal flows through Faisalabad City area and then connects to Dijkot Disty (a distributary).

B2 - 18 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

There are now two water intakes on the Rakh Branch Canal in the WASA-F system: the 0.18 m3/s (3.4MGD, 15,552m3/day) intake of the Jhal Khanuana (JK) Waterworks and the 0.53 m3/s (10 MGD, 45,792m3/day) intake of the New JK Water Treatment Plant (French Project Phase I). Both intakes are situated just downstream of the Rakh Branch Canal at the upstream part of the Dijkot Disty. The table below summarizes the dimensions and basic information on the Rakh Branch Canal and Dijkot Disty directly connected to the Rakh Branch Canal. Table B2.2.4 Dimensions of the Rakh Branch Canal and Dijkot Disty Items Rakh Branch Canal Dijkot Disty Length (km) 89.28 46.6 Slope (%) 0.111-0.230 0.13-0.46 Bed Width (m) 23-9 (upstream-downstream) 10.3-0.4 (upstream-downstream) Full Supply Depth (m) 1.8-1.2 (upstream-downstream) 1.3-0.4 (upstream-downstream) Free Board (m) 0.9 0.5 Authorized Head Discharge (m3/s) 38.34 8.81 Authorized Tail Discharge (m3/s) 11.27 0.07 Culturable Command Area (CCA) (km2) 1,258.08 153.01 Number of connected disty (nos.) 27 - Source: Faisalabad Canal Division, Irrigation Department and Official Website of the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) Discharge fluctuation of the Rakh Branch Canal from July 2015 to June 2016 is shown in the figure below. “Tail Discharge” is the actual discharge that flows out from the canal observed at the downstream end. In the case of the Rakh Branch Canal, tail discharge flows into the Dijkot Disty.

Head Discharge Authorized Head Discharge Indent Tail Discharge 40

35

30 /s) 3 25

20

15 Discharge Discharge (m 10

5

0

Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) Figure B2.2.3 Annual Fluctuation of Discharge from the Rakh Branch Canal

The figure shows that the discharge from the canal is well controlled but fluctuates. There is a no-water period except the maintenance period, as well as some periods of low water. The no-water period may sometimes occur due to the effects of floods or emergency works. The Dijkot Disty of the downstream canal of the Rakh Branch Canal cannot receive water several times a year, whereas the water intakes by WASA-F are conducted from the upstream part of the Dijkot Disty. The standard closure period of the Rakh Branch Canal is 19 days from January 13 to January 31, but the actual closure period a little longer, as shown in Table B2.2.5. In the case of 2013 and 2015, long closure periods were required for path works scheduled during these closure periods by another department. The

B2 - 19 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Rakh Branch Canal’s closure period is dependent on the condition of the Lower Chenab Canal. The closure period of the Lower Chenab Canal is also shown in the table below. Table B2.2.5 Closure Periods of the Rakh Branch Canal and Lower Chenab Canal in the Last Decade Rakh Branch Canal Lower Chenab Canal Year Start End Period (days) Start End Period (days) 2007 2007/1/14 2007/2/5 22 2007/1/13 2007/2/3 21 2008 2008/1/15 2008/2/4 20 2008/1/13 2008/1/31 18 2009 2009/1/15 2009/2/11 27 2009/1/13 2009/2/4 22 2010 2010/1/15 2010/2/9 25 2010/1/13 2010/2/5 23 2011 2011/1/21 2011/2/11 21 2011/1/19 2011/2/7 19 2012 2012/1/17 2012/2/8 22 2012/1/13 2012/2/6 24 2013 2012/12/20 2013/1/26 37 2013/1/13 2013/2/11 29 2014 2014/1/16 2014/2/7 22 2014/1/13 2014/2/6 24 2015 2015/1/14 2015/4/1 77 2015/1/13 2015/2/10 28 2016 2016/1/15 2016/2/18 34 2016/1/13 2016/2/10 28 Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) The seepage rates from the Canal are 6% in Kharif and 10% in Rabi.

3) Lower Gugera Branch Canal (GBC) The Lower Gugera Branch Canal is laid about 25 km southeast of the Faisalabad City area, as shown in figure below. The Lower Gugera Branch Canal connects to the tail of the Upper Gugera Branch Canal at the upstream end of the canal, whereas the Upper Gugera Branch Canal connects to the Lower Chenab Canal. A proposed water intake of 1.1 m3/s (21MGD, 95,040m3/day) from the Lower Gugera Branch Canal as a new water supply source for Faisalabad City is planned at the point indicated in the figure below as the Project “Extension of Water Resources for Faisalabad City Phase II (French Project Phase II).”

Proposed Intake Point

Source: Official Website of the Punjab Irrigation and Drainage Authority (http://pida.punjab.gov.pk/) Figure B2.2.4 Location Map of Lower Gugera Branch Canal

B2 - 20 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The table below summarizes the dimensions and basic information on the Lower Gugera Branch Canal.

Table B2.2.6 Dimensions of the Lower Gugera Branch Canal Items Value Length (km) 124.718 Slope (%) 0.14-0.234 Bed Width (m) 35-18 (upstream-downstream) Full Supply Depth (in Kharif) (m) 2.3-1.5 (upstream-downstream) Free Board (m) 0.8 Authorized Head Discharge (m3/s) 63.71 Authorized Tail Discharge (m3/s) 14.58 Culturable Command Area (CCA) (km2) 51.54 Number of connected disty (nos.) 32 Source: Faisalabad Canal Division, Irrigation Department, and Official Website of the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) The proposed new intake point is located at about 19 km downstream of the upstream end of the canal. The authorized full supply discharges in the section of the intake point is 61.6 m3/s (1,171MGD, 5,322,240m3/day). The figure below shows the fluctuation of discharge from the Lower Gugera Branch Canal from July 2015 to June 2016. The amount of discharge is rather stable, as the figure shows, but some differences can be found between the indent value and head discharge. The amounts of discharge from the Upper Gugera Branch Canal and Lower Chenab Canal are also null (0 m3/s) in the no-water period of July 2015.

Head Discharge Authorized Head Discharge Indent Tail Discharge 70

60

50

/s) 3 40

30

Discharge Discharge (m 20

10

0

Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) Figure B2.2.5 Annual Fluctuation of Discharge from the Lower Gugera Branch Canal

While the standard closure period of the Lower Gugera Branch Canal runs for 16 days from January 15 to January 30, the actual period of closure is longer, as shown in Table B2.2.7. The Lower Gugera Branch Canal is the downstream canal of the Upper Gugera Branch Canal. The closure periods of the Lower Chenab Canal and Upper Gugera Branch Canal are shown in Table B2.2.5 and the table just below, respectively

B2 - 21 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B2.2.7 Closure Periods of the Lower Gugera Branch Canal and Upper Gugera Branch Canal in the Last Decade Lower Gugera Branch Canal Upper Gugera Branch Canal Year Start End Period (days) Start End Period (days) 2007 2007/1/14 2007/2/8 25 2007/1/14 2007/2/6 23 2008 2008/1/16 2008/2/4 19 2008/1/13 2008/2/1 19 2009 2009/1/15 2009/2/8 24 2009/1/14 2009/2/4 21 2010 2010/1/15 2010/2/11 27 2010/1/14 2010/2/8 25 2011 2011/1/22 2011/2/13 22 2011/1/20 2011/2/8 19 2012 2012/1/13 2012/2/12 30 2012/1/14 2012/2/8 25 2013 2013/1/15 2013/2/15 31 2013/1/14 2013/2/13 30 2014 2014/1/16 2014/2/11 26 2014/1/14 2014/2/8 25 2015 2015/1/15 2015/2/21 37 2015/1/14 2015/2/11 28 2016 2016/1/15 2016/2/17 33 2016/1/14 2016/2/12 29 Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/livedata.aspx) The seepage rate from the Canal is estimated at 10%. (2) River Water

1) Chenab River The Chenab River originates in India. Within Pakistan it flows from the northeast to southwest from the national boundary, and finally connects to the Indus River. Around the Study Area, the river flows about 40 km from the center of Faisalabad City, running in a northward direction.

Discharge from the Chenab River can be observed just upstream and downstream of the Qadirabad Barrage and Khanki Head Works. The Qadirabad Barrage is situated about 100 km upstream of Chiniot City to the north along the Chenab River, and the Khanki Head Works is installed about 30 km upstream of the Qadirabad Barrage. The figure below shows the annual fluctuation of discharge from the Chenab River at the Qadirabad Barrage from July 2015 to August 2016. The discharge upstream of the Qadirabad Barrage tends not to fluctuate widely, except during the high season from July to August and the low season in January.

5,000 4,500 Just Upstream of Qadirabad Barrage Just Downstream of Qadirabad Barrage 4,000

3,500 /s) 3 3,000 2,500

2,000 Discharge Discharge (m 1,500 1,000 500 0

Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/LineDiagram/StaticLineDiagramViewer.aspx) Figure B2.2.6 Annual Fluctuation of Discharge from the Chenab River Just Upstream and Downstream of Qadirabad Barrage

B2 - 22 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The table below shows the monthly average, maximum, and minimum discharges in the same period downstream of the Qadirabad Barrage. The minimum discharge over the nine months from September to May was recorded at null (0 m3/s), and more than a few null (0 m3/s) values were recorded. In the month of September 2015, null values (0 m3/s) were recorded on 15 out of the 25 days with available data. These findings indicate that all of the water was withdrawn at the Qadirabad Barrage and supplied to the QB Link. Table B2.2.8 Monthly Average, Maximum, and Minimum Discharges from the Chenab River Downstream of Qadirabad Barrage from July 2015 to June 2016 Year 2015 2016 Month Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average (m3/s) 1,939.8 1,229.9 50.7 126.1 113.4 34.6 127.1 122.3 314.9 145.0 122.6 336.6 Maximum (m3/s) 4,364.4 2,904.5 196.5 583.9 265.4 161.5 260.0 377.9 1,222.4 340.4 453.0 784.3 Minimum (m3/s) 467.7 66.7 0 0 0 0 0 0 0 0 0 40.7 Number of Data 27 30 25 24 21 21 21 20 24 21 22 23 Number of Days of 0 0 15 12 1 13 1 7 11 6 10 0 "Q = 0" Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/LineDiagram/StaticLineDiagramViewer.aspx)

2) Ravi River The Ravi River originates in India. Within Pakistan the river flows from the northeast to the southwest from the national boundary and finally connects to the Indus River. Around the Study Area, the Ravi River flows about 50 km to the south from the center of Faisalabad City, as shown in Figure B2.2.1. Discharge from the Ravi River is observed just upstream and downstream of the Balloki Head Works. The Balloki Head Works is located about 80 km from the Faisalabad City area. The water from the Chenab River flows in about 15 km upstream of the Balloki Head Works through the QB Link Canal. The figure below shows the annual fluctuation of discharge from the Ravi River at the Balloki Head Works from July 2015 to August 2016. The discharge upstream gradually decreases from a peak in July to a nadir in January and then increases again up to June.

2,000 1,800 Just Upstream of Balloki Head Works Just Downstream of Balloki Head Works 1,600

1,400 /s) 3 1,200 1,000

800 Discharge Discharge (m 600 400 200 0

Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/LineDiagram/StaticLineDiagramViewer.aspx) Figure B2.2.7 Annual Fluctuation of Discharge from the Ravi River Just Upstream and Downstream of Balloki Head Works

B2 - 23 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The table below shows the monthly average, maximum, and minimum discharges downstream of the Balloki Head Works in the same period. The minimum discharge over the nine months from September to June (excluding January) was recorded at null (0 m3/s), and null (0 m3/s) values were recorded on more than one-third of the days with available data (106 out of 279 days). All of the water was withdrawn at the Balloki Head Works on these days, and no water was released downstream. Table B2.2.9 Monthly Average, Maximum and Minimum Discharges from the Ravi River Downstream of the Balloki Head Works from July 2015 to June 2016 Year 2015 2016 Month Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average (m3/s) 426.3 583.2 165.4 29.4 0 12.9 66.4 58.4 66.1 0.8 24.2 129.5 Maximum (m3/s) 1,004.1 841.9 337.8 222.9 0 93.0 75.5 185.8 301.9 16.6 133.1 207.7 Minimum (m3/s) 106.3 347.0 0 0 0 0 62.6 0 0 0 0 0 Number of Data 27 30 25 24 21 21 21 20 24 21 22 23 Number of Days of "Q = 0" 0 0 7 13 21 18 0 2 11 20 13 1 Source: JICA Mission Team using data from the Irrigation Department (http://irrigation.punjab.gov.pk/LineDiagram/StaticLineDiagramViewer.aspx)

3) Rainwater Harvesting and Utilization The “Punjab Sector Development Plan 2014 - 2024 (Water, Sanitation & Hygiene), 2015” promotes the use of rainwater for groundwater recharge in Punjab Province, in addition to mentioning the possibility of providing rainwater for domestic use (cleaning, watering, washing, etc.). As an example of rainwater use, the University of Agriculture, Faisalabad (UAF) is researching a rainwater harvesting system for groundwater recharge for the sustainability of the aquifer. Experimental results from UAF suggest that around 50% of annual rainfall can be utilized to recharge ground water using their experiment model. The average annual rainfall in the Project area is about 350-400 mm. The daily rainfall exceeds 10 mm on about 10 days in the year, while rain/drizzle falls on 40-50 days. Hourly rainfall exceeding 1.7 mm fell on about 30 days in the year 2015. Considering the amount and frequency of rainfall, it may be difficult to expect to exploit harvested rainwater for ordinary domestic use. Rather, it may be suitable to use the rainwater for groundwater recharge by installing the aforesaid system at public/private facilities with roofs meeting a certain size criterion. As a support documentation for this section, Appendix AB2.5, Rainwater Harvesting and Utilization, in the Supporting Report also presents additional information regarding rainwater harvesting and utilization. 2.2.2 Quantity Analysis of Surface Water The present surface water conditions are described below in terms of water amounts.

(1) Irrigation Water The amount of irrigation water allocated is decided based on the water allowance per unit benefited area and the crop acreage. The amount allocated is basically constant throughout the year, while different values are set in some canals in Kharif and Rabi. The actual amount of irrigation water allocated is stable over the long term. Large-scale droughts have not occurred in or around the Study Area since 2000, according to EM-DAT information from “The International Disaster Database.” The irrigation intensity was also designed based on the design-time of the allocation amount. The current irrigation intensity is 130% to 150%, which is more than double the design value of 50% to 75%. This means that irrigation water is generally in short supply. Part of the irrigation water shortage is covered by the installation of irrigation wells. On the other hand, the demand for irrigation water has decreased with the ongoing urbanization of agricultural land and reduction of agricultural activities, as is seen in the Peri-Urban Area surrounding Faisalabad City. There is also a possibility that the need for irrigation water can be decreased by introducing and disseminating water-saving irrigation methods.

B2 - 24 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The water needed for domestic and drinking use is far smaller than that for irrigation. For example, the existing total amount of direct withdrawal from irrigation canals by WASA-F is only about 0.8 m3/s (15MGD, 691,200m3/day). Nonetheless, no-flow periods occur outside of the official closure periods even in the branch canals in the downstream sections (i.e., connection points with downstream disties). The water amounts are thought to be more unstable in the diverted canals such as the disties and minor canals. Therefore, withdrawal is planned from major branches to safeguard comparatively stable water amounts. The present conditions of the three branches in and around Faisalabad City are examined below. 1) Jhang Branch Upper Canal (JBC) The annual fluctuation of discharge is small. The authorized discharges are 89 m3/s (1,692MGD, 7,689,600m3/day) and 52 m3/s (988MGD, 4,492,800m3/day) at the upstream and downstream ends, respectively. These are the biggest authorized discharge values among the three major branches. Although intake as a new water source may be planned downstream of the canal, (possibly about 4 km downstream from the upstream end of the canal), with 51.9 m3/s (986MGD, 4,484,160m3/day) of the authorized full supply discharges in Kharif (cropping season from April to September), even the downstream has sufficient discharge to bear some amount of withdrawal at present.

2) Rakh Branch Canal (RBC) The annual discharge fluctuation is comparatively large. Authorized discharges are 38 m3/s and 11 m3/s at the upstream and downstream ends, respectively. These values are the smallest among the three major branches. Water intakes can be found in the disty (the Dijkot Disty) downstream of the Rakh Branch Canal. The possible development of new intakes through the extension of the existing intake facilities can be considered. The impact of any new intake would be comparatively large, given that the base discharge of the canal is relatively small. The present design amounts of intake water from the canal are 0.18 m3/s (3.4MGD, 15,552m3/day) in the Original Jhal Khanuana (JK) Waterworks and 0.53 m3/s (10 MGD, 45,792m3/day) in the New JK water treatment plant. In addition to these, recent plans call for new development amounts of 0.34 m3/s (6.5 MGD, 29,376m3/day) through improvement to the rapid sand filtration method in the JK water treatment plant and 0.26 m3/s (4.9MGD, 22,464m3/day) through an expansion of the New JK water treatment plant. These amounts come to a total of 1.32 m3/s (25 MGD, 114,048m3/day), which is equivalent to about 15% of 8.81 m3/s (167MGD, 761,184m3/day) of the authorized full supply discharge at the upstream end of the Dijkot Disty. Meanwhile, surplus irrigation water may be expected with ongoing urbanization by design in the area along the Rack Branch Canal. 3) Lower Gugera Branch Canal (GBC) The discharge fluctuates to some degree in the course of a year. The authorized discharges are about 64 m3/s (1,216MGD, 5,529,600m3/day) and 15 m3/s (285MGD, 1,296,000m3/day) at the upstream and downstream ends, respectively. These values exceed those for the Rakh Branch Canal. Intake as a new water source is proposed from the upstream part of the canal, (Possibly about 19 km downstream from the upstream end of the canal), with 61.6 m3/s (1,171MGD, 5,322,240m3/day) of the authorized full supply discharges, and the impact of the new intake is expected to be comparatively small versus the present discharge.

B2 - 25 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(2) River Water The river discharge is far larger than the water allocated for irrigation. Both the Chenab River and Ravi River discharges are controlled by barrages or other water works upstream, however, and no water is discharged downstream on a substantial number of days. The barrage and water works are both located about 80-100 km upstream of Faisalabad City. Some degree of inflow can therefore be expected from tributaries downstream of the barrage or water works. A certain degree of discharge was observed in the Chenab River about 140 km downstream of the Qadirabad Barrage in a field survey of September 2016, for example, and the discharge on the downstream side of the Barrage was published as null (0 m3/s) on the official Irrigation Department website. Even so, the discharge from the rivers cannot be considered stable.

1) Chenab River According to the discharge data downstream of the Qadirabad Barrage, the average discharge over the observation period from July 2015 to June 2016 was about 390 m3/s (7,412MGD, 33,696,000m3/day), and the minimum and maximum monthly average discharges were 51 m3/s (969MGD, 4,406,400m3/day) and 1,940 m3/s (36,871MGD, 167,616,000m3/day) in September 2015 and July 2016, respectively. The ratio of days with a daily discharge of null (0 m3/s) was 27% during this observation period. The discharge from the Chenab River is much greater than that from the Ravi River, and the no-discharge period of the former is shorter than that of the Ravi River.

2) Ravi River According to the discharge data downstream of the Balloki Head Works, the average discharge during an observation period from July 2015 to June 2016 was about 130 m3/s (2,471MGD, 11,232,000m3/day), while the minimum and maximum monthly average discharges were 0 m3/s and 583 m3/s (11,080MGD, 50,371,200m3/day) in November 2015 and August 2016, respectively. The ratio of days with a daily discharge of null (0 m3/s) was 38% during this observation period. The discharge from the Ravi River is smaller than that from the Chenab River, and the no-discharge period of the former is longer.

(3) Rainwater The average annual rainfall amount in the Project area is about 350-400 mm. The rainfall exceeds 10 mm/day on about 10 days, while rain/drizzle days falls on 40-50 days. The amount of water available for storage is thought to be fairly low. 2.2.3 Current Status of the Surface Water Quality The current surface water conditions are described below in terms of water quality.

(1) Existing Results on the Surface Water Quality The river water quality is not being regularly monitored in the country except under some specific projects. The major reasons for the lack of monitoring are financial constraints and shortages of laboratory facilities and personnel. Pakistan currently imposes no environmental quality standards for river water. A set of National Environmental Quality Standards (NEQS) are in place to regulate drinking water and municipal and liquid industrial effluents. For reference, the Japanese environmental standards for rivers (Class B, the lowest level of the water source for water supply) are used to evaluate the surface water quality. Table B2.2.9 below summarizes the existing results on surface water quality around Faisalabad City.

B2 - 26 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B2.2.10 Summary of Surface Water Quality (existing information) Japanese WHO Environmental Drinking Chenab RBC Standards JBC GBC No. Parameter Unit Water River (2013- Rivers For (2016) (2015) Guideline (2009) 2016) (Class B) Human (2011) Health 1 Temperature ˚C - - - 15.5-18.0 - 20-31 - 2 pH (6.5-8.5)1) 6.5-8.5 - 7.9-8.1 8.3-8.8 7.7-8.6 7.6 3 DO mg/L - 5 - 8.0-8.4 4 - - 4 BOD mg/L - 3 - 4.1-6.06) 7 - - 5 COD mg/L - - - 11.6-24.8 15 - - Total dissolved 6 mg/L (1,000) 2) - - 280-780 140-176 100-160 159-162 solids (TDS) Total suspended 7 mg/L 5 (NTU) 25 - 20-320 20.5 15-85 75-86 solids (TSS) 8 Chloride (Cl-) mg/L (250) 3) - - 10-60 10.6 - 9.6 2- 4) 9 Sulphate (SO4 ) mg/L 500 - - 44-176 11-67 - 30 10 Sulfide (S) mg/L - - -

(2) Management of Surface Water Quality The Pakistan EPA is the agency in charge of managing the surface water quality. As mentioned before, however, Pakistan currently lacks environmental quality standards for surface water or a regular monitoring system for surface water quality apart from the systems used for project base studies conducted by different agencies. As such, no comprehensive system to manage the surface water quality

B2 - 27 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

is in place. The current status of surface water quality management is summarized in Table B2.2.11 below. Table B2.2.11 Summary of Surface Water Quality Management Type Standard Water Quality Monitoring Agency in Charge Remarks

No ambient No regular monitoring except on River & Lake water quality EPA No fixed sampling points a project basis standard Irrigation Dept., Irrigation No regular monitoring except on Ditto EPA, local No fixed sampling points canal a project basis government No regular monitoring except on Drain Ditto EPA No fixed sampling points a project basis Domestic No regular monitoring except on NEQS (2000) EPA, WASA Only on WWTP wastewater a project basis 1) EIA system (pre-application) No regular monitoring except on EPA, WASA Industrial 2) Self-monitoring and reporting NEQS (2000) a project basis or in response to (discharging into Wastewater by factory to EPA citizen complaints sewer) 3) No enforcement actions taken by WASA-F against violators Source: WASA-F, EPA

(3) Results of a Surface Water Quality Survey A surface water quality survey was conducted in this project to confirm the suitability of drinking water sources and decide upon water treatment processes. Table B2.2.11 and Table B2.2.12 respectively summarize the results of the surface water quality survey during the wet season and during the dry season. Table B2.2.12 Summary of the Surface Water Quality Survey (Wet Season) Standard WHO SW 1 SW 2 SW 3 SW 4 No. Parameter Unit Values for Guideline (Chenab (JBC) (RBC) (GBC) Pakistan (2011) River) Sampling Date 2016-09-23 2016-09-23 2016-09-23 2016-09-24 1 Temperature ˚C - - 31.9 26.6 27 26.1 2 Turbidity NTU 5 5 8 38 57 65 3 Colour TCU 15 15 1.1 4.1 5.5 13.0 4 pH 6.5-8.5 (6.5-8.5)1) 8.6 8.3 8.2 8.1 5 EC μS/cm - - 296 178 193 189 6 Hardness mg/L 500 - 82 98 88 106 7 Total alkalinity mg/L - - 110 90 70 95 8 Chloride (Cl-) mg/L 250 (250) 2) 60 50 70 20 Total dissolved 9 mg/L 1,000 (1,000) 3) 222 145 140 152 solids (TDS) 10 DO mg/L - - 3.75 5.98 5.64 6.24 - - - NO2 -N:0.9 NO2 -N:0.9 11 Nitrite-N (NO2 ) mg/L - - 0.11 0.12 0.19 0.18 NO2 :3 NO2 :3 - - - NO3 -N:19 NO3 -N:11 12 Nitrate-N (NO3 ) mg/L - - 3.3 4.8 5.5 4.1 NO3 :50 NO3 :50 13 Ammonia mg/L - - <0.01 <0.01 <0.01 <0.01 14 CODCr mg/L - - 38 23 32 41 2- 4) 15 Sulphate (SO4 ) mg/L - (500) 28 20 22 29 - 3.0 3.9 4.8 1.3 16 Fluoride (F ) mg/L 1.5 1.5 9) 9) 9) 9) (1.13) (1.06) (0.95) (1.17) 17 Manganese (Mn) mg/L 0.5 (0.4)5) <0.01 < 0.01 < 0.01 < 0.01 18 Iron (Fe) mg/L 0.3 - 0.32 1.89 1.83 1.9 19 Calcium (Ca) mg/L - - 31 23 21 31 20 Sodium (Na) mg/L - (200)2) 48 21 55 211 21 Magnesium (Mg) mg/L - - <0.01 <0.01 <0.01 <0.01 22 Aluminum (Al) mg/L 0.2 0.2 <0.020 0.19 <0.020 < 0.02

B2 - 28 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Standard WHO SW 1 SW 2 SW 3 SW 4 No. Parameter Unit Values for Guideline (Chenab (JBC) (RBC) (GBC) Pakistan (2011) River) Sampling Date 2016-09-23 2016-09-23 2016-09-23 2016-09-24 23 Antimony (Sb) mg/L 0.005 0.02 0.186 0.288 0.139 0.123 24 Barium (Ba) mg/L 0.7 0.7 < 0.70 < 0.70 < 0.70 < 0.70 25 Cadmium (Cd) mg/L 0.01 0.003 < 0.002 < 0.002 < 0.002 < 0.002 26 Chromium (Cr) mg/L 0.05 0.05 0.40 0.27 0.30 < 0.01 27 Copper (Cu) mg/L 2 2 < 0.002 < 0.002 < 0.002 < 0.002 28 Lead (Pb) mg/L 0.05 0.01 < 0.01 < 0.01 < 0.01 < 0.01 29 Mercury (Hg) mg/L 0.001 0.006 < 0.001 < 0.001 < 0.001 < 0.001 30 Nickel (Ni) mg/L 0.02 0.07 < 0.02 < 0.02 < 0.02 < 0.02 31 Selenium (Se) μg/L 10 10 0.37 0.09 0.35 0.25 32 Zinc (Zn) mg/L 5 (3) 6) < 0.05 < 0.05 < 0.05 < 0.05 33 Cyanide (CN-) mg/L 0.05 (0.07) 5) < 0.002 < 0.002 < 0.002 < 0.002 Total Arsenic 7) mg/L 0.05 0.01 0.004 0.002 0.002 0.003 (As) 34 Soluble Arsenic 7) mg/L - - 0.004 0.002 0.002 0.002 (As) Standard plate MPN/ 35 - - 24 72 120 39 count bacteria 100mL MPN/ 36 E. coli 0 0 5.1 x 102 6.2 x 102 5.1 x 102 2.1 x 103 100mL 6-point 3-point 3-point 3-point Remarks composite composite composite composite sample sample sample sample 1) Value for corrosion control in pipeline. 2) Value for taste. 3) Guideline value in the year 1984. 4) Recommended value from the viewpoint of gastrointestinal effects. 5) Guideline value in the year 2004. 6) Recommended value from the viewpoint of acceptability to consumers. 7) Analyzed in Japan. 8) Values shown as 8 are above the WHO guideline values. 9) Values from a supplementary survey conducted on Sep. 24, 2017. Source: JICA Mission Team Table B2.2.13 Summary of the Surface Water Quality Survey (Dry Season) Standard WHO SW 1 SW 2 SW 3 SW 4 No. Parameter Unit Values for Guideline (Chenab (JBC) (RBC) (GBC) Pakistan (2011) River) Sampling Date 16-11-16 2016-11-15 2016-11-16 2016-11-16 1 Temperature ˚C - - 21.0 20.3 18.8 17.8 2 Turbidity NTU 5 5 15 5 36 38 3 Colour TCU 15 15 0.7 0.6 0.8 1.4 4 pH 6.5-8.5 (6.5-8.5)1) 8.99 9.48 8.83 8.81 5 EC μS/cm - - 330 211 197 222 6 Hardness mg/L 500 - 130 96 104 128 7 Total alkalinity mg/L - - 133 190 120 123 8 Chloride (Cl-) mg/L 250 (250) 2) 40 30 30 30 Total dissolved 9 mg/L 1,000 (1,000) 3) 227 129 141 160 solids (TDS) 10 DO mg/L - - 5.08 5.03 5.04 4.4 - 11 Nitrite (NO2 ) mg/L 3 3 0.04 0.06 0.05 0.04 - 12 Nitrate (NO3 ) mg/L 50 50 4.7 5.1 4.9 3.2 13 Ammonia mg/L - - <0.01 <0.01 <0.01 <0.01 COD mg/L 9439) 14 Cr - - 71 22 75 (22) 10) 2- 4) 15 Sulphate (SO4 ) mg/L - (500) 33 20 32 28 16 Fluoride (F-) mg/L 1.5 1.5 0.3 0.17 0.11 0.38 17 Manganese (Mn) mg/L 0.5 (0.4)5) 0.01 < 0.010 < 0.010 < 0.010 18 Iron (Fe) mg/L 0.3 - 0.18 0.32 0.36 0.39 19 Calcium (Ca) mg/L - - 36 27 30 38

B2 - 29 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Standard WHO SW 1 SW 2 SW 3 SW 4 No. Parameter Unit Values for Guideline (Chenab (JBC) (RBC) (GBC) Pakistan (2011) River) Sampling Date 16-11-16 2016-11-15 2016-11-16 2016-11-16 20 Sodium (Na) mg/L - (200)2) 9.2 16.1 13.8 13.8 21 Magnesium (Mg) mg/L - - 10 7 7 8 22 Aluminum (Al) mg/L 0.2 0.2 <0.020 <0.020 <0.020 < 0.02 23 Antimony (Sb) mg/L 0.005 0.02 0.115 0.127 0.298 0.233 24 Barium (Ba) mg/L 0.7 0.7 < 0.70 < 0.70 < 0.70 < 0.70 25 Cadmium (Cd) mg/L 0.01 0.003 < 0.002 < 0.002 < 0.002 < 0.002 26 Chromium (Cr) mg/L 0.05 0.05 <0.01 <0.01 <0.01 < 0.01 27 Copper (Cu) mg/L 2 2 < 0.002 < 0.002 < 0.002 < 0.002 28 Lead (Pb) mg/L 0.05 0.01 < 0.01 < 0.01 < 0.01 < 0.01 29 Mercury (Hg) mg/L 0.001 0.006 < 0.001 < 0.001 < 0.001 < 0.001 30 Nickel (Ni) mg/L 0.02 0.07 < 0.02 < 0.02 < 0.02 < 0.02 31 Selenium (Se) μg/L 10 10 <0.04 <0.04 <0.04 <0.04 32 Zinc (Zn) mg/L 5 (3) 6) < 0.05 < 0.05 < 0.05 < 0.05 33 Cyanide (CN-) mg/L 0.05 (0.07) 5) < 0.002 < 0.002 < 0.002 < 0.002 Total Arsenic (As) mg/L 0.05 0.01 0.006 0.002 0.002 0.002 7) 34 Soluble Arsenic 7) mg/L - - 0.005 0.001 0.002 0.002 (As) Standard plate MPN/ 35 - - 3.4 x 102 4.1 x 102 4.1 x 102 3.7 x 102 count bacteria 100mL MPN/ 36 E. coli 0 0 2.0 x 102 2.0 x 102 2.5 x 102 1.1 x 102 100mL 6-point 3-point 3-point 3-point Remarks composite composite composite composite sample sample sample sample 1) Value for corrosion control in pipeline. 2) Value for taste. 3) Guideline value in the year 1984. 4) Recommended value from the viewpoint of gastrointestinal effects. 5) Guideline value in the year 2004. 6) Recommended value from the viewpoint of acceptability to consumers. 7) Analyzed in Japan. 8) Values shown as 15 are above the WHO guideline values. 9) Abnormal value. 10) Result of an additional water quality survey conducted on April 17, 2017. Source: JICA Mission Team The results of the surface water quality survey and existing data on surface water quality suggest that the surface waters of Chenab River, JBC, RBC, and GBC can basically be used as water sources for water treatment plants. Going forward, however, it will be advisable to watch the levels of antimony and chromium (mainly from industrial wastewater or mine drainage), and even pollutants that can be removed by conventional treatment processes. The risk of river water pollution by pollutants such as heavy metals and organic substances should also be considered during the surface water source development. With the development of the economy, abundant volumes of minimally treated domestic wastewater and industrial wastewater will be discharged into the river. Failure to detect and treat pollutants in those discharges could threaten the water quality of the river. Note that an objective and accurate evaluation is difficult to form based on the results of a single survey. Regular monitoring (at least once per month) of the water quality of the river is recommended going forward. The compiled results for water quality analysis (by sub-contract) are also shown in Appendix D1, Water Quality Survey Results, in the Data Book.

B2 - 30 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

2.2.4 Considerations in Surface Water

(1) Irrigation Water

1) Closure Period and Period of Low Discharge In the event that irrigation water is to be taken directly from an irrigation canal, it will be crucial to consider the closure period of the canal for maintenance. Among the three branches around Faisalabad City, the Jhang Branch Upper Canal is influenced by the closure period of the LCC Feeder, while the Rakh Branch Canal and Lower Gugera Branch Canal are affected by the closure period of the Lower Chenab Canal. WTPs that rely on water taken from surface water sources are unable to produce water during these periods. The following are the recommended steps to minimize the impacts of closure periods on the water supply. . Make arrangements with the Irrigation Department to close only one canal at a time. Keep at least one alternate source of surface water available at all times. . Share water between Water Supply Zones (WSZs) with excess water and water shortages. . Build Raw Water Reservoirs to store and supply water during water shortage periods. Details on the measures to be taken are available in Section B6.2.7. Canal closing has less effect on water seepage from tubewells. Data on the pump discharge and water levels of JBC tubewells confirm that the water level draws down in March, 1 to 2 months after the canal closure period but recovers soon afterward. As such, withdrawal by tubewells during closure periods cannot be thought to seriously affect surrounding groundwater levels. Tubewells along canals can continue to provide water during canal closures. 2) Procedure on the Use of Irrigation Water to Bulk Water Approval from the Irrigation Department is crucial to obtain before using irrigation water. To win approval for direct intake from an irrigation canal, negotiation with the Irrigation Department may require considerable time and a lengthy exchange of letters. Under the Project for the “Extension of Water Resources for Faisalabad City Phase I,” for example, it took more than a full year to get an initial NOC (No Objection Certificate), and then a further three years to carry out the necessary supplementary works and agree on the water rate to be levied on the intake of 20 Cusecs (0.57 m3/s) from the Rakh Branch Canal. The exchange record of major letters for getting the NOC for intake from the RBC was tableted in Appendix AB2.5, List of Major Letters for Getting Approval on Irrigation, in the Supporting Report. A longer period may be necessary for requests for the intake of larger amounts, given that judgement from authorities in higher positions might be needed. Moreover, WASA-F has to bear the cost for raising free board of the canal in a certain sections since water discharged to the canal is increased for the additional water intake from the canal. The water rate to be applied will be PKR 1,921,173 per one year, which is equivalent to PKR 30.46 per 10,000 cusec. In addition, the NOC was issued by the Superintending Engineer of the Lower Chenab Canal West Circle since this amount of water can be judged within the jurisdiction of Faisalabad Irrigation Zone. Presently, withdrawal from the Lower Gugera Branch Canal is planned as Phase II of the same Project and the procedure is carrying out for getting approval. The exchange of letters started from December, 2014, however, substantial interchange and period of time will be expected since judgement at provincial level may be necessary.

3) Water Quality Major issues of surface water are: . Risk of water pollution caused from domestic and industrial wastewater in upstream of Chenab River especially for antimony and chromium, which have exceeded WHO guideline values according the surface water quality survey conducted by the Study; . In general, antimony is difficult to be removed by conventional treatment processes, and

B2 - 31 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

. Lack of water quality information about heavy metals in the irrigation water. It is recommended to continue the monitoring of antimony, chromium and organic substances such as COD etc.

(2) River Water

1) Amount of Water The amount of water declines for a period because no water is discharged from the barrage or water works upstream. The discharge is unstable.

2) Intake Facility Since both rivers are wide natural rivers with stream lines that are not fixed, the installation of a new water intake without relying on the existing facilities may require the installation of facilities of a certain scale in the rivers. In the case of intake using existing facilities such as the Qadirabad Barrage and Balloki Head Works, the distances the water is to be conveyed from the facilities to the city (i.e., about 100 km from the Qadirabad Barrage and about 80 km from the Balloki Head Works) can become major challenge.

3) Procedure for Using River Water as Bulk Water The Punjab Irrigation Department is the organization responsible for river flow in cases where the amount of intake water is adjustable within the amount of distributional water to Punjab Province. The required procedure is the same as that for in the case of direct intake from an irrigation canal.

4) Water Quality Major issues of river water are: . Risk of water pollution caused from domestic and industrial wastewater in upstream of Chenab River especially for antimony and chromium, which have exceeded WHO guideline values; . In general, antimony is difficult to be removed by conventional treatment processes; . Regarding to Ravi River, it is not possible to use the water of Ravi River as water source of drinking water supply due to the river receiving much domestic and industrial wastewater from Lahore which is located in the upstream of Ravi River, and . Lack of water quality information about heavy metals in the river water. It is recommended to continue the monitoring of antimony, chromium and organic substances such as COD etc.

(3) Rainwater Utilization

1) Amount of Water There are fewer rainy days when sufficient level of rainfall is reached. Hence, the water available for storage is assumed to be small. 2) Water Catchment Facility New facilities such as a water tank and a pipe from the roof to the tank are needed.

2.2.5 Possibility of New Surface Water Development Surface water, especially river water, has been developed in irrigation system of quite a large scale in Punjab province based on agreements with India and between provinces. For the most part, the surface water has already been developed.

B2 - 32 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

It may not be feasible to expect river water discharge after intake in the upstream barrage or water works such as those in the Chenab and Ravi Rivers. A large-scale intake facility may in fact be necessary. When considering river water intake through the use of the existing barrage or water works, the distances the water is to be conveyed can become major challenge. One of possible ways to use the river water is considered to have function of storage of water for WASA added in case that other organization will plan or develop any water storage facility such as Chiniot Dam proposed by WAPDA with expected capacity of 1.2 billion m3 (1.0 MAF); the Chiniot Dam construction plan is currently under consideration, and it would normally take a long periods more to be completed the construction. Regarding the direct utilization of rainwater, consumers cannot rely upon rainfall as a stable water source for domestic use or drinking water, as mentioned previously. A realistic approach is to use the rainwater mainly for recharge to groundwater and for supplemental water for domestic use insofar as possible. The most dominant alternative surface water source for drinking and domestic use is therefore thought to be reallocation of irrigation water, the existing developed water resource. The amount of water for drinking and domestic use is small compared to the amount necessary for irrigation, but stability is required. When planning water intake from an irrigation canal, the periods of no flow (even in branch canals) should be kept in mind. The water amounts are less stable in diverged canals like disties and minor canals than in branch canals. In order to safeguard stability, water intake should only be planned from the branch canal. Based on the above considerations, the alternatives for new surface water development are qualitatively ranked from viewpoints of water volume, water quality, stability, distance, and development cost. The results of the ranking are shown in the table below. The most recommendable alternative is thought to be direct intake from the irrigation canals of the Jhang Branch Canal, Rakh Branch Canal, and Lower Gugera Branch Canal. Intake from the Chenab River is evaluated as a second-order alternative due to the large negative impacts of distance and cost. Rainfall utilization is also evaluated as a second-order alternative for surface water development in spite of the large negative impacts of volume and stability. Rainfall utilization can be judged to be improper as a water source for water supply by WASA-F, though it may be suited as a water source for groundwater recharge or a supplementary water source for domestic use. Table B2.2.14 Qualitative Evaluation of Alternatives for Surface Water Development Development Comprehensive Items Volume Quality Stability Distance Cost Evaluation Direct Intake from Irrigation

Canal Jhang Branch Upper A- B A B B A Rakh Branch B- B A- A A- A Lower Gugera Branch A- B A B B A Direct Intake from River Chenab River A+ B B B- C B Ravi River A C B- C C C Rainwater utilization C- A C- A B C Note: A, high potential/good condition/low cost; B, medium potential/medium condition/medium cost; C, low potential/bad condition/high cost; +, more/better; -, less/worse

B2 - 33 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B2.2.15 Grounds for the Qualitative Evaluation of Alternatives for Surface Water Development Development Cost Comprehensive Item Volume Quality Stability Distance Evaluation Direct Intake from

Irrigation Canal Authorized Small scale intake Usable as a Small annual Jhang Branch discharge at the About 20 facility, about 20 water discharge 2A & 3B Upper proposed intake km km transmission source fluctuation point: 51.9m3/s. facility and WTP Small scale intake Authorized Comparatively Usable as a Inside of facility, small discharge at the large annual Rakh Branch water Faisalabad distance’s 3A & 2B proposed intake discharge source City area transmission point: 8.81m3/s. fluctuation facility and WTP Authorized Some degree Small-scale intake discharge at the Usable as a Lower Gugera of annual About 25 facility, about 25 proposed intake water 2A & 3B Branch discharge km km transmission point: source fluctuation facility and WTP 61.6m3/s. Direct Intake from

River Ratio of days Large-scale intake Yearly average Usable as a with a daily About 40 facility, about 40 Chenab River discharge: 390 water discharge of 1A & 3B & 1C km km transmission m3/s. source null (0 m3/s): facility and WTP 27%. No data but sewage Ratio of days Large-scale intake Yearly average water of with a daily About 50 facility, about 50 Ravi River discharge: 130 Lahor city discharge of 1A & 1B & 3C km km transmission m3/s. inflows in null (0 m3/s): facility and WTP the 38%. upstream No data, Number of but the days with Average annual Inside of A water tank and Rainwater rainwater rainfall of rainfall: about Faisalabad pipe for each 2A & 1B & 2C utilization quality is more than 10 350-400 mm City area building generally mm/day: good about 10 days

According to the above qualitative evaluation, the most appropriate sources of surface water development for WASA-F are the Jhang Branch Upper Canal, Rakh Branch Canal, and Lower Gugera Branch Canal. The potential development volumes of the canals are assumed to be about 5 m3/s (95MGD, 432,000m3/day) in the Jhang Branch Upper Canal, 0.8 m3/s (15MGD, 69,120m3/day) in the Rakh Branch Canal, and 6 m3/s (114MGD, 518,400m3/day) in the Lower Gugera Branch Canal, when both of the following conditions are assumed: 1) 10% of the authorized full supply discharge can be developed to the maximum degree, and 2) the proposed intake points of each canal are located in the downstream part of the Jhang Branch Upper Canal, upstream part of the Dijkot Disty, and upstream part of the Lower Gugera Branch Canal.

B2 - 34 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

CHAPTER B3 EXISTING WATER SUPPLY SYSTEM As of 2015, the total of designed production capacity for water supply facilities was 500,000 m3/day (110 MGD). According to the data obtained in this study, however, the average daily water supply in 2015 was estimated at 239,000 m3/day (52 MGD), only 48% of the design capacity. The various factors contributing to the low operation rate include a limited pumping capacity in tubewells due to declining groundwater levels, intermittent pump operation at terminal reservoir pumping stations to save energy costs, shutdowns of the intakes during the canal closures as water sources, and suspended operation of water treatment plants for rehabilitation works. Low water pressure and water quality contamination at service connections have also been reported as serious and chronic problems in the city caused by insufficient water distribution management and control. The following sections examine the current WASA-F water supply system in view of the conditions and O&M status of the existing water supply facilities.

B3.1 General

(1) Current Service Area Water supply services in Faisalabad City are delivered, maintained, and managed by WASA-F. Among the approximately 400,000 households in the city and 250,000 households in the current WASA-F service area, roughly 140,000 are connected to service pipes registered by WASA-F. The area under WASA-F jurisdiction, the WASA-F Service Area, covers approximately 250 km2 of the city. The current water supply coverage, however, is incomplete. The map in Figure B3.1.1 shows the relationship between the WASA-F Service Area and current water supply area.

B3 - 1 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Design Capacity Chiniot Wells: 254,600 m3/day (56 MGD) JBC Wells: 90,900 m3/day (20 MGD) RBC Wells: 81,700 m3/day (18 MGD) Original JK WW: 16,000 m3/day (3.5 MGD) NEW JK WTP: 45,500 m3/day (10 MGD) Gulifishan WW: 6,800 m3/day (1.5 MGD) Millat Town WW: 4,500 m3/day (1 MGD)

Source: JICA Mission Team

Figure B3.1.1 WASA-F Service Area and Current Water Supply System

(2) Current Water Supply Situation The households not supplied water from WASA-F water supply systems draw up water with motor or hand pumps from privately owned wells on their properties or purchase water from local water vendors for domestic use. The results of the interview survey conducted in the Pilot areas of this Project indicate that even the households with access to WASA-F piped water rely heavily on private wells (groundwater) for their domestic needs. Private wells accounts for 75% (103 lpcd) of their water usage while WASA-F piped water accounts for only 24% (33 lpcd) (see Figure B3.1.2). While the following figure and table exemplify water usage conditions for some households in the selected Pilot area, the same conditions can never be assumed to affect the whole city.

Table B3.1.1 Water Usage in Household 24% WASA Tap Water Type lpcd 1% Cans, Bottled Water WASA-F piped water 33 (24%) 75% Ground Water Cans, Bottled Water 1 ( 1%) Groundwater 103 (75%) Total 137 (100%) Figure B3.1.2 Water Usage Condition by Interview Source: JICA Mission Team Survey Survey

B3 - 2 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Also note that a substantial number of households that obtain their water from WASA-F are either unregistered or illegally connected to WASA-F’s distribution networks. Most service connections have been installed without domestic water meters, and all the households are charged with a fixed tariff system based on the lot size6. The bill collection rate is significantly low, accounting only for 20 to 30% of the billed households out of the total numbers of bills delivered by WASA-F. Similarly, commercial and industrial facilities are billed on a fixed tariff system based on lot size as well as the number of water taps, toilets, rooms, and washrooms. In the billing for business operators (plants and commercial facilities) that draw water from pumps/tubewells with diameters of 2-inch or larger, WASA-F checks the reported volume of water pumped and charges a groundwater tariff (aquifer charge) in accordance with the well diameter and number of wells used. WASA-F has yet to dispatch meter readers as of this writing and is therefore unable to measure water consumption on a household basis (water supply unit) or the quantity of non-revenue water (NRW). WASA-F recently started zoning its water distribution network (16 zones, 91 DMAs) and performing a minimum nighttime flow analysis, with funding support from AFD and the WB. According to WASA-F estimates, the domestic water supply unit is 135 lpcd and the ratio of NRW stands at 33%. In contrast, an interview survey under this Project and data from an AFD-funded project indicate an estimated domestic water supply unit of 33 lpcd and an NRW ratio of 55%, respectively. Ongoing surveys such as those conducted as Pilot Activities of this Project will be necessary for an accurate determination of a dependable NRW ratio. According to WASA-F’s responses to Project questionnaires, the population of Faisalabad City stood at 4 million in 20157, and grew at a rate of 1.8% annually from 1998 to 2015. The average family size is 7.2 people. The water supply coverage is 60% (1.92 million people). Customer files are lacking, however, so the actual water supply coverage and population served are currently unclear. To prepare a customer register and remedy illegal connections, WASA-F carried out a customer survey targeting all households in its service areas in 2017. The survey revealed that there are potentially 250,000 households in the entire current service area, out of which an estimated 113,000 customers (connections) are registered and 27,000 connections are unregistered. Households other than those above are not connected to the WASA-F piped water. They obtain water from wells (groundwater), free stations (public taps), bottled water, and/or canned water.

(3) Water Sources At present, the water supplied by WASA-F originates from surface and underground sources. The main sources of groundwater distributed to Faisalabad City are a Well Field located along the Jhang Branch Canal (JBC) running through the west side of the city (collectively called the “JBC wells”) and another well-field located adjacent to the Chenab River running further to the west (collectively called the “Chenab wells”). Apart from the above sources, water is directly distributed to the city from the following sources: the Original JK Waterworks8 (mainly slow sand filtration, with minuscule capacity for rapid sand filtration) drawing surface water from Rakh Branch Canal (RBC), the City’s first water supply system provided in 1936; wells along the RBC (collectively called the “RBC wells); the Millat Town Waterworks (slow sand filtration) located in the north of the city; and the Gulfishan Waterworks (slow filtration) in the south.

6 WASA-F purchased 20,000 water meters in 2015 with funding support from France. As of the survey date of October 2016, approximately 14,000 of the water meters have been installed. Meter readers to measure the water consumption have yet to be dispatched. 7 The current population statistics on Pakistan are largely inaccurate, as the most recent census in the country was conducted in 1998. The reported population is an estimation based on the preceding census adjusted by the rate of population increase. 8The term “water treatment plant” in this report generally refers to facilities that produce water for municipal supply purposes. In some cases it is also used to name specific facilities. WASA-F has also used the term “waterworks” to denote such facilities. In this case the original naming will be respected, but the functions of the waterworks and water treatment plants are understood to be the same.

B3 - 3 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Furthermore, additional water sources funded by France started operation in March 2016: the New JK WTP, with a treatment capacity of 45,500 m3/day (10 MGD), and wells along the New RBC (New RBC wells) with a supply capacity of 22,700 m3/day (5 MGD). As shown in Table B3.1.2, the total design capacity is 500,000 m3/day (110 MGD). The actual water supply volumes, however, are only 48% of the design capacity, with a daily average of 239,000 m3/day (52 MGD). Table B3.1.2 Overview of Water Sources and Facilities for Water Supply in Faisalabad Design Capacity Water Sources and Facilities 3 (m /day) (MGD) GW Chenab Well Field 29 Tubewells 254,600 56.0 GW JBC Well Field 25 Tubewells 90,900 20.0 GW RBC Well Field 18 Tubewells 59,100 13.0 GW RBC Well Field 10 Tubewells 22,700 5.0 SW RBC Original JK Waterworks 15,900 3.5 SW Diversion Channel (Wala) Millat Town Waterworks 4,500 1.0 SW Diversion Channel (Wala) Gulfishan Waterworks 6,800 1.5 SW RBC New JK Water Treatment Plant 45,500 10.0 Total 500,000 110.0 Note: GW, Groundwater; SW, surface water Source: WASA-F

(4) Current Water Supply Facilities The current water supply system of WASA-F is shown in Figure B3.1.3. Raw water drawn from the Chenab wells and JBC wells is disinfected in booster pump stations and then transmitted to terminal reservoirs through transmission pipes (27 km in the Chenab system and 13 km in the JBC system). Water is eventually supplied to the city through arterial mains and distributing networks. Whereas the wells and booster pump stations in the Chenab Canal and JBC (i.e., JICA in Figure B3.1.3) systems are operated 15 to 20 hours per day, the distribution pumps at the terminal reservoirs operate intermittently for a total of only six (6) hours per day to save power (2 hours each in the morning, during daytime, and in the evening). While these distribution pumps are stopped, water is supplied (or released) from the terminal reservoirs to the city by gravity flow under very-low-water-pressure conditions. Interview surveys by the JMT, however, indicated that only 46% of households receive 6 hours of service daily (about 52% of households receive less than 6 hours of service). Apart from the intermittent supply, issues with the distribution facilities, the distribution management system, and service pipes are also thought to exist.

B3 - 4 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: WASA- F

Figure B3.1.3 Current Water Supply System of WASA-F

Arterial mains and distributing branches in Faisalabad City were mostly installed after 1987, covering a total length of 1,460 km. Arterial mains (DN 500-1,600 mm) account for 63 km of the 1,460 km of piping. By pipe type, the total length consists of 73 km of ductile iron (DI) pipes, 8 km of polyvinyl chloride (PVC) pipes, 6 km of caste iron (CI) pipes, and 1,294 km of and asbestos cement (AC) pipes. The less durable AC pipes are very often used in distributing branches with diameters of 600 mm or smaller. A French-funded multiple pipeline project conducted in 2015 (the existing 1,600 mm pipes and new 1,000 mm DI pipe installation) has targeted arterial mains connected to a terminal reservoir. The project

B3 - 5 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

separated the arterial mains connected to the terminal reservoir (TR) in the Chenab system and to the JBC system. New DI pipe installation was completed in March 2016. Since Faisalabad City is flat geographically, WASA-F has constructed dozens of overhead reservoirs (OHRs) and ground reservoirs (GRs) with pump facilities in order to supply water to the city by gravity flow from the OHRs or by direct pumped distribution from the GRs. WASA-F has 42 overhead reservoirs (OHRs) in total and another under construction. Of those, however, only 19 are in operation and the others are defunct and dysfunctional due to degradation. There are also a total of 33 ground reservoirs (GRs) in the system, of which only 21 are in operation (surveyed in February 2017). According to WASA-F’s explanation, the OHRs and GRs will be rehabilitated to a fully operational state in the next two years with grant funding from Punjab Province. Progress toward rehabilitation, however, has been stalled. Table B3.1.2 below summarizes the current total capacities and future necessary capacities according to the Punjab Design Criteria for the OHRs and GRs. Table B3.1.3 Necessary Capacity of the GRs and OHRs Based on the Punjab Design Criteria GR (include TR) GR OHR

m3 m3 m3 Current Capacity (in operation) 115,400 32,400 8,700 Ave. daily demand in 2015 239,000 Necessary Capacity based on Punjab Design - 59,750 23,900 Criteria in 2015 6 hours of average 1/10th of average daily - daily demand demand Shortage of Capacity - 27,350 15,200

(5) Current Service Connections Many issues can be found with regard to the material and quality of the water supply pipes. There are also many exposed pipes, pointing to other weaknesses in management. Many service connections are made with 1/4' (6 mm) ferrules, which is thought to contribute to the big losses of pressure. In Sarfraz Colony (selected as a Pilot Activity area), pressure at the tap only reached 1.9 meters at most, even when the Terminal Reservoir pumps were in operation. At that pressure, water could not reach the second floor of most households. This has compelled many households to install illegal booster pumps to deliver water to their homes, causing suction from the distribution pipes. (6) Operation System A French-funded Supervisory Control and Data Acquisition (SCADA) system has been provided in the New JK WTP. The system monitors flow volume and water pressure of the Chenab and JBC wells, booster pump stations, terminal reservoirs, RBC wells, and distribution pipes. In the terminal reservoirs, the system monitors the water levels of the distributing reservoirs. WASA-F, meanwhile, has just completed a SCADA installation of its own, though the system has yet to remotely switch the pumps on and off or open and shut the valves. WASA-F is planning out the details for the use of the installed system for remote monitoring and control, including pump operations to improve the energy efficiency.

B3.2 Existing Water Supply Facilities of WASA-F The existing water supply facilities in Faisalabad City extend beyond the Jhang Branch Canal to Chiniot City near the Chenab River, as shown in Figure B3.1.3. The design capacities of the water supply facilities are shown one by one in Table B3.2.1. The combined design capacity of all water supply facilities now in place totals 500,000 m3/day. Eighty-six percent of the existing water sources supply groundwater. Of the groundwater supplied, the three major sources are the Chenab, Jhang Branch Canal (JBC), and Rakh Branch Canal (RBC) Well Fields. The Chenab and JBC Well Fields account for 69% of the total capacity. Booster and distribution pumping stations are required for water supply from these well fields, as both are located far from the city. The RBC Well Field is located across the center of the city. New tubewells were constructed under French-funded projects in 2016. The design capacity accounts for 17% of the total capacity. Surface water, the only water source currently available from the RBC its branch (distribution) canals, is used for four water treatment plants (WTPs) located in the city, accounting

B3 - 6 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

for 14% of the total capacity. With the exception of the newly built New JK WTP, all treatment plants were built more than 40 years ago. Table B3.2.1 Existing Water Supply Facilities Unit: 3/day m Breakdown by Water source Remarks Existing facilities Design capacity MGD Groundwater Surface water (Const. year) Chenab Tubewells, BPS, TR 254,600 51% 56.0 254,600 60% 0 0% 1992 JBC Tubewells. BPS, TR 90,900 18% 20.0 90,900 21% 0 0% 2012 RBC Tubewells 59,100 12% 13.0 59,100 14% 0 0% 1990 New RBC Tubewells (French) 22,700 5% 5.0 22,700 5% 0 0% 2016 JK Water Works 15,900 3% 3.5 0 0% 15,900 22% 1936 Millat Town Water Works 4,500 1% 1.0 0 0% 4,500 7%

Gulfishan Colony Water Works 6,800 1% 1.5 0 0% 6,800 9%

New Jhal WTP (French) 45,500 9% 10.0 0 0% 45,000 62% 2016 Total 500,000 100% 110.0 427,300 100% 72,700 100%

Ratio of water source 100% 86% 14%

Note: 1 MGD = 4,546 m3/day Source: JICA Mission Team The current water supply amount of each facility is shown in Table B3.2.2. The average and maximum water supply amounts are 48% and 64% of the design capacity, respectively. In addition to having a total design capacity insufficient to meet the demand, the water supply facilities are operated at only partial capacity. The following factors prevent operation at full capacity: . Deteriorated water intake capacity of the well fields and tubewells . Limits imposed on operation time to save high power costs . Plant shutdowns for maintenance . Under commissioning The existing equipment lists of pumping stations and tubuwells are presented in Appendix AB3.1, Existing Equipment Lists, in the Supporting Report. Table B3.2.2 Current Water Supply Amount Unit: m3/day

Design Existing facilities Average Maximum Capacity MGD MGD Chenab Tubewells, BPS, TR 254,600 144,540 57% 32 174,840 69% 38 9 JBC Tubewells. BPS, TR 90,900 56,780 62% 12 90,900 100% 20 10 RBC Tubewells 59,100 7,370 12% 2 7,370 12% 2 11 New RBC Tubewells (French) 22,700 0 0% 0 0 0% 0 12 JK Waterworks 15,900 6,800 40% 1 6,800 40% 1 13 Millat Town Waterworks 4,500 4,000 89% 1 4,000 90% 1 14 Gulfishan Colony Waterworks 6,800 0 0% 0 0 0% 0 15 New Jhal WTP (French) 45,500 20,440 45% 4 35,000 77% 8 16 Total 500,000 239,530 48% 52 318,510 64% 70 Note: The percentage (%) values shows operation rates compared to the design capacities. Source: JICA Mission Team Measures must be taken to carry out full-capacity operation if relevant water supply facilities are to be built and if the amount of water supply is to be decreased before new water sources are developed.

9 Calculated from SCADA data June 2015 ~ August 2016 10 Calculated from SCADA data June 2015 ~ August 2016 11 See Section 2.5.1. 12 The tubewells have been under commissioning. The actual capacity is assumed to be 8 hours of operation. 13 Estimated by WASA-F according to current operation conditions. 14 Estimated by WASA-F according to current operation conditions. 15 The plant has been temporarily closed for maintenance. 16 The plant has been under commissioning. The actual capacity is based on SCADA data from June to Sept. 2016.

B3 - 7 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

3.2.1 Existing Intake Wells As mentioned above, there are 29 Tubewells in the WASA-F water supply system in the Chenab (Chiniot) Well Field and another 25 in the JBC Well Field. In addition, 38 tubewells are installed along the RBC.

(1) Chenab (Chiniot) Well Field Twenty-five tubewells (TW-Nos. 1 to 25 shown in Table S-B2.1.3, Detail of Tubewells in Chenab Well Field, of Appendix AB2.1 in the Supporting Report) were constructed in the Chenab (Chiniot) Well Field in 1990 with the support of ADB, together with the Inner Booster Pumping Station and Terminal Reservoir. The Table S-B2.1.3 also shows the drilling depth of each tubewell and installation depths of the casings and screens. The Chenab Well Field has been in operation since 1992. In 2002, WASA-F added four tubewells funded by their annual development budget. Three of the four were installed with motor pumps for water supply. The groundwater level of each tubewell was monitored almost every month from the time of construction up to June 2007. In 2008, the riser pipes of all tubewells were updated to flange pipe to ensure that the space between the casing of the well and flange would be insufficient to sink the groundwater level gauge. As a result, no monitoring has been carried out since 2008. Other observation wells were established separately in 2016, and the monitoring of the groundwater level was resumed. Installation sites for the observation wells are situated close to the following tubewells. Observation wells have already been set up for TWs 2, 3, 4, 8, 9, 11, 13, 14, 18, 22, 23, and 27 (a total of 12 places), and further piezometers were still deployed for TWs 1, 6, 10, 15 , 16, 20, 22, 24, 25, 28, 29 (11 places in total) in 2017. In addition, the turbine pumps for the tubewells were rehabilitated in 2010.

(2) JBC Well Field The tubewells in the JBC Well Field were constructed in 2011 with the support of JICA. Operations started in 2012. Twenty-five tubewells were constructed in total. Two of them serve as spare tubewells and all of the remaining 23 were designed to operate fulltime. Table S-B2.1.7, Detail of Tubewells in JBC Well Field, of Appendix AB2.1 in the Supporting Report shows the drilling, casing, and screen installation depths of each tubewell, as well as the hydrogeological constants and TDS.

(3) RBC Well Field More than 50 tubewells were installed along the RBC as a major source of water supply to the Faisalabad City area in the past. Many of them were abandoned, however, with the declines in the water quality and water level accompanying excessive development. As of 2001, only 16 tubewells remained as available sources of water, and two of them were out of order. New tubewells were constructed on the upstream side in 2008 and 2016. By year of construction, 6 tubewells were constructed in 1983; 10, in 2001; and 12, in 2008. Another 10 tubewells were constructed in 2016 with AFD support. Therefore, a total of 36 tubewells are currently supplying water.

(4) Intake Pumps of Tubewells Energy Audit Reports on these three WASA-F Well Fields issued in 2014-2015 FY and 2015-2016 FY present data on the discharge capacity, pump efficiency, etc. as shown in Appendix AB3.2, List of

B3 - 8 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Performance and Effeciency of Pump and Motor of Tubewells, in the Supporting Report. The data on the RBC only covers 2015-2016 FY. Only 14 tubewells along the RBC were eligible for the Energy Audit, as the others were constructed with French support in 2016. As an example of the data available, Table B3.2.3 shows the specifications for the motors and pumps installed in the tubewells of Chenab and JBC Well Fields. No data in the above table show the respective item for the tubewells along the RBC, and only the Design Capacity, Actual Capacity, and Power are shown in the report. Table B3.2.3 Specifications of the Motors and Pumps in Tubewells of the Chenab and JBC Well Fields Pump Motor Design of Sr.No Total Speed Capacity Power Voltage Frequency Ampere Speed Discharge Maker Maker Head (rpm) (m3/hr) (hp) (volt) (Hz) (ampere) (rpm) 1-7 4 Cusec KSB 38 m 1450 418 100 380 Siemens 50 139 1480 Chenab 8-24 4 Cusec KSB 42 m 1450 454 125 380 Siemens 50 174.5 1485 (Chiniot) 25-29 4 Cusec KSB 38 m 1450 418 100 380 Siemens 50 140 1480 1-6 2 Cusec KSB 66.5 m 1475 200 80 415 Siemens 50 104 1485 7-11 2 Cusec KSB 53.5 m 1470 200 60 415 Siemens 50 79 1480 JBC 12-22 2 Cusec KSB 40.5 m 1470 200 50 415 Siemens 50 64.8 1475 23-25 2 Cusec KSB 53.5 m 1470 200 60 415 Siemens 50 79 1480 Source: JICA Mission Team (compiled from the WASA-F data)

3.2.2 Existing Pumping Stations This section describes the booster pumping stations (BPSs) and terminal reservoir pumping stations (TRPSs) used at the Chenab and JBC lines. The Chenab and JBC Well Fields are located about 27 km and 13 km from Faisalabad City, respectively. Problems with stable pump operation make it difficult to pump water directly to the city via multiple tubewells. BPSs are therefore provided for both the Chenab and JBC lines to transfer the water to Terminal Reservoirs (TRs). The TRs located at the north edge of the city consist of reservoirs and pumping stations (TRPSs). The intake water from the tubewells after chlorination at the BPSs is distributed to the city via distribution pumps in the TRPSs. The BPS and TRPS for the Chenab line were constructed in 1992 with ADB funding (hereafter, “Inline BPS” and “Old TRPS”). Those for the JBC line were constructed in 2012 by JICA (hereafter, “JBC BPS” and “JICA TRPS”). Each BPS is located near a well field, while both the TRs and TRPSs are constructed on the same premises. All of the BPSs and TRPSs are provided with horizontal shaft, double-suction volute pumps that operate with high efficiency and are easy to maintain. Almost all of the pumps are driven by three phase, squirrel cage electric motors. The only exceptions are the small pumps of the TRPS, which are coupled with diesel engines as well as motors. The pumping equipment of the Inline BPS and Old TRPS are deteriorated due to aging and frequent breakdowns of the pump equipment. The stability of the water supply is compromised as a result. The Government of the Islamic Republic of Pakistan is proceeding with a project to replace the pumping equipment at the Inline BPS and Old TRPS with grant aid funding from JICA17. Daily operation records for these pumps in Inline BPS, Old TRPS, JICA BPS, and JICA TRPS obtained from SCADA are presented in Appendix AB3.3, Daily Working Hours of Pumps, in the Supporting Report.

17 Project for the Replacement of Pumping Machinery at the Inline Booster Pump and Terminal Reservoir in Faisalabad. The start of the implementation is scheduled in January, 2019.

B3 - 9 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(1) Pumping stations for the Chenab Line (Inline BPS, Old TRPS) Raw water from 29 sets of tubewells is transferred to the Inline BPSs through a collector main. Booster pumps are directly connected with the collector main in the station. A chlorine injection facility is provided at the entrance of the station to inject chlorine to the collector main. The water is pressurized by booster pumps and delivered to the Old Terminal Reservoir Pumping Station (TRPS). The tubewells and booster pumps were arranged in lines until the late 1990s, so the water was delivered directly by the tubewells without booster pumps assistance. WASA-F began using the booster pumps since the pump pressure of tubewells was reduced by the falling water levels in the wells. The terminal reservoir has a capacity of 46,000 m3, the equivalent to 4.5 hours of the design water supply capacity. Distribution pumps are installed at ground level. Vacuum pumps are provided for pump start in the event that the reservoir water level falls below the pumps. The basic specifications for the pump equipment for the Inline BPS and Old TRPS are shown in Table B3.2.4. Table B3.2.4 Existing Pumping Station (Chenab line) Type Pump size Specification Set Remarks Booster Pump Large pump 600 x 600 mm 4 3 Duty 18 (at the inline (32 Cusec) 53.7 m3/min x 18.3 m x 735 min-1x 400 HP (294kW) 1 Stand-by BPSs) Small pump 400 x 400 mm 3 2 Duty (16 Cusec) 27.0 m3/min x 20.0 m x 965 min-1x 175 HP (128kW) 1 Stand-by Distribution Pump Large pump 500 x 400 mm 7 5 Duty (at the Old (22 Cusec) 37.5 m3/min x 45.12 m x 982 min-1 x 700HP 2 Stand-by TRPSs) (522kW) Small pump 500 x 350mm 3 2 Duty (16 Cusec) 27.4 m3/min x 45.12 m x 978 min-1 x 450HP 1 Stand-by (336kW) Source: WASA-F Equipment list, rearranged by the JICA Mission Team The hourly water supply capacities are calculated as follows. - Inline BPS : 12,906 m3/h - Old TRPS : 14,538 m3/h Although the Inline BPS and Old TRPS have been playing an important role for water supply, the poor reliability of the pump system must be noted. The following issues have been confirmed. . All equipment is deteriorating with age. . The pumps of the Old TRPS are heavily damaged by cavitation phenomena.19 . Mechanical troubles often occur. . Some of the pumps of the Inline BPS have been out of service for years due to breakdowns of the control panels. . The low suction performance of the pumps limits the usable reservoir capacity to only about half. . Considerable amounts of water are leaking from the reservoir.20 In addition, a discharge valve is used to reduce the pump discharge pressure of the pumps of the Old TRPS to prevent water leakage at the service pipes and/or accidental breakdowns of the embedded old AC pipes. While the pump design pressure is 45 m, the discharge pressure after the valve is about 20 m.

18 Cusec = Cubic feet per second, 1Cusec ≈ 100m3/h 19 Cavitation is a harmful operating condition that creates vibration and noise during operation. Long-term operation under a cavitation condition will lead to severe corrosion of the pump impeller and casing. The cavitation of the pumps of the Old TRPS is caused by mismatch between the pump suction performance and installation condition. 20 The leakage volume was estimated at about 600 ~ 900m3/day in 2013.

B3 - 10 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Thus, about half of the electric power is wasted at the discharge valve. The introduction of new pumps with appropriate pump pressures will ultimately save power costs. With new pumps, the pump operation time can be doubled with no change in the power cost. All of the above issues will presumably be settled once the project to replace the pumping machinery at the Inline BPS and TR is implemented. Meanwhile, the design water supply amount for the project has been corrected to 204,780 m3/day from 254,600 m3/day in consideration of the actual intake capacity. The construction of a new pump building for the TRPSs is included in the project. The new building will be located beside the old reservoir and pumps will be installed on the underground floor to utilize the full volume of the reservoir. An outline of the project is shown in Table B3.2.5. Table B3.2.5 Outline of the Pump Machinery Replacement Project Location Item Specification Inline BPS Design capacity 204,780 m3/day (10,239 m3/h) Main Pump 48.8 m3/min x 4 sets (3 Duty, 1 Stand-by) 24.4 m3/min x 2 sets (1 Duty, 1 Stand-by) Other equipment Pipes, control panels, flowmeters, etc. TRPS Design capacity 161,880 m3/day (Pump :13,230 m3/h , Gravity : 5,500 m3/h ) Main Pump 63.0 m3/min x 4 sets (3 Duty, 1 Stand-by) 31.5 m3/min x 2 sets (1 Duty, 1 Stand-by) Other equipment Pipes, control panels, flowmeters, etc. Civil work New pump station, leakage control at the reservoir Source: JICA Mission Team

(2) Pumping Station for the JBC Line (JBC BPS, JICA TRPS) Raw water from 25 sets of tubewells is transferred to the JBC BPS through a collector main. Unlike the case with the Inline BPS, a 4,000-m3-capacity balancing reservoir is provided at the JBC BPS to stabilize the operation of the tubewells. Chlorine is injected into the reservoir by automatic control. The booster pumps take the water from the reservoir and deliver it to the JICA TR. The JICA TR is constructed on the same premises as the Old TRPS. The JICA reservoir has a capacity of 36,000 m3. It was designed to reach maximum capacity in the available space, as the old reservoir was known to be incapable of using the full capacity. Two reservoirs are connected with a 1350 mm interconnection pipe to allow the pumps at the JICA TRPS to take water from the Old TRPS. Thus, the available reservoir volume for the JICA TRPS reaches 59,000 m3 (=36,000+ 46,000/2), or the equivalent to 5.4 hours of the design water supply capacity. The total design capacity of the JBC BPS and JICA TRPS is 90,900 m3/day. The decision was made to set the capacity as the equivalent of 200 m3/h tubewells, or 23 sets operated for 20 hours a day. The basic specifications for pump equipment used for the JBC line are shown in Table B3.2.6. The major equipment for the pumping stations is listed in the attachment. Table B3.2.6 Existing Pumping Station (JBC line) Type Pump size Specification Set Remarks Booster Pump Large pump 450 x 350 mm 4 3 Duty (at JBC BPS) (15 Cusec) 25.3 m3/min x 33 m x 990 min-1x 200 kW 1 Stand-by Distribution Pump Large pump 600 x 450 mm 3 2 Duty (at JICA TRPS) (37 Cusec) 63.2 m3/min x 45.12 m x 990 min-1 x 620 kW 1 Stand-by Small pump 450 x 300mm 2 1 Duty (19 Cusec) 31.6 m3/min x 46.12 m x 990 min-1 x 330 kW 1 Stand-by Source: WASA-F Equipment list, rearranged by the JICA Mission Team

B3 - 11 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The hourly water supply capacities are calculated as follows. - JBC BPS : 4,554 m3/h - JICA TRPS : 9,480 m3/h The pumps at the JBC BPS and JICA TRPS are installed on the underground floor. No priming operation is required for pump start-up. Figure B3.2.2 shows the general layout of the two TRPSs and piping. Each reservoir is internally split with a wall for maintenance work. A flowmeter is installed at each discharge header pipe before the pipes are connected with each other. The flow rates and reservoir water levels are recorded by the SCADA installed under the French project. The operation time of each TRPS is limited to 6 ~7 hours per day. To maintain the water in the distribution pipe network, the water in the reservoir is supplied by gravity through a 1000 mm bypass pipe while the pumps are idle. The gravity flow rate is controlled with a 1600 mm butterfly valve.

m.

Source: WASA-F, with minor modifications by the -lready inds no problems in the he pumps renders half strict, de? The paragraph only states that the company renewed its uniformJICA Mission Team Figure B3.2.2 Piping Diagram of the Terminal Reservoir

3.2.3 Existing Water Treatment Plants

(1) Salient Features of the Existing Water Treatment Plant (WTP)

- Existing Water Treatment Plants

B3 - 12 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The first water treatment plant, the JK Water Works (i.e., WTP), was constructed in 1936. Another four plants were constructed in the 1970s, but two of them (the GM Abad and Allama Iqbal waterworks) were abandoned in the early 1990s. The two abandoned plants are now used as booster pump stations that receive water from the Terminal Reservoir and boost it to nearby overhead reservoirs. Gulfishan Colony Waterworks, another of the water treatment plants constructed in the 1970s, suspended operations in the early 1990s. Rehabilitation works are underway, however, with completion scheduled for June 2017. Two of the aforesaid water treatment plants, the JK Water Works (constructed in 1936) and Millat Town Water Works (constructed in the 1970s), therefore remain in operation. The JK Water Works has two plants, one slow sand filtration plant and one rapid sand filtration plant, with a combined production capacity of 15,900 m3/day (3.5 MGD). Construction of the New JK WTP, a new water treatment plant with a production capacity of 45,500 m3/day (10 MGD), was completed in January 2016. WASA launched it into commercial operation after completion of test operations in March 2016. The salient features of the above treatment plants are summarized in the following table and presented in further detail in the Supporting Report. Table B3.2.7 Salient Features of the Existing Water Treatment Plants

Source: WASA-F

3.2.4 Existing Transmission and Distribution Pipelines

(1) Facilities of Pipeline The total WASA-F service area is divided into two parts, the Western part and Eastern part. The water network of Faisalabad was previously divided into 16 district metered zones (DMZs) defined under the French-Funded Project (see Figure B3.2.3). Each DMZ was further divided into several sub-areas, the so-called district metered areas (DMAs), by installing additional sluice valves. Only three DMZs, 10, 11, and 12, are located in the Eastern part of the WASA-F service area. All of the other 13 DMZs are located in the Western part.

B3 - 13 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

f

Source: WASA-F O&M Figure B3.2.3 WASA-F Covering Areas

Currently there are 94 DMAs. Although divergent from the data surveyed by WASA-F, the length of the network in each DMZ is shown in Table B3.3.11 below for reference. (The table indicates a total pipe length of 1,610 km, whereas the WASA-F survey indicates 1,540 km.) DMAs are linked to the SCADA system and the flow volume into the DMZs can be measured, but the measurement equipment has only been partially installed. The boundary valves for hydraulic separation between the DMZs are left open, so no separation is achieved. The water balance cannot be determined because the meter installation is incomplete. The total length of the water networks surveyed by French-Funded Project is approximately 1610 km. The pipes of the Arterial Mains range from 400 mm to 1,600 mm in diameter and are made of either ductile iron (DI) (88%) or asbestos cement (AC). The secondary and tertiary mains range from 75 mm to 250 mm in diameter and are made of ACP (98%), DI, polyvinyl chloride (PVC), mild steel (MS), or cast iron (CI). WASA-F still uses AC pipes for new installations. To circumvent health problems from aging pipes, WASA-F is now replacing the aging pipes under the Gastro Project in the ADP. Pipeline duplication, however, is still a problem. Table B3.2.8 Network (Pipeline) Length in Each DMZ Zone Network length (km) Number of DMAs DMZ 1 52.02 3 DMZ 2 125.29 10 DMZ 3 71.29 5 DMZ 4 150.18 8 DMZ 5 86.81 7 DMZ 6 120.41 7 DMZ 7 133.04 7 DMZ 8 93.67 5 DMZ 9 115.77 7

B3 - 14 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Zone Network length (km) Number of DMAs DMZ 10 128.99 7 DMZ 11 246.33 11 DMZ 12 163.29 9 DMZ 13 13.83 2 DMZ 14 13.75 1 DMZ 15 86.96 4 DMZ 16 9.91 1 1,611.54 94 Source: FRENCH-FUNDED PROJECT Pipe network lengths broken down by piping material (Surveyed by WASA-F in April 2014) are shown in Table B3.2.9. Table B3.2.9 Pipe Network Lengths by Piping Material DI (Ductile Iron) Laid From 1987 to 1992 Arterial main pipeline 150 mm 0.84 Km 200 mm 1.35 Km 250 mm 4.30 Km 300 mm 5.60 Km 400 mm 4.10 Km 500 mm 4.15 Km 600 mm 6.96 Km 700 mm 3.87 Km 800 mm 10.14 Km 900 mm 5.91 Km 1000 mm 2.88 Km 1200 mm 4.75 Km 1400 mm 4.19 Km 1500 mm 5.41 Km 1600 mm 2.38 Km Collector main pipeline 400 mm 2.44 Km 500 mm 1.20 Km 600 mm 1.19 Km 700 mm 1.60 Km 900 mm 2.00 Km 1200 mm 1.23 Km 1400 mm 1.63 Km Transmission main pipeline 1600 mm 18.00 Km Sub Total = 96.12 Km JICA-JBC Collector Main (400Ø to 900Ø) 15.60 Km Transmission Main (1000Ø) 13 Km Arterial Main (700Ø to 800Ø) 6 Km Sub Total = 34.60 Km Total Length = 130.72 Km AC Asbestos cement/Fiber Cement Laid From 1987 to 2014 75 mm 931.49 Km 100 mm 91.65 Km 150 mm 126.82 Km 200 mm 49.89 Km 225 mm 9.45 Km 250 mm 37.72 Km 300 mm 35.42 Km 400 mm 2.29 Km 450 mm 2.68 Km 500 mm 1.55 Km 600 mm 5.24 Km Sub Total = 1294.20 Km PVC (Poly Vinyl Chloride) Laid From 1985 to 1990

B3 - 15 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

75 mm 5.37 Km 100 mm 2.22 Km 150 mm 0.28 Km 200 mm 0.40 Km Sub Total = 8.27 Km CI (Cast Iron) Before 1980 150 mm 4.18 Km 200 mm 0.60 Km 225 mm 0.86 Km 250 mm 0.12 Km 300 mm 0.34 Km Sub Total = 6.10 Km HDPE (High Density Poly Ethylene) Laid From 2007 to 2008 20 mm 104.63 Km Grand Total 1543.92 Km Source WASAF Water Resource (values diverge from those in Table B3.2.1 surveyed by the French-Funded Project) The water supply area covered by WASA-F is classified into three categories: Already Served Area, to be Improved Area, and New Area (see Figure B3.2.4.) WASA-F currently finds no problems in the already-served area but foresees many problems with water volume, pressure, and quality in the to-be-improved area. While the new area is within WASA-F’s territory, residents have yet to receive supply water.

Source: WASA-F O&M Figure B3.2.4 Service Areas (Benefitted Areas)

B3 - 16 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(2) Hydraulic Modeling WASA-F modeled its hydraulic system using Water GEMS, a software application designed by BENTLEY, to glean a good understanding of the behavior of the pipe network and simulate trial and error before implementation. Water GEMS calculates specific fluid systems with water supply. It can be used for modeling complex networks or problems, and developing M/Ps or action plans. The application has proved to be an effective tool for network management. JMT, on the other hand, proposes the use of EPANET-Z as the hydraulic model for the future plan in 2038. Water GEMS and EPANET-Z are compatible with each other.

Source: WASA-F O&M Figure B3.2.5 Model of Hydraulic Analysis

3.2.5 Existing Overhead Reservoirs (OHRs) and Ground Reservoirs (GRs) Water Distribution and Management (WDM) is an important directorate in WASA-F for providing safe and clean drinking water to citizens in Faisalabad City. The WDM task first consists of maintenance of the civil structure and electromechanical components of the overhead reservoirs (OHR) and ground reservoirs (GRs) across the Faisalabad City under WASA jurisdiction. Tables B3.2.10 and B3.2.11 below show the OHRs and GRs, including the Water Resources and Water Treatment Plants of the East and West divisions. WASA-F plans to rehabilitate or newly construct the reservoirs under the PBC-NRW Project in the ADP. There are 33 existing GRs and another 13 GRs under construction. Only 21 of them are operational at present. Meanwhile, there are 42 existing OHRs and 1 OHR under construction. Only 19 are operational. The GRs have a capacity of 110 m3 ~ 4,500 m3 (25,000~1,000,000 gallons). The TR capacity totals 47,000 m3 (10,350,000 gallons) and the new Jhal Khanuana (JK) WTP capacity is 5,200 m3 (1,150,000 gallons). Individually their capacities are mostly around 450 m3 (100,000 gallons), not enough for the water supply area. The individual OHRs have capacities in the range 150 m3 ~ 2,250 m3 (30,000~500,000 gallons). Most have capacities of 225 m3 (50,000 gallons), not enough for the water supply area. The typical OHR stands at a very low height ranging from 12 to 27 m (average 18～23 m). OHRs were originally constructed for each colony by the PHED and were later transferred to WASA-F, so the capacities and heights are insufficient. Further, the areas supplied by the OHRs have no boundaries. WASA-F is therefore unable to

B3 - 17 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

control the water pressure, which results in low pressures overall. No manuals on OHR operation have been found. Table B3.2.10 East Subdivision the OHRs and Ground Reservoirs

Source: WASA-F O&M

B3 - 18 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B3.2.11 West Subdivision OHRs and Ground Reservoirs

Source: WASA-F O&M

B3 - 19 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

3.2.6 Existing Service Connections and Water Meters

(1) Water Service Connections WASA-F overall provides water and sanitation services through 113,000 domestic water connections, 2,600 commercial connections, and 80 industrial connections, as well as 211,000 domestic sewerage connections. Observations during a leak-detection campaign conducted by the French Contractor also found that approximately 56% of the leakages occurring in the system were at the consumer end, as shown in Figure B3.2.6 below. Many leak signals not found after excavation were detected with the equipment deployed later. These leaks (denoted as “Erreurs,” the French word for “errors”) may have been due to equipment errors or may have been too minor to observe visually under the lower-system-pressure conditions. WASA-F used galvanized iron (GI) pipe for service connections before 2008. After 2008 WASA-F started replacing GI with HDPE saddle & pipe through contractors in the Gastro Projects funded by GOP. There are no assurances that 100% of the connections were replaced in those projects. Some GI pipes of already disconnected consumers might remain. The WASA-F regulations of 2015 require that consumers install their service connections through WASA-F licensed plumbers and that the connections be composed of HDPE.

Source: WASA O&M Figure B3.2.6 Number of Leaks Detected

(2) Water Meter Connection In total, 21,000 domestic, commercial, and industrial meters have been procured and more than 18,000 water meters have been installed by local contractors as of the end of 2017. The remainder, which make up 20% of the total consumer connections, are still in process.  Domestic meters = 20,800 1/2’’ types  Large meters = 500 1’’ types 85 2’’ and 3’’ types

B3 - 20 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: WASA-F O&M Figure B3.2.7 Colonies Where Water Meters are installed

3.2.7 Current Tap Water Quality Situation (Results of Tap Water Quality Survey) To confirm tap water quality and identify major issues, a water quality survey is conducted at 80 taps (63 within the WASA-F service area, 17 outside of the WASA-F service area but within the study area) by JMT in both the wet season (Sep. 2016) and dry season (Dec. 2016). Figure B3.3.12 shows the results of a residual chlorine survey at the taps of users living within the WASA-F service area. As shown in Figure B3.3.12, the number of tap water samples tested with residual chlorine below 0.1 mg/L (Japanese guideline value for minimum residual chlorine concentration at any tap water) was 24 in the wet season and 26 in the dry season. This means that about 40% of users face the issue of lower residual chlorine and a risk of waterborne diseases. This issue may be mainly attributable to a) non-continuous water supply and b) excessive tap water retention time inside the users’ OHRs. Note, also, that no residual chlorine was detected in tap water samples outside of the WASA-F service area because no chlorination is provided in the water supply.

B3 - 21 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Wet Season

Source: JICA Mission Team Figure B3.3.12(1) Survey Results on Residual Chlorine at Taps (Wet Season)

B3 - 22 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Dry Season

Source: JICA Mission Team Figure B3.3.12(2) Survey Results on Residual Chlorine at Taps (Dry Season)

B3.3 O&M of the Existing Water Supply Facilities

3.3.1 O&M of Intake Wells Table B3.3.1 Current Water Supply Amount in the Case of Groundwater Total Existing facilities Average MGD Maximum MGD capacity Chenab Tubewells, BPS, TR 254,600 144,540 57% 32 174,840 69% 38 JBC Tubewells. BPS, TR 90,900 56,780 62% 12 90,900 100% 20 RBC Tubewells 59,100 7,370 12% 2 7,370 12% 2 Total 404,600 208,690 48% 52 273,110 64% 70 Source: Table B3.2.2 on page B3-7 in this document

B3 - 23 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

There are 29 tubewells in the Chenab Well Field in total, but one of them has not been equipped with a motor pump. The design discharge and operation hours are 4 Cusec per tubewell (about 400 m3/hour) and 20 hours a day, respectively. The design discharge at this source may be 224,000 m3/day when operating 28 tubewells in total. WASA-F, however, aims at 24-hour water supply, which raises the water supply target to 254,600 m3/day. In the inline data records on operation hours, a tubewell in operation generally operates over a period of 15 ~ 20 hours/day overall. Table B3.3.2 shows the total monthly working hours of the respective tubewells from August 2015 to July 2016. The operation of some of the tubewells is suspended, so the total operating hours of all tubewells over the one period of 2015-2016 stood at 133,517 hours. In other words, the average operating hours per day reached 13.25 hours, 66% of the design running hours, when calculated for 28 tubewells. Table B3.3.2 Monthly Total Working Hours of the Respective Tubewells from August 2015 to July 2016 in the Chenab Well Field Monthly Working Hours of Inline Tubewells Wellfield Area Chenab (Chiniot) during One Year 2015/2016 TW No. Aug-15 Sep-15 Oct-15 Nov-15 Dec-15 Jan-16 Feb-16 Mar-16 Apr-16 May-16 Jun-16 Jul-16 TW 01 485 594 462 419 445 527 522 507 540 576 TW 02 499 408 394 449 651 443 178 353 405 300 310 TW 03 522 589 494 465 526 196 257 589 277 410 480 447 TW 04 537 373 534 418 106 589 553 570 597 465 510 560 TW 05 534 575 529 527 450 524 TW 06 374 444 435 323 367 248 309 403 409 362 510 117 TW 07 573 564 543 761 593 577 520 158 542 372 374 520 TW 08 573 569 598 583 569 548 496 589 314 308 450 404 TW 09 389 403 411 492 228 10 394 321 185 216 299 TW 10 506 554 538 624 530 436 424 468 TW 11 602 711 483 330 514 559 610 580 449 489 421 TW 12 479 489 486 488 72 620 578 558 540 170 0 0 TW 13 543 593 579 578 586 589 520 589 570 589 600 540 TW 14 558 538 584 506 553 515 549 589 540 589 420 530 TW 15 547 558 549 593 555 516 551 540 TW 16 528 433 538 536 557 527 520 527 536 527 540 660 TW 17 261 315 551 442 435 682 636 527 600 525 560 641 TW 18 5 262 280 558 522 540 560 558 660 646 TW 19 331 254 558 560 583 602 520 620 630 435 570 600 TW 20 383 368 651 520 558 562 160 132 92 TW 21 526 510 584 511 605 580 576 505 453 433 540 602 TW 22 558 414 349 534 491 651 682 558 481 350 TW 23 548 612 600 539 630 620 553 202 378 587 TW 24 543 562 548 566 469 589 540 560 TW 25 462 478 485 480 521 352 433 239 491 343 433 410 TW 26 214 248 64 309 540 558 264 312 TW 27 No Operation TW 28 2 32 318 464 527 480 450 TW 29 104 TOTAL 9,411 9,765 10,050 10,419 10,554 12,379 11,625 12,342 12,635 11,067 11,468 11,802 133,517 Av./day 11.20 11.63 11.96 12.40 12.56 14.74 13.84 14.69 15.04 13.18 13.65 14.05 13.25 Source: JICA Mission Team (compiled from WASA-F data) Twenty-five tubewells are installed in the JBC Well Field. Two are designed as spares, and the other 23 are designed to operate around the clock. The design discharge and operation time are 200 m3/hour per tubewell and 20 hours per day, respectively The design discharge is therefore 90,900 m3/day when operating 23 tubewells. According to the data records, the overall operation hours for some tubewells range from 15 to 20 hours/day. Table B3.3.3 shows the monthly total working hours of the respective tubewells from August 2015 to July 2016. The operation of some tubewells is suspended, so the total operating hours of all tubewells over the one-year period of 2015-2016 was 124,263 hours and 34 minutes. The average operating hours per day stood at 15 hours, or 75% of the design running hours, when calculated for 23 operating tubewells.

B3 - 24 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B3.3.3 Monthly Total Working Hours of the Respective Tubewells from August 2015 to July 2016 in the JBC Well Field Monthly Working Hours of Inline Tubewells Wellfield Along JBC during One Year 2015/2016 TW No. Aug-15 Sep-15 Oct-15 Nov-15 Dec-15 Jan-16 Feb-16 Mar-16 Apr-16 May-16 Jun-16 Jul-16 TW 01 96:45 185:26 543:37 TW 02 322:11 510:13 508:35 473:25 395:33 386:13 16:50 22:12 296:08 494:16 367:05 577:55 TW 03 529:29 497:13 515:36 481:43 424:36 388:51 399:14 497:17 519:05 566:33 568:44 206:53 TW 04 489:52 437:56 427:37 257:07 254:57 200:56 321:54 509:13 447:07 498:52 522:02 554:23 TW 05 548:15 472:25 414:37 216:14 439:01 355:34 396:22 416:12 298:52 448:34 230:39 510:59 TW 06 548:15 483:14 507:25 484:29 441:12 385:34 430:53 466:05 511:35 538:50 536:48 547:16 TW 07 97:42 116:25 403:36 239:21 389:30 436:03 271:03 180:26 569:44 TW 08 255:43 280:58 495:23 456:25 434:03 327:44 428:27 478:10 514:20 525:28 566:20 578:08 TW 09 491:34 447:54 509:19 490:23 423:51 168:35 415:07 465:11 481:20 569:09 497:45 594:59 TW 10 468:07 446:45 496:00 489:45 431:10 361:25 403:19 278:35 371:42 462:21 455:43 540:19 TW 11 504:07 436:15 455:50 477:50 411:47 364:50 357:06 376:32 427:17 422:03 556:53 344:41 TW 12 316:25 466:02 485:40 498:12 437:18 386:59 420:41 474:13 524:33 394:17 482:58 533:21 TW 13 520:00 471:19 518:46 438:46 397:28 386:30 426:42 442:08 519:39 530:31 487:46 317:57 TW 14 484:03 176:29 361:13 447:21 374:12 397:20 404:11 488:02 483:12 540:49 542:39 506:06 TW 15 552:31 495:42 527:27 506:05 456:33 389:10 458:49 484:00 469:24 451:01 467:26 468:44 TW 16 448:44 501:37 898:10 483:33 457:50 246:05 432:05 481:27 523:49 531:59 488:56 536:10 TW 17 524:27 496:12 503:19 504:51 425:10 231:22 16:00 238:30 504:45 559:56 336:27 373:19 TW 18 466:45 448:48 466:40 475:27 429:08 387:05 438:35 478:07 501:50 466:44 487:43 500:05 TW 19 504:45 467:10 531:38 483:27 453:35 364:24 392:55 433:28 422:20 387:35 470:05 574:40 TW 20 546:00 492:50 532:10 421:13 382:50 336:00 430:28 478:10 518:30 545:45 541:55 492:55 TW 21 439:43 350:45 390:20 111:14 409:22 377:25 362:20 458:35 473:05 464:15 428:30 583:30 TW 22 505:40 477:10 399:10 332:50 255:45 367:33 425:35 456:20 463:10 493:04 485:45 441:40 TW 23 395:00 386:45 462:55 426:15 399:55 375:20 414:30 453:05 338:55 369:55 444:30 398:45 TW 24 462:25 435:50 440:18 453:19 349:55 372:55 408:35 456:10 507:20 493:00 463:56 504:26 TW 25 506:54 471:25 338:55 443:25 421:44 396:50 401:49 486:55 436:00 85:08 102:05 415:09 TOTAL 10928:37 10150:57 11303:28 10256:55 9643:01 8344:10 9038:30 10089:40 10553:58 10840:05 10898:32 12215:41 124263:34 Av./day 15:50 14:42 16:22 14:51 13:58 12:05 13:05 14:37 15:17 15:42 15:47 17:42 15:00 Source: JICA Mission Team (compiled from WASA-F data) Table B3.3.4 shows the operating hours of the tubewells along the RBC up to August 2016. A total of 28 tubewells operated as WASA-F water supply along the RBC as of August 2016. These included the tubewells summarized in 2001 plus another 12 constructed in 2008. The tubewells constructed under AFD support in 2016 are not yet represented in the table.

B3 - 25 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B3.3.4 Motor Pump Specifications and Respective Working Hours of the Tubewells along the RBC Sr. Motor Design Actual Working Tube Well Location Remaks no Reading Capcity Capcity Hours 1 T/W No. 1 Madina Town 40.H.P 1. cfs 0.80 Cfs 6. Hrs 2190 hour 2 T/W No. 2 Madina Town 25.H.P 1. cfs 0.61 Cfs 6. Hrs 2190 hour 3 T/W No. 3 Madina Town 40.H.P 1. cfs 0.58 Cfs 6. Hrs 2190 hour 4 T/W No. 1 Mansoor Abad 25.H.P 1. cfs 0.60 Cfs 6. Hrs 2190 hour 5 T/W No. 2 Mansoor Abad ______Abundant last 3 years 6 T/W No. 3 Mansoor Abad 25.H.P 1. cfs 0.65 Cfs 6. Hrs 2190 hour 7 T/W No. 4 Mansoor Abad 25.H.P 1. cfs 0.7 Cfs Closed temporery fault during rain. This is ok 8 T/W No. 5 Mansoor Abad 25.H.P 1. cfs 0.61 Cfs 6. Hrs 2190 hour 9 T/W No. 6 Mansoor Abad 30.H.P 1. cfs 0.71 Cfs 6. Hrs 2190 hour 10 T/W No. 7 Mansoor Abad 25.H.P 1. cfs 0.75 % 6. Hrs 2190 hour 11 T/W No. 8 Mansoor Abad 30.H.P 1. cfs 0.70% 6. Hrs 2190 hour 12 T/W No. 9 Mansoor Abad 25.H.P 1. cfs 0.71% 6. Hrs 2190 hour 13 T/W No. 1 Gatt Wala 40.H.P 1. cfs 0.61% 2. Hrs 730 hour 14 T/W No. 2 Gatt Wala 40.H.P 1. cfs 0.75% 2. Hrs 730 hour 15 T/W No. 3 Gatt Wala No Machinary at Site 16 T/W No. 4 Gatt Wala 40.H.P 1. cfs 0.75% 4. Hrs 1460 hour 17 T/W No. 5 Gatt Wala 40.H.P 1. cfs 0.75% 4. Hrs 1460 hour 18 T/W No. 6 Gatt Wala 40.H.P 1. cfs 0.75% 4. Hrs 1460 hour 19 T/W No. 7 Gatt Wala 40.H.P 1. cfs 0.75% 1460 hour 20 T/W No. 8 Gatt Wala 40.H.P 1. cfs 0.75% 4. Hrs 1460 hour 21 T/W No. 9 Gatt Wala 40.H.P 1. cfs 0.75% 1460 hour 22 T/W No. 1 Bhai Wala 25.H.P 1. cfs New not working 23 T/W No. 2 Bhai Wala 25.H.P 1. cfs New not working 24 T/W No. 10 Mana Wala 25.H.P 1. cfs 0.68% 6. Hrs 2190 hr 25 T/W No. 11 Mana Wala 30.H.P 1. cfs 0.60 Cfs 6. Hrs 2190 hr 26 T/W No. 12 Malik Pur 25.H.P ___ Closed 6. Hrs 2190 hr 27 T/W No. 16 Malik Pur 30.H.P 1. cfs 0.76% 6. Hrs 2190 hr 28 T/W No. 2 Malik Pur 25.H.P No Electric Connection New not working Source: Compiled data of WASA-F Among these, seven were in a non-operational state as of August 2016. Therefore, only 21 were in operation. The tubewells along the RBC are designed to discharge 1 Cusec (about 100 m3/hour) per tubewell supplying water directly to the target site without setting a regulating reservoir. The operation hours are set to match the operation hours of the TR, that is, 6 hours a day. As a result, the total design discharge when operating 28 tubewells is 16,800 m3/day. Two of the 28 tubewells are not in a fully usable condition and cannot be used at all times. Hence, the design discharge drops to 15,600 m3/day after eliminating these two. WASA-F, however, also considers 24-hour water supply. The target water supply in that case is 59,100 m3/day. As shown in Table B3.3.4, the actual discharge of each tubewell per hour is 60 to 80% of the design discharge, and the working time per day is only 2 to 6 hours. When calculated from the table, therefore, the water supply per day totals only 7,368 m3/day. At this level, only 47% of the design is in operation. In the case of the ten tubewells constructed in 2016 under the French-Funded Project, the discharged groundwater is to be sent to the New Jhal Khanuana (JK) Water Treatment Plant as a regulating reservoir. The operation time is set to 8 hours divided into two 4-hour periods (7:30 - 11:30 AM and 1:30 - 5:30 PM). The design discharge per tubewell is 100 m3/hour, which makes the daily discharge 8,000 m3/day in total. WASA-F, however, is also targeting 24-hour water supply even here, as well. In that case, the target discharge comes to 23,000 m3/day. Following are details on the O&M of the tubewells: Operation and maintenance of the Chenab (Chiniot) Well Field, JBC Well Field, and TR are carried out by the Water Resource Directorate of WASA-F (WR). Following is an organigram of the Water Resource Directorate.

B3 - 26 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

D of (WR)

DD DD (Hydrogeology) (O&M)

AD AD

SE SE (JBC TW) SE (Chenab TW & TR) JBC Booster & Pump Station

3 number 2 number Supervisor Supervisor

TW operator TW operator Source: JICA Mission Team Figure B3.3.1 Organigram of the WR (Water Resource Directorate) of WASA-F

O&M for the tubewells along the RBC is handled by Water Distribution & Maintenance Directorate of WASA-F (Water D&M, or WDM). Following is an organigram of the Water D&M.

D : Director DD: Deputy Director AD: Assistant Director SE: Sub Engineer TW: Tube-Well

Source: JICA Mission Team Figure B3.3.2 Organogram of the Water D&M (Water Distribution and Management) of WASA-F

A TW operator resides in each tubewell in shifts under a three-shift system. In the case of the Chenab (Chiniot) and JBC Well Fields, pumping operation is to be carried out once notification is received from the TR. The operators only handle basic operation of the tubewells and generally do not inspect and do maintenance work on the machines by themselves. No maintenance manuals, etc. for those tubewells and machinery exist. In the case of the tubewells along the RBC, TW Operators operate at the same time and duration as the TR, confirming with the TR office. The daily operating hours are divided into three 2-hours periods, for a total of 6 hours. As above, the operators generally do not check or maintain the machines by themselves.

B3 - 27 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Nobody inside the WASA-F organization has been appointed to take responsibility for maintenance. If some problem impairs the systems of the tubewells, it will not be repaired in-house. In such a case, the repair and maintenance works are all outsourced. Following are details on the contract procedures when outsourcing for repair and maintenance of the tubewells. 1) Report from tubewell operator. If something is wrong in the system (tubewell, pumping machinery), first contact the Field- Supervisor/Wireless-Operator from the Tubewell/Pump Operator at the site and then contact the Sub- Engineer/Overseer. 2) Purchase application from Electrician/Mechanic Based on the report from the Field-Supervisor/Wireless-Operator, the Electrician/Mechanic confirms the location and status of the system malfunction and reports the defect in writing to the Assistant -Director/Sub-Engineer. The Sub-Engineer checks the nature of the fault in the system based on the written defect report. 3) Estimate The Sub-Engineer writes out the technical specifications in a spare part purchase application form, makes an estimate, and submits the estimate to the (P&D) Directorate through the relevant responsible organization. 4) Repair contract with contractor The (P&D) Directorate checks the estimate. If the price is less than PKR 500,000, the Technical Sanction (T.S.) will be approved by the Controlling-officer/Director according to the financial criteria.

Figure B3.3.3 Flow of the WASA-F Maintenance Procedure

After approval, the Deputy Director issues a Notice Inviting Quotations (NIQ) stipulating a TS price of PKR 100,000 or less within 7 days from the contractor. Next, the Deputy Director signs a contract with the presenter of the lowest price and has the same perform the restoration work according to the malfunction over a period of between 3 and 30 days.

B3 - 28 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The result of the actual repair work is inspected/checked by the Sub-Engineer, Assistant Director, and Deputy Director. Next, the Finance Directorate is sent a request for payment as a payment document to be circulated to the relevant department. If the price of T.S. is PKR 100,000 - PKR 500,000, an advertisement for bid opening will be published for 15 days on the PPRA (Public Procurement Regulatory Authority) Website and the contract will be concluded with the lowest-price bidder through competitive bidding. Once the work is finished, the relevant departments and Quality Control Division inspect it. If there are no defects, the payment procedure will commence. If the price of the T.S. exceeds PKR 500,000, a tender notice will be posted on the PPRA website and in the newspaper. After evaluating the technical proposal, WASA-F will award the contract to the lowest-price presenter who satisfies the required condition. The subsequent process is the same as above.

3.3.2 O&M of Pumping Stations

(1) Pumping Station for the Chenab line

1) Inline BPS i) Operation method Since tubewells and booster pumps employ an inline pipe configuration, the pipeline flow rate and pressure balances can be maintained by selecting the appropriate number of pumps to operate at the inline BPS according to the operation condition of the tubewells, as shown in Table B3.3.5. Table B3.3.5 Operation pattern (Inline BPS) Tubewell Inline BPS 32 Cusec x 2 sets 21~ 24sets 16 Cusec x 1 set 20 sets 32 Cusec x 2 sets 21 Cusec x 1 set 17 ~ 18sets 16 Cusec x 1 set Source: JICA Mission Team The daily operation time is basically fixed at 20 hours a day, from 12 PM to 7 PM. ii) Flow rate Table B3.3.6 shows the flow rate of the Inline BPS recorded by the SCADA. The yearly average and maximum flow rates are 137,442 m3/day and 161,856 m3/day, respectively. These are about 54% and 63% of the design water supply amount. Table B3.3.6 Operation Scheme of the Inline BPS Period Average Maximum m3/h m3/day Hour m3/h m3/day Hour 2015- 8 7,607 141,770 18.6 8,094 151,244 18.7 2015- 9 7,648 137,915 18.0 8,047 145,956 18.1 2015-10 7,339 136,708 18.6 7,548 142,696 18.9 2015-11 7,464 137,650 18.4 8,077 144,436 17.9 2015-12 8,136 135,830 16.7 8,819 152,980 17.3 2016- 1 8,331 139,869 16.8 8,922 161,856 18.1 2016- 2 8,074 128,846 16.0 8,838 154,584 17.5 2016- 3 8,039 125,974 15.7 8,518 147,360 17.3 2016- 4 8,170 145,258 17.8 8,693 152,064 17.5 2016- 5 7,857 135,233 17.2 8,489 149,048 17.6 2016- 6 7,801 139,702 17.9 8,624 154,872 18.0 2016- 7 8,129 144,550 17.8 8,982 156,304 17.4 Average 7,883 137,442 17.5 8,471 151,117 17.9 Source: SCADA data, rearranged by the JICA Mission Team

B3 - 29 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

iii) Pump operation record Table B3.3.7 shows the operation record of each pump over the period from August 2015 to July 2016. The average and maximum pump operation time vary a great deal from pump to pump. Generally they range from 0 to 17.7 hours and from 0 to 19.3 hours per day, respectively. Table B3.3.7 Average Operation Time of Each Pump (Inline BPS) Pump No. 1 Pump No. 2 Pump No. 3 Pump No. 4 Pump No. 5 Pump No. 6 Pump No. 7 Period 32 Cusec 32 Cusec 32 Cusec 32 Cusec 16 Cusec 16 Cusec 16 Cusec Day Hours Day Hours Day Hours Day Hours Day Hours Day Hours Day Hours 2015- 8 31 18.8 0 0.0 31 18.7 0 0.0 10 5.9 0 0.0 0 0.0 2015- 9 30 18.4 0 0.0 30 18.7 0 0.0 13 4.8 0 0.0 0 0.0 2015-10 31 19.0 0 0.0 31 18.5 1 3.2 1 3.0 0 0.0 0 0.0 2015-11 30 17.7 28 17.6 6 13.2 2 3.1 6 6.7 0 0.0 0 0.0 2015-12 31 17.1 31 16.9 0 0.0 7 3.1 25 4.7 0 0.0 0 0.0 2016- 1 30 17.5 31 17.0 0 0.0 18 4.6 21 5.9 0 0.0 0 0.0 2016- 2 25 18.7 29 17.8 0 0.0 26 5.1 24 6.0 0 0.0 0 0.0 2016- 3 18 13.6 3 19.3 17 16.2 28 17.4 18 10.4 0 0.0 0 0.0 2016- 4 30 19.0 0 0.0 0 0.0 30 18.8 13 4.6 0 0.0 0 0.0 2016- 5 31 16.8 0 0.0 0 0.0 31 16.6 12 5.4 0 0.0 0 0.0 2016- 6 30 16.9 0 0.0 0 0.0 30 16.5 12 3.6 0 0.0 0 0.0 2016- 7 30 18.7 0 0.0 7 8.5 31 17.4 16 5.4 0 0.0 0 0.0 Total days 347 122 122 204 171 0 0 Operation rate (%) 95 33 33 56 47 0 0 Ave. time (hr) 17.7 17.7 15.6 10.6 5.5 0.0 0.0 Max. time (hr) 19.0 19.3 18.7 18.8 10.4 0.0 0.0 Source: Operation record by WASA-F, rearranged by the JICA Mission Team

Figure 3.3.4 Operation Rate and Time (Inline BPS)

Figure B3.3.4 shows the operation rate (= operation days per year) and time for each pump in the table. Pumps No. 6 and No. 7 were out of order for years due to control panel trouble. The number of operable pumps is 5 sets, and no stand-by pumps are available. The operation rates are low in total, except No. 1. Three 32 Cusec pumps (No. 2, No. 3, and No. 4) were idle for a few months due to periodic damages to the pump shaft couplings requiring workshop repairs. The operation time for 1 set of 16 Cusec pumps (No. 5) was low because it was used for adjusting the flow and pressure balance with the tubewells.

B3 - 30 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

iv) Maintenance Most troubles come from the gear type shaft coupling. When the shaft coupling is damaged, abnormal noise and vibration occur. The repairs for the damaged coupling require tools and high skill that require outsourcing. The shaft couplings are often damaged, presumably due to the low quality of the repair or installation work. A maintenance-free disc type coupling has been commonly used in place of the gear type over the last few years. These troubles could have been settled if WASA-F had consulted with the pump manufacturer. The control panels of Pumps No. 6 and No. 7 have been out of order due to breakdowns of the old key component. The component is obsolete, so no supplier can provide a replacement or even a substitute. WASA-F has not been moved to renew the control panels, mainly due to lack of budget and urgency. 2) Old TRPS i) Operation method For saving power cost, the operation time for the distribution pumps is limited and adjusted seasonably from 6 to 7 hours a day. And the number of pumps to be operated is decided according to the operation time, as shown in Table B3.3.8. Table B3.3.8 Operation Scheme (Old TRPS) Period Time21 Duration Number of pumps Morning 04:30 to 07:00 2.5 hours 2 - 22 Cusec , 1 - 16 Cusec Noon 11:00 to 13:00 2.0 hours 3 - 22 Cusec , 1 - 16 Cusec Evening 16:30 to 19:00 2.5 hours 3 - 22 Cusec Source: JICA Mission Team Outside of the designated pump operation hours, treated water is supplied by gravity from the reservoir to the distribution pipe. The chief purpose of this approach is not to supply the water, but to prevent negative pressure in the pipe. The gravity flow rate and water level in the reservoir are both managed by throttling the angle of the butterfly valve installed at the outlet pipe. The valve control time is complicated and is chiefly determined based on the operator’s experience. Figure B3.3.522 shows an example of flow rate fluctuations due to pump operation of both the Old and JICA TRPSs, including the gravity flow.

21 The above schedule and duration are for high demand season. Six-hour daily operation time in total: Morning 4:00 ~ 6:00, Mid-day10:00 ~ 12:00, Evening 16:00 ~ 18:00. 22 The data was recorded on 14 August ~ 16 August, 2016.

B3 - 31 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

) /h 3 m (

JICA TRPS Pump operation Flow rateFlow

Old TRPS Pump operation

Old TRPS Gravity flow

Morning Noon Evening

24 hours (15 Aug 2016)

Source: WASA-F, SCADA screenshot, Annotated by JICA Mission Team Time Figure B3.3.5 Flow Rate from TRPSs

The flow rate increases during operation times, as shown in Table B3.3.9. The flow rate of the Old TRPS (blue line) sharply drops when the pumps stop operating but rises again thereafter. This fluctuation is caused by the ongoing supply of water by both of the booster pumping stations via the terminal reservoirs. Figure B3.3.6 shows the water level fluctuations in both terminal reservoirs23. The water levels drop when the pumps operate but are raised in preparation for the next operation.

23 The water levels in the Old TR and JICA TR are basically the same, as the two TRs are connected and the valve is normally open. According to WASA-F, this difference is caused by calibration of the water level.

B3 - 32 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

JICA TR water level ▽HWL + 188.20

Water level (m) level Water

Old TR water level

Morning Noon Evening Water level signal 24 hours (15 Aug 2016) (Not in use) ▽LWL + 182.20

Source: WASA-F, SCADA screenshot, Annotated by JICA Mission Team Time Figure B3.3.6 Fluctuation of Water Level in TRs ii) Flow rate Table B3.3.9 shows the hourly and daily flow rates from the Old TRPS recorded by SCADA. The yearly average and maximum flow rates are 144,554 m3/day and 174,840 m3/day, or about 57% and 69% of the design rates (254,600 m3/day), respectively. Both amounts exceed those from the Inline BPS because the Old TR and JICA TR are connected and the water from the JBC is also supplied by the Old TRPS. The operation time in the table is calculated from the recorded data (m3/day and m3/h). The water, however, is supplied for 24 hours, inclusive of supply both via pumps and gravity. Table B3.3.9 Flow Rate Record of the Old TRPS Average Maximum Period m3/h m3/day Hour m3/h m3/day Hour 2015- 8 8,110 156,095 19.2 17,052 167,448 9.8 2015- 9 7,322 145,206 19.8 16,872 158,264 9.4 2015-10 7,514 149,458 19.9 15,708 159,872 10.2 2015-11 7,146 140,481 19.7 16,992 154,204 9.1 2015-12 7,365 144,439 19.6 12,900 150,492 11.7 2016- 1 7,186 140,485 19.5 13,488 163,464 12.1 2016- 2 7,234 137,161 19.0 18,672 163,340 8.7 2016- 3 7,814 151,096 19.3 13,320 166,336 12.5 2016- 4 7,911 148,742 18.8 16,716 159,592 9.5 2016- 5 7,275 145,601 20.0 17,592 162,576 9.2 2016- 6 6,128 115,843 18.9 13,032 156,312 12.0 2016- 7 7,372 160,036 21.7 13,356 174,840 13.1 Average 7,365 144,554 19.6 15,475 161,395 10.6 Source: SCADA data, rearranged by the JICA Mission Team

B3 - 33 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

iii) Pump operation pattern Table B3.3.10 shows the operation records of the respective pumps over the period from August 2015 to July 2016. All of the pumps except Nos. 2, 4, and 7 are forced to remain idle for long periods of 1 to 5 months due to deterioration by aging and damage by harmful cavitation phenomena. The pump equipment is very unreliable overall. Table B3.3.10 Average Pump Operation Time (Old TRPS)

Pump No.1 Pump No.2 Pump No.3 Pump No.4 Pump No.5 Pump No.6 Pump No.7 Pump No.8 Pump No.9 Pump No.10 Period 22 Cusec 22 Cusec 22 Cusec 22 Cusec 22 Cusec 22 Cusec 22 Cusec 16 Cusec 16 Cusec 16 Cusec Day Hours Day Hours Day Hours Day Hours Day Hours Day Hours Day Hours Day Hours Day Hours Day Hours 2015- 8 0 0.0 20 2.3 31 4.6 26 4.1 0 0.0 0 0.0 30 3.1 0 0.0 29 3.4 27 5.2 2015- 9 0 0.0 24 2.1 30 5.4 30 4.0 0 0.0 0 0.0 30 4.4 8 2.1 30 5.1 0 0.0 2015-10 0 0.0 23 2.8 31 5.9 31 4.5 2 2.0 0 0.0 20 4.1 0 0.0 31 5.3 0 0.0 2015-11 0 0.0 25 2.2 29 4.8 30 4.6 23 2.7 0 0.0 2 3.0 13 2.0 14 3.3 22 3.9 2015-12 0 0.0 15 2.3 22 3.1 30 4.4 23 2.7 0 0.0 28 4.5 28 2.6 0 0.0 30 3.3 2016- 1 12 3.0 12 2.7 16 2.6 23 3.2 16 2.6 24 2.6 30 3.9 23 3.4 3 1.9 21 3.0 2016- 2 29 4.3 3 2.0 0 0.0 27 4.4 8 2.0 20 2.2 29 3.4 28 2.9 2 2.0 23 3.6 2016- 3 31 4.3 4 2.0 0 0.0 29 2.9 1 4.0 23 2.3 31 5.2 30 2.0 0 0.0 31 3.9 2016- 4 29 3.9 4 2.0 0 0.0 27 3.4 8 2.0 25 2.0 27 4.6 7 2.3 1 2.0 29 4.9 2016- 5 28 3.5 5 2.6 3 2.0 27 3.4 3 2.4 22 2.3 28 4.8 24 2.0 0 0.0 29 4.0 2016- 6 28 4.9 1 2.0 0 0.0 29 5.3 8 2.1 26 2.6 4 2.4 28 2.6 0 0.0 30 4.2 2016- 7 31 6.1 1 2.0 1 4.0 30 5.5 6 2.0 21 2.9 26 4.2 28 2.7 0 0.0 30 2.8 Total days 188 137 163 339 98 161 285 217 110 272 Operation rate (%) 52 38 45 93 27 44 78 59 30 75 Ave. time (hr) 4.3 2.2 4.1 4.1 2.5 2.4 4.0 2.5 3.3 3.9 Max. time (hr) 6.1 2.8 5.9 5.5 4.0 2.9 5.2 3.4 5.3 5.2 Source: SCADA data, rearranged by the JICA Mission Team

Source: JICA Mission Team Figure B3.3.7 Operation Rate and Time (Old TRPS)

Figure B3.3.7 shows the operation rate (operation days per year) and operation time for each pump in the table.

B3 - 34 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The average and maximum operation times of the respective pumps range from 2.2 to 4.3 hours and 2.8 to 6.1 hours, durations mostly shorter than the planned operation times. The operation rate fails to reach a high level, since the maximum number of operating pumps is a total of 4 out of 10 sets. iv) Maintenance Similar to the pumps in the Inline BPS, the pump shaft couplings are often damaged and sent to outsourcers for repair. The most common trouble is severe damage of the pump casings and impellers due to cavitation. Water leaks from the pump casings during operation. The leakage problem stems from the original design of the pump system, so operators at the site are only able to perform tentative repairs, mainly closing up the leakage holes by welding. Even these repairs require high technical skill and experience, so the quality of the repairs is open to question. For severe trouble, repair and maintenance support from a capable pump maker will be required. Such support can incur large expenses, as the pump warranty periods have expired. (2) Pumping Station for the JBC line

1) BPS i) Operation method The booster pumps of the JBC BPS and the JBC tubewells are to be operated on a fixed schedule from 12 pm to 7 pm. The operators of both the BPS and JBC tubewells receive information from the operators of the TR on the water level at the TR during operation, allowing them to adjust the number of pumps. The flow rate unbalance between the BPS and JBC tubewells is absorbed by the volume of the suction tank. ii) Flow rate No flowmeter at the JBC BPS is connected with the SCADA, so the actual flow rate shown in Table B3.3.11 was recorded by the operators. The yearly average and maximum flow rates are 66,746 m3/day and 94,626 m3/day, or about 73% and 104% of the design flow rate (90,900 m3/day), respectively.

Table B3.3.11 Flow Rate Record (JBC BPS) Unit: m3/day Period Average Maximum 2015-11 66,840 77,650 2015-12 59,765 69,995 2016- 1 52,090 63,230 2016- 2 59,996 72,040 2016- 3 64,115 89,542 2016- 4 68,867 74,385 2016- 5 75,050 93,988 2016- 6 74,966 94,626 2016- 7 79,028 177,19524 Average 66,746 90,295 Source: WASA-F, rearranged by the JICA Mission Team iii) Pump operation pattern Table B3.3.12 shows the operation record of each pump over the period from August 2015 to July 2016. Two 37-cusec pumps (No. 3 and No. 4) were operated for the whole year and one 19-cusec pump (No. 2) was operated additionally.

24 This value is nearly double the design water supply capacity. A recording mistake is strongly suspected.

B3 - 35 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B3.3.12 Pump Operation Record (JBC BPS) Pump No. 1 Pump No. 2 Pump No. 3 Pump No. 4 Period 15 Cusec 19 Cusec 37 Cusec 37 Cusec Day Hours Day Hours Day Hours Day Hours 2015- 8 0 0.0 0 0.0 30 18.4 30 18.3 2015- 9 0 0.0 1 0.3 29 17.4 29 17.3 2015-10 0 0.0 2 0.7 30 16.9 31 16.8 2015-11 0 0.0 1 0.8 30 16.6 30 16.8 2015-12 0 0.0 9 2.5 31 14.7 31 15.0 2016- 1 0 0.0 12 1.4 30 13.3 30 13.9 2016- 2 0 0.0 9 2.5 29 15.2 29 15.1 2016- 3 0 0.0 14 4.3 31 16.0 30 16.5 2016- 4 0 0.0 0 0.0 30 17.6 30 17.6 2016- 5 0 0.0 4 4.8 31 19.1 31 17.7 2016- 6 0 0.0 3 11.1 29 18.9 30 17.4 2016- 7 0 0.0 21 4.7 31 19.4 31 18.5 Total days 0 76 361 362 Operation rate (%) 0 21 99 99 Ave. time (hr) 0.0 3.3 17.0 16.7 Max. time (hr) 0.0 11.1 19.4 18.5 Source: JICA Mission Team

Source: JICA Mission Team Figure B3.3.8 Operation Rate and Time (JBC BPS)

Figure B3.3.8 shows the operation rate and average operation time for each pump. Contrary to Pump No. 3 and No. 4, which were operated almost every day, Pump No. 1 was never operated. The problem responsible, a minor flaw with the control panel, was soon fixed by the replacement of broken electric parts, but the operators were hesitant to use Pump No. 1 for fear that the trouble would return. Three number of duty pumps are operated at the JBC BPS. Increases in the operation rate and time of Pump No. 2 would therefore enable an increase of the average flow rate. iv) Maintenance Minor troubles can be readily settled by the operators. There are cases, however, when the cause of a trouble cannot be found and the operators lack the confidence to restart operation.

B3 - 36 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

2) JICA TRPS i) Operation pattern

The pumps for the JICA TRPS are to be operated three times a day according to the same schedule set for the TRPS, as shown in the Table B3.3.13. To balance the pressure with that of the Old TRPS, the discharge cone valve is adjusted to a 50%-open condition on the control panel. All pumps are to be operated by either remote control panels on the ground floor or local control panels besides the pumps. Table B3.3.13 Operation Scheme (JICA TRPS) Time Duration Number of pumps Morning 04:30 to 07:00 2.5 hours 3 - 37 Cusec Noon 11:00 to 13:00 2 hours 2 - 37 Cusec , 1- 19 Cusec Evening 16:30 to 19:00 2.5 hours 3 - 37 Cusec Source: JICA Mission Team The operation record almost reflects the operation pattern. Two 37-cusec pumps (No. 3 and No. 4) are operated for around 6 hours and one 19-cusec pump is operated for around 2 hours per day. ii) Flow rate Table B3.3.14 shows the hourly and daily flow rates from the JICA TRPS recorded by SCADA. The yearly average and maximum flow rates are 58,784 m3/day and 91,190 m3/day, or about 65% and 100% of the design rates (90,900 m3/day), respectively. These rates are smaller than those from the JBC BPS because the Old and JICA TRs are connected and the water from the JBC is also supplied by the Old TRPS. The operation time in the table is calculated from the recorded data (m3/day and m3/h). The actual average operation time was smaller than the total duration in Table B3.3.14 because all of the TRPS pumps were started and stopped manually and the JICA TRPS was operated after confirmation of the stable pump operation of the Old TRPS. Table B3.3.14 Flow Rate Record (JICA TRPS) Average Maximum Period m3/h m3/day Hour m3/h m3/day Hour 2015- 8 11,794 53,969 4.6 13,328 57,157 4.3 2015- 9 11,123 52,388 4.7 11,610 65,221 5.6 2015-10 11,633 55,723 4.8 11,885 62,132 5.2 2015-11 11,081 58,020 5.2 11,713 91,190 7.8 2015-12 12,160 59,533 4.9 14,255 67,119 4.7 2016- 1 12,072 52,500 4.3 12,950 73,015 5.6 2016- 2 11,186 56,580 5.1 12,813 75,495 5.9 2016- 3 11,999 61,004 5.1 15,767 69,688 4.4 2016- 4 12,152 58,647 4.8 14,496 68,653 4.7 2016- 5 12,336 64,952 5.3 15,733 78,328 5.0 2016- 6 12,875 65,352 5.1 15,595 76,493 4.9 2016- 7 11,691 66,735 5.7 13,912 76,473 5.5 Average 11,842 58,784 5.0 13,672 71,747 5.3 Source: SCADA data, rearranged by the JICA Mission Team iii) Pump operation pattern Table B3.3.15 shows operation record of each pump over the period from August 2015 to July 2016. The operation record almost reflects the operation scheme. Two of the 37-cusec pumps (No. 3 and No. 4) were operated for around 6 hours and the two 19-cusec pumps were operated for around 2 hours per day.

B3 - 37 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B3.3.15 Pump Operation Record (JICA TRPS) Pump No. 1 Pump No. 2 Pump No. 3 Pump No. 4 Pump No. 5 Period 19 Cusec 19 Cusec 37 Cusec 37 Cusec 37 Cusec Day Hours Day Hours Day Hours Day Hours Day Hours 2015- 8 16 2.0 16 2.0 31 5.9 31 4.1 31 4.1 2015- 9 19 2.0 17 2.0 31 5.8 30 4.1 30 4.1 2015-10 13 2.0 18 2.7 31 5.5 31 5.8 30 4.1 2015-11 9 2.4 25 2.1 30 5.6 30 5.6 30 3.9 2015-12 29 2.0 0 0.0 31 5.9 31 5.9 31 4.0 2016- 1 30 3.1 3 3.3 31 5.8 31 5.8 22 4.1 2016- 2 28 2.3 5 6.8 28 5.9 28 5.9 28 3.9 2016- 3 30 2.0 1 2.0 31 6.0 31 6.0 31 4.3 2016- 4 30 2.1 1 2.0 30 6.0 30 6.0 30 4.0 2016- 5 30 2.4 4 2.6 31 6.3 31 6.3 30 4.3 2016- 6 29 2.2 3 2.2 30 6.6 30 6.6 30 4.6 2016- 7 30 3.2 5 2.5 23 6.2 31 6.7 31 5.8 Total days 293 98 358 365 354 Operation rate (%) 80 27 98 100 97 Ave. time (hr) 2.3 2.7 6.0 5.7 4.3 Max. time (hr) 3.2 6.8 6.6 6.7 5.8 Source: WASA-F, rearranged by the JICA Mission Team

Source: JICA Mission Team Figure B3.3.9 Operation Rate and Time (JICA TRPS)

Figure B3.3.9 shows operation rate (= operation days per year) and time for each pump in the table. The operation rates of one of the 19-cusec pumps (No. 1) and all of the 37-cusec pumps were high. One of the 37-cusec pumps was originally allotted for standby but later switched to duty operation to increase the flow rate. The average operation times of Pumps No. 1 and 2 are smaller than the others averages because these pumps are used only in the mid-day period. iv) Maintenance No specific trouble has been reported so far and ordinal maintenance work has been carried out. (3) Summary of flow rates from the pumping stations Table B3.3.16 below summarizes the flow rates from the pumping stations for the Chenab and JBC lines described above25. The flow rate from the booster pumping station (BPS) represents the water intake amount. For the distribution flow rates of the Chenab line, the table lists the pump and gravity flow rates

25 Table 3.5.5, Table 3.5.8, Table 3.5.10, Table 3.5.13

B3 - 38 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

calculated from the SCADA data. While the total intake flow rate is nearly equal to the total distribution flow rate (pump + gravity), the actual average and maximum pumped flow rates are only 34% and 47%, respectively, due to the limited pump operation time. Table B3.3.16 Summary of Intake and Distribution Flow Rates Design Average Maximum Flow Operation Operation Operation Flow rate Flow rate rate Time Time Time (m3/day) (hr) (m3/day) % (hr) (m3/day) % (hr) Intake (BPS) 20 137,442 54 17.5 161,856 63 18.1 26 Total 255,000 Unkno 144,554 57 24 174,840 69 24 Chenab Distribution Pump wn 59,267 23 7 71,684 28 7 (TRPS) Gravity N/A N/A 85,287 33 17 103,156 40 17 Intake (BPS) 20 66,746 73 16.8 94,626 104 19 JBC 90,900 Distribution (TRPS) 12 58,784 65 5 91,190 100 7.8 Total Intake 204,188 59.0 256,482 74.1 Total distribution (pump + gravity) 345,900 203,338 58.8 266,030 76.9 Total distribution (pump only) 118,051 34.1 162,874 47.1 Source: JICA Mission Team

3.3.3 O&M of Water Treatment Plants

(1) Raw Water Source and Water Quality All of the four treatment plants take raw water from the Rakh Branch Canal either directly from the Branch Canal or from the Distribution Canals. The water quality of the Rakh Branch Canal is presented in the Supporting Report: “Raw Water and Clarified Water Quality of Rakh Branch Canal.” The data presently obtained on the raw water quality is limited in scope. The raw water turbidity fluctuates in a wide range from 10 to 800 NTU, and the pH ranges from 7.2 to 9.0. WASA has been requested to provide data on other water quality parameters. (2) Slow Sand Filtration Plant Following is a flow sheet of the general process of slow sand filtration: Raw water intake channel → Storage cum pre-settling tanks (two or three large-capacity tanks) →Raw water pumping* → Slow sand filters → Clear water reservoir(s) → dosage of bleaching powder for disinfection → treated water transmission pump station → transmission to service area (either directly or through overhead reservoir(s) (OHRs). The raw water taken is transferred by gravity into a pre-settling tank with significantly reduced turbidity. From the pre-settling tank, the water is distributed to filters either by pumping or by gravity flow. According to the information on the plant, the filter run is only one week or less even though the turbidity at the outlet of the pre-settling tank as low as 10 NTU or less in dry season. In the rainy season, the turbidity of the clarified water in the pre-settling tank rises above 10 NTU, which shortens the filter run to the degree required by the high turbidity of the raw water canal. The turbidity of the clarified water generally seems to exceed 10 NTU when the turbidity of the canal water exceeds 150 NTU. Due to the highly turbid water inflow to the filters and short filter run, the filters actually used amount to no more than about 50 ~ 60% of the total number of filters provided. Due to this operation condition, the provided treatment capacity is less than the installed capacity when heavy works for sand scraping are performed. The plant generally operates for 24 hours, while transmission to the service area is intermittent,

Note: * Raw water pumps are not provided in the JK Water Works.

B3 - 39 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

ranging from 4 to 6 hours per day, due to the intermittent supply condition. The pump capacity, therefore, is larger than the plant production capacity. According to the design criteria of Punjab Province, a filtration rate as low as 2 m/day (versus the 4 ~ 5 m/day design criteria of Japan) will not apply for the highly turbid raw water from irrigation canal sources. No flow measuring or control devices are installed in any of the plans for slow sand filtration plants. This may lead to conditions such as an imbalance between the raw water pumping flow and filter operation flow. Therefore, the production capacity of the plant is only estimated based on the rated capacity of the pumps and pumping hours. According to the information on the plant, the slow sand filter lacks any flow or filtration rate control device. That is, there is no weir at the filter outlet with a flow control device (either telescopic pipe or weir) to regulate the minimum water level above the sand layer, the flow, or the filtration rate control or equal splitting of inflow to the filters. In the absence of such a device, the inflow or filtration rate of each filter differs significantly between the filters. The Original JK WW has a rapid sand filtration plant that operates under the conditions described below. Following is a summary of the plant flow: Pre-settling tank → Raw water pumping → Alum dosage chamber → rapid mixing channels (two) → flocculation channels (two) → sedimentation tanks (two) → rapid sand gravity filters (three) → clear water reservoir → dosage of bleaching powder for disinfection → transmission pump station→ service area. Alum is fed at a dosage chamber from a mixing tank provided above the mixing chamber by gravity. The mixing of Alum and water is made according to the defined manual. The Alum-dosed water flows into two rapid mixing channels followed by two flocculation channels for floc formation. The water then flows from the flocculation channels into the sedimentation tanks where the floc settles. The thus-clarified water is then fed to the filter for filtration. Although the operation conditions of the plant could not be directly observed during the survey period, the following points were noted: Mixing is performed hydraulically for rapid mixing (zig-zag horizontal flow) and for flocculation (up-and-down vertical flow). A damaged wooden baffle plate needs to be replaced. The mixing intensity seems too low to allow enough floc to form. The sedimentation tank also seems small, with surface loading of about 1.5 m3/hr/m2, the upper flow limit for horizontal flow sedimentation and in the baffle walls provided in the tank. The flow is destabilized and the clarification efficiency is reduced as a result. The conservative filtration rate is designed at about 90 m3/day/m2 per filter. Backwashing is performed with water only, and no surface washing device is provided. The design parameters of the filter are not yet in hand, which precludes a detailed analysis at present, but they are expected to be provided soon. In any case, the omission of a surface wash will lead to insufficient washing effects for filter operation over the long term. Note that the considerable effects of the pre-settling tank are thought to reduce raw water turbidity for improvement works, which in turn can be expected to reduce the filtration load.

(3) Rapid Sand Filtration Plant In addition to the previously described Original JK WW, a new rapid gravity sand filtration plant (the New JK WTP) with a production capacity of 45,500 m3/day (10 MGD) was constructed and later expanded by 22,700 m3/day (5 MGD) with French funding. Following is a flow sheet of the plant operation: Raw water intake channel → Raw water pump station → Distribution Chamber → Flash mixing tanks (two) → Flocculation tanks (two) → Sedimentation tanks (four) → Rapid gravity sand filters (eight) →

B3 - 40 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Chorine dosage for disinfection → Clear water tank (one) → Finished water transmission pump station → Service area (inject to the arterial distribution main). The following chemicals are used in the plant: . Alum for coagulation is fed into the inlet of each flash mixing tank, . A polymer coagulation aid is fed into the inlet of each flocculation tank, . Lime is also fed into the inlet of each flocculation tank for pH adjustment, and . Liquid chlorine disinfectant is fed into the filter effluent (no pre-chlorination is provided). In the future, pre-chlorination may be required for oxidation when canal water is polluted by wastewater intrusion. Water purification operations were observed and the results were judged to be good enough. Observers at the site confirmed a reduction of raw water turbidity from 100 NTU to 4 NTU in the sedimentation tank, followed by a finished water turbidity of 0.4 NTU. Data on the other water quality parameters in each treatment process (raw water, chemical treated water, clarified water, filtered water and finished water) have been requested and are expected to be provided soon. Three raw water storage cum pre-settling tanks are now under construction. These tanks will ease plant operation once they go online, especially for high and fluctuating water turbidity during the rainy season and at other times. The wastewater treatment facilities are composed of three waste-backwash-water-holding cum sludge buffer tanks and eight sludge drying beds. Each waste-backwash-water-holding cum sludge buffer tank is configured for two-phase operations for the storage and settling of suspended solids. Supernatant water is returned to the distribution tank and settled sludge is transferred to the sludge drying beds. A disposal site for the dewatered sludge will have to be planned and established in the near future, as no such site is available at present. A SCADA system is provided for monitoring the operation status of the plant and controlling the equipment. At present the system shows the water quality at each key treatment process, the operation status of the equipment, and the flow and pressure/water levels of the treatment facilities.

3.3.4 O&M of the Transmission and Distribution Networks

(1) Pipelines The existing distribution network run by WASA-F has a number of fundamental problems. The water distribution network in Faisalabad City is quite old, consisting mostly of asbestos cement (AC) pipe and cast iron (CI) pipelines. There are also multiple/complex distribution lines in the streets, as well as connections with facilities other than the proper existing lines. WASA-F lacks information on both its pipelines customers. Thus far WASA-F has been unable to remove the old pipelines, so some customers are still connecting to them to extract water. WASA-F endeavored to replace old pipes through the Gastro II Project established under the Annual Development Program (ADP), with grant funding support from the GOPb. A lack of drawings and customer ledgers impeded the project, so many of the customers’ service pipes are still connected to the old pipeline system. Starting from 2017, WASA-F has been replacing old pipes at the request of customers through the Gastro III Project. (2) Distribution Management Most of the city areas depend on the Terminal Reservoir Pumping Stations (TRPSs) as water sources. Some areas lacking GRs or OHRs receive water distributed from the TRPSs directly through the arterial main. The pumps at the TRPSs currently operate three times a day, supplying water for a total of almost six hours. Customers have installed individual rooftop tanks to store the water as a countermeasure against intermittent water supply. Although the water from the TRPSs comes via pressure by the distribution pumps at TRPSs when they operate, the pressure is too low to send the water up to the

B3 - 41 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

rooftop tank for most of the customers. Even though water reaches the distribution pipe network, most customers are unable to use the water due to the insufficient pressure. For the water supply business, water distribution management is the set of processes used to control water volume, water pressure, and water quality. The sum result of the processes is the supply the adequately safe drinking water to customers with proper water pressure. A system therefore needs to be established to conduct water distribution management, that is, to properly manage the water volume, water pressure, and water quality. (3) Leakage Control There are consistent water leakages in the distribution pipe network. The distribution network consists of AC, PVC, HDPE and CI pipes. Staff sometime lack the materials to fix the leakages quickly. In cases of manual excavation, it usually takes a day to remove the road pavement, brick layer, and mud to reach the point of leakage. Then it takes additional time to procure the necessary sections of pipe and joints from an inventory store. Once the leakage is fixed, oftentimes no pavement is replaced over the excavation, especially if the excavation is located in a residential street rather than a more heavily trafficked road. WASA has no planned leakage investigations and no leakage repair records. There are many malfunctioning sluice valves in the distribution network, which has adverse effects whenever any site works such leakage repairs are required. Water leakages are frequent under the main roads across the city. WASA-F is required to obtain a “No Objection” certificate from District Officer (DO) Roads before it can excavate and repair a leak. The processes to rectify water leakage complaints might therefore be delayed over several months, badly affecting the consumers and damaging the roads. (4) Data Management WASA-F has established a GIS database with drawings of the existing tubewells, TRPSs, WTPs, OHRs, GRs, pipelines, etc., with support under the Punjab Cities Governance Improvement Project (PCGIP) funded by the World Bank (WB). Data for asset management has also been in preparation using this GIS. There has been a large gap, however, between the actual distribution area and existing drawings of the distribution pipes. Moreover, discrepancies from the initially assumed water distributed area have also been discovered. It will be necessary to collect accurate information and develop a data management system by creating a customer database, grasping the actual water supply situation, developing pipeline maps, etc. A Supervisory Control and Data Acquisition (SCADA) system was also developed with support from the French-Funded Project. The SCADA system enables WASA-F to accumulate data and monitor operational status at the existing Chenab and JBC tubewells, inline BPSs, TRPSs, and several of the DMAs. There is also still room for improvement in the practical use of this SCADA with regard to functions such as linkage with the Management Information System (MIS), data analysis on water distribution conditions, and remote control of the existing facilities. (5) Communications While the Water Distribution & Maintenance (WDM) Directorate, Revenue and Recovery (R&R) section, and meter installation and GIS unit, the organizations respectively responsible for identifying a water supply, grasping the customer information, and creating a pipeline map and carrying out the field survey, certainly possess the necessary data, none of the three were able or prepared to coordinate with each other. The Urban Unit, an organization established by the WB, was also already in possession of information such as Plot Nos. and GIS data, but the information it provided was inaccurate mainly due to lack of communication among the directorate within WASA-F such as the WDM, R&R and GIS unit. The resulting lack of accurate information communicated within WASA-F led to duplicate surveys, duplicate results, and various other troubles of that sort.

B3 - 42 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

3.3.5 O&M of OHRs and GRs WASA-F has constructed GRs and OHRs in various places. Nearly half of them are currently non-operational. Most of the non-operational OHRs and GRs have been left unrepaired due to budget constraints. WASA, however, plans to rehabilitate these reservoirs with funding from ADP. Water comes from a TRPS to a GR, is pumped up to an OHR with small lifting pumps, and is distributed to customers by gravity flow. The capacity of most OHRs, however, is only 230 m3 (50,000 gallons), a level insufficient to meet demand. Upon opening the valve of the outlet pipe of the Fawara Chowk OHR, for example, the OHR is fully depleted in less than 30 minutes. And even if the lifting pumps to an OHR fail, the pumps are often left unrepaired in areas where a certain water pressure is secured during the water supply time, especially on the west side of the city. Following is a summary of the operational status of the Fawara Chowk OHR. . The pump is operated by one operator in three shifts throughout the day: morning time, daytime and nighttime. . The operator operates the pump, the valve controlling the inflow to the ground reservoir, and the valve controlling the outflow from the OHR. . In principle, each pump is kept on/off at fixed times. Usually two of the three pumps are running and one is kept in standby. . A log book is kept for each pump. The start time and operation end time are recorded in a record list. . Water level gauges are installed for both the OHR and GR. The gauges continue to function, but no records are kept on the water level. Overall, therefore, the water level is not properly managed. . The inlet valve to the GR is kept open until the water level reaches 2.7 m (9 ft) and is then kept closed until the water level reaches empty. The lift pump at the GR stops when the water level of the OHR rises above 4 m (13 ft) and then resumes operation when the OHR is fully emptied. Since the opening and closing times of these valves are not recorded, the water supply time to the water distribution area cannot be accurately grasped. Based on this situation, JMT and WASA-F started training on operation management for 24/7 water supply. Training on the following was carried out to make the operator aware of the conditions required for 24/7 supply. . Logging and determining the GR and OHR water levels . Logging and determining the inflow volume to the GR . Logging and determining the pump operation time . Logging and determining the water supply time . Filling in the operation management sheet The pump operators were experiencing 24/7 water supply for the first time. As a result, water stoppages for leakage repairs or due to OHR depletion occurred from time to time in the area. The descriptions on the record list were also incomplete. JMT, however, instructed them on improved OHR operation to help them establish a system for implementing continuous water supply. Operations of the Fawara Chowk OHR are now being managed on a daily basis using this operation management sheet and the recording system adopted by the WASA-F operation staff.

3.3.6 O&M of Service Connections and Water meters

(1) Service Connections The terminal water pressure is significantly low in many areas. It was also found in Pilot activities of this Project, for example, that a water pressure of only 1.7 m was secured at the customer’s tap in Sarfraz Colony. The level of pressure fell far below the 15 m pressure secured at the outlet from the Fawara Chowk OHR and the >12 m pressure specified under the design criteria.

B3 - 43 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

To cope, many customers have connected suction pumps to the service pipes illegally to pump water directly from the distribution pipeline into their own water storage tanks installed on the roofs of their houses. The pressure of the WASA-F water distribution pipe falls to negative levels as a result, causing a high risk of contamination. The suctioning of water by pump has also contributed to further water pressure decreases of the water supply system. The attainment of proper water pressure is an urgent task. It will therefore be immediately necessary to remove the illegal pumps sequentially and improve the water pressure of the water distribution system. The staff working to disconnect the illegal connections and remove the illegal suction pumps are often subjected to political pressure. Another noteworthy condition is the large amounts of water that customers are assumed to consume because of the flat-rate billing system adopted by WASA-F. As a countermeasure, WASA-F installs ¼-inch ferrules to suppress the amounts of water customers can use. While most of the service pipelines for domestic customers have a diameter of 1/2 inches, the additional installation of ¼-inch ferrules forcibly suppresses the water usage. The ferrules also cause head loss, however, which results in low water pressure at the taps. The current water billing system adjusts the billed amount according to the size of the ferrule. If a customer’s ferrule is changed from 1/4 inches to 1/2 inches, the customer must pay the twice the current bill. This prevents WASA-F from easily changing the size of a ferrule under the current tariff system. In any case, it will be necessary to examine this problem when WASA-F shifts to the metered-rate system. (2) Water Meters A total of 20,000 meters were procured from France. Installations started from 2015 and were almost complete by the end of 2016. WASA-F has since purchased another 15,000 meters from the French, in 2017, and is proceeding with the installations in a stepwise fashion. WASA-F has therefore installed a certain amount of meters already. Most of the water meters, however, are inappropriately installed. Not installed horizontally, not guaranteed the accuracy. There are also many instances where meters are installed after the service pipes branch. The total volume of consumption is difficult to recognizes with that type of installation. Further, most of the meters are installed on private property at locations inaccessible to the meter readers. WASA-F plans to relocate all of its meters outside of private property. In the Pilot activities of this Project, JMT also prepared a new standard for meter installation (i.e., Standard Operation Procedure, SOP) and forwarded instructions on appropriate meter installation to all customers. Some meters in certain areas were already damaged by sudden rises in water pressure due illegal suction pump operation, admixture with air, or pump vibration. (3) Customer Relations Most of the incoming complaints from customers are related to contamination of the supply water. WASA-F established a Customer Relation Center (CRC) to rectify the complaints. Monitoring centers to keep track of complaints have been placed in the WASA-F head office and eight sub-division offices. WASA-F has nine complaints officers and has developed an IT-based Complaint Registration System using portable devices and PC networks. The development of a GIS-based Management System for complaint management is also underway. PCGIP supported WASA-F with the establishment of a Citizen Liaison Cell (CLC) as a full-time department to help WASA-F follow through on its important responsibility of accurately grasping the needs of citizens who are customers. The CLC serves the following purposes. . To eliminate the communication gap between WASA-F and users/communities . To expand water supply services to urban poverty groups . To make improvements in the MIS that increase the efficiency of tariff collection

B3 - 44 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

3.3.7 Organization and Staff The water works facilities are managed by the Water Resources Directorate and the Water Distribution & Maintenance (D&M) Directorate. The Water Resources Directorate is in charge of the O&M of the facilities from the intake of water resource to pumping stations. The D&M division is in charge of the O&M of water distribution facilities and water treatment plants. Adequate numbers of personnel are assigned to handle the O&M of mechanical and electronical facilities such as tube wells/pumping stations and water treatment plants. The number of O&M personnel responsible for water distribution works, on the other hand, is insufficient to handle the frequent occurrence of leaks or incoming customer complaints. (1) Water Resources The Water Resources Directorate is in charge of the O&M of the tubewells, the terminal reservoir, and the pump stations. This division has two deputy directors and 173 staff in total. Figure B3.3.10 is an organogram of this division.

Director Water Resources

Deputy Director Deputy Director Water Water Resources-I Resources-II

Assistant Assistant Director Director

Sub- Sub- Sub- Sub- Engineer Engineer Engineer Engineer

Source: WASA-F Figure B3.3.10 Organogram of the Water Resources Division

The following personnel are assigned to the O&M of the Terminal Reservoir: Deputy Director (Civil Engineer, concurrently) 1 Assistant Director (Electronic Engineer, concurrently) 1 Mechanical Engineer 1 Operators (3 shifts) 10 6 to 14 o’clock : 4 14 to 22 o’clock : 3 22 to 6 o’clock : 3

(2) Distribution and Maintenance (D&M) The Distribution and Maintenance Division is in charge of the O&M of the water distribution pipes. This division engages a total of 217 staff members working out of two offices, D&M East and D&M West, each of which is run by a Deputy Director. Figure B3.3.11 is an organogram of this division.

B3 - 45 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Director (D&M)Water

Deputy Director Deputy Director (D&M)East (D&M)West

Assistant Assistant Assistant Director Director Director

Sub- Sub- Sub- Engineer Engineer Engineer

Sub- Sub- Engineer Engineer

Sub- Sub- Engineer Engineer

Sub- Engineer

Source: WASA-F Figure B3.3.11 Organogram of the D&M Division

Following is an example of the staff appointed to the O&M of a small Water Treatment Plant:

Deputy Director (Concurrently) 1 Assistant Director (Concurrently) 1 Sub-Engineer 1 Operators (3 shifts) 6 (2 operators for 3 shifts) WASA-F is currently managing only one small water treatment plant using the slow sand filtration method. The Water Distribution & Maintenance Directorate, meanwhile, is in charge of the O&M of the water treatment plants. The establishment of a directorate in charge of the WTPs is recommended once the O&M of the New Jahl Water Treatment Plant is transferred and new plants are constructed. B3.4 Power Availability Electric power for all water supply facilities is supplied by the Faisalabad Electric Power Company (FESCO). In the course of operations, chronic power shortages force FESCO to execute a planned power outage for load shedding. The duration of this planned power outage is 8 hours for urban areas and 10 hours for rural areas. The important water supply facilities such as the Chenab Tubewells, JBC Tubewells, inline BPS, JBC BPS, TRPSs, and New JK WTP are exempted from the planned power outage and receive electricity for the whole day.

B3 - 46 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Accidental blackouts also sometimes occur due to technical problems with FESCO’s power facilities, but they tend to be brief and have no substantive effects on the current water supply. The scheduled maintenance of FESCO grids (at water sources) sometimes affects the water supply for the whole city. For other small-scale facilities such as the water supply pumps for the OHRs, a planned power outage is applied because the main power cables are shared with other electric consumers. Water supply is continued according to the remaining volume of the OHRs during this outage. Emergency generators are provided for only some facilities, as listed in Table B3.4.1. All of the generators listed supply power to lighting and utilities, except for the generators for the Chenab Tubewells and New JK WTP. Table B3.4.1 List of Emergency Generators Facility name Generator spec. Q’ty Purpose Fuel tank capacity Chenab Tubewells (29 sets) 200 kVA x 415 V 10 sets Emergency operation 380 Liter Chenab BPS 200 kVA x 415 V 1 set Lighting & Utility 120 Liter JBC Tubewells (25 sets) N/A N/A N/A N/A JBC BPS 37 kVA x 415 V 1 set Lighting & Utility 150 Liter TR (Chenab line) 65 kVA x 415 V 1 set Lighting & Utility 120 Liter TR (JBC) 50 kVA x 415 V 1 set Lighting & Utility 100 Liter Millat Town Water Works N/A N/A N/A N/A JK Water Works N/A N/A N/A N/A New JK WTP 100 0kVA x415 V 1 set Emergency operation 10,000 Liter RBC Tubewell (13 sets) N/A N/A N/A N/A New RBC Tubewell (10 sets) N/A N/A N/A N/A Source: JICA Mission Team The current power availability is not regarded as a big issue for WASA-F, given that the operation times of the water supply facilities are limited to reduce the high power costs. When 24-hour water supply is realized in the future, however, measures must be taken to insulate the system from the effects of the planned power outage, such as the introduction of dedicated power lines or installation of more generators. B3.5 Non-revenue Water Amount The NRW ratio in WASA-F is officially estimated at 33%. There are doubts, however, about the accuracy of this estimate, and the actual ratio is difficult to measure for the following reasons. . WASA-F has adopted flat-rate water tariff system, so the water usage volumes are not measured (i.e., no water meters). . Production/distribution volumes are not measured because flowmeters are not necessarily installed in all facilities. The NRW was estimated in an NRW-focused project conducted from 2012 to 2015 with French funding, “Extension of Water Resources for Faisalabad City Phase-1.” The NRW ratio in WASA-F was established to be 55% as a result. In the term of water balance sheet in IWA, the amount of NRW is of course calculated by subtracting the amount of revenue water, i.e., billed water, from the total amount of distributed water. WASA-F, however, has adopted a flat-rate system with no mechanisms in place to account for the amount of revenue water. The French Project therefore estimated the water consumption unit from a customer survey of 1,000 households and then estimated the amount of revenue water by multiplying the water consumption unit by the population. The amount of distributed water is currently monitored with the sole use of a flowmeter installed at the outlet pipe of the JBC. As no other flowmeters are installed elsewhere in the system, the values are estimated from the pump operation times instead. The NRW is thus calculated based on these estimations. After French Project, WASA-F conducted campaigns to detect leakages and illegal connections in 2015. WASA-F has not officially calculated the NRW ratio since the completion of the French Project, but it estimated an NRW ratio of 45% to 50% in 2016.

B3 - 47 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(1) Breakdown of the official NRW ratio in WASA-F JMT confirmed the basis for an official NRW ratio of 33% in WASA-F. While the "Total Produced Water" is based on the facility capacity, the figure is excessive because the facility is not operating at 100%. The "Total Water Sold," on the other hand, is calculated by multiplying the unit consumption of water supply by the water supply population. The unit consumption used in the calculation, however, is as high as 328 lpcd, a clearly excessive value. The French Project estimated the NRW ratio to be 55%. The gap between the estimates stems from this assumption of unit consumption. (2) Breakdown of the NRW ratio calculated by the French-Funded Project JMT confirmed the basis for the NRW ratio of 55% calculated by the French-Funded Project and confirmed the cause of the divergence from WASA-F’s official NRW ratio of 33%. Although the official value was calculated using 328 lpcd as water consumption, the French-Funded Project calculated 55% from a measured value of 105 lpcd obtained from a 1,000-household customer survey. In the Pilot activities of this Project, meanwhile, the actual water consumed by typical households in Sarfraz Colony, a selected Pilot area, was measured by meter reading (WASA-F has promoted domestic water meter installations since 2015; the measurements in Sarfraz Colony were carried out using the water meters installed by WASA-F). The measured water consumed was thus determined to be 144 lpcd in sample households within the Sarfraz area in October 2017. Based on this result, the estimation of the French-Funded Project is deemed to be closer to the actual situation. Hence, the actual NRW ratio of WASA-F is estimated to be around 50%. B3.6 Existing Water Supply Facilities Outside of the WASA-F Service Area The current WASA-F service areas do not cover the whole of the Peri-Urban area. The Peri-Urban area is a mix of urban and rural areas, with numerous small settlements with populations of several thousand scattered throughout. The larger settlements within the areas have populations ranging from 10,000 to 30,000. As infrastructure development progresses, some of the currently non-served areas are expected to be included in WASA-F management. As expansion into the non-served area is expected, the water supply condition was surveyed in the parts of the Peri-Urban area not served by WASA-F. The survey revealed a complicated water supply situation with wide-ranging sources, facilities, providers, and management schemes. Despite this wide scope of sources, the ad hoc manner of implementation has given rise to many water supply issues for residents. The issues include, for example, low water quality (high TDS, waterborne diseases, bad taste, etc.), disjointed water supply conditions due to the lack of coordination of implementation among projects, and high dissatisfaction among users. Notwithstanding these issues, a lack of water was not a prevalent problem in the area. The methodologies and findings of the survey are summarized in the following sections. 3.6.1 Survey Area and Methodologies

(1) Survey Area As mentioned above, the current WASA-F service area does not cover the entire Peri-Urban area. Settlements within the Peri-Urban Area currently not receiving WASA-F water supply services were surveyed. Settlements were classified into two categories and select settlements from each category were surveyed. The criteria for the categories are as follows: Scheme type 1: Settlements where inclusion within the WASA-F service area is considered reasonable due to one or a combination of the characteristics below: . close to the current WASA-F water supply area . close to a major roadway and/or other transportation hub . high urbanization

B3 - 48 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Scheme type 2: Settlements where independent supply is expected to be optimal for the time being due to one or a combination of the characteristics below. . far away from the current WASA-F water supply area . rural setting . low urbanization In total, 10 Scheme type 1 locations and 30 Scheme type 2 locations were surveyed. The locations of the surveyed settlements are shown in Figure B3.6.1.

WAPDA City

Tech Town

Four Season Housing

Source: JICA Mission Team Figure B3.6.1 Locations of the Settlements Included in the Water Supply Condition Survey

The surveyed settlements are listed in Table B3.6.1. Table B3.6.1 List of Settlements Included in the Water Supply Condition Survey Settlement Scheme Type Settlements (Chak*) Number Settlement Name Scheme Type 1 006/JB Garbi Scheme Type 1 007/JB Panjwar Scheme Type 1 059/JB Nathu Scheme Type 1 190/RB Karai Kallan Scheme Type 1 216/RB Muhammadwala Scheme Type 1 225/RB Malkhanwala Scheme Type 1 229/RB Makkuana Scheme Type 1 N/A Narwala Bangla Scheme Type 1 N/A Khurrianwala Scheme Type 1 N/A Sadhar City Scheme Type 1 N/A Chak Jhumra Scheme Type 1 Housing Development WAPDA City Scheme Type 1 Housing Development Techtown Scheme Type 1 Housing Development Judicial Colony

B3 - 49 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Settlement Scheme Type Settlements (Chak*) Number Settlement Name Scheme Type 1 Housing Development Four Seasons Colony Scheme Type 2 001/JB Rasoolpur Scheme Type 2 002/JB Ram Biwali Scheme Type 2 029/JB Shumali Scheme Type 2 030/JB Faizpur Scheme Type 2 049/JB Munda Pind Scheme Type 2 050/JB Bohrewala Scheme Type 2 058/JB Lillan Scheme Type 2 068/JB Leelan Scheme Type 2 069/JB Chabba Scheme Type 2 116/JB Rara Taali Scheme Type 2 077/RB Lohka Kalaan Scheme Type 2 102/RB Burj Mandi Scheme Type 2 152/RB Gunna Scheme Type 2 157/RB Gojra Scheme Type 2 188/RB Lakkarwala Scheme Type 2 189/RB Raulpur Scheme Type 2 198/RB Munianwala Scheme Type 2 199/RB Gatwala Scheme Type 2 200/RB Lathianwala Scheme Type 2 201/RB Taragarh Scheme Type 2 206/RB Sialwala Scheme Type 2 210/RB Lakhuana Scheme Type 2 216/RB Muhammadwala Scheme Type 2 225/RB Malkhanwala Scheme Type 2 228/RB Boghni Scheme Type 2 233/RB Tikkywala Scheme Type 2 239/RB Harlan Scheme Type 2 240/RB Bakhu Chadhar Scheme Type 2 243/RB Roshanwala Scheme Type 2 246/RB Kukkorwala Scheme Type 2 247/RB Miani Note: “Chak” is the word for “village” in the local language. Source: JICA Mission Team

(2) Methodology The survey consisted of a hard component survey and soft component survey. Following are details on each:

Hard component survey The hard component survey consisted of investigations of the water sources, water quality, water quantity, the equipment available, the condition of the equipment, and equipment and maintenance records. Surveyors were dispatched to selected settlements to perform the investigations, often with guidance from local officials. The hard component survey was applied to Scheme type 1 settlements only.

Soft component survey The soft component survey consisted of questionnaire and interview surveys. Surveyors were dispatched to selected settlements to interview settlement officials, CBO officials, residents, and other persons concerned. The survey topics included population, the number of users, the management system, tariffs, costs, supply times, customer satisfaction level, etc. The soft component survey was applied to both Scheme type 1 and type 2 settlements.

(3) Survey schedule The survey was conducted from April to May of 2017. The findings of the survey are summarized in the following sections.

B3 - 50 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

3.6.2 Summary of Facilities

(1) Water source Several water sources were available in the study area. They are classified as follows: Table B3.6.2 Raw Water Sources Identified in The Survey Area Source Typical Quality Typical Use Comments Surface Water Low TDS Bathing High chance of contamination with High Turbidity Washing agricultural/sewage runoff Canal Seepage Water Low TDS Drinking Moderate chance of contamination with Low Turbidity agricultural/sewage runoff Groundwater High TDS Bathing Low to Moderate chance of contamination with Low Turbidity Washing agricultural/sewage runoff Source: JICA Mission Team

(2) Water supply method (Water acquisition method) A wide range of water supply/acquisition technologies for the above sources were available in the survey area, as summarized below (listed in the order of technological advancement).

Surface water Although rare, some settlements and individuals use water directly from a surface source. Surface sources include canal water and canal water diverted to a collection pond for domestic use. This water was accessed through hand collection and carrying to the point of use.

Tubewell (with handcarry) Hand-pump-operated tubewells are installed near irrigation canals to capture seepage water for drinking and/or washing, depending upon the water quality. They serve as communal water sources. Residents travel to the pump, collect water in a tank, and carry the water by hand to the point of use. Seepage water is typically low in TDS and often the main source of drinking water for settlements. Most households also have groundwater access via tubewells installed on their properties. These types of wells are generally located too far away from the canals to access seepage water. Instead, they tap into deeper groundwaters. The water from the wells is often high in TDS and unfit for consumption. Many residents use electric pumps to pump the groundwater to storage tanks on their properties. This type of water is most often used for washing and other domestic purposes. Tubewell (with standpipe) Many settlements have public standpipes. A tubewell is installed near a canal to access seepage water, and the water is pumped to a standpipe near the center of the settlement. The pump is operated several hours a day. Residents are able to collect the water from the standpipe during pump operation times without traveling to the canal. The water is seepage water and therefore is safe for drinking purpose. Tubewell (with distribution pipe) Although few in number, distribution pipe networks are installed in some settlements. A tubewell is installed near a canal to access seepage water, and the water is pumped into the pipe network. Typically, a public standpipe is also available for such a system. The pump is operated several hours a day. In larger settlements, disinfection treatment and water storage in ground reservoirs or overhead reservoirs are also available. The water is seepage water and therefore can be used for drinking. Reverse Osmosis In some settlements where access to low-TDS water is lacking, R/O systems are installed for the production of drinking water. The system takes in high-TDS groundwater (typically 5,000 ~ 10,000 TDS) and outputs lower-TDS water (typically 50 ~ 500 TDS). The product water is pumped up to a storage tank

B3 - 51 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

and distributed via the standpipe attached to the facility. The R/O systems are operated several hours a day to enable the residents to gather and collect water. The water is used for drinking. Purchased Water Water is also available for purchase in many communities. Water in 19-liter cans is delivered via rickshaws and sold door to door. This water is typically R/O filtered water, but some vendors sell tubewell water from nearby canals. The water is used for drinking. No single type of facility is adequate to meet all of the water needs of a community. Multiple sources are available in most communities, and households secure water as needed according to factors such as accessibility, usage, and cost. (3) Water quality Typical water quality characteristics for the different sources were found to be as follows. Table B3.6.3 Typical Water Quality of Various Types of Water in the Survey Area Item Surface Water Tubewell Tubewell R/O Purchased Water (Seepage) (Groundwater) from Vendor pH 7.0 ~ 7.5 7.0 ~ 8.0 7.0 ~ 8.0 5.5 ~ 8.3 8.0 Turbidity (NTU) 250 0.1 ~ 5 0.1 ~ 5 0.1 ~ 0.5 0.1 ~ 1.0 EC (µS/cm) 250 500 1000 ~ 5000 500 500 Cl2 N/A N/A N/A N/A N/A Taste Objectionable Acceptable Objectionable (salty) Acceptable Acceptable Color Colored None None None None Odor Objectionable Acceptable Objectionable Acceptable Acceptable Waterborne disease High Moderate Low to Moderate Low Low Cost Low Low High (electric pump) High High Typical usage Washing Drinking/Washing Washing Drinking Drinking Source: JICA Mission Team N/D: Not applicable

3.6.3 Summary of Execution Methods Various national, international, community, and private organizations have made contributions to the water supply infrastructure area to alleviate water supply issues in the Peri-Urban area. A list of organizations with summaries of their typical activities is presented below:

(1) Execution

Public Health Engineering Department (PHED) The Public Health and Engineering Department of Pakistan is a national-level organization created to provide clean drinking water to the people of Pakistan. PHED has installed water supply schemes outside of the WASA-F service area but has since handed operation and management over to the local communities. PHED has executed a total of 38 water supply schemes in the Study Area. The PHED systems are typically tubewell-based systems. Town Municipal Administration (TMA) Under previous administrative structures, Town (or Tehsil) Municipal Administrations served to provide municipal services in the Town or Tehsil. Although TMA divisions are no longer in use, water supply schemes executed under the TMA management are still under control of equivalent administrative body. Specifically, Jaranwala TMA implemented several water supply schemes within the Peri-Urban area. Those systems are currently under management by Jaranwala Town. The TMA systems are mostly tubewell-based systems, although several R/O systems were also installed. Punjab Community Water Supply and Sanitation Project (PCWSS-P) The PCWSS Project (2002-2008) was an ADB-funded project to reduce poverty and improve living conditions through improved access to drinking water for rural communities. The project provided mostly

B3 - 52 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

pump-based water supply facilities in the project communities. Management was handed over to the local community-based organization (CBO). Faisalabad Area Upgrading Project (FAUP) A joint community-government project backed by ADB, the FAUP aimed at poverty reduction, health improvement, and community development in underserved parts of the Faisalabad Municipal area. According to the FAUP website, projects were implemented in four locations. The current survey included one of these project areas (Chak 007/JB, Panjwar), a settlement that relied on WASA-F water as its water source. The FAUP project developed a transmission line and standpipe for distribution and handed them over to the community for operation and maintenance. The system is not currently functional. Local community (CBO) Depending upon the needs and resources available, the local community may take steps to provide water. Communal tubewells along canals or R/O systems are installed and maintained by the community, for the community. The community is also responsible for operating the PHED schemes after the handovers. Member of community (not for profit, philanthropic) Depending upon the needs and resources available, a member of the community may take steps to provide water. Such members may be a private person, private company, or an institution such as a mosque. The members arrange to have tubewells installed and maintained along canals or R/O systems for communal use. For Profit Drinking water is available for purchase from for-profit vendors. The vendors may be food/beverage companies that bottle their products and deliver it for sale. In other cases, a private person may invest in an R/O system and sell the product water to the local community from a water shop. Personal well Most households are equipped with groundwater tubewells on their properties for household use. The pumps are private assets of the property owners, who hold all operation and maintenance responsibilities. (2) Management As mentioned above, most facilities installed through development projects are provided on an installation-only basis. O&M responsibilities are handed over to the local community (CBO). Local community organizations become responsible for operating the systems, setting and collecting tariffs, repairs, procurement, etc. Unfortunately, many rural communities lack the funds and technical skills to ensure the sustainability of the systems. They also have little to no authority concerning enforcement of tariff payments or water usage rights. As a consequence, all but the most basic facilities (such as hand pumps) face operational issues. Many become completely dysfunctional. 3.6.4 Housing Development Schemes Housing development schemes are common in the area. Private developers or government agencies develop housing communities for certain sectors of the population. (WAPDA, for example, has a housing colony for higher-level employees and retirees). These housing schemes are responsible for arranging infrastructure, including water systems and sewerage systems, as they see fit. Funds for operation and maintenance of water supply facilities are collected by the housing scheme management as general monthly fees or as water fees administered by the housing scheme. Oftentimes the funds are used to build tubewells along a nearby canal by constructing a tubewell and standpipe or a tubewell and distribution pipe system. Groundwater distribution systems are also common. Note that some colonies do not offer water systems, leaving the acquisition of water up to each resident. Some housing development schemes exist inside of the WASA-F service area. These, however, are responsible for developing their own infrastructure (including water supply) and receive no WASA-F

B3 - 53 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

services unless special arrangements are made. As such, housing schemes located within the current WASA-F service area were not excluded from the survey. 3.6.5 Water Supply Condition in Typical Peri-Urban Settlements

(1) Lathianwala The settlement of Lathianwala (UC 22, Chak 200/RB) is located off Lahore-Sheikhupura-Faisalabad Road, between Faisalabad City and Khurrianwala. The Rakh Branch canal is located approximately 1 km to the north. The main industries are agriculture and textiles. According to the hearing survey conducted on site, the current population is 25,000. The water supply facilities available to the residents of Lathianwala are summarized below. Table B3.6.4 Water Sources Available to Residents of Lathianwala Executor Facility Type Management Condition Cost Main Use Comments PHED Tubewell CBO Not 50 PKR/month Drinking -Intake from the RBC tubewell. (with distribution) functional paid to CBO Washing -Distribution network constructed by PHED -Pipe network not functioning due to ground subsidence. PHED Tubewell CBO Functional Included in the Drinking -Intake from the RBC tubewell. (with standpipe) above payment Washing -Connection to standpipe to CBO constructed by PHED -Operated 6 hours/day PHED Tubewell None Functional 0 Drinking -Hand pump installed by PHED (with handcarry) Washing on RBC. TMA Reverse Osmosis CBO Functional Included in the Drinking -Installed by TMA. above payment -Operated 6 hours/day to CBO Personal Tubewell Household Functional 500 ~ 1000 Washing -Pump electricity cost Well (handpump/ PKR/month electric pump) Source: JICA Mission Team

R/O system installed and maintained by R/O house, and standpipe for water distribution TMA-Jaranwala Source: JICA Mission Team Figure B3.6.2 RO System Installed by TMA in Lathianwala

The hearing surveys conducted with the administration and residents revealed that most people have access to groundwater in their homes but refrain from using this water for drinking because of its high salinity. The groundwater is pumped up and used mainly for domestic cleaning and laundry. For drinking purposes, respondents stated that PHED tubewell water was preferable to the TMA R/O water. Although a distribution pipe network was originally installed by PHED, it is currently non-operational due to ground subsidence. No drawings of the network were available, although officials claimed to be

B3 - 54 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

familiar enough with the system to create accurate drawings, if needed. None could be created within the limited time available for the survey.

(2) Tech Town Housing Scheme Tech Town is a large housing scheme developed for government employees working in the communications industry. The economic conditions in Tech Town are above average and the facilities are well maintained. The town has developed its own water supply system consisting of a groundwater intake well (capacity: unknown), storage in an OHR, and distribution through a network of pipes. Operation and maintenance funds are generated from a “General Community Fund” to which all households pay 400 PKR/month. The system is well funded and functions properly. The source, however, is groundwater, so the supply water is brackish and unfit for drinking. Residents obtain drinking water from an R/O system installed in a Mosque just outside of the development. The cost of the R/O-treated water is free. Table B3.6.5 Water Sources Available to Residents of the Tech Town Housing Scheme Executor Facility Type Management Condition Cost Main Use Comments Community Tubewell Colony Functional 400 PKR/month Washing -Pumped to OHR (Colony) (with distribution) administration (General Community -Groundwater Fund) -Brackish Mosque Reverse Osmosis Mosque Functional 0 Drinking (outside of housing scheme) For Profit Motor Rickshaw Vendor Functional 60 PKR/can Drinking Water Vendor Personal well Tubewell Household Functional 500 ~ 1000 Washing -Pump electricity (handpump/ PKR/month cost electric pump) -Groundwater -Brackish Source: JICA Mission Team

B3 - 55 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Groundwater is pumped up to the OHR and distributed within the housing scheme. The water is brackish and suitable for washing purposes only.

Collecting drinking water at a nearby mosque. Drinking water is purchased from a water vendor.

Source: JICA Mission Team Figure B3.6.3 Various Methods Observed in the Survey Area to Secure Water

(3) Khurrianwala Khurrianwala is a large settlement formed by parts of UC 20, UC 21, and UC 22 to the northeast of Faisalabad City. According to the site survey, it has a population of 30,000. Textiles and agriculture are the main industries. Commercial activities take up a large part of the city physically, with large markets occupying a sizeable portion of the city center. In 1984, PHED constructed a water supply system that consisted of 4 intake tubewells along the RBC, a transmission line, an OHR, and a distribution network with 500 house connections. The distance from the OHR in Khurrianwala to the tubewell at the RBC is 6 km. The User Committee of Khurrianwala currently operates and maintains the system. The User Committee charges connected households a water tariff of 110 PKR/month. Due to increasing demand, the User Committee is undertaking the construction of an additional OHR and distribution system to increase the number of house connections. The User Committee also operates a filtration system, R/O system, and

B3 - 56 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

standpipe to provide the community with clean drinking water. Over 1000 people per day are thought to visit the standpipe. Fees are not charged for this treated water. The water supply facilities available in Khurrianwala are summarized below. Table B3.6.6 Water Sources Available to Residents of Khurrianwala Executor Facility Type Management Condition Cost Main Use Comments PHED Tubewell User Committee Functional 110 Drinking -500 connections (with distribution) PKR/month Washing -OHR not functional -Only 2 intake pumps are functional (total of 4 pumps) User Tubewell User Committee Functional Included in the Drinking -GR, OHR, and Committee (with distribution) above Washing network under construction by User Committee User Reverse Osmosis/ User Committee Functional 0 Drinking -Standpipe Committee Filtration plant For Profit Rickshaw Water Vendor Functional 20 PKR/can Drinking Vendor For Profit Treated water Vendor Functional 20 PKR/can Drinking shop Member of Reverse Osmosis Donor Not 0 Drinking -Standpipe community functional (non-profit) Personal Well Tubewell Household Functional 200 ~ 3000 Washing -Pump electricity cost (hand pump/ PKR/month Electric Pump Source: JICA Mission Team

OHR constructed by PHED and maintained by the User New OHR constructed by the User Committee. Committee.

B3 - 57 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Distribution by (green pipe) installed by PHED. Standpipe for R/O and filtered water supplied through the User Committee system.

Private investor opens an R/O water shop. Water is collected and carried to the point of use.

Source: JICA Mission Team Figure B3.6.4 Various Methods to Secure Water Observed in the Survey Area

B3 - 58 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

CHAPTER B4 FINDINGS AND ISSUES IN WATER SUPPLY SECTOR

WASA-F should be able to achieve continuous water supply on a 24/7 basis by overcoming difficulties and working towards improvements in the water supply service level. The most important targets for WASA-F as a supplier of water services are improvements in the water supply time (water volume), water pressure, and water quality . To work towards these improvements, WASA-F must formulate a practical plan to improve the operation efficiency of the existing water supply facilities without requiring excessive investment. WASA-F is responsible for properly maintaining intake, water treatment, and transmission/distribution facilities to not only supply customers water of excellent water quality in sufficient volumes without delay, but also maintain its own fiscal health through economical operation. WASA-F’s ability to realize such operations will hinge on its understanding and analysis of the data it obtains from the proper routine operation and maintenance of its facilities. Findings and issues on current WASA-F water supply system and directions to be planned for the system improvements are summarized below. B4.1 Summary of Findings and Issues in Water Supply Sector Following is a summary of the current findings on the current WASA-F water supply system, issues in the water sector, and the directions to be planned for system improvements. Table B4.1.1 Findings in the Water Supply Sector Classification Findings Groundwater . Declining groundwater level caused by excessive pumping. (Well Fields) . High TDS content (brackish water) in the Faisalabad district area. Surface Water . The need for coordination with the Irrigation Department in taking water from the Water sources (Irrigation Canals) irrigation canals. Inability to take water during the irrigation channels are closed. . Unstable flow (sometime zero flow) in the rivers caused by diversion of water to Surface Water irrigation canals upstream. (Rivers) . Long distances compared to the irrigation canals. . Low operation rate, especially in the RBC tubewells (Operation for 12 - 20 hours a day Tubewells in the Chenab and JBC Well Fields and 2 - 6 hours a day in the RBC Well Field). Water intake/ . Past experience of conflict with farmers against new tubewell construction. treatment . Low operation rate, especially in the antiquated water treatment plants. facility Water Treatment . Suspension of operation during canal closure periods. Plants . Suspension of operation during WTP rehabilitation periods. . Intermittent operation (pump operates for only 6 hours a day). Distribution . Age deterioration of both the reservoirs and distribution pumps of the Chenab system. reservoir and pump . Pressure reduction by valve control as soon as water reaches the pumping station station outlet, since many leaks occur in the city area. Transmission/ . Insufficient water supply, low pressure, and water contamination in many areas (i.e., distribution Transmission insufficient water distribution management). facility /distribution pipe . A preponderance of aged pipes in the system, particularly the distribution pipe system, which is mostly composed of an extremely low-durability AC material. . Non-operational conditions in almost half of the OHRs and GRs. OHR / GR . Shortage of capacities in both the OHRs and GRs. . High head loss and extremely low pressure. Service pipe . A preponderance of illegal suction pumps directly connected to the distribution pipes. Service . Water meters are not installed at most households. (As of 2016, only a few more than connections 20,000 meters have been installed throughout the whole city. The installation rate is Water meter 5%.) . The need to establish systems for meter reading and applying a volumetric rate. Source: JICA Mission Team . This chapter summarizes findings and problems and identifies directions to propose for the planning of the water supply master plan.

B4 - 1 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(1) Water Sources . The water source of the Chenab (254,600 m3/day, 56 MGD) has been supplying water for nearly 25 years since the start of the commissoning. Excessive pumping drawdown over a long period of time has brought the groundwater level in the surrounding areas down by 11 m on average to a maximum of 20 m. Changes in the groundwater level in the JBC Well Field (90,900 m3/day, 20 MGD) indicate that excessive water withdrawal after the start of facility operation has lowered the water table at a rate of nearly one meter per year continuously up to the first half of 2015. Jaranwala and Satiana, the areas along the GBC, have a high water well density and thus have little development potential. The existing wells, however, are dispersed in between these areas along the GBC as well as in the adjoining areas. This dispersal of wells is expected to allow their further utilization as a source. The further use of this groundwater would be difficult under the current conditions in all but a few cases. . The interface between fresh and brackish groundwater is located near and along the JBC Well Field. Salinity is probably higher at deeper levels. The JBC wells are as deep as 120 to 130 m. Also note that excessive water withdrawals may lead to the draw-out of deep brackish water from the wells, which most likely degrades the water quality. . Although the irrigation water supply is stable, the available amount is currently insufficient to meet the required demand. In the case of direct intake from an irrigation canal, it could take much time to negotiate with the Irrigation Department and complete the applicable procedures for the allocation of irrigation water to city water. . As future water sources, negotiations with the Irrigation Department for the intake of 113,700 m3/day (25 MGD) from the GBC and 90,900 m3/day (20 MGD) from the JBC are in progress. Though not yet officially approved, verbal agreements have been reached. Further intake has not yet been approved. . The standard closure period (at least 18 days and most commonly around 1 month) for waterway maintenance has increased to about a month in recent years due to the influence of other construction works.

(2) Water Intake and Treatment Facilities . The total design capacity (day max) of the existing WTPs and tubewells is currently 500,000 m3/day (110 MGD). However, the average water supply amount is 48% of design capacity, at 239,000 m3/day (52 MGD), and the daily max water supply amount is 65% of design capacity, at 327,000 m3/day (72 MGD). Aging facilities, intermittent operation for the reduction of electricity costs, and defects in water transmission/distribution facilities can be considered the causes. . The Ghulfishan Water Works (6,800 m3/day, 1.5 MGD, slow sand filtration) has been suspended for half a year for rehabilitation. Also, rehabilitation work to reverse age deterioration of the Original JK Waterworks (16,000 m3/day, 3.5 MGD, slow sand filtration), along with concurrent canal closing for maintenance work on the adjacent road, has resulted in lengthy suspensions of operation, reducing the annual water production to less than half.

(3) Transmission and Distribution Facilities . Distribution pumps set at terminal reservoir pumping station (TRPS) operate intermittently for a total of six (6) hours per day to save power consumption (2 hours each in the morning, daytime, and evening). . About half of the OHRs and GRs are non-operational. Common problems are very old facilities with broken pumps. The total storage capacity of the GRs is 54,000 m3 (12 MG), with 32,400 m3 (7 MG) currently operational. Correspondingly, the total storage capacity of the OHRs is 14,800 m3 (3 MGD); among this, 8,700 m3 (2 MG) is currently operational. These storage capacities are insufficient under the Punjab design criteria (2015), as shown in the table below.

B4 - 2 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B4.1.2 Necessary Capacity of GR and OHR Based on the Punjab Design Criteria GR (include TR) GR OHR

m3 m3 m3 Current Capacity 115,400 32,400 8,700 Ave. daily demand in 2015 239,000 Necessary Capacity based on WASA - 59,750 39,800 Design Criteria in 2015 6 hours of average 1/6 of the average daily - daily demand demand Shortage of Capacity - 27,350 31,100 Source: JICA Mission Team

. To mitigate water leakage from the aging pipes in the city area, the water pressure is reduced at the outlet of the TRPS by opening the valve by degrees. The outlet is operated under reduced pressure of 20 to 30 m, which is uneconomical. . The water supply pressure from the distribution network, OHR, and GR is very low. In many areas water is supplied directly to households from the distribution network not passing through OHRs. Often, however, the pressure is too low to allow the water to reach to rooftop storage tanks of households. . Most of the pipes are AC pipes with relatively small diameters, which are less durable (more than 85% of the pipes are the AC type). Newly installed pipes are also sometimes AC pipe.

(4) Service Connections . The corrosion of GI service pipes is conspicuous, and the cocks generate high head losses because of the mechanism by which they function. . 1/4' (6 mm) ferrules are commonly used for house connections, causing high pressure losses. Supply pressures were found to be at most 1.9 meters, a level too low to allow the water to reach the 2nd floor of homes. . Customers connect water supply pipes directly to distribution pipes with illegal suction pumps to obtain water in the water storage tanks installed on the roofs of their households. The pumping of water by suction pumps reduces the water pressure in the distribution system and may also contaminate service/distribution pipes if the pressure inside of the pipes falls to less than zero. Inequity among users may also occur: e.g., customers introducing higher-performance pumps can use larger amounts of water. . The accuracy of the meters and conditions of meter maintenance and installation are open to question. . Almost all of the 20,000 domestic water meters procured under the French-Funded Project were installed as of the end of 2016. These meters, however, account for only about 5% of the total number of meters required in Faisalabad City. It will therefore be necessary to procure and install additional water meters in order to shift to a metered-rate tariff system. Further, WASA-F must arrange a feasible system for meter reading and billing.

B4.2 Directions of Planning in the Water Supply Sector

The current findings and issues in the water supply sector were extracted in the previous section, B4.1. On the basis of those findings issues, Tables B4.2.1, B4.2.2, and B4.2.3 respectively summarize the present conditions and thence the planning directions for water sources, water supply facilities, and water supply service and management.

B4 - 3 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B4.2.1 Present Conditions, Analysis Results, and Directions of Planning for the Water Sources Item Present Conditions Issues Pointed out Directions of Planning Chenab tubewells have been yielding water A JICA study conducted in 2007 revealed The amount of water intake from the Chenab over the 25 years since they became strong objections to further development Well Field should be kept to the current operational. The groundwater level in the among residents since the groundwater level amount (140,000 m3/day) or less. surrounding areas has fallen to 20 m at had badly declined due to the influence of maximum as a result of excessive intake of large-volume discharges from the well field. water over many years. Changes in the groundwater level in the JBC JBC tubewells are relatively deep, ranging Certain potential of development along JBC Groundwater Well Field identified after the start of facility from 120 to 130 meters. Note that excessive and in the vicinity of the existing JBC operation indicate excessive water intake water withdrawals may lead to the draw-out tubewells could be thinkable as a future (Chenab tubewells, leading to a continuous decline of the water of deep brackish water from wells. This could development. JBC tubewells, level by nearly one meter per year up to 2015. degrade the water quality. RBC tubewells, and Jaranwala and Satiana, the areas along the The groundwater along the GBC is generally The feasibility of development in the areas GBC tubewells) GBC, have a high density of existing wells, brackish. Hence, the supply of drinking water along then GBC needs to be examined and thus have little development potential. completely depends on seepage water from between and in the vicinity of Jaranwala and The existing wells are only lightly scattered the canal. Seepage water is unavailable Satiana, where fewer water facilities are in areas between and in the vicinity of these whenever water flow is low in the canals. available. towns along the GBC, which is expected to allow further development. B4 The potential of the groundwater sources is Prospects for further development in the JBC The development of groundwater as a

- summarized as relatively low. and GBC Well Fields can be found. supplemental water source will continue. 4 Although the irrigation canals (JBC, RBC and Water intakes from irrigation canals require With respect to irrigation canals to be used as GBC) generally have stable water flow, the water rights to allocate for drinking water. new water sources in the future, it will be amount of water available is still insufficient This may entail substantial time to negotiate important to develop them step-by-step in Surface Water to meet the amount required for irrigation. with the Irrigation Department and complete accordance with an adjustable plan through the applicable procedures. negotiations with the Irrigation Department. (Irrigation Canals The canals close once a year for maintenance. The JBC is fed by the Lower Chenab Canal Some countermeasures must be provided to of: JBC, RBC, and A typical closure period is approximately Feeder. The RBC and GBC have common meet the water needs during the closure GBC) three weeks and sometimes more. head water at the Main Line Lower Canal. period, including multiple water sources, a Thus, the JBC can be operated independently while the RBC and GCB canals are operated backup system between the excess and as a set and closed simultaneously. shortage water areas, and new RWR constructions. (See Section 6.2.7 of Part B) The water flow of the Chenab River is The intake of water from rivers requires the If water is to be taken in from the Chenab controlled at a barrage upstream. Hence, a identification of an authority to negotiate the River, further surveys on factors such as the period of several months without water allocation of water. flow rate, water quality, and water intake discharge comes every year. structure intake must be ensured. Surface Water The natural flow of this river may be Monitoring (measuring) the water flow in the Technical and economic evaluations must be (Chenab River) diverted. river is a demanding task that will have to be done to assess the feasibility. regularly done for at least one year. The intake point is located far from the city. The construction for installation of a Allocation from the Chiniot Dam (under As an alternative intake point, WAPDA plans transmission main from Chiniot Dam to the consideration) is noteworthy as a future to construct the Chiniot Dam approx. 40 km city would be costly, given the considerable possibility. Dam construction should certainly The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Item Present Conditions Issues Pointed out Directions of Planning from the city distance to be covered. O&M expenses would be considered. also be higher than those required for intake from irrigation canals. Note: JBC, Jhang Branch Canal; RBC, Rahk Branch Canal; GBC, Gugera Branch Canal; RWR, raw water reservoir. Source: JICA Mission Team

Table B4.2.2 Present Conditions, Analysis Results, and Directions of Planning for the Water Supply Facilities Item Present Conditions Issues Pointed out Directions of Planning The Chenab and JBC tubewells currently The groundwater is generally brackish in all The designs and specifications for the new operate for 12 - 20 hours a day and the RBC but some parts. Freshwater suitable for tubewells should be decided in consideration Tubewells tubewells operate for 2 - 6 hours a day. drinking is limited to the seepage water from of the performance of the existing tubewells, the irrigation canals pumping seepage water from the canals. The booster pumps are operating for 18 to 20 The distribution pumps set up at the TRPS The planning should focus on extending the hours a day, whereas the distribution pumps operate 2 hours x 3 times (6 hours a day). In running hours of the distribution pumps, at the TRPS are operating for only 6 hours the remaining 18 hours, the water bypasses along with energy-saving measures. Measures per day. the TR or flows out from the TR by gravity in for revenue increase (or reduction in The daily average water supply is currently order to save the power cost and prevent expenditure) are also important and Pump Stations only 48% of the design capacity. negative pressure in the distribution network. recommended (through attempts in the Pilot

B4 activities). The electric supply in Faisalabad City is very FESCO supplies electric power to the city An energy-saving pumping system and use of -

5 constrained and often unavailable. according to planned power outages for load renewable energy (e.g., solar power) would shedding. alleviate the strain of electricity costs. JK WW (15,900 m3/day or 3.5 MGD, slow WASA-F designated the rehabilitation of the Rehabilitation or renewal of the Original JK sand filtration) was constructed in 1936, Original JK WW as a high priority project WW is being considered. The plans would making it the oldest water works in and submitted a letter to JICA to request a include an upgrade in the capacity and Faisalabad City. The facility had an operation grant aid project in May 2014. amelioration through a switchover from slow ratio of only 43% (6,800 m3/day or 1.5 sand filtration to rapid sand filtration. MGD) in 2015. The New JK WTP (10 MGD, rapid sand The project for "Extension of Water A future development plan now being Water Treatment Plants filtration) was constructed under a project for Resources for Faisalabad City Phase-II" is prepared considers not only funding with its “Extension of Water Resources for being prepared by AFD as a follow-up to own resources, but also foreign donor Faisalabad City Phase-I” financed by a Phase-I. Phase-II includes a New JK WTP assistance and loans. French loan. Operation started from 2016. expansion (5 MGD) and new WTP construction at the GBC. The Ghulfishan Colony WW (1.5 MGD, slow Rehabilitation work was expected to be Further study will be required to examine the sand filtration) has been suspended for half a completed in 2017. The work is still behind maintenance plans for the respective year for rehabilitation and maintenance. schedule and incomplete as of 2018, however. treatment plants. As the land feature is mostly flat in Distribution reservoirs (OHRs and GRs) need A hydraulic analysis is being conducted to Faisalabad City, WASA-F has constructed to be effectively used and optimized with due bring the restructuring of the transmission and Transmission and dozens of OHRs and GRs with pump consideration of the maintenance abilities of distribution system into view. Pilot activity Distribution Facilities facilities for directly pumped distribution WASA-F. Distribution zones and DMAs to includes upskilling for WASA-F’s from the GRs or for gravity flow from the hydraulically isolate the areas are effective distribution management with the OHRs. Half of them, however, are out of for the distribution management. establishment of DMAs. The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Item Present Conditions Issues Pointed out Directions of Planning operation due to degradation.

AC pipes account for 85% compared to the The Housing, Urban Development Current plans propose a conversion from AC total existing pipe length in the distribution Department in Punjab Province will evaluate pipes to DI and HDPE pipes in the future in network of Faisalabad City. Most of the pipes the design, including the pipe materials. In consideration of the pressure resistance, are AC pipes with relatively small diameters, some projects, AC pipes are still selected for leakage control, economic efficiency, and accounting for more than 95% of the total use because of the low cost of the AC workability. material. Note: WW, Water Works; WTP, Water Treatment Plant; TR, Terminal Reservoir; OHR, Overhead Reservoir; GR, Ground Reservoir; DMA, District Metered Area. Source: JICA Mission Team

Table B4.2.3 Present Conditions, Analysis Results, and Directions of Planning for Water Supply Service and Management Item Present Conditions Issues Pointed out Directions of Planning This M/P separates the current WASA-F The planning area for the future WASA-F The M/P water supply policy is the first to

B4 service area and the Peri-Urban areas for the service area was delineated and set based on focus on an increased coverage ratio within purposes of planning. current population density and projected the current WASA-F service area followed

- WASA-F Water density in the future. by a gradual extension of the service area to 6 Distribution outlying areas. Management Insufficient water supply quantity, pressure An improved operation rate for the existing The M/P aims at the establishment of proper and quality are chronic. facility with a restructuring of the water water distribution management that can supply system. secure good quantity, quality, and pressure as necessary. A SCADA system is introduced in the New GIS, SCADA, and CRC systems have An integration of the IT systems through the JK WTP. Daily data on the flows and recently been developed in WASA-F as IT introduction of a Management Information IT Management pressures at some of the inlet nodes to the applications. Next, the effective use of these System (MIS) is proposed in the M/P (See DMZs are stored in the operation room. applications is desired. Chapter A9, Part A, Main Report) The NRW ratio of WASA-F was officially WASA-F is trying to improve water supply One of the most essential methods to estimated to be as high as 33% as of 2017. In service and reduce NRW through special successful NRW reduction is to shift to the contrast, a study carried out by the activities in three Pilot areas. The outcome volumetric water tariff system (i.e., NRW Reduction French-Funded Project in 2014 calculated an from the Pilot project must accurately metered-rate tariff system) from the existing NRW ratio as high as 55%. analyze the NRW ratio and reach an flat rate tariff system. effective solution for reducing the NRW. Residents work around the low pressure and Illegal pump suction has caused further head The solution requires proper water pressure inadequate water supply by directly losses and water deficits around the area. and extended water supply hours, as well as Water Meters and connecting suction pumps to the water the inhibition of illegal acts and connections. Service Connections supply pipes to obtain water. WASA-F has been installing domestic water Flaws in operating conditions and A meter procurement plan will be prepared meters since 2015 to shift from the current maintenance compromise the meter for the future tariff system. Domestic meters The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Item Present Conditions Issues Pointed out Directions of Planning flat rate tariff system to a metered-rate tariff accuracy. Improper installation at should be adequately installed and system in the future. households has rendered many meters at maintained in accordance with the SOP households unreadable. This has compelled provided by the Pilot activity. the preparation of a standard operation procedure (SOP) as a Pilot activity. Note: WW, Water Works; WTP, Water Treatment Plant; TR, Terminal Reservoir; OHR, Overhead Reservoir; GR, Ground Reservoir; DMA, District Metered Area. Source: JICA Mission Team B4 - 7 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

CHAPTER B5 WATER SUPPLY PLANNING AND DESIGN BASIS

The future WASA-F service area targeted for 2038 was delineated inside of the study area (i.e., the peri-urban area) and repeatedly discussed with WASA-F in consideration of factors such as the population density and growth tendency of the area.

The water demand in 2038 was forecasted to reach a total of 1,252,000 m3/day (275 MGD), which is double and a half of the current design capacity of 500,000 m3/day (110 MGD). To satisfy this requirement, plans to derive new water sources from surface water as the main sources and groundwater as supplemental water sources were considered. Two scenarios for surface water development were also studied. As a result, Scenario 1, taking in surface water from all irrigation canals, is more feasible than Scenario 2, taking in surface water partially from irrigation canals and mainly from the Chenab River.

The future WASA-F service area also included FDA City as a new town and Chak Jhumra, Khurrianwala, and Sadhar City as three satellite cities.

The planning and design of the future WASA-F service area are discussed below.

B5.1 Target Year for Planning The existing Faisalabad water supply and sewerage master plan, the Faisalabad Environmental Infrastructure Master Plan Study (1993), sets the target year as 2018. The M/P, the Faisalabad water supply, sewerage and drainage M/P , will set the new target year as 2038 (20 years from 2018).

The latest census data is available in 1998, while no census data is available up to the present in 20181. Therefore, no concrete past population data has been available for 20 years. The latest population projection data estimated in the development statistics of 2015 was taken as the basic information. The population forecast was formed based on the said census data in 1998 and the 2015 projection. The water demand is projected in key years, every five years, from 2015 up to the target year of 2038 as agreed. The key years are set as 2015, 2023, 2028, 2033, and 2038.

B5.2 Water Supply Planning Areas

WASA-F is currently providing services to limited city areas but plans to expand its services. The Peri-Urban Area was selected as the current basis of the urban development in Faisalabad City when JICA, GoPb, and WASA-F discussed the survey area for this M/P in a previous JICA survey (i.e., the Detailed Planning Survey on the Project for the Updating of the Water Supply Sewerage and Drainage Master Plan of Faisalabad City). The area includes the Faisalabad Municipal Corporation (MC), an entity partly composed of four the (4) towns of Iqbal, Jinnah, Lyallpur, and Madina towns and the adjacent two (2) towns of Chak Jhumra and Jaranwala (see Figure B5.2.1).

1 Pakistan's last census took place in 2017. However, the publication of detailed data has been delayed.

B5 - 1 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B5.2.1 Locations of the MC, WASA-F Service Area, and Peri-Urban Boundary

The total planning area, which covers approximately 1,222 km2 of territory, includes 155 union councils (UCs), the smallest units of local government, of which 111 are urban and 44 are rural (see Table B5.2.1). The planning area for water supply and the boundaries of the UCs are shown in Figure B5.2.2.

Table B5.2.1 Urban Councils in the Planning Area No. of Union Councils Town Area (sq km) Urban Rural Total Faisalabad MC Iqbal 141.57 27 3 30 Jinnah 136.72 28 7 35 Lyallpur 376.26 21 16 37 Madina 166.31 31 6 37 Subtotal 620.86 107 32 139 Adjacent Towns Chak Jhumura 237.31 2 7 9 Jaranwala 163.93 2 5 7 Subtotal 401.24 4 12 16 Total 1,222.10 111 44 155 Source: Punjab Development Statistics, 2015 Bureau of Statistics, Government of Lahore

This M/P sets the planning area as WASA-F’s future service area in consideration of the population data from the statistics, the results of a survey of the water supply status, and discussions with WASA-F. As a result, WASA’s water supply service area by the target year of 2038 was defined as the core area of Faisalabad-MC, including FDA City and the three remote towns (satellite cities) of Chak Jhumra,

B5 - 2 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Khurrianwala, and Sadhar City (see Figure B5.2.2). Other rural areas will be developed by the Saaf Pani Project planned out for implementation by GOPb.

Future water demand projections of the FSD-MC area and peripheral areas are made separately since the population density and scale of the system capacity significantly differ.

Chak Jhumra

FDA City

Khurrianwala

Planning Area, Sadhar City WASA service area (2038)

WASA service area (2015)

Source: JICA Mission Team Figure B5.2.2 Water Supply Planning Area up to 2038

The core area is composed of 120 Union Councils located in urban and rural areas of Faisalabad MC, including FDA City located at the north edge of the Core area and one Union Council (UC 34) of Jaranwala Town. FDA City was constructed quite recently, in 2015, and the area is still under development.

The three remote towns are townships located nearby the core area, namely, Chak Jhumra Town, Khurrianwala Municipal Corporation, and Saddar City to the north, northeast, and south of Faisalabad, respectively. B5.3 Water Supply Planning for the Core Area

5.3.1 Planning Basis

(1) Past Population Trend The population in Faisalabad MC has been increasing rapidly due to the high growth rate of the economy. The population growth of the past 7 years (from 1998 to 2015) was about 2.16% per annum according to estimates using the census data of 1998 and the Punjab Development Statistics of 2015. The future

B5 - 3 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

population forecast was modeled as a linear increase for the towns of Iqbal, Jinnah, Lyallpur, and Madina based on the past trend between 1998 and 2015.

Based on the above assumption for future population increases, the average annual population increases rate were estimated as 1.27% and 1.60% for the urban and rural areas, respectively, assuming that the population of FDA City is moved from the entire area of the Faisalabad MC. The future population of FDA City is also estimated at a linearly increasing rate based on the planned future population of the city, 75,000. The annual population increase of UC 34 is similarly estimated as a linearly increasing trend, at 1.10%, using the average increase trend of Jaranwala Town.

The past population trend (1998 to 2015) is shown in Table B5.3.1 and the increase in percentage terms is shown in Figure B5.3.1.

Table B5.3.1 Past Population Trend PopulationPast Population Data Area 1998 2015 Growth rate (%) Town (sq km) Urban Rural Urban Rural Urban Rural Faisalabad MC Iqbal 141.57 522,537 265,519 706,728 449,661 1.79 3.15 Jinnah 136.72 541,680 225,005 734,074 361,823 1.80 2.83 Lyallpur 376.26 389,782 330,892 528,226 501,909 1.80 2.48 Madina 166.31 577,968 211,053 763,131 364,723 1.80 2.48 Subtotal 620.86 2,031,987 1,032,469 2,732,159 1,678,116 1.80 1.29 Adjacent Towns Chak Jhumura 237.31 32,111 221,695 43,516 262,210 1.80 0.99 Jaranwala (UC34) 163.93 136,997 918,701 185,656 1,154,731 1.80 1.35 Total 1,222.10 2,201,095 2,172,865 2,961,331 3,095,057 1.76 2.10 Note: The population of FDA City is included in Faisalabad MC Source: JICA Mission Team

B5 - 4 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(2) Population Projection The future population is estimated based on the assumed linear growth starting from the base year of 2015. The assumptions are used to distribute the population in each town and urban union as follows.

Total Population Urban Population Rural Population Approx. 6.05 millions 6,000 6,000 Fsd-MC:

Iqbal Tn.

Total Population 5,000 Jinnah Tn. 5,000 Lyallpur Tn.

Madina Tn. 4,000 4,000

Approx. 3.65 millions

3,000 Urban Population 3,000

Approx. 2.40 millions

Rural Population 2,000 2,000

1,000 1,000

Punjab Statistics 1998 2015 2038

1,000 Iqbal Town Urban 522,537 706,728 950,000 1,000 Rural 265,519 449,661 700,000 Total 788,056 1,156,389 1,650,000

Jinnah Town Urban 541,680 734,074 980,000 Rural 225,005 361,823 410,000 Total 766,685 1,095,897 1,390,000

Lyallpur Town Urban 389,782 528,226 710,000 2038 Rural 330,892 501,909 720,000 500 Total 720,674 1,030,135 1,430,000 500

Madina Town Urban 577,988 763,131 1,010,000 Rural 211,053 364,723 570,000 Total 789,041 1,127,854 1,580,000

Total of Fsd-MC Urban 2,031,987 2,732,159 3,650,000 Rural 1,032,469 1,678,116 2,400,000 Total 3,064,456 4,410,275 6,050,000

1950 1955 1960 1965 1970 1975 1980 1985 1990 1995 2000 2005 2010 2015 2020 2025 2030 2035 2040 Source: JICA Mission Team Figure B5.3.1 Population Projection of the Project Area (2015 to 2038)

The populations in the high-density UCs (500 p/ha or more) will stop growing and taper down to stable levels.

The population of Faisalabad MC that moves to FDA City will be proportional to the population in the UCs.

Based on the above assumptions, the population of each union council is estimated by key years. The projection results are summarized for each Town, UC34, and FDA City in Table B5.3.2.

B5 - 5 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B5.3.2 Population Trend Town 1998 2015 2023 2028 2033 2038 Iqbal Town 548,620 766,048 859,720 919,960 984,480 1,030,860 Jinnah Town 683,377 961,844 1,052,750 1,107,900 1,163,180 1,218,440 Lyallpur Town 700,844 999,071 1,128,100 1,206,760 1,285,460 1,364,000 Madina Town 719,305 993,139 1,116,090 1,190,990 1,265,940 1,340,760 FDA City 0 0 18,750 37,500 56,250 75,000 Jalanwara (UC34) 18,261 22,978 25,120 26,470 27,810 29,150 Total 2,952,328 3,743,080 4,200,530 4,489,580 4,783,120 5,059,210 Source: JICA Mission Team

The population density of each UC is calculated based on the projected population and administrative area of the UC. The results of the population density analysis are shown for key years (2015 ~ 2038) in Figures B5.3.2a ~ B5.3.2d, and also shown in Appendix AB5.1, Population and Water Demand Distribution, in the Supporting Report in tabular forms.

B5 - 6 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B5.3.2a Population Density of the Project Area (2015)

B5 - 7 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B5.3.2b Population Density of the Project Area (2023)

B5 - 8 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B5.3.2c Population Density of the Project Area (2028)

B5 - 9 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B5.3.2d Population Density of the Project Area (2038)

The present service area is estimated on a UC-wise basis from the “Water Supply Distribution Infrastructure WASA, Faisalabad.” The estimated area of approximately 160 sq.km encompasses 139 union councils. The present population in the service area is estimated at about 2,429,000, as of 2015. Figure B5.3.2 shows the present service area with union councils. The Service Area Extension is estimated based on the following assumptions: . UCs with population densities of 30 persons/ha or more will be included in the service area, in general; . UCs located remotely from the service area will not be included even if their population densities are more than 30 persons/ha (in consideration of the continuity of the service areas from an economic point of view); and . UCs will be included in the service area when it is considered important to do so.

B5 - 10 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Based on the above assumptions, the service area extension is planned in accordance with the population increase. The service area on a UC boundary basis and the population in the service area in key years are presented in Table B5.3.3 and Figures A5.3.3a ~ A5.3.3d, as follows:

Table B5.3.3 Service Area Extension in Faisalabad MC Description 2015 2023 2028 2033 2038 Adm. Area -No. of UCs Urban 107 Rural 32 Total 139 -Area (sq.km) Urban 237.17 Rural 583.69 Total 820.86 Service Area -No. of UCs Urban 96 104 106 107 107 Rural 1 3 6 8 12 Total 97 107 112 115 119 -Area (sq.km) Urban 159.19 196.47 213.42 237.17 237.17 Rural 1.36 15.51 24.59 91.53 138.80 Total 160.54 211.98 238.01 328.69 375.96 Source: JICA Mission Team

B5 - 11 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Service Area Extention (2023)

Area (2023)

Source: JICA Mission Team Figure B5.3.3a Extent of the Service Area (2023)

B5 - 12 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Service Area Extension (2028)

Area (2028)

Source: JICA Mission Team Figure B5.3.3b Extent of Service Area (2028)

B5 - 13 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Service Area Extension (2033)

Area (2033)

Source: JICA Mission Team Figure B5.3.3c Extent of Service Area (2033)

B5 - 14 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Service Area Extension (2038)

Area (2038)

Source: JICA Mission Team Figure B5.3.3d Extent of Service Area (2038)

5.3.2 Water Demand Projection in the Water Supply Area by 2038

(1) Per capita Consumption for Domestic Use Most households presently have their own wells, so the per capita consumption from the piped water supply is small. Because of the low water tariff from the present fixed-rate water tariff system, meanwhile, domestic water consumption will be higher in areas where sufficient water supply conditions are expected. According to the survey carried out in the Pilot Areas for NRW reduction, water consumption from the piped system (WASA water) is small in areas where water supply conditions are poor (low water pressure), whereas the cost for water is rather high compared with the water tariff of the piped system due to the high power cost for groundwater pumping. It is also observed considerable water use in areas where the water supply conditions are sufficient, given the variation of the water consumption rate according to the supply conditions. Thus, the per capita water consumption is estimated to be 128 lpcd, based on the following estimates and assumptions:

B5 - 15 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

. The present population served is estimated to be 1,008,000 from the number of service connections (approximately 140,000) and estimated number of persons per connection (7.2); . The daily average production capacity at present (2015) is estimated to be about 240,000 m3; . Non-domestic consumption is assumed to make up 10% of the total consumption; and . Physical water loss is assumed to be 40%. Because the above assumptions are derived from trial analysis, the estimated per capita consumption should only be considered only as a general reference. While the number of registered domestic connections has been tabulated to be about 113,000, the WASA’s customer survey in 2017 found about 27,000 un-registered connections. The current number of service connections therefore stands at about 140,000, as summarized in Table B5.3.4. Table B5.3.4 Results of WASA’s Customer Survey in 2017 Description Unit Households Remarks Households in Service Area Nos. 250,000 Potential Households Registered Nos. 113,000 Approx. 45% of 250,000 Households Un-registered Nos. 27,000 Potential Households Served Nos. 140,000 Registered + Un-registered Source: JICA Mission Team Among the present data and information available, the reliable data and information include only estimated distribution volume (day average volume) and non-domestic consumption assessed from metered consumption data (refer to following subsection). On the other hand, data and information on per-capita domestic consumption and physical loss is difficult to obtain due to the present state of non-metered service connection under the fixed tariff system. The per-capita consumption and physical loss are therefore assessed based on trial analysis. Out of past two studies of NRW, 55% of the NRW ratio under the French-funded Project is considered more realistic (as described in Section B3.6). Given the existence of un-registered domestic connections, the administrative loss can be estimated to stand at more or less 20%. From the above analyses, physical loss is assumed to fall in the range of 30 to 40%. The population served in 2015 is estimated to be 1,008,000 based on the number of domestic connections (140,000 units), average household size (7.2 persons), and average distribution volume (about 240,000 m3/day). When physical loss is 30, 35, or 40%, the per-capita consumption is calculated to be 152, 140 and 128 lpcd, respectively. From the above analysis, the projection is based on an assumed per-capita consumption of 128 liters and an assumed physical loss of 40%, as summarized in Table B5.3.5. Table B5.3.5 Current Water Supply Status and Per-Capita Consumption Description Unit Numeric Value Remarks Family Size Person 7.2 Average Population Served Person 1,008,000 140,000 x 7.2 Current Water Supply m3/day 240,000 Daily Average Physical Loss m3/day 96,000 40% of the Daily Average Total Consumption m3/day 144,000 240,000 – 96,000 Domestic Consumption m3/day 129,000 90% of Total Consumption Non-domestic Consumption m3/day 15,000 10% of Total Consumption Per-capita Consumption lcpd 128 129,000 / 1,008,000 Source: JICA Mission Team Per-capita consumption for the year 2023, the transit stage for the future sound operation and management of WASA, is given a value of 133 liters, where a physical loss of 45% is used for the demand projection. A future per capita consumption of 145 lpcd from the year 2028 is used for the demand projection based on WASA’s design criteria. Note that the per capita consumption assuming WASA’s design criteria of 180 liters (40 gallons) includes the NRW (20%), which changes the net per capita consumption to about 145 liters (32 gallons).

B5 - 16 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(2) Non-Domestic Consumption According to the list shown in Table B5.3.6 below, non-domestic consumers are composed of consumers/users of water supply and sewerage service. Note that the tariff is charged separately for water and sewerage services, hence the number of consumers/users is counted twice. Table B5.3.6 Number of Consumers/Users Category Water Supply Sewerage Service Total Commercial* 2,464 20,510 20,510 Industry - 929 929 Bulk Water** 93 - 93 Aquifer*** 494 - 494 Total 3,051 21,439 22,026 Note: *The commercial category is classified into relatively small scale (ordinary) non-domestic consumers, including commercial, industry, and institutional consumers. **Bulk water implies large scale consumers of industries.. ***Aquifer implies consumers of commercials and indstries utilising their private tubewells (e.g. groundwater). Source: DD IT, Directorate of Revenue, WASA-F as of January 2017

1) Present Non-Domestic Consumption There are 34 metered connections out of 93 for Bulk Water consumers. The metered consumption record is available for the year of 2016. Data on 11 connections in the metered consumption record is omitted from the count because the consumption was either too small or zero. The average monthly consumption of 23 connections was 1,519 m3/month, or 51 m3/day. When this average consumption is applied for all bulk water connections, the total consumption of Bulk Water becomes 141,300 m3/month or 4,700 m3/day. For January 2017, 105 metered connection records were available out of 2,464 connections in total. Out of these 105 connections, only 33 connection records could be utilized for analysis. The average monthly consumption of these usable 33 connections was 127 m3, or the equivalent of 4.2 m3/day. The total consumption of relatively small scale (ordinary) non-domestic consumers is estimated as 10,300 m3/day From above consumption data, the present non-domestic water consumption is estimated to be about 15,000 m3/day. From the present production of approximately 240,000 m3/day, net consumption is estimated to be 144,000 m3/day when physical loss is assumed to make up about 40% of the total demand. The non-domestic consumption is therefore estimated to be 10.4% of total consumption. 2) Potential Non-Domestic Consumption The next attempted estimate, an assessment of the potential non-domestic consumption, is based on the following assumptions: . The population in the present service area of WASA is about 2,430,000; . Per capita consumption for domestic use as 145 lpcd. Non-domestic consumption in service area, including water consumers and sewerage service users, is categorized as follows: . Ordinary non-domestic consumers numbering about 20,500, with a unit consumption of about 4.2 m3/day/conn., . Bulk Water users for water supply and Industrial users of sewers together totaling about 1,000 connections, with a unit consumption of about 51 m3/day, and . Aquifer users totaling about 500 and unit consumption of about 50 to 100 m3/day. From the above assumptions, the potential domestic consumption and potential non-domestic consumption are estimated to be about 397,000 m3/day and about 162,000-187,000 m3/day, respectively. The ratio of non-domestic consumption thus becomes about 29-32% to the total consumption. For planning purposes, the ratio of non-domestic consumption to total consumption is set at 30%.

B5 - 17 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(3) Physical Loss The estimated current physical loss of 40% is assumed to increase to 45% through the improvements in supply conditions with higher supply pressure, and thereafter to be gradually reduced by intensive loss reduction activities. The targeted physical loss is planned at 20%, taking the limited water sources for Faisalabad MC into account. From the above assumptions, the tendency of physical loss in key years is assumed as follows: Table B5.3.7 Physical Loss Forecast for Water Demand Estimation Year 2015 2023 2028 2033 2038 Loss in% 40 45 30 25 20

(4) Service Coverage Ratio The service coverage ratio is assumed to increase from the current ratio of about 50% up to 100% in the target year of 2038. Table B5.3.8 Service Coverage Ratio Forecast for Water Demand Estimation Year 2015 2023 2028 2033 2038 Service ratio in % 42 60 75 90 100

(5) Water Demand Projection Based on the population increase, service extension, unit consumption, and service coverage ratio determined in the previous sections, the water demand in each key year is forecast as follows: Table B5.3.9 Future Water Demand Estimation in the Core Area Description Unit 2015 2023 2028 2033 2038 Population persons 3,743,080 4,175,410 4,489,580 4,783,120 5,386,120 Population in Service Area person 2,428,904 3,026,190 3,399,500 3,772,800 4,146,110 Population Served person 1,008,000 1,815,700 2,549,600 3,395,500 4,146,100 Service ratio 42% 60% 75% 90% 100% Domestic Consumption m3/day 129,000 241,500 369,690 492,350 601,180 Service Connections Nos. 140,000 254,000 359,000 482,000 588,000 Per-capita (lcpd) l/day/person 128 133 145 145 145 Non-Domestic Consumption m3/day 15,000 60,400 158,440 211,010 257,650 Service Connections Nos. 3,000 8,000 19,000 25,000 30,000 Rate 10% 20% 30% 30% 30% Total Consumption m3/day 144,000 329,100 528,130 703,360 858,810 Service Connections Nos. 143,000 262,000 378,000 507,000 618,000 Physical Loss m3/day 96,000 219,400 226,340 234,450 214,710 Loss in Percentage Terms 40% 45% 30% 25% 20% Daily Average Demand m3/day 240,000 548,900 754,470 937,810 1,073,540 Daily Maximum Demand m3/day 318,000 658,700 867,640 1,078,480 1,234,570 Max. Factor 1.3 1.20 1.15 1.15 1.15 Bulk Supply to FDA City 0 4,540 8,680 13,040 17,380 m3/day 318,000 663,000 876,000 1,092,000 1,252,000 Total Demand MGD 70 146 193 240 275 Source: JICA Mission Team

B5 - 18 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

'000 m3/d 1,300 1,300

1,200 1,200

1,100 Day Maximum Demand 1,100 1,000 1,000

900 Day Average Demand 900 800 800

700 700

600 600

500 500

400 400

300 300

200 200

100 100

0 0 2015 2018 2023 2028 2033 2038 Day Day 240 318 552 663 762 876 949 1,092 1,089 1,252 Ave. Max. Source: JICA Mission Team Figure B5.3.4 Water Demand Projection by 2038

The addition of bulk supply to FDA City is planned out using the following parameters in each key year.

Table B5.3.10 Parameters for Bulk Demand to FDA City Parameter 2023 2028 2033 2038 Population served 18,750 37,500 56,250 75,000 Domestic consumption (m3/day) 2,720 5,440 8,160 10,880 Per-capita (lpcd) 145 145 145 145 Non-domestic consumption (m3/day) 300 600 910 1,210 Rate in% 10 10 10 10 Total consumption (m3/day) 3,020 6,040 9,070 12,090 Physical Loss (m3/day) 760 1,510 2,270 3,020 Loss in% 20 20 20 20 Daily average demand (m3/day) 3,780 7,550 11,340 15,110 Daily maximum demand (m3/day) 4,540 8,680 13,040 17,380 Max. factor 1.2 1.15 1.15 1.15 The results of the future demand projection are presented in Figure B5.3.5.

B5 - 19 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B5.3.5 Future Demand Projection (UC-wise Water Demand in 2038)

(6) Demand Distribution by Union Council The demand projected in the previous sub-section is distributed in each key year and divided among the UCs for the development planning of the distribution system. These projected values are presented in Appendix AB5.1, Population and Water Demand Distribution, in the Supporting Report. 5.3.3 Water Sources Development Plan

(1) Groundwater The required water supply volume to Faisalabad City is much larger than the groundwater development potential shown in this study. For the M/P in the future, it will therefore be better to consider the groundwater development for water supply to Faisalabad City as a complementary development. The surface water development should be considered first. In this case, the groundwater in all but certain parts of the area is generally brackish. Freshwater suitable for drinking is limited to the seepage water from the irrigation canals fed in from the Chenab River. As such, new groundwater source development will be limited to the area along the canals passing through Faisalabad City such as the JBC, RBC, and GBC branched from the LCC.

B5 - 20 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The following sections will describe the quantity (seepage rate) of freshwater resources, the development potential, and the development plan for each of the aforesaid canals. 1) Along the JBC

Seepage Rate According to the paper on the Groundwater Simulation by Dr. Abdul Khaliq, University of Agriculture Faisalabad2, the seepage rate from the JBC is calculated to be around 7,000 to 8,000 m3/day/km, as shown in Figure B5.3.6. The seepage during the canal closure period is zero (see the figure). As a result, the average seepage rate per km of the canal section, including zero seepage during the canal closure period, is: = 6,720 m3/day/km ⇒ 6,700 m3/day/km (The average seepage rate is 7,350 m3/day/km when the canal closure period is excluded.)

Source: Modeling the Effects of Groundwater Pumping on Water Table of a Faisalabad Water Supply Scheme: by Abdul Khaliq, Doctor of Philosophy in Agricultural Engineering; Department of Irrigation and Drainage, Faculty of Agricultural Engineering and Technology, University of Agriculture, Faisalabad (Pakistan) 2014 Figure B5.3.6 Simulated Seepage Rate in a 1 km Section of the JBC

New Groundwater Source Developable Area Three newly developable areas are shown in Figure B5.3.7 (JBC left bank side): Area 1, Area 2, and Area 3. Area 1 and Area 2 are considered to be areas for groundwater development.

2 Modeling the Effects of Groundwater Pumping on Water Table of a Faisalabad Water Supply Scheme: by Abdul Khaliq, Doctor of Philosophy in Agricultural Engineering; Department of Irrigation and Drainage, Faculty of Agricultural Engineering and Technology, University of Agriculture, Faisalabad (Pakistan) 2014

B5 - 21 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Chiniot Chenab River Mir-Chiniot Drain

Chenab WF

Faisalabad City

Source: JICA Mission Team Figure B5.3.7 Areas Where New Groundwater Can be Developed along the JBC

Area 3 in the figure is located downstream of the intersecting Paharang Drain, a seriously polluted waterway that flows through the central area of Faisalabad City. Area 3 is excluded from the new development target area at this stage to avoid adverse influences on the groundwater. Mir-Chiniot Drain also intersects the area on the upstream side. While the level water pollution in this Drain is fairly low around the intersection, the 3 km section on the downstream side and 1 km section on the upstream side are excluded from the development target area. From the above, Area 1 and Area 2 are selected as the new development area in this M/P (total distance: 14.5 km (Area 1) + 4.5 km (Area 2) = 19 km). The amount of groundwater development along the JBC should be kept within the range of the seepage rate from the JBC in order to avoid deterioration of the water quality and prevent a reduction of the groundwater level to a point that limits sustainable groundwater use in the future. The maximum amount of possible development in the above-mentioned new development area is therefore considered as follows. 6,700 m3/day/km × 19 km = 127,300 m3/day There are many wells that farmers use for irrigation in the vicinity of the canal. The discharge from the new development area must be considered together with these irrigation wells. The actual details are difficult to grasp, however, as no discharge records from the surrounding irrigation wells are available. Analyzing the correlation between the average discharge and the groundwater level fluctuation so far in the existing well field, the optimum discharge in the future shall be chosen as the capacity during the period when the groundwater level remains stable. Figure B2.1.2 shows the groundwater level fluctuations of the existing well field from January 2013 to August 2016. These data show a declining trend up to the end of 2015 after construction. Within the period from January to August 2016, however, the groundwater level remains stable. From the SCADA data, the average discharge over this 8 months was about 68,000 m3/day. The distance at which tubewells are located in the existing well field is about 14 km, so that the average discharge is about 4,800

B5 - 22 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

m3/day/km. If this discharge amount is applied to 19 km of the new development planning section, the discharge amount in the whole will therefore be around 90,900 m3/day. 2) Along the RBC New groundwater developments along the RBC are especially difficult from the viewpoint of water quality, given the urban-derived pollution infiltrating the Faisalabad City area and downstream side. The groundwater in the deeper portion of the area has high salinity, while that in the shallow portion is artificially contaminated. In the past, many tubewells were installed near the city center along the RBC to satisfy the city's water demand. The large numbers of tubewells installed caused problems such as water quality deterioration due to excessive discharge and mixing with the surrounding polluted water. As a result, the number of tubewells was reduced and the discharge from the tubewells was regulated, starting from 2001. Within the limited areas along the RBC are concerned, seepage water from the Branch Canal forms a freshwater zone suitable for drinking. To take advantage of the seepage water, 12 tubewells were constructed on the upstream side of these old tubewells in 2008 with funding from the annual development budget of Pakistan. With the new tubewells constructed, a total of 28 tubewells were operational at that time (2 of them are currently out of order). In addition, 10 tubewells newly constructed with AFD assistance in 2016 are soon to begin operating. With those 10 added, 38 WASA-F tubewells along the RBC will soon be operational. In the approximately 25 km section on the further upstream side within the administrative area of Faisalabad City, tubewells probably constructed by PHED and others already exist in comparatively dense conditions, leaving little room for new development in the future. For the above reasons, a new groundwater development plan along the RBC is not to be taken up in this M/P. 3) Along the GBC

Seepage Rate In the papers studied by the University of Agriculture Faisalabad, the seepage rate from the GBC is simulated.3 In this simulation, the recharge-flowrate relationship was developed as presented in the following equation, where (S) is seepage expressed in m3/s/million-m2 and (Q) is the flow rate through the canal in m3/s : S = 0.006×Q1.446 1 million-m2 is 1 km2. To judge whether the above formula is reasonable, Table B5.5.1 compares the discharge from the GBC, the diversion discharge, the amount of water loss during flow in the canal, and seepage calculated from the above formula. To work around the difficulty in obtaining the existing data on canal discharge, the comparison was carried out using data on the “Authorized Head Discharge to Distributary or Minor Canals” from the Irrigation Department’s website as of January 2018, along with the first proposed design data available from the original design profile of the GBC by the Punjab Irrigation Department. As the table shows, the design water loss throughout the Lower GBC is 14.13 m3/s, given the Head Discharge of 63.55 m3/s and the total discharge diverted to Distributary and Minor Canals of 49.42 m3/s.

3 INTERNATIONAL JOURNAL OF AGRICULTURE & BIOLOGY “Simulating Seepage from Branch Canal under Crop, Land and Water Relationships” MUHAMMAD ARSHAD, NIAZ AHMAD1 AND M. USMAN: Department of Irrigation and Drainage, and Water Management Research Centre, University of Agriculture Faisalabad, 2009

B5 - 23 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

On the other hand, the seepage calculated from the simulated formula above is 5.23 m3/s, or only about 37% of the design water loss. Another form of water loss to consider is evaporation. As shown in the following figure, however, the level of evaporation in Faisalabad is around 7 mm/day at most in May and June. Even when using that data, the evaporation rate would be estimated at only 0.30 m3/s.

Source: Performance Evaluation of Different Methods for Estimation of Evapotranspiration in Pakistan’s Climate by Pakistan Meteorological Department Figure B5.3.8 Evaporation and Evapotranspiration in Faisalabad

Though the website shows no data on the discharge from the Outlets and Aqueduct, the discharge data it shows is authorized data probably based on the design values. As such, the discharge from the Outlets and Aqueduct is not expected to be substantially considered. The seepage obtained from the above formula is therefore thought to be sufficiently smaller than the designed water loss. Hence, the seepage calculated from the formula is not likely to exceed the actual seepage and can therefore be considered to lie on the safe side.

B5 - 24 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B5.3.11 Comparison of Discharge from the GBC and the Calculated Result from the Formula Shown in the Simulation Report Lower Gugera Branch Canal Division Data available from the website (http://irrigation.punjab.gov.pk/Search.aspx) Design Data Calculation of Seepage from the Formula of Simulation report on Jan. 2018 ② Authorized F.S. F.S. ① Distance Seepage Section Bed Difference of Diversion ① - ② S = 0.006 Evapora Seepage per km RD Head Discharge: Depth: of Area of Seepage Width F.S. to disty *Q1.446 tion (m) Discharge Rabi Rabi section section Q (m3/s/k (m3/day/ (m) Discharge etc. (m3/s) (m3/s/km2) (m3/s) 3 3 (km) (km2) (m3/s) m) km) (m /sec) (m /sec) (m) (m3/s) (m3/s) Canal Head 0 Pauliani disty 4393 2.90 63.55 2.06 35.1 Jaranwala disty 4542 0.40 Cum VRB 5029 5.13 3.30 1.83 2.43 5.03 0.21 0.50 0.02 0.099 8579 58.42 2.01 33.5 Awagat disty 8166 1.52 2.01 1.52 0.49 2.15 3.14 0.12 0.26 0.01 0.084 7287 Outlet 13896 Outlet 14856 Buttiwala disty 16769 0.65 56.41 1.99 32.9 Outlet 18600 Kheowala disty 19725 0.36 Jassuana disty No-I 19725 0.48 2.58 1.49 1.08 2.04 11.56 0.45 0.91 0.04 0.079 6809 Cum VRB 19812 VR Bridge 25908 53.83 1.98 31.7 Outlet 26822 Aqueduct V.R.B 27584 0.88 0.00 0.88 1.91 7.86 0.29 0.56 0.02 0.071 6158 Outlet 29239 Outlet 29566 Jassuana disty No-II 30297 0.76 52.95 1.96 31.7 Khanuana disty 31589 2.97 Fall/Foot 31677 Cum VRB 32065 6.65 5.61 1.05 1.87 4.48 0.17 0.31 0.01 0.070 6005 Kaluana disty 33833 0.57 Bhartiana disty 36302 0.51 46.30 1.94 30.5 Satiana disty 36302 0.79 Fall/VR Bridge 36576 0.85 0.00 0.85 1.54 4.51 0.16 0.25 0.01 0.055 4776 Outlet 43525 Bhartiana Minor 43744 0.23 Sher-e-Azam Minor 46598 0.15 45.45 1.92 28.7 Talyara Minor 51023 0.34 Phadiara disty 52040 0.39 Talyara disty 52048 0.23 Cum VRB 52121 2.52 1.34 1.18 1.50 15.54 0.53 0.79 0.04 0.051 4405 Outlet 58590 Outlet 59238 Outlet 59924 Koru disty 61295 0.23 Escape 62484 42.93 1.82 28.7 Outlet 65506 Outlet 65522 Russiana disty 66388 1.48 Khatwan disty 66390 0.23 VR Bridge 66446 Cum VRB 66751 3.43 1.94 1.49 1.38 14.63 0.49 0.68 0.04 0.047 4022 39.50 1.80 26.8 Gill disty 74268 0.28 0.85 0.28 0.57 1.22 7.52 0.24 0.29 0.02 0.039 3368 Khushpur disty 74676 0.17 Nasri Minor 76200 0.08 Nasri disty 76200 0.18 38.65 1.78 26.8 Bhail disty 80665 0.99 Tarkhani disty 80665 7.62 Cum VRB 80681 9.40 9.05 0.35 1.18 6.41 0.20 0.24 0.02 0.038 3257 29.25 1.54 24.4 Fall 82296 0.08 0.00 0.08 0.79 1.62 0.05 0.04 0.00 0.023 1964 Outlet 87368 Outlet 88565 29.17 1.53 24.4 Mungi disty 89611 4.62 Janiwala disty 89611 0.91 8.35 5.53 2.82 0.79 7.32 0.21 0.17 0.02 0.023 1955 Reakle Minor 92126 0.20 Hamza disty 96957 0.64 20.81 1.38 18.3 Yakkar disty No-I 98725 0.64 Bhun disty No-I 98725 0.59 Cum VRB 98755 2.58 2.07 0.51 0.48 9.14 0.20 0.10 0.02 0.011 927 Bhun disty No-II 111305 0.54 18.24 1.30 18.3 Yakkar disty No-II 111374 0.54 1.64 1.08 0.57 0.40 12.62 0.28 0.11 0.02 0.009 758 Outlet 112974 Outlet 113948 16.59 1.26 17.4 Outlet 115062 Canal Tail 118130 0.38 0.00 0.38 0.35 2.09 0.04 0.02 0.00 0.007 631 Dabbanwala disty 118130 2.31 Khikhi disty 118130 7.62 Rajiana disty 118130 1.61 Pirmohal disty 118130 4.67 Total 49.42 14.13 5.23 0.30 Source: JICA Mission Team

B5 - 25 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

New Groundwater Source Developable Area The areas where groundwater development is expected along the GBC are shown in Figure B5.3.9 (sections of Area 1 to Area 3). As mentioned below, Area 1 and Area 2 are considered the areas suitable for groundwater development among the three. Given that a relatively large number of existing wells are already distributed in Area 3, it may be better to remove this section from the new groundwater development planning area in this M/P at this stage. There are relatively few wells, about 10 to 20 in total, established in Area 1 and Area 2. The development planning section in this M/P shall be up to 3 km upstream of the Madhuana Drain, which may become highly polluted as it flows around the eastern periphery of Faisalabad City area. Also note that the water flow rate in the Canal decreases on the downstream side of Madhuana Drain, so the seepage amount also decreases.

Faisalabad City

Satian

Samundari Drain

Ravi River

Source: JICA Mission Team Figure B5.3.9 New Groundwater Areas that can be Developed along the GBC

The average flow rates and bottom widths (seepage widths) of the GBC from the longitudinal section data of the Punjab Irrigation Department. Area 3 Flow rate Q = 64.5 m3/sec Seepage width 34.4 m Area 1 Flow rate Q = 54.0 m3/sec Seepage width 31.3 m Area 2 Flow rate Q = 44.9 m3/sec Seepage width 28.3 m 2 2 The following shows the seepage rate S per 1 million-m (1 km ) and seepage rate per 1 km (set as S1km) calculated from the above equation and Seepage width data, based on the above flow rate data. Area 3: S = 2.48 m3/sec/km2 (214, 423 m3/day/km2) → S 1 km = 7, 373 m3/day/km Area 1: S = 1.92 m3/sec/km2 (165, 687 m3/day/km2) → S 1 km = 5,178 m3/day/km Area 2: S = 1.47 m3/sec/km2 (126,882 m3/day/km2) → S 1 km = 3,590 m3/day/km

B5 - 26 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Twenty-nine tubewells for the Jaranwala water supply are constructed in an approximately 6 km section along the GBC. The design discharge of each tubewell is 0.75 Cusec (about 76.5 m3/hour). A per-capita water supply of 50 gallons (about 227 liters) is provided to 160,000 citizens in the town center of Jaranwala, or about 36,400 m3/day as an average total. The daily maximum demand is assumed to be 50% higher than the average, and the tubewells are to be operated 16 hours a day in the design settings. Table B5.3.12 Design Specification of the Water Supply and Tubewells of Jaranwala City and a Comparison of the Average Design Demand and Seepage Rate by Simulation A: Water Demand (g=gallons, mgd=million gallons per day, L=Little, m3=cubic meter) i. Population Served about 160,000 Persons ii. Per Capita Average Day Demand 50.0 g/day 227.3 L/day 8.0 mgd . iii. Total water demand 36400 m3/day (14.8 cusec) B: Tubewells (cusec=cubic feet per second, No.=Number, Nos.=Numbers) i. Design Discharge 0.75 cusec 76.5 m3/hour ii. Average day Demand 14.8 cusec 36400 m3/day iii. Total Nos. of Tubewells with 0.75 cusec discharge of each Tubewell 29 Nos. along GBC iv. Average operation hours per day of Tubewell 16 hours/day v. Provision (50% of average day demand) given in (ii) 7.4 cusec 18200 m3/day vi. Length of section setting Tubewell along GBC about 6 km vii. Average design demand per kilometer from tubewell setting section 6067 m3/day/km iix. Seepage rate per kilometer along GBC by Simulation 6275 m3/day/km Source: JICA Mission Team Tubewells for Jaranwala water supply are located between Area 3 and Area 1, where seepage is estimated to be 6,275 m3/day/km on average according to both pieces of data described above. As a result, total seepage in the 6 km section can be calculated to be about 37,000 m3/day. This means that the design discharge from the tubewells mentioned above consumes almost all of the seepage water from the canal. The groundwater level in recent years around the GBC shows no signs of declining in the observation well data from the Punjab Irrigation Department. The steady groundwater level appears to be due the short duration of tubewell operation for water supply to Jaranwala city resulting from the limited coverage (about 4 and half hours per day on average). The groundwater in the deeper portion of this area is brackish, and only seepage water from the GBC is fresh water targeted for drinking. The revised Punjab Design Criteria issued in 20084 specified that the water intake tubewells in such a case (shallow wells or skimming wells) should operate for less than 8 hours per day. In the case of 8 hours operation a day, the discharge from the tubewells for Jaranwala water supply should be kept at less than 17,750 m3/day (= 76.5 m3/hour × 8 hours × 29). Given the section length of tubewells installed of about 6 km, the discharge per km is a little less than 3,000 m3/day/km. This discharge is compatible with the Punjab Design Criteria, an appropriate level at less than half of the 6,275 m3/day/km of seepage from the GBC. Considering these factors and the balance together with other tubewells installed in the vicinity of the GBC such as the irrigation wells, it seems reasonable to make the discharge a little less than half of the seepage rate. From the above consideration, the amounts of groundwater that can be developed from the sections of Area 1 and and Area 2 are set at about 2,500 m3/day/km and ,700 m3/day/km, respectively.

4 Technical and Service Delivery Standards for Water Supply and Sanitation Sectors: April 2008 Punjab Developed Social Services Programme, Govt. of Punjab

B5 - 27 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Area 1: This section runs a distance of 20 km, 2,500 m3/day/km × 20 km = 50,000 m3/day Area 2: This section runs a distance of 12 km, 1,700 m3/day/km × 12 km = 20,400 m3/day Together, discharge of about 70,000 m3/day can be expected to be developed within the sections of Area 1 and 2. It seems, however, that there are already about 20 tubewells in these section along the GBC. If these are also discharge according to the Punjab Design Criteria under the same conditions as the above-mentioned Jaranwala water supply tubewells, about 13,000 m3/day (rounded up from 12,240 m3/day = 76.5 m3/hour × 8 hours × 20) may have already been discharged. The difference of 57,000 m3/day (= 70,000 – 13,000) may therefore be considered for the new groundwater source to be potentially developed. Considering the safety factor of 80% set in anticipation of unconfirmed geographical, topographical, and hydrogeological conditions, the amount of discharge along the GBC planned in this M/P shall be as follows. 57,000 m3/day × 0.8 = 45,600 m3/day ⇒ 45,000 m3/day (2) Surface Water Presumable surface water sources for Faisalabad City were discussed in the previous Chapter B2.2. The most predominant surface water sources are irrigation water from the JBC, RBC, and GBC, as these have received relatively high evaluations from the comprehensive standpoints of volume, quality, stability, distance, and development cost. The comprehensive evaluation was “A,” as shown in Table B2.2.13 of Chapter B2.2. Chenab River was evaluated as a second-order alternative source (the comprehensive evaluation was “B” in Table B2.2.13), and several options for intake methods from the river are considered. Intake from Chenab River entails a certain level of uncertainty or risk, however, depending on the methods used (listed and discussed below). (a) Diversion from Chiniot Dam (storage and hydroelectric dam) to be constructed, (b) Intake from Chenab River directly, (c) Intake groundwater (or seepage water) by constructing new tubewells along the Chenab River, (d) Diversion from the existing Qadirabad or Khanki barrages.

Option (a) Diversion from Chiniot Dam The Pakistan Water & Power Development Authority (WAPDA) is currently planning to construct a new dam, Chiniot Dam, with a live storage capacity of 1.0 million acre-feet (MAF) and power generation of 69 megawatt (MW). The dam will be located about 176 km downstream of the existing Qadirabad Barrage, about 5 km from Chiniot City, and about 100 meters upstream of the existing Railway Bridge on Chenab River. WAPDA is expected to carry out a feasibility study (F/S). A dam project, however, usually needs long periods for implementation and construction (normally several decades from the study inception to completion). There are no guarantees that the construction of the Chiniot Dam would be completed by the target year of 2038 for this M/P. Option (b) Intake from Chenab River directly The flow of the Chenab River is unstable. A total of 76 days are null flow (0 m3/day) according to the records taken downstream of Qadirabad Barrage. The river course is also unsteady and changes extensively. Direct water intake from the Chenab River would therefore require the construction of a new barrage (estuary weir) across the river. This would be very costly. In an equivalent project, the Punjab Irrigation Department constructed the new Khanki Barrage (completed in 2017) approximately 300 m downstream of the existing weir on the Chenab River for a total budget of PKR 23,442 million, with funding support from the ADB. Moreover, new raw water transmission facilities at a minimum distance of 40 km would be required. Option (c) Intake groundwater by constructing new tubewells along the Chenab River

B5 - 28 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Several well fields utilized for agricultural purposes can be found in the neighborhood of Chenab River. It will therefore be very critical to win the understanding of farmers when arranging to obtain additional groundwater for supply to Faisalabad City near the Chenab Well Field or along the river. In 1998, a well-boring planned under a JICA basic design study was halted by a protest campaign launched against the project by neighboring villagers. The team conducting the study were forced to shift their plan to the JBC Well Field. Option (d) Diversion from the existing Qadirabad or Khanki barrages. Water has been diverted to the Qadirabad and Khanki Barrages for irrigation purposes. The allocation of part of this water to Faisalabad City for domestic use would require consent from the Punjab Irrigation Department, the entity managing the barrages. Doing so would be difficult. The distances to the barrages are also considerable: Qadirabad Barrage is located approximately 100 km away from Faisalabad City; Khaniki Barrage is located 30 km further upstream of Qadirabad. High costs for the construction of raw water transmission facilities and high O&M expenses would be required. This option, therefore, is also economically unfavorable. Considering these points, taking water from the Chanab River is considered a difficult and unrealistic alternative. If the project for Chiniot Dam makes steady progress and the dam can be realistically constructed within a measurable period of time, however, Option (a) is worthy of consideration. (3) Scenarios for the Development Plan From the discussions in the previous sections on (1) groundwater and (2) surface water, an appropriate approach for the new water source development in the study area would be surface water development by direct intake from irrigation canals as a main source combined with groundwater development as a supplementary source, as summarized in Scenario 1 below. In Scenario 2, an Optional Scenario to consider for comparison, the Chenab River also becomes a future water source.

The table below lists the candidates for new water source development along with their expected developed capacities, locations, and schedules. Table B5.3.13 Proposed New Water Sources (Scenario 1) Water Source Capacity Status of Development Negotiations No. Name of Scheme (Tentative) Type Name MGD m3/day Schedule for Water Rights 1 New JK WTP Expansion Surface Water RBC 5.0 22,700 By 2023 Approved 2-1 Gugera WTP-1 Surface Water GBC 25.0 113,700 By 2023 Agreed 2-2 Gugera WTP-2 Surface Water GBC 25.0 113,700 By 2028 Not yet 2-3 Gugera WTP-3 Surface Water GBC 25.0 113,700 By 2033 Not yet 3-1 Original JK Renewal-1 Surface Water RBC 5.0*1 22,700 By 2023 Agreed 3-2 Original JK Renewal-2 Surface Water RBC 5.0*1 22,700 By 2028 Agreed 4 Alloma Iqubal WTP Surface Water RBC 1.5 6,800 By 2023 Not yet 5-1 Jhang WTP-1 Surface Water JBC 20.0 90,900 By 2028 Negotiating 5-2 Jhang WTP-2 Surface Water JBC 20.0 90,900 By 2033 Not yet 5-3 Jhang WTP-3 Surface Water JBC 20.0 90,900 By 2038 Not yet 6-1 GBC Tubewells-1 Groundwater GBC 5.0 22,700 By 2023 Not yet 6-2 GBC Tubewells-2 Groundwater GBC 5.0 22,700 By 2028 Not yet 7-1 JBC Tubewell-1 Groundwater JBC 10.0 45,500 By 2028 Not yet 7-2 JBC Tubewells-2 Groundwater JBC 10.0 45,400 By 2033 Not yet Total 178.0 809,000 * The existing Original JK WW, a slow sand filter plant with a design capacity of 3.5 MGD (16,000 m3/day), will be abandoned and renewed as a rapid sand filter plant with a capacity of 10.0 MGD (45,400 m3/day). The physical capacity will increase by 6.5 MGD (29,400 m3/day) after renewal. Source: JICA Mission Team

B5 - 29 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Original JK Renewal (Surface water) 45,400 m3/day (10.0 MGD) *Existing JK WW (3.5 MGD) will be abandoned. New JK WTP Expansion (Surface water) New JBC Well-field (Groundwater) 45,500 (Existing) + 22,700 m3/day (5.0MGD) 3 90,900m /day (20 MGD) Allama Iqbal WW (Surface water) st 3 - 1 : 45,500m /day (10 MGD) 6,800m3/day (1.5 MGD) - 2nd: 45,400m3/day (10 MGD)

Gugera WTP (Surface water) 341,100 m3/day (75.0 MGD) - 1st: 113,700 m3/day (25 MGD) - 2nd: 113,700 m3/day (25 MGD) - 3rd: 113,700 m3/day (25 MGD)

Jhang WTP (Surface water) 272,700m3/day (60 MGD) - 1st: 90,900m3/day (20.0MGD) - 2nd: 90,900m3/day (20.0MGD) - 3rd : 90,900m3/day (20.0MGD)

Gugera Well-field (Groundwater) 45,400 m3/day (10.0MGD) - 1st: 22,700 m3/day (5.0 MGD) - 2nd: 22,700 m3/day (5.0 MGD)

Source: JICA Mission Team Figure B5.3.10 Locations for the New Water Source Development (Scenario 1)

As for new water source development, especially water intake from irrigation canals, approval from the Irrigation Department, the entity managing the canal, is crucial. The status of negotiations with the Irrigation Department on the development candidates is also indicated in Table B5.3.10. The Irrigation Department has informed WASA in discussions that, “If WASA is to request water intake from the irrigation canals of the Jhang Branch Canal and Gugera Branch Canal, the same amount of treated wastewater should be returned to the canals.” It will therefore be necessary to promote the development of the sewerage system as well as the development of the water sources of the Jhang Branch Canal and Gugera Branch Canal. Even if approval for water intake from the canals can be obtained and water intake facilities are developed, the handling of the period of the irrigation canal closure remains an essential issue for the canal water. The following is to be continuously requested of the Irrigation Department: . Stabilization of the periods of canal closure (completion of maintenance works on the canals within the standard closure periods) . Shifting of the closure periods of the JBC and GBC (adjustment so as not to overlap the closure periods of the two canals and/or adjustment to extend the periods without overlap) . Granting of approval for more water to be withdrawn from one canal during the closure period of the other (e.g., withdrawal from the JBC during closure of the GBC)

B5 - 30 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Further, the following actions by WASA should also be considered, either solely or jointly, as means to cope with the canal closure periods in the proposed water supply facility planning: . Development of reservoir(s) to store enough water . Development of a water supply network to distribute water withdrawn from one canal to the entire supply area during the closure period of the other canal . Development of facilities for temporal water intake and transmission from groundwater sources to supplement a certain amount of the necessary water during a period of canal closure Although the most appropriate option for new water source development in the study area is thought to be mainly surface water development by direct intake from irrigation canals, there is a chance that the Irrigation Department will grant only limited approval for intake water. In such a case, river water can be considered another candidate to become an alternative water source (water intake from the Chenab River). The table and figure below show the candidates for new water source development, along with their expected developed capacities, locations, and scheduling. Table B5.3.14 Proposed New Water Source (Scenario 2) Status of Water Source Capacity Development No. Name of Scheme (Tentative) Negotiations for 3 Schedule Type Name MGD m /day Water Rights 1 WTP New JK Expansion Surface Water RBC 5.0 22,700 By 2023 Approved 2 Gugera WTP-1 Surface Water GBC 25.0 113,700 By 2023 Agreed 3-1 Original JK Renewal-1 Surface Water RBC 5.0*1 22,700 By 2023 Agreed 3-2 Original JK Renewal-2 Surface Water RBC 5.0*1 22,700 By 2028 Agreed 4 Alloma Iqubal WTP Surface Water RBC 1.5 6,800 By 2023 Not yet 5 Jhang WTP-1 Surface Water JBC 20.0 90,900 By 2028 Negotiating 6-1 GBC Tubewells-1 Groundwater GBC 5.0 22,700 By 2023 Not yet 6-2 GBC Tubewells-2 Groundwater GBC 5.0 22,700 By 2028 Not yet 7-1 JBC Tubewell-1 Groundwater JBC 10.0 45,500 By 2028 Not yet 7-2 JBC Tubewell-2 Groundwater JBC 10.0 45,400 By 2033 Not yet 8-1 Chenab River-1 Surface Water Chenab River 25.0 113,700 By 2028 Not yet 8-2 Chenab River-2 Surface Water Chenab River 25.0 113,700 By 2033 Not yet 8-3 Chenab River-3 Surface Water Chenab River 20.0 90,900 By 2033 Not yet 8-4 Chenab River-4 Surface Water Chenab River 20.0 90,900 By 2038 Not yet * The existing Original JK WTP, a slow sand filter plant with a design capacity of 3.5 MGD (16,000 m3/day), will be abandoned and renewed as a rapid sand filter plant with a capacity of 10.0 MGD (45,400 m3/day). The physical capacity will increase by 6.5 MGD (29,400 m3/day) after renewal. Source: JICA Mission Team

B5 - 31 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

New JBC Well-field (Groundwater) 90,900m3/day (20 MGD) - 1st: 45,500m3/day (10 MGD) - 2nd: 45,400m3/day (10 MGD) Chenab River (Surface water) 409,200m3/day (90.0 MGD) st 3 Original JK Renewal (Surface water) - 1 : 113,700 m /day (25 MGD) 3 45,500m /day (10.0 MGD) - 2nd: 113,700 m3/day (25 MGD) *Existing JK WW (3.5MGD) will be abandoned. - 3rd: 90,900 m3/day (20 MGD) th 3 New JK WTP Expansion (Surface water) - 4 : 90,900 m /day (20 MGD) 3 45,500 (Existing) + 22,500m /day (5.0MGD) Allama Iqbal WW (Surface water) 6,800m3/day (1.5MGD)

Gugera WTP (Surface water) 113,700 m3/day (25.0MGD) Jhang WTP (Surface water) 90,900m3/day (20 MGD)

Gugera Well-field (Groundwater) 45,400 m3/day (10.0MGD) - 1st: 22,700m3/day (5.0 MGD) - 2nd: 22,700m3/day (5.0 MGD)

Source: JICA Mission Team Figure B5.3.11 Locations for the New Water Source Development (Scenario 2)

The approach used to handle periods of canal closure is the same as that in Scenario 1. Given, however, that the Chenab River discharges small amounts in some periods but never closes, large-scale handling may be unnecessary if water intake facility with a storage capacity of a given scale can be constructed in the river. In short, diversion from the Chiniot Dam, the dam to be studied and constructed by WAPDA, is only a conceivable option in Scenario 2. The necessary condition to obtain approval for water intake from the irrigation canals in Scenario 2 is the same as that in Scenario 1: “The same amount of treated wastewater should be returned to the canals.” Though approval by the Irrigation Department is also necessary in the case of water intake from the Chenab River, comments from the discussion with the Irrigation Department in April 2017 indicate that there would be no need for the return of water in such a case. WASA-F must study the following points if Scenario 2 (diversion from Chiniot Dam) is to be considered. . Degree of certainty: Is the scenario feasible? Is the potential for realization high or low? . Administrative organization and water rights for water allocation: What organization has administrative control over the water rights? What kind of procedure is required for water allocation? . Existing plan, existing facility, past experience: Has there been an existing plan or similar experience in the past? Is there any possibility of using an existing facility? . Stability of the water intake point: Is the assumed water intake point stable? . Facility plan for water intake: What is the expected intake method? What are the expected

B5 - 32 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

conditions and sizes of the facilities? . Facility plan for water transmission to the city: What is the expected transmission method, and what are the expected conditions and sizes of the facilities? . Initial cost for the facilities, such as water intake and transmission line to be constructed: What is the cost for construction (initial cost) and is it high or low? . O&M cost for the facilities: What is O&M cost and is it high or low? . Social and environmental considerations: What environmental impacts should be considered, and are they high or low? . Financial evaluation: Are the expenses incurred legitimate from a fiscal perspective? Table B5.3.12 shows the assumable qualitative comparison at present. Judging from the table, Scenario 1 is deemed far superior to Scenario 2. Table B5.3.15 Qualitative Comparison of Scenarios 1 and 2 Scenario 1 Scenario 2 Intake from the existing irrigation canals Intake from the Chenab River (JBC, RBC, and GBC) (Chiniot Dam) (1) Degree of certainty Relatively high Relatively low. Further, long periods would probably be required for implementation and construction in such a scenario. (2) Administrative Punjab Irrigation Department WAPDA and Punjab Irrigation Department organization and water rights for water allocation (3) Existing plan, existing Partial plans exist, including F/S and PC-1. Though planned for the Chiniot Dam facilities, past experience Facilities and past experience also remain. construction by WAPDA, the F/S is uncertain. (4) Stability of water intake High Stability High Stability point (5) Method and facility plan Intake method: partial diversion from JBC, Intake method: partial diversion from Chiniot for water intake RBC, and, GBC. Dam Intake facilities: facilities of relatively small Intake facilities: facilities of a relatively large or medium scale. scale. (6) Method and facility plan Transmission method: open channel or Transmission method: open channel or for water transmission to transmission mains. transmission mains. the city Transmission facility: facilities of a relatively Transmission facility: facilities of a relatively small size and short distance. large size and long distance. (7) Initial cost for facilities Intake Facility: Relatively low costs (e.g., Intake Facility: Relatively high costs (e.g., such as the water intake diversion channel, intake weir, gate.) intake tower, pumping facility, water tank or facilities and Transmission facility: Relatively low costs reservoir). transmission line to be (transmission mains of a relatively short Transmission facility: Relatively high costs constructed distance). (transmission main or open channel of a relatively long distance). (8) O&M cost for operation Relatively low costs (i.e., no particular O&M Relatively high costs (i.e., high costs required of the facilities required for the intake facilities; electric for the O&M of the intake facility; high charge and short transmission distance (the electric charge since the intake point is very annual electricity expense for raw water far from the city (the annual electricity transmission, for example, is estimated at expense for raw water transmission, for approximately 356 million PKR)). example, is estimated at approximately 453 million PKR)). (9) Social and Low environmental impact is expected, as the Large environmental impacts could be environmental facilities to be constructed are relatively small incurred, because the facilities to be consideration in scale. constructed are relatively large in scale. (10) Financial evaluation Financially legitimate, as the initial costs and Financially difficult, because the initial costs O&M cost are relatively low. and O&M cost are relatively high.

This M/P report mainly focuses on Scenario 1 according to the Record of Discussion (R/D) agreed between the GOJ and GOPb prior to the commencement of this Project. Though unlikely, the next possible water source to be developed may be water intake from the Chenab River if the Punjab Irrigation Department limits the intake water from the irrigation canals or if further

B5 - 33 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

development in and around the Faisalabad area beyond this M/P is required. The following actions to prepare for such cases are recommended: . Continuous information collection on the planning of water use and/or water resources development in the Chenab River by other organizations, and approaches for collaboration with other organizations, such as a plan for the Chiniot Dam by WAPDA, . Data collection and/or observation to grasp the conditions of the Chenab River near the Faisalabad area.

5.3.4 Design Criteria

(1) Tubewells

1) WASA Standards (Water and Sanitation Agencies Punjab: Design Criteria (Draft))

. The tubewells will be designed to meet the maximum daily demand. . Screen Pipes: an Entrance Velocity of 15 mm/sec is recommended; the Opening Area will range from 10% to 12%; a Slot Size of 25 mm × 0.8 mm is recommended. . Sanitary Seal: 1:2:4 plain cement concrete is recommended. . Shrouded Material: pea gravel with a diameter of 3 to 9 mm and thickness in the range of 75 to 150 mm through 3’-diameter Shrouding Pipes composed of PVC or an equivalent material. . Tubewell Design Life: 15 years. . Tubewells and rising mains are to be based on peak hour demand for the capacities of the distribution system. . The types of tubewells used shall be appropriate for the water qualities: For brackish water zones (zones where a canal or distributary is available at a reasonable distance), skimming wells (shallow tubewells) will be installed along the bank and pumped to the community through a rising main after appropriate treatment by chlorination or UF (ultrafiltration). . Non-Return valves shall meet the following minimum standards: Outside the delivery main of the tubewells, and in the rising main after every 1000 meters. Tubewells and rising mains are to be based on peak hour demand for the capacities of the distribution system. The water from different water sources usually varies in quality. Therefore, water supply design measures shall be in place to exploit the source that represents the best water quality. For sweet water zones, groundwater is the predominant source. For brackish water zones (zones where a canal or distributary is available at a reasonable distance), skimming wells (shallow tubewells) will be installed along the bank and pumped to the community through a rising main after appropriate treatment by chlorination or UF (ultrafiltration). Non-Return valves shall meet the following minimum code of practice:

. Outside the delivery main of the tubewells . In the rising main after every 1000 meters. Note) /”Delivery main of the tubewells” is a main pipe when distributing directly from tubewells, the pipe length of which is generally short distance. Non-Return valve shall be instaled on the outside thereof /”Rising main” means all conduit pipes from tubewells to such as elevated tank (or reservoir) being required to be pressurized or raise water, the pipe length of which is generally long distance. Non-return valve shall be installed every 1 km of the pipe.

2) Punjab Design Criteria4 (Technical and Service Delivery Standards for Water Supply and Sanitation Sectors: April 2008, Punjab Devolved Social Services Programme, Govt. of the Punjab) Under the design criteria in Punjab Province, the design of water supply facilities is based on "Technical and Service Delivery Standards for Water Supply and Sanitation Sectors" (April 2008, Punjab Devolved Social Services Program, Govt. of Punjab). These designs inherited the criteria of the PHED. The first set

B5 - 34 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

of criteria were formed under the ADB project in 1986, revised in 1998, and revised in 2008 into the criteria used up to the present. The revisions of 2008 focused on details not deemed to be significant overall, but consulting work on the part of stakeholders was added. The above-mentioned document contained the following descriptions on tubewells and groundwater tanks. . Tubewells: The water extracted from the deep aquifers is free from pollution. Therefore, with the help of boring rigs, deep tubewells are being installed almost everywhere in Punjab. When tested chemically and bacteriologically, the water pumped out from deep groundwater aquifers is found to be fit for drinking purposes by humans. . Groundwater Tanks: The tubewells draw water from the underground aquifers. To use it efficiently, the water pumped out is stored in ground tanks slightly raised from the ground surface. One water tap (or preferably more than one) is installed on each ground tank for use of the water. The document also states the following: “More than 90% of drinking water in Punjab is obtained from groundwater-based sources such as tubewells, open wells, hand pumps, infiltration galleries, etc. Contrary to the general perception, deep groundwater is not always free of bacterial contaminants. Hence, the concentration of total dissolved solids (TDS) in parts per million (PPM) is considered an important factor for determining whether the water is fit for drinking. Under the WHO guidelines, water with dissolved solids of less than 500 PPM is considered safe for human consumption. These limits are sometimes relaxed to include up to 1000 PPM, and even 1500 PPM, however, if necessitated or permitted by local field conditions, by the type of solutes (cations and anions) in the water, or by resistance from local inhabitants. The presence of sodium (Na) and potassium (K) in water, for example, causes no problems, as both are relatively human-friendly, whereas calcium (Ca) and magnesium (Mg) generally have a laxative effect that renders their presence in water undesirable.” The document describes the following design lifetimes for the various types of tubewell facilities covered:

. Tubewell: for optimal utilization of resources, a period of 15 years is advisable (the period should be based on the maximum daily demand). . Tubewells Pump Houses: preferably 25 years. . Pumping machinery: 10 years (if the pumping unit is properly maintained and repaired, it should be replaced after every 10 years of operation). . Distribution system: 20 years (where the water supply distribution network capacities should be based on peak hour demand). . Rising mains: 25 years (where the size of the rising mains should be based on the maximum daily demand). The document describes the following daily operation hours for the varopis tubewell facilities covered:

. For large well fields: decide the maximum pumping hours to ascertain the safe yield, when evaluating the groundwater potential. . Small community water supply schemes can adopt the following pumping hours. . Rural areas: designed at 8~12 hours, although practically the community runs supply for only for 4~6 hours (a 4-hours supply time is recommended). . Urban areas: 16 hours is appropriate in semi urban areas, but 18~20 hours of operation will sometimes be required in big urban areas. . Tubewell daily working hours for a population above 100,000 persons: 18 hours . Tubewell daily working hours for a population of less than 100,000 persons: 8~12 hours . In the case of shallow/skimming wells, the daily operating time for tubewell pumping machinery should never exceed 8 hours, and any 8-hour period of operation should never be continuous. One may select 4 hours in the morning and the remaining hours in the evening.

B5 - 35 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(2) Pumping Stations Following are the design criteria for the pumping station according to WASA’s standard: . A minimum of two pumps should be furnished - one duty, one back-up. The peak design capacity should remain available when a pump is out of service. A combination of units may be required to cater to average and peak hour flows. . The pump should be capable of developing the required total head at the rated capacity. . The pump should be suitable for single as well as efficient parallel operation at any point in between the minimum and maximum system resistance. . The total head capacity curve of the pump should continuously rise towards the shut-off. . The pumping station design should accommodate the need to convey low flows effectively as well as phasing requirements. . Either constant speed or variable frequency drive may be used for the pump drivers. . Electrical service infrastructure should be sized for ultimate requirements. . Emergency power should be provided on site. . Spare parts and tools must be provided.

(3) Water Treatment Plants (WTP) There are generally two types of water treatment methods being used for water supply schemes based on canal water sources: . Slow sand filter beds, and . Rapid sand filter plant.

1) Slow Sand Filter Plants Slow sand filter plants have relatively large ponds (sand basins) and filters composed of sand beds and supporting gravel. The following table shows the typical design criteria for a slow sand filter according to the WASA Standards. Table B5.3.16 Evaluation of the Design Standards for Slow Sand Filters Component Typical Standard Evaluation Japanese Criteria* 50% of the average water requirement for due to canal closure in this Raw Water Storage 21 days season Very conservative rate due to 180 liters (40 gallons) per day per ft2 of the expected quality of the Rate of filtration sand area 4 ~ 5 m/day pre-settled water in the storage (2 m/day) tank. Ordinal depth similar to the Depth of filter sand 30 to 36 inches (0.75~0.90 cm) 70 ~ 90 cm Japanese standard. 0.3 to 0.35 mm (depth 30 cm) Effective particle size 0.25 to 0.30 mm (depth 30 to 60 cm) 0.3 ~ 0.45mm of the sand 0.18 to 0.22 mm (depth 22.5 cm) Uniformity of 2.5 less than 2.0 co-efficient Depth of water above 3 - 4 feet (0.9 - 1.2 m) 0.9 ~ 1.2m sand 20 cm/s for manifold Velocity of water in Not more than 0.75 feet/s (23 cm/s) and 15 cm/s for the underdrain system collection pipe/conduit Revised criteria for 136 liters (30 gallons) per day per ft2 (1.5 filtration rate, Punjab m/day) Province Outlet system to be provided with a Filtration rate control by telescopic arrangement of pipes to adjust an appropriate device the required filtration rate Revised criteria for The outlet systems will be provided with a telescopic arrangement of pipes to adjust the required flow of the slow sand filter, the filtered media. The difference between the inlet and outlet will be kept at 24 ~ 30 inches (60 ~ 75 Punjab Province cm).

B5 - 36 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Note: * Design Criteria for Waterworks Facilites published by Japan Water Works Association Source: Design Criteria for WASA According to PHED, the existing slow sand filter beds commissioned for the water supply scheme in the brackish water zone of Punjab Province sometime in the early 1970s remained operative till 1995. Hence, the design life of the slow sand filter units can be assumed to be around 20 years. 2) Rapid Sand Filter Plants Rapid sand filters use relatively coarse sand and other granular media to remove particles and impurities that have been trapped in floc through the use of flocculation chemicals – typically salts of aluminium or iron. The water and flocs flow through the filter medium under gravity or under pumped pressure and the flocculated material is trapped in the sand matrix. Table B5.3.13 shows the design criteria for the rapid sand filter according to the WASA Standards. Table B5.3.17 Evaluation of the Design Standards for the Rapid Sand Filter Flocculation Tank Detention time 20 – 30 seconds Seconds are replaced by minutes. 20 ~ 40 min Mixing intensity as 10 ~ Velocity gradient 20 – 75 L/s (to be 1/sec) Acceptable. 75, energy dissipation 23,000~210,000 Diffuser Wall No specific velocity is Velocity through the Because perforated wall criteria are described, but the opening diffuser wall to 0.5 ft/s (15 cm/s) acceptable. should take up 6% of the prevent floc break up section area of the tank. The type of sedimentation tank is not Sedimentation Tank clearly specified. Rectangular horizontal Detention time 1.5 – 4.0 hrs 3 ~ 4 hrs is usually appropriate. flow sedimentation tank 131 – 197 ft3/ft2/hr 15~30 cm/min (0.9~1.8 Overflow rate A rather high rate, usually 1 ~ 1.5 m/hr. (40 ~ 60 m/hr) m/hr) for horizontal flow Side depth 10 – 16.5 ft (3 ~ 5 m) Aquifercceptable 3 ~ 4 m for effective depth Rapid Sand Gravity Filters Many types of filtration control are Top of filters Constant head Specified by type of filter available. Filter media Sand - - 16.4 – 49 ft3/ft2/hr maximum 150 m/day for Filtration rate 15 m/hr is too high for a sand filter. (5 ~ 15 m/hr: 120~360 m/day) sand filter Source: WASA Design Criteria There are only two such filtration plants constructed by PHED at Rawalpindi and Faisalabad. The first Rapid sand filtration plant, for the urban water supply scheme in Rawalpindi, was constructed in the year 1968. The second, the rapid sand filtration plant for Faisalabad City, was commissioned in the early 70s. Both plants are still in operation thanks to proper upkeep and maintenance on an ongoing basis. Although the efficiency has decreased with the passage of time, the useful lives of these facilities can safely be assumed to be 25 years. (4) Transmission and Distribution Pipelines WASA applies a simple and not-very-detailed set of criteria for the design of water supply pipelines. As no WASA criteria are mentioned with regard water supply planning, the Japanese criteria should be applied in their place. The simple WASA criteria for water supply pipelines are shown below. Terminal pressure: . Multistory building At least 6.0 m (0.6 bars) Maximum 65 m (6.5 bars) . Rural residential Standard 12 m (1.2 bars)

B5 - 37 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Flow velocity in pipe . Distribution mains: 0.5 to 2.0 m/sec . Rising mains: 0.3 to 2.0 m/sec Earth cover over pipe . Distribution main and sanitary force main: 36 inches Tertiary water pipe . Minimum size: 3 inches . Pipe material: PVC, PE, GRP (glass-reinforced plastic) Valves . A sluice valve with a cast iron flanged or non-rising stem is located at each main control point, . A non-return valve is located outside the delivery main of every tubewell and in the rising main every 1,000 km . A cast iron air relief valve is located at the highest point and after 2,000 m in a straight line. . The washout is located at the lowest point

(5) Overhead Reservoirs (OHR) and Ground Reservoirs (GR) WASA applies a simple and not-very-detailed set of criteria for the design of the storage reservoirs: . OHR capacity: one-sixth* of the average daily demand and a minimum 23 m3 (5,000 gallons) as the standard size, . GR capacity: one-fourth of the average daily demand . 100% water metering; cost recovered from users *The Punjab design guideline, Technical and Service Delivery Standards for Water Supply and Sanitation Sector (April 2008), mentions that the capacity of a High-Level Tank (OHR) should be based on one-tenth of the average daily demand but shall in no case be less than 23 m3 (5,000 gallons). (6) Service Connections WASA applies a simple and not-very-detailed set of criteria regarding service connections. . Buried GI and PE pipe with a saddle, clamp, and ferrule . Size: domestic service house, 1/2 inch; commercial service, 3/4 inch

B5.4 Water Supply Planning for Satellite Towns Three towns, Chak Jhumra Town, Khurrianwala Municipality Corporation and Sadar City, are defined by WASA-F for water supply development plan up to the year 2038. WASA-F intends to operate and manage of water supply system of three satellite towns. Studies for water supply systems in thses satellite towns are presented below. Also, detail caluculation sheets supplementing this section are shown in Appendix AB5.2, Satellite Towns Water Supply Development Plan, of the Supporting Report.

B5 - 38 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Source: JICA Mission Team Figure B5.4.1 Locations of Satellite Towns

Figure B5.4.1 shows the location of three satellite towns. Chal Jhumra Town is located at about 21 km of the north-west along Faisalabad-Sangla Hill Road, Khurrianwala MC at about 23 km of the north-east along Lahore-Sheikpura-Faisalabad Road and Sadar City at about 15 km southwest along Faisalabad-Jhang Road from Faisalabad respectively. Common conditions and problems for present water supply of three towns are summarized as follows: . Water source of three towns are all groundwater by providing tubewells along the irrigation canals to intake seepage water from the canal. Groundwater quality is not suitable for drinking water due to high content of TDS in the most of these planning areas other than area along the canal, . Shortage of production to potential water demand, thus low service rate as 9 ~ 23% of population, . Intermittent supply with short supply time as 6 hours per day or less. . Financial burden due to low revenue of tariff comparing with O & M cost. Water tariff is fixed rate as Rs. 100 ~ 150/m3 for domestic use, . Use of old and deteriorated facilities and equipment results inefficient O & M. . Limited technical and managerial capabilities, which result inefficient operation of the system also, and . Sucking water using pump by consumer due to low water pressure, which will cause the risk of contamination of piped water. From the above water supply conditions, increase of water supply capacity and overall improvement of the water supply system shall be required. The water supply development is, therefore planned to be implemented in two phases as the initial and extension phases as follows: . Capacity increase of production and major facilities in the Initial Phase to improve the supply conditions of the present service area, and . Extension of service area and increase of service ratio in the Extension Phase. Present water tariff system, as mentioned is fixed rate system with low rate of tariff, which is to be changed to in near future that

B5 - 39 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

. Water tariff is changed to volumetric tariff system, and . Rate of water tariff is to be raised at the level for sound management of the water supply system, where people’s affordability to pay is duly considered. Because of limited data and information available for the present planning such as land area, area wise population, the dimensions of existing facilities and equipment, etc., Google Earth is used and some estimate and assumption is applied. Google Earth is used to identify the present land use and to measure land area. It is also used to grasp area wise population density for for the basis of population distribution. Capacity and dimensions of the present facilities and equipment are obtained from staff of the water supply concerned, which was reviewed and adjusted as considered appropriate for the basis of future development plan. The planning criteria of facilities are set at as follows: Water Demand - Water consumption - The sum of domestic and non-domestic consumptions, where non-domestic consumption is estimated as the ratio to a total consumption. - Water Demand - The Water consumption plus physical loss which is estimated as (Day Average) the ratio of day average demand. - Water Demand - It is 115 percent of the day average demand. Design of (Day maximum) production facilities is based on it. - Peak Hourly - It is 170 percent of day maximum demand, which apply for Demand distribution facilities. Water Source: ground water is selected as water source from nearby irrigation canal. - Tube well - Capacity of tube well is set at 1 cfs or 100 m3/hr, - Operation hour of tube well is set at 8 hours per day in accordance with Panjab design Criteria for skimming well. - Booster Pump - Pumped well water is transfer to Booster pump station once Station from which water is transmitted to Ground Reservoirs (GR) in Supply Zones.

Transmission and Distribution - Hydraulic Criteria - Future water supply service, from 2028 is planned to be continuous 24 hours a day and 7 days a week. - Head loss of transmission and distribution pipelines is calculated using the Hazen-William with loss coefficient of 130 and 120 respectively. - Minimum pressure at tapping to consumer is set at 12 m - Service area is divided into supply zones where flow meter is provided for monitoring of demand tendency and physical loss of each zone. - Water Meter - A water meter is installed on each service connection to grasp and monitor consumption level of customer. - Distribution Method - Generally distribution is planned by gravity through Overhead Reservoir (OHR). - GR and OHR - Capacity of GR is determined having 4 hours detention timeset of daily maximum demand. - Capacity of OHR is determined having 1.5 hours detention time of daily maximum demand. Lift Pump - Capacity of lift pump is set at for peak hourly demand. - Standby ratio of pump is not less than 30%.

B5 - 40 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

5.4.1 Chak Jhumra Town The planning area is defined as the administrative area of Chak Jhumra Town. Chak Jhumra Town holds the Headquarter of Chak Jhumra Tehsil, administrative subdivision of Faisalabad Division. It is an old town established near the end of the 19 century, and is located at the distance of about 21 km north of Faisalabad on Faisalabad-Sangla Hill Road. The railway line is connecting Faisalabad with Lahore, passing through it. The present administrative area occupies a part of Union Council # 12 and 13 respectively with its area as 3.85 km2. The town is divided into four areas as shown on Figure B5.4.1a. The conditions of four areas are described briefly as follows: - Area 1 This area is located to the west of railway and has about 100 ha composing of built-up area at about 31 ha (abut 39 % of total area) and remaining area of 57 ha is occupied with agricultural and vacant area.

- Area 2 This area is also located at the west of railway and old as well as core area of Chak Jhumra Town having about 95 ha. Built-up area is counted at about 62 ha or 65% of the total area, thus extension of built-up area is limited.

- Area 3 This area is located at the east of railway and has about 119 ha out of which built-up area is 46 ha or about 39 % of total area. The remaining area of 80 ha is occupied by mostly agricultural land.

- Area 4 This area is the smallest area of about 71 ha, which is mostly gricultural and vacant area. Only some houses and buildings are located along Chiniot-Chak Jhumra Road runs at the center of the area from east to west. The Chak Jhumra Town is divided into three supply zones of Zone 1 to 3. Zone 1 covers area 1 and 4, and Zones 2 and 3 cover area 2 and 3 respectively.

(1) Population Projection

1) Past Population Trend There are two sources of information on past (in 1998) and estimated present (in 2015) populations of the Town. One is the information of Bureau of Statistics, Punjab 2015 and another is by the report on regional development plan prepared by Housing and Physical Planning, Faisalabad (HPP-F) in 2000. HPP-F reports the population of the Town in 1998 as 31,553 and population 2011 is estimated as 34,802 using annual growth rate at 3.31%. On the other hand, a total population of UC 12 & 13 was 32,111 in 1998 (sensus data) and 1.8% of growth rate is used to estimate population in 2015 by Punjab Statistics. From the above information, this plan estimates population of the Town in 2015 is estimated as 43,500 using 31,553 in 1998 population and slightle higher growth rate as 1.9% per annum. 2) Population Projection The target year of future plan for water supply of Chak Jhumra Town is set at the year 2038. The future population in 2038 is estimated using linear growth from the present population (43,500 in 2015) , where population of 31,553 is taken in 1998 and apply the annual growth rate of 1.8% between 1998 and 2015. Based on the above assumption, future population in 2038 is projected at about 57,800 persons. Annual average growth rate becomes 1.33 % from 2015 to 2038. The result of population trend projection in each key year is presented in the table below.

B5 - 41 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B5.4.1a Population Projection Year 1998 2015 2023 2028 2033 2038 Note Population 31,553 43,451 48,857 52,204 55,555 58,900

Rounded 43,500 48,900 52,200 55,600 58,900 Growth rate (%) annual 1.90 1.46 1.33 1.25 1.18 average

Figure B5.4.1a General Plan of Planning Area and Existing Main Facilities (Chak Jhumra)

(2) Existing Water Supply System

1) Service Area The Town is divided into three (3) service areas at the present (refer to Figure B5.4.1a). Service area is approximately 139 ha composed of 31, 62, and 46ha for zone 1, 2 and 3 respectively. For the future water supply development plan, the administrative area is divided into three zones as follows. - Zone 1: Zone 1 covers built-up area 1 and 4 (west of railway) - Zone 2: Zone 2 covers built-up area 2 (west of railway: old core area of town) - Zone 3: Zone 3 covers built-up area 3 (east of railway)

2) Water Source The present water source is tube wells installed along right bank of Rahk Branch Canal (RBC) located at about 4 km east of the city center. The present capacity of tube wells is approximately 125m3/hr (25 cfs x 5 units) and daily production is 2,000 m3/d (16 hours operation in a day). Fig. B5.4.1.1 shows location of the present tube wells and Groundwater Transmission Main.

B5 - 42 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Groundwater taken by tube wells is transmitted directly through a transmission main (300 mm in diameter) to the ground reservoirs (GRs) located in supply zones 1 and 3. Transmitted water is further pumped from GR of Zone 1 to the overhead reservoir (OHR) in Supply Zone 2 through a transmission line (8" or 200 mm in diameter). 3) Water Supply Conditions There are 2,208 service connections provided for consumers composing of domestic use as approximately 2,200 units, commercial use as 5 units and industrial use as 3 units. Size of ferrule is 1/4" for domestic and commercial users and 2" for industrial users. The present service ratio is estimated at about 23 % based on estimated population of the town as 43,500 and population served as 15,400 (2,200 x 7 p/connection). There are two types of distribution, i.e., direct pumping from GR and gravity supply through OHR pumped from GR as follows: - Supply zone 1: Gravity supply from OHR 1 (same premises with GR 1) - Supply zone 2: Gravity supply from OHR 2 (water is transmitted from GR 1) - Supply zone 3: Direct pumping supply from GR 2 Water supply operation is intermittent supply, 6 hours per day with 3 shifts for 2 hours each at morning, day time and evening. There is no record available on actual water supply operation such as pump operation hours for well pumps, lift pumps, etc. due to no flow meter exist and lack of operation records. The above figures such as daily production is based on the information from the officials concerned of the town. The present water tariff system is fixed rate with no water meter on service connection which makes difficult to estimate unit consumption or percapita consumption especially for domestic use. Daily water demand (day average) is estimated at about 2,000 m3/d based on the above mentioned daily production. The present percapita consumption (domestic use) is estimated at 87 pcpd assuming that household size of 7 and unit consumption of commercial and industrial users as 1 and 25 m3/d respectively, and physical loss as 30%. 4) Financial Situation Water tariff system is fixed rate system and water tariff of each component of consumer is as follows: Consumer Domestic Commercial Industry Monthly tariff (PKR) 150 500 1,000 Financial situation is poor since the revenue can’t cover even O & M Cost. The annual revenue is PKR 4.03 million, while O & M cost is PKR 4.55 million. The balance is covered by town’s general budget. 5) Major Water Supply Facilities The major water supply facilities are summarized in the following table. Table B5.4.1b Major Facilities of Existing Water Supply System Description Zone 1 Zone 2 Zone 3 Raw Water Source Groundwater Tube well number units 5 capacity cfs 0.25 (m3/hr) (25) Transmission Tube well to GR2 & 1 Diameter mm 300 length km 4 GR1 to OHR2 size mm 200 length m 630 Distribution Ground Reservoir (GR) capacity m3 455 455 (gallons) (100,000) - (100,000) Overhead Reservoir (OHR) capacity m3 225 114 -

B5 - 43 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Description Zone 1 Zone 2 Zone 3 (gallons) (50,000) (25,000) height*1 M 25 22 - Lift Pump -1 Type - centrifugal - - (to OHR Z-1) number unit W1 + S1 - - discharge m3/hr 200 (2) - - (cfs) Head m (feet) 33 (110) - - Lift Pump -2 Type - centrifugal - - (to OHR Z-2) number unit W1 + S1 - - discharge m3/hr 200 (2) - - (cfs) Head m 30 (100) - - Distribution Pump Type - - - Centrifugal number unit - - W1 + S1 discharge m3/hr - - 200 (2) (cfs) Head m - - NA*2 Primary Main*3 Size mm 150~200 150 150 length m 60 480 150 Service Main*4 Size mm 80~100 80~100 80~100 length m 930 4,420 1,070 note *1: estimated from pump head of lift pumps *2: not known *3: size of primary main is defined as such size as 150mm or larger, pipeline route is not known *4: size of service main is defined as such size as 80mm and 100mm

(3) Future Water Supply Development Plan Demand projection is made based on the following considerations: . At the initial phase (2023~2028 period), aiming at improvement of water supply level, i.e., increase of supply capacity (water source development) and service hour (from the present 6 hours to 18 hours per day) . Increase of service ratio taking the existing system capacity into account . At the following phase, extension of service ratio and increase per capita consumption towards the target year of 2038. The parameters for demand estimate are as follows: . Service ratios of key years of 2028 and 2038 are set at 60% and 90% respectively, . Domestic per capita consumption is set at 100 lpcd in 2023 and increased to 120 lpcd in 2038, which is the minimum consumption of WASA’s design criteria excluding physical loss of 20% (33 gallons minus physical loss), . Non-domestic consumption is increasing from the present rate estimated at 5% to 15% of total consumption in 2038, . Physical loss is assumed as 30% at the present and reduced to 20% in 2038. Appropriate rate of physical loss is used between 2015 and 2033, Service area extension is planned as follows: . The present service area of Area 1, 2 and 3 will be extended in accordance with population growth up to 80 % of each area, and . Area 4 is planned to be included in service area from 2028 as the part of supply zone 1. 1) Demand Projection Based on the assumption set force in the previous section, water demand is estimated as shown in the below table:

B5 - 44 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B5.4.1c Water Demand Projection Year Description unit 2015 2023 2028 2033 2038 Population persons 43,500 48,900 52,200 53,600 58,900 Population Served persons 15,400 24,200 31,300 41,700 53,000 Service Ratio % 35% 50% 60% 75% 90% Percapita Consumption lcpd 92 98 122 131 141 Domestic lcpd 87 93 110 115 120 Non-domestic % 5 5 10 12.5 15 Consumption m3/d 1,420 2,540 3,820 5,460 7,470 Demand (day average) m3/d 2,010 3,390 5,460 7.280 9,340 Physical Loss % 30 30 30 25 20 Day Maximum m3/d 2,300 3,900 6,300 8,400 10,800 Demand Factor times 1.15 1.15 1.15 1.15 1.15 Projected demand is illustrated on Figure 5.4.1b.

Day Maximum Demand

Day Average Demand

Figure B5.4.1b Demand Projection (Chak Jhumra)

Water Demand Distribution Because of the limited data and information, area wise demand projection is difficult to analyze. However the demand distribution by zones is assessed by the following steps: . Service areas are defined and present population is grasped roughly for the basis for population distribution by judging grade of population density using Goole earth amd map. . Distribution of population by areas and zones is made to set-up upper limit of population density for extension the limit of density is set at 300 p/ha for Chak Jhumura Town considering present high population density and limited land available for service area extension. . Population served is estimated using the same service rate for each area in the respective key years. Based on the above assumption, the demand distribution by zones is made and presented in the below table.

B5 - 45 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B5.4.1d Water Demand Distribution by Supply Zones Year Description unit Zone 1 Zone 2 Zone 3 Total 2015 Population Served persons 2,200 10,600 2,600 15,400 Day Average Demand m3/d 290 1,380 340 2,000 Day Maximum Demand m3/d 330 1,590 390 2,300 2023 Population Served persons 5,500 11,400 7,250 24,200 Day Average Demand m3/d 780 1,600 1,020 3,400 Day Maximum Demand m3/d 900 1,840 1,170 3,900 2028 Population Served persons 8,040 14,040 9,240 31,300 Day Average Demand m3/d 1,410 2,450 1,610 5,500 Day Maximum Demand m3/d 1,620 2,820 1,850 6,300 2033 Population Served persons 11,780 17,550 12,380 41,700 Day Average Demand m3/d 2,060 3,080 2,170 7,300 Day Maximum Demand m3/d 2,370 3,540 2,500 8,400 2038 Population Served persons 16,470 21,060 15,480 53,000 Day Average Demand m3/d 2,910 3,720 2,730 9,400 Day Maximum Demand m3/d 3,350 4,280 3,140 10,800

2) Future Water Supply System Figure B5.4.1c shows future water supply system in 2038 including supply zones, service area extension, and major facilities such as well field, booster pump station, groundwater transmission mains, distribution centers and distribution primary mains.

Figure B5.4.1c General Plan of Future Water Supply Development (Chak Jhumra)

B5 - 46 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

a. Water Source Development There are five tube well which capacity is as small as 0.25 cfs or 25 m3/hr at the present, while the capacity of groundwater exploitation planned for key year of 2028 and 2038 is 6,300 m3/d and 10,800 m3/d respectively. Comparing with large capacity required in the future and existing aged well and well pump, the present well and pump is replaced to new ones in 2023 and number of wells will be increased gradually in accordance with demand increase. The capacity of well is set at 1 cfs or 100 m3/hr. Therefore, number of wells required for key year of 2023,2028 and 2033 are 7, 10 and 14 respectively when daily production of well is 800 m3 providing daily operation hour as 8 hours. Submersible pump for well is proposed to be applied. As mentioned, booster pump station is proposed to be provided considering long distance of well field (about 4.6 km) and transmission mains (4 km) to ground reservoirs. The booster pump station will be the place for monitoring and maintenance of numbers of wells and well pumps. The present transmission main (ND 300mm) will have a capacity applicable up to the year 2023. Thereafter, the existing main will be replaced by new one which pipe material and size are proposed as HDPE and 400mm respectively. The dimensions of water source development for the year 2038 are designed and presented in the following table. Table B5.4.1e Water Source Development Plan Description Unit Q’ty Tube Well and Pump Well Capacity m3/d 800 Number Units 14 Well pump Type - submersible Discharge m3/hr 100 Pump head M 30 Motor output kW 15 Pump Discharge Header Material - HDPE Size and Length mm/m 250/700 mm/m 300/1,050 mm/m 350/1,050 mm/m 400/1,800 Booster Pump Station Pump suction well Detention time hr 1 Capacity m3 450 Booster pump Number units W3 + S1 Discharge m3/hr 150 Pump head m 20 Pump Station Pump room (base floor) m2 60 Electric room (ground floor) m2 60 Emergency generator kVA 150 Groundwater Transmission Materials - HDPE BP to GR 2 (Zone 3) Size mm 400 GR 2 to GR 1 (Zone 1) Size mm 300

b. Transmission Main (GR 1 to OHR 2 in Zone 2) The existing transmission main (ND200mm, ACP) is required to be replaced for water demand 2033. Replaced main is proposed to be made in 2028 using ND 300mm of HDPE. c. Distribution Facilities

B5 - 47 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Distribution facilities herein described are Ground Reservoir (GR), Overhead Reservoir (OHR), and Lift Pump from GR to OHR. The distribution pipelines will be described separately. The dimensions of the zone wise distribution facilities for the year 2038 are designed and presented in the following table. Table B5.4.1f Major Facilities of Distribution Centers Description unit DC 1 DC 2 DC 3 Ground Reservoir Number units 2 - 2 Capacity m3 650 - 300 Overhead Reservoir Number unit 1 1 1 Capacity m3 190 300 200 Lift Pump/Rising Pump*1 Number units W3 + S1 W3 + S1 W3 + S1 Discharge m3/hr 80 100 75 Pump Head m 33 33 33 Motor Output kW 15 18.5 15 note*1: pumps are installed at DC 1 as rising pump from GR 1(DC 1) to OHR 2 (DC 2)

d. Distribution Network System The distribution network system is defined, as mentioned earlier, two networks of primary and service networks. Primary network supply throughout the service area, which size of pipe is 150 mm or larger, while service network is composed of 80 and 100 mm pipelines from which tapping is allowed for customer. ACP is, at the present, used for the most of pipelines which are characterized low strength and flexibility, further it involve the risk of leaks especially from the pipe joints. Therefore, it is recommended to replace ACP to HDPE especially for primary main first. Considering long laying length of service mains and reconnection of existing service connection, the replacement is recommended to be carried out gradually in the long run. From the above recommendations, the primary mains are to be installed in and round 2023 for the demand in 2028 and around in 2028 for the demand in 2038. The designed primary mains are presented in the table below. Table B5.4.1g Distribution of Primary Mains Size Zone 1 Zone 2 Zone 3 Total for year 2028 ND 250 m 60 160 160 380 ND 200 m 2,330 670 410 3,410 ND 150 m 1,830 4,550 3,860 10,240 Subtotal m 4,220 5,380 4,430 14,030 for year 2038 ND 250 m 0 0 0 0 ND 200 m 0 0 0 0 ND 150 m 3,180 0 910 4,090 Subtotal m 3,180 0 910 4,090 Total ND 250 m 60 160 160 380 ND 200 m 2,330 670 410 3,410 ND 150 m 5,010 4,550 4,770 14,330 G. Total m 7,400 5,380 5,340 18,120

B5 - 48 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Service mains and connections are installed continuously in accordance with the requirement of customers. It is recommended that the water meter is to be installed on new service connection as well as the existing one. Requirement of new service mains and service connections in key years are presented in the following table Table B5.4.1h Service Mains and Connections Description 2015 2023 2028 2033 2038 Service mains m 13,200 21,000 27,000 36,000 45,600 Service connections unit 2,200 3,500 4,500 6,000 7,600 note*1: above number of service connections exclude non-domestic connections, which is estimated at about 3% of domestic connection *2:service main length is estimated based on 6 m per service connection Exiting service mains is recommended to be replaced to reduce physical loss. The replacement works is planned to complete by 2038, thus 5% of existing mains is replaced annually. Water meter is planned to be installed on the existing service connection by 2028, and meter is planned to be replaced at 8 years interval to maintain accuracy of meter. From the above plans, works for replacement of the existing service mains and meters are estimated as shown in the table below. Table B5.4.1i Replacement of Service Mains and Connections Description 2019~2023 2024~2028 2029~2033 2034~2038 Replacement of existing service mains m 3,300 3,300 3,300 3,300 Installation of water meter on existing connection Domestic unit 1,100 1,100 - - Non-domestic unit 4 4 - - Routine replacement of water meter Domestic unit - 960 2,380 3,780 Non-domestic unit - 50 70 130

3) Implementation Plan Figure B5.4.1d shows the staged implementation plan based on the trend of water demand.

B5 - 49 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Day Maximum Demand

Day Average Demand

Figure 5.4.1d Implementation Plan (Chak Jhumra)

The Summary of Implementation schedule in Phases is presented in the following Table. Table B5.4.1j Implementation Schedule of Phased Construction Work Component unit 2018~2023 2024~2028 2029~2033 2034~2038 Water Source Development Well Construction units 7 3 4 Pump Discharge Header ND/m 400/1,800 350/700 300/700 350/,50 300/350 250/700 Booster Pump Station Civil works percent 100 - Pumps units 3 1 Transmission Main Booster P.S ~ DC 1 and 3 ND/m 400/3,700 250/300 Distribution Center DC-1 (Zone 1) Ground Reservoir (GR)/Pump Station m3/ 1,300/ m2 120 Overhead Reservoir (OHR) m3 use existing OHR Lift Pump (to OHR 2) units 3 1 (to OHR 1) units 3 1 Transmission main (to OHR 2) ND/m 300/630 DC-2 (Zone 2) Overhead Reservoir (OHR) m3 300 DC-3 (Zone 3) Ground Reservoir (DR) m3 600 Overhead Reservoir (OHR) m3 200 Lift Pump (to OHR 2) units 3 1 Distribution Network Primary main (150~250mm) ND/km 150~250/14.0 150/4.1 Service main (80~100mm) ND/km 80~100/7.8 80~100/6.0 80~100/9.0 80~100/9.6 Service Connection Domestic units 1,300 1,000 1,500 1,600

B5 - 50 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Work Component unit 2018~2023 2024~2028 2029~2033 2034~2038 Non-Domestic units 102 30 40 50 Water meter on Existing Connection Domestic units 1,100 1,100 Non-Domestic units 4 4 Replacement of Existing Facilities Service main (80~100) km 3.3 3.3 3.3 3.3 Water meter Domestic units 960 2,280 3,780 Non-Domestic units 50 70 130

4) Cost Estimate Based on the work component and implementation plan described above, cost is estimated and presented in the below table. Table B5.4.1k Cost Estimate unit: PKR million Description 2018~2023 2024~2028 2029~2033 2034~2038 Total BASE COST (2017) Direct Cost 231.2 358.6 100.5 49.7 740.0 Water source Development 127.8 134.1 48.9 - 310.8 Distribution Center - 173.5 8.1 - 181.6 Distribution Mains 76.9 25.9 15.7 16.7 135.2 Service Connection 15.0 10.6 15.8 17.0 58.4 Water Meter on Existing Conn. 5.8 5.9 - - 11.7 Replacement Works 5.7 8.6 12.0 16.0 42.3 Indirect Cost*1 83.4 129.4 36.2 17.9 266.9 Total Base Cost 314.6 488.0 136.7 67.6 1,006.9 Price Contingency*2 43.0 159.5 72.2 58.4 333.1 CURRENT COST 357.6 647.5 208.9 126.0 1,340.0 note *1: Indirect cost includes Project administration cost, Consultancy Services, Physical contingency and Value Add Tax *2: Price contingency (price escalation) for foreign (OECD countries) and local portion is estimated based on deflator estimated by IMF up to the year 2022, after that they are estimated by JICA Mission Team up to the year 2038

5.4.2 Khurrianwala Municipal Corporation The planning area is defined as the administrative area of Khurrianwala Municipal Corporation (MC). Khurrianwala under the jurisdiction of Jaranwara Town Teshil, administrative subdivision of Faisalabad Division, was formed as Municipal Corporation in January 2017. It is located at the distance of about 23 km north of Faisalabad on Lahore-Sheikpura-Faisalabad Road. It is also located between Chak Jhumra Town and Jaranwala Town connected by Chak Jhumra Road and Jaranwala road. The present administrative area occupied a part of Union Council # 20 and 21 respectively with its area as 13.98 km2. The town is divided into two areas by Madwana Drain as shown on Figure B5.4.2a. Conditions of two areas are described briefly as follows: - Area I This area is located at the west of the Madwana Drain and has about 10.5 km2 or 75% of total area. However, the most of the area is agricultural/vacant land and industrial area along Chak Jhumra Road at around west border of administrative boundary and Lahore-Sheikpura-Faisalbad Road at it south direction from the City center. The built-up area is developed from city center to west and south direction between Lahore-Sheikpura-Faisalabad, Chak Jhumra and Jandwala roads. The area is measured as about 2.0 km2 or 20% of this western area.

B5 - 51 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Area I is composed of built-up areas of A1, 2, 3 and 4 as shown on Figure B5.4.2a. Among four areas, A1 is the largest built-up area and core area of Khurrianwala MC, and remaining three built-up areas (A 2~4) are small size and located remote from the said core area.

- Area II This area is located at the east of Madwana Drain about 3.5 km2 or 25 % of total area. The built-up area is measured at about 1.1 km2 or about 32 % of this area. In addition, some area adjacent to the present built-up area are under development which area is measured at 0.5 km2. Remaining area is agricultural/vacant land and industrial area along Jaranwala road.

Area II is composed of two built-up areas as shown on Figure B5.4.2a. These areas are named as A 5 and 6. There are three areas under developing located surrounding of the above two areas (see Figure B5.3.2c). The Khurrianwala MC is divided into two supply zones. Zone 1 covers area 1 ~ 4 and Zone 2 covers area 5 and 6 and extension areas. (1) Population Projection

1) Past Population Trend The population in 1998 (Census year) was 30,012. According to the estimate by Bureau of Statistics, Punjab 2015, the population in 2015 is 40,672 using population growth rates as 1.8% between 1998 and 2015. The future population trend is made based on the population in 2015 as 40,672 in this projection. 2) Population Projection The target year of future plan for water supply of Khurrianwala MC is set at the year 2038. The future population in 2038 is estimated using average annual growth rate of 1.33 % (2015 to 2038) or linear growth from the present population (2015). Based on this assumption, future population in 2038 is projected at about 55,100 persons. Population trend projected in each key year is presented in the table below. Table B5.4.2a Population Projection Year 1998 2015 2023 2028 2033 2038 Note Population 30,012 40,672 45,688 48,824 51,959 55,094 rounded 40,700 45,700 48,800 52,000 55,100 Growth annual rate (%) 1.80 1.46 1.34 1.25 1.18 average rate

B5 - 52 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Figure B5.4.2a General Plan of Planning Area and Existing Main Facilities (Khurrianwala)

(2) Existing Water Supply System

1) Service Area The Town is divided into two (2) service areas. Figure 5.4.2a shows the existing major water supply facilities. There is no information and data is available about service area, however it is assumed that the service area will be limited area around the present distribution center 1 in Area I from the present production cum supply capacity as only 600 m3/d. Distribution center is defined composing of ground reservoir, overhead reservoir and lift pump station to distribute water in the respective service zones. For the future water supply development plan, the administrative area is divided into two (2) zones as follows. - Zone 1: Zone 1 covers built-up area 1 excl. remote areas (west of Manuwana Drain) - Zone 2: Zone 2 covers built-up area 2 excl. under development areas (east of Manuwana Drain)

2) Water Source The present water source is three tube wells installed along left bank of Rahk Branch Canal (RBC) which is located at about 7.4 km east of the town center. Each capacity of tube well pump is 50 m3/hr (0.5 cfs). Figure B5.4.2a shows location of the present tube wells and Groundwater Transmission Main up to Distribution Center. Groundwater taken by tube wells is transmitted directly through a transmission main (250 mm in diameter) to the ground reservoirs (GRs) located in Distribution Center of zones 1. Transmitted water is further pumped from GR to the overhead reservoir (OHR) for gravity supply.

B5 - 53 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

In addition, there is one unit of pressure filter and one RO plant in the same premises of the Distribution Center 1. The capacity of pressure filter is estimated as 10 m3/hr, but its RO plant is not known. The pressure filter supply water through public tap installed in the same premises also, and RO plant is for emergency use. 3) Water Supply Conditions There was 675 service connection installed for domestic use, however presently only 520 units are in service due to disconnection caused by non-payment of water tariff. Non-domestic connection is counted only for a few numbers for commercial use, and no connection for industry is installed. In addition, as mentioned earlier, one public tap having 18 faucets supplies water to citizens with free of charge. Size of ferrule is 1/4" for domestic and commercial users. The present population served is estimated at 3,640 (520 x 7 persons/connection) which is only 16 % of estimated population of 22,300 in Zone 1. Water supply operation is intermittent supply, 2 hours per day. In addition, filtered water is supplied to citizens for 4 hours per day. There is no record available on actual water supply operation such as pump operation hours for well pumps, lift pumps, etc. due to no flow meter exist and lack of operation records. The above figures such as daily production is based on the information from the officials concerned of the City. Regarding daily production capacity, operation of well pump is informed as 12 hours per day. If so, the daily production becomes 1,800 m3/d (50 m3/hr x 12 hr x 3 units), which is too large for domestic consumer of 520 units and a few commercial consumers. It is assumed daily operation hours of 12 hours is total operation of three pumps or one pump is alternately operated daily, thus the daily production becomes 600 m3/d, out of which ground water is estimated to be used for the pressure filter operation for about 50 m3/d including washing. Therefore, daily supply volume to service connection becomes about 550 m3. The present fixed rate water tariff system with no water meter on service connection makes difficult to estimate unit consumption or percapita consumption. Daily water demand (day average) is estimated at about 600 m3/d as above mentioned. The present percapita consumption (domestic use) is estimated at 100 pcpd assuming that household size of 7 and unit consumption of commercial users as 1 %, and physical loss as 30%. The percapita consumption by public hydrant is not known. 4) Financial Situation Water tariff system is flat rate system and water tariff of each component of consumer is as follows: Consumer Domestic Commercial Industry Monthly tariff (PKR) 110 NA*1 Non note *1: information is not available Financial situation is poor, according to the information that the revenue can’t cover even O & Cost. The monthly revenue is estimated at about PKR 25,000 only, while O & M is PKR 150,000. It is informed that about 60% of customers fail to pay water tariff. It is noted that operation of water supply system of Khurrianwala is carried out by CBO (Community Based Organization) since 1996. Their technical and managerial capabilities are limited. 5) Major Water Supply Facilities The major water supply facilities are summarized in the following table. Table B5.4.2 b Major Facilities of Existing Water Supply System Description Zone 1 Raw Water Source Groundwater Tube well number units 3 capacity m3/hr (cfs) 50 (0.5) Transmission TW to GR 1 Size mm 250

B5 - 54 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

length km 6 Distribution Ground Reservoir (GR) number nos. 4 capacity m3(gallon) 455 (50,000) Overhead Reservoir (OHR) number nos. 1 1 capacity m3(gallon) 136 (30,000) 45 (10,000) height*1 m 22 22 Lift Pump (GR to OHR)*2 Type - Centrifugal number unit 1 1 1 1 discharge m3/hr 95 82 95 95 (gallon/min) 350 300 350 350 Head m (feet) 30 (100) 30 (100) 30 (100) 10 (35) Primary Main*2 Size mm NA length m NA Service Main*3 Diameter mm NA length m NA note *1: estimated from pump head of lift pumps *2: assumed to use for pressure filter which pump head is estimated at 10m

(3) Future Water Supply Development Plan Demand projection is made based on the following considerations: . At the initial phase (2023~2028 period), aiming at improvement of water supply level, i.e., increase of supply capacity (water source development) and service hour (from the present 6 hours to 18 hours per day) . Increase of service ratio taking the existing system capacity into account . At the following phases, extension of service ratio and increase per capita consumption towards the target year of 2038. Future water demand (day average) is projected as the products of unit consumption and population served plus physical loss of the system. The parameters for demand estimate are as follows: . Service ratio of key years of 2028 and 2038 is set at 50% and 80% respectively, . Domestic per capita consumption is set at 100 lpcd in 2023 and increased to 120 lpcd in 2038 which is the minimum consumption of WASA design criteria excluding physical loss of 20% (33 gallons minus physical loss), in 2038, . Non-domestic consumption is increasing from the present rate to 20% of total consumption in 2038, . Physical loss is assumed as 20% in 2038. Appropriate rate of physical loss is used from 2015 to 2033, . Day maximum factor is set at 115% of day average demand. Service area extension is planned as follows: . The present service area in Zone 1 is a part of area 1 (core area of the municipality). Remote area from the core area of area 2 ~ 4 is planned to be included in the service area from 2033. . In Zone 2, the built-up area 5 and 6 is planned to be served from 2028 and under developing areas from 2033. 1) Demand Projection . Based on the assumption set-up in the previous section, water demand is estimated as shown in the below table: .

B5 - 55 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B5.4.2c Water Demand Projection Year Description unit 2015 2023 2028 2033 2038 Population persons 40,700 45,700 48,800 52,000 55,100 Population in Service Area persons 22,320 25,070 41,910 52,000 55,100 Population Served persons 3,640 12,540 20,960 33,800 44,080 Service Ratio % 16% 20% 50% 65% 80% Percapita Consumption lpcd 101 105 122 135 150 Domestic lpcd 100 100 110 115 120 Non-domestic % 1 5 10 15 20 Consumption m3/d 370 1,320 2,560 4,560 6,610 Demand (day average) m3/d 530 1,890 3,660 6.080 8,260 Physical Loss % 30 30 30 25 20 Day Maximum Demand m3/d 610 2,200 4,200 7,000 9,500 Factor times 1.15 1.15 1.15 1.15 1.15

Projected demand is illustrated on Figure B 5.4.2b.

Day Maximum Demand

Day Average Demand

Figure B5.4.2b Demand Projection (Khurrianwala)

Water Demand Distribution Because of the limited data and information, area wise demand projection is hardly analyzed. However, the demand distribution by areas and zones is assessed using the same method as the case of Chak Jhumra Town. The limt of population density, however is set at 200 persons/ha considering present level of population density and large land area available for service area extension. Based on the above assumption, the demand distribution by zones is made and presented in the below table. Table B5.4.2d Distribution of Water Demand by Supply Zones Year Description unit Zone 1 Zone 2 Total 2015 Population Served persons 22,320 - 22,320 Day Average Demand m3/d 530 - 3,640 Day Maximum Demand m3/d 610 - 2,300 2023 Population Served persons 12,540 - 12,540 Day Average Demand m3/d 1,890 - 1,890

B5 - 56 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Year Description unit Zone 1 Zone 2 Total Day Maximum Demand m3/d 2,170 - 2,170 2028 Population Served persons 12,850 8,110 20,960 Day Average Demand m3/d 2,240 1,420 3,660 Day Maximum Demand m3/d 2,580 1,630 4,200 2033 Population Served persons 21,300 12,500 33,800 Day Average Demand m3/d 3,840 2,250 6,090 Day Maximum Demand m3/d 4,420 6,090 7,000 2038 Population Served persons 27,430 16,650 44,080 Day Average Demand m3/d 5,140 3,120 8,260 Day Maximum Demand m3/d 5,910 3,159 9,500

2) Future Water Supply System Figure 4.5.2c shows future water supply system in 2038 including supply zones, service area extension, and major facilities such as well field, booster pump station, groundwater transmission mains, distribution centers and distribution primary mains. a. Water Source Development The capacity of groundwater exploitation for key year of 2023, 2028 and 2038 is 4,200, 6,000 and 9,500m3/d respectively. There are three tube wells which capacity is as small as 0.50 cfs or 50m3/hr at the present. Comparing with large capacity required in the future and existing aged well and well pump, the present well and pump is replaced to new ones in 2023 and number of wells will be increased gradually in accordance with demand increase. The capacity of well is set at 1 cfs or 100m3/hr. Therefore, four number of wells are required for each key year of 2028, 2033 and 2038 when daily production of well is 800m3 providing daily operation hour as 8 hours. Submersible pump for well is proposed to be applied. As mentioned, booster pump station is proposed to be provided considering long distance of well field (about 3.9 km) and transmission mains to ground reservoirs of DC 1 (6 km) and DC 2 (1.8km). The present transmission main (ND 250mm) will be applicable up to the year 2028. Thereafter, the existing main will be replaced by new one which pipe material and size are proposed as HDPE and 350mm respectively. The dimensions of water source development for the year 2038 are designed and presented in the following table. Table B5.4.2e Water Source Development Plan Description unit Q’ty Tube Well and Pump Well Capacity m3/d 800 Number units 12 Well pump Type - submersible Discharge m3/hr 100 Pump head m 30 Motor output kW 15 Pump Discharge Header Material - HDPE Size and Length mm/m 250/1,050 mm/m 300/1,050 mm/m 350/1,800 Booster Pump Station Pump suction well Detention time hr 1 Capacity m3 400 Booster pump Number units W3 + S1

B5 - 57 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Description unit Q’ty Discharge m3/hr 132 Pump head m 35 Pump Station Pump room (base floor) m2 60 Electric room (ground floor) m2 60 Emergency generator kVA 150 Groundwater Transmission Materials - HDPE BP to GR 1 (Zone 1) Size mm 350 GR 1 to GR 2 (Zone 2) Size mm 250

Figure B5.4.2c General Plan of Future Water Supply Development (Khurrianwala)

B5 - 58 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

b. Distribution Facilities Distribution facilities herein described are Ground Reservoir (GR), Overhead Reservoir (OHR), and Lift Pump from GR to OHR. The distribution pipelines will be described separately. The dimensions of the zone wise distribution facilities for the year 2038 are designed and presented in the following table. Table B5.4.2f Major Facilities of Distribution Centers Description Zone 1 Zone 2 Ground Reservoir Number units 2 2 Capacity each m3 500 300 Overhead Reservoir Number unit 1 1 Capacity each m3 400 250 Lift Pump Number units W3 + S1 W3 + S1 Discharge m3/hr 140 85 Pump Head m 33 33 Motor Output kW 22 15

d. Distribution Network System The distribution network system is defined as mentioned earlier, i.e., composing of primary and service networks. Also as mentioned already, the existing ACP pipes are recommended to be replaced by new ones. From the above recommendations, the primary mains are to be installed in and round 2023 for the demand in 2028 and around in 2028 for the demand in 2038. The designed primary mains are presented in the table below. Table B5.4.2g Distribution Primary Mains Size Zone 1 Zone 2 Total for year 2028 ND 250 m 110 60 170 ND 200 m 4,160 1,350 5,500 ND 150 m 2,910 4,890 7,800 Subtotal m 7,180 6,300 13,480 for year 2038 ND 250 m 0 0 0 ND 200 m 1,500 0 1,500 ND 150 m 2,090 0 2,090 Subtotal m 3,590 0 3,590 Total ND 250 m 110 60 170 ND 200 m 5,660 1,350 7,000 ND 150 m 5,000 4,890 9,890 G. Total m 10,770 6,300 17,070 Service mains and connections are installed continuously in accordance with the requirement of customers. It is recommended that the water meter is to be installed on new service connection as well as the existing one.

B5 - 59 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Requirement of new service mains and service connections in key years are presented in the following table Table B5.4.2h Service Mains and Connections Description 2015 2023 2028 2033 2038 Service mains m 3,120 10,740 18,000 28,980 37,800 Service connections unit 520 1,790 3,000 4,8300 6,300 note*1: above number of service connections exclude non-domestic connections, which is estimated at about 3.5% of domestic connection *2:service main length is estimated based on 6 m per service connection Exiting service mains is recommended to be replaced to reduce physical loss. The replacement works is planned to complete by 2038, thus 5% of existing mains is replaced annually. Water meter is planned to be installed on the existing service connection by 2028, and meter is planned to be replaced at 8 years interval to maintain accuracy of meter. From the above plans, works for replacement of the existing service mains and meters are estimated as shown in the table below. Table B5.4.2i Replacement of Service Mains and Connections Description 2019~2023 2024~2028 2029~2033 2034~2038 Replacement of existing service mains m 780 780 780 780 Installation of water meter on existing connection Domestic unit 260 260 - - Non-domestic unit 4 - - - Routine replacement of water meter Domestic unit - 870 1,500 2,840 Non-domestic unit - 26 54 103

3) Implementation Plan Figure 4.5.2d shows the staged implementation plan based on the trend of water demand.

Extension Phase-II

Extension Phase-I

Day Maximum Demand Initial Phase Day Average Demand

Figure 5.4.2d Implementation Plan (Khurrianwala)

B5 - 60 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

The Summary of Implementation schedule in Phases is presented in the following Table. Table B5.4.2j Implementation Schedule of Construction Work Component unit 2018~2023 2024~2028 2029~2033 2034~2038 Water Source Development Well Construction units 4 4 4 Pump Discharge Header ND/m 350/1,100 350/700 300/350 300/700 250/1,050 Booster Pump Station Civil works percent 100 - Pumps units 2 1 1 Transmission Main Booster P.S ~ DC 1 ND/m 350/6,000 DC ~ DC 2 250/1,800 Distribution Center DC-1 (Zone 1) Ground Reservoir (GR)/Pump Station m3/ 1,000/ m2 60 Overhead Reservoir (OHR) m3 400 Lift Pump (to OHR 2) units 3 1 DC-3 (Zone 3) Ground Reservoir (DR) m3 600 Overhead Reservoir (OHR) m3 250 Lift Pump (to OHR 2) units 3 1 Distribution Network Primary main (150~250mm) ND/km 150~250/13.5 150~200/3.5 Service main (80~100mm) ND/km 80~100/7.6 80~100/7.3 80~100/11.0 80~100/8.8 Service Connection Domestic units 1,270 1,210 1,830 1,470 Non-Domestic units 56 50 60 50 Water meter on Existing Connection Domestic units 260 260 Non-Domestic units 4 - Replacement of Existing Facilities Service main (80~100) km 0.78 0.78 0.78 0.78 Water meter Domestic 870 1,500 2,840 Non-Domestic 26 54 103

B5 - 61 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

4) Cost Estimate Based on the work component and implementation plan described above, cost is estimated and presented in the below table. Table B5.4.2k Cost Estimate unit: PKR million Description 2018~2023 2024~2028 2029~2033 2034~2038 Total BASE COST (2017) Direct Cost 278.9 276.6 100.6 41.0 697.1 Water source Development 185.8 75.8 47.9 - 309.5 Distribution Center - 154.2 8.1 - 162.3 Distribution Mains 76.4 29.1 19.1 15.4 140.0 Service Connection 13.8 13.1 19.5 15.7 62.1 Water Meter on Existing Conn. 1.5 1.3 - - 2.8 Replacement Works 1.4 3.1 6.0 9.9 23.2 Indirect Cost*1 100.5 99.8 36.3 14.8 251.4 Total Base Cost 379.4 376.4 136.9 55.8 948.5 Price Contingency*2 50.8 121.1 71.4 48.0 291.3 CURRENT COST 430.2 497.5 208.3 103.8 1,239.8 note *1: Indirect cost includes Project administration cost, Consultancy Services, Physical contingency and Value Add Tax *2: Price contingency (price escalation) for foreign (OECD countries) and local portion is estimated based on deflator estimated by IMF up to the year 2022, after that they are estimated by JICA Mission Team up to the year 2038

5.4.3 Sadar City The planning area, which boundaries were defined by WASA-F, is composed Sadar City and adjacent communities of Pehlawanan Di Khui and Kot Ahmad Din. Sadar City belong to Chak 67/JB in Union Council (UC) # 155 and said adjacent communities are located in UC # 154. Both UCs are under the jurisdiction of Teshil Jinnah Town, administrative subdivision of Faisalabad Division. It is located at the distance of about 15 km south of Faisalabad on Faisalabad-Jhang Road. The present planning area is estimated as 8.0 km2 (measured on Google earth), where is composed of several communities centered by core area of Sadar City as shown on Figure 5.4.3a. In this plan, the area is divided into two zones for water supply service area as below described briefly. - Zone 1 Zone 1, its total area is about 4.33 km2, is composed of three communities of built-up area 1, 4 and extension area beside area 1. Area 1 (61 ha) is core area of Sadar City. Built-up areas of these communities are estimated at about 110 ha or 25% of total area including underdevelopment area adjacent to area 1.

- Zone 2 Zone 2, its total area is about 3.67 km2, is composed of five communities of built-up area 2, 3, 5, 6 and extension area between Area 3 and 5. A part of Area 5 and Area 6 are out of administrative boundary of Sadar City. Built-up areas of these communities are estimated at about 162 ha or 44% of total area including extension area between area 4 and 6 where some portions of this area is under the development (see Figure B5.4.3c).

B5 - 62 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Figure B5.4.3a General Plan of Planning Area and Existing Main Facilities (Sadar City)

(1) Population Projection

1) Past Population Trend The population data for Sadar City (Chak 67 JB) is used from 1998 Census as 18,502 and estimated by Statistics, Punjab in 2015 as 29,753. Population growth rate between 1998 and 2015 is calculated as 2.83% per annum. The present population (in 2015) of the above mentioned communities (Area 5-Pehlawanan Di Khui and Area 6-Kot Ahmad Din) is estimated using land measured and grasped population density on Google Earth as 2,100 (area of 21ha and density of 100 p/ha) and 3,600 (area of 18 ha and density of 200ha) for Pehlawanan Di Khui (outside od Sadar City) and Kot Ahmad Din respectively. The future population trend is made based on the population in 2015 as 35,500 in this projection. 2) Population Projection The target year of future plan for water supply of Sadar City is set at the year 2038. The future population in 2038 is estimated using average annual growth rate of 1.65 % (2015 to 2038) or linear growth from the present population (2015). Based on this assumption, future population in 2038 is projected at about 51,700 persons. Population trend estimated in each key year is presented in the table below. Table B5.4.3a Population Projection Year 1998 2015 2023 2028 2033 2038 Note Population 30,012 35,500 41,100 44,600 48,100 51,700 annual Growth rate (%) 2.83 1.85 1.65 1.52 1.45 average rate

B5 - 63 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

(2) Existing Water Supply System

1) Service Area Figure B5.4.3a shows the present service area and major water supply facilities such as location of existing waster source, well water transmission main and location of the ground reservoir (GR) from where water is directly pumped to four service areas of A1, 2, A3, and A6. A6 is located outside of Sadar City. The present production capacity is only 200 m3/d. Service area is approximately 100 ha composed of four communities (refer to Figure B5.4.3.1). For the future water supply development plan, the planned area is divided into two (2) zones covering seven built-up communities including extended to area underdevelopment adjacent built-up community areas at the present as follows.

- Zone 1: Zone 1 covers four built-up community areas (A1, and A4) plus presently under developing area adjacent to Area 1. - Zone 2: Zone 2 covers four built-up community areas (A2, A3, A5, A6) plus extended area between Area 3 and 5. 2) Water Source Two wells were constructed along Nasrana Disty of Jhang Branch Canal (JBC) which is located at about 4 km east of the City center. Pumped water was transmitted to the Overhead Reservoir (OHR) which was abandoned at the present. This OHR supplied originally for two communities (Area 1 & 2), and remaining water was transmitted to GR from where remaining two communities (Area 3 and 6) were served through GR by direct pumping. However, presently one well was out of order, thus only one well is under the operation. At the present, Groundwater taken by a tube wells is transmitted directly by a transmission main (200 mm in diameter) directly to GR for about 4.2 km in length, from where all four areas are supplied by direct pumping. From the capacity of tube well pump and its operation hours as 50 m3/hr (50 cfs) and 4 hours per day, the production capacity becomes 200 m3/d. Figure B5.4.3a shows location of the present tube wells and Groundwater Transmission Main up to GR. 3) Water Supply Conditions There are 775 service connection installed for domestic use and one non-domestic use for a school. Because of limited production capacity per capita consumption is estimated as low as 26 lpcd (population served as 5,430 and assumed physical loss is 30%). Therefore, the present supply is rotated supply to four areas for 40 ~ 45 minutes each. On the other hand, capacity of distribution system is large comparing with the above mentioned production capacity. The distribution main length (ND 150mm) is approximately 3,140m and service main length (ND 100 ~ 80mm) is about 18,500m. These lengths of distribution mains are estimated using network drawings provided by PHED, Faisalabad. This is considered too long (about 24 m per connection) comparing with number service connections. The present fixed rate water tariff system with no water meter on service connection makes difficult to estimate unit consumption or percapita consumption. Daily water demand (day average) is estimated at about 200 m3/d from the above mentioned production capacity. 4) Financial Situation Water tariff system is flat rate system and water tariff of each component of consumer is as follows: Consumer Domestic Commercial Industry Monthly tariff (PKR) 100 non non note : no tariff is charged to school

B5 - 64 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

According to the information that O&M cost is estimated as PKR 40,000 per month including personnel, electricity, chemical and miscellaneous costs, while revenue is estimated at PKR55,800~62,000 (collection rate as 72~80%) per month. However, O&M cost of only PKR 40,000 per month is considered as too low. 5) Major Water Supply Facilities The major water supply facilities are summarized in the following table. Table B5.4.3b Major Facilities of Existing Water Supply System Description Zone 1 Raw Water Source Groundwater Tube well number units 1 (2)*1 capacity m3/hr (cfs) 50 (0.5) Well pump pump head m (feet) 60 (200) motor output kWH 15 Transmission Main TW to GR 1 diameter mm 200 length km 4.2 Distribution Ground reservoir (GR) number nos. 1 capacity m3(gallon) 227 (50,000) Overhead reservoir (OHR)*2 number nos. 1 capacity m3(gallon) 91 (20,000) height*1 m NA Lift pump (GR to OHR)*2 type - Centrifugal number unit w1 +s1 discharge m3/hr (cfs) 50 (0.5) head m (feet) 45 (150) motor output kWH 11 Primary Main*2 diameter mm 150 length m 3,140 Service Main*3 diameter mm 80~100 length m 18,500 note *1: one well was abandoned *2: OHR was abandoned

(3) Future Water Supply Development Plan Demand projection is made based on the following considerations: . At the initial phase (2023~2028 period), aiming at improvement of water supply level, i.e., increase of supply capacity (water source development) and service hour (from the present 6 hours to 18 hours per day or so) . Increase of service ratio taking the existing system capacity into account . At the following phases, extension of service ratio and increase per capita consumption towards the target year of 2038. Future water demand (day average) is the products of unit consumption and population served plus physical loss of the system. Water consumption is projected as the sum of domestic and non-domestic consumptions, where non-domestic consumption is estimated as the ration to a total consumption. Day average demand is the total consumption plus physical loss which is estimated as the ratio of demand.

B5 - 65 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Design of production facilities is based on the day maximum demand using factor to the day average demand. Design of distribution facilities is based on peak hourly demand using factor to the day maximum demand. The parameters for demand estimate are as follows: . Service ratio of key years of 2028 and 2038 is set at 50% and 80% respectively, . Domestic per capita consumption is set at 100 lpcd in 2023 and increased to 120 lpcd in 2038 which is the minimum consumption of WASA design criteria excluding physical loss of 20% (33 gallons minus physical loss), in 2038, . Non-domestic consumption is increasing from the present rate assumed as 15% of total consumption in 2038, . Physical loss is assumed as 30% in 2038. Appropriate rate of physical loss is used from 2015 to 2033, Built-up areas of 1 ~ 3 and 6 are covered by the present water supply system. The timing of water supply start for other areas are as follows: . Zone 1 presently covers area 1 is planned to be extended to cover Area 4 from 2028 and extension area from 2033. . Zone 2 presently covers area 2, 3 and 6. Area 5 is planned to be covered from 2028 and extension area between Area 3 and 5 from 2033. 1) Demand Projection Based on the assumption set-up in the previous section, water demand is estimated as shown in the below table: Table B5.4.3c Water Demand Projection Year Description unit 2015 2023 2028 2033 2038 Population persons 35,500 41,100 44,600 48,100 51,700 Population in Service Area persons 29,700 30,200 37,100 48,100 51,700 Population Served persons 5,410 12,080 18,550 31,270 41,360 Service Ratio % 18% 40% 50% 65% 80% Percapita Consumption lpcd 26 98 122 131 150 Domestic Lpcd 26 93 110 115 120 Non-domestic % 0.5 5 10 12.5 20 Consumption lpcd 141 1,183 2,263 4,100 6,200 Demand (day average) m3/d 200 1,690 3,230 5.470 8,260 Physical Loss % 30 30 30 25 20 Day Maximum Demand m3/d 230 1,900 3,700 6,300 9,500 Factor times 1.15 1.15 1.15 1.15 1.15 Projected demand is illustrated on Figure B5.4.3b.

B5 - 66 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Day Maximum Demand

Day Average Demand

Figure B5.4.3b Demand Projection (Sadar City)

Water Demand Distribution Because of the limited data and information, area wise demand projection is hardly analyzed. However, the demand distribution by areas and zones is assessed using the same method as the case of Chak Jhumra Town. The limit population density, however is set at 200 persons/ha. The limt population density, however set at 200 persons/ha taking present level of density and enough land available for extension of service area. Based on the above assumption, the demand distribution by zones is made and presented in the below table. Table B5.4.3d Water Demand Distribution by Supply Zones Year Description unit Zone 1 Zone 2 Total 2015 Population Served persons 16,100 13,600 29,700 Day Average Demand m3/d 109 93 202 Day Maximum Demand m3/d 125 105 230 2023 Population Served persons 6,640 5,440 12,080 Day Average Demand m3/d 930 760 1,690 Day Maximum Demand m3/d 1,070 870 1,900 2028 Population Served persons 9,650 8,900 18,550 Day Average Demand m3/d 1,680 1,550 3,230 Day Maximum Demand m3/d 1,930 1,780 3,700 2033 Population Served persons 14,890 16,380 31,270 Day Average Demand m3/d 2,610 2,870 5,480 Day Maximum Demand m3/d 3,000 3,330 6,300 2038 Population Served persons 19,600 21,760 41,360 Day Average Demand m3/d 3,460 3,840 7,300 Day Maximum Demand m3/d 3,980 4,429 8,400

2) Future Water Supply System Figure B5.4.2c shows future water supply system in 2038 including supply zones, service area extension, and major facilities such as well field, booster pump station, groundwater transmission mains, distribution centers and distribution primary mains.

B5 - 67 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

a. Water Source Development The capacity of groundwater exploitation for key year of 2028 and 2038 is 4,200m3/d and 9,500m3/d respectively. There three tube well which capacity is as small as 0.50 cfs or 50m3/hr at the present. Comparing with large capacity required in the future and existing aged well and well pump, the present well and pump is replaced to new ones in 2023 and number of wells will be increased gradually in accordance with demand increase. The capacity of well is set at 1 cfs or 100m3/hr. Therefore, number of wells required for each key year of 2028, 2023, and 2033 becomes 4, 7 and 11 respectively when daily production of a well is 800m3 providing daily operation hour as 8 hours. Submersible pump for well is proposed to be applied. As mentioned, booster pump station is proposed to be provided considering long distance of well field (about 3.9 km) and transmission mains to ground reservoirs of DC. One DC is planned to be provided which covers both Zone 1 and 2. The present transmission main (ND 250mm) will be applicable up to the year 2023. Thereafter, the existing main will be replaced in 2023 by new one which pipe material and size are proposed as HDPE and 300mm respectively.

Figure B5.4.3c General Plan of Future Water Supply Development (Sadar City)

The dimensions of water source development for the year 2038 are designed and presented in the following table.

B5 - 68 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Table B5.4.3.e Water Source Development Description unit Q’ty Tube Well and Pump Well Capacity m3/d 800 Number units 12 Well pump type - submersible Discharge m3/hr 100 Pump head m 25 Motor output kW 15 Pump Discharge Header Material - HDPE Size and Length mm/m 250/2,100 mm/m 300/1,750 Booster Pump Station Pump suction well Detention time hr 1 Capacity m3 350 Booster pump Number units W3 + S1 Discharge m3/hr 120 Pump head m 27 Motor output kW 15 Pump Station Pump room (base floor) m2 60 Electric room (ground floor) m2 60 Emergency generator kVA 150 Groundwater Transmission Materials - HDPE BP to GR Size mm 300

b. Distribution Facilities Distribution facilities herein described are Distribution Center (DC) composed of Ground Reservoir (GR), Overhead Reservoir (OHR), and Lift Pump from GR to OHR. The distribution pipelines will be described separately. One DC is planned to cover both zone 1 and 2 service areas. The dimensions of facilities of DC for the year 2038 are designed and presented in the following table. Table B5.4.3f Major Facilities of Distribution Center Description unit Zone 1 and 2 Ground Reservoir Number units 2 Capacity each m3 700 Overhead Reservoir Number unit 1 Capacity m3 600 Lift Pump Number units 4 Discharge m3/hr 200 Pump Head m 33 Motor Output kW 30

d. Distribution Network System The distribution network system is defined as mentioned earlier, i.e., composing of primary and service networks. Also as mentioned already, the existing ACP pipes are recommended to be replaced by new ones.

B5 - 69 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

From the above recommendations, the primary mains are to be installed in and round 2023 for the demand in 2028 and around in 2028 for the demand in 2038. The designed primary mains are presented in the table below. Table B5.4.3g Distribution Primary Mains Size Zone 1 Zone 2 Total for year 2028 ND 250 m 610 1,640 2,250 ND 200 m 1,260 440 1,700 ND 150 m 2,080 2,910 4.990 Subtotal m 3,950 4,990 8,940 for year 2038 ND 250 m 0 0 0 ND 200 m 0 0 0 ND 150 m 2,240 1,690 3,930 Subtotal m 2,240 1,690 3,930 Total ND 250 m 610 1,640 2,250 ND 200 m 1,260 440 1,700 ND 150 m 4,320 4,600 8,920 G. Total m 6,190 6,680 12,870 Service mains and connections are installed continuously in accordance with the requirement of customers. It is recommended that the water meter is to be installed on new service connection as well as the existing one. It is noted that the existing service main length is excessive against required length as mentioned earlier, thus during initial phase (2023~2028 period) no additional mains will be required. After 2028, new service mains become necessary for increased demand. In some community area, the existing service main will be enough for 2028 demand. Requirement of new service mains and service connections in key years are presented in the following table Table B5.4.3h Service Mains Description 2015 2023 2028 2033 2038 Service mains m 18,000 0 3,280 13,500 21,720 Service connections unit 775 1,730 2,650 4,470 5,910 note*1: above number of service connections exclude non-domestic connections, which is estimated at about 3% of domestic connection *2:service main length is estimated based on 6 m per service connection Exiting service mains is recommended to be replaced to reduce physical loss. The replacement works is planned to complete by 2038, thus 5% of existing mains is replaced annually. Water meter is planned to be installed on the existing service connection by 2028, and meter is planned to be replaced at 8 years interval to maintain accuracy of meter. From the above plans, works for replacement of the existing service mains and meters are estimated as shown in the table below. Table B5.4.3i Replacement of Service Mains and Connections Description 2019~2023 2024~2028 2029~2033 2034~2038 Replacement of existing service mains m 4,500 4,500 4,500 4,500 Installation of water meter on existing connection Domestic unit 385 390 - -

B5 - 70 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Description 2019~2023 2024~2028 2029~2033 2034~2038 Non-domestic unit 1 - - - Routine replacement of water meter Domestic unit - 540 1,330 2,590 Non-domestic unit - 22 41 82

3) Implementation Plan Figure B5.4.3d shows the staged implementation plan based on the trend of water demand.

Figure 5.4.3d Implementation Plan (Sadar City)

The Summary of Implementation schedule in Phases is presented in the following Table. Table B5.4.3j Implementation Schedule of Construction Work Component unit 2018~2023 2024~2028 2029~2033 2034~2038 Water Source Development Well Construction units 4 3 4 - Pump Discharge Header ND/m 300/1,050 300/700 250/1,4000 250/350 Booster Pump Station Civil works percent 100 - - - Pumps units 2 1 1 - Transmission Main - - - Booster P.S ~ DC ND/m 300/3,000 - - - Distribution Center DC (Zone 1 and 2) - - Ground Reservoir (GR)/Pump Station m3/ 1,400/ - - - m2 60 Overhead Reservoir (OHR) m3 600 - - - Lift Pump (to OHR 2) units 3 1 - - Distribution Network Primary main (150~250mm) ND/km 150~250/8.9 150~200/3.9 Service main (80~100mm) ND/km 80~100/0.7 80~100/2.6 80~100/10.2 80~100/8.2 Service Connection Domestic units 960 920 1,820 1,440 Non-Domestic units 51 28 54 43

B5 - 71 The Project for Water Supply, Sewerage and Drainage Master Plan of Faisalabad Final Report

Work Component unit 2018~2023 2024~2028 2029~2033 2034~2038 Water meter on Existing Connection Domestic units 385 390 Non-Domestic units 1 - Replacement of Existing Facilities Service main (80~100) km 4.5 4.5 4.5 4.5 Water meter Domestic 540 1,330 2,590 Non-Domestic 22 41 82

4) Cost Estimate Based on the work component and implementation plan described above, cost is estimated and presented in the below table. Table B5.4.3k Cost Estimate unit: PKR million Description 2018~2023 2024~2028 2029~2033 2034~2038 Total BASE COST (2017) Direct Cost 252.0 127.2 109.4 44.4 533.0 Water source Development 113.5 37.2 46.0 - 196.7 Distribution Center 116.9 6.1 - - 123.0 Distribution Mains 1.2 62.7 32.7 15.2 110.9 Service Connection 10.6 9.8 19.3 15.2 54.9 Water Meter on Existing Conn. 2.0 2.1 - - 4.1 Replacement Works 7.8 9.3 11.4 14.9 47.5 Indirect Cost*1 90.9 45.9 39.5 16.0 192.3 Total Base Cost 342.9 173.1 148.9 60.4 725.3 Price Contingency*2 45.3 58.6 81.2 53.2 238.3 CURRENT COST 388.2 231.7 230.1 113.6 963.6 note *1: Indirect cost includes Project administration cost, Consultancy Services, Physical contingency and Value Add Tax *2: Price contingency (price escalation) for foreign (OECD countries) and local portion is estimated based on deflator estimated by IMF up to the year 2022, after that they are estimated by JICA Mission Team up to the year 2038.

B5 - 72