DATA COLLECTION FOR DESIGN OF WASTEWATER TREATMENT FACILITIES

Transcription

1 United States Agency for International Development Ministry of Water Resources and Irrigation LIFE Integrated Water Resources Management Task Order No. 802 EPIQ II: Contract No. EPP-T Global Development Alliance: Environmental Services for Improving Water Quality Management in Egypt DATA COLLECTION FOR DESIGN OF WASTEWATER TREATMENT FACILITIES Report No. 43 January 2008 This publication was produced for review by United States Agency for International Development. It was prepared by: International Resources Group In association with EPIQ II Consortium

2 Ministry of Water Resources and Irrigation US Agency for International Development LIFE Integrated Water Resources Management Task Order No. 802 EPIQ II: Contract No. EPP-T Global Development Alliance: Environmental Services for Improving Water Quality Management in Egypt DATA COLLECTION FOR DESIGN OF WASTEWATER TREATMENT FACILITIES Prepared by: Dr. Hussein El Gammal January 2008 DISCLAIMER The authors views expressed in this publication do not necessarily reflect the views of the United States Agency for International Development or the United States Government

3 TABLE OF CONTENTS List of Tables...ii List of Figures...ii ABBREVIATIONS AND ACRONYMS... III 1. INTRODUCTION APPROACH PROPOSED SELECTED SITES FOR WASTEWATER TREATMENT FACILITIES Damanhour el-wahsh Village Description Water Supply Sewage system Irrigation and Drainage System Estimation of the Quantity of Domestic Water Estimation of the Volume of Domestic Wastewater Water and Wastewater Samples Analysis Shubrakas Village Description Water Supply and Sanitation Irrigation and Drainage System Estimation of the Quantity of Domestic Water Estimation of the Volume of Domestic Wastewater Water and Wastewater Samples Analysis UPPER EGYPT El Toud Village Village Description: Water Supply and Sanitation Irrigation and Drainage System Estimation of the Quantity of Domestic Water Estimation of the Volume of Domestic Wastewater Water and Wastewater Samples Analysis EL-Odiasat Gharb Village Description Water Supply and Sanitation Irrigation and Drainage System Estimation of the Quantity of Domestic Water Estimation of the Volume of Domestic Wastewater Water and Wastewater Samples Analysis SUMMARY AND CONCLUSIONS...23 ANNEX: SITE LOCATIONS SAMPLING...25 LIFE IWRM i INTERNATIONAL RESOURCES GROUP

4 LIST OF TABLES TABLE 1 DAMANHOUR EL-WAHSH VILLAGE DATA... 3 TABLE 2 AVERAGE MONTHLY WATER CONSUMPTION IN DAMANHOUR EL-WAHSH VILLAGE... 5 TABLE 3 POTABLE WATER CONSUMPTION IN DAMANHOUR EL-WAHSH VILLAGE... 6 TABLE 4 ESTIMATED WASTEWATER DISCHARGE IN DAMANHOUR EL-WAHSH VILLAGE... 6 TABLE 5 ANALYSIS OF IRRIGATION, DRAINAGE WATER, AND WASTEWATER SAMPLES IN DAMANHOUR EL-WAHSH VILLAGE.7 TABLE 6 SHUBRAKAS VILLAGE DATA... 8 TABLE 7 AVERAGE MONTHLY WATER CONSUMPTION IN SHUBRAKAS VILLAGE TABLE 8 POTABLE WATER CONSUMPTION IN SHUBRAKAS VILLAGE TABLE 9 ESTIMATED WASTEWATER DISCHARGE IN SHUBRAKAS VILLAGE TABLE 10 ANALYSIS OF WATER AND WASTEWATER SAMPLES IN SHUBRAKAS VILLAGE TABLE 11 EL TOUD VILLAGE DATA TABLE 12 AVERAGE MONTHLY WATER CONSUMPTION IN EL TOUD VILLAGE TABLE 13 POTABLE WATER CONSUMPTION IN EL TOUD VILLAGE TABLE 14 ESTIMATED WASTEWATER DISCHARGE IN EL TOUD VILLAGE TABLE 15 ANALYSIS OF WATER AND WASTEWATER SAMPLES IN EL TOUD VILLAGE TABLE 16 EL-ODIASAT GHARB VILLAGE DATA TABLE 17 AVERAGE MONTHLY WATER CONSUMPTION IN EL-ODIASAT GHARB VILLAGE TABLE 18 POTABLE WATER CONSUMPTION IN EL-ODIASAT GHARB VILLAGE TABLE 19 ESTIMATED WASTEWATER DISCHARGE IN EL-ODIASAT GHARB VILLAGE TABLE 20 ANALYSIS OF WATER AND WASTEWATER SAMPLES IN EL-ODIASAT GHARB VILLAGE TABLE 21 POTABLE WATER CONSUMPTION IN EL TOUD AND EL-ODIASAT GHARB VILLAGES TABLE 22 ESTIMATED WASTEWATER DISCHARGE IN EL TOUD AND EL-ODIASAT GHARB VILLAGES TABLE 23 SUMMARY OF DESIGN DATA TABLE 24 RECOMMENDED DESIGN DATA FOR WASTEWATER FACILITIES TABLE 25 SUMMARY OF DESIGN DATA FOR WATER QUALITY DATA LIST OF FIGURES FIGURE 1: LOCATION OF DAMANHOUR EL-WAHSH AND SHUBRAKAS VILLAGES... 2 FIGURE 2: HOUSING IN DAMANHOUR EL-WAHSH... 3 FIGURE 3: SENBO IRRIGATION CANAL... 4 FIGURE 4: DAMANHOUR EL-WAHSH DRAIN...5 FIGURE 5: SHUBRAKAS VILLAGE STREET...8 FIGURE 6: MANHOLE ON THE SHUBRAKAS VILLAGE WASTEWATER NETWORK... 9 FIGURE 7: TATAY IRRIGATION CANAL... 9 FIGURE 8: TOAGH DRAIN FIGURE 9: SAMPLING FROM THE IRRIGATION AND DRAINAGE SYSTEMS IN SHUBRAKAS VILLAGE FIGURE 10: LOCATION OF EL TOUD VILLAGE...13 FIGURE 11: TYPICAL EL TOUD VILLAGE STREET FIGURE 12: SEPTIC TANK SERVING TWO HOUSES FIGURE 13: WASTEWATER COLLECTION TRUCKS...15 FIGURE 14: EL TOUD VILLAGE IRRIGATION AND DRAINAGE SYSTEMS FIGURE 15: SAMPLING WATER IN THE EL-SALAMAYA DRAIN AND A VILLAGE SEPTIC TANK FIGURE 16: TYPICAL STREET IN EL-ODIASAT GHARB VILLAGE FIGURE 17: SAMPLING FROM THE EL-SALAMAYA EL-BAHRYA IRRIGATION CANAL FIGURE 18: SHUBRAKAS SAMPLING SITES...25 FIGURE 19: PROPOSED LOCATION OF WWTP SHUBRAKAS FIGURE 20: SAMPLING SITES AT DAMANHOR EL WAHSH FIGURE 21: PROPOSED LOCATION OF WWTP DAMANHOR EL WAHSH FIGURE 22: SAMPLING SITES AT EL TOAD AND ODYIAST VILLAGES FIGURE 23: PROPOSED LOCATION OF WWTP EL TOAD AND ODYIAST VILLAGES LIFE IWRM ii INTERNATIONAL RESOURCES GROUP

5 Abbreviations and Acronyms ASC Alliance Steering Committee AWC Average Water BCWUA Branch Canal Water Users Association BOD Biological Oxygen Demand CDA Community Development Agency COD Chemical Oxygen Demand DO Dissolved Oxygen feddan An Area of 4200 m 2 GDA Global Development Alliance IRG International Resources Group IWMD Integrated Water Management District IWRM Integrated Water Resources Management kerat An Area of 175 m 2 LIFE Livelihoods and Income from the Environment m, m 2, m 3 meter(s), square meters, cubic meters mg/l Milligrams Per Liter ml Milliliter MWRI Ministry of Water Resources and Irrigation NGOs Non-governmental organizations NOPWASD National Organization for Potable Water and Sanitary Drainage NWRP National Water Resources Plan ph Measure of Acidity or Alkalinity TA Technical Assistance TDS Total Dissolved Solids TSS Total Suspended Solids UNICEF United Nations Children s Fund USAID United States Agency for International Development WWTF Wastewater Treatment Plant LIFE IWRM iii INTERNATIONAL RESOURCES GROUP

6 1. Introduction The quality of the water in the Egyptian irrigation and drainage systems is one of the main challenges faced by the Ministry of Water Resources and Irrigation (MWRI). Law No. 48 of 1982 requires water in canals and drains to meet specific standards. Most of the country s water courses suffer from some pollution, including solid and liquid wastes. Domestic wastewater, especially in small rural areas, is a main source of pollution. Such areas are not included in the government s plans for the near future, but the MWRI is taking various approaches with their stakeholders to protect the water quality in the irrigation and drainage systems. The United States Agency for International Development (USAID), jointly with the Coca Cola Company and the MWRI, through the Global Development Alliance (GDA), provided funds to implement an integrated solution to improve water quality in irrigation and drainage systems with the participation of stakeholders. The USAID-funded Livelihoods and Income from the Environment (LIFE) Integrated Water Resources Management (IWRM) Project implemented by International Resources Group (IRG) and the United Nations Children s Fund (UNICEF) are implementing this activity. It is expected that three wastewater treatment facilities will be constructed, tested, operated, and transferred to the local entities. The LIFE IWRM project asked this consultant to provide technical assistance (TA) to support the implementation of the GDA. The Alliance Steering Committee (ASC) for the activity (which is headed by the MWRI) has identified three sites: two are in the Nile Delta (Lower Egypt) in the Zifta Irrigation Directorates and one is in Upper Egypt in the Luxor District, Qena Directorate. The main objective of this activity was to collect required data on quantity and quality of wastewater in the three selected villages for the design of wastewater treatment facilities to serve the identified communities approved by the ASC. This report states these findings. 2. Approach The following approach was used to gather the information required: 1. Review the objectives for LIFE IWRM s Task 5 2. Collect general information about the selected villages, including location, access, population, nongovernmental organizations (NGOs) operating in the area, administrative entities, and business activities related to the wastewater treatment issue 3. Collect information about the quantity of wastewater through: a. Direct field measurement from sewage networks or sewage trucks b. Estimation of the actual consumption of potable water and population c. Projection of wastewater quantity being produced in 10 years d. Identification of peak wastewater discharge during a day 4. Collect information on quality of wastewater through: a. Collect wastewater samples from outlets of the sewage network or from sewage trucks b. Analyze samples c. Identify sources of pollution such as animal manures or industries LIFE IWRM 1 INTERNATIONAL RESOURCES GROUP

7 The consultant relied on The Egyptian Code for Design and Implementation of Potable & Wastewater Treatment Plants and Pumping Stations, issued by the Ministry of Housing Utilities and Urban Communities, National Center for Housing Research, in 2004, and on the National Water Resources Plan (NWRP), prepared by the MWRI in Additional information came from Report WR 4, Water Quality Issues of Drinking Water, and information from the National Organization for Potable Water and Sanitary Drainage (NOPWASD) 3. Proposed Selected Sites for Wastewater Treatment Facilities The project s ASC selected three villages: Shubrakas and Damanhour el-wahsh in the Zifta Irrigation Directorate, Gharbiya Governorate, and El Toud in Luxor, Qena Irrigation Directorate, Qena Governorate. 3.1 DAMANHOUR EL-WAHSH Village Description The village, as shown in Figure 1, is located in the southwest of Zifta District, Gharbiya Governorate in the middle of Nile Delta. Figure 1: Location of Damanhour el-wahsh and Shubrakas Villages LIFE IWRM 2 INTERNATIONAL RESOURCES GROUP

8 Table 1 shows data about the village, and Figure 2 depicts a village street. Table 1 Damanhour el-wahsh Village Data PARAMETER DATA SOURCE TOTAL AREA 1970 FEDDANS ZIFTA IWMD ACCESS ROADS FROM ZIFTA TOWN (5 6 KM) OR FROM QUESNA AGRICULTURAL ROAD (SEE MAP) POPULATION (JUNE 2007) 14,000 HEALTH CARE STATISTICS PERCENT POPULATION INCREASE 2.4 HEALTH CENTER PROJECTED POPULATION (2017) 17,750 NUMBER OF HOUSEHOLDS 1,300 COMMUNITY DEVELOPMENT ASSOCIATION (CDA) EDUCATION FACILITIES 3 PRIMARY SCHOOLS, 2 PREPARATORY SCHOOLS ACTIVITIES NGOS AGRICULTURE, CATTLE BREEDING, TRADING DAMANHOUR EL-WAHSH CDA Figure 2: Housing in Damanhour el-wahsh LIFE IWRM 3 INTERNATIONAL RESOURCES GROUP

9 3.1.2 Water Supply The main source of water for the village is groundwater. Municipal water is distributed directly from the water pumping unit to the households. An elevated water tank with a capacity of 200 cubic meters (m 3 ) was constructed in The tank is used to store water during periods of low demand. There are two pumps, one in duty is operated continuously and the other is stand-by. The average discharge of each pump is 40 liters per second (l/sec) and it works for about 20 hour each day. The pump serves other two villages with a total of 18,000 inhabitants in addition to Damanhour el-wahsh village. The average household water bill for a family of four is LE16 per month ( LE0.35/m 3 ) as recorded by the Water Company Office from the actual payment Sewage system A sewage network system was constructed by a private contractor in 2006 to serve the village. It was self funded by users through the CDA program. The sewage network covers about 90 percent of the village. The network consists of two main lines. One is an 8-inch diameter pipe serving 20 percent of the village households and discharging to Damanhour el-wahsh Drain. The second line serves 80 percent of the connected households and discharges to the covered part of drain. This line needs to be extended to the proposed wastewater treatment plant (WWTF) location. The distance between the outlets of the two sewage pipelines is approximately 300 meters (m). About 6 percent of the village s households are not connected to the local sewage network, according to the CDA. The operation and maintenance of the sewage network is managed by the CDA Irrigation and Drainage System The village has an agricultural area of 1,970 feddans. This area is served by the Senbo Irrigation Canal (Figure 3), which gets water from the El-Khadrawya Canal. The agricultural area is mainly drained by the Damanhour el-wahsh Drain (shown in Figure 4), which discharges to the El-Atf Drain. Figure 3: Senbo Irrigation Canal LIFE IWRM 4 INTERNATIONAL RESOURCES GROUP

10 Figure 4: Damanhour el-wahsh Drain Estimation of the Quantity of Domestic Water Data collected from the water company shows that the average water consumption during May and June is about 49.7 l/capita/day. That rose to 69.0 l/capita/day during July and August of Table 2 shows the average monthly water consumption, as recorded by the water company office in Senbo Village. According to the National Water Resources Plan (NWRP), prepared by the MWRI in 2001, Water Quality Issues for Drinking Water, the information collected from National Organization of Potable Water and Sanitary Drainage (NOPWASD) indicated that actual production from the groundwater wells in Senbo is 120 l/capita/day and the target discharge is 125 l/capita/day. Table 2 Average Monthly Water in Damanhour el-wahsh Village MONTH WATER CONSUMPTION (AS RECORDED BY THE WATER COMPANY) M 3 /MONTH L/CAPITA/DAY AVERAGE May , June , July , August , l/capita/day 69.3 l/capita/day This consultant attributes the difference between the average water consumption figure, as recorded by the water company office in Senbo, and the actual production from wells is due to seepage through the potable water network. The data in Table 2 allows calculation of average water consumption (AWC) over a year as 59 l/capita/day, and maximum consumption as 74.6 l/capita/day. Average consumption multiplied by population shows that current consumption is a maximum of 1,044 m 3 /day, and average consumption is 826 m 3 /day. Given projected increase in the population by 2017 (to 17,750 residents), allows the calculation of maximum potable water consumption of 1,324 m 3 /day, and average consumption of 1,047 m 3 /day by that year. Table 3 lays this out clearly. LIFE IWRM 5 INTERNATIONAL RESOURCES GROUP

11 Table 3 Potable Water in Damanhour el-wahsh Village Year Average Potable Water (l/capita/day) Average Potable Water (m3/day) Potable Water (l/capita/day) Potable Water (m3/day) , ,047 1, Estimation of the Volume of Domestic Wastewater This consultant used two approaches to estimate the quantity of wastewater from the village. One was direct discharge measurement; the other was estimating, based on assumptions of potable water consumption. During two field visits to the site, actual discharges from the outlets of the sewage network were measured. One set of measurements was conducted at 8:30 AM during the month of Ramadan. Using the bucket method, discharge from Pipeline 2 (serving about 80 percent of households) was 40 m 3 per day. This figure could not be considered as the actual discharge because the number of households actually hooked up to the network is less than the figure supplied by the CDA, and during Ramadan, especially in the morning, water consumption is low. The second approach relies on estimating the volume of wastewater based on consumption of potable water: Wastewater quantity is estimated by 85% of the potable water consumption ( Egyptian Code for Design and Implementation of Potable & Wastewater Treatment Plants and Pumping Stations, issues by Ministry of Housing Utilities and Urban Communities, national Center for Housing Research, year 2004) The estimated projection of the discharges of the wastewater will consider the increase in population as indicated before till year 2017 The average wastewater discharge was estimated as shown in Table 4. Table 4 Estimated Wastewater Discharge in Damanhour el-wahsh Village Year Average Potable Water Estimated Average Wastewater Discharge Potable Water Estimated Wastewater Discharge , , ,324 1,125 Note that these figures do not take into account losses from the sewage network. According to the NWRP, losses in the network are estimated to be 34 percent. Carrying this calculation out, an estimate of average wastewater discharge today is 463 m 3 /day, with a maximum of 585 m 3 /day. By 2017, the average wastewater discharge will be 587 m 3 /day, with a maximum of 742 m 3 /day. LIFE IWRM 6 INTERNATIONAL RESOURCES GROUP

12 3.1.7 Water and Wastewater Samples Analysis Field and laboratory analysis of samples collected from the Senbo Canal, Damanhour el-wahsh Drain, and domestic wastewater were conducted. One sample from the Senbo Irrigation Canal was taken upstream from the village at the sluice gate; one sample from the Damanhour el-wahsh Drain was taken downstream from the village beyond the covered portion of the drain; and one sample was taken a the sewage network manhole before the network connects to the covered drain. The results are presented in Table 5, along with the standards set by Law 48/Year1982. Table 5 Analysis of Irrigation, Drainage Water, and Wastewater Samples in Damanhour el- Wahsh Village Location of Sample Parameter Senbo Canal Law 48/ 1982 Damanhour el-wahsh Drain Law 48/ 1982 Sewage Network Law 48/ 1982 TDS (mg/l) ,478 2,000 DO (mg/l) ph BOD (mg/l) COD (mg/l) TSS (mg/l) T.F.C. (MPN/100 ml) ^ ^ ^8 5, SHUBRAKAS Village Description This village is located in the southwest part of the Santa District, Gharbiya Governorate in the Middle of the Nile Delta. A typical street is shown in Figure 5. Table 6 provides general data about the village Water Supply and Sanitation The main source of water is groundwater. Public water is distributed from a water pumping unit to households through a water network. A new, elevated tank was constructed to store 200 m 3 of water. It replaced an old tank constructed in There are four pumps, two are worked by electricity (one in duty is operated continuously and one standby) and the others are worked by diesel (one in duty and the other standby). The average discharge from each pump is 60 l/sec and each pump works for 17 hour/day. The pumps serve two other villages with an additional 19,000 residents in addition to Shubrakas Village. The village consumes from percent of the water pumping unit s production, according to operator information. LIFE IWRM 7 INTERNATIONAL RESOURCES GROUP

13 Figure 5: Shubrakas Village Street Table 6 Shubrakas Village Data PARAMETER DATA SOURCE TOTAL AREA 1,613 FEDDANS LOCAL UNIT ACCESS ROADS FROM SANTA TOWN (10 KM) OR FROM QUESNA AGRICULTURAL ROAD MAP POPULATION (JUNE 2007) 13,875 HEALTH CARE STATISTICS PERCENT POPULATION INCREASE 1.7 HEALTH CENTER PROJECTED POPULATION (2017) 16,423 NUMBER OF HOUSEHOLDS 2,400 LOCAL UNIT EDUCATION FACILITIES 3 PRIMARY SCHOOLS, 1 PREPARATORY SCHOOL, 1 SECONDARY SCHOOL LOCAL UNIT ACTIVITIES AGRICULTURE, CATTLE BREEDING, MILK PRODUCTION LOCAL UNIT NGOS SHUBRAKAS CDA LOCAL UNIT The sewage network system was constructed in 2003 and covers about 99 percent of the village. It was funded by users through the CDA program. The sewage network main pipeline discharges to the Toagh open drain. Inspection of some manholes showed slow flow movement to the outlet and the last reach of the network had higher water levels in the manholes just before the drain. This is explained by a blockage due to sedimentation LIFE IWRM 8 INTERNATIONAL RESOURCES GROUP

14 in the last reach of the sewage network, which needs maintenance. Maintenance of the sewage network is carried out by the CDA only when there is a problem. Figure 6 shows one manhole in the network. Figure 6: Manhole on the Shubrakas Village Wastewater Network Irrigation and Drainage System The village has an agricultural area of 1,605 feddans. This area is served by Tatay Irrigation Canal (shown in Figure 7), which takes the water from Bahr Shebin Canal. The agricultural area is mainly drained by the Toagh Drain (Figure 8) which discharges to Mahalat Roah Pump Station. Figure 7: Tatay Irrigation Canal LIFE IWRM 9 INTERNATIONAL RESOURCES GROUP

15 Figure 8: Toagh Drain Estimation of the Quantity of Domestic Water Data collected from the water company indicated that average water consumption during May and June 2007 was about 45.7 l/capita/day, and during July and August it increased to 67.6 l/capita/day. Table 7 shows the average monthly water consumption as recorded by the water company office in Shubrakas Village. Table 7 Average Monthly Water in Shubrakas Village MONTH WATER CONSUMPTION (AS RECORDED BY THE WATER COMPANY) m 3 /month l/capita/day average May , June , July , August , l/capita/day 63.2 l/capita/day According to the NWRP, information collected from NOPWASD indicated that the actual production from the groundwater wells in Shubrakas is 120 l/capita/day and the target discharge is 125 l/capita/day. The difference between the average water consumption figure as recorded by the water company office in Shubrakas and the actual production from the wells is probably attributable to seepage through the potable water network. LIFE IWRM 10 INTERNATIONAL RESOURCES GROUP

16 As Table 7 shows, AWC is 54.5 l/capita/day, and maximum consumption is 67.6 l/capita/day. Currently, maximum water consumption is 938 m 3 /day, and average consumption is 756 m 3 /day. Population is projected to increase by 2017 to 16,423 residents, which indicates an estimate of potable water consumption of a maximum of 1,110 m 3 per day, and an average is 895 m 3 per day. Table 8 shows this clearly. Table 8 Potable Water in Shubrakas Village Year Average Potable Water (l/capita/day) Average Potable Water Potable Water (l/capita/day) Potable Water , Estimation of the Volume of Domestic Wastewater The consultant used two approaches to estimate the quantity of wastewater from the village. One was direct measurement of discharge; the other was to make estimates based on assumptions of potable water consumption. Two field visits to the site were conducted to measure actual discharges from the outlets of the sewage network. One of the measurements was conducted at 10:30 AM during the month of Ramadan. Using the bucket method, discharge from the last manhole before the drain was 60 m 3 /day. This figure could not be considered as the actual discharge due to the fact that the number of actual household hook-ups is less than the figure mentioned by the CDA; during Ramadan, especially in the morning, water consumption is low; and seepage from the sewage network has not been measured. The second approach relied on wastewater estimates based on potable water consumption. These estimates depend on accepting that: Wastewater is 85 percent of potable water consumption (as set forth in The Egyptian Code for Design and Implementation of Potable & Wastewater Treatment Plants and Pumping Stations, issued by the Ministry of Housing, Utilities, and Urban Communities, The National Center for Housing Research, in 2004) Estimates of population increase by 2017 are accurate. Table 9 then calculates average wastewater discharge. Table 9 Estimated Wastewater Discharge in Shubrakas Village Year Average Potable Water Estimated Average Wastewater Discharge Potable Water Estimated Wastewater Discharge , LIFE IWRM 11 INTERNATIONAL RESOURCES GROUP

17 These figures do not consider losses from the sewage network. According to the NWRP, losses in the network average 34 percent. The average wastewater discharge estimate can be calculated as 424 m 3 /day and the maximum discharge as 526 m 3 /day for the current year. By 2017, average wastewater discharge is estimated to be 502 m 3 /day, and maximum discharge could be 622 m 3 /day Water and Wastewater Samples Analysis Field and laboratory measurements for samples of the irrigation water, drainage water, and domestic wastewater were made. One sample was taken from the Tatay Irrigation Canal upstream from the village at a small bridge; one sample from the Toagh Drain downstream from the village at a bridge, and one from the end pipe domestic wastewater effluent (Figure 9). The results of field and lab measurements are shown in Table 10, along with the standards set by Law 48/1982. According to the local unit, there are no industrial activities or dairies. It is believed that the values are over expectation; therefore another sampling run and analysis was carried out. The reason for the high biological load may be due to the discharge from small milk factories within the village that are not acknowledged by the local unit. Figure 9: Sampling from the Irrigation and Drainage Systems in Shubrakas Village Table 10 Analysis of Water and Wastewater Samples in Shubrakas Village Location of Sample Parameter Tatay Law 48/ Toagh Law 48/ Sewage Law 48/ Canal 1982 Drain 1982 Network 1982 TDS (mg/l) ,306 2,000 DO (mg/l) ph BOD (mg/l) COD (mg/l) TSS (mg/l) T.F.C. (MPN/100 ml) ^4 7 10^ ^8 5,000 LIFE IWRM 12 INTERNATIONAL RESOURCES GROUP

18 4. Upper Egypt 4.1 EL TOUD VILLAGE Village Description: This village is located 20 km south of Luxor city, Qena Directorate, in Upper Egypt, as shown in the map in Figure 10. The village is administratively part of the High Council of Luxor City. The village is bordered from the north by El-Baghdady Village, from south by El-Odiasat Bahry, from east by a chain of mountains, and from the west by the River Nile. Figure 10: Location of El Toud Village Toad & Odiasat Figure 11 shows a typical street in the village. Figure 11: Typical El Toud Village Street Table 11 displays data about the village. LIFE IWRM 13 INTERNATIONAL RESOURCES GROUP

19 Table 11 El Toud Village Data PARAMETER DATA SOURCE TOTAL AREA 5,458 FEDDANS LOCAL UNIT ACCESS ROADS FROM LUXOR CITY (20 KM SOUTH) OR FROM THE CAIRO LUXOR ROAD MAP POPULATION (JUNE 2007) 28,298 LOCAL UNIT PERCENT POPULATION INCREASE 2 LOCAL UNIT PROJECTED POPULATION (2017) 34,495 NUMBER OF HOUSEHOLDS 7,478 LOCAL UNIT EDUCATION FACILITIES 15 PRIMARY SCHOOLS, 6 PREPARATORY SCHOOLS, 1 LOCAL UNIT ACTIVITIES SECONDARY SCHOOL AGRICULTURE (SUGAR CANE, WHEAT, BERSEEM, FRUIT) LOCAL UNIT NGOS EL TOUD CDA LOCAL UNIT Water Supply and Sanitation The main sources of water are surface water, which is treated in water treatment compact units, and groundwater, which is pumped directly to the network. The water is distributed from the water pumping unit to the households through the public water network. The village and its sub-villages have no sewage network. Houses are served by septic tanks, which serve one or two households (Figure 12). During the field survey, it was discovered that many houses had not evacuated their septic tank since it was constructed. The septic tanks are completely open on the bottom and not sealed on the sides, so they could be a major source of pollution for the drinking water. Septic tanks with sealed bottom and sides must be emptied twice a month by truck, hired from the village s local unit. The trucks, shown in Figure 13, hold 2 4 m 3, and to evacuate one septic tank, two to four truckloads are necessary, depending on the number of people and households connected. One truckload costs L.E.6. Some streets in the sub-villages are so narrow that the households cannot use the local unit trucks. These households must use the animal-drawn vehicles Irrigation and Drainage System The village has a total area of 5,458 feddans. The agricultural area is 4,266 feddans. This area is served by the El-Salamya el-bahrya Irrigation Canal, which takes water from the El-Mealaa Canal. The agricultural area is mainly drained by the El-Salamya Drain, which discharges to the River Nile by siphon under the Kalabya Canal and the railway road (Figure 14) Estimation of the Quantity of Domestic Water The data collected from the water company shows average water consumption during May and June of 2007 of about 56.6 l/capita /day and 70.1 l/capita/day during July and August. LIFE IWRM 14 INTERNATIONAL RESOURCES GROUP

20 Figure 12: Septic Tank Serving Two Houses Figure 13: Wastewater Collection Trucks Figure 14: El Toud Village Irrigation and Drainage Systems LIFE IWRM 15 INTERNATIONAL RESOURCES GROUP

21 Table 12 shows the average monthly water consumption as recorded by the water company in El Toud Village. Table 12 Average Monthly Water in El Toud Village MONTH WATER CONSUMPTION (AS RECORDED BY THE WATER COMPANY) m 3 /month l/capita/day average May , June , July , August , l/capita/day 70.1 l/capita/day According to the NWRP, actual production from the groundwater wells and water treatment compact units in El Toud is 120 l/capita/day and the target discharge is 125 l/capita/day. The difference between the average water consumption figure as recorded by the water company office in El Toud and the actual production from the water treatment compact units and the wells is attributed to seepage through the potable water network. As Table 13 shows, AWC is 63.4 l/capita/day, and maximum consumption is 74.9 l/capita/day. Currently, maximum water consumption is 2,119 m 3 /day, and average consumption is 1,794 m 3 /day. Population is projected to increase by 2017 to 34,495 residents, which indicates an estimate of potable water consumption of a maximum of 2,583 m 3 per day, and an average is 2,187 m 3 per day. Table 13 Potable Water in El Toud Village Year Average Potable Water (l/capita/day) Average Potable Water Potable Water (l/capita/day) Potable Water , , ,187 2, Estimation of the Volume of Domestic Wastewater Two approaches were used to estimate the quantity of wastewater from the village. One is based on the records of the water company in El Toud Village for the number of wastewater evacuation truckloads recorded in August 2007; the other was based on assumptions of potable water consumption. Two hundred and thirty truckloads of effluent were evacuated during August 2007, based on Local Unit records. Assuming 30 percent were evacuated privately, either using the CDA program or by households themselves, the total number of truckloads was approximately 300. The capacity of each truck is about 4 cubic meters. The total estimate of the discharge of domestic wastewater would be 1,200 m 3 /month and 40 LIFE IWRM 16 INTERNATIONAL RESOURCES GROUP

22 m 3 /day. The consultant by this approach tried to investigate the existing situation and to provide the project with the reasonable current figure for the design of the WWTF. This figure cannot be taken as actual discharge because most of households are using unsealed septic tanks that do not need to be emptied. However, in the future these households may have problems because the groundwater table is only 3 m below ground level, according to the Local Unit. It is likely that the number of septic tank evacuation truckloads will increase considerably in coming years. The second approach relies on wastewater estimates based on potable water consumption: Wastewater is 85 percent of potable water consumption ( Egyptian Code for Design and Implementation of Potable & Wastewater Treatment Plants and Pumping Stations, issued by the Ministry of Housing, Utilities, and Urban Communities, National Center for Housing Research, 2004) The estimate takes into consideration population increases predicted for Average wastewater discharges are estimated as shown in Table 14. Table 14 Estimated Wastewater Discharge in El Toud Village Average Potable Estimated Estimated Water Average Potable Water Year Wastewater Wastewater Discharge Discharge ,794 1,525 2,119 1, ,187 1,860 2,583 2,195 These figures do take losses from a sewage network into consideration. According to the NWRP, losses in a network are 34 percent. The average wastewater estimate is 1,007 m 3 /day and maximum is 1,188 m 3 /day for the current situation. By 2017, the average wastewater discharge estimate rises to 1,228 m 3 /day and a maximum of 1,449 m 3 /day Water and Wastewater Samples Analysis Field samples of the irrigation and drainage water, and for domestic wastewater were taken and laboratory analysis conducted, as shown in Figure 15. One sample was taken downstream of the El-Salamaya el-bahrya Irrigation Canal before it ends at the El-Salamaya Drain at the El Toud Bridge; one sample was taken downstream in the El-Salamaya Drain before the siphon; and one from a septic tank serving a set of households. The results are showed in Table 15. Figure 15: Sampling Water in the El-Salamaya Drain and a Village Septic Tank LIFE IWRM 17 INTERNATIONAL RESOURCES GROUP

23 Table 15 Analysis of Water and Wastewater Samples in El Toud Village Location of Sample Parameter Tatay Law 48/ Toagh Law 48/ Septic Law 48/ Canal 1982 Drain 1982 Tank 1982 TDS (mg/l) ,088 2,000 DO (mg/l) ph BOD (mg/l) COD (mg/l) TSS (mg/l) 3, T.F.C. (MPN/100 ml) ^6 5,000 The lab measurements for domestic wastewater showed that the TSS is 3,000 mg/l, which is high due to the nature of the septic water. 4.2 EL-ODIASAT GHARB Village Description The village is located 25 kms south of Luxor City in Upper Egypt. The village is administratively part of the High Council of Luxor City, Qena Directorate. The village is surrounded from the north by El-Odiasat Bahry Village, from the south by El-Shagb Village (Esna District), from the east by a chain of mountains, and from the west by the River Nile. Table 16 shows general information about the village and Figure 16 shows a typical street. Table 16 El-Odiasat Gharb Village Data PARAMETER DATA SOURCE TOTAL AREA 3,333 FEDDANS LOCAL UNIT ACCESS ROADS FROM LUXOR CITY (25 KM SOUTH) OR FROM THE CAIRO LUXOR ROAD MAP POPULATION (JUNE 2007) 27,824 LOCAL UNIT PERCENT POPULATION INCREASE 1.8 LOCAL UNIT PROJECTED POPULATION (2017) 33,258 NUMBER OF HOUSEHOLDS 6,132 LOCAL UNIT EDUCATION FACILITIES ACTIVITIES 13 PRIMARY SCHOOLS, 2 PREPARATORY SCHOOLS, 1 SECONDARY SCHOOL AGRICULTURE (SUGAR CANE, WHEAT, BERSEEM, FRUIT) LOCAL UNIT LOCAL UNIT NGOS EL-ODIASAT CDA LOCAL UNIT LIFE IWRM 18 INTERNATIONAL RESOURCES GROUP

24 Figure 16: Typical Street in El-Odiasat Gharb Village Water Supply and Sanitation The main sources of water are the River Nile, which is treated in compact units, and groundwater, which is pumped directly to the network. The water is distributed from the water pumping unit to households through a water network. The village and its sub-villages do not have a sewage network. Each household is connected to a septic tank. Sometimes two or three households are connected to one tank. During field visits, it was found that many houses have not emptied their septic tanks since they were constructed. These tanks are completely open at the bottom and have unsealed sides. The people in the village are convinced that if they empty the septic tank once, they will have to do it repeatedly, which will cost too much money, so they prefer to keep the septic tanks closed. People connected to sealed septic tanks empty them twice a month. Three septic evacuation truckloads are required each time, depending on the number of people or households connected to the tank. They usually hire trucks from the village Local Unit. The volume of the truck ranges from 2 4 m 3, at a cost of L.E.6 per truck Irrigation and Drainage System The village has a total area of 3,333 feddans and an agricultural area of 1,533 feddans. The same irrigation canal and agricultural drain are utilized as in El Toud Village, but in the upstream reach of the system. The area is served by the El-Salamya el-bahrya Irrigation Canal and the El-Salamya Agricultural Drain Estimation of the Quantity of Domestic Water The data collected from the water company shows that average water consumption during May and June 2007 was about 63.9 l/capita /day and 78.1 l/capita/day during July and August. LIFE IWRM 19 INTERNATIONAL RESOURCES GROUP

25 Table 17 shows the average monthly water consumption as recorded by the water company office in El- Odiasat Village. Table 17 Average Monthly Water in El-Odiasat Gharb Village MONTH WATER CONSUMPTION (AS RECORDED BY THE WATER COMPANY) m 3 /month l/capita/day average May , June , July , August , l/capita/day 78.1 l/capita/day According to the NWRP, actual production from the groundwater wells and water treatment compact units in El-Odiasat Gharb is 120 l/capita/day and the target discharge is 125 l/capita/day. The difference between the average water consumption figure as recorded by the water company office in El- Odiasat and the actual production from the water treatment compact units and wells is due to seepage through the potable water network. Table 18 shows AWC at 71.0 l/capita/day, and maximum consumption at 81.9 l/capita/day. Currently (using population figures supplied by the Local Unit), maximum consumption is 2,361 m 3 /day and average consumption is 1,976 m 3 /day. Population is projected to increase to 33,258 by 2017, and we can calculate maximum potable water consumption at 2,597 m 3 /day and average consumption at 2,173 m 3 by that time. Table 18 Potable Water in El-Odiasat Gharb Village Year Average Potable Water (l/capita/day) Average Potable Water Potable Water (l/capita/day) Potable Water , , ,361 2, Estimation of the Volume of Domestic Wastewater Two approaches were used to estimate the quantity of wastewater from the village. One was based on the records of the water company in El-Odiasat Village for the number of effluent evacuation truckloads recorded in August The other was an estimate based on assumptions about potable water consumption. Local Unit records show that 140 truckloads of effluent were discharged during August, Assuming that an additional 30 percent of septic tanks were evacuated privately either by the CDA program or households themselves, that number rises to approximately 190 trucks. The discharge of domestic wastewater of the LIFE IWRM 20 INTERNATIONAL RESOURCES GROUP

26 trucks is 760 m 3 /month and 25 m 3 /day. The consultant by this approach tried to investigate the existing situation and to provide the project with the reasonable current figure for the design of the WWTF. This figure cannot be considered as the actual discharge, because most households have unsealed septic tanks that are not emptied. However, in the near future these households may have problems with the septic tank because the groundwater table is only 3 m below the surface, according to the Local Unit. It is likely that the number of trucks will increase considerably. The second approach relies on wastewater estimates based on consumption of potable water, and assumes: Wastewater discharge will be 85 percent of potable water consumption Population increase through 2017 is taken into account. The average wastewater discharge can be estimated as shown in Table 19. Table 19 Estimated Wastewater Discharge in El-Odiasat Gharb Village Average Potable Estimated Estimated Water Average Potable Water Year Wastewater Wastewater Discharge Discharge ,976 1,680 2,278 1, ,361 2,007 2,723 2,314 These figures do not take into consideration losses from a sewage network According to the NWRP, the losses in a network are 34 percent. The average wastewater estimate is 1,109 m 3 /day and maximum is 1,277 m 3 /day for the current situation. By 2017, the average wastewater estimate rises to 1,325 m 3 /day and maximum to 1,527 m 3 /day Water and Wastewater Samples Analysis Field samples of the irrigation and drainage water and domestic wastewater were taken and analyzed in a laboratory (Figure 17). One sample was taken upstream from the El-Salamaya el-bahrya Irrigation Canal, close to a groundwater water well, one upstream from the El-Salamya Drain at the Armant Bridge; and one from a septic tank serving two households. The results of the analysis are shown in Table 20. LIFE IWRM 21 INTERNATIONAL RESOURCES GROUP

27 Figure 17: Sampling from the El-Salamaya el-bahrya Irrigation Canal Table 20 Analysis of Water and Wastewater Samples in El-Odiasat Gharb Village Location of Sample Parameter Salamaya Canal Law 48 Salamaya Drain Law 48 Septic Tank Law 48 TDS (mg/l) ,613 2,000 DO (mg/l) ph BOD (mg/l) COD (mg/l) TSS (mg/l) 3, T.F.C. (MPN/100 ml) ^6 5,000 As it has been proposed to have one wastewater treatment plant to serve the two main villages of El Toud and El-Odiasat Gharb, the total population currently is 56,122 and by 2017 there will be 67,753 inhabitants. Table 21 shows average water consumption for the two villages is 67.2 l/capita/day right now, with maximum consumption at 81.9 l/capita/day or maximum 4,596 m 3 /day and average 3,771 m 3 /day. The population projected for 2017 (67,753) will use a maximum of 5,548 m 3 /day and an average of 4,553 m 3 /day. LIFE IWRM 22 INTERNATIONAL RESOURCES GROUP

28 Table 21 Potable Water in El Toud and El-Odiasat Gharb Villages Year Average Potable Water (l/capita/day) Average Potable Water Potable Water (l/capita/day) Potable Water , , ,553 5,548 The quantity of wastewater that is being discharged and likely will be discharged in 2017 was estimated using the same two approaches outlined before: based on the number of truckloads of effluent pumped from septic tanks, and based on potable water consumption. Four hundred and ninety truckloads of effluent were discharged in the two villages. This would equal about 1,960 m 3 /month and 65 m 3 /day. However, an additional 30 percent needs to be added to that figure to take into consideration the number of households who use the CDA scheme or private trucks rather than trucks from the Local Unit. Many households in both villages use unsealed septic tanks that are never evacuate, and both villages face the problem of shallow groundwater. Wastewater discharged is about 85 percent of potable water consumption, and water consumption estimates must take into account population increase by Average wastewater discharged in the two villages is shown in Table 22. Table 22 Estimated Wastewater Discharge in El Toud and El-Odiasat Gharb Villages Year Average Potable Water Estimated Average Wastewater Discharge Potable Water Estimated Wastewater Discharge ,771 3,205 4,596 3, ,553 3,870 5,548 4,715 These figures do not take into consideration average losses from a sewage network, which, according to the NWRP, are 34 percent. The average wastewater estimate from the water consumption is 2,115 m 3 /day and the maximum is 2,577 m 3 /day for the current situation. For 2017, the average wastewater estimate is 2,554 m 3 /day and the maximum is 3,111 m 3 /day. 5. Summary and Conclusions These days, IWRM is the main challenge the MWRI faces. It is essential that the water in canals and drains meets standards and complies with Law 48/1982 to maintain its health and sustainability. LIFE IWRM 23 INTERNATIONAL RESOURCES GROUP

29 Water courses suffer from domestic wastewater pollution, especially in rural areas. These areas are not included in the government s plans to build sewage networks and treatment facilities due to lack of funds and availability of modules for low-cost wastewater treatment. Therefore, the MWRI is adopting various approaches with its stakeholders to protect the water quality in irrigation and drainage systems. The purpose of this report is to provide LIFE IWRM Project with local technical assistance to support the implementation of Environmental Services for Improving Water Quality Management in Rural Areas in Egypt as one of the programs funded through Global development Alliance. A rapid assessment and baseline data collection for wastewater treatment facilities design were conducted as a preliminary stage for the design of the wastewater treatment facilities at the three sites. Site visits were conducted to the villages to estimate the number of households and the population; to identify main activities and their sanitary drainage water disposal facilities; and to survey the irrigation and drainage networks. Wastewater samples from the villages and water samples from the irrigation and drainage system were collected for analysis. The site visits were arranged with the LIFE IWRM Project and with support from the district engineers in the studied areas. Two sites were selected in the Nile Delta area in Gharbiya Governorate: Damanhour el-wahsh Village, Zifta District, and Shubrakas Village, Santa District. These villages have sewage networks constructed recently through the CDA program for lowering groundwater levels. The third site is in Upper Egypt at El Toud Village, 20 kms south of Luxor City. This site serves two main villages, El Toud and El-Odiasat Gharb, with their subvillages. They are in the Qena Directorate These villages do not have sewage networks but use septic tanks to evacuate their domestic wastewater. The summary of the collected field data for the design of wastewater treatment facilities in the three selected sites are presented in Tables 23, 24, and 25. Table 23 Summary of Design Data Site Population Water (m3/day) Estimate of Wastewater Discharged (m3/day) Avg Max Avg Max Measured Damanhour el- Wahsh 14,000 17, , Shubrakas 13,875 16, El Toud and El- 56,122 67,753 3,771 4,596 2,115 2, Odiasat Gharb (a) (a) This figure for El Toud and Odiesat is the estimated wastewater discharge from both the main villages and their sub-villages. For design purpose currently and considering that the system of sewage collection through trucks from septic tanks, the Consultant recommends a figure of 300 m 3 /day and expandable to 600 m 3 /day for the following reasons: LIFE IWRM 24 INTERNATIONAL RESOURCES GROUP

30 The two villages are served by non-sealed septic tanks that will lose more than 50 percent of the stored wastewater through leakage. This figure of the 65 m 3 /day relies on actual records of the number of trucks for existing current situation and the estimate for the future could be expanded. This record indicates that trucks carry limited amount of wastewater which is not more than 4% of the estimated figure from the domestic waste water consumption. Records from a similar wastewater treatment facility in Lower Egypt, in Senbo Village, indicated that the maximum daily discharge from that village of 17,000 is not more than 250 m 3. The recommended design figure for a WWTF to serve El Toud and Odiesat is 300 m 3 /day and expansion in the future to about 600 m 3 /day. Table 24 gives recommended design information for the three locations. Table 24 Recommended Design Data for Wastewater Facilities Site Current Wastewater Quantity Design figure Expandable figure Damanhour el-wahsh Shubrakas El Toud and El-Odiasat Gharb N.B.: These data should be revised for the final design by any firm considering time constraints and dynamic changes in the system. Table 25 Summary of Design Data for Water Quality Data Site Water Quality (mg/l) BOD COD TSS Damanhour el-wahsh Shubrakas (a) 860 1, El Toud and El-Odiasat Gharb ,000 3,500 (a) Parameter measured twice Annex: Site Locations Sampling Figure 18: Shubrakas Sampling Sites LIFE IWRM 25 INTERNATIONAL RESOURCES GROUP

31 N Mahalet Roh P.S Ghanabya ElOrashia Ca. Mahalet Roh Dr. Tokh Dr. Elsanta Ca. Bahr Shben ElGapharya Ca. Samatay Dr. Tatay Ca. ShubraKas Sampling Site Irrigation Drainage Wastewater Sampling Sites at Shubrakas Village LIFE IWRM 26 INTERNATIONAL RESOURCES GROUP

32 Figure 19: Proposed Location of WWTP Shubrakas LIFE IWRM 27 INTERNATIONAL RESOURCES GROUP

33 Figure 20: Sampling Sites at Damanhor El Wahsh N Damanhor Elwahsh Damanhor elwahsh Dr. El Khadrawya Ca. El Atf Dr. Nile River Senbo Ca. Sampling Site Irrigation Drainage Wastewater Sampling Sites at Damanhor ElWahsh Village LIFE IWRM 28 INTERNATIONAL RESOURCES GROUP

34 Figure 21: Proposed Location of WWTP Damanhor El Wahsh LIFE IWRM 29 INTERNATIONAL RESOURCES GROUP

35 Figure 22: Sampling Sites at El Toad and Odyiast Villages N El Odiast Ca. El Toad Village El odiast Village El salamya Elbahrya El salamya Dr. Ganabya Elhosha Ca. Elmalaa Ca. Nile River Sampling Site Irrigation Drainage Wastewater Sampling Sites at El Toad & Odyiast Villages LIFE IWRM 30 INTERNATIONAL RESOURCES GROUP

36 Figure 23: Proposed Location of WWTP El Toad and Odyiast Villages LIFE IWRM 31 INTERNATIONAL RESOURCES GROUP