SMART-MOVE BMBF Funding No.: 02WM1355B

Date: 30.11.2018 Funded by

Roll-out investment project for regional implementation of DWWT&R systems ii

CONTENT 1 DELIVERABLE 3.3 – ROLL-OUT INVESTMENT PROJECT FOR REGIONAL IMPLEMENTATION OF DWWT&R SYSTEMS ...... 1 2 TASK 3.3.1: DEFINITION OF REQUIREMENTS FOR A DWWM SYSTEM AS A TOOL FOR THE PROTECTION OF GROUNDWATER IN PRIORITY AREAS OF JORDAN ...... 2 2.1 Hot spots and vulnerable water resources ...... 2 2.2 Al-Balqa Governorate ...... 3 3 TASK 3.3.2: ECONOMIC EFFICIENCY OF DIFFERENT SCENARIOS OF GROUNDWATER PROTECTION ...... 5 3.1 Objective ...... 6 3.2 Study Area ...... 6 3.3 Assessment of current situation ...... 7 3.3.1 Total number of inhabitants in the study area...... 7 3.3.2 Identification of connected and not connected buildings ...... 8 3.3.3 Quantity of Wastewater ...... 10 3.4 Assessment of the future development ...... 11 3.4.1 Projected population ...... 11 3.4.2 Future development areas ...... 12 3.4.3 Consideration of future development during the scenario development ...... 13 3.5 Scenario development ...... 14 3.5.1 Scenario development for the whole project area ...... 15 3.5.1.1 Scenario-1.1: On-site treatment systems on individual building level 15 3.5.1.2 Scenario-1.2: Tanker solution with upgraded infrastructure ...... 16 3.5.2 Scenario development for Al-Salt urban area...... 17 3.5.2.1 Scenario-2.1: Pump connection to existing sewer network ...... 17 3.5.2.2 Scenario-2.2: Extension of sewer line ...... 19 3.5.3 Scenario development in rural area ...... 20 3.5.3.1 Designing the sewer network for each cluster points ...... 22 3.5.3.2 Scenario-3.1: Central solution...... 23 3.5.3.3 Scenario-3.2: Decentral cluster solution ...... 24 3.6 Identification of lowest-cost solution for wastewater management ...... 25 3.6.1 Cost Assessment of the scenarios ...... 25 3.6.2 Cost comparison of scenarios for wastewater management ...... 26 3.6.2.1 Scenarios for wastewater management in Al-Salt Urban Area ...... 26 3.6.2.2 Scenarios for wastewater management in the rural areas ...... 28 4 TASK 3.3.3: DEFINITION OF REQUIREMENT FOR AN INVESTMENT PROJECT ON DECENTRALIZED WASTEWATER MANAGEMENT ...... 29 5 CONCLUSION ...... 30 6 REFERENCES ...... 32 ANNEX-1: UNIT COST USED IN THE SCENARIO DEVELOPMENT...... 34 ANNEX-2: CONVERSION FACTORS OF DIFFERENT COST ITEMS INTO NET PRESENT VALUE ...... 36

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FIGURES

FIGURE 2-1: HOT SPOTS IN AL-BALQA GOVERNORATE ...... 4 FIGURE 3-1. THE DEFINED HOT SPOT, WHICH REQUIRES WASTEWATER MANAGEMENT TOWARDS GROUNDWATER PROTECTION...... 7 FIGURE 3-2. A TYPICAL SEWER LINE IN AL-SALT CITY. BUILDING A IS CONNECTED TO THE SEWER NETWORK, WHILE BUILDING B WHICH CANNOT BE CONNECTED TO THE SEWER NETWORK VIA GRAVITY, DUE TO ITS LOWER POSITION, REMAINS UNCONNECTED...... 8 FIGURE 3-3. CONNECTED AND NOT CONNECTED BUILDINGS...... 9 FIGURE 3-4. QUANTITY OF TREATED AND INFILTRATION WW WITHIN THE STUDY AREA...... 11 FIGURE 3-5. PREDICTION OF THE DEVELOPMENT AREAS. MAP A CORRESPONDS TO THE CADASTRAL MAP USED IN THIS STUDY. MAP B SHOWS THE DEVELOPMENT HISTORY OF RECENT BUILDINGS BETWEEN 2011 AND 2016. MAP C CORRESPONDS TO AVAILABILITY OF LAND (PLOTS). MAP D SHOWS THE FUTURE DEVELOPMENT PREDICTION, WHICH IS A RESULT OF COMBINATION OF MAPS B AND C...... 13 FIGURE 3-6. IDENTIFICATION OF LOTS, WHICH WILL BE CONNECTED TO EXISTING SEWER NETWORK IN AL-SALT CITY ...... 14 FIGURE 3-7. TWO OF THREE POTENTIAL TECHNOLOGIES ARE SHOWN. A DEPICTS THE TECHNICAL SOLUTION (SBR), WHILE B DEPICTS THE ECO-TECHNOLOGY SOLUTION. 1- PRETREATMENT, 2-TREATMENT UNIT, AND 3- DISCHARGE OF TREATED EFFLUENT...... 15 FIGURE 3-8. STATE OF THE ART, TANKER SOLUTION ...... 16 FIGURE 3-9. DEPICTION OF THE PROPOSED SCENARIO 2-1. PUMP CONNECTION TO EXISTING SEWER NETWORK FOR BUILDING TYPE B...... 18 FIGURE 3-10. 500 MM TRUNK LINE TO BE REPLACED BY 900 MM LINE IN ORDER TO CAPACITATE ADDITIONAL LOAD...... 18 FIGURE 3-11. PLANNING OF POTENTIAL SEWER EXTENSION IN AL-SALT CITY...... 19 FIGURE 3-12. SUMMARY OF AVERAGE NEAREST NEIGHBOR ANALYSIS RUN FOR THE BUILDINGS IN THE RURAL AREA AROUND AL- SALT CITY. THE SUMMARY SUGGESTS THAT THE GEOSPATIAL CHARACTERISTICS OF THE BUILDINGS AROUND AL-SALT ARE MORE SUITABLE FOR CLUSTERING (SHOWN IN BLUE FRAME)...... 20 FIGURE 3-13. IDENTIFICATION OF DENSELY POPULATED AREAS. THE AREAS OF INTEREST ARE MARKED WITH RED CIRCLES...... 21 FIGURE 3-14. POTENTIAL DESIGN OF SEWER NETWORK FOR COLLECTION OF WASTEWATER IN CLUSTER-2. IT SHOULD BE NOTED THAT THIS IS NOT A DETAILED TECHNICAL PLAN BUT A CONCEPTION OF POTENTIAL SEWER NETWORK...... 22 FIGURE 3-15. CENTRALIZED SCENARIO...... 23 FIGURE 3-16. DECENTRALIZED CLUSTER SCENARIO...... 25 FIGURE 3-17: COMPARISON OF THE SPECIFIC TREATMENT COST FOR THE DEVELOPED SCENARIOS...... 27 FIGURE 4-1: WASTEWATER MANAGEMENT SCENARIOS FOR AL-AZRAQ. A- DECENTRALIZED CLUSTER SOLUTION. B- CENTRALIZED SOLUTION...... 30

TABLES

TABLE 2-2: HOT SPOTS AND VULNERABLE WATER RESOURCES FOR ALL GOVERNORATES OF THE KINGDOM ...... 2 TABLE 3-1. QUANTITY OF TREATED AND INFILTRATING WW IN THE STUDY AREA...... 10 TABLE 3-2. PROJECTED POPULATION GROWTH IN BALQA REGION AND AL-SALT CITY ...... 12 TABLE 3-3. OVERVIEW OF THE DEVELOPED SCENARIOS AND THE APPLICABLE AREAS ...... 15 TABLE 3-4. INITIAL NUMBERS RELATED TO THE SEWER NETWORK IN EACH CLUSTER...... 22 TABLE 3-5.SUMMARY OF PUMPING STATIONS FOR CENTRALIZED SCENARIO...... 24 TABLE 3-6: SUMMARY OF COST CALCULATION OF THE SCENARIOS FOR THE URBAN AREA AL-SALT ...... 27 TABLE 3-7: SUMMARY OF COST CALCULATION OF THE SCENARIOS FOR THE RURAL AND SUBURBAN AREAS ...... 28

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1 DELIVERABLE 3.3 – ROLL-OUT INVESTMENT PROJECT FOR REGIONAL IMPLEMENTATION OF DWWT&R SYSTEMS

For over three decades Jordan is facing serious and aggravating challenges in the water and wastewater sector resulting from increasing water scarcity exacerbated by climate change, inadequate water and wastewater infrastructure, and strong demographic increase.

The planning of new wastewater infrastructure in fast-growing rural and suburban areas is particularly challenged due to high population dynamics (refugee influx and domestic population growth) and the resulting unanticipated development of housing projects. Hence, new rural and suburban settlements are usually not connected to public wastewater infrastructure and - through uncontrolled disposal - pose a significant risk of extension of diffuse groundwater contamination with domestic wastewater. In order to reduce the risks of groundwater contamination and to protect groundwater resources, infrastructure planning must be methodical and must consider the local needs. In the case of Jordan, these are protection of groundwater from contamination with domestic wastewater and flexibility of wastewater solutions as regards to population dynamics.

As shown in SMART I and II, the use of decentralized wastewater technologies can contribute to the alleviation of the risks of groundwater pollution and to significant improvements of the local water supply. To achieve this, a GIS-based decision support tool for integrated wastewater infrastructure planning that identifies the most-cost efficient approaches for a given settlement, settlement cluster or region (Governorate) was developed and successfully applied.

Based on these results and in order to transfer the accumulated experience to the water sector, the following tasks and deliverables were designed in preparation of investment plans that stakeholders of the Jordanian water sector can discuss, negotiate and implement.

Task 3.3.1: Definition of requirements for a DWWM system as a tool for the protection of groundwater in priority areas of Jordan

The first task of this deliverable is thus to clearly identify priority areas in Jordan that will be the focus of the project. However, as the priority areas will differ in population density, topography, the presence of existing WWTP, etc., it was necessary to clearly define different risk-levels to be attributed to the priority areas. Also assessing the specific requirements for Decentralized Wastewater Management systems matching the different risk level will be necessary.

Task 3.3.2: Economic efficiency of different scenarios of groundwater protection

Once the requirements have been defined, different scenarios of wastewater management for groundwater protection at a regional scale were prepared. These scenarios were assessed and compared using dynamic cost comparison calculation (DCCC) approach to define the most cost- efficient and appropriate solution for the selected region.

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Task 3.3.3: Definition of requirement for an investment project on decentralized wastewater management

Together with the involved stakeholders (governmental decision makers and development organizations) the most suitable scenario for the implementation of a wastewater management in the targeted area was selected.

2 TASK 3.3.1: DEFINITION OF REQUIREMENTS FOR A DWWM SYSTEM AS A TOOL FOR THE PROTECTION OF GROUNDWATER IN PRIORITY AREAS OF JORDAN

In Jordan the high population growth due to high birth rates and sometimes massive regional immigration (Syria, Sudan, Iraq, etc.) with subsequent long residence in Jordan (up to 10 years) or permanent immigration poses special challenge to the wastewater sector. This applies in particular to the transition of infrastructure between urban areas on one hand, and Jordan's suburban and rural areas on the other hand. The resulting, sometimes sprawling, settlement structure is creating increasing pressure especially with regard to the protection of groundwater from untreated wastewater.

2.1 HOT SPOTS AND VULNERABLE WATER RESOURCES

Appropriate management of wastewater is most beneficial when supporting the protection of groundwater, Jordan’s main fresh water resource, and in particular where it facilitates the implementation of groundwater protection zones. In order to realize these benefits, priority must be given to locations where wastewater management supports the protection of groundwater from pollutions caused by improper handling of wastewater.

In the frame of the NICE (National Implementation Committee for Effective Integrated Wastewater Management) project, Together with the Steering Committee, the MWI (Ministry of Water and Irrigation) of Jordan identified vulnerable areas (Hot Spots). These hot-spots are areas that have caused or may cause pollution to the nearby water resources, e.g., through leakage of household wastewater from cesspools or sewage networks.

These hot spots were identified based on water quality test results from different Jordanian authorities, including the Ministry of Water and Irrigation, the Water Authority of Jordan, the Ministry of Environment, the Ministry of Health, and from assessments of the German Federal Institute for Geosciences and Natural Resources (BGR).

Table 2-1: Hot spots and vulnerable water resources for all Governorates of the Kingdom Hot spots Water Resource Population Governorate Current Future Villages 2015 Spring Well Hotspots Hotspots * Al-Mugayyer 16,550 Rahoub spring Irbid * Harima 6,340 Harima

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Kufr Jayez 5,441 wellfield * Ain Janna 12,490 Al-Qantara spring Ajloun Orjan 7,067 * Tannur spring Rasson 2,586 Gaza Camp 16,611 Ain Al-Teis and Ain Jarash * Kitteh 7,919 Al-Deek springs Central Jarash 14,690 Qairawan spring Center of Salt 99,890 Azraq spring Azraq spring Balqa * Mahis 17,754 Baqouriya &

Fuheis 18,916 Fuheis Al-Qunayyah Al-Qunayyah 772 spring Bareen 2,928 Bareen well * Zarqa Al-Rusayfah Al-Rusayfah 472,604 wellfield City & Kazia well * Aalouk 1,206 Aalouk spring Ras El-Ain 109,269 Ras El-Ain spring Wadi El-Sir 241,830 Wadi El-Sir spring Amman * University Shafa Badran 72,315 well Mulaih & Hidan Madaba * 9,030 Rashidiyya wellfield Karak * Salihiyya 772 Sarah spring

Out of these hot-spots, the one in Al-Balqa governorate was selected as case study for SMART Move because of the following properties and conditions: The four springs, which partly supply the surrounding region with drinking water are affected by uncontrolled or insufficiently treated wastewater flow (Grimmeisen et al., 2017), emphasizing the urgent need for groundwater protection in the region. Due to the rapidly increasing population, the urban and rural areas are exposed to both densification and expansion, thus requiring upgrade of existing centralized infrastructure such as sewer network and WWTP.

2.2 AL-BALQA GOVERNORATE

Al-Balqa Governorate is one of the central provinces, located in the western part of the Kingdom. It has a population of 428,000 people and comprises 5 districts and 80 residential communities. It includes four centralized wastewater treatment plants, namely: Salt, Baqa’a, Fuheis and Tal Al- Mantah plants.

The inhabitants of the Al Balqa Governorate in the urban areas are connected to centralized wastewater treatment plants with a connection degree ranging from 26% to 80%. Groundwater contamination (biological contamination) thus originates from leakage from networks or cesspools in the non-served areas, as indicated in Figure 2-1. These areas are:

1. Ain Al-Azraq area (Fuheis), which affects the spring of Ain Al-Azraq

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2. Mahis area and part of Fuheis, which affect the spring of Mahis 3. Hazzir area, located in Al-Salt center, which affects the spring of Hazzir

Figure 2-1: Hot spots in Al-Balqa Governorate

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3 TASK 3.3.2: ECONOMIC EFFICIENCY OF DIFFERENT SCENARIOS OF GROUNDWATER PROTECTION

The rapidly growing cities, due to refugee influx and migration from rural towards (sub)-urban areas put heavy pressure on current water and wastewater management across Jordan. This leads to the urban and suburban areas being exposed to overpopulation, causing both densification and expansion. As a result, the infrastructure development lags behind, causing overload problems for the existing infrastructure such as wastewater treatment plants and sewer networks and collateral environmental pollutions risks such as groundwater contamination.

In this context, integrated and modular sanitation systems are crucial in Jordan, because they can be flexibly adapted to “uncontrolled” settlement dynamics. Their flexibility in considering a broad range of local conditions including, among others, topography, hydrology, population dynamics, reuse options, existing infrastructure, and the local climate is very conducive to rural and suburban wastewater infrastructure development, as high capital and operating costs and long depreciation times for complex sewer networks and pumping stations often prevent conventional investment schemes that involve central treatment plants and long-distance network conveyance. Integrated and modular sanitation systems are complementary to centralized wastewater disposal systems. They reach to locations where centralized wastewater systems cannot reach a reasonable cost, due to e.g. remoteness or hilly grounds requiring conveyance over long distances and pumping. In the case of Jordan decentralized wastewater management solutions are necessary for a spatially inclusive, nationwide collection system.

Within this context, a GIS-based preliminary planning and decision support tool was developed by the UFZ in order to identify cost-effective local wastewater management solutions. The ALLOWS-tool (Assessment of Local Lowest-cost Wastewater Management Solutions) provides an integrated analysis of the current situation and development of technical wastewater management solutions (scenarios) with associated cost estimations. The spatial, GIS-based analysis enables high precision assessment of the current wastewater conditions, and is the basis for developing and visualizing feasible wastewater solutions (scenarios). The scenarios are built upon the results of the GIS analysis and include the local conditions relevant to wastewater management, i.e., hydrology, groundwater vulnerability, terrain, existing infrastructures (e.g., cesspool, sewer, etc.), sewer connection degree, population density, and demographic dynamics. The delineated technical requirements (such as length of the local sewer network, capacity of the local WWTP, reuse options) form the basis for the economic assessment of the scenarios that includes overall investment and O&M cost over the entire life-cycle. As the result of the Dynamic Cost Comparison Calculation (DCCC) method, the Net Present Value (NVP) of the project is calculated for each scenario. The results enable decision-makers to compare different feasible scenarios from a technical as well as from an economic standpoint in order to identify best solutions.

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3.1 OBJECTIVE

The objective of this study is to use the ALLOWS tool in the Al-Salt region to develop potential wastewater management scenarios and to identify the lowest-cost solution.

The analysis consists of the following components:

- Assessment of current local conditions: estimated and reported population, assessment of existing infrastructures, the percentage of the population connected to existing infrastructures; - Prediction of development and demographic changes: projected population, location of future development areas; - Development of scenarios: scenarios are specifically developed for various conditions such as urban, suburban, and rural areas. Scenarios for urban areas consider the existing infrastructure such as sewer networks and wastewater treatment plants and future needs for expansion based on projected population. - Identification of the lowest-cost management solution for wastewater: The scenarios were compared by taking the all cost components such as investment, O&M and reinvestment costs over the entire analysis period instead of considering only the investment cost.

As the centralized infrastructure need an upgrade, e.g: expansion or replacement of the existing WWTP and extension of the sewer network, it is necessary to identify the alternative solutions such as on-site wastewater treatment system and/or decentralized (cluster) solution. Furthermore, a management solution, which presented the lowest cost is identified. Important to note here is, that the scenarios developed here are based on already existing infrastructure (sewer network), therefore the lowest cost solution is combination of centralized and decentralized scenarios.

3.2 STUDY AREA

The City of Al-Salt is located in the Groundwater Contribution Zones (GWCZ) for four main springs (Hazzir, Shreyah, Ain-Azraq, Baqqoreiyah), of which the city and the surrounding communities are supplied from with drinking water sources. The GWCZs comprise in total of 7,170 ha area and is located 390-1,100 m above the sea level. Al-Salt City, being the largest settlement within the study area, had a population of around 100,000 inhabitants when starting the project in 2015 (DOS, 2015). The soil in the region consists of karstic limestone, which is causal for extreme groundwater vulnerability (Grimmeisen et al., 2017).

According to (Al-Kharabsheh et al., 2013) all four springs are affected by pollution for many years due to uncollected or insufficiently treated wastewater. Especially, in recent years a gradual increase in organic, nutrient, and microbial concentration was observed in the springs, resulting in temporal exclusion of the drinking water extraction wells from the drinking water distribution system (Grimmeisen et al., 2017).

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Figure 3-1. The defined hot spot, which requires wastewater management towards groundwater protection.

3.3 ASSESSMENT OF CURRENT SITUATION

In order to develop scenarios for potential technical solutions, it is necessary to assess the current situation. The number of buildings and inhabitants is estimated based on the satellite image processing and statistical data. In addition, the average number of inhabitants per household and per buildings must be determined. Furthermore, identification of buildings which are connected to the sewer network must be ascertained to quantify the amount of WW produced in the area. Finally, the actual total amount of WW being treated at the central WWTP in Al-Salt and the total amount of wastewater disposed of in cesspools must be estimated.

3.3.1 TOTAL NUMBER OF INHABITANTS IN THE STUDY AREA

Based on analysis of satellite imaging a total of 11,477 buildings within the study area (Figure 3-1) is ascertained. While the majority of the buildings (9,103) are located in the City of Al-Salt, 1,786 buildings are located in the suburban and rural areas surrounding the city. Part of the City Fuheis that is located within the GWCZ has around 588 buildings. Rural localities, which are partly located within the GWCZ’s are Umm Kharubah in the West, Zayy in the North-West, Wadi an-Naqah in the North, and Al-Yazidiyah in the North-East of Al-Salt. Based on the water supply subscription register

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(Provided by MWI as of 2011) and census data for inhabitants (DOS, 2015) and residential buildings (DOS, 2015a), the average number of inhabitants per building is estimated to be 12.7 and 10.6 in the urban and the rural areas, respectively. In total it is estimated that the number of inhabitants of Al- Salt City is 107,776, while in the rural area within the GWCZ the total population is 19,000. Since the part of the Fuheis City involved in the GWCZ is mino, compared to the City of Al-Salt and its surrounding rural localities, the analysis focuses on the most densely populated areas within Fuheis City. According to census data (DOS, 2015), Al-Salt City has a total population of around 100,000. The difference between the estimated population and the statistical number, which is around 8,000, might be explained by the fact that satellite imaging dates from late 2016, while the census data dates from early 2015. At the official growth rate of around 3 % (DOS, 2015) and a drastic increase of population in recent years, it is assumed here that the estimated population is representing the actual population as of late 2016.

3.3.2 IDENTIFICATION OF CONNECTED AND NOT CONNECTED BUILDINGS

Due to its hilly terrain, it is common in the study area, that only those buildings located on the uphill side are connected to the sewer network while the buildings on the down-hill side usually remain unconnected (Dorsch, 2013) (Figure 3-2). To account for this, the identification process consists of a multi-step geospatial analysis, which considered both, distance and altitude of infrastructure.

Figure 3-2. A typical sewer line in Al-Salt City. Building A is connected to the sewer network, while building B which cannot be connected to the sewer network via gravity, due to its lower position, remains unconnected.

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All building are manually digitalized and transferred to a layer in ARCGIS. The geospatial altitude of each building determined using a Digital Elevation Model (DEM) as well as the geospatial altitude of the existing sewer network. Two conditions are predefined for identifying the buildings, which are most probably connected to the existing sewer network:

i) A building must be located within 30 m distance from the sewer line and ii) A building must be located higher than the closest sewer line (or Manhole).

The remaining buildings, which do not meet the above preconditions are considered as relying on cesspool and truck transportation in terms of wastewater management. Figure 3-3 shows the buildings which are connected and that with a cesspool.

Figure 3-3. Connected and not connected buildings.

Based on the number of buildings, the number of the inhabitants is estimated and divided into two groups: those who are connected to the central WWTP of Al-Salt and those, who rely on on-site septic tanks.

1. Connected to sewer network and central WWTP: - 68,727 2. Not connected: a. In Al-Salt city: - 39,049 b. In Rural localities: - 19,003

This estimated number is in accordance with the prediction of the USAID, 2013.

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3.3.3 QUANTITY OF WASTEWATER

The water consumption rate in Jordan is reported to be ranging from 70 L·(person·d)-1 in rural areas to 120 L·(person·d)-1 in urban areas (USAID, 2013; MWI, 2015). As the amount of WW generated within the buildings which are not connected to the sewer network, 80 L·(person·d)-1 was considered to be a reliable number, based on many reports and suggestions (MWI, 2015a). However, for the inhabitants, who are serviced by the central sewer network and WWTP the number is estimated based on the number of total inhabitants and influent data of the central WWTP issued late 2016 (GTD, 2016). The estimated number of WW generated per capita per day is around 118 L·(person·d)-1, which is in accordance with the number provided by MWI (2015).

Based on this estimation the quantity of WW within the study area can be presented as follows:

1. WW influent at the central WWTP Al-Salt: - 8,100 m³·day-1 2. WW generated within the cesspools: a. In Al-Salt city: - 4,600 m³·day-1 b. In rural localities: - 1,520 m³·day-1

Sewer networks pose a risk of exfiltration which often results in pollution of adjacent groundwater recourses. The exfiltration rate depends mainly on factors such as material and age of the sewer line and its estimation is very complex, which requires tests and investigations on site. When a sewer line is built and commissioned, the exfiltration is required to be less than 5 % of its base sewer flow (NSCEP, 2001). Considering that the majority (around 70%) of the sewer lines in Al-Salt is 10-20 years old, it can be assumed here that the exfiltration is minimum. Therefore, in order to simplify the analysis, it was considered that around 5 % (400 m³·day-1) of the wastewater from the sewer network infiltrates into the groundwater due to exfiltration.

Despite the exfiltration of raw wastewater from the sewers, the main concern in the area is the infiltration of wastewater from the cesspool into the groundwater (Grimmeissen et al., 2017). A study conducted in 2007 (GTZ, 2007) reported on the frequency of emptying cesspools in Jordan. It revealed that 56% of the participants in the questionnaire confirmed that their cesspools were never emptied, while only 9% confirmed the monthly emptying of their cesspools. Based on the reported frequency and the average volume of cesspools (Dorsch, 2013), it is estimated in current study that only 4% of the whole wastewater in cesspools is actually transported via tanker trucks and treated at a WWTP. The remaining 96% is considered as infiltrating into the groundwater. The quantity of the wastewater being treated at the WWTP and infiltrating the groundwater without treatment in the study area can be summarized as follows:

Table 3-1. Quantity of treated and infiltrating WW in the study area. WW (1,000 m³·a-1) Sewer Cesspools Total Generated 3,104 (100%) 2,238 (100%) 5,342 (100%) Treated 2,957 (95%) 90 (4%) 3,047 (57%) Infiltration 147 (5%) 2,148 (96%) 2,295 (43%)

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In total around 2.3 MCM WW is infiltrating to the groundwater in the study area on annual basis. The highest amount of WW infiltration occurs within the GWCZ Hazzir and Shreyah (Figure 3-4) which show the highest pollution of groundwater in recent decades (BGR, 2010).

Figure 3-4. Quantity of treated and infiltration WW within the study area.

3.4 ASSESSMENT OF THE FUTURE DEVELOPMENT

The development of the urban, suburban, and rural areas has an impact on the selection of wastewater management solutions. Therefore an analysis, predicting the spatial development is carried out. The required data set for this analysis is the projected population of the study area (DOS, 2015), the satellite images in a historical order, and the cadastral map.

3.4.1 PROJECTED POPULATION

The projection of the population is based on the current estimated population in the study area and the population growth prediction issued by DOS (DOS, 2015) for Balqa Governorate. However, requires some adjustment since the regional annual growth rate is currently around 1 %, while that of Al-Salt City is reported to be around 2.8% (DOS, 2015). The census data, additionally predicts that the growth would gradually slow down dropping to 0.4 % in 2050. This gradual decrease of population growth is also taken into account for the study area and the number of population is

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estimated until 2050. While the total population of Balqa Governorate is predicted to grow up to 615,840 inhabitants in 2050 by DOS (2015), the inhabitants in the study area is estimated to reach 232,849 (Table 3-2).

Table 3-2. Projected population growth in Balqa region and Al-Salt city 2016 2020 2025 2030 2035 2040 2045 2050 Balqaa 496,599 516,037 543,420 568,289 582,196 594,940 606,313 615,840 Al-Saltb 126,779 141,378 163,670 185,745 198,826 211,314 222,870 232,849 a – census data (DOS, 2015); b – own estimation.

3.4.2 FUTURE DEVELOPMENT AREAS

In this analysis the cadastral map is combined with the buildings map in a historical order to identify:

i) Compounds which are already occupied before 2011and ii) Compounds which are recently occupied (between 2011 and late 2016).

The compounds which did not overlay with building objects are classified as vacant compounds which indicate potential for development. Series of heat-maps are generated from recently (between 2011 and 2016) constructed buildings (Figure 3-5 B) and vacant compounds (Figure 3-5 C). Then the heat-maps are combined (added) using raster calculator tool. As a result the final heat-map (Figure 3-5 D) shows the areas, which have high potentials for development in the near future.

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Figure 3-5. Prediction of the development areas. Map A corresponds to the cadastral map used in this study. Map B shows the development history of recent buildings between 2011 and 2016. Map C corresponds to availability of land (plots). Map D shows the future development prediction, which is a result of combination of maps B and C.

3.4.3 CONSIDERATION OF FUTURE DEVELOPMENT DURING THE SCENARIO DEVELOPMENT

When developing, planning, and analyzing potential solutions, especially in terms of increasing the centralization degree, it is necessary to consider about the future development and the volume of the expansion work at the central WWTP in Al-Salt.

The numbers of compounds are identified, which are located within 30 m distance from the existing sewer lines (Figure 3-6). In the future, these compounds will be occupied by inhabitants, who will have the opportunity to be connected to the existing sewer network in Al-Salt. A total of 2,879 compounds is located within the distance of 30 m from the existing sewer lines, meaning that additional 36,563 inhabitants will be serviced by the central WWTP in As-Salt. Considering the population growth rate and the number of inhabitants, who will be settling in the vicinity of the existing sewer network, the maximum utilization rate of the existing sewer network will be reached in 2030.

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Figure 3-6. Identification of lots, which will be connected to existing sewer network in Al-Salt city

This reveals that the already overloaded central WWTP in As-Salt must be expanded in order to capacitate the additional load for the future. This additional load only refers to the existing sewer network and its maximum capacity.

3.5 SCENARIO DEVELOPMENT

The current situation of Al-Salt City and the surrounding rural localities require an integrated wastewater management approach, where the centralized wastewater infrastructure are supplemented with decentralized infrastructure in order to achieve the highest degree of treatment while keeping the associated costs low. The developed scenarios are divided into three categories, due to their applicability to different areas (urban or rural). First two scenarios are potentially applicable to the entire study area, not depending on the characteristics of the urban and rural areas. While the approach for scenario development for the urban area (Al-Salt City) is based on the existing infrastructures and their requirements for expansion/extension, that for the rural area relied on an implementation of new centralized or decentralized wastewater infrastructure.

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Table 3-3. Overview of the developed scenarios and the applicable areas

Urban area (Al-Salt) Rural Area Scenario 1-1 X X Scenario 1-2 X X Scenario 2-1 X - Scenario 2-2 X - Scenario 3-1 - X Scenario 3-2 - X

3.5.1 SCENARIO DEVELOPMENT FOR THE WHOLE PROJECT AREA

The following two scenarios are applicable for the entirety of the study area, not depending on the urban or rural characteristics of the areas. The scenario development approach relies on the on-site decentralized solution.

3.5.1.1 SCENARIO-1.1: ON-SITE TREATMENT SYSTEMS ON INDIVIDUAL BUILDING LEVEL

A potential solution is to equip the buildings with on-site treatment units (Figure 3-7). Here, three different treatment technologies are considered in accordance with the suggestions of Decentralized Wastewater Management Policy (MWI, 2016). These three technologies are Vertical Flow Aerated Constructed Wetland (VFACW) as a prominent eco-technology, and Sequencing Batch Reactor (SBR) and Moving Bed Biological Reactor (MBBR) as the state of the art technical solutions.

A B

1 1 2 2

3 3

Figure 3-7. Two of three potential technologies are shown. A depicts the technical solution (SBR), while B depicts the eco-technology solution. 1- Pretreatment, 2-treatment unit, and 3- discharge of treated effluent.

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The following components comprise this technical solution:

- No sewer needed, - Three different technologies of on-site treatment units including the pre-treatment (12-16 PE size), - Leach (reuse) field for treated effluent.

3.5.1.2 SCENARIO-1.2: TANKER SOLUTION WITH UPGRADED INFRASTRUCTURE

Tanker based solution is currently the state of the art management for many inhabitants who are not connected to the centralized treatment plant (Figure 3-8). However, as it is mentioned above, only 4% of the wastewater is transported via truck and treated (chapter 3.3) annually, proving the mismanagement of the system. In addition, the wastewater that is delivered from the cesspool to the treatments plants has been reported to cause certain difficulties due to its already degraded characteristics compared to raw wastewater (Abdulla et al., 2016).

Figure 3-8. State of the art, tanker solution

For this solution, it should be considered that the existing on-site cesspools must be upgraded (sealed) or in most cases replaced with watertight tanks. This proposed technology is an option, only under proper management.

The scenario consists of the following components:

- No sewer network, - Septic tank or holding tank (12-16 PE size), - Frequency of emptying of the holding tanks 7-14 days.

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3.5.2 SCENARIO DEVELOPMENT FOR AL-SALT URBAN AREA.

The population of Al-Salt City is around 107,776 of which 68,727 is currently connected to the sewer network and the remaining 39,049 inhabitants rely on cesspool and truck solution. The sewer network of Al-Salt comprises of 188 km long pipeline. Generally, the sewer network is an infrastructure in wastewater management system which is often associated with high investment cost and long depreciation period. Therefore, once a sewer network is built, from the economic point of view, it should be utilized to its maximum capacity. Considering that the sewer network of Al-Salt is relatively young and under-utilized (chapter 3.3), the aim must be to increase the number of inhabitants connected to the sewer network. Additionally, technical solutions are to be investigated to increase the connection rate within the city, by extending the existing sewer network. However, as it was reported by (GTD, 2016), the existing central WWTP needs an immediate upgrade. Therefore the following scenarios are developed with the consideration, that the central WWTP must be expanded in response to the proposed solutions.

3.5.2.1 SCENARIO-2.1: PUMP CONNECTION TO EXISTING SEWER NETWORK

As it is mentioned in chapter 3.3, it is common in Al-Salt, that certain parts of sewer line are only accessible from one side, due to the extreme elevation difference of the terrain. This limits some buildings to be connected to the sewer network by gravity. A potential solution would be to equip these buildings with a proper (sealed) storage tank, a pump and a pressurized pipeline, which delivers the wastewater to the nearest manhole (Figure 3-9). A geospatial distance function of ArcGIS was run to identify, for how many buildings this approach might apply. This function is similar to that explained in chapter 3.3, with the second condition differing. The buildings that require a pump connection:

i) are within 30 m distance from the nearest sewer line and ii) have an altitude lower than that of the sewer line.

As a result, 1,357 buildings (equal to 14,384 inhabitants) are identified as applicable for this scenario.

This solution will require expansion (upgrade) of existing already overloaded central WWTP and replacement of 500 mm diameter main trunk line by 900 mm trunk line (Figure 3-10) since it will increase the current load by additional 22 %.

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Figure 3-9. Depiction of the proposed scenario 2-1. Pump connection to existing sewer network for building type B.

Figure 3-10. 500 mm trunk line to be replaced by 900 mm line in order to capacitate additional load.

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The scenario consists of the following components:

- Sealed septic or holding tank equipped with pump, - Pressurized sewer connection (around 20 m long) to adjacent manhole, - Expansion of the existing centralized WWTP Al-Salt, - Replacement of 3,450 m long main trunk (Figure 3-10).

3.5.2.2 SCENARIO-2.2: EXTENSION OF SEWER LINE

Another solution to increase the centralization degree is to extend the sewer line in order to connect more buildings. To avoid the costly pumping station, the approach must rely on gravity sewer. However, pumping the wastewater from building to sewer line might be inevitable, due to fact that 36 % of the buildings on the existing sewer line require a pump connection to the sewer network. A potential extension of sewer line to service the existing buildings within Al-Salt is planned based on the DEM, building and road data (Figure 3-11).

Figure 3-11. Planning of potential sewer extension in Al-Salt city.

Currently, there are 529 buildings (equal to 5,607 inhabitants) that can be connected to the existing sewer network via extension sewer lines. However, the final number of inhabitants, to which this solution might apply, depends mainly on two cost factors. These are i) how long of sewer line must be built to connect the building to the existing sewer network (including the house connection) and ii) to what extent existing WWTP has to be expanded (upgraded).

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The following components comprise this technical solution:

- Construction of sewer lines for the extension of existing sewer network, - Expansion of the central WWTP Al-Salt, - House connection pipeline (20 m)

3.5.3 SCENARIO DEVELOPMENT IN RURAL AREA

In the rural localities surrounding Al-Salt city, several scenarios are developed including centralized, decentralized, on-site treatment, and truck solution. While the latter two scenarios are the same for both urban and rural area, the former two scenarios relies on spatial analysis of the area.

First, a spatial analysis called “Average Nearest Neighbor” is carried out for the buildings in the rural area. Depending on the geospatial location of the buildings, this analysis defines whether the distribution of the buildings is clustered, random, or dispersed (Figure 3-12). In this case, the result shows that the geospatial location of the buildings is more cluster type rather than random or dispersed (Figure 3-12).

Figure 3-12. Summary of Average Nearest Neighbor analysis run for the buildings in the rural area around Al- Salt city. The summary suggests that the geospatial characteristics of the buildings around Al-Salt are more suitable for clustering (shown in blue frame).

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Secondly, a density analysis is carried out in order to define the suitable areas, which are appropriate for implementation of cluster sewer network (Figure 3-13). Communities with a population density higher than 20 inhabitants·ha-1 are considered as rural localities. In terms of economy, implementation of the sewer network for rural areas has been often associated with high cost requirements (Fehr, 2015). The investment cost for sewer network in such low-density areas has been reported to be as high as 60 % to 90 % of the whole project cost (Londong, 2009).

As a result of this density analysis, three cluster areas are selected in the North and North Eastern side of Al-Salt city due to their higher density of population (Figure 3-13). In addition, the development predictions as described in chapter 3.4 showed that these areas have a high potential for development in the future (Figure 3-5 D). Therefore these three cluster points (cluster-1, cluster- 2, and cluster-3) in the rural area were selected for decentralized and centralized wastewater treatment solutions. In addition to these 3 points, there are two sub-urban areas to the South- Western (Between Al-Salt and Maghareeb) and North-Eastern side (between Al-Salt and Al Yazidiyah) of Al-Salt, which are not connected to sewer network and rely on cesspools (Figure 3-3). These suburban areas are also selected as cluster-4 and cluster-5 (Figure 3-13).

Cluster-1

Cluster-4 Cluster-2

Clsuter-3

Clsuter-5

Figure 3-13. Identification of densely populated areas. The areas of interest are marked with red circles.

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3.5.3.1 DESIGNING THE SEWER NETWORK FOR EACH CLUSTER POINTS

The process of designing the sewer network is based on the concept of former case studies, where the tool has been applied (UFZ, 2013; van Afferden et al., 2015). An example of the sewer network design for cluster-3 is shown in Figure 3-14.

Figure 3-14. Potential design of sewer network for collection of wastewater in cluster-2. It should be noted that this is not a detailed technical plan but a conception of potential sewer network.

A terrain hydrological analysis is carried out by using the DEM, which define the micro-catchments in the study area. This analysis forms the basis for designing gravity flow sewer networks.

Based on the assumption that the average distance from a building to sewer network is around 30 m, the initial number of inhabitants, wastewater load, specific sewer length is estimated for each cluster points.

Table 3-4. Initial numbers related to the sewer network in each cluster. Cluster points Total sewer Manhole Specific sewer Number of Inhabitants length (m) Number length (m·C-1) buildings (PE) Cluster-1 3,675 73 4.8 71 753 Cluster-2 6,934 139 4.2 154 1,632 Cluster-3 4,411 90 3.2 129 1,367 Cluster-4 11,059 205 4.2 246 2,608 Cluster-5 3,566 71 3.0 111 1,177+3,500* Total 29,645 711 11,037 *- Additional 3500 inhabitants of Maghareeb can possibly be connected to this sewer network.

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Though the initial numbers are hinting that the proposed sewer network might be inefficient, judged by the specific sewer length reaching up to 4.8 meters per inhabitant, further analysis for predicting the development revealed that the specific sewer length will decrease due to the increase of population in these cluster areas (chapter 3.5.3). In case of cluster-5, there is a possibility to combine this cluster with Maghareb, which is a suburban area of Al-Salt in the South-East and is equipped with cluster sewer network and septic tanks (UFZ, 2013). It has been reported that Maghareb has around 3,500 inhabitants (UFZ, 2013).

3.5.3.2 SCENARIO-3.1: CENTRAL SOLUTION

This scenario is based on a concept of collecting the wastewater from the five cluster points through gravity sewer network and delivering the wastewater with pumping stations and pressurized pipelines to the existing sewer network of Al-Salt (Figure 3-15). It also considers the expansion of the central WWTP Al-Salt accordingly.

Figure 3-15. Centralized scenario.

This scenario requires, additional to the cluster sewer networks, a total of 1,200 m gravity sewer (for connection cluster-2 and cluster-3), around 5,000 m of pressurized sewer line and 8 pumping stations. In order to enable the capacity for the sewer network within Al-Salt city, a total of 6,600 m long 200 mm diameter sewer line must be replaced by 300 mm diameter pipeline (Figure 3-15). The

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initial volume of the expansion work for Al-Salt WWTP is estimated to be around 11,000 PE (883 m³·day-1). Additionally, the estimated capacity of the required pumps stations is shown in the table below.

Table 3-5.Summary of pumping stations for centralized scenario. Pumping Station Cluster Capacity Pump Head (m³·day-1) (m) Pumping Station-1 Cluster-1 60 40 Pumping Station-2 Cluster-2 and Cluster-3 240 35 Pumping Station-3 Cluster-2 and Cluster-3 240 35 Pumping Station-4 Cluster-2 and Cluster-3 240 40 Pumping Station-5 Cluster-2, Cluster-3, and Cluster-4 450 40 Pumping Station-6 Cluster-2, Cluster-3, and Cluster-4 450 40 Pumping Station-7 Cluster-2, Cluster-3, and Cluster-4 450 40 Pumping Station-8* Cluster-5 375 30 *- Additional 3,500 inhabitants of Maghareeb can possibly be connected to the sewer network of cluster-5.

Summary of scenario components:

- 26,434 m gravity sewer network, - 5,000 m pressurized sewer, - 8 pumping stations (Table 3-5), - Replacement of 6,000 m long 200 mm diameter sewer line by 300 mm diameter line, - Expansion of Al-Salt central WWTP (11,000 PE).

3.5.3.3 SCENARIO-3.2: DECENTRAL CLUSTER SOLUTION

Another scenario is to treat the collected wastewater at the collection points of each cluster. During site investigations, it was revealed that four out of the five cluster points have the space required for both the WWTP and the reuse of treated effluent. Only one case (cluster-4) has a limited space for WWTP and no space for the reuse of treated effluent. Based on the experience gathered during SMART-II and SMART-MOVE projects, the following two technologies were selected for the scenario development: Vertical Flow Constructed Wetland (VFCW) and Sequencing Batch Reactor (SBR).

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Figure 3-16. Decentralized cluster scenario

Summary of scenario components:

- 25,234 m gravity sewer network, - Four VFCW´s ranging in size between 800 PE and 4,800 PE, - One SBR with a size of 1,500 PE.

3.6 IDENTIFICATION OF LOWEST-COST SOLUTION FOR WASTEWATER MANAGEMENT

3.6.1 COST ASSESSMENT OF THE SCENARIOS

The net present value (NVP) of each scenario is calculated over a 40-year period in accordance with the DCCC Appraisal Manual and Guideline (DWA, 2011). The scenarios are evaluated based on the specific treatment cost (JOD·m-³). The following cost data and assumptions were taken into account in the economic assessment:

The unit costs used for cost assessment of the scenarios are listed in ANNEX-1.

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The costs of the VFCWs and SBRs with different capacities are estimated in accordance with the SMART-II Project analysis. In addition, for the expansion work of the existing central WWTP Al-Salt, the historical cost data of Jordanian treatment plants are used (UFZ, 2013).

In case of on-site treatment units, three technologies were considered in this analysis: SBR, MBBR, and VFCW. The technology selection mainly depends on the decision of the homeowners. Therefore, the average capital and O&M costs of these three technologies are used, assuming that the number of each technology selected and consequently built will be equal. The capital and the O&M costs of the three technologies (12-16 PE size) are shown in the ANNEX-1.

The lifetime is considered to be 40 years for decentralized and centralized treatment plants and 20 years for onsite treatment units. This means that the re-installation of new on-site treatment units is considered to commence after 20 years from the start of the analysis period. The reinvestment costs for mechanical equipment for the treatment plants are taken into account every 10 years after the start of the project.

The design costs are calculated as 15% of the capital cost in the estimation. The overheads and profit are calculated at 15% of the capital cost, while contingency cost is calculated to be 20% of the capital cost.

The reinvestment costs have been converted into net present value using the DFACIC (Discounting Factor for Individual Cost Item) presented in the ANNEX-2.

The O&M costs have been converted into net present value using the AFACS (Accumulation Factor for uniform Cost Series) presented in the ANNEX-2.

The discount rate over the project period is assumed to be 3 %.

3.6.2 COST COMPARISON OF SCENARIOS FOR WASTEWATER MANAGEMENT

The various cost components of the developed scenarios are compared to identify the lowest-cost solution for wastewater management in the study area. Scenarios are compared for both the urban and rural areas in the region.

3.6.2.1 SCENARIOS FOR WASTEWATER MANAGEMENT IN AL-SALT URBAN AREA

The scenarios 1-1 (on-site treatment solution), 1-2 (tanker based solution), 2-1 (connection to existing sewer network via a pump and pressurized line), and 2-2 (extension of sewer network) are applicable for the urban area of Al-Salt city.

In case of scenario 1-1, the average costs of three technologies (SBR, MBBR, and VFCW) have been considered assuming that the technology selection will depend on the owner of the private plots the treatment units to be built on. For the cost calculation of each technology see ANNEX-1.

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While the first three scenarios are estimated straightforward (Table 3-6), the fourth scenario (2-2: extension of sewer network) have two variables the project costs depend upon. These two variables are: the size of the expansion required at the central WWTP Al-Salt and the length of the sewer line to be constructed within the city. Therefore an additional comparison is required (Figure 3-17). It is considered in the cost calculation, that the scenarios 2-1 and 2-2 were combined when the expansion volume of the central WWTP Al-Salt is estimated.

Table 3-6: Summary of cost calculation of the scenarios for the urban area Al-Salt Scenario 1-1 Scenario 1-2 Scenario 2-1 Total Capital Cost (JOD·PE-1) 587 188 531 Annual O&M Cost (JOD·a-1·PE-1) 25 97 8.1 NPV (40 years, 3%) (JOD·PE-1) 2,084 2,579 931 Annualized Cost (JOD·a-1·PE-1) 90 111 40 Specific Treatment Cost (JOD·m-3) 2.71 3.82 1.49

Figure 3-17 shows the specific treatment cost for the four scenarios with the fourth scenarios is dependent upon the length of the sewer lines required (expressed as m per capita). These results demonstrate that the scenarios 2-1 (pump connection) must be implemented in applicable buildings (1,357 buildings, 14,384 PE) to achieve the lowest cost wastewater management solution within the city while scenario 1-2 (tanker solution) shows the highest cost. In the areas without existing sewer lines, the scenario 2-2 (sewer extension) and/or scenario 1-1 (on-site solution) are applicable. The main criteria, the selection process to be relied upon is the length of the sewer lines required for the former. When the specific sewer length is above 4.5 m per capita for the scenario 2-2, the on-site solution (scenario 1-1) is economically preferred. At specific sewer length of under 4.5 m per capita, connecting the buildings to the sewer network by extending the sewer line is cheaper in long term.

Figure 3-17: Comparison of the Specific Treatment Cost for the developed scenarios.

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Currently, there are 529 buildings (5,607 PE) that can be connected to the existing sewer network by extending the gravity sewer lines (Scenario 2-2). The total length of the sewer lines required for the extension work is 19,060 m, which makes the specific sewer length for the proposed sewer lines 3.4 m per capita. Since the specific sewer length falls under the breakeven point, these buildings must be connected to the central WWTP by extending the sewer line.

Remaining 1,784 buildings (equal to 22,657 PE) must rely on on-site treatment solution (Scenario 1- 1), which is economically favorable, compared to the tanker solution (Scenario 1-2).

3.6.2.2 SCENARIOS FOR WASTEWATER MANAGEMENT IN THE RURAL AREAS

The scenarios 1-1 (on-site treatment solution), 1-2 (tanker based solution), 3-1 (centralized solution), and 3-2 (decentralized cluster solution) are applicable for the rural and suburban areas in the study region.

Table 3-7: Summary of cost calculation of the scenarios for the rural and suburban areas Scenario 1-1 Scenario 1-2 Scenario 3-1 Scenario 3-2 Total Capital Cost (JOD·PE-1) 587 188 978 835 Annual O&M Cost (JOD·a-1·PE-1) 25 97 24 15 NPV (40 years, 3%) (JOD·PE-1) 2,084 2,579 1,599 1,268 Annualized Cost (JOD·a-1·PE-1) 90 111 69 55 Specific Treatment Cost (JOD·m-3) 2.71 3.82 2.18 1.73

For the rural and suburban areas, for which a sewer network is designed (cluster-1 to cluster-5), the scenario 3-2 (decentral cluster solution) presents the lowest-cost wastewater management. The cost for the centralized solution (scenario 3-1) is much higher due to the involvement of numbers of pumping stations. Though the spatial distance between the rural localities and the pumping distance was comparably close, the hilly terrain and the difference altitude of the rural localities require complex pumping stations with high pump head capacities. The investment and O&M costs for pumping station progress over-proportionally with increasing pump head (MLUR, 2003).

The other parts of the rural areas, which have lower density and no proposed sewer network, the on- site solution (scenario 1-1) presented the lowest cost wastewater management solution. There are currently 1,085 buildings (11,501 PE) which must rely on on-site treatment solution.

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4 TASK 3.3.3: DEFINITION OF REQUIREMENT FOR AN INVESTMENT PROJECT ON DECENTRALIZED WASTEWATER MANAGEMENT

In 2018, BORDA (Bremen Overseas Research and Development Association) and Seecon (Society- Economy-Ecology-Consulting) launched implementation project for Innovative Sanitation Solutions and Reuse in Arid Regions (ISSRAR). The project is funded by SDC (Swiss Agency for Development and Cooperation) und aims to develop a suitable intervention plan, design appropriate sanitation infrastructure and operational concepts, raise awareness, and build local capacity.

UFZ was subcontracted by BORDA in order to assist the project ISSRAR in developing and pre- planning of wastewater management scenarios and identifying the lowest-cost management solution. The town of Al-Azraq (with a population of 17,000 inhabitants as of 2017) in the governorate of Al-Zarqa was selected in the frame of ISSRAR site selection process as the study area based on the application of several local and regional selection criteria, all of which emphasize on the importance of implementing proper wastewater and fecal sludge management solutions.

The following scenarios are developed and economically assessed in the ALLOWS analysis:

Decentralized Cluster Scenario: Depending on the population density and the spatial characteristic (micro-catchment) of the study area, clusters (of buildings) were identified. In order to ensure robustness of the wastewater management system, the connection to decentralized wastewater treatment plants has been designed via a gravity sewer network by avoiding pumping stations which often require high costs associated with construction and O&M.

Semi-Centralized Scenario: Connecting two or more clusters to a semi-centralized wastewater treatment plant by replacing the decentralized treatment plants with pumping stations and pressurized sewer, to reduce the number of wastewater treatment plants.

Centralized Scenario: All clusters are connected to a centralized wastewater treatment plant via pumping stations and pressurized sewer.

Tanker Based Scenario: Buildings rely on septic (holding) tanks that are emptied by tanker trucks, which deliver the wastewater to the centralized wastewater treatment plant, requiring no sewer networks and pumping stations.

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A B

Figure 4-1: Wastewater management scenarios for Al-Azraq. A- Decentralized cluster solution. B- Centralized solution.

The analysis results show that the decentralized cluster solution with gravity sewer network and French-type constructed wetland is the lowest-cost wastewater management solution in Al-Azraq. Although the tanker based solution has the lowest investment cost requirements, the O&M requirements are the highest, making this solution the most expensive solution in long-term.

5 CONCLUSION

The results of the project show that decentralized wastewater systems in Jordan have significant economic efficiency in both rural and suburban areas. An important factor for this is their high flexibility, eg. the facilities can be tailored to the existing risks of infiltration, resulting in a moderate investment volume. In fast-growing suburban areas, where long-term planning is difficult due to high population dynamics (refugee, migration) and unpredictable housing developments, there may be a short-term accumulation of wastewater and a significant deterioration in groundwater quality. The planning of central treatment plants or the connection to existing central systems might imply high costs. In this situation, the integration of decentralized sewer systems can be an efficient solution for short-term implementation of wastewater infrastructure at a reasonable cost.

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In the SMART-MOVE project ALLOWS has been applied to the virulent wastewater situation of the city of Al-Salt. The city and its surrounding suburban and rural communities were identified by the project as a hot spot region due to the underlying groundwater catchment areas and the increasing degradation of groundwater quality.

The aim of applying the tool to the wastewater situation of the city of Al-Salt and the surrounding suburban and rural areas was to develop a system solution for integrated wastewater management. Essential here is an integrated and equal consideration of infrastructure development in urban, suburban and rural areas. ALLOWS tool was further used to upgrade the existing wastewater infrastructure by studying the potential integration of decentralized wastewater treatment (DWWT) solutions into already existing central sewer systems.

The following main research questions have been addressed:

- How and to which extent is it possible to integrate the prediction of population growth both quantitatively and spatially into the ALLOWS tool? - Under which circumstances the existing centralized infrastructure must be expanded and upgraded? - When is it appropriate to implement decentralized wastewater management solutions? - Which combination of central and decentralized solutions presents the lowest-cost management scenario for the entire area?

In this context ALLOWS was used to conduct an assessment of the current situation and to develop various technical solutions for wastewater management in the region of Al-Salt. It was the first time the tool was used at a scale of more than 100,000 inhabitants simultaneously at urban, suburban and rural level. The assessments and the analysis are partly based on the already existing infrastructure such as the WWTP and the sewer network in Al-Salt, which makes the analysis highly complex compared to the scenario developments in the rural areas without existing infrastructure. In contrast to the previous studies involving the ALLOWS tool at rural settlements, the current study sheds light upon the integration of decentralized wastewater management schemes into existing centralized sewer networks in urban areas.

Another remark of the analysis in Al-Salt is the fact that the future development of the region was taken into account not only in form of projected population but as a precise definition of fast growing development areas. This functionality of the ALLOWS tool can improve the planning and the decision-making process in wastewater management, by pointing out the areas, which have the most urgent demands for sanitation solution.

The study results further demonstrate that it is necessary to combine central and decentralized management solutions in a region such as Al-Salt in order to achieve the lowest cost requirements. In general, the ALLOWS tool provides preliminary planning of different wastewater management solutions for a variety of given conditions.

Future research might focus on a scale change for applying ALLOWS nationwide. This should imoly to reduce the required local input data (field data) and replace them by suitable new indicators.

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6 REFERENCES

Abdulla, F. A.; Alfarra, A.; Qdais, H. A.; Sonneveld, B.; (2016), “Evaluation of Wastewater Treatment Plants in Jordan and Suitability for Reuse”, Academia Journal of Environmental Science, 4(7): 111-117. Al-Kharabsheh, M. N.; Al-Kharabsheh, A. A.; Ghmain, O. A.; (2013) “Effect of Septic Tanks and Agricultural Wastes on Springs` Water Quality Deterioration in Wadi Shu`eib Catchment Area- Jordan.” Jordan Journal of Agricultural Sciences, 9. 1. BGR, (2010), Groundwater Resources Management, Technical Report No. 14. DOS (Department of Statistics of the Hashemite Kingdom of Jordan), (2015) Final results of the Population Census 2015. DOS (Department of Statistics of the Hashemite Kingdom of Jordan), (2015a) Final results of the Housing Census 2015.

Dorsch International Consultants, (2014), “Feasibility Study on Decentralized Wastewater Treatment and Reuse Clusters on Regional Scale in Jordan”, Project Report.

DWA, German Association for Water, Wastewater, and Waste, (2011), “Project Appraisal Manual for Dynamic Cost Comparison Calculation”.

Fehr G.; (2015), “Siedlungswasserwirtschaft im ländlichen Raum – Abwasserentsorgung”, 3rd Edition, ISBN:978-3-86068-310-1

Grimmeisen, F.; Lehmann, M.; Liesch, T.; Goeppert, N.; Klinger, J.; Zopfi, J.; Goldscheider, N.; (2017). “Isotopic constraints on water source mixing, network leakage and contamination in an urban groundwater system.” Science of The Total Environment. 583. 10.1016/j.scitotenv.2017.01.054.

GTD (Government Tenders Department), (2016), Central Tender No. 131, “A Project for Wastewater Collection, Treatment and Effluent reuse from Al-Salt Villages”

Londong, J.; Englert, R.; Hartmann, M.; (2009) 'Abwasserbehandlung im Ländlichen Raum', Weiterbildendes Studium Wasser und Umwelt–Bauhaus-Universität Weimar in fachlicher Kooperation mit der DWA–Deutsche Vereinigung für Wasserwirtschaft, Abwasser und Abfall eV, Weimar, Hennef, Germany.

Ministry of Water and Irrigation of Jordan, (2015), “The National Framework for Decentralized Wastewater Management in Jordan”, National Implementation Committee for effective Decentralized Wastewater management in Jordan.

Ministry of Water and Irrigation of Jordan, (2015a), “Annual Report”.

MLUR-(Ministerium für Landwirtschaft, Umweltschutz und Raumordnung des Landes Brandenburg), (2003), “Aufwand für die Abwasserableitung und Abwasserbehandlung.”

NSCEP (National Service Center for Environmental Pumlications), (2001), “Exfiltration in Sewer Systems.”

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GTZ (2007) Casesheet Jordan: Regulation and Supervision in Water Supply and Sanitation (WSS), Deutsche Gesellschaft für Technische Zusammenarbeit GmbH - GTZ, Eschborn

UFZ, (2013), SMART-II Project Report “Operation and Financial Models for Decentralized Wastewater Management Solutions”.

USAID, (2013), “National Strategic Wastewater Master Plan Final Draft Report”.

Van Afferden M and RA Müller (2011) Regional implementation of decentralized wastewater concepts in Jordan, World Water Week in Stockholm, August 21–27, Abstract Volume: 100-101 Van Afferden M., Cardona J. A., Rahman K. Z., Daoud R., Headley T., Kilani Z., Subah A. and Mueller R. A. (2010). A step towards decentralized wastewater management in the Lower Jordan Rift Valley. Water Science and Technology 61(12), 3117-28. van Afferden, M.; Cardona, J. A.; Lee, M.; Subah, A.; Müller, R. A.; (2015). “A new approach to implementing decentralized wastewater treatment concepts.” Water science and technology: a journal of the International Association on Water Pollution Research. 72. 1923- 1930. 10.2166/wst.2015.393.

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ANNEX-1: UNIT COST USED IN THE SCENARIO DEVELOPMENT

Construction and O&M costs of sewer network Item Cost Unit Concrete pipe 150 mm 70.0 JOD·m-1 Concrete pipe 200 mm 140.0 JOD·m-1 Concrete pipe 300 mm 200.0 JOD·m-1 Concrete pipe 400 mm 300.0 JOD·m-1 Concrete pipe 500 mm 350.0 JOD·m-1 O&M Sewer 1.5 JOD·(m·a)-1 HDPE Pressurized Pipe 200 mm 150.0 JOD·m-1 Pressurized Pipe 300 mm 200.0 JOD·m-1 Manhole Cost (1000 mm Ø) 500 JOD·unit-1

Construction and O&M costs of pumping station Item Cost Unit Construction cost Pump Sump (4.5 m³) (Civil work) 7,000 JOD·piece-1 Pump (h=25 m, Q=15m³·h-1) 4,500 JOD·piece-1 Pump (h=70 m, Q=180m³·h-1) 32,000 JOD·piece-1 Pump (h=90 m, Q=360m³·h-1) 63,000 JOD·piece-1 Installation of pumping station (Mechanical work) 2,800 JOD Emergency Tank (1,000 m³) 240,000 JOD O&M cost Labour cost 3,000 JOD·a-1 Energy cost Pump (h=25 m, Q=15m³·h-1) 2,400 JOD·a-1 Energy cost Pump (h=70 m, Q=180m³·h-1) 13,250 JOD·a-1 Energy cost Pump (h=90 m, Q=360m³·h-1) 26,500 JOD·a-1 Reinvestment cost Reinvestment for spare parts every 10 years 40% of CAPEX

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Construction and O&M costs of pumping station Technologies Technology Construction cost O&M cost components (JOD) (JOD·a-1) Septic tank 2,000 Treatment unit 4,650 SBR Leach field 550 480 Total 7,200 Septic tank 2,000 Treatment unit 4,600 MBBR Leach field 550 530 Total 7,100 Septic tank 2,000 Treatment unit 6,550 VFCW Leach field 550 200 Total 9,100

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ANNEX-2: CONVERSION FACTORS OF DIFFERENT COST ITEMS INTO NET PRESENT VALUE

DFACIC- Discounting Factor for Individual Cost Items

Roll-out investment project for regional implementation of DWWT&R systems 37

AFACS- Accumulation Factor for uniform Cost Series