WATER MANAGEMENT INITIATIVE (WMI) Al-Me’rad/West Jerash WWTP Situation Analysis

May Al-M2017e’r This publication was produced for review by the United States Agency for International Development. It was prepared by Tetra Tech.

CONCEPT PARTY DATE First draft submitted WMI May 23, 2017 Concurrence Received WAJ October 3, 2017 Final version submitted WMI September 25, 2018 Final version approved USAID October 16, 2018

This document was produced for review by the United States Agency for International Development. It was prepared by Tetra Tech under the USAID Water Management Initiative (WMI) Contract No. AID-278-C-16-00001.

This report was prepared by: Tetra Tech 159 Bank Street, Suite 300 Burlington, Vermont 05401 USA Telephone: (802) 658-3890 Fax: (802) 495-0282 E-Mail: [email protected]

Tetra Tech Contacts: José Valdez, Chief of Party, [email protected] David Favazza, Project Manager, [email protected]

All photos are by Tetra Tech unless otherwise noted.

Al-Me’rad/West Jerash WWTP Situation Analyses 2

WATER MANAGEMENT INITIATIVE (WMI)

AL-ME'RAD WASTEWATER TREATMENT PLANT SITUATION ANALYSIS

Activity 4.2.1

MAY 2017

DISCLAIMER The author’s views expressed in this publication do not necessarily reflect the views of the United States Agency for International Development or the United States Government.

Al-Me’rad/West Jerash WWTP Situation Analyses 3

TABLE OF CONTENTS LIST OF TABLES ...... 6

TABLE OF FIGURES ...... 6

ACRONYMS ...... 7

EXECUTIVE SUMMARY ...... 8

1 BACKGROUND ...... 10

2 INTRODUCTION ...... 11

3 TREATMENT PLANT FACILITIES ...... 16 3.1 PRE-TREATMENT...... 16 3.1.1 1NLET WORKS ...... 16 3.1.2 COARSE AND FINE SCREENS ...... 16 3.1.3 AERATED GRIT AND GREASE CHANNELS FOR SAND AND GREASE REMOVAL ...... 16 3.1.4 SEPTIC TANK WASTE RECEIVING STATION ...... 17 3.1.5 EQUALIZATION TANK (ET) ...... 17 3.1.6 FLOW MEASUREMENT ...... 18 3.2 SECONDARY TREATMENT ...... 18 3.3 TERTIARY TREATMENT (TT) ...... 22 3.3.1 SAND FILTERS ...... 22 3.3.2 CHLORINATION UNIT ...... 23 3.4 FINAL EFFLUENT REUSE ARRANGEMENTS ...... 24 3.5 SLUDGE TREATMENT ...... 24 3.5.1 SLUDGE DRYING BEDS ...... 24 3.5.2 MECHANICAL DEWATERING ...... 25 3.6 SUPPORT SYSTEMS ...... 27 3.6.1 ODOR CONTROL SYSTEM ...... 27 3.6.2 LABORATORY ...... 28 4 GENERAL OBSERVATIONS ...... 30 8.1 TREATMENT UNITS ...... 30 8.2 ADMINISTRATIVE CONCERNS ...... 30 8.2.1 MAINTENANCE STAFF ...... 30 8.2.2 OPERATION STAFF ...... ERROR! BOOKMARK NOT DEFINED. 9. STATUS AND INTERVENTIONS TAKEN BETWEEN THE INVESTIGATION TRIPS ...... 31 10. TREATMENT PLANT PERFORMANCE ...... 33 10.1 AL ME'RAD TP PERFORMANCE ACCORDING TO WAJ LABORATORY ...... 33 10.2 PLANT CAPACITY EVALUATION/EQUIVALENT HYDRAULIC CAPACITY CHARACTERIZATION...... 34

Al-Me’rad/West Jerash WWTP Situation Analyses 4

10.2.1 CAPACITY EVALUATION RESULTS AND DISCUSSION ...... 35 11. ECONOMIC ASPECTS ...... 37

12. RECOMMENDATIONS ...... 38 12.1GENERAL RECOMMENDATIONS - SHORT-TERM PLANNING ...... 38 12.2 PROCESS CONTROL AND OPERATIONS ...... 38 12.2.1 ADDITIONAL SAMPLING ...... 38 12.2.2 DO PROBE MAINTENANCE AND USE ...... 39 12.2.3 SLUDGE JUDGE FOR BLANKET LEVEL VERIFICATION ...... 39 12.3 PLANT MAINTENANCE RECOMMENDATIONS ...... 39 12.3.1 HEADWORKS ...... 39 12.3.2 ANAEROBIC SELECTORS ...... 39 12.3.3 GRAVITY THICKENERS AND SECONDARY CLARIFIERS ...... 40 12.4 SPECIFIC RECOMMENDATIONS FOR AL-ME’RAD WWTP ...... 40 13. SCHEDULE OF RECOMMENDATION'S IMPLEMENTATION ...... 42

Al-Me’rad/West Jerash WWTP Situation Analysis 5 LIST OF TABLES Table 1: WMI priority WWTPs for operational situation analysis ...... 10 Table 2. Al- Me’rad/West Jerash WWTP Design Loads (Including septage) ...... 12 Table 3. Al- Me’rad/West Jerash WWTP Design vs Current Loads ...... 13 Table 4. Design data for the three stages of the biological treatment ...... 14 Table 5. Al-Me'rad Al-Me'rad TP laboratory equipment...... 29 Table 7. Results of Hydraulic Capacity Evaluation ...... 35

TABLE OF FIGURES Figure 1. Communities served by Al-Me'rad Al-Me'rad WWTP ...... 12 Figure 2. Process flow diagram of Al-Me'rad Al-Me'rad WWTP ...... 15 Figure 3. Septage Receiving Station (spare odor control media in background) ...... 17 Figure 4. Construction of the Two Anaerobic Selectors and MOD ...... 19 Figure 5. MOD in Operation ...... 19 Figure 6. Centrifugal Blower for Aeration ...... 20 Figure 7. Secondary Settling Tank during Construction ...... Error! Bookmark not defined. Figure 8. Secondary Clarifier with Water Spray ...... Error! Bookmark not defined. Figure 9. Secondary Clarifier with Solids at the Surface and Floatable Solids at Weirs ...... Error! Bookmark not defined. Figure 10. Filters (Duckweed seen in the back two basins) ...... 22 Figure 11. Reuse Pumping Facility ...... Error! Bookmark not defined. Figure 12. Gravity Thickener with Floating Solids on Weirs ...... 25 Figure 13. Close Up of Weirs in Gravity Thickener ...... Error! Bookmark not defined. Figure 14. Drying beds during site visit ...... Error! Bookmark not defined. Figure 15. Centrifuge Dewatering Facilities ...... Error! Bookmark not defined. Figure 16. Odor control system serving headworks and septage receiving area .... Error! Bookmark not defined. Figure 17. Odor Control System Media in Super Sacks ...... Error! Bookmark not defined.

Al-Me’rad/West Jerash WWTP Situation Analysis 6 ACRONYMS Acronym Definition Acronym Definition AA Assignment Agreement ORP Oxidation Reduction Potential BCC Behavior change communication PAO Phosphorus Accumulating Organisms BOD Biological Oxygen Demand PWSC Protection of Water Supply Component CAS Conventional Activated Sludge RW Reclaimed Water COD Chemical Oxygen Demand SA Situation Analysis DO Dissolved Oxygen SPC Specific Conductance ET Equalization Tank TP Treatment Plant GOJ Government of Jordan TSS Total Suspended Solids HRT Hydraulic residence time TW Treated Water JOD Jordanian Dinars WAJ Water Authority of Jordan KPI Key Performance Indicators WMI Water Management Initiative MEA Modified Extended Aeration WSP Waste Stabilization Ponds mg/l Milligram Per Liter WUA Water Users Association MOD Modified Oxidation Ditch WWT Wastewater Treatment MWI Ministry of Water and Irrigation WWTP Wastewater Treatment Plant O&M Operation and Maintenance YWC Yarmouk Water Company

Al-Me’rad/West Jerash WWTP Situation Analysis 7 EXECUTIVE SUMMARY The Water Management Initiative (WMI) is a 5-year project to support the government of Jordan (GOJ) to achieve measurable improvement and greater sustainability of the water sector. This report is submitted under the protection of water supply component (PWSC). As part of the PWSC, WMI is working on improving wastewater treatment operation through identifying operational shortcomings and recommend interventions to optimize wastewater treatment (WWT), improve treated water (TW) quality and increase operational efficiency. This report presents the results of the detailed assessment of the current operational conditions of Al-Me'rad/West Jerash WWTP which is located in Jerash Governorate and operated by Yarmouk Water Company (YWC). The Al-Me'rad WWTP serves communities from Jerash municipalities: Sakib, Raymon, Alkitta, Nahla, Gaza Refugee Camp, Al Manshieh, and Al Hdadeh. The total number of served households by the end of 2016 were approximately 6,631. The Situation Analysis (SA) objectives are to improve the treatment plant (TP or WWTP) efficiency and to produce treated water of high quality such that it can be reused locally, as reclaimed water (RW) for agriculture, and/or be discharged to a wadi and ultimately reach King Talal Dam. The SA also lists intervention measures that WMI recommends be implemented in order to overcome obstacles facing the WWTP. Al Me'rad TP is playing a vital role in environmental protection and in producing reclaimed water (RW) which is used to substitute the water pumped out from the local ground water basin. The SA endeavours are to keep the treatment plant (TP) functioning as an environmental protection asset and a source of high quality RW. WMI believes that the primary challenges facing the WWTP at this time are as follows: - Out of order of process units (preliminary treatment, sludge treatment and disposal) - Out of operation of process unit (sand filtration) - Malfunctioning of the TP unit’s process (settling tanks) - Inadequate preventive and correction maintenance - Un operational equipment (Screens, blowers, mixers, instruments etc.) - Insufficient number of qualified, trained operators and un-skilled workers. - Unjustified High cost of treatment

The TP is currently under-loaded biologically and hydraulically, though influent BOD5 concentration consistently exceeds the design values. With some investment and given the right priority by the decision-makers, who are aware about the importance of this WWTP in protection of health, environment, and sustainability of water resources, the out-of-operation units could be put back into operation within a brief timeframe. This SA report suggests an immediate, short-term action plan as well as long-term plans for rehabilitation, renovation and expansion. The short-term plan deals with process units’ corrections/repairing and managerial improvements. The medium -term plan deals with returning processes units into service, correcting deficiencies caused by corrosion and lack of maintenance, and rehabilitating the existing facilities. The treatment plant expenditure is very high mainly due to electricity use (61%) and sludge transportation bills (20%). A sizeable reduction in both expenditures could be realized with very reasonable disbursements to fund equipment's repair and minor capital improvements. The annual

Al-Me’rad/West Jerash WWTP Situation Analysis 8 operational savings which could generated from these measures may offset some or all of the correction's expenditures. The immediate plan deals with maintenance of process systems, minimizing the cost of wastewater treatment and reducing the annual expenditures. This will focus on minimising power consumption and reducing sludge trucking costs by reducing the amount of liquid sludge that is hauled from the TP. The short-term plan deals with capacity building and operational problem solving. These will address operator training, staffing, and may include some capital expenditures to address required rehabilitation and upgrades of several pieces of process equipment. The medium-term plan deals with enforcement of the Jordanian by-law for reuse of the reclaimed water.

Al-Me’rad/West Jerash WWTP Situation Analysis 9 1 BACKGROUND The Water Management Initiative (WMI) works on providing the technical support to the water sector to improve efficiency and promote sustainability. Emphasis is given to strengthening preconditions to change, such as building service provider autonomy, increasing performance-based accountability, and moving toward commercialization at the service level, all enabled by strong public outreach. It is built on the understanding that transformational and sustainable change must originate from broad-based local support in a process owned by all relevant stakeholders. WMI has the following four components and primary activities include the following: • Water Supply Systems: Support development and implementation of a Performance Improvement Plan to improve YWC’s financial performance; support implementation of the IMF Structural Benchmark Action Plan to Reduce Water Losses; and support improvement of ZWA’s utility’s Key Performance Indicators (KPIs). • Water Conservation and Demand Management: Support GOJ to strengthen utility demand-side management and support behavior change communication (BCC) in the sector. • Water Sector Governance: Develop and modify utility Assignment Agreements (AA) to improve performance; support divestment of irrigation management to WUAs; develop and support an independent sector regulator; and support water sector strategic communications, advocacy, gender, and youth. • Protection of Water Supply: Develop a groundwater management framework; strengthen wastewater treatment performance and compliance; and improve water quality management. This report is prepared and submitted under the Protection of Water Supply component - improving wastewater treatment operation activity. WMI conducted several meetings with WAJ wastewater department to agree on the priorities for wastewater treatment plants (WWTPs) assessment. It was agreed that WMI to focus on the following WWTPs (Table 1) as those are the priority plants for WAJ:

Table 1: WMI priority WWTPs for operational situation analysis Treatment Plant Governorate Operation Responsibility 1. Al Ekader Mafraq YWC 2. Me’rad/West Jerash Jerash YWC 3. Wadi Hassan Irbid YWC 4. Fuhais and Mahis Balqa WAJ 5. Baqa’a Balqa WAJ 6. Wadi Al Arab* Irbid YWC 7. Jiza Amman Miyahuna 8. Madaba Madaba WAJ 9. Ma’an Ma’an WAJ 10. Shoubak Ma’an WAJ 11. Mansourah Ma’an WAJ *Was added by WAJ Assistant Secretary General after approving the Priority WWTPs

Al-Me’rad/West Jerash WWTP Situation Analysis 10 The WMI assessment approach is based mainly on the followings: 1. Collection and review of the operational data and effluent quality results 2. Review and assessment of the design and as-built drawing 3. Field visits and site verification 4. Discussions with concerned utility wastewater staff and TP operators 5. Carryout additional lab tests 6. Field verification and testing using portable measurement devices 7. Developed sizing calculations for most of the treatment process components using recognized well established international criteria for in wastewater treatment plants operation and design

WMI works with WAJ side-by-side in undertaking the Situation Analyses (SA) in developing the recommended interventions and is working with WAJ and the concerned utility to follow its implantation and determine impacts.

2 INTRODUCTION The Al-Me'rad WWTP is located at approximately: (coordinates removed). The plant is located southwest of the Gaza Camp approximately 58 km from Amman. The Construction of the TP was started January, 2008, completed in June, 2010 and was placed into service in 2011. The total cost of the TP was USD $ 13.5 million. Al-Me'rad TP is operated by the YWC and serving Gaza Refugee Camp, Sakep, Remoon, Ketteh, Nahla, Dhaher Es Saru, Amamah. Al-Manshieh and Al-Hadadeh (Figure 1.) Total number of houses connected to the network in 2016 were 6,033. Al-Me'rad WWTP was constructed to treat some domestic septage in addition to municipal sewage. The plant was designed to accommodate 2025 peak day flows as well as an additional 400 m3/d of septage. Table 2 lists the design parameters for the TP.

Al-Me’rad/West Jerash WWTP Situation Analysis 11

Figure 1. Communities served by Al-Me'rad WWTP

Table 2. Al- Me’rad WWTP Design Loads (Including septage) Parameters Influent Load 2025 Sanitary Flow (max month) 10,000 m3/d Peak Hydraulic Flow (dry weather) 625 m3/h Maxim hourly Flow (wet weather) 1,667 m3/h Influent BOD5 Load 7,660 kg/d Influent TSS Load 8,320 kg/d Influent BOD5 766 mg/L Influent TSS 832 mg/L Influent T-N 145 mg/l Influent T-P concentration 43 mg/l MM: AA* (Maximum Monthly/ Annal 1.10 Avenage Monthly)

Al-Me’rad/West Jerash WWTP Situation Analysis 12

The average of Al Me'rad wastewater influent was in 2012 about 2,300 m3/day, while the average daily influent in 2016 was 5,721 m3/day. The sharp increase of the flow was due to temporary diversion of flow originally destined for East Jerash WWTP’s while that treatment plant undergoes a renovation by USAID funded project. The average flow to East Jerash WWTP in 2012 was 3,333 m3/day. The upgrade of the East Jerash WWTP is scheduled to be completed within the next 1-2 years. Once this plant is recommissioned at full operating capacity, its original catchment’s areas flow will no longer be diverted to Al-Me’rad TP and it is expected that average flows to Al-Me’rad TP will drop to approximately 2012 levels. Table 3 compares the design criteria to 2016 loadings. The design flow of the units' process is shown in figure 2.

Table 3. Al- Me’rad WWTP Design vs Current Loads Parameter Design* Units 2016 Average Dry Weather Flow 10,000 m3/d 5,721 Max Month Flow (dry weather) 11,000 m3/d 6,264 Peak Day Flow (dry weather) 625 m3/h - n/d - Peak Hour Flow (wet weather) 1,665 m3/h - n/d - Influent BOD5 Load 8,000 kg/d 6,619 Influent TSS Load 9,000 kg/d 6,032 Influent BOD5 800 mg/L 1,157** Influent COD 1,400 mg/L 1,622** Influent TSS 900 mg/L 1,056** Influent T-N 150 mg/L 353** Influent T-P 45 mg/L - n/d - PM: AA (Peak Monthly/Monthly Annual 1.10 1.09 average) n/d - no data available ** Data values are unusual high, it more like septage concentration than urban sewage

Al-Me'rad TP is a contemporary facility with treatment processes to provide a high-quality effluent which can produce effluent that exceeds the requirements of the current Jordanian discharge standard, but requires daily attendance to the biological process and to the maintenance of the equipment. The treatment process is a type of Modified Extended Aeration (MEA) (Figure 2) configured as a Modified Oxidation Ditch (MOD) which has the capacity to provide nitrification/denitrification along with some phosphorous removal. The established design data for the three stages of the biological treatment are summarized in Table 4.

Al-Me’rad/West Jerash WWTP Situation Analysis 13 Table 4. Stablished design data for the three stages of the biological treatment Parameter Size Volume of anaerobic selector 2x450 m3 Total anaerobic HRT >1,5 hours Volume of anoxic denitrification zone 2x1400 m3 Volume of aerobic oxidation/nitrification zone 2x8600 m3 Total standard oxygen transfer capacity 1000 kg/d Number of duty blowers 2 Maximum air blower output. (normal Cubic 2x5000 Nm3/hr meter/hr.) 1.500 – 5000 Nm3/hr. Single air blower operating range 2x1170 m3 Secondary Clarifier

The TP process flow diagram shown in Figure 2 consists of the following basic features of the process units: - Inlet works, with screening and combined with aerated grit/grease removal - Septage disposal receiving station - Flow measurement control - Equalization tank - Anaerobic selectors - Secondary treatment based on MEA using OD and settling tanks. - Tertiary treatment (Rapid Gravity filtration and final chlorination) - Sludge treatment (Sludge thickening and dewatering by mechanical centrifuges) and sand drying beds WMI team visited the Al-Me'rad WWTP on three occasions: (1) October 19th, 2016, (2) January 17th, 2017, and (3) May 17th, 2017. All observations and recommendations in this SA are based on information collected during these site visits, along with any historical data that was made available to the WMI by YMC and WAJ.

Al-Me’rad/West Jerash WWTP Situation Analysis 14 1665 m3/h Sew age Return sludge INL ET 100 m 3/h or reject w ater WORKS Polluted storm w ater recycle to treatm ent

PRET REAT M ENT BAR SCREENS PRET REAT M ENT GRIT CHAM BERS

1000 m 3/h Ove rflow (1665 m3/h for emergency only) Works

EQUALIZATION 333 m 3/h 333 m3/h TANK (+ 50 m3/h (+ 50 m 3/h overdesign) overdesign) Safety Overflow to Zarqa River

ANAEROBIC SEL ECT ORS

315 m 3/h

315 m 3/h

700 m3/h 700 m3/h (m ax) (m ax) 630 m 3/h MODIFIED OXIDATION DITCHES

RETURN SLUDGE PUMP STATION SECONDARY FLOW SURPLUS SLUDGE DIV IDING BOX PUMP STATION To sludge treatment line 630 m3/h

SECONDARY CLARIFIERS

383 m 3/h 383 m3/h max max To local reuse

765 m3/h 765 m3/h max m ax

GRAV ITY CHLORINE To Backw ash FILTRATION DISINFECTION Zarqa River w ater to equalization tank TERTIARY TREATM ENT

Figure 2. Process flow diagram of Al-Me'rad WWTP

Al-Me’rad/West Jerash WWTP Situation Analysis 15 3 TREATMENT PLANT FACILITIES 3.1 Pre-treatment 3.1.1 1nlet Works According to design report an overflow weir is installed downstream the grit chamber. It is suitable for diverting the flow in excess to Dry Weather Peak Flow, namely a flow of 175 l/s (15,120 m3/d) in normal operation. The whole flow of 460 l/s (39,744 m3/d) could be diverted in emergency conditions, i.e. if and when it is necessary to divert the whole of the flow to the Equalization Tank. Such flow according to the Figure two can't be handled by the subsequent units, the maximum capacity (ceiling) which could be handed (treated) is 18,360 m3/d (212 l/s), because any quantity above this figure is exceeding the maximum capacity of the Anaerobic selectors (19,344 m3/d) and the other succeeding units (Secondary clarifiers, Sand filters, Chlorine contact basin 18,383 m3/d.) therefor in future if the ET will be operated to consider this TP's limitation. 3.1.2 Coarse and Fine Screens The TP is provided with two coarse screens to protect downstream units from large objects. They are manually cleaned. The coarse screens have a 60o slope angle and 75-50 mm bar spacing. There are two mechanical and one manual (bypass) fine screens that can handle the maximum hourly design plant flow 1,665 m3/h. A building, enclosing all the equipment and provided; with lighting, ventilation, odor control, and electrical supply. During site visits, the odor control system was not operating. Replacement media for the odor control system was stacked outside in its original “super sack” packaging. The mechanical screens appeared to be in need of thorough cleaning and maintenance and were not being operated at the time of the site visits. Subsequent discussions with WWTP engineers indicated that the reason the screens were not being operated because historically the plant apparently receives substantial increases in grit and other non-volatile solids during the winter months, which tend to overwhelm the screening system. It is WMI’s recommendation that the mechanical screening system be cleaned and put back into service as soon as possible in order to prevent the oxidation ditches from filling up with too much non-biodegradable material. 3.1.3 Aerated grit and grease channels for sand and grease removal Grit represents a problem when dealing with sewage mixed with storm wastewater, since the latter carries large quantities of grit. Nevertheless, even sewage from separate sewers (as in Jordan) may carry grit; at the same time, floating contaminants (oil and grease) in the form of scum are present as well. Third, the longer sewage residence time in a sewer, the lower its oxygen content; sewage arrives, often, to the treatment plant in septic conditions. The Al-Me'rad WWTP pre-treatment units are designed to achieve the following three tasks, namely - to remove grit with suitable efficiency; - to remove some floatable materials; - to re-establish some amount of dissolved oxygen (DO) in sewage through bulk aeration An overflow weir installed downstream the grit chamber for diverting the flow in excess to Dry Weather Peak Flow, namely a flow of 175 L/s in normal operation. For flexibility, the entire flow of 460 L/s may be diverted around the aerated grit process in emergency situations, i.e. if and when it is necessary to divert the whole of the flow to the equalization tank. During the site inspection visits, both the grit and mechanical screen systems were offline. The grit basin was empty and the entirety of the influent flow was being diverted around it. WMI recommends

Al-Me’rad/West Jerash WWTP Situation Analysis 16 that the operators check all components of the grit removal system for wear, carry out proper preventative and/or corrective maintenance, and put the grit system back into operation. Excess grit buildup in the secondary treatment process' units can eventually damage or reduce the efficiency of fine bubble diffusers in the oxidation ditches. Therefor it recommended in addition of maintaining the unit to expand headworks in the future to include a second channel of screens and grit removal; as it is usually preferable that plants receiving substantial amounts of grit as the case in AL Me'rad TP should have at least two chandelles equipped with mechanically cleaned grit removal units, with provisions for bypassing. 3.1.4 Septic Tank Waste Receiving Station The TP was designed to receive a maximum quantity of septic tank waste of 400 m3/d. The receiving station (Figure 3) consists of the following parts: - One concrete receiving pad with several square inlets covered by simple grating. - A paved area for discharge of road tankers; this area allows simultaneous presence and operation of 5 (five) tankers as a minimum. - One septage pump station (1 centrifugal duty pump + 1 standby pump installed in a dry well), capacity of each unit is 20 m3/h.) According to plant staff, this septage station has never been operated since it was first commissioned.

Figure 3: Septage Receiving Station (spare odor control media in background) 3.1.5 Equalization Tank (ET) The ET is a 2,500 m3 concrete basin designed to hold a flow in excess to Peak Dry Weather Flow (625 m3/h) for, at least, the first 2 hours of excess flow at Peak Hour conditions. The flow to the equalization tank controlled by using an overflow weir installed after the grit chambers. Return of the wastewater to treatment is supposed to be made by pumping during low flow periods. Since the WWTP remains hydraulically under-loaded, operators currently do not utilize the ET.

Al-Me’rad/West Jerash WWTP Situation Analysis 17 3.1.6 Flow Measurement Measurement of the flow conveyed to the secondary treatment is provided by Parshall flume installed downstream of the grit removal unit and of the ET overflow. A non-contact flow measuring device provided is ultrasonic flow meter. Per the TP’s Preliminary Design report, the Parshall flume throat width is suitable to measure flows up to 1,000 m3/h. If the operators are not currently aware of this limitation in flow measurement, they should be instructed in recognizing peak flow situations. WMI recommends no additional actions for the Parshall flume except that a plan should be prepared to divert the influent to the ET in times of high flow events which is exceeding the maximum hourly design flow. 3.2 Secondary Treatment The characteristics of Al-Me'rad TP extended aeration biological process is similar to the conventional activated sludge (CAS) process except that they operate in the endogenous phase of the microorganism’s growth curve that requires low organic loading and long detention time. This extended aeration processes do not require primary settling tanks. The process operates at a relatively low F/M ratio (0.1 kgBOD5/kg/d approximately), high solids retention time (SRT) and with a Mixed Liquor Suspended Solids (MLSS) concentration of 3,000 – 5,000 TSS/ mg/L, resulting in a condition where the system lacks enough food to support the present microorganisms, which forces growing microbes to consume more of the decaying biomass. The overall secondary treatment process includes traditional BOD5 removal as well as nitrification, denitrification, and phosphorous treatment. Based on 2016 average BOD loadings, the WWTP is currently operating at an F/M of about 0.1-0.2 day-1 (depending on the MLSS concentration).

The Al-Me'rad TP uses a modified oxidation ditch (MOD) system. The MOD process (Figures 4 and 5) is characterized by three zone-process: - Anaerobic zone: In this zone the influent and recycled mixed liquor blended in this zone under anaerobic conditions which promotes the growth of phosphorous accumulating organisms (PAOs). These microbes take up ready-biodegradable carbon substrates (volatile fatty acids) and release inorganic phosphorus. Later in the anoxic and aerobic zones, PAOs will switch to the “luxury uptake” metabolic mechanism. - Anoxic zones: through typical denitrification, microbes in this zone convert nitrate to nitrogen gas and remove additional BOD. - Aerobic zone: oxidation of biodegradable organic matter and ammonia nitrification takes place in this zone. Nitrate generated in this zone is recycled back to the anoxic zone to be converted to nitrogen gas. Additionally, PAOs utilize internal energy stores to grow and take up more phosphates (PO4) from the mixed liquor than what was initially present at the head of the aerobic zone. This “luxury uptake” generates new PAO biomass that contains high concentrations of stored phosphorus. By simply wasting settled solids from the activated sludge system, as the WWTP normally would, phosphorus is removed from the entire process. Both the anoxic and aerobic zones are present within different portions of each oxidation ditch. Aeration is provided with fine-bubble diffusers throughout the straight-run portions of a ditch. As in other biological nutrient removal (BNR) process configurations, aerated and thus nitrified mixed liquor must be conveyed to the anoxic zones at a relatively fast rate (1 to 4 times the influent flow rate.) In the oxidation ditch this is done via submerged axial mixers at two locations in the oxidation ditch. WWTP operators indicated to WMI that portions of the ditch immediately adjacent to the mixers do not contain diffusers because the mixer current power can potentially damage diffuser headers.

Al-Me’rad/West Jerash WWTP Situation Analysis 18

Figure 4: Two Anaerobic Selectors and MOD during the construction

Figure 5: MOD in Operation Process air in the oxidation ditches is provided by 4 multi-stage centrifugal blowers. Oxygen concentration within the aerated zones is monitored by 3 DO instruments probes in each oxidation ditch. According the installation setup only two blowers can me operated simultaneously. Since the WWTP is equipped with a SCADA system, it was designed to operate the blowers based on a DO concentration set point (as monitored by the DO sensors). However, at the time of the WMI site visits, the blowers were all being operated based on manual input (timing set by operators), rather than automatic control. WMI recommends that wherever possible, DO sensors should be repaired, recalibrated and the blowers should be switched to be operated based on DO signals from these sensors. During the last inspection visit; three sensors were not in place and other three required maintenance and calibration. The SCADA monitor showed two reading of DO, one reading was 1,87 mg/l and the other one was 6.79, both reading supports what is stated above. The SCADA monitor also confirmed that the two mixers at the anaerobic zone are out of operation and there is one in anoxic zone and one in the aerobic zone are out of operation.

Al-Me’rad/West Jerash WWTP Situation Analysis 19

Figure 6: Dismantled Blower during the second investigation field visit The effluent from the aeration tanks Mixed Liquor (ML) is conveyed to the settling tanks (Figure 7) where the liquid can settle and the clarified effluent flows over the weir to the inlet of the tertiary treatment. Settled sludge is recycled to the aeration tanks (anoxic and anaerobic zones) and the surplus sludge is pumped to the gravity thickeners using submersible pumps. At the time of WMI’s second site visit and the third visit, all three clarifiers were operating with temporary setup for water sprays that were added by the operators presumably in order to reduce scum buildup on the clarifier surfaces. These measures were not implemented during the first WMI site visit.

Figure 7: Secondary Settling Tank during Construction Despite continuous water spraying, it was evident that a considerable amount of solids was still making its way to the surface of the clarifier and going over the weirs. Spaces between the baffles and the weirs of the clarifiers were largely filled with floatable solids and flow distribution across the entire weir was uneven. In numerous places, dried sludge solids were present at the v-notch weirs, indicating

Al-Me’rad/West Jerash WWTP Situation Analysis 20 that solids carry-over has been a persistent issue for this facility at all three clarifiers, as shown on Figures 8 and 9.

Figure 8: Secondary Clarifier with Water Spray (second trip)

Figure 9: Secondary Clarifier with Solids at the Surface and Floatable Solids at Weirs

It is unclear exactly why the clarifiers are so inundated with floatable solids but one likely reason is the lack of grit separation upstream of the secondary process. In some sections of the clarifiers, floatable solids visually appeared to contain an abnormally high amount of large, grit-type, inorganic solids. This can likely be addressed by returning the aerated grit basin to service because the

Al-Me’rad/West Jerash WWTP Situation Analysis 21 preliminary treatment system helps remove both settleable and floatable non-volatile solids. Beyond this preventive measure, WMI would recommend that operators take the time to manually clean out each of the clarifiers' surfaces from any biological or inert solids that have accumulated there. This would include all of the scum boxes, baffles, v-notch weirs, cement broad-crest weirs leading into the launders, and the launders themselves. Additionally, the scum collection system should be carefully inspected, cleaned out, and repaired (if necessary). The water sprays currently employed are only a mildly-effective, temporary measure that does not address the root causes of the floatable solids problems in the clarifiers.

3.3 Tertiary Treatment (TT) 3.3.1 Sand filters The TT process consists of rabid sand filtration and final chlorination. Filtration removes additional suspended solids that do not settle in the final clarifiers. Filtration is generally beneficial in reducing bacteria content, since most part of secondary effluent microorganisms have a tendency to concentrate in residual solid particles. A reduction in bacteria content up to one order of magnitude can be obtained in filtered effluent.

The TP is equipped with six gravity Rapid sand filters (SF). Each filter structure consists of a rectangular concrete basin containing filter media, i.e. sand and three layers of gravels, fine on top and coarse at the bottom, a bottom pipe system for filtered water collection, backwash system, and other appurtenances, as shown in Figure 10.

Figure 10. Filters (Duckweed seen in the back two basins)

In the original design, filtration was provided to be an efficient means of helminth eggs removal. However, this process leaves the eggs concentrated in solid matter particles that will be moved out with the backwash water and will remain accumulated in the plant, since the filters' backwash water is recycled to the secondary treatment system.

At the time of the investigation site visit, the filters were not in use. Also, portions of the filtration basin that contained standing water or served as “dead ends” in the flow path had a considerable

Al-Me’rad/West Jerash WWTP Situation Analysis 22 surface cover of duckweed, algae, mixed liquor floatable solids, or a mixture of all three. It is recommended that if the staff do not intend to operate the SF anytime in the near future, all portions of the SF basin system holding still water should be drained using if possible the bottom gate valve or sump pumps and left it dry. Additionally, “dead end” portions should be cleaned out using a vacuum hose truck or similar means.

3.3.2 Chlorination unit As the filtration is not on operation the secondary effluent is sent to a chlorine disinfection process using chlorine gas cylinders as the source for disinfectant. The gas is mixed with carrier water and the solution is added to the effluent flow ahead of the chlorine contact chamber, where the effluent is held for a sufficient time to allow enough contact time with the chlorine, thus adequately disinfect the water, thus reducing the quantity of potentially pathogenic organisms. The chlorinator installation is rusted with no kind of online mean to know what dose is used (Figure 11). It is recommended to use about 8 mg/l as dose or a dose to insure residual of 0.5 mg/L. There is no chlorine analyzer is working in the TP; the residual chlorine measurement can be done only in lab, by the lab technician. During the third visit by the request of WMI expert, the residual was checked and it was found to be 0.8 mg/l. There was no Standby equipment available to replace the unit during shutdowns. Respiratory Air-Pac protection equipment was not available. Three empty one ton cylinders were placed under the sun.

The head of the chlorine contact basin contained a sizeable amount of white, floatable solids which dissipated in quantity down the length of the basin. These oxidized solids are likely the result of excess TSS carryover in the secondary clarifiers.

Figure 11: the rusted chlorine installation

Al-Me’rad/West Jerash WWTP Situation Analysis 23 3.4 Final effluent reuse arrangements After disinfection, the effluent flows to an irrigation holding tank where local users with pumping systems use the water for irrigation. Although this arrangement is convenient for local agricultural users, and is employed at various other Jordanian WWTPs, it also shares the same, commonplace challenges. Pumps of different type, capacity, head, and condition are used, often with leaking connections and corroded components. Electrical service is connected in a disorganized manner which increases risk of electrocution to laborers and operators in the vicinity. The pumps' arrangement of using irrigation RW for irrigation need to examined for minimizing the risk of electrocution and improve the power consumption by improving the pumps' efficiency. Not used water is sent to irrigation is discharged to the Zarqa River. The effluent pumping facility is shown in Figure 12.

Figure 12: Reuse Pumping Facility

3.5 Sludge Treatment Excess biological as well as inorganic solids originating from the secondary treatment system are handled at the Al-Me'rad WWTP using the following process systems: - Gravity thickeners: two gravity thickeners with a diameter of 12 m (each thickener with capacity of 340 m3) are used to decrease the moisture content of waste sludge from secondary treatment. Afterwards, the thickened sludge is envisaged to be conveyed to either mechanical centrifuges or sludge drying beds. The thickeners are not designed to handle grit except in limited situations where the preliminary treatment system must be bypassed. Decanted liquid from the thickeners is collected and transferred to the head of the treatment process; Figures 13 and 14. 3.5.1 Sludge drying beds Seven (7) drying beds with a total area of 4,480 m2 are used to receive sludge during the summer season (see Figure 15). The dimension of the bed is 40 mX16 m. Such long dimension could be one the reasons of inefficient operation of these beds, due to high percolation in the first portion and concentration of the sludge at the end portion which could prevent the normal sludge's moving to the end portion of the drying bed. Normally the maximum recommended length is 30 meter (Metcalf &

Al-Me’rad/West Jerash WWTP Situation Analysis 24 Eddy.) Therefore, it is recommended to partitioned beds into individual beds by 6 m wide by 6-30 m long or as operation practice will dictate. 3.5.2 Mechanical dewatering Two mechanical centrifuge units sized for 100% of the estimated maximum week sludge load. This system also includes a dry-polymer feed unit to improve sludge cake output. All the equipment within the dewatering building has not been in operation for several years.

Figure 13. Gravity Thickener with Floating Solids on Weirs During first two WMI site visits the gravity thickeners appeared to be operating poorly. The top surface of the thickeners was covered in a layer of old, solids that is approximately 100 mm thick. Some decant flow is still flowing underneath the floating solids cap over the v-notch weirs but it is clear, that dried solids on top of the thickener and weirs are impeding uniform flow and contributing to carryover solids within the decant. It is WMI’s recommendation that the top portions of the gravity thickeners be manually cleaned out completely. The condition in the third investigation trip improved slightly by removing some of the top scum layer from the thickeners

Figure 14: Blockage weirs in gravity thickener

Al-Me’rad/West Jerash WWTP Situation Analysis 25

Figure 15: Drying beds during first two site visits The TP was designed to process all or nearly all thickened sludge through the centrifuge dewatering system. Figure 16 shows one of the dewatering centrifuges. According to operators, this system was in service for a year or even less when it stopped functioning. It was pointed that the presence of hydrogen sulfide in the incoming thickened sludge and dewatered dry cake accumulated within the centrifuge room and corroded all electrical contacts within the building. These anecdotal reports should be verified by an electrical engineer and, if confirmed, the centrifuge company (Alfa Laval) should be contacted to determine the cost and scope of a replacement for all damaged electrical components. It is possible that the Heating, Ventilating, and Air Conditioning (HVAC) of the centrifuge room was not adequately designed or maintained to prevent corrosive gases from building up within the operating space. If this is the case, the electrical assessment of the centrifuge room should also include a thorough review of the HVAC system and its operability. Repairing all the damaged components and modifying the HVAC system would likely constitute a substantial improvement, but this action is critical for reducing the cost of the quantity of sludge final disposal and improving process efficiency which both are the main facility’s operating goals.

Al-Me’rad/West Jerash WWTP Situation Analysis 26

Figure 16: Centrifuge Dewatering Facilities Presently, all thickened solids bypass the centrifuge building and flow by gravity to the drying beds. These beds were designed to only act as a temporary dewatering solution during periods of centrifuge system downtime. All seven drying beds are being used for dewatering purposes and the remainder of the thickened sludge is taken offsite by a contracted pump truck operator and ultimately disposed of at the Al Ekader septage receiving facility. According to the plant staff, dewatering performance of the sludge drying beds appears to be lower than expected and this could be due to improper commissioning of the bed material during plant start up or in proper operation. The plant appears to have a small front-end loader on site, which could be used for emptying the drying beds and stockpiling the dried sludge solids, before they are picked up for landfill disposal.

The drying bed dewatering solution has been adequate for the facility’s present needs but improving their efficiency is vital. WMI recommends that TP management invest in a rehabilitation of the centrifuge dewatering system to reduce long-term plant operating costs. It is also recommended to clean all dry-beds and to check their efficiency and to carry out the required improvements if deemed necessary.

3.6 Support Systems 3.6.1 Odor Control System The odor system designed to collect air from septage station and headworks and to pass it through media to remove the odor. The unit was designed for odour removal efficiency of H2S removal not to be less than 98% where inlet concentration could reach 15 ppm.

At the time of WMI first site visits the unit was reported to be out of operation for the last 4 months. The odor control system is shown in Figure 17. Replacement media for the odor control system is currently being stored adjacent to the headworks area in large supersacks, as shown on Figure 18. It is recommended if the preliminary treatment units and Septage receiving station were put back in operation to activate the Odor control unit.

Al-Me’rad/West Jerash WWTP Situation Analysis 27

Figure 17: Odor control system serving headworks and septage receiving area

Figure 18: Odor Control System Media in Super Sacks

3.6.2 Laboratory The TP is furnished with a laboratory capable of performing the required operational and performance testing. Table 5 is a listing of the available equipment as reported by the Plant’s manager. There is one lab technician in the lab who can provide analytical support to the operators.

Al-Me’rad/West Jerash WWTP Situation Analysis 28 Table 5. Al-Me'rad TP laboratory equipment SN Devise name Number of tests/use Type of test Units #

1 Scales 3Kg and 150 grams As needed (AN) Weighing samples 2

2 Thermometer Daily Measuring Temperature 1

3 Microscopes Daily Bacteria examination 1 4 Distilling devise AN Producing distilled water 1

5 Desiccated furnace 105oc Daily TSS 1

6 Burning furnace 550oc Three times per week VSS 1

7 BOD5 Incubator Two times per week BOD5 1 8 COD Photometer Three times per week COD 1

9 DO Meter Daily DO 2 10 COD Three times per week COD 1 Reactor 11 CL2 Photometer Daily Chlorine residual 1

12 pH Daily pH measurement 1 Meter 13 Heating and mixing devise Daily Preparing samples 1 14 Air sucking pumps Daily TSS 1 15 Refrigerator Daily Keeping samples 1

From the elaboration mentioned-below it can be concluded that there is a need for instrument calibration and the adaptation of Standard Methods for testing and sampling. Also, there is need for testing the health aspects parameters as required per Jordanian Standards (Annex A).

Al-Me’rad/West Jerash WWTP Situation Analysis 29 4 GENERAL OBSERVATIONS The WMI team identified the following observations in the Al Me’rad TP which need to be considered for further actions by YWC. These observations can be categorized as physical limitations, such as broken equipment or administrative-related, such as inadequate staffing or commitment of resources. 4.1 Treatment Units • The septage receiving station is not used. This result that the facility does not have control over the discharge of septage into the system. The characteristics of the influent sewage, showed very high concentrations of BOD and NH3, it is apparent that septage and other illegal discharges (Olives press residual, dairy factory residuals, etc.) is being dumped to the sewer network. It is likely that these discharges are done by septage haulers who dump truck loads into manholes in the collection system. This is a problem for several reasons. o First, discharge to a TP is supposed to be controlled by WAJ Instruction No. 4, issued in1989 - Instructions and Conditions for Septic Tanker Operations. Key duties, responsibilities, and restrictions on septic tanker operators include: • Keep daily records of quantities, locations pumped from and number of trips • No disposal of industrial discharge at TPs • Registration at specific TP required along with security deposit and dumping fees, dumping is allowed only at specified WWTP with evidence of payment of monthly fee or registration and inspection can be done by Septage Monitors • Must notify WAJ if stops working or changes location o Second, if septage is not discharged at the WWTP, the potential revenue source is not available. Thus, WAJ is not being adequately compensated for services. o Third, the TP loses control of the discharge and loadings at the WWTP which can cause operational problems. • The management at the YWC and Al-Me'rad TP do not appear to be aware about this issue, though it is likely a cause of the high treatment loadings and is reducing the revenue. It is highly recommended that WAJ/YWC to operate the septage receiving station and initiating an adequate tariff as soon as possible. • Many of the tanks at the TP are covered with a thick layer of scum and foam, the TP's control of the foam and scum are inadequate.

4.2 Administrative Concerns • O & M staff: The TP does not have adequate cadre for O&M, there was no single electrician or mechanics within the treatment plant staff, which resulted in lack of maintenance, both preventive and corrective. The program of Lockout /Tag out and O&M log are not instigated. There is high concern of the preventive and correction maintenance program keeping in mind there is no central workshop at YWC to deal with TP equipment preventive & predictive and correction maintenance.

The registered available staff during WMI field visits as following: - 1. one engineer (Head of section/responsible for the TP and sewer pumping station) 2. one Plants' superintendent (responsible for the TP and sewer pumping station)

Al-Me’rad/West Jerash WWTP Situation Analysis 30 3. one laboratory technician 4. One worker 5. Six operators

The main concern is insufficient qualified, trained operators and un-skilled workers. Incorrect allocation of hours work and clear responsibilities. None of the above staff is certified in his occupation or even attended any training in his field. The above cadre is not including all required occupations (electricians, mechanics, drivers, etc.) to run the TP.

The reason behind having six operators is due to modality of their work, which is each one is working 24-hours contentiously (non-stopping) and having after that 3-days off.

It is of high priority to enforce the TP's cadre with all necessary occupations including unskilled labors, and abandon the 24-hours day work for the operators and to limit working hours to 8 hours, because first this against the Work and Labour Jordan's laws and it is impossible that a human can contentiously be alert in his work for 24 hours.

• The general condition of facility is poor; in spite, it is underloaded and has been in service for approximately only for about six years. There is no operational manual available at the TP. It is preferable to provide the TP with up to date O&M manual.

• Lack of safety equipment. It is suggested to provide the below list of safety equipment to all wastewater facilities: 1. Detection equipment (for gases and oxygen deficiencies) 2. Respirators self-contained breathing apparatus (SCBA) packs for oxygen deficiencies) 3. Safety harnesses, lines and hoists 4. Proper protective clothing, footwear and head gear 5. Ventilation equipment 6. Non-sparking tools 7. Communications equipment 8. Portable air blower 9. Explosion-proof lantern and other safe illumination 10. Warning signs and barriers 11. Emergency first aid kits 12. Proper fire extinguishers 13. Eye wash and shower stations (there was one, but it is wrecked) 14. Safety goggles for work in laboratories and other dangerous areas Figure 20 wrecked Eyes and Shower in front of chlorination unit 4.3 Status and Interventions taken between the investigation trips During the period of end of January 2017 and end of May, YWC implemented some of the recommendations as result of presenting the preliminary finding lecture given by WMI in February 2017 after the second field trip investigation. These could be summarized as following: - 1. Some drying beds were cleaned and used, which reduced the cost of liquid sludge hulling 2. The two damaged blowers were maintained and ready to operated, just required to install temperature censer

Al-Me’rad/West Jerash WWTP Situation Analysis 31 3. The grit removal was maintained and put back on operation, but the screens were reported that was maintained but again were braked down. 4. Most of the scum layer over the settling tanks and sludge thickeners were removed. 5. YWC manager of wastewater treatment plant directorate stated that a request for proposal was issued to repair damaged sludge centrifuges. A contractor was in the TP's site to evaluate the extend of damages. 6. Two additional workers were added to the staff. However, there is a need to increase the labour force to cope with the require works

Al-Me’rad/West Jerash WWTP Situation Analysis 32 5 TREATMENT PLANT PERFORMANCE Quality Analysis The table shows the results received from WAJ for the year 2016.

Parameter BOD5 COD TSS TDS NH4 NO3 T -N P- PO4 E. coli mg/L MPN/100 Unit mg/L mg/L mg/L mg/L mg/L mg/L mg/L ml Permitted limits to discharge to wadis according to Jordan standard Month 60 150 60 1500 - 80 70 15 1000 1 11 90 25 1188 54.9 0.83 69.59 <0.3 4.5 2 12 54 24 1234 0.4 1.48 8.8 <0.3 <1.8 3 14 54 49 1370 16.1 0.9 43.96 0.37 4.5 4 34 140 75 1612 25.7 1.01 50.31 64.17 <1.8 5 8 38 27 1594 19.0 0.86 8.24 3.4 <1.8 6 27 69 10 1686 28.9 1.57 NA 7.96 <1.8 7 9 56 10 1730 12.7 2.02 21.19 6.33 1600 8 9 91 16 1696 9.5 1.66 23.92 5.65 230 9 12 139? 33 1786 0.70 1.93 11.84 <0.30 4.5 10 19 51 11 1908 5.1 19.96 NA NA <1.8 11 11 60 31 1782 <0.2 <0.25 NA NA 1600 12 21 65.5 48.5 1368 6.75 2.35 8.05 13.7 <1.8 NA= Not available

1. WMI has ignored the tests' results of the TP's laboratory since the tests are not subjected to the quality assurance/quality control and not analyzed according to the standard methods, and all samples are grab samples which are not presenting the actual TP's performance. 2. Colored number in red where the TP has violated the Jordanian standard for discharging to wadi. 3. The TDS is unusual high for demotic wastewater and the TP is not designed for its removal, so it is recommended to investigate the source discharge of high TDS and to enforce the pretreatment ordinance. 4. By request of WMI three composite samples collected grab on two hours' interval bases in November 2016 showed that the average influent BOD5 is 1131 mg/L which could indicate septage discharge to the TP. The average influent BOD5 during the period of 2016 was 1143 which is comparable to the previous result. 5. The frequency of sampling by WAJ laboratory is two sample per month and the sample type is grab. The site parameters testing is supposed to be done by TP's lab 6. According to the Reclaimed Domestic WW (8930/2006 standard) the frequency of routine tests to be taken and analyzed by Operating Agency (WAJ/YWC) comprise the following: - • T-N, NH4, TSS, COD, T-N, NH4, TSS, COD, BOD5, NO3, the frequency of sampling is 8 composite samples per Month. • pH, DO, RCl2, Turbidity, Temperature 3 grab samples per day. These parameters are handed by TP lab. • Intestinal Helminthes Eggs 2 composite samples/month. • Escherichia coli 4 grab samples/month

It is highly recommended that WAJ/YWC to adhere to the reuse standard otherwise this could be considered as violation of the bylaw.

Al-Me’rad/West Jerash WWTP Situation Analysis 33 Equivalent Hydraulic Capacity Characterization

The evaluation of a facility can’t be limited merely to historic or present-day treatment performance but also its capability to adjust the process to suit changing operating conditions. For this purpose, WMI team reviewed the facility’s design drawings and design report, and then developed sizing calculations for most of the treatment process components (Annex B.) This sizing information was combined with current operating conditions and evaluated against typical design factors in well-known engineering literature. The result is a measure of how each treatment process at the facility contributes to or constrains the plant’s hydraulic capacity.

No electronic or hard copies of design drawings for the Al-Me'rad plant were available during WMI’s site visit but engineers took pictures of the most relevant drawings and created a design basis spreadsheet using the specified basin and equipment dimensions. Additional plant information was gathered from the design report documents (in electronic form). This sizing approach is not a perfect representation of the existing system since: 1) it is not based on as-built dimensions, 2) some dimension callouts were not resolved clearly in pictures of the drawings, 3) some volumes were estimated using basic geometric methods that calculated the majority of available volume but eschewed small design components that would have little effect on the overall volume, 4) some dimensions were not explicitly called out on the drawings and had to be scaled relative to explicit dimensional distances, and 5) modifications have been made during the plant’s operating lifetime that were not reflected on the drawings and this had to be estimated from pictures and other data based on WMI’s team best engineering judgement. Nevertheless, the sizing developed as part of this exercise should be a close enough approximation of real-world conditions to allow for a high-level capacity evaluation.

Full sizing information used to evaluate the plant’s capacity and treatment capability is available in Annex B. Operating volumes and other dimensions were input into a hydraulic capacity evaluation worksheet WMI had developed for previous plant performance evaluation studies. These inputs are shown in the first part of annex B , along with current operational data and pertinent typical engineering design factors for wastewater treatment facilities similar to Al-Me’rad. The second part of Annex B shows how these input parameters can be combined to estimate operating capacity of each major component within the mechanical treatment process. It is important to evaluate each of these system components on a uniform basis to determine where the treatment process may be constrained or underused. The approach used here converts all of the design components to an equivalent hydraulic capacity measured in cubic meters per day. This is largely reliant on relating current operating conditions and process sizing to standard engineering design factors. In the absence of current operational or historic data, the engineer’s best estimate was used. Some input parameters are worthy of special mention.

Aeration capacity was assessed based on primarily on typical design factors for diffused aeration with mechanical mixing. This was used to determine hydraulic capacity based on how much of a BOD load could be supported based on the amount of oxygen the aeration system supplied. Biological oxygen uptake requirements depend on influent BOD, ammonia-nitrogen (nitrification), denitrification capacity, and wasting rate.

Al-Me’rad/West Jerash WWTP Situation Analysis 34 Capacity Evaluation Results and Discussion

Table 7 shows the summary results of the hydraulic capacity evaluation. These values represent the equivalent hydraulic plant capacity compared to the plant’s rated hydraulic design capacity of average 10,000 m3/day. Table 7. Results of Hydraulic Capacity Evaluation Plant Flow Limiting Factor Parameter m3/day Headworks – Bar Screens 45,063 -none- Headworks – Grit Chamber 24,424 HRT Anaerobic Process 14,400 Debris cap. 2,569 (one blower) Blowers cap. 7800 (3 blowers on Oxidation Ditch operation) Secondary Clarifiers 10,315 Surface Area Sand Filters 14,515 Load rate (“C” X “T”). (mg- Disinfection 19,467 min/L) Thickening 9,880 RAS conc. Centrifuge Dewatering 7,702 Solids conc. Drying Beds 2,345 Surface Area

The most limiting factor to the plant’s capacity appears to be the drying beds, which is understandable keeping in mind that they were designed to only sludge dewatering by means of drying beds to treat 30% of the sludge and dewatering by centrifuges to treat 70% of the sludge. This constraint would be lifted as soon as the centrifuge system is placed back into operation. The second-most limiting design element of the treatment facility is the oxygen transfer capability. This is the most notably related to the number of blowers available for operation. At the time of the Second WMI’s site visit, only one of the blowers was operating, and the hydraulic capacity was calculated based on this factor (maximum blower output of 5,500 Nm3/h). If all four blowers were in operation, the treatment plant’s oxygen transfer hydraulic capacity would likely increase to about 10,400 m3/day, meeting the plant’s average hydraulic design flow capacity. (while the design report stated that number of operating blowers are 2 duty + 2 standby), it is therefore critical that all of the blowers be kept all the time in good condition and put into service as quickly as possible to match the working biological load. While the plant can sustain operation using hauling liquid sludge– albeit at an operating cost – blower availability is directly proportional to the plant’s treatment capacity and is the principal means by which the plant can meet its effluent discharge limits.

Other equivalent hydraulic capacity limits are largely dictated by the relationship of current operating data and equipment capacity to typical values for respective engineering design factors. For example, the aeration system F/M capacity is based on a typical design parameter of approximately about 0.18 day-1 (0.1 kgBOD5/kgVSS/d), and a mixed liquor concentration of 5,000 mg/L (with a Mixed Liquor Suspended Solids (MLSS) concentration of 3,000 – 6,000 mgTSS/l). If the MLSS is raised to 6,000 mg/L (a typical upper limit for oxidation ditch systems) or the F/M design factor changed to 0.22 day-1, then the equivalent Aeration System F/M hydraulic capacity would increase above 8,300 m3/day.

Beyond these F/M limits, the facility appears to be additionally constrained with regards to Activated Sludge Space Loading which yields an equivalent hydraulic capacity of 6,322 m3/day at a respective design factor of 400 kg BOD/day/1000 m3. However, this is typically very conservative design criteria

Al-Me’rad/West Jerash WWTP Situation Analysis 35 and is ultimately not representative of other, more germane operating factors such as SRT and F/M. Design limitations on space loading are in place to make sure that local concentrations of BOD remain low enough that mixed liquor biomass is able to adequately metabolize the organic load. But high space loadings should not be a major concern as long as a sufficient amount of oxygen is provided to the mixed liquor to meet the oxygen demand. Furthermore, BOD load to this facility is expected to drop sharply when the East Jerash treatment plant comes online in the near future, so the equivalent space loading limitations are likely to not be realized for some time. Instead, this design factor simply reinforces the critical need to repair all of the blowers and perform diligent maintenance on them in order to maintain adequate oxygen transfer capacity.

The WMI results of the Hydraulic Capacity Calculation is clearly showed that the Original units' design capacities are over-estimated, this could be due of using different standard design criteria. This fact emphasizes the paramount importance to enforce WAJ and PMU capacity for reviewing the WWTP design and consultants' submittals, to avoid using consultant best estimate in lieu of using very well established design standard and criteria. It is strongly recommended that WAJ to plan and carry training course for the professional engineers engaged in the approval of the TP design submittals and to adapt well known international standard for reviewing the WWTP designs

Al-Me’rad/West Jerash WWTP Situation Analysis 36 6 ECONOMIC ASPECTS The costs of operating the TP can be grouped into several general areas: power, solids processing, labor, and consumables plus payments for construction financing, if any. The electrical bill in the EA WWTP's represents the largest portion of the operating cost. The Al-Me'rad electrical bill is 61% of the total operating cost and most of the electrical power is used in the aeration process keeping in mind that many units were out of operation. In 2016 the average expenditure for power was 18,266 JOD per month. There are several ways this can be reduced. First, the control system for the aeration blowers could be automated mode. This will require that the blower systems be always in operating condition and that DO sensors connected to the control system are maintained in operating and calibrated conditions. The sensors will require regular maintenance and cleaning. Second, the DO levels in the aeration basins to be managed with the control system to provide just the right amount of air and not over-aerate. Finally, the blowers should be maintained to keep them at optimal efficiency. Sludge transportation costs are another significant recurring expenditure. Because the centrifuge dewatering facility is not operational and the drying beds are not used, liquid sludge is hauled to Al- Ekader WWTP for disposal. In 2016 this amounted to 20% of total operating cost; approximately 8,000 JOD per month. This could easily be reduced by operating the sludge drying beds and repairing and operating the dewatering centrifuges to reduce the amount of hauled liquid and dried sludge. Another potential cost control measure would be better management of septage discharges. The influent wastewater is very high in BOD, possibly due to illegal/uncontrolled discharges of septage into the collection system. Further, the septage receiving station is not operated. If this facility were to be put into operation, then individual loads of septage could be accounted and appropriate charges applied. This will require that unauthorized discharges in the collection system be controlled and the septage receiving operation is properly monitored and billed. Operating the septage receiving station will increase revenue and provide better influent control. Given its location on the TP site, some level of access control will be needed so that unauthorized entry to the WWTF is avoided.

Al-Me’rad/West Jerash WWTP Situation Analysis 37 7 RECOMMENDATIONS 7.1 General recommendations - short-term planning 1. For all WWTPs there is need to set standard procedures for reporting the performance of WWTPs to include samples locations, type of sampling (grab, composite-proportional to flow), frequency of sampling, parameters to be tested, standard methods for analyzing. A suggested operational required parameter for testing and the frequency of testing is attached as annex B. 2. Monitoring and reporting requirements. WAJ to set regulatory requirement regarding the WWTPs contains the following:

a. Effluent Limitations for each TP. b. Effluent Monitoring Requirements. c. Influent Monitoring Requirements. d. Monitoring for Toxic Substances and Biomonitoring Requirements e. A Schedule of Compliance (includes actions needed and deadlines.) f. Compliance Maintenance Annual Reports. g. Special Report Requirements (including information required and submittal deadlines) h. General Conditions. This includes standard language for all wastewater dischargers i. Other Special Conditions as appropriate

7.2 Process Control and Operations 7.2.1 Additional Sampling Much of the WWTP capacity evaluation has been based on academic estimates and if more detailed plant performance analysis is desired, additional water quality sampling will be required. It is not the mere number of samples that is important, but also the quality of data they generate and how it will be used. To accomplish this successfully, operators may need specific instructions, equipment, and training. For example: influent samples must be collected as multi-hour or whole-day composites, not as individual grab samples. Only new or lab-cleaned sample bottles should be used. All sample bottles must be double-rinsed (at a minimum) with the sample prior to collection. All samples should be refrigerated or on ice before they are shipped to the analytical laboratory. BOD and COD measurements are time-critical so they must be delivered to the intended laboratory on the day of sample collection or on the following morning, but no later. Collection of some samples has the potential to expose operators to pathogenic organisms and/or noxious fumes so proper safety measures, including personal protective equipment, must be employed wherever necessary. All these are just some of the aspects of sample collection that are critical to ensuring accurate and consistent results. Future sampling events should involve considerably more coordination, planning, and guidance to operators. WMI recommends that follow up sampling plans first take into account plant staff capabilities (e.g. time and equipment availability), laboratory capabilities, and coordination of sample/documentation transfer. Once these fundamentals are established, an overall sampling plan can be developed that generates comprehensive, high quality sampling and analysis without placing an unreasonable or significantly undue burden on the operators, plant managers, or laboratory staff.

Al-Me’rad/West Jerash WWTP Situation Analysis 38 7.2.2 DO Probe Maintenance and Use Since this TP is already equipped with several DO probes, but as was discussed before it must be kept operational and celebrated, the type of existing blowers is centrifugal, fixed speed, rate controlled by automatic valves through a Programmable Logic Controller (PLC.) the number of blower on operations should be based on DO signal. This could produce operational cost savings by reducing the power consumption of the blowers when oxygen demand is low (during minimum flow). This requires verifying calibration of the DO instruments, recalibrating DO instruments as needed, replacing instrument consumables (e.g., membranes), and placing the DO instruments back into operation. Furthermore, continuous modulating operation of the blowers based on DO signals would require the TP operators to set up a regular schedule of verification, calibration, and maintenance on all DO probes in the oxidation ditches. 7.2.3 Sludge Judge for Blanket Level Verification Operators currently have no means of measuring the sludge blanket depth in any of their clarifiers or the gravity thickeners. There is a very simple and inexpensive means of obtaining this measurement through the use of a “sludge judge” device. It is consisting of several clear, plastic pipes about 25 mm in diameter that are joined together in the field to form a one long pipe about 5-7 meters long. One end of the pipe is equipped with a simple one-way valve that allows operators to effectively sample an entire cross section of the clarifier/thickener and visually determine how deep the sludge blanket level is. This measurement would help operators make determinations as to the number or runtime duration of RAS pumps and WAS pumps. It would also aid in quantifying gravity thickener solids inventory and provide operators greater insight into the frequency and duration of sludge disposal activities. Such device is not expensive; the cost of one sludge judge is approximately 140 JOD. 7.3 Plant Maintenance Recommendations 7.3.1 Headworks Mechanical screening and grit removal equipment should be put back into service as soon as possible and kept always in operational condition to protect the downstream processes from accumulating too much non-biodegradable material as this can lead to premature mechanical wear and failure of pumps, valves, and air diffusers. Anecdotal reports from plant operation staff indicates that the TP experiences seasonal peak debris loads which tend to overwhelm the mechanical screening system. If this is the case, provisions should be made for manual operation in addition the TP’s annual funding plan to reserve more money for annual repair and maintenance needs of the mechanical screen system. Bypassing of the screening and grit removal systems may be of miner cost saving in the short term but will lead to greater overall equipment replacement costs for the rest of the treatment process in the future. 7.3.2 Anaerobic Selectors Operators should repair and/or replace the broken mixers in the anaerobic selector basins as quickly as possible. Flow through the basins is likely providing some mixing but the basins were designed for a much higher level and uniformity of mixing energy which can only be provided through the 3 blade propeller mixers. Poor mixing within the basins will create areas for solids to settle out and this latent biomass may contribute to nuisance filamentous growth within the secondary treatment process by adding septicity. The scum surfaces of the anaerobic selectors are not very thick with old sludge currently but they contain a considerable amount of refuse due to the mechanical screening system being offline. Once the anaerobic mixers and headworks systems have been repaired and put back into service, provisions should be made to clean out the top surface of the both anaerobic selectors. This might create a

Al-Me’rad/West Jerash WWTP Situation Analysis 39 temporary decrease in phosphorus uptake and treatment, but anaerobic conditions should return to these selectors quickly. With the upstream processes in good working order, the new grease cap that develops on the anaerobic selectors should contain considerably less refuse material. Provisions should be made to monitor the thickness of the floating scum layer in each basin and to clean them out with a vacuum truck once it reaches a predetermined level (e.g., >100 mm of the bottom of the outlet baffle or the tee) 7.3.3 Gravity Thickeners and Secondary Clarifiers Sludge and floating solids that have accumulated atop of the gravity thickeners needs to be cleared out and disposed off. This can be achieved either through manual raking or by vacuum truck. All weirs on the gravity thickeners and secondary clarifiers must be manually cleaned with brushes and/or high pressure jet sprays. Large enough vacuum truck maybe enough to take up floating sludge solids in addition to the accumulated sludge in parts of the SF bypass channels at flow dead-ends. 7.4 Specific Recommendations for Al-Me’rad WWTP 1. Revise the tariff of septage discharge relevant to the discharged quantity of septage. It appears that the increased influent BOD concentration is likely a result of unmonitored septage dumping into the sewage collection system. If local wastewater district authority managers can find ways to curtail this practice and initiate septage receiving operations at the WWTP instead, this would enable some means to generate additional revenue. 2. To improve the overall performance of the facility and increase the level of safety for the operations and maintenance personnel, provide the following safety equipment and training on how to use it. Additionally, a confined space entry program should be developed, implemented and enforced. The WWTP is in need of the following equipment list below:

i. Detection equipment (for gases and O2 deficiencies) ii. Respirators (self-contained SCBA packs for O2 deficiencies) iii. Safety harnesses, lines and hoists iv. Proper protective clothing, footwear and head gear v. Ventilation equipment vi. Non-sparking tools vii. Communications equipment viii. Portable air blower ix. Explosion-proof lantern and other safe illumination x. Warning signs and barriers xi. Emergency first aid kits xii. Proper fire extinguishers

3. Perform maintenance on grit removal process, aeration blowers, instrumentation, dewatering facilities and other equipment not currently in service to make it available for use. These items are listed in order of importance. 4. Begin operating the centrifuge dewatering system to reduce the cost of hauling liquid sludge to the Al-Ekader TP. 5. Provide a Jet machine or access to one for removing/breaking the scum over the anaerobic selector basins, clarifiers and thickeners. 6. Increase the number of workers, appoint operators and carry out special training for them and to set their Job’s description.

Al-Me’rad/West Jerash WWTP Situation Analysis 40 7. Expand headworks to include a second train of preliminary mechanical treatment and grit removal. As it usually preferable that Plants receiving substantial amounts of grit as the case in AL Me'rad WWTP should have two channels equipped with mechanically cleaned grit removal units, with provisions for bypassing.

Al-Me’rad/West Jerash WWTP Situation Analysis 41

7.5 Proposed Priorities Implementation Recommendation Responsibility Priority

Enforce the treatment cadre with trained operators, mechanics, electricians and labors. YWC Urgent/Short term Clean and put back into service the mechanical screening system YWC/TP Urgent Check all components of the grit removal system for wear, carry out proper YWC/TP Urgent reventative and/or corrective maintenance, and put the grit system back into operation. The Parshall flume throat width is suitable to measure flows up to 1,000 m3/h. Instructed YWC/TP Urgent the operators to recognizing peak flow situations; that a plan should be prepared to divert raw influent to the ET in times of high flow events which is exceeding the maximum hourly design flow. DO probes should be repaired and recalibrated and the blowers should be switched to YWC/TP Urgent be operated based on DO signals from these probes. All four blowers to be on operative condition and to put back into service, because YWC Urgent operation of only one, or even two blowers may not be enough to fully meet the oxygen demand of the influent wastewater. Operators to manually clean out each of the clarifier surfaces from any biological or inert TP Urgent solids that have accumulated there. This would include all the scum boxes, baffles, v-notch weirs, cement broad-crest weirs leading into the launders, and the launders themselves. Additionally, the scum collection system should be carefully inspected, cleaned out, and repaired (if necessary). Drain, all portions of the SF basin system through a bottom gate valve or sump pumps TP Urgent and left dry. Clean out “dead end” portions of SF using a vacuum hose truck or similar means. Cleanout the top portions of the gravity thickeners completely manually or by vacuum TP Urgent truck. Contact the Centrifuge company (Alfa Laval) or any qualified professional to determine YWC Urgent the cost and scope of a replacement for all damaged electrical components in the Centrifuge electrical and mechanical systems. It is possible that the Heating, Ventilating, and Air Conditioning (HVAC) of the centrifuge room was not adequately designed or maintained to prevent corrosive gases from building up within the operating space. If this is the case, the electrical assessment of the centrifuge room should also include a

Al-Me’rad/West Jerash WWTP Situation Analysis 42 Recommendation Responsibility Priority thorough review of the HVAC system and its operability. Repairing all the damaged components and modifying the HVAC system would likely constitute a substantial capital improvement project but this action is absolutely critical for reducing quantity of sludge for final disposal cost and improving process efficiency. Calibrate the laboratory instruments' and the adaptation of Standard Methods for testing YWC/WAJ Urgent and sampling. Also, there is need for testing the health aspects parameters as required frequency per Jordanian Reuse Standard. Check the distribution of the flow among the three clarifiers and to check the level of YWC Urgent the weirs to insure the right equal distribution of the flow otherwise the final quality of the effluent total suspended solids will not be achieved Partitioned (resize) the drying beds into individual beds by 6 m wide by 6-30 m long or WAJ/YWC Urgent as operation practice will best dictate. Terminate the 24-hours day work for the operators and to limit that to 8 working hours, WAJ/YWC Urgent because first this is against the Work and Labour Jordan's laws and it is impossible that a human can contentiously be alert in such WWT for 24 hours. Keep always the blower systems and DO sensors in operating condition, calibrated and in TP/YWC urgent optimum condition. To strength the TP cadre for O&M by employing all require occupations (mechanics, WAJ/YWC Short term 3-4 electricians, trained operators etc.) and too hire unskilled labors. months Adhere to the testings' frequency and comply with the Jordan standard for Reclaimed WAJ/YWC Short term 3-4 Domestic Wastewater reuse 8930/2006. months To initiate proper maintenance program for both preventive, correction, and predictive YWC Medium to short maintenance; in addition to of Lockout /Tag out program. terms Put back on operation the centrifuge dewatering facility and the sludge drying beds WAJ/YWC Medium term 3-4 months Investigate the reasons behind high influent BOD concentration (most possibly illegal YWC/Sewer Medium term discharge of septage) and to make sure that BOD remain low enough that mixed liquor directorate biomass can adequately metabolize the organic load. Activate the odor control unit when the preliminary treatment units and septage YWC/TP Medium term receiving is back on operation

Al-Me’rad/West Jerash WWTP Situation Analysis 43 Recommendation Responsibility Priority

Consider the operation of the septage receiving station and initiating an adequate tariff WAJ/YWC Medium term as soon as possible. This could enhance better control of the illegal discharge to public sewer network, minimize the load on Al-Ekader TP, and raise the revenue, minimize the cost of emptying the septic tanks/cesspools.

Provide the TP with O&M manual, by contacting the Designer or the Construction WAJ/YWC Medium term company if possible or by qualified firms. To provide the TP with the required safety equipment. WAJ/YWC Medium term WAJ to plan and carry out training course for the professional engineers engaged in the WAJ/MWI Medium term approval of the TPs' design submittals and to adapt well-known international standard for reviewing the WWTP designs As soon as the East Jerash WWTP put back on operation to carry out a complete WAJ/YWC Long term 6-12 rehabilitation of West Jerash TP, specially for the under-water level equipment months (diffusers, mixers, censers, etc.) by draining each time one aeration and on clarifier and leave on train in operation. Eexpand the headworks to include a second channel of screens and grit removal; as WAJ/ Long term it is usually preferable that plants receiving substantial amounts of grit as the case in AL YWC Me'rad TP should have two changes with mechanically cleaned grit removal units, with provisions for bypassing.

Al-Me’rad/West Jerash WWTP Situation Analysis 44 8 ANNEXES

Annex A – Lab Tests Frequency of Sampling

Annex B – Equivalent Hydraulic Capacity Evaluation

Al-Me’rad/West Jerash WWTP Situation Analysis 45 Annex A – Lab Tests Frequency of Sampling

Rate of lab testing of some parameters controlling Activated Sludge process

Test Effluent Aeration Tank Effluent of Returned AS Wasted Sedimentation tank قوﺮاﻟﻤ AS ﻖﻓﯿد ةﺄﺤﻤﻟا Secondary ﺣﻮض ﺔﻮﯾﮭﻟﺘا Primary رﺎﺧﺘﺒﻻا ﻖﻓﯿد ةﺄﺤﻤﻟا ةدﺎﻌاﻟﻤ ﺔﻄﺸﻨﻟﻤا treatment Treatment ةاﺋﺪﺰﻟا ﻖﻓﯿد ﺔﺣﻠﺮاﻟﻤ ﻖﻓﯿد ﺔﺣﻠﺮاﻟﻤ ﺔﻄﺸﻨاﻟﻤ ﺔﻮﯾﺎﻧﻟﺜا ﺔﯿﻟﻷوا Twice per Twice per ﻦﯿﺠﺴﻛاﻻ يﯿﻮﺤﻟا week* week ﻚﺘﮭﻠﺴاﻟﻤ و\او ﻦﺮﺗﯿﻣ *ﺎﻋﯿﻮﺳﺒأ ﻦﺮﺗﯿﻣ يوﺎﻤﯿاﻟﻜ ﻚﺘﮭﻠﺴﻤاﻟ ﺎﻋﯿﻮﺳﺒأ BOD and/or CODi *Daily ﺎﯿﻣﯾﻮ Daily ﺎﻣﯿﻮ*ﯾ Daily ﺎﻣﯿﻮ*ﯾ Daily ﺎﻣﯿﻮ*ﯾ* Daily ﺎﻣﯿﻮ*ﯾ دﻮااﻟﻤ ﺔﺒﺼﻠﻟا ﺔﻘﺎﻟﻌاﻟ VSS ﺔﺑﻠﺎﻘاﻟ ﺮﺎﯾﻄﻠﺘﻟ **Daily ﺎﯿﻣﯾﻮ ﺮﺷﻣﺆ ﺠﻢﺣ ةﺄﺤﻤﻟا Sludge Volume index ﺎﻋﯿﻮﺳﺒأ weekly ﺺﻔﺤﻟا ﻲﺑﻮﺳﻜوﺮﻜﯿاﻟﻤ ﺎﻋﯿﻮﺳﺒأ weekly لﻌﺪﻣ ﮭﻼكﺘﺳا Oxygen ﻦﯿﺠﺴﻛاﻻ uptake ratio ﺎﯿﻣﯾﻮ sludge ﻤﻖﻋ ةﺄﻤﺤاﻟ depth راﺮﻤﺘﺳﺎﺑ او ﻞﻛ ﺔﺎﻋﺳ ﻦﯿﺠﺴﻛاﻻ ﺐاﺋﻟﺬا Dissolved Continuously or oxygen each hour

Al-Me’rad/West Jerash WWTP Situation Analysis 46 Number of samples to be collected and analyzed for reclaimed water for quality control and evaluation and type of the chemical, physical, and biological parameters for mechanical treatment plants according to Jordan standard Frequency of sampling Period of evaluation Operational Agency Monitoring Agency Three months* Eight Routine composite per month, Two Routine composite samples per *According to for and three grab sample dally for month for physical and chemical seasons physical and chemical parameters, four parameters (December - composite samples per month for Two samples per month for helminth February) (march helminth eggs. Eight grab samples eggs -May) June - monthly for Escherichia Coli Two samples monthly for Escherichia August) Coli (September November Routine sample: NO3, BOD5, COD, TSS, NH4, T-N; Physical and chemical characteristics pH, DO, RCl2 Turbidity, Temperature The Operational Agency is required to collect samples according to the stipulated frequency of sampling, the sample must be composite type by taking on grab every two hours if automatic sampler is not available. The Operational Agency is mandated to open official register to document the laboratory results and to be presented to the Governmental Controller Agencies

In case the ratio of COD/BOD is stable it is more economical and practical to us COD. ﺔﻛﺒﺮﻣﺔﻋﯿﻨ Composite sample* ﺔﯿﻨﻋ ﺔﯿﺋاﻮﻋﺸ \ ﺔﻄﺴﯿﺑ /Crab ** Crab sample ﻣﻞﻌﺎﻣبﺴﺎﺘاﺣﻢﺘﯾ ءاﻏﺬ \ ﺎﻋﯿﻮﺳﺒأﻦﺮﺗﯿﻣﺔﻘﺪﻗﯿﻟاﺔﺤﯿﻟاتﺎﺎﺋﻨﻜﻟا .Note: The F/M ratio to be calculated twice per week ﻌﺪلﻤﺑو كﺮﺘﺤﻣ

Note: Temperature, RCl2, pH, Flow, (including the sludge return flow rate, sludge wasted rate) daily and most be recorded in log sheet. ﺔ:ظﻮﺤﻠﻣ - ﺟﺔرد ةرﺮاﺤاﻟ ، رﻮﻜﻠواﻟ ﻲﻘﺒﺘﻤاﻟ ، ﻢﻗﺮﻟاو ﻲﻨﯿﺟورﺪﯿﮭﻟا تﻻﺪوﻣﻌ فﺮﺼﺘﻟا ( ﺎﺑﻤ ﺎﯿﮭﻓ لﺪﻣﻌ ةدﺎإﻋ ةﺄﺤﻤﻟا لﺪوﻣﻌ فﺮﺻ ةﺄﺤﻤﻟا ةﺪﺋاﺰﻟا ) ﻢﺘﯾ ﺎﮭﻠﯿﺠﺴﺗ ﺎﯿﻣﻮﯾ ﻛﺪﻌﻤﺑو ﻞل ﺔﻋﺎﺳ

Al-Me’rad/West Jerash WWTP Situation Analysis 47 Annex B – Equivalent Hydraulic Capacity Evaluation

Equivalent Hydraulic Capacity -Inputs-

Wastewater Characteristics Aeration Basins Parameter Value Units Parameter Value Units Raw BOD conc. AA 1,157 mg/L Anaerobic Volume 900 m3 Raw BOD conc. MM 1,280 mg/L Raw TSS conc. AA 1,056 mg/L 3 Anoxic Volume 6,123 m Raw TSS conc. MM 1,125 mg/L Aerobic Volume 13,018 m3 Raw NH3 conc. AA 353 mg/L SWD 5.00 m

Raw NH3 conc. MM 400 mg/L Diffuser Type Fine Bubble PE BOD conc. AA 1,157 mg/L Blowers Firm 5,500 Nm3/hr PE BOD conc. MM 1,280 mg/L Blowers Total 11,000 Nm3/hr PE TSS conc. AA 1,056 mg/L MLSS (max) 5,000 mg/L PE TSS conc. MM 1,125 mg/L Volitility % 75% Eff NO3 Conc Target 10 mg/L Sludge Yield 0.70 lb TSS/lb BOD PD:AA 2.20 Operating DO 1.0 mg/L MM:AA 0.00 Max ML Temp 28 °C Max Air Temp 33 °C Headworks Min Air Temp 5 °C

Parameter Value Units Relative Humidity 75% Bar Channel Width 1.00 m Site Elevation 458 m Bar Channel Depth 0.87 m HRT 24 hrs Bar Approach V. 0.60 m/s Space Loading 400 kg BOD/1000m3/d Grit Channel HRT 2 min F/M (air only) 0.1800 Grit Channel Volume 33.95 m3 F/M (full basin) 0.1500 Anaerobic HRT (total) 1.50 hrs Drying Beds Parameter Value Units Secondary Clarifiers Number 7 Parameter Value Units Sludge volume, ea. 179 m3 Number 2 Total sludge volume 1,254 m3 Shape Circular Avg. drying time 20 days Diameter 21.50 m Applied sludge conc. 25,000 mg/L SWD 2.70 m Drying Bed Length 40 m RAS % 111% Drying Bed Length 16 m SORMM 0.68 m/h Sludge Fill Depth 28 cm SORPD 1.19 m/h RAS/WAS conc. 9,000 mg/L SLR 166 kg/m2/day WAS/MLSS 1.80 mg/L TWAS/WAS 2.78 mg/L Thickening Centrifuge Parameter Value Units No. Thickeners 2 Parameter Value Units Diameter 12 m Duty units 1 Surface Area (ea) 113 m2 Centrifuge Load Rate 30 m3/hr Surface Area (Total) 226 m2 Applied sludge conc. 25,000 mg/L WAS Concentration 9,000 mg/L Operating Hours 48 hrs/week SORAA 0.25 m/h Weekly Sludge Load 36,000 kg SLR 35 kg/m2/day

Disinfection Tetriary Filters Parameter Value Units Contact Basin Width 1.6 m Contact Basin Depth 2.5 m Contact Basin Length 101.4 m Minimum HRT 30 min

Al-Me’rad/West Jerash WWTP Situation Analysis 48 Al-Me'rad/West Jerash WWTP Equivalent Hydraulic Capacity -Outputs-

Loadings Hydraulic Capacities Parameter Value Units Parameter Value Units BOD Load AA 2,971 kg/day Primary HRT 9,535 m3/day BOD Load MM 3,286 kg/day AS HRT 20,042 m3/day TSS Load AA 2,711 kg/day AS Space Load 6,322 m3/day TSS Load MM 2,888 kg/day AS F/M 6,934 m3/day NH3 Load AA 906 kg/day Secondary SLR 11,440 m3/day NH3 Load MM 1,027 kg/day Oxgyen Transfer 2,569 m3/day 3 Drying Beds 1,954 m /day Drying Beds AS F/M (full basin) 8,896 m3/day Parameter Value Units Anaerobic HRT 14,400 m3/day 3 Drying time, each bed 20 days Bar Screens 45,063 m /day 3 Total dry bed volume 1,254 3 Grit Chamber 24,424 m /day m 3 Monthly drying vol. available 1,882 3 Tertiary Filters 14,515 m /day m 3 Applied sludge flow 63 m3/day Centrifuge 6,418 m /day 3 Applied sludge mass 1,566 kg/day Thickener (SOR) 15,234 m /day 3 Sludge applied per month 68,325 kg Thickener (SLR) 9,880 m /day 3 3 Disinfection 19,467 m /day Volume required, per month 2,737 m

Aeration Basins Aeration Parameters Parameter Value Units Parameter Value Units SRT 28.56 days Alpha 0.60 - ASU 65,049 kg AOTE 15.10% - CSU 0 kg SOTE 30.80% - TSU 65,049 kg Correction Factor 0.490 - TSUVSS 48,787 kg XSU 2,278 kg/day

Secondary Clarifiers

Parameter Value Units Surface Area (each) 363 m2 Surface Area (total) 726 m2 Volume (each) 979 m3 Volume (total) 1,959 m3

Al-Me’rad/West Jerash WWTP Situation Analysis 49