Results

Objectives 1. Present lessons learned and findings from the startup and commissioning of a new biosolids facility with thickening, dewatering, and drying. 2. Discuss challenges and successes with training an operations team that is transitioning from hauling sludge to a third part compost facility to operating a full biosolids facility with thickening, dewatering, and drying. Status The City of Hickory (City) in Catawba County, North Carolina is currently constructing a new biosolids handling facility. Substantial completion is anticipated to be reached in the first quarter of 2025. Startup and commissioning of equipment is currently underway, and operations and maintenance staff trainings are being completed. The project team is collaborating with the operations team to develop standard operating procedures. Methodology Design The City is currently in a consortium of wastewater utilities that collectively own a regional solids management facility (RSMF) and contract the operations to a third-party. This facility receives solids from the members and produces Class A compost that is marketed and distributed as a fertilizer. A condition assessment in 2019 indicated that the entire facility was past or approaching the end of its useful life. The key recommendation of this effort was to construct new solids handling facilities at the City of Hickory's Henry Fork Wastewater Treatment Facility (HFWWTF). This recommendation was primarily due to the relatively large cost to replace equipment at the RSMF and the difficulty in beneficially using the composted biosolids product. After a technology review, site visits, and a request for proposal process, the City selected low-temperature, indirect drying for the production of Class A Biosolids at a throughput rate of 12 dry tons per day. HFWWTF was reliant on the existing RSMF facility for all sludge management, including thickening and dewatering. Therefore, the new Solids Handling Facility included the following additional infrastructure: - Solids Receiving Station -receiving station for solids trucked in from off-site facilities. - Gravity Belt Thickening -thickening for the HFWWTF WAS to reduce volume prior to dewatering. - Thickened Solids Holding -utilization of the existing Sludge Holding Tanks to provide flow equalization and temporary storage upstream of dewatering. - Belt Filter Press Dewatering - new dewatering equipment to prepare solids for drying. - Cake Storage -- new cake storage silo with live bottom to provide mass equalization and temporary storage upstream of drying. - Dried Product Storage - outdoor storage for dried biosolids product. - Odor Control - control odor infrastructure to manage odorous gasses from new infrastructure and processes. - Bulk Chemical Storage Facility -- store bulk chemicals for use in the thickening, dewatering, and odor control processes. As a regional facility operating at a wastewater treatment plant, process flows vary in their source, quality, and concentration. HFWWTF produces both primary solids and waste activated sludge (WAS). Other consortium members deliver thickened WAS (TWAS) with or without a primary solids component. Table 1 presents a summary of the major contributors and their daily average and maximum contributions (HDR, 2020). These are daily values and do not reflect actual hauling schedules. Some utilities haul weekly, while others haul monthly or less. This varying pattern of solids, sources, and loadings presents a challenge for polymer and feed rate optimization. During startup, standard operating procedures and tracking logs are being developed to allow operators to identify and maintain an optimized performance with a variety of different sludge characteristics. Startup and Training Due to the sequential and interconnected nature of the process flow and the lack of existing biosolids infrastructure, startup requires careful planning to ensure success. Each upstream process must operate in specific parameters prior to startup of the next process (i.e. the dryer cannot operate with cake lower than 16% solids). Process control checkpoints have been established to ensure process flow is available and adequate when required. Close coordination between all parties, Owner, Engineer, Contractor, and Manufacturer coordination has been and will remain critical during the startup and commissioning period. Operator training is also key to the successful completion of the project. HFWWTF staff do not typically operate or maintain solids handling equipment, therefore additional trainings are being scheduled outside of the traditional manufacturer provided sessions. These include overall systems trainings, site walkthroughs, and shadowing. Additionally, standard operating procedure documentation and tools are being developed to assist operation staff. This includes a comprehensive biosolids operations and maintenance manual providing a single reference point for the entire system. Findings Startup of the biosolids handling facility is currently ongoing. The ultimate focus of the paper will be results, conclusions, and lessons learned from this process. Initial findings point towards the following lessons learned: - Reliance on contactor scheduling accuracy and introducing backup plans for missed schedules - Startup of facilities requires precise coordination between all parties within the construction process - Process control milestones are necessary to ensure all equipment is commissioned with appropriate process flow prior to starting up equipment. - Process control milestones cannot exist in a vacuum and must be coordinated with the contractor's schedule to ensure the correct critical path is identified - Holistic system training is beneficial to operators and maintenance staff who may be experiencing new types of equipment - Creation of standard operating procedures that capitalizes on commissioning lessons-learned - How to continue efficient operations and continuous optimization of the system following startup, after the contractor and manufacturers are gone As startup and process optimization continue additional findings, including quantitative data, will be documented and shared. Significance of the Project As populations continue to increase, biosolids disposal needs will become more important for urban and rural centers alike. This not only drives the need for new equipment, but also the need to regionalize biosolids handling operations, either in a consortium or within a single utility. While beneficial, regionalization also introduces operational challenges with members providing sludge of varying quality and quantities. Coupled with the introduction of new equipment, startup, commissioning, and training is a vital process to ensure a successful transition from construction to operation. This transition increases process optimization, ultimately saving rate payers money through time, energy, and material savings. This project represents an example of a holistic approach to the startup and training period. Whole system overview trainings and standard operating procedure documentation are coupled with manufacturer provided trainings to jump start an optimized process and lead to a culture of continuous process optimization. While sometimes an afterthought, the startup and training process is critical to the overall success of a project.

The purpose of this paper will be to present recent advances and techniques along with proper application of proven methodology to rehabilitate two structurally compromised reaches of the Northwest Interceptor Sewer (NWI) in the City of Detroit, Michigan. The NWI is one of the major interceptor sewers in the Great Lakes Water Authority (GLWA) system and serves hundreds of thousands of residents and businesses in Detroit, Redford, Livonia, and Westland, Michigan. As part of the asset management initiative GLWA inspected the NWI using remote operated vehicle (ROV) video techniques in absence of flow control, preventing the lower half of the NWI to be inspected or observed. The ROV inspection revealed several reaches of the NWI along Trinity Avenue and Pierson Street at Warren Avenue that appeared significantly distressed and required emergency rehabilitation. Further investigation, evaluations, and designs were required to perform the required rehabilitation. Manned inspections of these NWI reaches were attempted but were extremely limited due to the high flow conditions. At that time, GLWA activated their Emergency Repair Contract CON-149 with Inland Waters Pollution Control (IWPC) to implement flow control devices and perform the required rehabilitation under a design build approach. An extensive flow control plan was developed and implemented to gain entry. This plan included new flow control gate construction, diversions to other nearby interceptors, and wet weather flow-through designs. Coordination with environmental agencies and knowledge of the GLWA system were important aspects to develop this plan. A geotechnical investigation conducted as part of the initial effort revealed silts and sands surrounding the pipe, with a static groundwater level high enough to drive soil material into the pipe through major cracking, causing concern for further degradation of the pipe. Following implementation of flow control, a manned entry was performed, which revealed more extensive deterioration than was initially apparent, including several sections on the verge of collapse. Immediately following the inspection, rehabilitation options were developed and reviewed based on the variable condition of each reach. Cured-in-Place rehabilitation was not selected due to requirements for long term wet weather flow control that would have been extremely expensive and that would have presented unacceptable risk to the environment. Slip lining methods were not selected due to the large entrance shafts that would be required and the unacceptable reduced lining diameter that would have resulted. Ultimately, a rehabilitation system was selected consisting of: 1) Stabilizing the existing host pipe by emergency support, followed by 2) restoring ground support around the host pipe, and then 3) Installing a reinforced sprayed geopolymer liner to restore the structural lining. This approach allowed for restoration resulting in maximum pipe diameter, with the least risk to the environment. Initial emergency stabilization consisted of first installing steel ribs in the most degraded reaches, followed by groundwater dewatering to minimize further loss of ground through the lining into the sewer. Geotechnical instrumentation consisting of piezometers and surface settlement points were installed to monitor the ground surface above the interceptor, followed by cement and chemical grouting to stabilize the ground around the pipe and further minimize loss of ground into the pipe. Major cracking was repaired in some reaches by installing reinforcing steel rods and anchors followed by over-patching with Eco-Cast lining materials. Following stabilization of the host pipe, the interceptor reaches considered compromised were re-lined with a steel reinforced Eco-Cast lining system. The system consisted of installing horizontal and circumferential steel to limit future cracking of the Eco-Cast liner. This presentation will discuss the emergency approach to the inspection, design, flow control, and rehabilitation methods of the NWI, during which time continuous sanitary sewer service was maintained without interruption, and no sanitary overflow occurred to the environment as a result of the project. Unique and creative methods for accomplishing this repair will be discussed, including the use of a dry weather diversions and bypass; and developing a fully structural finished and crack resistant spray-on lining with thickness of only 3 inches. The rehabilitation of the Trinity and Pierson reaches are complete and flow has been restored to the NWI in this area, with minimal surface disruption and no negative impacts to the environment. The project leaves behind a permanent flow diversion structure that will allow inspections and maintenance for years to come. As a side note, ongoing follow-on tasks for this project will provide two additional permanent flow control structures. This rehabilitation project illustrates several conclusive lessons to the industry described as follows:
Full dewatered inspection of Interceptor sewers is essential, as the initial ROV inspection of this sewer was not adequate due to high flows. Where practical, sewer owners should preemptively install flow controls within their major interceptors that will facilitate regular full-diameter inspections.
Repair methods must be balanced against available and feasible flow control options.
Distressed Interceptor reaches are often distressed due to poor soil conditions such as wet silt/fine sand conditions.
Grouting these reaches to re-establish host pipe confinement is essential usually requiring an exterior dewatering system.
Use of a reinforced sprayed liner system is an effective method to be employed for limited flow control conditions while providing a structural and flexible complete repair, with minimal diameter reduction. Reinforcing is essential for spray-lining systems where future movement or reflective cracking of the host pipe is a possibility.

Water utilities are at the forefront of providing clean, reliable drinking water to communities. To bolster the region's water supply, Portland Water Bureau (PWB) is making a significant investment in the construction of a state-of-the-art Filtration Facility. This endeavor harmonizes with PWB's broader Strategic Plan and Smart Utility Plan, serving as a technological roadmap for optimizing PWB operations. A pivotal component of the Smart Utility Plan is the implementation of an Enterprise SCADA (Supervisory Control and Data Acquisition) system, unifying control and oversight across PWB's water distribution and filtration facilities. This abstract delves into the strategic planning and meticulous execution of this crucial SCADA system integration. Key Planning and Execution Phases: 1. Strategic Planning: The foundation of PWB's SCADA journey lies in understanding the existing SCADA system conditions and evolving standards. This phase also entails identifying user requirements for the SCADA system, envisioning a conceptual SCADA system that harmonizes these requirements, and conducting a rigorous technology evaluation and selection process. Lessons learned from interviews with peer utilities shape the technology choices. 2. Public Procurement: A vital milestone is the initiation of a public procurement process. PWB explores avenues for securing long-term SCADA software and system integration services, positioning a sole source supplier for future construction endeavors. This strategic move streamlines procurement and reinforces the stability of the SCADA infrastructure. 3. Roadmap Updates: The pinnacle of PWB's planning phase culminates in the creation of a comprehensive roadmap report. This document encapsulates design and implementation strategies, meticulous risk assessment, consideration of installation alternatives, planning-level cost estimates, and the formulation of a project schedule for seamless SCADA system implementation. The roadmap report is continuously updated as PWB progresses its Smart Utility Plan. Introduction: PWB's SCADA systems have been the backbone of real-time data monitoring, remote control, and data archival, spanning both water distribution and treatment facilities. With the impending addition of the Filtration Facility in 2027, the opportunity to unify PWB's SCADA systems presents itself. A critical aspect of this transformation is the evaluation of the Human-Machine Interface (HMI) platform and associated technologies to meet the evolving needs of the Smart Utility program. Objectives: The primary objective of our SCADA System Roadmap is to navigate the modernization of PWB's automation systems, ensuring alignment with the Smart Utility program's requirements. Furthermore, this roadmap aims to provide a unified platform for managing both distribution and filtration seamlessly. It identifies gaps between PWB's current-state and desired future-state automation systems, offering invaluable planning-level cost estimates and a well-structured implementation schedule. The roadmap serves as a repository for essential planning elements, including technical memorandums, drawings, conditions surveys, concept designs, and technology selections. This cohesive package establishes the foundation for standards development and project design. In summary, PWB's pursuit of a unified SCADA system represents a seminal step in safeguarding a sustainable supply of clean drinking water for the community. The strategic planning and execution detailed in this abstract underscore the significance of meticulous preparation in the integration of complex technologies and systems.

Charlotte Water is the largest sewer utility in the Carolinas with approximately 4,500 miles of gravity sewer. Charlotte has been implementing a substantial and aggressive long-term sanitary sewer rehabilitation program to reduce sewer system overflows (SSOs), correct historic maintenance problems, and reduce infiltration and inflow (I/I) into aging sewers. Charlotte's rehabilitation program has a current annual budget of about $25.5 million, including an annual budget of approximately $10 million for small diameter sewer rehabilitation and approximately $6 million for large diameter sewer rehabilitation. Charlotte has been systematically rehabilitating their large diameter sewers over the last 10 years. Charlotte's main trunk sewer entering their largest treatment plant (McAlpine Creek Wastewater Management Facilities) is a 78' concrete sewer installed in the 1960s. The sewer has deteriorated over the years, including significant structural defects/cracks, heavy infiltration into the sewer, and severe hydrogen sulfide corrosion. Failure of this large sewer would cause a major sewer system overflow and be extremely difficult to repair. Charlotte prioritized this 78-inch sewer as their most critical sewer asset in need of rehabilitation. This presentation will discuss the first phase of the 78-inch sewer rehabilitation work that was completed in 2022 for $6.5 million. The 78' sewer is routed through the Carolina Place Mall and big-box store parking lots and crosses two major 4-lane roads. The sewer is 64 feet deep at its midpoint and 32 feet deep at each manhole. The total length of 78' sewer rehabilitated was 2,700 feet, with one section of sewer being 2,200 feet long with no intermediate manholes. Cured-in-place pipe lining (CIPP) was installed in the 78-inch sewer via an 'over-the-hole' wetout installation, meaning the CIPP was wetout (manufactured) right on site and immediately inverted into the 78' sewer. Special CIPP thickness design was required due to the 64-foot depth. The bypass pumping system had a capacity of 57 mgd and included ten 12' pumps manifolded into three 24' force mains over 5,000 feet long each. The bypass piping was routed across two major roads utilizing portable steel truss bridges over the roads -- the first time this was ever approved for such use by NCDOT. This was a major project with many difficult obstacles and challenges. The design issues, construction techniques, and bypass pumping system were very unique and definitely not an everyday type of rehabilitation project. The complex design issues that were encountered that will be presented to the attendees include determining the accurate inside pipe diameter using specialized LIDAR CCTV inspections to profile the pipe (this pipe was severely corroded so the inside diameter was larger than the original pipe diameter), modifying the CIPP thickness design parameters to achieve a design that could be successfully installed (including the soil modulus, short-term flexural modulus and safety factor), utilizing a fiberglass reinforced liner to reduce the CIPP thickness and allow the 2,200-foot section of CIPP to be transported to the jobsite and installed in a single installation (including shipment via a special 94-foot-long trailer with 44 wheels that could be steered independently), and designing a temporary steel truss bridge over a 5-lane and 3-lane road to allow the bypass force main piping to cross the roads (the first time NCDOT ever approved a bridge installation for this purpose). The primary purpose of this presentation will be to thoroughly describe the unique challenges with this project and transfer our lessons learned and unique solutions to the attendees. Large diameter sewers are the most critical sewers in the sewer system as they convey large amounts of flow. Failures can lead to major sanitary sewer overflows (SSOs) and significant environmental impacts. Rehabilitating large diameter sewers is extremely complex and difficult, and the design challenges often seem insurmountable, just like was the case for this project when Charlotte prioritized this sewer for rehabilitation. Sharing our lessons learned, out-of-the box thinking, and unique solutions to difficult design issues will be invaluable to the attendees as they return home to tackle their own difficult, large diameter rehabilitation projects. In addition, several of our design and construction solutions will impact the rehabilitation industry as a whole, in particular in the Southeast where this project was performed. We have demonstrated that substantial CIPP material can be shipped to the jobsite using a special 94-foot-long trailer, whereas shipments were previously limited to a much smaller quantity of CIPP on a much smaller trailer. Understanding that a trailer this large is available will impact how other parts of the country start planning their CIPP designs and installations. Further, we have convinced NCDOT to allow temporary truss bridges over their roads for bypass pumping which will significantly change how rehabilitation projects can be performed. We now have another method to address the difficulty of how to cross DOT roads with bypass piping, and we are already seeing that solution being utilized in other parts of North Carolina. Sharing this solution at a national conference may have wide-ranging impacts across the country.

In order to prevent sewer overflows, it is imperative to ensure waste water containing fats, oils, & grease discharged by commercial restaurants do not reach the sewer system. This presentation will provide a complete overview of how municipal inspectors can manage and conduct onsite fats, oils and grease inspections within commercial food service establishments. Every aspect of inspections will be addressed from managing an inspection program to conducting the actual onsite inspections. Videos of inspections being conducted and actual case studies from inspections will be referenced. The presentation is broken down into five parts listed below. Part 1: Why Conduct FOG Inspections? We will first show the value and reasoning behind conducting inspections. Ensuring facilities within the jurisdiction are adhering to local regulations is a crucial aspect of managing a FOG program. By conducting onsite inspections, regulators can verify that the grease separation device(s) are adequately operating, educate the facility's staff of the importance to keep FOG out of the sewers, and issue needed warnings/fines. Part 2: Scheduling & Resource Allocation A municipal inspector is challenged with ensuring that all facilities are within the compliance guidelines of the local jurisdiction. Often times these professionals are faced with a lack of staffing in comparison to the number of facilities and need to allocate available resources accordingly. We will explore scheduling methods used by inspectors for both inspections being conducted on a regular frequency and emergency inspections. Part 3: Step by Step Onsite Inspection Process This portion of the presentation will focus on a clear step by step process of conducting an onsite FOG inspection. We will explore how to communicate with onsite facility staff and inform them of the inspection process. We will go into detail in terms of what items an inspector should be looking for during a walkthrough. There will be particular focus on examining a grease removal device in terms of physical condition, capacity, and operating efficiency. Part 4: Issuing Warnings & Notices of Violations We will explore different methods used throughout the USA in terms of issuing warnings, notices of violations, and fines. There is a high variability in this area depending on how much enforcement leverage the department conducting the inspection has. Actual case study examples of what has worked and what has not worked for different municipalities will be used to demonstrate the effectiveness of various approaches. Part 5: Follow up & Enforcement Depending on the outcome of an inspection, some kind of follow up may be required. Different methods of follow up procedure examples will be shown and we will discuss the effectiveness of each. Verifying that violations were corrected and providing facilities the resources and education to ensure compliance going forward will be reviewed. . Attendee Outcomes or Learning Objectives. 1.The attendees will learn the relationship of FOG and sewer overflows 2.The attendees will be able to put together an inspection scheduling program 3.The attendees will be able to troubleshoot a grease separating device 4.The attendees will know how to execute thorough onsite FOG inspections

[Introduction The City of Kelowna Wastewater Treatment Facility (WWTF) is a biological nutrient removal (BNR) plant with capacity to treat approximately 70 MLD of raw wastewater. The facility produces both primary (fermented) solids and secondary (waste activated sludge) solids. The two (2) solid streams are thickened and blended to produce a mixed sludge, which feeds dewatering centrifuges. The undigested dewatered cake is hauled to the Regional Biosolids Composting Facility (RBCF) located near Vernon, BC for composting. The RBCF is jointly owned by the City of Kelowna and the City of Vernon and operated by the City of Kelowna. Undigested solids (including feedstock from Kelowna, Vernon, North Okanagan Regional District, Silver Hawk Utilities), and Lake Country Wastewater Treatment Plants (WWTP) are received at the RBCF and mixed with hog fuel or clean wood chips and composted to produce an organic soil amendment called OgoGrow that meets the BC Organic Matter Recycling Regulation (OMRR) Class A compost criteria. OgoGrow is used by the municipalities and marketed for sale to the public. The total annual processing capacity at the RBCF is capped at 27,000 wet tonnes per year and the City of Kelowna allocation is 18,000 wet tonnes. The current volume of undigested solids production at the WWTF exceeds the City's allocation at the RBCF and solids above 18,000 wet tonnes are sent to an alternative overage facility. As the City's population continues to increase an alternative biosolids management strategy is being considered. Diversion to off-site facilities would be part of a portfolio of biosolids management options. In addition, the City is actively pursuing infrastructure options that will reduce GHG emissions, and biosolids is one important avenue being considered. This paper discusses the feasibility of biosolids management options based on variations and enhancement of anaerobic digestion (AD), which might help address capacity concerns at the RBCF. Different options were analysed for biosolids volume reduction, energy generation and use, life-cycle cost, including sensitivity to select input parameters. A structured decision-making process, using a simplified triple bottom line (TBL) approach, is also included to provide a comparative evaluation of the options and inform the City on a number of important corporate considerations. Anaerobic digestion conceptual design The City defined the objectives of a new digestion facility in a previous study completed in 2020. A preferred AD alternative was identified and proposed to be located on a new site approximately two (2) kilometres away from the current WWTF. Fermented primary sludge (FPS) and thickened waste activate sludge (TWAS) would be pumped from the WWTF through a forcemain. The envisioned new AD Facility would be constructed in phases. In the first phase, the digesters would operate as mesophilic digesters and generate Class B biosolids. With approximately 50% removal of volatile solids through mesophilic digestion, capacity issues at RBCF could be alleviated. In the second phase, the digesters would operate as thermophilic digesters and flow-through vessels would be added for extended thermophilic anaerobic digestion (ETAD). Class A biosolids would be generated due to the thermophilic digestion process, allowing for an additional outlet for the beneficial use of biosolids. The digested biosolids would be dewatered, with cake being hauled to the RBCF for composting or directly to land application, depending on the project phase and operational needs. The initial phase costs were estimated at $78.1M at midpoint of year 2024 construction; the full buildout was estimated to cost $100.4M at midpoint of year 2024 construction. Advanced digestion options Concerns with the estimated high costs of the new Digestion Facility allowed for an additional review of options or variations of the preferred concept that could still generate either Class A or Class B biosolids, promote further reduction in volume (thus freeing up more space at the RBCF), and at the same time generate more biogas to help offset the operational costs of the new Facility. Five (5) options with different digestion configurations that could satisfy the City needs were developed with the 'delayed' ETAD option that was previously developed used as the 'control' option, as follows: -Option 1 - Mesophilic digestion that would generate a Class B biosolids product; -Option 2 - Thermal-hydrolysis process (THP) followed by mesophilic digestion (Full THP) that would generate a Class A biosolids product; -Option 3 - Thermophilic digestion that would also generate a Class A biosolids product; -Option 4 - Delayed ETAD that would initially generate a Class B biosolids product, and later a Class A product (control option); -Option 5 - Mesophilic digestion followed by THP that would generate a Class B biosolids product (but also eventually a Class A product after composting). The two (2) TH options (options 2 and 5) are based on CAMBI's TH technology and configurations. CAMBI has significant TH experience, with a high number of operating facilities in North America and around the world, hence their systems were selected as representative technologies for the purposes of this study. Table 1 provides detailed information on process parameters for each option. Technical comparison A high-level comparison of the five (5) different options will be presented at the full Conference paper, focusing on advantages and disadvantages of each. Financial comparison The five (5) options were compared financially in terms of capital, operation and maintenance (O&M) and life cycle costs. All options were evaluated with and without biogas upgrading to better understand its impact on O&M costs. It was assumed that all biogas produced would be sold to Fortis BC for the biogas upgrading option. Class D (-30% to +50%) cost estimates were prepared for the various options to provide a comparative basis for the evaluation and detailed charts will be included in the full Conference paper. Simplified triple bottom line approach A simplified Triple Bottom Line (TBL) 'plus' approach for structured decision making was used to make a comparative evaluation of the five options. The framework was based on the overarching perspective of 'sustainability' and uses a simplified multi-criteria analysis to integrate technical, environmental, social and economic factors such that a complete picture of the alternatives under evaluation can be provided. Weights were used for each criterium to reflect the City's values and provide a sensitivity analysis of the rankings. The following criteria and factors were selected based on discussions with City staff: -Technical: Biosolids volume reduction and dewaterability, complexity of operation -Environmental: GHG emissions, pathogen regrowth -Social: Odour emissions, Class A versus Class B biosolids -Economic: Life cycle costs GHG emissions and life cycle costs scoring were based on estimates assuming the City would consider two (2) different management strategies: -Generate Biosolids Growing Medium (BGM) from Class A biosolids and Class A Compost from Class B biosolids (emissions shown in Table 2); and -Generate Class A compost from either Class A or Class B biosolids (emissions not shown in this abstract but will be included in the full Conference paper). An initial scoring was conducted using the same weight for the technical, environmental social and economic criteria. Scoring was also conducted using different weights to look at the importance of both economic and non-economic factors and better reflect the City's concerns related to biosolids management. Table 3 shows the scoring and ranking with higher importance given to non-economic factors. Similar scoring tables will be presented in the full Conference paper for increased importance given to economic factors and also to social and environmental factors. Summary and conclusions Based on a simplified TBL 'plus' decision-making analysis, the rankings obtained, and sensitivity analysis conducted, both THP options were found to consistently be the highest scoring or ranking options for each of the management strategies evaluated. Addition of conventional AD as a subsequent step to reduce the volume of biosolids is an appropriate technology for the City to consider. There are a host of issues to consider when contemplating a thermal hydrolysis facility associated with AD. Some municipalities are considering this process as an entirely new facility that would include TH/digestion and related infrastructure. Others are examining options to modify their existing anaerobic digestion process to accommodate TH pre-treatment and to expand or alter the energy producing elements of a facility. Post-digestion THP ranked consistently in first when composting was considered for all Class A and Class B biosolids.

Introduction: The San Antonio Water System (SAWS) is investing over $1.2 billion dollars in its wastewater collection system, targeting over 5,200 miles of sewer main repairs, in response to city-wide sanitary sewer overflows (SSOs) and infiltration and inflow (I&I) issues. This work is under mandate from an Environmental Protection Agency (EPA) Consent Decree and is on target to be completed by 2025. One result of this Consent Decree has been an increase in package rehabilitation projects aimed at improving the worst performing sewer main segments in 'scattershot' groupings. SAWS has identified over 200 of these package rehabilitation projects to maintain the schedule of the Consent Decree. Plummer Associates Inc. (Plummer) was selected to perform the design of five small diameter package projects, together totaling over 43,000 LF of gravity sewer mains. These projects included the rehabilitation of more than 130 small diameter (8'-21') sewer main segments by various rehabilitation methods including cured-in-place pipe (CIPP), pipe bursting, open cut replacement, abandonment, and open cut rerouting. Purpose: This presentation will focus on successful project management and lessons learned for five multi-method package rehabilitation projects from preliminary design through construction. Package rehabilitation projects present a high level of risk to design and construction schedules due to the number of unique project sites, each possessing its own set of requirements for successful design and timely rehabilitation. Early design stages included data collection, condition assessment, planning for field investigations, determining agency coordination required for each site, identifying real estate conflicts, and classifying items with the highest risk to the project schedule. Methods used for organizing, classifying, and clearly presenting the overwhelming amount of data collected during these early stages was widely successful and will be discussed in detail. Subsequent design phases emphasized the prioritization of critical path activities. Critical path sequencing for these package rehabilitation projects can often be complicated due to the number of unique project sites and it may change several times during design as additional information is gathered. Successful management of these critical path activities, as well as lessons learned and unforeseen complications, will be discussed. Finally, bidding and construction administration of these projects highlighted other lessons learned and our experiences with material delays, rapidly changing material prices, real estate complications, third-party utility coordination, and contingency quantities will be discussed. Benefits of Presentation: Attendees will learn about key items to consider in the design of package rehabilitation projects, important points for successful construction administration of such projects, and how to implement big approaches to the management of small diameter sewer repairs. Owners, design engineers, and contractors will gain insights to successfully manage future package rehabilitation projects though design and construction. Status of Completion: The five package rehabilitation projects discussed in this presentation are in various stages of completion as stated below. - SAWS BPC Central Small Diameter Package 4A: Construction completed March 2022 - SAWS BPC Central Small Diameter Package 4B: Construction is substantially complete with final completion scheduled for January 2023 - SAWS BPC Central Small Diameter Package 4C: Project is currently under construction with final completion scheduled for January 2023 - SAWS Multiple Sewershed Package 17A: Construction is substantially complete with final completion scheduled for December 2022 - SAWS Multiple Sewershed Package 17B: Project is currently under construction with final completion scheduled for November 2023 Conclusion: This presentation will highlight the project approach, challenges, and lessons learned in the management of design and construction for five small diameter (8'-21') sanitary sewer package rehabilitation projects from preliminary design through construction.

The Stormwater Management Program (SMP) is a Johnson County, Kansas program which partners with the 20 cities in the County to manage stormwater and is funded by a 1/10th of one percent, county-wide sales tax. It administers these funds on behalf of the Cities, historically by providing matching funds to Cities for eligible projects, including study, design, and construction projects. SMP has invested significantly on StormWatch Alert 2 systems (www.stormwatch.com) over the past 30 years to implement real-time early flood warning systems. SMP has funded the installation and maintenance of many of the sites throughout the region and has utilized the data generated from the system for SMP-sponsored studies and projects. SMP also funds a portion of the cost to maintain and improve the website. Johnson County owns 68 of the 108 sites in the system. In addition, City of Overland Park, Kansas Department of Transportation, and City of Kansas City, MO owns several sensors. Currently, SMP with the help of City of Overland Park uses manual process of forecasting flooding conditions and implements emergency management procedures within the county based on existing stream level and National Weather Service's forecasted weather information. However, this process is very tedious, time consuming and not reliable to accurately forecast future flood conditions. Given these challenges, SMP engaged with NEER for the pilot study to utilize its cloud-based Machine Learning (ML) solution to automatically forecast early flood warning system (up to 24 hours) for the Watershed Organization 1 using existing hydraulic models and StormWatch real time datasets. NEER obtained existing HEC-1 and HEC-RAS models from FEMA for Watershed Organization 1. After verifying the integrity of the models, NEER converted existing HEC-1 and HEC-RAS models into EPA-SWMM model. During the conversion process, NEER followed the standard engineering practices to update the existing hydrology (subbasin and storage data) and hydraulic (open channel geometry, culverts, and bridge data) characteristics. After updating all the parameters, the hydraulic model was calibrated using StormWatch gage data collected during 2016 to 2020. There are a variety of statistical measures used to measure the goodness-of-fit between a long term continuous measured and a modeled hydrograph. For this study, statistical measures Integral Square Error (ISE) and Nash'Sutcliffe efficiency (NSE) were used as a single, non-subjective, statistical measure of model calibration (https://www.chijournal.org/C414). Generally, calibration results showed very good to excellent NSE and ISE range for all the gage locations. After the calibration, NEER set up a continuous real time and forecasting stormwater simulation model. In this step, StormWatch gage data (rainfall and stage collected every 5 minute) was obtained and stored in a Time Series Database. In addition, the 24-hour forecasted rainfall data obtained from the National Weather Service was also used in forecasting the stage and water surface elevation along the Brush and Turkey Creek. This real time and forecasting model that is scheduled to run every 6 hours, provides a predicted and forecasted floodplain boundary, depth grid, water surface elevation grid, velocity grid, and flood severity grid. that can be used for operational decisions. The total number of buildings and roads flooded, and operational recommendations (such as closing of roads, and evacuation of buildings) for every 6 hours is stored and displayed in the dashboard.

Odor detection threshold determination following international standards, ASTM E679 and EN13725, is the primary odor parameter of choice used in odor assessments worldwide. While this is a tool that, when coupled with air dispersion modeling, provides an understanding of the first layer of odor impact in the community and is commonly used for odor regulation around the world, the assessment of odor threshold is only one parameter of odor. Odor intensity and characterization (odor profiling) provide more important information related to true receptor impact from the perspective of when these odors will be a nuisance. Odor profiling, through descriptive analysis, is a sensory science term used to describe methodologies utilizing a panel of trained assessors to identify and describe specific sensory attributes about a test sample (qualitative) and scaling the intensity of these attributes (quantitative). The food, beverage, and consumer product industries have formally use descriptive analysis to obtain critical information about the appearance, aroma, flavor, and texture of products for over 70 years. These methods can be used to document odor profiles of samples collected from facility odor sources. As described by other researchers, further considering odor descriptors with dilution methods will help to understand how the odor profile may change from the point of emission from the stack to point of impact at the stakeholder as it dilutes in the air. The odor profiles of odorous sources are the perceived response of a complex mixture of chemicals in the air. While hydrogen sulfide is targeted (as the Celebrity) in work at water resource recovery facilities, there are many other compounds present from multiple chemical families, e.g., organic sulfur compounds, organic acids, amines, VOCs. Many of these compounds (the entourage of the Celebrity) have extremely low odor thresholds below the low ppb levels of hydrogen sulfide. State-of-the-art molecular odor analysis by SIFT-MS provides quantification at these sub-ppb concentration levels utilizing the same samples submitted for odor perception evaluation. This combined analysis including odor threshold, odor intensity, odor descriptors, and molecular analysis on the same sample provide access to direct relationships not available before for a broad range of wastewater issues and studies. This paper will present examples comparing the full odor profiles from multiple emissions sources. Inlet and outlet sample comparisons show one case where odor descriptor profiles are similar even with reduction in odor threshold and molecular concentration values and in another case, odor descriptors shift significantly with lower reduction in odor threshold values. A review of odor characters and molecular concentrations of other samples show how data relationships provide a deeper understanding of the odor sources and thus provide direction for improving in odor impacts in the community.

Purpose and Findings: When designing a pump station, most engineers follow state and local standards, many of which relay upon guidelines set forth in the 10 States Standards Recommended Standards for Wastewater Facilities. In fact, the successful design of a pump station includes the detailed analysis of several different elements of the pump station facility including the wet well, force main and pumps. Occasionally, these facilities are designed as part of master plan developments, and sometimes are designed to account for future flows. Traditional design methodology involves identifying a pumping rate and system curve, then selecting a pump with a curve that shows the pump can meet the flow demands as shown in the figure below. Figure 1 The graphs are used to select a pump that meets the required design operating duty point. In most cases this method is successful and these facilities go into operation with little to no problems. We now are tasked with a new host of challenges while rehabilitating existing and designing new pump stations. This is where things can go 'off the curve'. Rehabilitating existing stations: - Inadequate wet well or piping sizing - Underperforming or mis-sized pumps - Changes to operation upstream and/or downstream of the pump station Designing new pump stations: - Connections to existing pressure systems - Extreme topographical changes and high pressures - Potential for mixed flow and negative pressures in the line This presentation will focus on the benefits of using Pipe-flo hydraulic modeling software to help with these challenges the traditional methodology struggles to address. Case Study 1 – Bay Street Pump Station The Bay Street Pump Station (BSPS) is in the City of Pontiac and is owned and operated by the Oakland County Water Resources Commissioner (OCWRC). The pump station lifted flow to a gravity sewer that was beginning to corrode and was in an easement through private property. A conceptual project was developed to redirect the 20- inch BSPS force main to the recently constructed 36- inch Perry Street Pump Station (PSPS) force main. Preliminary hydraulic analysis determined that the existing pumps at the BSPS would not be capable of pumping the flow thru the redirected 20-inch BSPS force main and the 36-inch PSPS station. New pumps were needed at the BSPS, Fishbeck used Pipe-flo software to model the system, because the new pumps had to also be capable of pumping when PSPS was operating. The impacts to the hydraulics of PSPS also needed to be understood before making the connection in the proposed location. See below for the Pipe-flo model developed for BSPS. Figure 2 The Pipe-flo software allows for the development of 'lineups' which are different steady-state conditions calculated in the system at any given point. Like the traditional methodology, where we calculate for a peak flow rate, Pipe-flo allowed for the evaluation of the system when one or both pumps were on and with either facility operating. Multiple lineups under dry- and wet-weather conditions were run in Pipe-flo and both the proposed BSPS and existing PSPS pumps still met the design flow requirements for each facility. This output data was used to demonstrate to the Michigan State Department of Environment, Great Lakes and Energy (EGLE) that both facilities could satisfactorily utilize the same force main in our proposed configuration. This project has been fully permitted and is awaiting easements before bidding for construction fall 2021. Case Study 2 – 8 Mile Pump Station The 8 Mile Pump Station (8MPS) was built in 1965 as a lift station, which brought flow from an incoming 60-inch gravity sewer 50+ feet deep up through a recirculation chamber to a shallow 60-inch outlet. There are 5 pumps of various sizes to accommodate different levels of flow, and all 5 pumps run during wet weather events. When the 60-inch gravity outlet is at capacity, the flow overtops a weir in the recirculation chamber back into the PS wet well. This has historically led to rising water upstream of the PS and overflows to local waterways. A 30-inch relief force main was added later due to help reduce overflows, with 2 of the existing pumps piped to be able to discharge to it. Overflows continue even with the relief force main and additional improvements are needed at 8MPS. The current proposed solution is to convey more flow downstream to the system outlet and bypass the existing bottleneck at the 8MPS by eliminating the recirculation chamber and slip-lining the existing gravity sewer for 4,000 feet so it could act as a force main. The original concept as proposed intended to utilize existing pumps, but during the basis of design stage, the existing pumps were found to be underperforming. Fishbeck modeled the existing station using Pipe-flo and conducted flow verification testing in the field and found many of the five pumps to be operating well below capacity. The pump manufacturer assisted in developing degraded pump curves. These new curves were imported into Pipe-flo and the results showed that the existing pumps would not be acceptable and would fail to meet the goals of the project. Fishbeck then modified the Pipe-flo model to reflect a new 4-pump configuration. Pipe-flo was used to quickly assess the characteristics of the system using each set of pumps under dry- and wet- weather conditions, as well as how the pump station will operate under interim conditions during construction with different pumps or discharge outlets out of service. Pipe-flo was also used to assess the pressures and velocities in the existing piping where flow was being increased to verify that existing air and surge relief valves would meet the new service requirements. Had the existing methodology of using the manufacturer's pump curves and a new system curve been used, the existing pumps may have been assumed capable of meeting the project requirements only to realize the shortcomings during construction. Completing the modeling allowed for several configurations to be easily evaluated and potentially significant design decisions made earlier in the project schedule. This project is under design and moving forward with anticipated construction in 2022-24. Figure 3 Table 1 In each case presented above, using traditional methods of calculating the system curve and selecting pumps may have produced a satisfactory pump selection, but did not allow for deeper evaluation of some of the fringe operational conditions. It is during those unusual conditions when pumps are most susceptible to running off their curve and potentially incurring damage. if these conditions are identified, they can be mitigated through design by the selection of different pumps, addition of air/vacuum relief or throttling valves or even adjustments to wet well operating levels.

The Port of Long Beach (Port) is the second-busiest seaport in the United States and committed to improving the environment. Capturing and using stormwater can offset potable water demand, result in reduction of pollutant discharges, and enhance regional drought resiliency. Therefore, the Port and its consultant, Stantec, conducted the Stormwater Harvesting Study to prioritize stormwater harvesting options for the Port. The following three scenarios for stormwater capture were examined: Onsite use, wherein stormwater would be captured, diverted, treated to meet Department of Health standards to use as an alternative water supply, and then provided to select Port tenants for use, with excess water being diverted to sanitary sewers or outfalls. Diversion to the sanitary sewer, wherein stormwater would be captured and diverted to the sanitary sewer for treatment and use off-site. Diversion to Long Beach Municipal Urban Stormwater Treatment (LB-MUST), wherein stormwater would be captured and diverted to the LB-MUST facility for treatment and use by the City of Long Beach. To prioritize locations for stormwater harvesting and onsite use, a pass/fail screening was applied to the Port's drainage basins, followed by a weighted screening criteria and ranking value. Top scoring drainage basins were linked to specific tenants within the Port to determine the final scenarios. A general concept for these projects is shown in Figure 1. Twenty-two Port-owned stormwater pump stations were analyzed for diversion to the sanitary sewer. Locations were prioritized based on the pumping capacity, and screened if located upstream of a drainage basin, in a crowded area, or not located near a viable sewer for discharge. A general concept for these projects is shown in Figure 2. Diversion to LB-MUST considered the available treatment capacity at the LB-MUST facility and the design capture volumes of drainage basins within the Port's Pier B. Two alternatives, a below ground tank and a detention basin, were considered to store the diverted stormwater within the City of Long Beach prior to diversion to LB-MUST. A general concept for these projects is shown in Figure 3. A Triple Bottom Line Cost Benefit Analysis was performed to prioritize the projects. This analysis integrates the broader social and environmental perspectives into decision making, and enables project proponents to objectively justify a project. A ranking of all projects is in Table 1.

There is an increasing emphasis on the impact of volatile gaseous emissions from area sources such as anaerobic treatment ponds, biosolids treatment processes, feedlot pads, compost windrows, and municipal wastewater sites, due to the concerns related to malodors, greenhouse gases, micropollutants, or bioaerosols. The estimation of emission rates are critical to support the assessment of environmental and social impacts such as nuisance and human health as well as climate change. Emission sampling is an essential stage in determining emission rates, where sampling methods seek to simulate the real emission scenarios. In a previous review (Liu et al. 2022), the benefits and disadvantages of a series of sampling methods (flux chamber, wind tunnel, static chamber, headspace methods) were compiled. The review showed there was lack of the understanding of the role of sampling methods, creating difficulties for industries or users in the analysis and interpretation of the emission data. Flux chambers are a commonly used method, due to the presence of standards, ease of operation and perception as a method that simulates real-world emissions. During method development, flux chambers were extensively tested to assess the impact of operational factors such as flushing rate and placement depth, however, experimental implications of different designs of flux chambers were limited. Based on the finding by Hudson and Ayoko (2008), 19 called flux chamber cylindrical devices were found out of 76 dynamic devices, while only 5 of 19 shared the same design in terms of dimension and operating system (Gholson et al. 1991, Sarwar et al. 2005). Such differences in design, limits the comparison of data and the establishment of an emission model for evaluating emission from area sources such as biosolids storage and application sites. In this research, four different flux chambers were used to measure the volatile emission rate from porous media using typical operating conditions (Table1). The comparison of flux chambers took into account inlet gas distribution system, chamber materials and variations in hood dimensions. The sweep gas flow rate in the chamber was varied from 1 L/min to 5 L/min. The results were interpreted using the relationship between gas velocity, turbulence intensity and the physical design of the device. Chamber II was set up based on the U.S. EPA flux chamber design (Kienbusch 1986) and tested as a benchmark. The emission rate measured using chamber III, which was duplicated from chamber II, showed 20%-60% variations, indicating the necessity of calibrations for each flux chamber before use. Compared to chamber II, variations of sweep air flow rate in chamber IV showed less effect on changes in the emission rate. However, the overall emission rate from chamber IV was higher, e.g. 103% higher at 1L/min flow rate. This difference was attributed to altered sweep gas jet direction which affects the circulation of sweep gas over the area surface and generated turbulence. To verify the hypothesis that sweep gas direction can affect the emission rate, axially vertical jets of sweep gas were used in chamber IV resulting in a higher emission rate compared to chamber II, while the increased number of jets further increased the measured emission rate (chamber I). The study findings emphasised the importance using a standardised flux chamber configuration, while linking the inlet gas distribution setups to recirculation motion in the chamber as well as the effects on emission rates from porous media. This is in agreement with prior studies conducted using CFD on liquid surfaces (Andreao et al. 2019). The outcome of this study will contribute to the more consistent use of flux chamber within which consistent, reproducible conditions could be established.