Results

The field of stormwater harvesting is evolving and expanding as utilities and communities consider viable alternatives to increase water supplies, improve resiliency of their water resources, and find multi-benefit and innovative approaches to addressing regulatory and stormwater quality challenges. In many cases communities turn to stormwater harvesting with a specific driver in mind, from water quality and local flood reduction to heat island mitigation. After further evaluation they often uncover many other benefits, many being of direct value to the community. Stormwater capture and use (SCU) projects can come in all shapes and sizes, as does the quality of the water when it gets to these stormwater harvesting projects. Current research in stormwater harvesting and the technologies fueling this sector's growth will be discussed in terms of their applicability and 'fit-for-purpose.' This presentation will highlight several significant projects and programs including the County of Los Angeles' Safe Clean Water Program, the City of San Diego's dry-weather diversion program to Pure Water, the Long Beach Municipal Urban Stormwater Treatment Project (LB-MUST), the City of Santa Monica's Sustainable Water Infrastructure Project (SWIP) and others. Key programs/projects include: County of Los Angeles' Safe Clean Water Program — In 2018 voters in Los Angeles County passed a parcel tax on impervious areas. The Program generates nearly $300M/year for capital projects; operations and maintenance; and technical studies. Most of the funding is distributed base on populations served by the agencies within the County. Approximately 40 percent of the funding is competitively awarded as Regional Projects based on load reduction, water supply benefits, community benefits and other criteria. Since capture and use projects score very highly with load reduction and water supply benefits, they often dominate the funding for Regional Projects. City of Long Beach's LB MUST — The LB MUST Project in Long Beach that captures and treats flows from 12,300 acres of urban watershed. With LB MUST the primary goal is to treat urban runoff (dry weather flow) and polluted stormwater (85th percentile average annual precipitation) to comply with the City's NPDES permit, which incorporates TMDLs. The project is expected to be complete in early 2024 and is a great example of a multi-benefit SCU project. Treatment processes including ceramic ultrafiltration and UV oxidation are used to produce non-potable water supply for various municipal and environmental demands. LEED recognized the project last year with Platinum Certification City of Santa Monica's SWIP — Santa Monica is densely populated beach community also within the County of Los Angeles. Beach water quality issues drove the City to create the SMURRF in the 2000s. Santa Monica also has significant groundwater and a goal to be self-sustainable with respect to water supply. Recent additions to the SMURRF (storage and advanced treatment) allow the City to capture and use more water. SWIP include facilities where pretreated stormwater is blended with wastewater for purification. Managed blending of stormwater with wastewater for treatment to non-potable reuse is quite popular in SoCal as deep droughts and conservation measures result in lower wastewater flows than many recycling facilities had planned for. Managed addition of stormwater and dry weather flows help to make up for this. City of San Diego's Planning for Stormwater to Pure Water — The City of San Diego's Pure Water Program is a phased, multi-year program aimed at providing additional local supply through expanded water reclamation and advanced water purification. The program will be implemented in several phases to eventually provide one-third of the area's drinking water needs by 2035. As currently planned, wastewater flows will be diverted to either new or existing water reclamation facilities to produce recycled water that will undergo additional treatment at a Pure Water facility. The resulting purified water will be stored in existing reservoirs and blended with imported and local water supplies. The water will be treated at existing drinking water treatment plants for distribution through the City's existing potable water supply system. Phase 1 of the Pure Water Program will be the first potable reuse project permitted in California for reservoir augmentation and future phases of the Program will likely rely on a similar approach. Local elected officials and NGOs have pressed for increased urban stormwater water capture and use options to enhance water supply and water quality in the Region. In addition, conservation measures and drought have resulted in reduced overall sewer flows for many agencies. As a result, the City is carefully evaluating the feasibility of capturing stormwater for diversion to the existing sewer system for use as an additional water supply. We will share how these projects were developed considering the required water quality for each application — from irrigation and recreational, to environmental demands. This presentation will also look at current research needs in stormwater harvesting. The presentation will conclude with a discussion of stormwater harvesting lessons learned and the application of a proven planning process can be valuable, and transferable, to other locations in North America.

The Detroit Water and Sewerage Department (DWSD) serves more than 230,000 accounts, including a residential population of nearly 650,000. DWSD's network consists of more than 2,700 miles of water main and nearly 3,000 miles of sewer collection piping within the city of Detroit. This presentation shall outline DWSD's Capital Improvement Program Management Organization (CIPMO) project. CIPMO's mission is to coordinate and execute capital project planning and project implementation across the City. CIPMO has taken a programmatic and collaborative approach to rehabilitate the water and sewer infrastructure with the goal of producing $500 MM worth of CIP projects over five years. In June of 2020, DWSD initiated a new, Geographic Information Systems (GIS) based procurement process intending to streamline procurement activities, increase the level of information provided to prospective bidders, and support the development of more accurate bids on capital projects. The newly implemented system is built on DWSD's existing enterprise GIS infrastructure, leveraging Esri's ArcGIS Online platform to publish and maintain a web mapping application that provides bidders with detailed GIS data on planned repairs, access to supporting documentation (including bid documents and plans), and base data that can be used to support the bid development process. This system provides bidders with the ability to interactively view data within the web mapping environment, query or filter data based on a variety of parameters, and export data and maps to support further analysis or assessment activities. This presentation will outline the previous procurement process, the development, implementation and management of the new platform, and detail DWSD's plans for future improvements to the procurement process. DWSD's Collection System includes lateral, connector/trunk, and interceptor sewers that collect and convey storm and sanitary flows throughout the service area through lift stations to the wastewater treatment plant. The sewers are generally a collection of clay, brick, concrete pipes ranging in size from 8 inch to 17 feet. The system has approximately 3,344 mile of sewers which includes 2,258 miles of lateral sewer, 559 miles of connector sewers, 483 miles of trunk sewers and 44 miles of interceptor sewers. The oldest of these sewers were constructed in the mid-1800s. The collection system services Detroit and 76 communities which include over 3 million people over approximately 904 square-miles in southeastern Michigan. DWSD's in-house crews perform routine maintenance of the collection system including open cut repairs to fix sewer collapses and sewer rodding/cleaning along with video inspection to identify areas/causes of flow obstructions and provide relief to customers. The Department utilizes contracts to carry out sewer assessments and construction for capital improvement and aid the in-house crews in performing emergency repairs. These contracts are also used by the Department to assist DWSD's crews in providing water-in-basement complaint investigations, sewer cleaning service and open cut repairs. These contracts are a good fit for the Department's short-term maintenance. Starting in the early 1980s, the DWSD began to use the Cured-In-Place (CIPP) method as an alternative to the open cut method in rehabilitation of the collection system. Segments of sewers determined to be structurally deficient were lined by the CIPP method. In the late 1990s, the Department initiated a larger scale CIP with the intention of rehabilitating up to 1% of the collection system annually. Prior to the inception of DWSD's current Capital Improvement Program Management Organization (CIPMO), the Department's Collection System CIP was managed and implemented through two sewer contracts divided between the east and west sides of the City. A quadrant of the collection system which represents approximately a quarter square mile in size was identified based on previous I/I study, water in basement complaints, cave-ins/collapse records and population density and assigned to the sewer contractor to assess, prepare and submit PACP reports, treatment strategies for DWSD's review and approval. Approved strategies for rehabilitation were also performed by the same contractor. The Department and its contractors utilized the open cut method, Cured-In-Place (CIPP) lining, Slip lining, Epoxy lining and Cementitious and Chemical Grouting methods in the Collection System CIP as the main methods of rehabilitation. The Department's annual renewal rate of the collection system was about ~150,000 linear feet of sewers per year, which was approximately 24% of what was recommended by the Department's Master Plan. DWSD's current CIPMO which was initiated in 2016 is taking a different approach to the capital renewal of the collection system. Instead of a single contract to perform sewer assessments, provide PACP reports, treatment strategies, design, and construction services; separate standalone contracts are procured to provide sewer assessment, data verification and acceptance, treatment strategies, design and construction. The details of DWSD's CIPMO process including emerging challenges, design & construction, resource management, procurement challenges, will be discussed in full at the conference. Beginning in June of 2020, DWSD initiated a new, GIS based procurement process that is intended to streamline procurement activities, increasing the level of information provided and supporting the development of more accurate bids on capital projects. The implemented web-based system provides prospective bidders with access to a contract-specific, interactive mapping application that details information on the planned repair, including needed replacement and rehabilitation work. This application also provides advanced functionality to support the export of data in tabular format, interactive toggling of map layers, and filtering or querying of data. As compared to the traditional approach of providing bidders with hard copy or static plans, the GIS-based procurement platform provides bidders with the following benefits to better prepare bids: Access to additional data on existing assets and proposed work. Access to a variety of basemaps (including aerial imagery, topographic, planimetric, and hybrid) to help provide better understanding of the construction activity areas. Ability to view geographic data interactively, at different map scales and/or combinations of layers. Flexibility to filter export data and maps to a variety of formats, including spreadsheet format, allowing for additional assessment and analysis to be performed Ability to 'bookmark' specific areas or locations, perform measurements, and make map markups that are specific to user logins This system also gives bidders the ability to access contract data on a variety of devices while maintaining data security through assigned, contractor-specific login credentials. Approved DWSD contractors are provided access to specific procurement sites on a contract-by-contract basis, minimizing the amount of effort required by DWSD to manage credentials and simplifying the login process for contractors.

Wastewater analysis for SARS-CoV-2 RNA has been underway in various locations across the world since early 2020 and is a rapidly expanding area of research. There is a limited understanding of the behaviour of viruses within the sewer network. However, it is likely that the virus is subject to a range of biotic and abiotic factors which may influence its persistence and transit time within the network . Understanding this behaviour is key in developing sampling strategies which underpin an effective Wastewater Based Epidemiology (WBE) health surveillance system. Developing this understanding requires answers to a number of core questions, namely:

•Does the virus follow conservative flow regimes?
•Does the virus degrade in the sewer environment?
• How long does the virus persist in the network?
•What are the impacts of re-entrainment after weather events?

A better knowledge of these factors would allow better interpretation sample results in the context of the environmental conditions, which will also create the foundation for being able to triangulate and track the sources of viral outbreaks.

In the UK over 90% of the water and wastewater networks are representing in hydraulic models. These models have been built over the past 10 – 15 years and have been subject to millions of pounds of investment to ensure they are fit for purpose and accurate. These models have the potential to be a key tool in an effective WBE program if used in the right way. To date, development has primarily been focused on flooding, which is the core driver in the UK, and less so on the representation of water quality parameters.

Method

Through this study we worked to assess how well these models could be used to represented viral transport in sewer network, as well as identify any potential limitations.

To do this we worked in two catchments, each with different properties to deploy an enveloped viral marker at known places into the sewer network and then tracking its appearance at various locations. This work was complemented with the conservative flow fluorescent dye tracer, rhodamine-WT. We followed these tracers through the use of an autosamplers in the network over 17 days. Using these results, we then calibrated a hydraulic model (with contaminant transport processes) to understand the key parameters which influence transport (degradation rate, flow rate, rainfall, pipe material and roughness).

The models use the Innovyze Infoworks ICM modelling platform. In all cities the models were 'cut down' to represent only the major network with inflow files at junctions, as in Figure 1. This was done to increase the speed of the models.

In order to ensure accuracy these cut down models are checked against the full model to make sure there are no differences. The conditions on the sampling days were then re-created by adding any rainfall and inputting the markers at the upstream manhole, representing it as coliform.

Results

The different catchments each highlighted different challenges and opportunities. In the first there was a pumping station in between the input location and the sampling point. This meant that initially the model under predicted the travel time by over 4 hours. To counter this the impact of the pump was derived by including its operational controls. After this was done the time of travel matched that of the experiments closely, as seen in Figure 2. In our simulations we ran a number of scenarios with different T90 decay times. In Figure 2 it can be seen that a T90 of 10 – 12 hours most accurately matches the experiments. This influences the design of a sampling strategy or interpretation of the result to incorporate this decay of the virus.

In the second catchment there was a single straight run of pipe, with no significant hydraulic structures. However, we were unable to recreate the travel time accurately, as shown in Figure 3.

The models use a standard Dry Weather Flow day based upon when they were originally verified. We compared velocity measurements taken on the day of the experiments to the validation day and there was a large differential. This may be explained by changing water usage during Covid altering the flow patterns in the sewer, as was suggested by the flow monitor at the outlet point, as shown in Figure 4.

Conclusion

The key conclusion from the work is that it is possible to represent an enveloped virus in the sewer network through the use of hydraulic models. Both in terms of travel time and decay rate. However, using the models 'off the shelf' can lead to large inaccuracies as the models may not be validated/ developed with the intention for use in water quality modelling or water usage has changed during Covid with home working to the point at which the models are no longer representative. In these conditions having flow measurements recorded at the same time as sample extraction can lead to more certainty around the outputs/ results and allow for the models to be adapted to match reality.

If the models are fully validated it is possible to use the water quality modules to represent the virus transport with a T90 decay rate of 10-14 hours. This means that sampler coverage needs to ensure that areas outside of this distance from a sampler need to be covered by additional in-network samplers to represent SARS-CoV-2 prevalence. Or include scaling factors to incorporate the likely decay of the virus.
The transport of the virus is conservative (via advection), as a result if the key parameter of interest is travel time this can be calculated based on only knowledge of the network configuration and the flow rates. However, the models are still required to explore the relationship with decay rates.

Future work

The opportunity to represent other health markers and chemicals is being explored as well as whether these models can be run in real time and integrate real time sample data to track the sources of infection in communities.

Project Background Located in the northeast corner of Cleveland (OH), Cleveland Water Pollution Control (WPC) achieved its largest project to date by designing, and constructing 5,200' of 48' sanitary relief sewer along a curved residential street (Marcella Rd.), and a heavily travelled local business corridor (East 185th St.). Despite some obstacles during the nearly $15 Million construction project, the relief sewer was a major step to mitigate area basement flooding while minimizing construction impacts to residents and businesses. This presentation will highlight the advantages, disadvantages, design considerations relative to curved microtunneling, and lessons learned. Project Objectives After decades of basement flooding complaints from property owners, modeling of the sewers confirmed capacity and high I/I issues within the Area sewer flow monitoring and modeling preceded the project design. While the service area is comprised of separate storm and sanitary sewers, high amounts of I/I exist within the common trench sanitary and storm system. Since I/I elimination impacts greatly vary on their impact to an existing system, a relief sewer was proposed. Fortunately, NEORSD had previously stubbed an appropriately sized pipe for this area that we could tie into. The relief sewer was designed to remove over 48 MGD (74 cfs) from the sanitary system during the design 5-year storm. Benefits of Presentation Microtunneling no longer is considered a new construction method. However, installing pipe along curved microtunnel alignments is a newer industry capability. This unique approach allowed the sewer alignment to follow the natural curve of the roadway. A more typical open-cut method would require a significant number of manholes due to multiple changes in direction, plus the costs associated with full depth roadway replacement, and sewer lateral replacement. This presentation will highlight current microtunneling methods and capabilities, construction area needed for launch shafts, receiving shafts, spoils processing equipment, and storage. Additional useful design information will be provided such as the importance of a thorough geotechnical report, and budgeting for unforeseen conditions. This presentation will highlight practical reasons to pursue microtunneling as an option, as well as cost comparisons to a typical open-cut installation. On East 185th Street specifically, open-cut construction would have exposed an old 72' brick storm sewer, and undermining the bedding/soils was not a risk the City was willing to take. The project also included acquisition of a small easement to accommodate microtunnel radius limitations. While land acquisition is not part of the City's typical design approach, the easement was easily acquired as the property owner got compensated without any disruption on their property. Proactive planning allowed for the necessary time for the City to obtain the required easement appraisals, and time to negotiate the acquisition before bidding and construction. Microtunneling was also a very attractive method for the City since East 185th Street is a heavily trafficked corridor with businesses, street parking, and walking traffic. Status Project construction occurred from August 2019 to November 2020. The microtunnel portion accounted for approximately 8 months of the 15 month project. As the COVID-19 pandemic emerged, the contractor was initially delayed, however once the proper safety procedures were setup, time was easily regained with the tunneling crews working night shifts. Since the night shifts were specifically for the tunneling process, worker safety due to visibility was not an issue. The tunneling equipment did have to be located in a suitable area due to the noise created, and the contractor obtained a waiver to vary from the City's noise ordinance. The microtunneling progress averaged around 34 feet per day (or shift) of progress with the tunnel. 4 months of post-construction monitoring was completed from mid-April through mid-August to compare the model's predictions to actual flows, and to demonstrate the need for additional sewer upsizing in the upstream area. The flow data did indicate that the sidestreets east of E. 185th need additional capacity. This was evident from the monitoring data as the main along E. 185th had capacity while the sidestreets were surcharged during an event near to, but less than a typical 1-year storm. Learning Outcomes - Microtunneling can reduce risk where open-cut construction would expose aging, expensive, or fragile utilities. - Budget time and money for unforeseen obstacles such as boulders and utility relocation. - Avoid or move overhead utilities before the project. Launch/receiving shafts for the manholes need to be accessed with large equipment/cranes, coordinate with utilities to mitigate construction delays. - Attendees will gain knowledge of what is possible with microtunneling, when to use or avoid microtunneling, and how to plan and budget for a microtunneling project. Conclusion This was a very important project for the City of Cleveland as the area has a long history of reported basement flooding, and action toward reducing the frequency of these events needed to be taken. The City was open to the bold approach of installing the sewer along a curved alignment via microtunnel to maintain vehicle, and pedestrian access, knowing the costs could be slightly higher than the open-cut method. The community was also very accepting of the approach, as though multiple community meetings we indicated the construction will help relieve future water-in-basement events with minimal disturbance. Home and business owners lying within the zone-of-influence of the tunnel had further confidence since the contractor offered to video inspect their basements before and after the project in addition to multiple ground points which were surveyed weekly to insure the tunneling was a safe method.

Background:
Situated between the Kansas and Wakarusa rivers, Lawrence, Kansas has an area of nearly 35 square miles divided into 11 tributary watersheds and 59 sub-watersheds. The 2020 Census population of approximately 95,000 reside within city limits, which is primarily developed with single family residential being the primary use. A large portion of the city is occupied by the University of Kansas and its associated properties. The enclosed stormwater system is comprised of over 17,600 structures and approximately 265 miles of piping, including both public and private infrastructure. The City of Lawrence, KS, is required to comply with a National Pollutant Discharge Elimination System (NPDES) Municipal Separate Storm Sewer System (MS4) Program as part of the federal Clean Water Act. Historically, the common practice was to hire a consultant to evaluate stormwater data, run pertinent calculations, publish a report of projects that the City will get to when budget allows or enough concerns are raised to address. The City of Lawrence challenged that process and looked to its consultants as partners to provide holistic and interactive stormwater solutions to find a balance for the stormwater system. Approach: Managing a stormwater system requires balancing financial resources and physical system needs based on available data. The Stormwater System ID, Assessment & Model Creation Project, undertaken by the City of Lawrence, KS is an innovative approach to identifying stormwater assets condition, criticality, and serviceability. This data, along with modernized stormwater modeling methods, is helping identify cost effective solutions to managing the stormwater system. The project team, consisting of engineering consultants and City Engineering Staff have learned several lessons during this comprehensive project. This session will highlight lessons learned from a private consultant and municipal engineer's prospective and help others become wise from our mistakes and help you find balance in stormwater management.

What makes this project unique?
The City of Lawrence wanted to better understand its entire stormwater system, which encompasses the entire City, all 59 subwatersheds across nearly 35 square miles. All the asset inventory and condition information will reside in one primary database, Utility Network by ESRI. This dataset is shared with other utilities within the City, helping level the informational knowledge. Additionally, every structure will have a 3D digital model allowing users to visually confirm condition and routing. What can be learned from this project? There are evolving technologies in managing a stormwater system, but they all come back to having a good map and a plan of action. The foundation of this project, which can be used on other projects is a solid repository for data, aka a map. From that foundation, project engineers and asset managers can start piling on information to make the map more detailed, especially in a digital environment. One of the first benefits to a digital, ESRI based map, was the ability query quantities and assign statuses to assets. The project team created live dashboards that recorded a host of statuses which helped track progress and identify a punch list of structures or lines that needed attention prior to being labeled 'Inspection Complete.' The second foundational piece of the project was a plan of action. The scope of assets to be identified and appraised, initially seems to be an endless list of letters and numbers. Using digital maps and isolating work to be done in a specific watershed at a time, helped make the task of collecting all the data attainable. A prioritization of tributary watersheds was created, and field crews worked across the basins systematically. Another foundational cornerstone is communication. The project team and sub-teams held regular status meetings and huddles. These interactions allowed the entire team to maintain visibility on progress, areas that needed attention and successes. Having an engaged team across the variety of individuals contributing was key to consistency. The field team included staff from one of the consultants and from the City, this required coordination and communication of procedures and standard language. The data team processing and performing QA/QC had to communicate with field teams and modelers to ensure field data was accurate and incorporated into the models.

Innovation and Technology at Work
The mapping technology and ability to see and find additional details on assets is a game changer. But investing in innovation was important to the City of Lawrence for several reasons. -Data collection was done without having to put City or contractors at risk during manned entry of a confined space. -Asset physical measurement information, as well as condition assessments can be done with one touch of the structure while in office. Saving time and reducing field data collection errors. -TREKK 360 scans and models provide a snapshot in time to the current conditions of structures to be compared to future scans. -Modeling experts have a variety of easily accessible data to tune their model. -The affordability and simplicity of deployment allowed multiple crews to collect data simultaneously and rapidly. Reducing the field time and negative impacts of weather delays. Better understanding the stormwater system from an asset identification standpoint, aided the ability to accurately model the system. These steps were critical to understanding the status quo and what improvements will be required to improve the level of service across the City of Lawrence. Balancing the financial resources and setting an acceptable level of service will be the second presentation by our team members of Burns & McDonnell.

Challenge
The Village of Arlington Heights, Illinois (VAH), is a community of approximately 75,000 residents northwest of Chicago. The Village, located in the Des Plaines River watershed, has a mix of separate sanitary sewers (≈920,000 lf)and separate storm sewers (≈1,100,000 lf) as well as a combined sewer (≈350,000 lf) in the older downtown area. The sanitary and combined flow discharges to the Metropolitan Water Reclamation District of Greater Chicago (MWRD) for treatment while the separate storm sewer system discharges to area streams and waterways. In 2015, the Village's Utility Superintendent realized the Village did not have a robust storm sewer asset inventory and wanted to understand what infrastructure they had, where it was located, and what condition it was in. The Superintendent was planning to retire in four years, and wanted to prioritize building the storm sewer inventory before he retired. Solution/Approach The Village determined that a combination of storm sewer televising (CCTV) and select manhole and structure inspections and surveys would provide the information needed to update the Village GIS with accurate GPS locations, asset attributes, and condition data. RedZone Robotics (RZ), partnering with RJN Group, was selected to perform the CCTV work and the manhole inspections. RJN was responsible for the GIS data integration, manhole rim survey, and measurements at the manholes. The multi-phase project was initiated with a small pilot area and then expanded into four areas covering the rest of the separate storm sewer system, with the intent of completing the inventory in four years. Initially, RedZone's SOLO® pipeline inspection robot camera system was used to record conditions in the manholes and for the 8 to 12-inch sewers. Standard CCTV cameras inspected sewers larger than 12 inches, and multi-sensor inspections (MSI) were conducted in larger sewers with flows present. The primary Village goal for the program was to incorporate all captured findings-asset locations, details, and conditions, including NASSCO PACP ratings-in their in-house GIS to make it easily accessible to Village staff for operations and maintenance programming, and capital planning. This required conversion and integration of data from the standard RedZone ICOM® software deliverable. Work began in early 2016 in the pilot area and continued through the four phases shown in the exhibit above. -CCTV was performed using the SOLO camera, the standard CCTV camera, and the Profiler® (MSI). -Manhole inspections and locates were performed on selected structures designated by the Village. -Inspection data, including connectivity, diameters, materials, and NASSCO ratings, were updated in the GIS. Condition data was used to identify areas with issues and then plan sewer repairs. Challenges Developing a comprehensive storm sewer asset inventory presented unique challenges during data collection and management. -Data Collection Challenges --Dirty storm sewers required extra cleaning. The storm sewers were actually found to be dirtier than typical sanitary sewers. --The SOLO camera could not navigate past much of the debris, which required frequent communication between RZ and VAH. By the end of the project, RZ performed all the sewer televising with a standard CCTV camera instead of the SOLO. --Televising connections between catch basins, inlets, and manholes, proved to be difficult and time consuming; many of these were pulled out of the project. -Data Management Challenges --Coordination between RZ field staff, RZ coding staff, VAH GIS staff, VAH PW staff, RJN GIS staff, RJN field staff, and Village GIS consultant -Initially, three entities were involved in the data coordination: The Village of Arlington Heights (Owner) with two versions of the in-house GIS: one managed by the Public Works Department (PWD) and the other by the Engineering/GIS department. RedZone Robotics (Prime contractor)-CCTV and manhole inspections RJN Group (Sub-contractor)-Manhole survey and GIS -After the pilot phase, the Village GIS analyst retired, and the Village out-sourced their GIS, adding a fourth entity: Municipal GIS Partners (MGP-Village GIS consultant) --Poor initial maps, which are common in municipal storm sewer GIS layers --Map update volumes with complex, multi-party coordination -Incorporating updates involved extensive back-and-forth communications between all parties Updating AssetIDs for pipes, structures, updating connections, VAH field verifying questions, etc. -Making sure all parties are in sync after updates --Incorporation of data into Village GIS, not ICOM -- Staff turnover: VAH, RJN, RZ, MGP Because of the challenges, the program was not completed until December 2022. The Utility Superintendent driving the program did retire in Jan 2021, and the project continued. Only one team member that started the project in 2016 was still involved when the project was completed in 2022!

Conclusion/Recommendations
The asset survey, attribute, and condition data was collected and incorporated into the Village GIS at a slower rate than initially planned. The Arlington Heights storm asset inventory is much improved. The storm sewers were cleaned, and the Village has access to the video, inspection reports, pictures, and ratings provided by the PACP and MACP coding via a single GIS platform. Lessons Learned -Storm sewer CCTV has inherent challenges -Inspection technologies have operating limitations and should be selected with due diligence -Communicate, communicate, communicate -Map updates take time -Better to have the project engineer-led rather than contractor-led.

In water-stressed regions around the world, a dearth of resilient water utilities is jeopardizing access to basic needs such as piped drinking and irrigation water. The availability of this water is heavily tied to utility management of wastewater as a resource to reverse growing supply pressure on freshwater sources, something which the American Southwest has dealt with head-on with its established aquifer and reservoir infrastructure. However, wastewater treatment and reuse infrastructure has become even more challenging for utilities in the region due to the growing impact of climate change-proliferated droughts. While technologies like MBR (Membrane Bio Reactors) and MABR (Membrane Aerated Biofilm Reactors) are being readily implemented as creative reuse solutions for the region, innovation in utility planning will be just as valuable. Further, the need for innovative infrastructure strategy applies to A) densely populated cities with limited space to add centralized utility infrastructure, B) new towns or suburban regions where utilities need to be quickly built and C) irrigation infrastructure that needs to be built or improved (i.e., 2021 Lake Mead crisis). Given these challenging scenarios, Modular Decentralized Wastewater Treatment (DWT) is a compelling new solution gaining traction globally. These systems are crucial for the Southwestern US and beyond in the fight against 'Day Zero' (including Cape Town itself) due to their associated affordability and speed of implementation. When implemented correctly, Modular DWT can also deliver the following benefits: - Augmented biological load removal capacity (depending on the technology used) o Can extend to nutrient removal in order to reduce coastal 'dead zones' - Minimized piping infrastructure and land usage based on accurate fulfillment of treatment requirement - Can be easily deployed in regions with Combined Sewer Overflow (CSO) issues as a standby unit -Simplified sludge handling and disposal due to point source treatment - Impacts of system downtime can be reduced due to distributed approach and standardized IoT Integration (rather than relying on one custom, centralized system) Our paper will identify hotspots for the next 'Day Zero' scenarios and how what a modular DWT program there might look like.

The management of PFAS has been a topic of discussion among the water/wastewater industry for the last few years, which has led to the development of the EPA's interim guidance for PFAS management. Our current understanding of both the extent of PFAS contamination nationwide in drinking water supplies and the concentrations that produce adverse health effects in the human body are in their early stages. What is certain is that PFAS will become an issue of growing concern over the next several years, if not decades, with the advancement of contamination site and health testing. Recently drafted EPA interim guidance and its key focus areas. The current on-going USEPA's PFAS Action Plan intend to develop MCLs for PFOA and PFOS in drinking water and to take steps to classify PFAS as hazardous substances. These actions have the potential to affect wastewater utilities in two keyways: (1) By requiring higher levels of treatment to protect downstream public water supplies and/or expanded source water protection measures; and (2) By limiting disposal options for PFAS contaminated waste or biosolids. States are also developing their own standards for PFAS in surface waters. The standards could be drivers for new permit limits and/or additional monitoring requirements for WWTPs. In turn, these requirements could result in costly investments in new treatment technologies to achieve a higher level of PFAS removal. Following States have already developed MCLs ahead of EPAs action plan: -New York established MCLs for PFOA and PFOS of 10 ppt individually -New Jersey adopted MCLs for drinking water for PFOS (13 ppt), PFOA (14 ppt), PFNA (13 ppt), and groundwater quality standards for PFNA (13 ppt), PFOA (14 ppt), and PFOS (13 ppt) -Michigan adopted groundwater cleanup standards for PFNA (6 ppt), PFOA (8 ppt), and PFOS (16 ppt), and MCLs in drinking water for PFNA (6ppt), PFOA (8ppt), PFOS (16ppt), PFHxS (51ppt), GenX (370ppt), PFBS (420ppt), and PFHxA (400,000ppt) -New Hampshire adopted drinking water MCLs for PFOA (12 ppt), PFOS (15 ppt), PFHxS (18 ppt), and PFNA (11ppt) -Vermont adopted a drinking water MCL for PFHxS, PFHpA, PFNA, PFOS, and PFOA of 4ppt individually and 20 ppt combined. -Massachusetts adopted drinking water MCLs for PFOS (3.3 ppt), PFOA (3.3 ppt), PFNA (3.3 ppt), PFHpA (3.3 ppt), PFDA (3.3 ppt) and not to exceed 20 ppt combined. During this presentation the following topic areas will be also covered: 1.Removal mechanisms of the PFAS treatment technologies focused on destruction, concentrating, and sequestration 2.'Off-the-shelf' and innovative treatment technologies 3.PFAS minimization as a primary management strategy and the fate and transport of PFAS when these substances are used Although most municipal wastewater utilities have not yet had to deal with PFAS issues, a proactive approach, starting with an initial PFAS risk evaluation is recommended. This initial risk evaluation is intended to provide municipal decision-makers with some idea of where their PFAS risks lie, as well as give them recommendations for next steps to inform proactive planning for PFAS response.

INTRODUCTION Recently, the Western Branch (WB) Water Resource Recovery Facility (WRRF), one of the five major WRRFs of Washington Suburban Sanitary Commission (WSSC), has the immediate challenge with the biosolids odor produced during the processes of storage, dewatering, and transport of biosolids. The dewatered biosolid cake in WB-WRRF is disposed in landfills now, but the landfills have expressed concerns over excessive odors and in some instances stopped accepting the dewatered biosolid cake. This problem will be continued for the next 3 years. WSSC is looking for some solutions to reduce the biosolids odor issue. According to the processes operated in WB-WRRF, there are several possible reasons causing the odor emission issue. First of all, the blending of sludges with different characteristics may contribute to biosolids odor development. At WB-WRRF, three separate streams of waste sludge, namely high-rate activated sludge (HRAS), nitrification activated sludge (NAS), and denitrification activated sludge (DNAS) are combined in WAS Wet-Well and thickened using a dissolved air flotation (DAF) system. It is likely that the combination of these sludges has augmented the biosolids odor production. Second, the anaerobic condition created during the sludge holding time in the sludge holding tank may be another possible factor contributing to the biosolids odor emission issue. The dewatering centrifuges were shut down during the weekend, leading to 15 ft deep blended sludge accumulation in the two holding tanks for around 48 hours. The bottom of the holding tank may be considered anaerobic, and many offensive odor compounds could be produced during the holding time. It was reported that the major odor-causing compounds emitting from anaerobically digested sludge are mainly H2S, and volatile organic sulfur compounds (VOSCs) including methanethiol (MT) and dimethyl sulfide (DMS) (Novak et al., 2006). Therefore, it is our hypothesis that process such as aeration may maintain a relatively high oxidization reduction potential (ORP) in the sludge holding tanks and mitigate the odor generation. The objectives of this research include: 1. Measure ORP profiles throughout all treatment trains in WB-WRRF to infer the suspicious spots that have high odor generation potential. 2. Test various combinations of the blending of HRAS, NAS, and DNAS to study their effects on the odor emission following sludge dewatering. 3. Evaluate the effect of aeration in the sludge holding tank on odor emission from dewatered cake. METHODS Fresh HRAS, NAS, DNAS and blended sludge were collected from WB-WRRF and blended based on the actual blending ratios used in the WB-WRRF. A laboratory dewatering protocol was established to mimic the full-scale centrifuge dewatering processes following three key steps: (1) polymer conditioning under controlled mechanical shearing at G t value of 105, where G is the mean velocity gradient and t is the retention time taken for sludge to be exposed to shear force; (2) centrifugal sedimentation using a lab centrifuge; (3) cake compressing using a piston under controlled pressure to obtain a cake around 20% total solids which is similar to that in the full scale. The dewatered cake was stored in a glass jar with a septum stopper. The contents of odor compounds such as H2S, MT, DMS in the headspace of the jar were measured using a gas chromatograph (GC). Headspace gas samples were collected on a timely basis and manually injected into the GC. Meanwhile, the ORP profiles across the entire WB-WRRF were measured using two ORP probes. RESULTS ORP profiles along with the treatment trains of WB-WRRF. The three types of sludge in WB-WRRF, namely HRAS, NAS, and DNAS, were firstly combined in a WAS wet-well and then thickened in DAF prior to being stored in holding tanks in preparation for dewatering. As shown in Figure 1, we measured the ORP profiles along with these treatment tanks and found that the ORP quickly dropped from 113 mV in HRAS reaction tank to -81.55 mV in WAS wet-well. Thereafter, the ORP further dropped to -218.95 mV in the sludge holding tank, creating ideal conditions needed for formation of odorous compounds such as H2S, MT and DMS. High-rate activated sludge is the major source of odor generation The headspace peak concentrations of H2S, MT, and DMS measured during the storage time for seven combinations of the three types of sludge are shown in Figure 2. As can be seen, whenever HRAS was blended in, the peak concentrations of the sulfur-containing odorous gas were always prominently high. In contrast, only negligible peak concentrations of H2S, MT, and DMS were observed in NAS, DNAS, and NAS + DNAS. Since the blending ratios used in this study were based on the actual blending ratio in the WB-WRRF, it can be concluded that HRAS accounts for the odor generation during the dewatered cake storage, and NAS and DNAS appear to have little to do with odor generation. Aeration effect on the odor emission from dewatered cake (bench-scale). Aeration of thickened solids in the sludge holding tank was tested at bench-scale as an odor mitigation strategy. As can be seen in Figure 3, all control groups and the mechanical mixing groups demonstrated the higher peak concentrations of odorous compounds than corresponding aeration groups during the storage time (Figure 3). Particularly, the cake from the control group had the highest MT peak concentration, while the aeration group had the lowest one (Figure 3b). Likewise, the aerated sample gave the lowest DMS level (13.86 mg m-3 g-1) which is approximately 30% lower than those in the other two conditions (Figure 3c). Undoubtedly, the aeration in the simulated holding tanks substantially attenuated the extent of H2S, MT, and DMS emission from dewatered cake. Aeration effect on the odor emission from dewatered cake (full-scale). After obtaining the favorable result in the bench-scale SHTs aeration test, full-scale testing of aeration in SHTs as an odor mitigation strategy was conducted, as well. As shown in figure 4, the dewatered sludge with aeration pretreatment during the sludge holding time in the SHTs generated less H2S than the group without aeration pretreatment during the storage time (Figure 4a). There was not much difference between these two groups in terms of MT concentration (Figure 4b). Moreover, only minor levels of DMS were produced (Figure 4c), indicating that the major odorous compounds emitted from the full-scale dewatered cake were H2S and MT. We can conclude that aeration during the sludge holding time can reduce odorous compounds generated from the dewatered cake.

Decentralized stormwater reuse is emerging as a sustainable approach to mitigate urban runoff issues while promoting resource efficiency. This abstract highlights the benefits of such a decentralized system, exemplified by the Arbor House Affordable Housing complex project in the Bronx. The Arbor House project successfully deployed a real-time stormwater management solution to address the challenge of combined sewer overflow (CSO) in New York City. By capturing and storing rainwater in cisterns, the system optimizes water use for rooftop urban agriculture and minimizes untreated wastewater discharges into local waterways. Key advantages of decentralized stormwater reuse, as demonstrated by this project, include: Reducing CSO Impact: Decentralized systems like the one at Arbor House significantly reduce CSO discharges by retaining and reusing rainwater. This proactive approach aligns with sustainability goals and helps protect aquatic ecosystems. Maximizing Resource Efficiency: The captured rainwater serves as a valuable resource for irrigation, reducing reliance on potable water sources and conserving this precious resource for essential needs. Environmental Compliance: The project's monitoring and reporting capabilities ensure compliance with environmental regulations, facilitating transparency and accountability in stormwater management. Community Benefits: Decentralized stormwater reuse projects often have the added benefit of enhancing community well-being. In Arbor House, the reclaimed water supports urban agriculture, contributing to local food production and quality of life. Scalability and Adaptability: Decentralized systems are versatile and can be scaled to suit the needs of various developments, making them a flexible solution for urban areas facing runoff challenges. Decentralized stormwater reuse, as demonstrated by this project, offers a sustainable solution to urban runoff challenges. It reduces CSO impact, optimizes resource efficiency, ensures environmental compliance, enhances community well-being with urban agriculture, and provides scalability for diverse urban environments. This approach sets a sustainable precedent for global urban water management. The Arbor House Affordable Housing complex project goes beyond stormwater management; it actively addresses equity and inclusion by providing affordable housing, supporting urban agriculture, creating jobs, mitigating environmental challenges, engaging the community, and promoting sustainable practices. These efforts contribute to a more equitable and inclusive urban environment. The Arbor House project exemplifies the transformative potential of decentralized stormwater reuse, offering a sustainable blueprint for urban water management. As cities worldwide grapple with stormwater issues and water scarcity, this approach showcases the feasibility and benefits of implementing decentralized systems to achieve water resilience and environmental stewardship. Learning Objectives: 1. Explore the concept of decentralized stormwater reuse and its significance in addressing urban runoff challenges and promoting resource efficiency. 2. Examine the project as a real-world example of successful stormwater reuse, focusing on its key benefits and impact on sustainability. Recognize the role of decentralized stormwater reuse in enhancing community well-being, promoting urban agriculture, and creating opportunities for local residents. 3. Assess the versatility of decentralized systems and their potential applicability in various urban settings, emphasizing their flexibility and adaptability. 4. Consider the broader implications of decentralized stormwater reuse as a sustainable solution with global relevance for urban water management and environmental stewardship.

Following an EPA 308 Letter of Violation in 2014 citing high rates of SSOs within the collection system, Winston-Salem/Forsyth County (WSFC) Utilities identified system condition as a key driver of gravity sewer failures. A rehabilitation plan was quickly developed and implemented to assess and rehabilitate poor condition assets within the system. Five years later the plan has underwent significant changes. By understanding the basis of this program and using the results to date to improve the initial plan, a sustainable long-term collection system has been developed to achieve WSFC Utilities level of service goals. Initial rehabilitation needs were projected using a Statistically Significant Sample Survey (4S) which sampled the variety of pipes in the system to determine which features correlated with the poorest condition. Based on these findings, rehabilitation yield rates were developed for the system. Areas with assets most likely to yield high volume of rehabilitation work were prioritized for assessment and rehabilitation measures were developed based on these asset-specific inspections. This allowed WSFC Utilities to prioritize the inspection of assets most likely to be in poor condition, maximize the number of asset failures identified, and efficiently address these failures to improve overall system condition as quickly as possible. Five years later findings indicated changes from those initial assumptions. Pipes were yielding nearly double the rehabilitation requirements. Additionally, the cost of rehabilitation had begun to escalate quickly. Initial plans were no longer appropriate and needed to be modified to be sustainable over the long-term. Figure 1 shows where data has and has not been collected to date. Using the much larger data set that now included five years' worth of condition assessment data in addition to initial 4S findings, a variety of statistical and machine learning approached were used to update rehabilitation yield rates. The types of rehabilitation required for poor condition assets could now be projected as well. These improvements, combined with updated unit prices, were used to develop a update cost of bringing the system up to target service levels. Updated failure rate projections of initial asset classes can be seen below in Figure 2. Understanding the high levels of investment required to fully improve the condition of the collection system to target levels of service, WSFC Utilities elected to focus their rehabilitation program on the worst performing asset classes. By targeting condition assessment and rehabilitation activities on these poorest condition assets, overall system can be improved most efficiently. Challenges exist in collection of data on these assets only. Throughout the collection system these in-program assets are intermixed with non-critical assets. To assess condition and rehabilitate these in-program assets only would be inefficient. Even for sub-basins with the highest concentration of in-program asset classes non-critical asset data is captured. When accounting for this factor the total cost of condition assessment and rehabilitation for all in-program asset classes is approximately $158M in present value, as illustrated with Figure 3. This cost must be spread over multiple years. Resource constraints, including funding and workforce limitations, prevent the rapid deployment of these rehabilitation activities. However, as the timeline for this investment is extended the system continues to deteriorate. A sustainable long-term rehabilitation plan must invest enough resources to offset normal condition deterioration and improve conditions to target levels of service. By modeling condition deterioration and existing rehabilitation needs, WSFC Utilities can test funding scenarios to develop a plan that balances long-term service needs with financial limitations, as illustrated in Figure 4.

Introduction: Surface waters are challenged by a variety of conditions that may influence the persistence of microbial and viral species of concern. Water monitoring and management practices rely on indicator organisms, and thus it is important to understand how common stressors affect the persistence of indicators and pathogens comparatively. Persistence has traditionally been assumed to follow first-order decay kinetics, but this assumption is potentially over-simplifying a process that is known to be more dynamic than the assumed linear profile. Previous reviews and analyses have identified two and three-parameter models that have been shown to more frequently provide a good fit to persistence data than the exponential model (Mitchell & Akram, 2017; Dean et al., 2020). To explore the applicability of these models for targets persisting in natural surface waters, a systematic literature review and meta-analysis were conducted to assess the availability of datasets for modeling, and to explore the relationship between the observed persistence and the documented experimental conditions. The implications of the first-order decay kinetics assumptions were evaluated by completing factor analyses that relied on only the exponential model to describe persistence, and factor analyses informed by the best fitting models from the tested suite. Methods: A systematic literature review was conducted to identify all available datasets pertaining to indicators and pathogens in natural surface waters that documented the following factors: water type, water temperature, sunlight presence, predation presence, and method of detection. The targets fell into five main groups including fecal indicator bacteria (FIB), bacteriophages, pathogenic bacteria, viruses, and protozoa. Over 650 datasets were identified, extracted or digitized for the meta-analysis. Five models, the exponential (Chick 1908; Watson, 1908), exponential damped (Whiting & Buchanan, 2001), Juneja and Marks 1 (Little, 1968), Juneja and Marks 2 (Juneja, Marks, & Mohr, 2003), and double exponential (Shull et al., 1963), were fit to the datasets. Bayesian Information Criteria (BIC) values were used to identify the best fitting model(s), and goodness of fit was determined with normalized root mean square errors (nRMSE). If more than one model provided a good fit to the dataset, model-averaged metrics were calculated using the BIC value as a weighting value (Dean et al., 2020; Haas et al., 2014). To evaluate the effect of considering alternative persistence models, T90 and T99 values were calculated for each dataset with the exponential model (EP-calculated) and using the models determined to provide the best fit by the BIC and nRMSE values (BF-calculated). The EP-calculated and BF-calculated T90 and T99 values were then used as dependent variables in an exploratory factor analysis using correlation coefficients, Kruskal-Wallis tests, and basic linear models. The performance and predictive power of the linear model method were evaluated by fitting the models to training and testing datasets to calculate RMSE values. Results: The exponential model provided a good fit to only 15% of the tested datasets and the distributions of EP-calculated T90s and T99s had a higher variance than those of the BF-calculated distributions. In particular, the exponential model calculated a higher range of T90 values for FIB, bacteriophages, bacteria, and viruses, as shown in Figure 1. The exponential model also predicted higher average T99s for all target groups, suggesting that the impact of model selection becomes more pronounced after the first log-reduction. The discrepancy between T99s was greatest for the protozoa targets as shown in Figure 2. The T90 and T99s predicted by the different persistence modeling methods were treated as dependent variables in a variety of factor analyses. When only the exponential model was used to calculate the dependent variables, sunlight had inflated importance as indicated by the correlation and Kruskal-Wallis coefficients. Interestingly, the linear model fit to EP-calculated decay metrics had more significant interactions than the model fit to the BF-calculated decay metrics. Significant interactions were observed between sunlight and water type, sunlight and method, temperature and predation, and water type and method. The BF-calculated linear model only identified a significant interaction between sunlight and method. However it is important to note that the linear models fit to both the EP-calculated and BF-calculated decay metrics had relatively poor performance with RMSE values greater than 14 days. The predictive power was better for the T90 linear models (~ 11 days) than the T99 (~14 days). Conclusions: Traditionally applied first-order decay kinetics only provided a good fit to 15% of the tested datasets and there was greater variance in the calculated T90 and T99 distributions when the exponential model was fit to the data. These results indicate that fitting two-parameter and three-parameter persistence models can potentially reduce the uncertainty associated with target decay. The differences between the EP-calculated and BF-calculated metrics were greater for the T99 data than the T90 data, suggesting that the importance of using more accurate persistence models increases as later time points are considered. This is especially important when considering the reliance on natural decay in a number of surface water uses and applications. Notably, the differences between the persistence models fit were more prominent for target groups like viruses and protozoa, which are pathogen groups of high concern in surface waters. The factor analyses conducted herein indicate that the reliance on the exponential model may be potentially overestimating the effect of sunlight on decay in natural surface waters. The linear models fit in the factor analysis, however, were found to have poor performance on the datasets as a whole. This suggests that there may be factor-decay relationships that are nonlinear in nature and that other methods may be more appropriate to explore the dynamic behaviors of indicators and pathogens in diverse water quality and environmental conditions. The results of this analysis have implications for the fields of water management and risk assessment, as narrowing the uncertainty associated with indicator and pathogen decay in surface waters is a critical component of human health-related decision making for surface waters.