Meeting Agenda and Packet

Village of Whitefish Bay, Wisconsin Public Works Committee Meeting Agenda Monday, October 12, 2026 at 5:30 pm In Person Meeting - Village Hall - 2nd Floor Board Room As an alternative to attending in-person, the public may access this meeting of the Public Works Committee by phone or by computer. Please note that those participating remotely will not have an opportunity to provide public comment. The phone number is: +1 312 626 6799. The Zoom Meeting code is: 832 7883 7748 and the Passcode is: 784164. https://us06web.zoom.us/j/83278837748?pwd=ZFFCS1Mza2Qvd09VaHkzOFBpWVgwUT09 AGENDA 1. Call to Order 2. Review and Approve Minutes of September 14, 2026 Public Works Committee Meeting 3. Discussion/Recommendations regarding the Storm and Sanitary Sewer Improvement Study 4. Department Status Report and Project Updates (See attached packet) Cc: Village Board, Village Manager, Public Works Superintendent, Department Heads, Village Attorney Posted: 10/9/2026 Note: It is possible that members and/or possibly a quorum of members of other governmental bodies of the municipality may be in attendance at the above-stated meeting to gather information; action will not be taken by any governmental body at the above-stated meeting other than the governmental body specifically referred to above in the notice. Public Works Committee Minutes Monday, September 14, 2026, at 5:30 p.m. 1. Call to Order: Chairperson Serebin called the meeting to order at 5:30 p.m. Present: President Buckley, Trustee Haller, James Zess, Ben McGillicuddy, Chairperson Serebin Also Present: Matthew Collins – Public Works Director, Kelsey McElroy-Anderson – Village Manager, Anna Christopherson – Assistant Village Manager, Patrick Whitaker – Police Chief 2. Review and Approve Minutes of July 13, 2026 Public Works Committee Meeting PRESIDENT BUCKLEY MOVED TO APPROVE THE MINUTES, SECONDED BY TRUSTEE HALLER. MOTION CARRIED 5-0. 3. Discussion/Recommendations regarding Craig Counsell Park Improvements Director Collins reviewed the proposed improvements at Craig Counsell Park requested and fully funded by Whitefish Bay Little League. Under the Village’s agreement with the organization, park improvements exceeding $5,000 require Village Board approval. The proposed work includes installing donated trees, including conifers, arborvitae, and spruce, to provide wind screening, shade, and park beautification. Plantings near the Minors Field and Pee Wee Field would provide additional shade for spectators. Pee Wee Field improvements are anticipated in fall 2026 or spring 2027. Tree work included in this project will be reimbursed fully by the Little League. Village staff will oversee installation through the Village’s tree contractor, and the Village will assume routine long-term pruning and maintenance responsibilities. Committee members expressed support for the improvements and briefly discussed whether the agreement’s current $5,000 approval threshold should be reconsidered in the future. MR. ZESS MOVED TO RECOMMEND TO THE VILLAGE BOARD TO ACCEPT THE PROPOSED CRAIG COUNSELL PARK IMPROVEMENTS AT NO COST TO THE VILLAGE AS DESCRIBED WITHIN THE ATTACHED AND EXHIBITS, SECONDED BY MR. MCGILLICUDDY. MOTION CARRIED 5-0. 4. Discussion/Recommendations regarding e-bikes and e-scooters Chief Whitaker presented an overview of electric bicycles, electric scooters, and off- road electric motorcycles, including applicable Wisconsin laws, current Village regulations, enforcement concerns, and possible ordinance changes. The Chief explained that Wisconsin classifies Class 1, Class 2, and Class 3 electric bicycles as bicycles. These classifications generally allow operation on roadways, with Class 1 and Class 2 motor assistance limited to 20 mph and Class 3 motor assistance limited to 28 mph. Class 3 riders must be at least 16 years old. Off-road electric motorcycles, sometimes called e-motos or electric dirt bikes, are not permitted on Village streets and may be enforced under state traffic laws. Electric scooters are regulated by state statute and may generally operate at up to 15 mph on roadways, sidewalks, and bicycle lanes unless locally restricted. The Chief explained that the Village may regulate sidewalk operation, restrict electric scooters on certain higher-speed roadways, and require helmets for minors. Current Village regulations generally prohibit bicycle operation on sidewalks by persons over age 12. The Village ordinance’s single-file bicycle requirement conflicts with state law, which permits riding two abreast under specified conditions. Chief Whitaker identified ongoing concerns involving failure to stop at stop signs, distracted riding, unsafe operation, groups of riders, sidewalk conflicts with pedestrians, and the operation of off-road electric motorcycles. The Committee discussed balancing pedestrian safety, children’s transportation needs, enforceability, and consistency with state law. Members emphasized parent education, coordination with schools, and clear communication of high-priority safety expectations. The Committee supported preparing an ordinance amendment allowing the Village to hold parents or guardians accountable for a minor’s unsafe bicycle operation, rather than only for equipment violations. Members also reached general consensus on exploring a change to allow bicycle operation on sidewalks only by children age 10 and under. Staff will consult with the Village Attorney regarding the Village’s authority to distinguish between conventional bicycles and electric bicycles, particularly for sidewalk regulations. Staff will also contact the League of Wisconsin Municipalities regarding legislative advocacy for greater local authority to distinguish electric bicycles from conventional bicycles. The Committee requested that staff explore additional parent education opportunities through coordination with the School District, particularly at the middle-school level. Members also discussed reviewing the feasibility, staff impact, and effectiveness of a bicycle or e-bike registration program. The Chief indicated that such programs create substantial administrative demands and may not provide an effective additional enforcement tool. A majority of members expressed support for developing a recommendation to prohibit electric scooters on sidewalks, subject to further legal and policy review. Members also discussed school-based education and voluntary safety acknowledgement or permit approaches as alternatives to prohibiting e-bike or scooter parking at schools. Proposed ordinance changes and recommendations will be brought to the Village Board for consideration. 5. Discussion/Recommendations regarding the 2027 Street Resurfacing Program Staff Engineer, Maxine Miller, presented the proposed 2027 street resurfacing program, consisting of Marlborough Drive from Henry Clay Street to Fairmont Avenue and a short connecting segment of Lancaster Avenue. Staff Engineer Miller explained that the proposed project area was selected using roadway condition ratings, average daily traffic, constructability, and coordination with water-main work and other infrastructure needs. Core samples will be collected to evaluate pavement and subbase conditions before final design. The Village will also evaluate catch basins, valves, sanitary sewer conditions, and other infrastructure to minimize the need for utility cuts shortly after resurfacing. The Committee discussed coordinating the resurfacing program with planned 2027 water-main replacement and roadway work on Shoreland and Hollywood. Staff indicated that no known lead service lines had been identified within the Marlborough Drive resurfacing area. Staff emphasized the importance of early planning, utility coordination, and bidding to obtain competitive pricing. Members raised concerns about pavement cuts, settlement, and drivability on Santa Monica Boulevard. Staff agreed to review manhole conditions, restoration practices, and compaction requirements. The Committee also suggested considering recent utility cuts and service-line work as additional factors in roadway prioritization. Staff explained that contractors must restore disturbed pavement to an equal or better condition, including concrete restoration where concrete pavement is disturbed. TRUSTEE HALLER MOVED TO RECOMMEND TO THE VILLAGE BOARD APPROVAL OF THE PROPOSED LOCATIONS FOR THE 2027 STREET RESURFACING PROGRAM PROJECT AREA, SECONDED BY PRESIDENT BUCKLEY. MOTION CARRIED 5-0. 6. Discussion/Recommendations on Buckley Stormwater Improvements Director Collins presented a proposed ecological restoration project for the upper bluff at Buckley Park in response to resident concerns about vegetation obstructing views of Lake Michigan. Director Collins explained that the former practice of cutting vegetation on the steep slope raised concerns about employee safety, erosion, and bluff stability. The Village Engineer advised against removing vegetation without an appropriate restoration plan. The proposed project would replace sumac and other undesirable vegetation within the upper bluff project area with lower-growing native plants to improve lake views while maintaining soil stability and providing stormwater and ecological benefits. Staff described a multiyear approach involving design, vegetation removal and treatment, erosion-control measures, native seeding, and continued maintenance. The lower bluff would not be included in the proposed work. The Committee discussed the project’s scope, cost, maintenance requirements, and potential use of goats for vegetation control. Staff indicated that goats would not eliminate regrowth and could damage native plantings after restoration. Members also requested that the Village Engineer review the proposed restoration approach and existing ecological improvements at the Village’s other lakefront park. Director Collins clarified that the bluff was considered relatively stable under existing conditions and that the project primarily responded to requests to restore lake views while protecting bluff stability. The estimated total cost was approximately $40,000 over three years, including design and implementation, with funding from the stormwater utility reserve balance. Approval at this stage would cover only the design proposal; implementation recommendations would return for subsequent consideration. Chairperson Serebin opened the meeting for public comment. George Svoboda, 4973 North Lake Drive, thanked staff for recent pathway maintenance and emphasized the importance of preserving lake views as a public park amenity. Kelley Farnsworth, 4965 North Lake Drive, described the park’s frequent use by residents and visitors and supported the proposed approach to preserve its public value. Jerry T. Gardner, 4925 North Bartlett Avenue, supported restoring lake views for park visitors and the broader community. MR. ZESS MOVED TO RECOMMEND TO THE VILLAGE BOARD APPROVAL OF THE NATIVE RANGE ECOLOGICAL PROPOSAL FOR BUCKLEY PARK BLUFF IMPROVEMENTS IN THE AMOUNT OF $9,230 AS OUTLINED IN THE STAFF MEMO AND EXHIBITS, SECONDED BY TRUSTEE HALLER. MOTION CARRIED 5-0. 7. Department Status Report and Project Updates Director Collins clarified that the forestry update referred to removing ash trees and replacing them with a variety of non-ash species, not planting additional ash trees. Approximately 75 replacement trees were planned for fall planting, reflecting removals associated with storm damage, disease, dieback, and safety concerns. The Committee discussed the permanent pedestrian improvements planned at four locations currently using temporary yellow bollards. Director Collins reported that construction funding had been approved through the Transportation Alternatives Program grant. Design is expected to be complete by the end of 2026, with bidding anticipated around January and construction in 2027. Staff solicited proposals for construction oversight and management. QR codes had been installed to collect public feedback. Members raised concerns about low branches and trees obscuring street signs. Director Collins explained that the Village maintains a seven-year pruning cycle, with a map available on the Village website, and evaluates safety-related requests outside that cycle. Director Collins also discussed a proposed budget request for tablets to allow field employees to document inspections and improve follow-up communication with residents. New tree locations are being reviewed to avoid planting within 20 feet of stop signs to improve intersection visibility. Director Collins provided an update on the Silver Spring Drive intersection at Consaul Place and Diversey Boulevard. Traffic signal installation is anticipated in November because of the lead time for signal poles. Until installation, stop signs will remain on the intersecting streets, with through traffic on Silver Spring Drive. The Committee discussed pedestrian access and construction impacts on nearby businesses. Director Collins reported ongoing coordination with the contractor to improve temporary pedestrian routes and expedite reopening the intersection corners. Staff estimated that corner work could take up to approximately three weeks but expressed hope for earlier completion. Director Collins explained that coordinating concrete, brick pavers, grades, and accessible ramps had added complexity to the work. 8. Adjournment PRESIDENT BUCKLEY MOVED TO ADJOURN AT 7:22 P.M., SECONDED BY TRSUTEE HALLER. MOTION PASSED 5-0. Respectfully submitted, Anna Christopherson Assistant Village Manager Village of Whitefish Bay Public Works Department 155 W. Fairmount Ave  Whitefish Bay, Wisconsin 53217  (414) 962-6690  Fax (414) 967-1391 Mathew Collins, Director of Public Works October 12, 2026 Memo to: Chairperson Serebin and Village of Whitefish Bay Public Works Committee From: Matthew Collins, Director of Public Works Re: Storm and Sanitary Sewer Planning Study Report The Village recorded 9.2” of rainfall during the August 9th – 10th, 2025 storm which was categorized as a 1,000-year flood event (.01% chance of occurring in any given year). On December 8th, 2025 MMSD, village staff, and the village engineer presented a recap of the flood event, shared on historic storm and sanitary sewer improvement projects, and gave feedback on future continuous improvement recommendations. On March 16th, 2026, the Village Board approved the proposed storm and sanitary sewer improvement planning study. Since this meeting, village staff have worked with the village engineer to develop a framework to manage short and long term storm and sanitary sewer storm events and improvements. As part of the Village’s evaluation of the storm and sanitary system, Clark Dietz’s team assisted with the evaluation of hydraulic model data, archive storm/sanitary studies, historical utility records, GIS data, and field work to make stormwater and sanitary sewer improvement recommendations. The following deliverables were incorporated into the Storm and Sanitary Sewer Study and Report: - Sanitary Sewer System Evaluation o Build & Calibrate Sanitary Models o Basement Backup Heat Maps o Proposed Improvements - Flow Monitoring/Metering/Bypass Pumping o Bypass Pumping - Update Standard Operating Procedures (SOPs) o Flow Monitoring - Existing Sanitary Sewer Overflow (SSO) Bypass Evaluation o Review past reports and field verify SSO locations o Backflow Prevention o Preventative Maintenance Program - Strom Sewer Performance Evaluation o Inlet Capacity o Street Flooding Risk Heat Map o Proposed Storm Improvements - Summary of Recommendations o Operations/Maintenance o Sanitary & Storm CIP Refer to the attached draft Storm and Sanitary Sewer Improvement Study for a complete review of the findings and recommendations. Village Staff Recommends to the Public Works Committee: To recommend to the Village Board to accept the Storm and Sanitary Sewer Improvement Study. REPORT Storm and Sanitary Sewer Improvement Study Prepared for: Village of Whitefish Bay, WI Project Number: W02826007 Prepared by: Clark Dietz, Inc. Date: October 2026 STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page i Table of Contents Definitions ......................................................................................................................................................... 4 Chapter 1 - Introduction ............................................................................................................................................ 5 1.1 Overview ......................................................................................................................................................... 5 1.2 Study Goals .................................................................................................................................................... 6 Chapter 2 - Sanitary Sewer System Evaluation ....................................................................................................... 7 2.1 Building a Model of the Existing Network .................................................................................................... 7 2.2 Design Rainfall .............................................................................................................................................. 7 2.3 Calibrating the Model .................................................................................................................................... 9 2.4 GIS Assumptions ........................................................................................................................................... 9 2.5 Previous Sewershed Improvements ............................................................................................................. 9 2.6 XPSWMM Model Results ............................................................................................................................. 11 2.6.1 Basement Backup Heat Maps...................................................................................................... 12 2.7 Proposed Sanitary Improvements .............................................................................................................. 13 2.7.1 Sewershed WB5004-1 Sanitary Sewer Backup Reduction Strategy ......................................... 13 2.7.2 Basement Backup Risk Reduction from Proposed Relief Sewers ............................................. 17 2.7.3 Cost Estimates and Feasbility Assesment ................................................................................... 17 2.8 Other Considerations .................................................................................................................................. 17 2.8.1 MMSD Non-Compliant sewersheds ............................................................................................. 17 2.8.2 Lining ............................................................................................................................................. 18 2.8.3 MMSD PPII ..................................................................................................................................... 19 Chapter 3 - Flow Montoring/Metering/Bypass Pumping - SOP ......................................................................... 20 3.1 Existing Village Standard Operating Procedures ....................................................................................... 20 3.2 Interim Operating Procedure – Sanitary Sewershed WB5004-1 Emergency Bypass Pumping ............. 20 3.2.1 Monitoring and Alarm System ...................................................................................................... 20 3.2.2 Emergency Pumping Operations .................................................................................................. 21 3.2.3 Pumping Termination .................................................................................................................... 21 3.2.4 Standard Operating Procedure Summary .................................................................................... 21 3.3 Recommended Flow Monitoring – Sanitary Sewershed WB5005 ........................................................... 21 Chapter 4 - Exisitng SSO Bypass Evaluation ......................................................................................................... 23 4.1 Sanitary Sewer Overflow (SSO) Bypass Evaluation ................................................................................... 23 4.1.1 Previous Reports with Incorrect SSO Locations .......................................................................... 25 4.2 Hydraulic Evaluation of Sanitary Sewer Overflow Bypasses ..................................................................... 26 4.3 Recommendations ...................................................................................................................................... 26 4.3.1 Install Backflow Preventers at Priority Bypass Locations ........................................................... 26 4.3.2 Additional Investigation ................................................................................................................ 27 4.3.3 Repair Existing Backflow Prevention Device ............................................................................... 27 4.3.4 Preventative Maintenance Program ............................................................................................ 27 Chapter 5 - Storm Sewer Performance Evaluation ............................................................................................... 28 5.1 Storm Sewer System ................................................................................................................................... 28 STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page ii 5.2 Inlet Capacity Evaluation............................................................................................................................. 30 5.3 Localized surface flooding .......................................................................................................................... 30 5.4 Proposed Storm Improvements .................................................................................................................. 33 5.4.1 Lancaster Storm Improvements ................................................................................................... 33 5.4.2 Wilshire Storm Improvements ...................................................................................................... 34 5.4.3 Beaumont and Consaul Improvements ....................................................................................... 35 5.4.4 Inlet Improvements ....................................................................................................................... 36 5.4.5 Catch Basin Cleaning .................................................................................................................... 36 Chapter 6 - Summary of Recommendations ......................................................................................................... 37 6.1 Whitefish Bay DPW Maintenance Improvements ...................................................................................... 37 6.2 Sanitary Improvements ............................................................................................................................... 38 6.3 Storm Improvements................................................................................................................................... 39 Bibliography ....................................................................................................................................................... 40 FIGURES Figure 1.1-1 Village Map ............................................................................................................................................. 5 Figure 2.2-1 NOAA Atlas 14 Precipitation Frequency ................................................................................................ 8 Figure 2.5-1 Sewersheds .......................................................................................................................................... 10 Figure 2.6-1 Sanitary Sewershed Rankings ............................................................................................................. 12 Figure 2.7-1 Sewershed WB5004-1 Risk Zones ..................................................................................................... 14 Figure 2.7-2 Sewershed WB5004-1 Proposed Relief Sewers ................................................................................ 16 Figure 4.1-1 Bypass Freeboard Diagram ................................................................................................................. 23 Figure 4.1-2 Bypass Location Map ........................................................................................................................... 24 Figure 5.1-1 Storm Sewer System ............................................................................................................................ 29 Figure 5.3-1 Localized Sump Locations ................................................................................................................... 32 Figure 5.4-1 Lancaster Existing Condition Crossing Lydell Avenue ........................................................................ 33 Figure 5.4-2 Lancaster Proposed Condition Crossing Lydell Avenue ..................................................................... 34 Figure 5.4-3 Wilshire Drainage Area Improvements ............................................................................................... 35 TABLES Table 4.1-1 Bypass Elevations between Storm Crown and Bypass Invert ............................................................. 25 Table 6.1-1 DPW Improvements Summary .............................................................................................................. 37 Table 6.2-1 Sanitary Improvements Summary ........................................................................................................ 38 Table 6.3-1 Storm Improvements Summary ............................................................................................................ 39 Table 6.3-2 Storm Improvements Completed in 2026 ........................................................................................... 39 APPENDICES Appendix A........................................................................................................................................ Village Lining Map Appendix B ............................................................................................................ Sanitary Sewer Overflow Locations Appendix C .................................................................................................................................Inlet Capacity Analysis Appendix D ........................................................................................................ Localized Surface Flooding Locations Appendix E ......................................................................... Overflow Response Plan Standard Operating Procedure Appendix F .................................................................................................................................Fill Size Report Figures STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 4 DEFINITIONS Clear Water – Inflow and Infiltration water that enters the sanitary sewer. This is to distinguish it from normal sanitary sewage water in the sewer system. Closed Caption Televising (CCTV) - sewer inspection inserting a video camera into the sewer system. It is used to locate sewer defects, leaks, deformations, and identify the presence of I/I from sanitary sewer laterals. Infiltration [1] – water other than wastewater that enters a sewerage system (including sewer service connections) from the ground through such sources as defective pipes, pipe joints, connections, or manholes. Infiltration does not include, and is distinguished from, inflow. Inflow [1] – water other than wastewater that enters a sewerage system (including sewer service connections) from sources such as roof leaders, cellar drains, yard drains, area drains, foundation drains, sump pumps, drains from springs and swampy areas, manhole covers, cross connections between storm sewers and sanitary sewers, catch basins, cooling towers, storm waters, surface runoff, street wash waters, or drainage. Inflow does not include, and is distinguished from, infiltration. I/I – Abbreviation for Inflow and Infiltration Interceptor Sewer [1] – a sewer whose primary purpose is to transport wastewaters from collector sewers to a treatment facility. Laterals – A pipe from the building to the sewer main in the street or right-of-way to convey wastewater from the buildings to the City’s sanitary sewer system. Manholes – Access points to the sanitary sewer or storm sewer systems. Metershed - The geographical area served by a system of building sewers, private interceptor main sewers, and public sanitary sewers that drain to a common monitoring point. MIS – An interceptor Sewer system owned and operated by the Milwaukee Metropolitan Sewerage District. MMSD – Milwaukee Metropolitan Sewerage District. PPII – Abbreviation for private property inflow and infiltration. Sanitary Basin - A defined geographic area that drains wastewater to a common downstream point within the sanitary sewer system. A sanitary basin may contain multiple metersheds and sewersheds. Sanitary Flow – Domestic, commercial, and industrial wastewater flow with no inflow or infiltration. Sanitary Sewer System [1] – all structures, conduits and pipes, by which sewage is collected, treated, and disposed of, except plumbing inside and in connection with buildings served, and service pipes, from building to street main. Sanitary Sewer – A sewer intended to convey wastewater from homes and businesses. Sanitary Sewer Overflow (SSO) [1] – a release of wastewater from a sewage collection system or an interceptor sewer directly into a water of the state or to the land surface. Sewershed - the geographical area served by a system of building sewers, private interceptor main sewers, and public sanitary sewers that drain to a common outlet. WDNR – The Wisconsin Department of Natural Resources [1] Definition from Wisconsin DNR Chapter NR 110 STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 5 CHAPTER 1 - INTRODUCTION 1.1 OVERVIEW The Village of Whitefish Bay is in northeast Milwaukee County along the shores of Lake Michigan. The Village is serviced by major arterial roads such as Interstate 43 and State Highway 32 (Lake Drive). Whitefish Bay has a population of approximately 15,000 people. To service its residents, the Village maintains 210,000 feet of sanitary sewer mains and 140,000 feet of storm sewer. This comprehensive sewer study evaluates the Village’s existing storm and sanitary system throughout the Village, utilizing past storm and sanitary studies, historical records, GIS data, and research to make stormwater and sanitary sewer improvement recommendations and to identify long-term CIP needs to continue the Village’s efforts to reduce basement backups. The existing network indicates that capacity and bypass improvements are recommended. The study conducted a hydraulic analysis to identity key areas of hydraulic constraints and offers solution alternatives to improve flow capacities as needed. Rainfall data was used to simulate storm events and identify areas for future improvements. The study provides the Village of Whitefish Bay an assessment of storm and sanitary infrastructure elements including standard operating procedures, existing system performance evaluation, flood risk area mapping, storm drainage and sanitary performance solutions, relief sewer needs, and existing Sanitary Sewer Overflows (SSO) bypass improvement recommendations. Figure 1.1-1 Village Map STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 6 1.2 STUDY GOALS The purpose of this study is to evaluate the existing performance of the Village's stormwater and sanitary sewer systems during wet weather events and identify opportunities to improve system reliability and reduce the risk of basement backups and localized flooding. The evaluation includes a comprehensive review of previous stormwater and sanitary sewer studies, GIS mapping, record drawings, and other available system information. These data were used to develop and calibrate hydraulic models capable of assessing th e response of the existing collection systems under a range of rainfall conditions. The hydraulic modeling results, combined with field observations and historical performance records, were used to identify system deficiencies, evaluate the effectiveness of existing infrastructure, and assess the impacts of inflow and infiltration (I/I) on the sanitary sewer system. Where appropriate, potential stormwater and sanitary sewer improvements were developed and evaluated based on their anticipated hydraulic benefits, constructability, and long-term effectiveness. The primary goal of this study is to provide the Village with a technically supported, long -range Capital Improvement Program (CIP) strategy that prioritizes infrastructure improvements to reduce the frequency and severity of basement backups, improve system resiliency during significant rainfall events, and guide future investment in the Village's collection systems. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 7 CHAPTER 2 - SANITARY SEWER SYSTEM EVALUATION 2.1 BUILDING A MODEL OF THE EXISTING NETWORK The sanitary sewer evaluation required development of a hydraulic model representing the Village of Whitefish Bay's existing sanitary sewer system. Model input data were obtained from the Village's GIS database, which contains rim elevations, invert elevations, pipe lengths, and pipe diameters for the majority of the sanitary sewer system. This information was extracted from the GIS database and imported into XPSWMM to develop the hydraulic model. Because the Village's sanitary sewer system includes sanitary sewer overflow (SSO) connections to the storm sewer system, these facilities were also incorporated into the model. To accurately represent the operation of the SSOs during wet weather events, the storm sewer system was modeled in conjunction with the sanitary sewer system. This integrated approach allowed the model to simulate the interaction between the two systems and evaluate the performance of the existing SSO connections under various rainf all events. Several unique features were incorporated into the project model, including fourteen sanitary sewer overflow (SSO) bypass structures, a portion of the Village of Shorewood's combined sewer system to evaluate the influence of upstream sanitary flows conveyed through Shorewood, and MMSD's Metropolitan Interceptor Sewer (MIS), which receives and conveys all sanitary flow from the Village of Whitefish Bay. Following the widespread basement backups that occurred during the July 2010 storm event, MMSD retained HNTB Corporation to evaluate whether operation of the regional MIS system contributed to the observed basement backups. Based on the findings of that evaluation, MMSD has maintained that the regional interceptor system was not a primary contributor to localized basement backup occurrences. In addition, the regional system includes upstream diversion facilities that allow flows from portions of Glendale an d River Hills to be rerouted during certain operating conditions. Based on these factors, it was determined that explicit hydraulic modeling of upstream and downstream MIS flows was not necessary for this study, and the regional interceptor system was assumed to provide sufficient downstream conveyance without governing local system performance. 2.2 DESIGN RAINFALL For peak flow analysis, the Village ordinance requires the use of NOAA Atlas 14 precipitation -frequency data with an SCS Type II temporal distribution. This approach provides a standardized methodology for evaluating the response of the sanitary sewer system under statistically representative rainfall events. During model development, several storm durations and return frequencies were evaluated to determine the events that best represented the critical operating conditions of the system. A 6-hour storm duration was selected because it provides sufficient time for rainfall to generate runoff and infiltrate into the sanitary sewer system while also capturing the peak response period associated with infiltration and inflow (I/I) contributions. Based on a review of model performance under various rainfall scenarios, the 5 -year and 10-year, 6-hour design storms were selected for peak flow evaluation. These events represent moderate to severe wet -weather conditions and provide a reasonable range for assessing system performance without relying solely on extreme, infrequent storm events. The selected storms correspond to approximately 2.5 inches and 3.0 inches of rainfall, respectively, and provide a basis for evaluating the impact of increased wet-weather flows on the Village’s sanitary sewer system. The 5-year event was used to evaluate typical design wet-weather conditions, while the 10-year event was selected to evaluate system performance under a more significant rainfall event and identify potential areas where capacity constraints or hydraulic limitations may occur. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 8 Figure 2.2-1 NOAA Atlas 14 Precipitation Frequency STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 9 2.3 CALIBRATING THE MODEL The rainfall data and the existing sanitary sewer system characteristics were used to develop a hydraulic model that simulates system response to wet weather events. Runoff and infiltration parameters were used to replicate observed inflow and infiltration (I/I) behavior under varying rainfall intensities. Model performance was evaluated to provide a reasonable representation of existing system conditions. For this study, a minimum freeboard of 7 feet between the hydraulic grade line and the ground surface was established as the performance criterion to identify locations with an elevated risk of basement backups. 2.4 GIS ASSUMPTIONS The accuracy of the hydraulic model is dependent upon the quality and completeness of the available GIS data. Because the Village's GIS contains incomplete information for certain sewer attributes, including rim elevations, invert elevations, pipe diameters, and bypass locations, engineering assumptions were made where necessary to develop a complete and functional model. Known bypass locations were field verified, and available record drawings for recently completed sewer projects were reviewed to supplement the GIS data. Continued updates to the Village's GIS database are recommended to improve data accuracy and enhance the reliability of future hydraulic modeling and system evaluations. 2.5 PREVIOUS SEWERSHED IMPROVEMENTS There are 7 Sewersheds identified by MMSD located within Whitefish Bay. The Village of Whitefish Bay also identifies their own sewer basins. For the purpose of this study, MMSD sewersheds were used to align with MMSD reporting. Sewershed WB5004 was split into two sub-sewersheds for this report due to the large size and to better align with the villages identified basins. The sewersheds are shown in Figure 2.5-1. • WB5001 is located along the western edge of the Village and discharges directly to the Milwaukee Interceptor Sewer (MIS) at multiple locations. Village identifies this area as Basin 1201 • WB5002 is a small sewershed located in the north western corner of the Village, encompassing approximately three city blocks. Flows discharge directly to the MIS. The village does not identify this area separately, but it is included in Basin 1201. • WB5003 is located in the southern portion of the Village and discharges to a sanitary sewer on E. Courtland Place, which conveys flow to the MIS. Village identifies this area as Basin 1203 • WB5004-1 drains the middle third portion of the Village and discharges to a sanitary sewer on N. Diversey Boulevard before flowing into sewershed WB5004-2 and ultimately reaching the MIS via E. Fairmount Avenue. Village identifies this area as Basin 1206 • WB5004-2 is located in the southeastern portion of the Village and discharges to twin sanitary sewers on E. Fairmount Avenue that convey flow to the MIS. Palisades lift station was also installed. Village identifies this area as Basin 1204 • WB5005 encompasses the Hampton Avenue corridor and discharges to a sanitary sewer on E. Hampton Avenue, which flows to the MIS. Village identifies this area as Basin 1205 • WB5008 is located in the northernmost portion of the Village and discharges to a sanitary sewer on E. Montclaire Avenue, which conveys flow to the MIS. Village identifies this area as Basin 1207 • WB5009 is a small sewershed located in the southwestern corner of the Village, encompassing approximately one city block. Flows discharge directly to the MIS. Village identifies this area as Basin 1202 STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 10 Figure 2.5-1 Sewersheds STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 11 Some of the sewersheds have had prior work completed to assist in sanitary sewer backups. The improvements are: • WB5001 – None required. The short distance to the MIS with multiple discharge locations makes this sewershed function at low risk. • WB5002 - None required. The short section of sewer makes this sewershed function at low risk. • WB5003 – MMSD’s PPII program has been used to target private property repairs to reduce inflow and infiltration for this sewershed. There was also a Shorewood sewer project completed to separate most of the Whitefish Bay and Shorewood systems. • WB5004-1 - None • WB5004-2 – East Fairmount Ave sewer project was completed and Palisade pump station project • WB5005 – Previous PPII projects were completed to line sanitary sewer laterals • WB5008 – Multiple bypasses exist along Montclaire Ave • WB5009 - None required. The single block of sewer makes this sewershed function at low risk. 2.6 XPSWMM MODEL RESULTS The hydraulic model was used to develop a basement backup risk heat map to identify areas of the sanitary sewer system most susceptible to basement backups during significant rainfall events. Model results were evaluated based on predicted hydraulic conditions within the sewer network, with particular attention given to locations where surcharging reduces the available freeboard between the hydraulic grade line and basement elevations. The resulting heat map provides a visual representation of relative back up risk across the Village's sewersheds, allowing areas with the highest potential for basement backups to be readily identified. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 12 2.6.1 BASEMENT BACKUP HEAT MAPS Figure 2.6-1 Sanitary Sewershed Rankings STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 13 2.7 PROPOSED SANITARY IMPROVEMENTS 2.7.1 SEWERSHED WB5004-1 SANITARY SEWER BACKUP REDUCTION STRATEGY Sewershed WB5004-1 is generally bounded by N. Santa Monica Boulevard to the west, E. Day Avenue to the north, N. Lake Drive to the east, and Henry Clay Street to the south. Wastewater generated within the sewershed is conveyed to the Fairmount sanitary sewer trunk sewer at the intersection of N. Diversey Boulevard and E. Fairmount Avenue. Hydraulic modeling indicates that the Fairmount trunk sewer experiences significant wet weather surcharging due to inflow and infiltration (I/I) originating throughout the upstream service area. As a result, the downstream hydraulic restrictions on the Fairmount trunk sewer reduce the available capacity of the sewershed WB5004-1 collection system, increasing hydraulic grade lines and the potential for basement backups during major rainfall events. Model results identified two primary basement backup risk areas within sewershed WB5004-1: • Northern Risk Area – Generally bounded by N. Santa Monica Boulevard, E. Carlisle Avenue, N. Lake Drive, and E. Beaumont Avenue, including portions of Consaul Place and Lake View Avenue. • Southern Risk Area – Generally bounded by N. Santa Monica Boulevard, E. Birch Avenue, E. Idlewild Avenue, and Henry Clay Street, with elevated backup risk extending south along N. Diversey Boulevard. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 14 Figure 2.7-1 Sewershed WB5004-1 Risk Zones STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 15 To reduce basement backup risk within these areas, a series of sanitary sewer relief connections is recommended. The proposed improvements are intended to lower hydraulic grade lines within sewershed WB5004-1 by utilizing available capacity in the Lydell Avenue sanitary sewer interceptor during wet weather conditions. Under normal dry weather flow conditions, wastewater will continue to follow the existing drainage pattern. During surcharge events, however, the relief sewers will provide alternate flow paths that divert excess flow from the Santa Monica Boulevard sanitary sewer to the Lydell Avenue interceptor, thereby reducing upstream hydraulic loading. Three relief sewer projects are recommended. While implementation of all three projects would provide the greatest overall reduction in basement backup risk, the improvements may be phased over multiple years, if necessary, to accommodate Village budgeting constraints. A phased approach would allow the Village to prioritize and construct individual relief connections as funding becomes available while continuing to work toward the long-term objective of reducing wet weather surcharging and basement backup risk within sewershed WB5004-1. Based on the modeling results and anticipated benefit, it is recommended that the projects be completed in the following order of priority: Relief Sewer No. 3, followed by Relief Sewer No. 2, and finally Relief Sewer No. 1. Relief Sewer No. 1 – Lake View Avenue The proposed Lake View Avenue relief sewer will provide targeted surcharge relief to the Northern Risk Area by creating an alternate discharge path between the Santa Monica Boulevard sanitary sewer and the Lydell Avenue interceptor. This improvement is expected to reduce hydraulic grade lines within the area bounded by N. Santa Monica Boulevard, E. Carlisle Avenue, N. Lake Drive, and E. Beaumont Avenue, thereby decreasing the likelihood of basement backups. The proposed project consists of approximately 1,400 feet of sanitary sewer improvements of new sewer construction between N. Santa Monica Boulevard and Lydell Avenue. Relief Sewer No. 2 – Birch Avenue The Birch Avenue relief sewer provides system-wide benefits by reducing surcharge conditions in both the Northern and Southern Risk Areas. By diverting peak wet weather flows from the Santa Monica Boulevard sewer to the Lydell Avenue interceptor, this improvement lowers hydraulic grade lines throughout the central portion of sewershed WB5004-1 and improves the performance of adjacent local sewer mains. The proposed project consists of approximately 1,400 feet of sanitary sewer improvements of new sewer construction between N. Santa Monica Boulevard and Lydell Avenue. Relief Sewer No. 3 – Henry Clay Street The Henry Clay Street relief sewer is a critical component of the overall sewershed WB5004-1 improvement strategy. It is the furthest downstream bypass and will provide surcharge relief within the Southern Risk Area of sewershed WB5004-1. This improvement lowers hydraulic grade lines throughout the southern portion of sewershed WB5004-1 and improves the performance of adjacent local sewer mains. The proposed project includes approximately 1,400 feet of sanitary sewer reconstruction along the existing alignment. Upon completion, this relief connection will improve system resiliency during major wet weather events while enhancing the overall hydraulic performance of both sewershed WB5004-1 and the adjacent Woodruff service area. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 16 Figure 2.7-2 Sewershed WB5004-1 Proposed Relief Sewers STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 17 2.7.2 BASEMENT BACKUP RISK REDUCTION FROM PROPOSED RELIEF SEWERS For purposes of this study, a sewer was considered to exceed the acceptable performance threshold when the hydraulic grade line (HGL) was within 7 feet of the ground surface, resulting in less than 7 feet of freeboard. This criterion was selected as a planning-level indicator of locations with an elevated potential for basement backups during significant wet-weather events. While the occurrence of a basement backup depends on several factors, including individual building plumbing elevations, service lateral c onditions, and private property connections, the 7-foot freeboard criterion provides a consistent method for identifying areas of concern and comparing existing and proposed system performance. The hydraulic model identifies locations where this criterion is exceeded, allowing areas susceptible to excessive surcharging to be readily identified. Comparing the modeled results for existing and proposed conditions demonstrates the anticipated reduction in surcharge conditions resulting from the recommended system improvements. Under proposed conditions, the model indicates an approximately 2-foot reduction in the HGL within the affected sewershed. Because the existing sewers are relatively shallow and have approximately 8 feet of cover, this reduction provides additional separation between the modeled HGL and the ground surface. As a result, the proposed improvements are anticipated to reduce the potential for basement backups within the sewershed during significant wet-weather events. 2.7.3 FEASBILITY ASSESMENT Recommendation for Sewershed WB5004-1 Relief Sewers: Hydraulic modeling indicates that the most effective approach for reducing basement backup risk within sewershed WB5004-1 is to redistribute peak wet weather flows between sewershed WB5004-1 and the adjacent WB5001 collection system. This strategy balances hydraulic grade lines by utilizing available capacity in the Lydell Avenue interceptor through a series of relief sewer connections between the Santa Monica Boulevard collector sewer and the WB5001 sewer system. It is recommended that three relief sewer connections be constructed between the Santa Monica Boulevard sanitary sewer and the Lydell Avenue interceptor. During significant wet weather events, these relief sewers will divert excess surcharge flows away from the Santa Monica Boulevard collector, lowering hydraulic grade lines throughout sewershed WB5004-1 and reducing the likelihood of basement backups within the identified northern and southern risk areas. Under normal dry weather conditions, wastewater will continue to follow the existing collection system with minimal impact on normal flow patterns. Collectively, these improvements are expected to reduce basement backup risk for an area that serves approximately 400 to 420 residential properties, while improving the overall hydraulic performance and resiliency of the Village's sanitary sewer system during major rainfall events. 2.8 OTHER CONSIDERATIONS 2.8.1 MMSD NON-COMPLIANT SEWERSHEDS On an annual basis, MMSD reviews sewershed performance by evaluating flow relative to expected flows based on land use and development density. This review is used to determine whether the flow from the local collection system into the MMSD Interceptor System (MIS) is above or below the expected level. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 18 If MMSD determines that a sewershed is not meeting the established performance criteria, MMSD will notify the Village and identify the sewershed as non-compliant. The Village is then responsible for developing and implementing actionable measures to address the sources of excess flow and return the sewershed to compliance. MMSD currently accepts a two- to five-year implementation plan identifying the proposed corrective actions. Potential actionable measures include: • Sanitary Sewer Mainline Lining o The Village currently completes an annual sanitary sewer lining program. The program can be adjusted, as needed, to prioritize lining within non -compliant sewersheds and address areas with known infiltration and inflow concerns. • Sanitary Manhole Lining and Sealing o The Village should consider incorporating sanitary manhole rehabilitation into its annual lining program, with emphasis on known problem manholes that may be contributing to infiltration. • Sanitary Manhole Chimney Seals o The Village's roadway improvement program includes manhole adjustments and installation of chimney seals to reduce potential sources of infiltration. • Storm Sewer Direct Connection Disconnections o Village shall monitor and maintain backflow preventers on their SSO’s to ensure storm water is prevented from entering the sanitary system and function as expected on a yearly basis. • Private Property Inflow and Infiltration (PPII) Reduction o The Village currently partners with MMSD on private property inflow and infiltration reduction projects. Continuing an annual PPII program is recommended to address private -side sources of inflow and infiltration and support continued reduction of excess sanitary sewer flows. 2.8.2 LINING The Village has implemented a proactive sanitary sewer rehabilitation program focused on cured -in-place pipe (CIPP) lining of deteriorated sanitary sewer mains. This program has been an important component of the Village's long-term strategy to reduce inflow and infiltration (I/I), improve the structural integrity of the collection system, and extend the service life of existing infrastructure. Sanitary sewer lining is one of the most cost-effective rehabilitation methods available for reducing groundwater infiltration through deteriorated pipe joints, cracks, and minor structural defects. By decreasing infiltration into the sanitary sewer system, lining reduces wet weather peak flows, lowers hydraulic grade lines during storm events, and improves the overall hydraulic capacity of the collection system. Continued reduction of I/I also lessens the frequency and severity of sanitary sewer surcharging, helping to reduce the risk of basement backups and sanitary sewer overflows. In addition to its hydraulic benefits, sewer lining minimizes future maintenance requirements, reduces the potential for pipe failures, and extends the useful life of existing sewer infrastructure without the cost and disruption associated with full sewer replacement. It is recommended that the Village continue its existing sanitary sewer rehabilitation program and maintain a capital budget of approximately $600,000 every two years for sanitary sewer lining. This level of investment has established a consistent rehabilitation cycle and should be sufficient to continue addressing aging sewer infrastructure as funding allows. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 19 Project selection should continue to prioritize sewer segments exhibiting high infiltration rates, poor structural condition, recurring maintenance issues, or locations identified through CCTV inspections and flow monitoring as significant contributors to wet weather I/I. Periodic updates to the rehabilitation priority list should be completed using the latest inspection data to maximize the effectiveness of each lining cycle. Maintaining a dedicated sanitary sewer lining program will provide long-term reductions in inflow and infiltration, improve overall collection system performance, and support the Village's ongoing efforts to minimize basement backups and enhance the reliability of its sanitary sewer system. The Village wide Lining Map can be found in Appendix A 2.8.3 MMSD PPII The Village has actively participated in the Milwaukee Metropolitan Sewerage District's (MMSD) Private Property Inflow and Infiltration (PPII) Program to reduce inflow and infiltration (I/I) originating from private properties, since 2017. Through this program, the Village has utilized MMSD grant funding to identify and eliminate private sources of clear water entering the sanitary sewer system from defective sanitary laterals. The PPII Program complements the Village's public infrastructure rehabilitation efforts by addressing I/I sources that cannot be eliminated through improvements to the municipal sewer system alone. While sanitary sewer lining projects reduce infiltration entering public sewer mains, a significant portion of wet weather flow can originate from private property connections. Correcting these sources provides measurable reductions in peak wet weather flows, decreases hydraulic grade lines throughout the collection system, and improves the overall effectiveness of public infrastructure investments. Hydraulic modeling completed as part of this study demonstrates that inflow and infiltration remain a primary contributor to sanitary sewer surcharging and elevated basement backup risk throughout the Village. Continued participation in the PPII Program represents one of the most cost-effective methods for achieving system-wide reductions in I/I by leveraging external funding to complete improvements that would otherwise require local funding or remain unaddressed. It is recommended that the Village continue to actively participate in the MMSD PPII Program and pursue available grant funding whenever opportunities arise. Since utilizing the program in 2017, the Village has successfully incorporated PPII projects into its long-term capital improvement strategy, and this approach should continue as a key component of the Village's long-term goal of reducing basement backup risk. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 20 CHAPTER 3 - FLOW MONTORING/METERING/BYPASS PUMPING - SOP 3.1 EXISTING VILLAGE STANDARD OPERATING PROCEDURES In addition to maintaining and improving the sanitary sewer collection system, the Village has established standard operating procedures (SOPs) to respond to wet weather events and other conditions that may increase the risk of sanitary sewer surcharging and basement backups. These procedures provide Village operations staff with a structured approach for monitoring system performance, responding to developing issues, and implementing temporary measures to minimize impacts until normal system operation is r estored. The Village's current operating procedures are largely based on operational experience gained through previous wet weather events. Staff routinely monitor weather forecasts and rainfall conditions and increase surveillance of known critical areas when significant precipitation is anticipated. During major storm events, personnel conduct field inspections of locations that have historically experienced elevated hydraulic grade lines, localized flooding, or sanitary sewer surcharging. These inspections allow staff to identify developing issues, verify that critical infrastructure is functioning properly, and respond before conditions worsen. Routine maintenance also serves as a critical component of the Village's standard operating procedures. Activities such as sanitary sewer cleaning, closed-circuit television (CCTV) inspection, root removal, etc. help preserve system capacity and ensure that critical infrastructure remains operational during peak flow conditions. These preventative maintenance activities reduce the likelihood that localized blockages or equipment failures will contribute to wet weather surcharging. 3.2 INTERIM OPERATING PROCEDURE – SANITARY SEWERSHED WB5004-1 EMERGENCY BYPASS PUMPING Hydraulic modeling completed as part of this study identified sewershed WB5004-1 as the area within the Village with the greatest potential for sanitary sewer surcharging and subsequent basement backups during significant wet weather events. Model results indicate that the hydraulic grade line (HGL) within this sewershed can rise above critical elevations during peak flow conditions, increasing the risk of sewer backups to adjacent properties. The long-term solution to this deficiency is the construction of the three proposed sanitary sewer relief sewers identified in this report. These improvements are expected to significantly reduce peak HGL elevations within sewershed WB5004-1 by increasing conveyance capacity and providing additional flow relief. However, until these capital improvements can be designed and constructed, an interim operational response plan is recommended to reduce the likelihood and severity of basement backup events. 3.2.1 MONITORING AND ALARM SYSTEM The Village should install a continuous level monitoring sensor at Manhole 1206 -11 on Henry Clay Street. The sensor should be configured with an alarm elevation approximately equal to the crown (top) of the outgoing sewer pipe. This elevation represents the point at which the downstream sewer system is approaching surcharge conditions and serves as an early warning that hydraulic conditions within sewershed WB5004-1 are deteriorating. The monitoring system should provide real-time notification to Village operations staff, allowing personnel to mobilize before water levels continue to rise and basement backup conditions develop. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 21 3.2.2 EMERGENCY PUMPING OPERATIONS Upon activation of the level alarm, Village personnel should initiate temporary bypass pumping operations to reduce the hydraulic grade line within the sewershed. The objective of the pumping operation is to temporarily remove sanitary flow from critical portions of the system and discharge it downstream of the hydraulic restriction, thereby relieving pressure within the upstream collection system. The village currently has two (2) Pumps - Model #: PT 5 4V that have 25' Suction Lift and 705 GPM pumping capacity and another two (2) Pumps - Model #: PT 3A that have 25' Suction Lift and 400 GPM pumping capacity. Recommended bypass pumping locations include: Pumping Location Temporary Discharge Location Approximate Discharge Distance Manhole 1206-19 Storm Structure 978 15 feet Manhole 1206-156 Storm Structure 694 140 feet Manhole 1206-205 Storm Structure 387 CB 135 feet The selected pumping locations are intended to provide strategic relief to the portions of Sewershed WB5004- 1 that experience the highest hydraulic loading during significant rainfall events. 3.2.3 PUMPING TERMINATION Bypass pumping operations should continue until the monitored water surface elevation at Manhole 1206 -11 has receded to at least the elevation of the outlet pipe crown, indicating that surcharge conditions have subsided and the sanitary sewer system has returned to normal gravity flow conditions. 3.2.4 STANDARD OPERATING PROCEDURE SUMMARY This interim operating procedure provides the Village with a proactive method for responding to extreme wet weather events prior to implementation of the recommended capital improvements. By combining continuous level monitoring with predefined emergency pumping operations, the Village can reduce hydraulic pressures within sewershed WB5004-1, minimize the duration of sewer surcharging, and decrease the potential for sanitary sewer backups. While this procedure is not intended to replace the proposed relief sewer improvements, it provides a practical risk mitigation strategy that can be implem ented immediately and incorporated into the Village's emergency response and collection system operations manual. 3.3 RECOMMENDED FLOW MONITORING – SANITARY SEWERSHED WB5005 Hydraulic modeling identified Sanitary Sewershed WB5005 as the second highest priority basin with respect to the potential for sanitary sewer surcharging and basement backups during significant wet weather events. While the model indicates elevated hydraulic grade lines within the basin, the evaluation did not identify a single, well-defined hydraulic bottleneck or capacity deficiency that clearly explains the observed system performance. As a result, the most appropriate long-term improvement strategy cannot be determined with confidence based solely on the available data. To better understand the hydraulic behavior of the basin, it is recommended that the Village install a temporary flow meter at the sanitary sewer bypass in Manhole 1205-51, located at the intersection of Hampton Road and Sheffield Avenue. This location provides a strategic monitoring point within the collection system and will allow STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 22 the Village to identify when the bypass activates, how long in remains active, and quantify the amount of flow leaving the system. The flow monitoring program should be conducted over an extended period and capture multiple rainfall events of varying magnitudes. Collected data should include flow rates, flow depth, and corresponding rainfall information to establish the relationship between precipitation and system response. This information can then be compared with the hydraulic model to verify model assumptions, identify discrepancies, and improve calibration of the basin. A better understanding of the source of the problem will allow the Village to develop targeted and cost-effective improvements rather than implementing capital projects based on uncertain assumptions. Accordingly, installation of a temporary flow meter at Manhole 1205-51 is recommended as the next step in the evaluation of sewershed WB5005 and should be considered a data collection effort to support future planning and design. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 23 CHAPTER 4 - EXISITNG SSO BYPASS EVALUATION 4.1 SANITARY SEWER OVERFLOW (SSO) BYPASS EVALUATION During periods of extreme wet weather, sanitary sewer flows can exceed the conveyance capacity of portions of the collection system. To reduce the potential for sanitary sewer backups into homes and businesses, the Village's sanitary sewer system includes several emergency overflow bypass locations. These structures are designed to provide controlled relief by discharging excess sanitary flow into the storm sewer system when predetermined hydraulic conditions are reached. Although these bypasses are intende d to operate only during exceptional events, they serve an important role in protecting private property from basement backups. A total of 14 sanitary sewer overflow (SSO) bypass locations were located within the Village. As part of this study, each bypass structure was field surveyed by Clark Dietz, Inc. in 2026 to verify its location, document key elevations, and assess its overall condition. Survey information for each structure is included in Appendix B. Following the field survey, each bypass location was evaluated to confirm that it can function as intended during surcharge conditions. Because each bypass discharges to the storm sewer system, the available capacity of the receiving storm sewer must also be considered. During large rainfall events, storm sewers may become surcharged as they approach or exceed their design capacity. Most municipal storm sewer systems are designed to convey approximately the 10-year design storm, and larger events may result in elevated hydraulic grade lines within the storm sewer network. If the water level within the storm sewer rises above the bypass discharge elevation, stormwater can flow in the reverse direction through the bypass structure and into the sanitary sewer system. This condition reduces the effectiveness of the bypass and may increase sanitary sewer surcharging during critical periods. To evaluate the reliability of each bypass, the available freeboard was calculated. For the purposes of this study, freeboard is defined as the vertical distance between the bypass overflow elevation and the hydraulic grade line in the receiving storm sewer at the point where reverse flow would begin. A greater freeboard provides additional assurance that the bypass can discharge as intended before storm sewer surcharge interferes with its operation, while locations with limited freeboard may warrant additi onal evaluation or future improvements. Figure 4.1-1 illustrates the freeboard concept used in this evaluation. A map showing the locations of all 14 sanitary sewer overflow bypasses, along with a summary table identifying the available freeboard at each structure, is included in this section. Figure 4.1-1 Bypass Freeboard Diagram STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 24 Figure 4.1-2 Bypass Location Map STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 25 Table 4.1-1 Bypass Elevations between Storm Crown and Bypass Invert Outfall Location Bypass Invert Storm Crown Difference (Freeboard) Backflow Preventer 1201-MD45 N Lydell Ave & E Montclaire Ave 634.3 633.2 1.1 None 1207-3 N Bay Ridge & E Montclaire Ave 638.2 632.5 5.7 Backflow preventer flap 1207-19 N Kent Ave & E Montclaire Ave 638.6 631.5 7.1 Backflow preventer flap 1207-35 Santa Monica Blvd & E Montclaire Ave 644.1 628.2 15.9 None 1207-49 N Berkeley Blvd & E Montclaire Ave 647.6 625.2 22.4 Backflow preventer flap 1207-70 N Lake Dr & E Montclaire Ave 648.2 621.0 27.2 Backflow preventer flap 1207-84 N Lake Dr & E Monrovia Ave 655 659.1 -4.1 (Estimated) Blind tap to storm, Overflow risen metal plate 1206-209 N Lake Dr & E Lake View Ave 645.4 644.2 1.2 Backflow preventer flap 1206-114 E Circle Dr 643.4 633.7 9.7 Backflow preventer flap stuck half open 1206-4 N Diversey Blvd & E Lancaster Ave 630.9 629.8 1.1 None 1205-51 N Sheffield Ave & E Hampton Rd 633.5 631.9 1.6 Duckbill backflow preventer and flow meter 1204-226 N Oakland Ave & N Lake Dr 653.1 650.8 2.3 Backflow preventer 1204-117 N Newhall St & E Chateau Pl 652.4 650.9 1.5 Backflow preventer 1204-165 N Wilshire Rd & E Cumberland Blvd 671.3 668.8 2.5 None 4.1.1 PREVIOUS REPORTS WITH INCORRECT SSO LOCATIONS Previous reports and mapping identified several sanitary sewer bypass locations that differed from those observed during this study. As part of the field investigation, each of these reported bypass locations was visited and evaluated. Based on field observations, no evidence of active bypass structures was identified at the locations listed below, indicating that the previously documented information is no longer representative of current field conditions. The following locations were reviewed: 1. 2020 Storm Sewer Systems Map a. Manholes north of Monrovia Avenue and Lake Drive (near 6113 Lake Drive) b. Lancaster Avenue and Hollywood Avenue 2. 2012 Donohue Sewer Study – Figure 2-7, Sanitary Sewer Overflows a. Wilshire Boulevard and Cramer Avenue b. Lexington Boulevard and Idlewild Avenue c. Fairmount Avenue and Newhall Avenue Based on the field verification, these locations should not be considered existing sanitary sewer bypass locations. Future mapping and system documentation should be updated to reflect the verified field conditions. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 26 4.2 HYDRAULIC EVALUATION OF SANITARY SEWER OVERFLOW BYPASSES As part of this study, each sanitary sewer overflow (SSO) bypass was evaluated within the XPSWMM hydraulic model to verify its performance under a range of wet weather conditions. The purpose of the evaluation was to confirm that each bypass functions as intended by providing a controlled relief point for excess sanitary flow while preventing unintended flow in the opposite direction. Model results indicate that several bypass locations are susceptible to reverse flow during large rainfall events. These conditions occur when the hydraulic grade line within the receiving storm sewer system exceeds the overflow elevation of the bypass structure, causing stormwater to flow back through the bypass and into the sanitary sewer system. Rather than relieving the sanitary sewer system, this reverse flow increases the hydraulic loading within the collection system and can contribute to elevated water levels, increased surcharging, and a greater risk of basement backups. These findings highlight the importance of properly functioning backflow prevention devices at each SSO bypass location. Backflow preventers are intended to allow sanitary flow to discharge to the storm sewer during surcharge conditions while preventing stormwater from entering the sanitary sewer when the receiving storm sewer becomes surcharged. Failure of these devices to operate as intended can significantly reduce the effectiveness of the bypass system and introduce additional inflow into the sanitary s ewer network during critical storm events. Based on the hydraulic modeling results, the Village should continue to inspect, maintain, and periodically test all backflow prevention devices associated with the SSO bypass structures to verify proper operation. Routine maintenance of these components is essential to ensuring that the bypass system functions as designed and continues to provide protection against sanitary sewer backups during extreme wet weather events. 4.3 RECOMMENDATIONS Based on the field investigation, survey data, and hydraulic modeling completed as part of this study, the following improvements and maintenance activities are recommended to improve the reliability and effectiveness of the Village's sanitary sewer overflow (SSO) bypass system. 4.3.1 INSTALL BACKFLOW PREVENTERS AT PRIORITY BYPASS LOCATIONS Several bypass locations were identified as having limited freeboard between the sanitary overflow elevation and the hydraulic grade line of the receiving storm sewer. During significant rainfall events, these locations are susceptible to reverse flow from the storm sewer into the sanitary sewer system. Installing backflow preventers at these locations will reduce the potential for stormwater to enter the sanitary sewer while still allowing the bypass to function as intended during sanitary surcharge events. The following locations are recommended for backflow preventer installation: • Bypass 1201-MD45 – Lydell Avenue and Montclaire Avenue o This bypass has approximately 1.1 feet of available freeboard, making reverse flow from the storm sewer likely during larger storm events. Installation of a backflow preventer is recommended to prevent stormwater from entering the sanitary sewer system. • Bypass 1206-04 – Diversey Boulevard and Lancaster Avenue STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 27 o This location also has only 1.1 feet of available freeboard, indicating a high likelihood of reverse flow during storm sewer surcharge conditions. In addition, this bypass is located within Sanitary sewershed WB5004-1, which was identified by the hydraulic model as the sewershed with the greatest potential for sanitary sewer surcharging and basement backups. Installation of a backflow preventer at this location should be considered a high priority. • Bypass 1204-165 o Although this bypass has a greater freeboard of approximately 2.5 feet, hydraulic modeling indicates that reverse flow may still occur during larger storm events. Installation of a backflow preventer is recommended to improve system reliability and reduce unnecessary inflow to the sanitary sewer system. 4.3.2 ADDITIONAL INVESTIGATION • Bypass 1207-84 – Lake Drive and Monrovia Avenue o The configuration and operation of this bypass could not be fully verified during the evaluation. Closed-circuit television (CCTV) inspection is recommended to determine the existing connection configuration and verify whether the sanitary sewer is directly ("blind") connected to the storm sewer. The results of this investigation should be used to determine whether corrective action is required. 4.3.3 REPAIR EXISTING BACKFLOW PREVENTION DEVICE • Bypass 1206-114 – East Circle Drive o The existing backflow preventer should be inspected and repaired or replaced as necessary to restore proper operation. The existing condition indicates that it is stuck in the half open position. A malfunctioning backflow preventer reduces the effectiveness of the bypass system and increases the potential for stormwater to enter the sanitary sewer during storm sewer surcharge conditions. 4.3.4 PREVENTATIVE MAINTENANCE PROGRAM To ensure the long-term reliability of the Village's SSO bypass system, an annual inspection and maintenance program should be implemented for all bypass structures and associated backflow prevention devices. Routine maintenance should include visual inspections, operational testing of backflow preventers, removal of debris and sediment, and repair or replacement of components as needed. Regular maintenance will help ensure that each bypass functions as designed during extreme wet weather events while minim izing the potential for reverse flow and reducing the risk of sanitary sewer surcharging and basement backups. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 28 CHAPTER 5 - STORM SEWER PERFORMANCE EVALUATION 5.1 STORM SEWER SYSTEM The Village of Whitefish Bay’s storm sewer system provides drainage for residential, commercial, and public areas throughout the Village and conveys stormwater to receiving waters through a series of drainage basins and outfalls. An evaluation of the storm sewer system was completed as part of this study to assess existing system performance, identify areas with potential capacity limitations, and provide a basis for evaluating potential improvements to the Village’s stormwater infrastructure. The Village’s storm sewer system is divided into drainage basins based on the location of existing storm sewer outfalls. Each basin generally represents an area in which stormwater is collected and conveyed through the local storm sewer system to a common discharge point. The Village’s storm sewer system ultimately discharges to two primary receiving waters , the Milwaukee River and Lake Michigan. Three of the storm sewer basins discharge through outfalls to the Milwaukee River, while four basins discharge directly to Lake Michigan. The storm sewer evaluation considered the existing collection system, including storm sewer pipes, structures, drainage areas, and outfalls. The evaluation focused on the ability of the existing system to convey stormwater during significant rainfall events and identify locations where hydraulic conditions may result in surcharging, limited capacity, surface ponding, or other potential drainage concerns. The evaluation also considered the interaction between the storm sewer and sanitary sewer systems, including locations where sanitary sewer overflows may be influenced by stormwater conditions. The Village’s storm sewer system can be found in Figure 5.1-1. The figure provides an overview of the major storm sewer conveyance system and the location of each identified outfall. The storm sewer evaluation provides a basis for identifying areas where additional investigation, maintenance, or system improvements may be warranted and provides a framework for prioritizing potential improvements to the Village’s stormwater infrastructure. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 29 Figure 5.1-1 Storm Sewer System STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 30 5.2 INLET CAPACITY EVALUATION The Village's storm sewer system generally includes curb inlets at street intersections, with fewer inlets located mid-block. While the existing inlets are generally functioning as intended, hydraulic analysis indicates that the inlet leads serving many of these structures are undersized and restrict the amount of runoff conveyed into the storm sewer system. As a result, the available capacity within the downstream storm sewer mains is not being fully utilized, causing runoff to bypass the inlets or contribute to localized street ponding during larger storm events. To improve overall storm sewer system performance, the Village should consider replacing existing substandard inlets as part of future storm sewer improvement projects. In areas where hydraulic analysis identifies excessive bypass flow or localized roadway ponding, the installation of additional mid -block inlets or supplemental intersection inlets should be evaluated to improve runoff capture. In conjunction with these improvements, undersized inlet leads should be upsized and, where appropriate, connected in series to adjacent inlets to increase the volume of runoff conveyed to the storm sewer main. Collectively, these improvements will help maximize the use of available capacity within the existing storm sewer system, improve surface drainage, and reduce the frequency and extent of roadway ponding during storm events. It is recommended that these improvements be incorporated, where feasible, into the Village's annual resurfacing program and watermain replacement projects to maximize efficiency and minimize construction costs. Supporting inlet capacity calculations are included in Appendix C. These calculations were completed in conjunction with the planned 2027 watermain replacement project and are intended to serve as a representative example of general inlet capacity trends throughout the Village. The results demonstra te the types of inlet and lead capacity deficiencies that may be encountered and can be used to help identify similar improvement opportunities as future roadway and utility projects are planned. 5.3 LOCALIZED SURFACE FLOODING As part of the stormwater system evaluation, the Village’s drainage network was reviewed to identify localized low points and sump areas that may be susceptible to ponding during conditions if the storm sewer system experiences reduced capacity, blockages, or other operational deficiencies. These areas represent locations where roadway elevations create natural collection points and where stormwater may accumulate if the downstream storm sewer system is unable to provide adequate conveyance. The purpose of this evaluation was not to identify areas that experience routine flooding under normal system operation, but rather to identify areas that may have limited surface drainage relief during extreme events or during periods of storm sewer failure. Identifying these locations provides the Village with an understanding of potential vulnerability areas and allows for targeted investigation, maintenance, and future improvement planning. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 31 Based on a review of available topographic information, storm sewer mapping, and observed drainage characteristics, six primary localized sump areas were identified: • Bay Ridge Drive between Montclaire Avenue and Belle Avenue • Intersection of Consaul Road and Beaumont Avenue • Intersection of San Monica Boulevard and Chateau Drive • Intersection of Hampton Road and Sheffield Drive • Intersection of Fairmount Avenue and Cumberland Boulevard • Intersection of Wilshire Boulevard and Cramer Avenue These locations generally represent areas where roadway profiles create localized depressions and where stormwater accumulates if the storm sewer system became surcharged or unable to convey flows. The severity and duration of ponding at each location would be dependent on the magnitude of the storm event and the duration of the system impairment. An overview location map showing the localized sump areas can be found in figure 5.3 -1 while more detailed mapping can be found in Appendix D. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 32 Figure 5.3-1 Localized Sump Locations STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 33 5.4 PROPOSED STORM IMPROVEMENTS 5.4.1 LANCASTER STORM IMPROVEMENTS The existing storm sewer system along Lancaster Avenue has hydraulic limitations that contribute to localized drainage issues and standing water conditions. Under existing conditions, the storm sewer is unable to directly discharge to the downstream system due to conflicts with existing underground utilities that prevent the storm sewer extension from being installed to the existing manhole on Lydell Avenue. As a result, the system relies on water flowing back through the inlet lead in order to convey stormwater across the roadway and into the downstream sewer system. This configuration creates an inefficient hydraulic condition where the storm sewer pipe remains surcharged (completely full of water) under normal conditions. Since the pipe is operating at full capacity at all times, the available storage and conveyance capacity of the system are reduced, limiting its ability to respond during larger rainfall events. Additionally, the reliance on backflow through the inlet connection can contribute to prolonged ponding and standing water within the roadway area following storm events. To address these deficiencies, the proposed improvement includes installation of a storm sewer siphon connection designed to provide a dedicated hydraulic connection to the downstream storm sewer system while avoiding conflicts with existing utilities. The siphon will increase available conveyance capacity, improve hydraulic performance, and allow stormwater to drain more effectively from the Lancaster Avenue roadway area. By providing a direct drainage pathway, the proposed improvement will eliminate the e xisting condition where the storm sewer remains continuously surcharged and will reduce the potential for persistent standing water. The existing inlet lead connection will remain in place as a secondary overflow and backup drainage pathway. Overall, the proposed Lancaster Avenue storm sewer improvements will improve system reliability, reduce drainage issues, and provide additional capacity for larger storm events. Figure 5.4-1 Lancaster Existing Condition Crossing Lydell Avenue STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 34 Figure 5.4-2 Lancaster Proposed Condition Crossing Lydell Avenue 5.4.2 WILSHIRE STORM IMPROVEMENTS The large green median located in N Bartlett Drive between E Hampton Road and N Oakland Avenue presents a feasible opportunity for implementing a stormwater control project due to the available open space and its potential to capture, convey, and temporarily store roadway runoff. From a hydraulic and spatial perspective, the area appears suitable for stormwater management practices such as a bioretention area, infiltration basin, other green infrastructure solutions, or an oversized vegetated conveyance system designed to provide both stormwater storage and conveyance. Back in 2014, a stormwater project was canceled due to the site's historical use as a former railroad. The stormwater control project is still feasible but environmental concerns must be carefully considered during project planning. Subsurface soils may contain contaminants commonly associated with historic rail operations, including petroleum products, heavy metals, creosote, or other hazardous substances. Excavation required for construction could trigger additional environmental investigations, specialized soil handling and disposal requirements, increased project costs, schedule impacts, and regulatory coordination. Accordingly, an Environmental Site Assessment, followed by subsurface environmental testing if warranted, should be completed before design to evaluate potential contamination. Although the site remains a viable candidate for a stormwater control project, the potential need for hazardous material remediation should be rec ognized as a key project risk and incorporated into project planning, design, and budgeting. Additionally, to improve the performance and reliability of the existing stormwater drainage system, a redundant storm sewer should be considered as part of the project improvements. The additional storm sewer will provide supplemental conveyance capacity, helping to alleviate localized drainage issues by reducing the burden on the existing system during storm events. This enhancement is expected to i mprove stormwater management, minimize the potential for flooding, and increase the overall resilience of the drainage infrastructure. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 35 Figure 5.4-3 Wilshire Drainage Area Improvements 5.4.3 BEAUMONT AND CONSAUL IMPROVEMENTS An evaluation of the existing storm drainage system identified an undersized storm sewer pipe serving the Beaumont and Consaul drainage area. Hydraulic analysis indicated that the existing pipe in Beaumont Avenue that discharges into Lake Drive storm sewer system did not provide adequate conveyance capacity for the design storm events, resulting in potential surcharge and localized flooding. To address this deficiency, additional storm sewer capacity was a potential solution to help reduce the risk of stree t flooding in the area. As part of ongoing project in this area (Sendik’s Public Improvements), a parallel storm sewer was incorporated into the design and was constructed in 2026. The new storm sewer works in conjunction with the existing system to increase overall conveyance capacity, improve system performance, and m ore effectively manage stormwater runoff within the project area. The proposed improvements also include the addition of impervious surface within the public right -of-way. To mitigate the increase in runoff associated with this added impervious area, permeable pavers have been incorporated into the project design. The permeable pavement system promotes infiltration and temporary storage of stormwater, reducing the volume and rate of runoff entering the storm sewer system. This approach helps offset the hydrologic impacts of the additional impervious surface while supporti ng the project's overall stormwater management objectives. This is an example of incorporating stormwater management opportunities into all applicable Capital Improvement Projects whenever practical. Integrating stormwater controls into planned infrastructure improvements will allow the Village to address drainage deficiencies, improve water quality, and enhance STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 36 system resiliency in a cost-effective manner by leveraging scheduled construction activities. Depending on site constraints and project objectives, these measures may include green infrastructure practices, permeable pavements, bioretention areas, infiltration systems, stormwater storage, or upgrades to existing drainage infrastructure. Incorporating stormwater management as part of routine capital projects helps reduce long - term maintenance costs, supports regulatory compliance, and minimizes the impacts o f future development and changing precipitation patterns. 5.4.4 INLET IMPROVEMENTS The isolated low point on N. Bay Ridge Avenue between E. Montclaire Avenue and E. Belle Avenue would benefit from additional storm sewer inlets located north and south of the existing inlet s. When N. Bay Ridge Avenue is next scheduled for resurfacing, it is recommended that storm sewer be extended in both directions to accommodate an additional set of inlets and improve surface drainage. The isolated low point at the intersection of E. Fairmount Avenue and N. Cumberland Boulevard would benefit from additional storm sewer inlets on the north and south approaches. When N. Cumberland Boulevard and Woodburn Street are next scheduled for resurfacing, it is recommended that storm sewer be extended north and south of the existing inlet to accommodate an additional set of inlets. Similarly, when Larkin Street (north of Fairmount Avenue) is next scheduled for resurfacing, it is recommended that the storm sewer on Fairmount Avenue be extended north to provide an additional inlet and improve drainage within the low area. 5.4.5 CATCH BASIN CLEANING It is recommended that the inlets located at each of the six identified local low points be routinely inspected and maintained to ensure adequate surface drainage. Debris accumulation on inlet grates or obstructions within outlet pipes can reduce inlet capacity and contribute to localized ponding or flooding. The Village currently performs street sweeping on a monthly basis from April through November and completes annual catch basin sump cleaning following leaf collection. In addition to these existing maintenance programs, the identified inlets should be visually inspected following rainfall events of approximately 1 inch or greater, or at a minimum, once per month. Any debris or obstructions identified during these inspections that could impair inlet performance should be removed promptly. Catch basin sumps should continue to be cleaned at least annually, with more frequent cleaning performed where inspections indicate excessive sediment accumulation. Routine inspection and maintenance of these critical inlets will help maintain their capacity and reduce the potential for localized roadway ponding and flooding. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 37 CHAPTER 6 - SUMMARY OF RECOMMENDATIONS 6.1 WHITEFISH BAY DPW MAINTENANCE IMPROVEMENTS Table 6.1-1 DPW Improvements Summary Item Description Recommendation Estimated Cost Flow Meter and Flow Level Install The Village has one flow meter and level sensor to utilize. Install the already procured flow meter at Manhole 1205-51 bypass, located at the intersection of Hampton Road and Sheffield Avenue. Leave flow meter installed for one year and analyze data with wet weather reports to determine if any action is required. Continue Under Standard Village Operating and Maintenance Procedures Pump Trailer Setup Portable trailer equipped with pumps and hoses to provide temporary bypass pumping during emergency response events. Set up three (3) pump trailers as part of the emergency preparedness strategy for temporary bypass pumping. Continue Under Standard Village Operating and Maintenance Procedures Catch Basin Cleaning in Low Areas Clean and remove accumulated sediment, debris, and other materials from catch basins to maintain proper drainage and reduce pollutant loading. Continue routine cleaning to improve system performance, reduce maintenance issues, and support CIP goals by extending the service life of the stormwater infrastructure. Continue Under Standard Village Operating and Maintenance Procedures GIS Updates and Corrections Update and verify GIS mapping, asset attributes, and utility records to improve the accuracy of the utility's infrastructure database. Complete GIS corrections and ongoing updates to provide an accurate asset inventory that supports CIP prioritization, capital planning, asset management, and future engineering design efforts. Continue Under Standard Village Operating and Maintenance Procedures Sanitary Sewer Overflow (SSO) Maintenance Maintain existing sanitary sewer overflows (SSO) Install, repair, and inspect backflow preventors and maintain SSO’s Continue Under Standard Village Operating and Maintenance Procedures STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 38 6.2 SANITARY IMPROVEMENTS Table 6.2-1 Sanitary Improvements Summary Item Description Recommendation Estimated Cost Sanitary Relief Sewer Projects Install overflow sewer infrastructure at identified locations to provide controlled relief during extreme wet weather events and reduce the risk of uncontrolled sanitary sewer overflows. Relief Sewer No. 1 – Lake View Ave 1,400LF Relief Sewer No. 2 – Birch Avenue 1,400LF Relief Sewer No. 3 – Henry Clay St 1,400LF Relief Sewer No. 1 – $875,000 Relief Sewer No. 2 – $875,000 Relief Sewer No. 3 – $875,000 Continuing Sanitary Sewer Main Lining Continue the rehabilitation of aging sanitary sewer mains using cured-in-place pipe (CIPP) to restore structural integrity and reduce infiltration and inflow (I/I). Maintain an annual sewer lining program focused on prioritized pipe segments to extend asset life, reduce maintenance costs, and support the long-term goals of the CIP. CIP Budget = $300,000 annually MMSD Private Property Infiltration and Inflow (PPII) Program Continue participation in the MMSD PPII Program to reduce excessive I/I from private properties connected to the sanitary sewer system. Continue coordinating with MMSD on the PPII Program and incorporate findings into the CIP to reduce system loading, improve wet weather performance, and defer costly capacity improvements where feasible. MMSD Funded Projects Ranging from $500,000-$1,000,000 STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 39 6.3 STORM IMPROVEMENTS Table 6.3-1 Storm Improvements Summary Item Description Recommendation Estimated Cost Lancaster Storm Improvements Complete Storm Sewer Improvements under Lydell Ave Install Siphon Storm Sewer Construction = $200,000 Wilshire Storm Improvements Area is a localized low point with one storm sewer discharge. Increase storm sewer capacity and create additional stormwater management controls for this area Stormwater Controls = $1,250,000 Redundant Storm Sewer = $750,000 Inlet Improvements Area 1: Bay Ridge Avenue between Montclaire Avenue and Belle Avenue Area 2: Fairmount Avenue and Cumberland Boulevard Area 3: Fairmount Avenue and Larkin Steet Additional inlets and inlet leads to capture flow. Area 1 = $50,000 (1) Area 2 = $50,000 (1) Area 3 = $50,000 (1) (1) (during roadway resurfacing project) Table 6.3-2 Storm Improvements Completed in 2026 Item Description Recommendation Estimated Cost Beaumont and Consaul Improvements Area is localized low point with one storm sewer discharge. Increase storm sewer capacity $100,000 (Completed with Sendik’s Improvement Project) STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 40 BIBLIOGRAPHY • Clark Dietz, Inc. Basin 6 Sanitary Sewer Backup Reduction Strategy. Village of Whitefish Bay, Wisconsin, 2016. • Clark Dietz, Inc. Field Survey. Village of Whitefish Bay, Wisconsin, 2026. • Clark Dietz, Inc. Village of Whitefish Bay Storm Sewer System Map. Village of Whitefish Bay, Wisconsin, 2020. • Donohue & Associates, Inc. Sewer Study – Village of Whitefish Bay, Wisconsin. December 16, 2011. • GAI Consultants. Bartlett Reconstruction Engineering Services Project Files. Village of Whitefish Bay, Wisconsin, 2013–2014. • Milwaukee Metropolitan Sewerage District (MMSD). Compliance Maintenance Annual Report (CMAR) Sewer Shed Information and Supporting Documentation. Milwaukee, Wisconsin. • National Oceanic and Atmospheric Administration (NOAA). NOAA Atlas 14, Volume 8, Version 3: Precipitation-Frequency Atlas of the United States, Midwestern States. National Weather Service. • Village of Whitefish Bay. Completed Infrastructure Projects Map. Whitefish Bay, Wisconsin, 2006–2016. • Village of Whitefish Bay. Municipal Code – Stormwater Management and Design Criteria. Whitefish Bay, Wisconsin. • Village of Whitefish Bay. Overflow Response Plan, Appendix D. Whitefish Bay, Wisconsin, 2009. • Village of Whitefish Bay. Sanitary Sewer Bypass Manholes Map. Whitefish Bay, Wisconsin, 2009. • Village of Whitefish Bay. Sanitary Sewer Improvements Map. Whitefish Bay, Wisconsin, 2016. • Village of Whitefish Bay. Bypass/Outfalls Map. Whitefish Bay, Wisconsin, 2014. • Village of Whitefish Bay. Wet Weather Standard Operating Procedures, Appendix F. Whitefish Bay, Wisconsin, 2009. STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. W02826007 Appendix APPENDIX A Village Lining Map STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. W02826007 Appendix APPENDIX B Sanitary Sewer Overflow Locations N Jean NicoletRd N PortW ashington Rd 628 ft W Marne Ave N M ohawk Ave N PortW ashington Rd N PortW ashington Rd N PortW ashington Rd 721 ftN San M onica Blvd W Cl overnook Ln 681 ft N San M onica Blvd E Lake View Ave N Shore Dr E Beaumont Ave E Glen Ave N Berkeley Blvd N LydellAve N LydellAve E Day Ave E Devon St E Henry Clay St N San M onica Blvd N Kim bark Pl N Idlewild Ave N Cum berland Blvd N Anita Ave N M arlborough Dr E Birch Ave N Ardm ore Ave N Wilson Dr N Bay Ridge Ave N ElkhartAve N Larkin St Whitefish Bay N Larkin StE Kensington Blvd E Glendale AveEstabrook Park N O akland Ave Big Bay Park 701 ft N NewhallSt N Cram erSt L a k e M ic h ig a n 1201-MIS-MD45 1207-3 1207-19 1207-35 1207-49 1207-70 1207-84 1206-209 1206-114 1206-4 1205-51 1204-117 1204-226 1204-165 Sewer Bypass Locations Village Boundary Sanitary Main Sewer Bypass Locations 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Village of Whitefish Bay Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD 500645.69501645.56502645.38 503645.58 STM STRRIM=645.7IE=638.6 W 36"IE=629.2 E 48"IE= 633.8 SW BYPASSIE=633.3 S 27"IE=641.5 S 10"SAN STRRIM=645.6IE= N UNKIE=630.4 SIE=634.3 NE 27" BYPASSIE=631.6 E 18"48" RCP36" RCP18" PVC18" PVC42"36" RCP27" RCP10" CLAYFLOW METERUNK 504646.66505646.66506646.65 STM STRRIM=646.7IE=628.5 W&EIE=636.6 NEIE=642.2 NWIE=643.1 SEIE=638.1 SW BYPASSSAN STRRIM=646.7IE=634.7 E&WIE=637.8 NIE=634.9 NIE=638.2 NE BYPASSIE=637.5 SDROPCONNECTION10" PVC10" PVC (2)12" RCP27" RCP12" RCPBACKFLOWPREVENTER FLAP15" PVC18" PVC48"48" 507647.48508647.75 STM STRRIM=647.8IE=627.5 W&EIE=UNKNOWN NWIE=UNKNOWN NEIE=UNKNOWN NIE=638.6 SW BYPASSIE=641.9 SESAN STRRIM=647.5IE=636.5 W&EIE=637.8 SIE=638.4 NIE=638.6 NE BYPASS 10" PVC10" PVC12"12"24"48"48"BACKFLOWPREVENTERFLAP15" PVC15" PVC 509651.41510651.24 STM STRRIM=651.4IE=624.2 W&EIE=645.1 NIE=645.9 SIE646.6 NEIE=644.0 SW BYPASSSAN STRRIM=651.2IE=640.7 W&EIE=644.1 NE BYPASS 12" PVC12" PVC12" PVC12" CLAY48"48"24"DATEREVISION PROJECT No.DRAWING No.PROJECT TITLEDRAWING TITLESTORM & SANITARY STUDY W02826007 NOTE: DIMENSIONAL DATA IS NOT TO BE OBTAINED BY SCALING ANY PORTION OF THIS DRAWING. PRELIMINARYNOT FOR CONSTRUCTIONBYPASS LOCATIONS DESIGNED BY:  DRAWN BY:  CHECKED BY:  DATE CHECKED:    759 N. MILWAUKEE STREETSUITE 624MILWAUKEE, WI 53202PHONE : 414.727.4990 www.clarkdietz.com 1DWG 1 OF   DWGS            1201-MIS-MD45: N LYDELL AVE & E MONTCLAIRE AVE1207-3: N BAY RIDGE AVE & E MONTCLAIRE AVE 1207-35: N SANTA MONICA BLVD & E MONTCLAIRE AVE1207-19: N KENT AVE & E MONTCLAIRE AVE 511654.36512654.29513654.44 STM STRRIM=654.3IE=621.2 W&EIE=649.1 NWIE=646.7 NIE=647.7 NEIE=649.4 SEIE=648.6 SWIE=647.2 SW BYPASSSAN STRRIM=654.4IE=642.3 W&EIE=645.7 NIE=642.8 NIE=645.7 SIE=647.6 NE BYPASS12" RCP12" RCP12" PVCDROP CONNECTION 10" PVCBACKFLOWPREVENTERFLAPDROP CONNECTION8" RCP15" PVC15" PVC48"48"12" CLAY 514656.15515656.75 STM STRRIM=656.2IE=617.0 W&EIE=6510.2 NWIE=651.3 NIE=648.5 NEIE=647.3 SE BYPASSIE=651.3 SWSAN STRRIM=656.8IE=645.5 WIE=647.3 EIE=647.3 SIE=647.2 NIE=648.2 NW BYPASS27" RCP12" CLAY12" CLAY12" CLAY12" PVCBACKFLOWPREVENTERFLAP15"48"48"12"12"15" PVC8" 516663.98517664.03 SAN STRRIM=664.0IE=654.0 N&SIE=654.5 WIE=655.2 EIE=655.0 SE BYPASS 10" PVC8" PVC8" PVC12" PVCBLIND TAPOVERFLOWRISEN METALPLATE8" CLAY 518653.75519653.79 SAN STRRIM=653.8IE=645.4 NIE=642.2 SIE=645.2 NEIE=644.3 SE BYPASSSTM STRRIM=653.8IE=644.3 NW&SEIE=644.7 EIE=645.4 NW BYPASSIE=643.9 NWBACKFLOWPREVENTERFLAP8"8"8"12" PVC21"24"12"8" DATEREVISION PROJECT No.DRAWING No.PROJECT TITLEDRAWING TITLESTORM & SANITARY STUDY W02826007 NOTE: DIMENSIONAL DATA IS NOT TO BE OBTAINED BY SCALING ANY PORTION OF THIS DRAWING. PRELIMINARYNOT FOR CONSTRUCTIONBYPASS LOCATIONS DESIGNED BY:  DRAWN BY:  CHECKED BY:  DATE CHECKED:    759 N. MILWAUKEE STREETSUITE 624MILWAUKEE, WI 53202PHONE : 414.727.4990 www.clarkdietz.com 2DWG 2 OF   DWGS            1207-49: N BERKELEY BLVD & E MONTCLAIRE AVE1207-70: N LAKE DR & E MONTCLAIRE AVE 1206-209: N LAKE DR & E LAKE VIEW AVE1207-84: N LAKE DR & E MONROVIA AVE 522650.24523650.96 SAN STRRIM=651.0IE=642.5 SE&NWIE=642.5 SWIE=643.4 NW BYPASSSTM STRRIM=650.2IE=645.8 NWIE=644.2 NEIE=640.3 EIE=642.2 SE BYPASSIE=632.2 SEIE=638.2 SIE=632.2 WLATLATLAT18"12"18"12"8"8"8"OVERFLOW PLATESTUCK HALF OPEN 524641.64525641.52 SAN STRRIM=641.6IE=629.4 N&SIE=630.9 SE BYPASSSTM STRRIM=641.5IE=626.8 WIE=630.8 NW BYPASSIE=UNKNOWN NWIE=UNKNOWN NEIE=631.9 EIE=626.8 S24" PVC36" RCP24" PVC36" RCP15" 528640.97529640.85SAN STRRIM=641.0IE=632.5 W&EIE=632.6 N&SIE=633.5 SW BYPASS STM STRRIM=640.9IE=628.9 WIE=636.4NWIE=629.2 NIE=633.6 NE BYPASSIE=634.9 EIE=632.0 S 36" RCP8" PVC8" PVC24"10" PVC10" PVC36" RCP30"30"BACKFLOW PREVENTERDUCKBILLFLOW METER 537662.00 538662.46 SAN STRRIM=662.0IE=652.5 NW&SEIE=652.6 SEIE=653.1 SW BYPASSSTM STRRIM=662.5IE=649.3 NWIE=651.0 NE BYPASSIE=649.7 SEIE=655.6 SEIE=655.5 SE LATLAT15"15"18" CLAY18" CLAY24" CLAY12" CLAY15"DATEREVISION PROJECT No.DRAWING No.PROJECT TITLEDRAWING TITLESTORM & SANITARY STUDY W02826007 NOTE: DIMENSIONAL DATA IS NOT TO BE OBTAINED BY SCALING ANY PORTION OF THIS DRAWING. PRELIMINARYNOT FOR CONSTRUCTIONBYPASS LOCATIONS DESIGNED BY:  DRAWN BY:  CHECKED BY:  DATE CHECKED:    759 N. MILWAUKEE STREETSUITE 624MILWAUKEE, WI 53202PHONE : 414.727.4990 www.clarkdietz.com 3DWG 3 OF   DWGS            1206-114: E CIRCLE DR1206-4: N DIVERSEY BLVD & E LANCASTER AVE 1205-51: N SHEFFIELD AVE & E HAMPTON RD1204-226: N OAKLAND AVE & N LAKE DR 530661.45531661.62 SAN STRRIM=661.6IE=651.0 N&SIE=651.1 EIE=652.4 NW BYPASS STM STRRIM=661.5IE=649.2 WIE=655.4 NWIE=646.9 N&SIE=655.4 NEIE=655.4 SEIE=651.8 SE BYPASSIE=655.4 SW48" RCP48" RCP 12" CLAY12" CLAY12" CLAY8" PVC8" PVC8" PVC18" 535675.99 536676.05 SAN STRRIM=676.0IE=668.9 NW&SEIE=651.3 N BYPASS STM STRRIM=676.1IE=666.3 NWIE=670.6 NIE=671.0 SEIE=670.5 SEIE=671.0 SIE=669.2 S BYPASS10" RCP18" RCP 30" RCP10" RCP18" RCP8"8" DATEREVISION PROJECT No.DRAWING No.PROJECT TITLEDRAWING TITLESTORM & SANITARY STUDY W02826007 NOTE: DIMENSIONAL DATA IS NOT TO BE OBTAINED BY SCALING ANY PORTION OF THIS DRAWING. PRELIMINARYNOT FOR CONSTRUCTIONBYPASS LOCATIONS DESIGNED BY:  DRAWN BY:  CHECKED BY:  DATE CHECKED:    759 N. MILWAUKEE STREETSUITE 624MILWAUKEE, WI 53202PHONE : 414.727.4990 www.clarkdietz.com 4DWG 4 OF   DWGS            1204-117: N NEWHALL ST & E CHATEAU PL1204-165: N WILSHIRE RD & E CUMBERLAND BLVD STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. W02826007 Appendix APPENDIX C Inlet Capacity Analysis 1 2 3 4 5 6 7 Analysis performed to determine if the inlet spacing was appropriate in order to be able to fill the sewer mains. These calculations were completed in conjunction with the planned 2027 Watermain Replacement Project and are intended to serve as a representative example of general inlet capacity trends throughout the Village. Figure 1 Figure 2 Figure 4 Figure 3 Figure 5 Figure 6 Figure 7 STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. W02826007 Appendix APPENDIX D Localized Surface Floding Locations L a k e M ic h ig a n 1 2 3 4 5 6 Localized Sump Locations Village Boundary Local Low Area 2ft Contour 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD Village of Whitefish Bay 648 648 648 648 648 650 648 650 648 646 648 648 648 646 648 648 648 648 648 648 650 648 648 648 648 650 648 648 648 648 648 646 646 648 650 646 646 648 648 648 648 650 648 650 648 648 650 646 648 650 646 646 646 648 Village of Whitefish Bay Local Low Area Map Local Low Area Storm Structure Storm Pipe 2ft Contour Municipal Boundary Date: 6/18/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Contour Map\MyProject.aprx Page 1 of 6 ² 1 inch = 111 feet 0 50 100 654 650 646 648 646 650 652 646 648 648 646 654 650 654 646 648 648 648 648 640 650 650 650 642 650 650 654 648 654 652 648 652 644 654 646 648 650 648 656 656 648 650 650 648 642 648 652 652 654 652 654 656 652 644 648 646 648 646 648 654 654 648 646 650 654 652 648 Village of Whitefish Bay Local Low Area Map Local Low Area Storm Structure Storm Pipe 2ft Contour Municipal Boundary Date: 6/18/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Contour Map\MyProject.aprx Page 2 of 6 ² 1 inch = 121 feet 0 60 120 642 642 642 642 642 642 642 642 644 644 642 644 644 642 644 642 644 642 644 644 642 642 644 644 644 644 644 644 640 644 644 644 644 644 644 644 644 644 644 644 644 642 644 642 644 644 644 644 644 644 644 644 644 642 642 642 640 642 644 642 642 644 642 642 640 640 642 642 Village of Whitefish Bay Local Low Area Map Local Low Area Storm Structure Storm Pipe 2ft Contour Municipal Boundary Date: 6/18/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Contour Map\MyProject.aprx Page 3 of 6 ² 1 inch = 129 feet 0 60 120 650 650 648 650 650 650 654 652 648 644 652 650 652 648 642 648 654 646 644 650 644 646 646 642 644 642 642 644 650 652 646 646 650 646 642 646 646 644 646 644 650 648 644 644 644 646 642 644 646 642 646 642 644 642 642 648 650 644 644 650 646 652 644 648 652 642 646 646 650 646 644 650 652 644 642 642 644 642 648 644 642 650 644 644 650 642 646 648 640 648 646 644 644 648 644 644 644 642 652 650 642 648 644 646 Village of Whitefish Bay Local Low Area Map Local Low Area Storm Structure Storm Pipe 2ft Contour Municipal Boundary Date: 6/18/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Contour Map\MyProject.aprx Page 4 of 6 ² 1 inch = 232 feet 0 110 220 662 664 662 660 658 662668 664 662 656 664 666 662 662 660 666 670 660 670 662 658 660 662 668 660 668 660 660 664 664 664 658 664 668 658 660 662 658 668 668 658 668 668 660 662 664 660 660 660 658 658 662 662 664 658 668 664 666 658 662 658 662 670 666 670 656 660 660 662 670 656 660 656 662 666 668 664 668 660 658 660 Village of Whitefish Bay Local Low Area Map Local Low Area Storm Structure Storm Pipe 2ft Contour Municipal Boundary Date: 6/18/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Contour Map\MyProject.aprx Page 5 of 6 ² 1 inch = 163 feet 0 80 160 684 684 686 680 678 678 684 684 680 680 676 676 686 680 676 678 682 686 686 682 686 688 676 688 684 680 686 682 688 682 682 684 686 684 680 678 682 678 686 682 676 676 674 678 678 686 678 688 678 680 678 676 686 682 684 678 686 674 678 680 676 Village of Whitefish Bay Local Low Area Map Local Low Area Storm Structure Storm Pipe 2ft Contour Municipal Boundary Date: 6/18/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Contour Map\MyProject.aprx Page 6 of 6 ² 1 inch = 119 feet 0 60 120 STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. W02826007 Appendix APPENDIX E Overflow Response Plan Standard Operating Procedure WET WEATHER STANDARD OPERATING PROCEDURES  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 1 WET WEATHER SOP 1) PURPOSE In the event that there is a wet weather event, there is a potential for basement backups in the Village. To prevent wastewater from backing up into basements and creating an immediate health hazard, the wastewater is diverted to a storm sewer. THIS PROCEDURE SHOULD ONLY BE DONE UNDER THE DIRECTION OF THE DIRECTOR OF PUBLIC WORKS or designated representative. 2) BACKGROUND Under extreme wet weather events, the sanitary sewers are surcharged and have caused basement backups. In order to prevent basement backups, the Village bypasses flow to one of 14 gravity overflow points. These overflow points have a piped connection from the sanitary sewer to the storm sewer. When a sanitary sewer overflow (SSO) occurs, it must be reported. In addition, there are 3 locations where the manhole can be submerged and basements will backup. At these locations, the flow may be pumped to a nearby storm sewer. These are listed in Table 1. 3) PROCEDURE USE THIS CHECKLIST AS A WAY TO KEEP A RECORD OF ACTIONS TAKEN. 1. If there is wet weather predicted (rain, snow meltdown), notify staff to advise on emergency precautions. 2. If there is significant quantities of rain, check the manhole locations listed in Table 1 and as shown in the SSO Manhole Location Map. 3. Have back-up portable pumps on trailer/truck 4. Have blank copy of Sanitary Sewer By-Pass Summary Form 5. Check pump by-pass locations first. If flow is reaching top of pipe, install pump but don’t begin pumping. Begin pumping when flow is over top of the outlet pipe. 6. Check MIS manhole at Wilson & Courtland (west terrace area in park). If pipe outfalls coming from east, south & north are under water sanitary back-ups in Whitefish Bay system are likely to occur. • Notify Village Engineer. If Village Engineer is unavailable notify Village Manager or call MMSD. • If the Whitefish Bay system is underwater at the MIS – notify Village of Shorewood immediately. WET WEATHER STANDARD OPERATING PROCEDURES  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 2 7. If MIS is surcharged - expect to bypass at the three pumped locations. 8. All other locations will flow into the storm sewer by gravity pipe from the sanitary sewer to the storm sewer. 9. At all locations that are by-passing, monitor the following: • The duration of the by-passing (flow) or pumping • Depth of flow in by-pass pipe (inches) • Size of by-pass pipe • Pumping rate of pump (on the pump) 10. Notify Village Director of Public Works immediately in the event of a bypass event. 11. Estimated flow volume of the overflow. 12. Notify Village Director of Public Works immediately if an overflow occurs. 13. Notification of the following departments: • DNR o All overflows must be reported. Notification must be received by DNR within 24 hours of the start of the by-passing wastewater. • North Shore Water o Notify North Shore Water immediately since the intake is located at Klode Park. • Milwaukee Water Works o Notify Milwaukee Water Works within 12 hours of the bypass event. 4) SAFETY Manholes are confined spaces. Confined Space entry is required. WET WEATHER STANDARD OPERATING PROCEDURES  Village of Whitefish Bay, WI Clark Dietz, Inc. B0760050 Page 3 Wet Weather SOP - Table 1 Village of Whitefish Bay Sanitary Sewer Overflow Points Outfall Location Site Type Receiving Outfall 1201-MD45 N Lydell Ave & E Montclaire Ave SSO Gravity Pipe LM-1 1207-3 N Bay Ridge & E Montclaire Ave SSO Gravity Pipe LM-1 1207-19 N Kent Ave & E Montclaire Ave SSO Gravity Pipe LM-1 1207-35 N Santa Monica Blvd & E Montclaire Ave SSO Gravity Pipe LM-1 1207-49 N Berkeley Blvd & E Montclaire Ave SSO Gravity Pipe LM-1 1207-70 N Lake Dr & E Montclaire Ave SSO Gravity Pipe LM-1 1207-84 N Lake Dr & E Monrovia Ave SSO Gravity Pipe LM-1 1206-209 N Lake Dr & E Lake View Ave SSO Gravity Pipe LM-3 1206-114 E Circle Dr SSO Gravity Pipe LM-3 1206-4 N Diversey Blvd & E Lancaster Ave SSO Gravity Pipe LM-3 1205-51 N Sheffield Ave & E Hampton Rd SSO Gravity Pipe MR-3 1204-226 N Oakland Ave & N Lake Dr SSO Gravity Pipe LM-4 1204-117 N Newhall St & E Chateau Pl SSO Gravity Pipe LM-4 1204-165 N Wilshire Rd & E Cumberland Blvd SSO Gravity Pipe LM-4 1206-19 N Santa Monica Blvd & E Henry Clay St Monitored Site Portable Pump LM-3 1206-156 N Santa Monica Blvd & E Birch Ave Monitored Site Portable Pump LM-3 1206-205 N Santa Monica Blvd & E Lake View Ave Monitored Site Portable Pump LM-3 N San M onica Blvd N San M onica Blvd E Lake View Ave 372 1206-205 5714 5709 5686 5635 5700 230 5720 5715 N San M onica Blvd N San M onica Blvd 977 1206-19 5237 5200 5211 226 5238 5229 5226 5221 5220 N San M onica BlvdN San M onica Blvd E Birch Ave 694 1206-156 5521 5518 5515 5500 5509 5501 54625459 Overflow Response Plan SOP Sanitary Structure Sanitary Pipe Storm Structure Storm Pipe Overflow Path 1 inch = 50 feet 0 50 ² Date: 10/8/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Location: Santa Monica Blvd & Lake View Ave Pump Location: Sanitary MH 1206-205 Discharge Location: Storm CB 372 Distance: 135 ft Village of Whitefish Bay Location: Santa Monica Blvd & Birch Ave Pump Location: Sanitary MH 1206-156 Discharge Location: Storm MH 694 Distance: 140 ft Location: Santa Monica Blvd & Alley Pump Location: Sanitary MH 1206-19 Discharge Location: Storm CB 977 Distance: 15 ft N Jean NicoletRd N PortW ashington Rd 628 ft W Marne Ave N M ohawk Ave N PortW ashington Rd N PortW ashington Rd N PortW ashington Rd 721 ftN San M onica Blvd W Cl overnook Ln 681 ft N San M onica Blvd E Lake View Ave N Shore Dr E Beaumont Ave E Glen Ave N Berkeley Blvd N LydellAve N LydellAve E Day Ave E Devon St E Henry Clay St N San M onica Blvd N Kim bark Pl N Idlewild Ave N Cum berland Blvd N Anita Ave N M arlborough Dr E Birch Ave N Ardm ore Ave N Wilson Dr N Bay Ridge Ave N ElkhartAve N Larkin St Whitefish Bay N Larkin StE Kensington Blvd E Glendale AveEstabrook Park N O akland Ave Big Bay Park 701 ft N NewhallSt N Cram erSt L a k e M ic h ig a n 1201-MIS-MD45 1207-3 1207-19 1207-35 1207-49 1207-70 1207-84 1206-209 1206-114 1206-4 1205-51 1204-117 1204-226 1204-165 1206-205 1206-156 1206-19 Sewer Bypass & Pump Locations Village Boundary Sanitary Main Sewer Bypass Locations Sanitary MH Pump Locations 1 inch = 1,500 feet 0 750 ² Date: 10/8/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Village of Whitefish Bay Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD SANITARY SEWER OVERFLOW (SSO) BYPASS / PUMPING RECORD FORM Municipality: ____Village of Whitefish Bay, WI__________________ Location of SSO: ____________________________________________ Date of SSO: ____________________ Staff Completing Form: _____________________________________ 1. BYPASS / PUMPING INFORMATION Item Information Reason for Bypass / Pumping ______________________________________________ Start Date: ____________________ Start Time: ____________________ ☐ AM ☐ PM End Date: ____________________ End Time: ____________________ ☐ AM ☐ PM Total Duration of Bypass / Pumping __________ hours __________ minutes Bypass Type ☐ Gravity Pipe ☐ Pump For Pipe Bypass Bypass Pipe Size __________ inches Depth of Flow in Bypass Pipe __________ inches For Pump Bypass Pump Manufacturer / Model ______________________________________________ Pump Rated Pumping Rate __________ GPM Observed / Actual Pumping Rate __________ GPM Number of Pumps Operating __________ 2. OBSERVATIONS Additional Observations / Changes in Flow: 3. BYPASS / PUMPING SUMMARY Total Estimated Volume Bypassed / Pumped: __________________ gallons Method Used to Determine Volume: ☐ Pumping Rate × Duration ☐ Flow Meter ☐ Calculated Estimate ☐ Other: ___________________________________________ 4. SITE CONDITIONS / ADDITIONAL NOTES 5. STAFF CERTIFICATION I certify that the information recorded on this form is accurate to the best of my knowledge and reflects the conditions observed during the sanitary sewer overflow and associated bypass/pumping operation. Completed By: ______________________________________________ Signature: _________________________________________________ Date: ____________________ Time: ____________________ Reviewed By: _______________________________________________ Signature: _________________________________________________ Date: ____________________ Time: ____________________ STORM AND SANITARY SEWER IMPROVEMENT STUDY  Village of Whitefish Bay, WI Clark Dietz, Inc. W02826007 Appendix APPENDIX F Full Size Report Figures N Jean NicoletRd N PortW ashington Rd 628 ft W Marne Ave N M ohawk Ave N PortW ashington Rd N PortW ashington Rd N PortW ashington Rd 721 ftN San M onica Blvd W Cl overnook Ln 681 ft N San M onica Blvd E Lake View Ave N Shore Dr E Beaumont Ave E Glen Ave N Berkeley Blvd N LydellAve N LydellAve E Day Ave E Devon St E Henry Clay St N San M onica Blvd N Kim bark Pl N Idlewild Ave N Cum berland Blvd N Anita Ave N M arlborough Dr E Birch Ave N Ardm ore Ave N Wilson Dr N Bay Ridge Ave N ElkhartAve N Larkin St Whitefish Bay N Larkin StE Kensington Blvd E Glendale AveEstabrook Park N O akland Ave Big Bay Park 701 ft N NewhallSt N Cram erSt L a k e M ic h ig a n Village Limits Village Boundary 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD Village of Whitefish Bay L a k e M ich ig a n WB5004-2 WB5001 WB5008 WB5003 WB5005 WB5009 WB5002 WB5004-1 Sanitary Sewersheds Village Boundary WB5001 WB5002 WB5003 WB5004-1 WB5004-2 WB5005 WB5008 WB5009 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Village of Whitefish Bay Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD L a k e M ich ig a n WB5004-2 WB5001 WB5008 WB5003 WB5005 WB5009 WB5002 WB5004-1 Sanitary Sewershed Ranking 6 - WB5004-1 5 - WB5005 4 - WB5004-2 3 - WB5003 2 - WB5008 1 - WB5001 1 - WB5002 1 - WB5009 Highest Risk 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Village of Whitefish Bay Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD Lowest Risk L a k e M ich ig a n WB5004-2 WB5001 WB5008 WB5003 WB5005 WB5009 WB5002 WB5004-1 WB5004-1 Risk Zones Village Boundary Sanitary Main WB5001 WB5002 WB5003 WB5004-1 WB5004-2 WB5005 WB5008 WB5009 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Village of Whitefish Bay Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD Risk Zones L a k e M ich ig a n RELIEF 1 RELIEF 2 RELIEF 3 WB5004-2 WB5001 WB5008 WB5003 WB5005 WB5009 WB5002 WB5004-1 Proposed Relief Sewers Village Boundary Sanitary Main WB5001 WB5002 WB5003 WB5004-1 WB5004-2 WB5005 WB5008 WB5009 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Village of Whitefish Bay Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD Proposed Relief Sewer L a k e M ich ig a n LM-1 LM-2 LM-3 LM-4 MR-3 MR-1 MR-2 Storm Sewer System Village Boundary LM-1 LM-2 LM-3 LM-4 MR-1 MR-2 MR-3 Other LM-1 LM-2 LM-3 LM-4 MR-1 MR-2 MR-3 Storm Sewer by Basin 1 inch = 1,500 feet 0 750 ² Date: 9/29/2026 File Path: R:\Client Data\W028-Whitefish Bay\GIS\ArcGIS Pro Projects\WFB Storm and Sanitary Study\WFB Storm and Sanitary Study.aprx Spatial Reference: NAD 1983 2011 StatePlane Wisconsin South FIPS 4803 Ft US This map is for informational purposes and may not be suitable for legal, engineering, or surveying purposes. Village of Whitefish Bay Service Layer Credits: Esri, NOAA, USGS, OpenStreetMap contributors, MCLIO, MMSD Storm Sewer Outfalls Clark Dietz, Inc. W02826007 Appendix Clark Dietz, Inc. 759 N. Milwaukee Street Suite 200 Milwaukee, WI 53202 clarkdietz.com Village of Whitefish Bay Public Works Department 155 W. Fairmount Ave  Whitefish Bay, Wisconsin 53217  (414) 962-6690  Fax (414) 967-1391 Mathew Collins, Director of Public Works 1 | P a g e Public Works Committee Status Report for October 2026 Note: New status updates are in red text. 5111 N. Lydell Ave. Public Works Site: • Project Budget: $590,000 • Engineer/Contract: Sigma/$29,800 • Current Phase: Rezoning & Environmental Assessment • Target Completion: Winter, 2025/2026 Project Overview: Sigma had completed a Phase I and Phase II report for the Department of Public Works (DPW) site located at 5111 N. Lydell located in Glendale. The purpose of documents included a Focused Environmental Site Assessment (ESA) a condensed Property Condition Assessment (PCA), site survey, existing building repair planning, design development of salt storage facility, and site planning/civil engineering, and municipal interviews to determine the feasibility of shared use within neighboring communities. Sigma is currently under contract to assist with the Phase II Environmental Site Assessment (ESA) and undergo a rezoning application with the City of Glendale to receive approvals for the proposed facility site plan construction activities. The Phase II ESA has been completed by Sigma. Based on the results of the report, it will be necessary to notify the results with the DNR that will likely trigger further site investigations and potential soil remediation efforts. The Village Board approved the MOU with the City of Glendale and Village of Shorewood on 5/4/26 for the planning, development, and shared use of a salt storage facility. The timeline for the shared salt storage facility includes design and construction contracts by July to be considered by the Village Board with final completion of the facility by December, 2026. The Phase II Environmental Site Assessment (ESA) activities were completed in summer/fall 2025 which included the advancement of soil borings, installation of temporary groundwater monitoring wells, and the collection of soil and groundwater samples. The Phase II activities were completed to evaluate the potential presence of impacted soil and groundwater at the Site based on Recognized Environmental Conditions (RECs) identified within a Focused Phase I ESA completed in 2023. Considering the detected impacts, Sigma 2 | P a g e recommended the preparation of a release notification in accordance with the Wisconsin Hazardous Substance Spill Law. The existing cold storage/salt storage facility located at 5111 N. Lydell had an existing roof analysis completed to develop potential roof system options. The inspection and core samples were taken to evaluate options for roof maintenance and found that the roof will require a full replacement due to saturated decking below the existing roof membrane. Design is anticipated to be completed in fall with bidding to occur late 2026. Construction is planned for 2027. Glendale is currently constructing a new salt storage facility with capacity for Whitefish Bay and Shorewood. All three municipalities entered into an agreement to have a shared salt storage facility to help with future storage and operational needs. DPW met with Glendale and Shorewood to review salt loading and operating procedures in October. The new salt storage facility is expected to be completed in December, 2026. DPW will deplete the salt from the current 5111 N. Lydell site during the winter of 26-27 and then transition to Glendale in 27-28. Ash Tree Replacement, Planting & Treatment Annual Program • Project Budget: $215,000 • Engineer/Contract: Wachtel Tree Science/$35,000 • EAB Removal/Planting Contractor M&M Tree Care/146,304 • EAB Injection Contractor Crawford Tree & Landscape Services/$28,256 • Current Phase: Construction • Target Completion: Summer, 2026 Project Overview: In 2010, the Village’s street trees consisted of 47% ash. As of 2022, the ash tree population was reduced to 24% due to the Village’s adopted annual ash tree replacement and treatment program. This program aids in the incremental replacement and diversification of street trees to limit the risk of the EAB and impact of future tree diseases. At the end of 2026, the Village will have 1,565 remaining ash trees, roughly 18% total street tree population. In July, 2024, the Village adopted a policy to reduce the total ash tree population to 10% by the end of 2031. The Village is on target to meet this objective with the removal and replacement of 105 ash trees per year. The Village has five years of removals remaining meet the 10% ash tree population goal. A total of 1,040 ash trees will remain in the Village and will continue to be treated to the end of the ash trees natural lifespan. This amounts to a remaining 525 trees to be removed at 105 trees per year as in past practice. Based on these known goals, it was determined to best align the EAB treatment program with the removal program. Currently, the Village treats ash trees once every three years. This is still the recommended treatment schedule from the Village’s arborist consultants. Village staff worked alongside arborist/consultants to proactively identify 525 ash trees that will be part of the next five year removal plan. Based on research and past practice, consultants are 3 | P a g e comfortable with removing these 525 trees from the EAB treatment program and will no longer be selected for insecticide treatments. These trees have been previously treated and the insecticide will support tree health until the planned removal occurs over the five year period. In the 2026 program year, the Village will reduce the treatment from 248 ash trees. This is an estimated cost savings of $18,710 in treatments in 2026. Over the next five years, it is anticipated that the Village will save $83,000 - $97,000 in treatments with the removal of the 525 ash trees from the EAB treatment program. The 2026 street tree replacements will be funded through the MMSD program’s remaining grant funds. Due to lower than expected bid results from the 2025 program, the Village was able to leverage $72,000 from this grant to fund the 2026 street tree replacements. All ash tree replacements have been planted per plan. Fall tree replacements are set to replace approximately 70 street trees that have been removed due to storm damage, disease, or hazards. Bicycle and Pedestrian Safety Improvements • Project Budget: $35,000 – 2026 Roadway Safety Funds • Project Budget (Construction): $200,000 • Contractor N/A • Current Phase: Temporary & Permanent Improvements • Target Completion: 2026 The Village Board accepted the Bicycle and Pedestrian Safety Study on April 7, 2025 that includes • Public Involvement & Findings • Data Collection & Findings • Safety Analysis • Recommendations o Short-Term & Long-Term Street Improvement Recommendations o Traffic Calming Policy Recommendations o Law Enforcement Recommendations o Street Lighting Evaluation • Bicycle & Safety Education Program Recommendations • Funding Options Village staff created a webpage for residents to review the Study and ongoing projects: https://www.wfbvillage.gov/435/7262/Village-Wide-Bike-Pedestrian-Safety-Stud 4 | P a g e In addition to the permanent improvements, the Public Works Committee gave village staff the recommendation on additional temporary traffic calming locations. These locations were chosen based on the Safe School Zone TAP grant project: The following projects are planned for 2026: 1. Safe School Zone Signage Improvements (2026 – 2027) a. JCC School Zone Area Complete including updated signs and new dynamic speed feedback signage b. Lake Drive – Replace/modernize existing overhead school zone signs (Richards Elementary School) – New overhead signs ordered. 2. Safe School Zone Intersection Improvements (Design in 2026: Construction 2027) a. 90% design complete. Construction administrative services approved by the Village Board on 10/5/26. Project on schedule to be constructed in 2027. 3. Lake Drive and Beaumont: RRFB, curb extensions, and pedestrian refuge on Lake Drive a. Feature substantially complete. Final pavement markings to occur the week of 10/6/26. 4. Silver Spring Dr. & Hollywood Ave.: Curb Extension & Pedestrian Median a. Feature substantially complete. Final pavement markings to occur the week of 10/6/26. 5. Silver Spring Dr. & Consaul Pl./Diversey Blvd.: New traffic signals a. New curb ramps anticipated to be completed the week of 10/12. New electrical conduits, utilities, and signal cabinet will be ready for new traffic signal installation. Light poles that will be used with the traffic signals have been ordered but have a long lead-time for delivery. Signals are expected to be installed in November, 2026. 6. Marlborough & Colfax: Permanent traffic calming installations a. Feature was completed this summer. 7. Santa Monica and Belle: Temporary Traffic Calming per proposed Safe School Zone design a. Temporary delineators installed 8. Santa Monia and Day: Temporary Traffic Calming per proposed Safe School Zone design a. Temporary delineators installed 9. Hampton and Ardmore: Temporary Traffic Calming per proposed Safe School Zone design a. Temporary delineators installed 10. Traffic Calming Policy: Draft a traffic calming policy for response to resident requests Whitefish Bay participated with Milwaukee County’s Safe Streets for All grant that was submitted in May. Whitefish Bay requested a total of $2,000,000 in project funding (80/20 split) for Lake Drive gateway/traffic calming features as outlined in the Village Wide Bicycle & Pedestrian Safety Study (page 53). Milwaukee County applied for a total of $25,000,000 in funding requests as part of the grant application. The Village’s consultant, raSmith developed concepts and budget estimates for each of the proposed project locations that were presented to the Public Works Committee on June 8th for comments, feedback, and recommendations. These concepts and budget estimates will be used to further apply for grant funding as well as utilized to develop demonstration sites to evaluate the effects of the features temporarily prior to final design or implementation. 5 | P a g e Hampton & Santa Monica Intersection Traffic Signal Replacement & Safety Improvements: • Project Budget: $1,543,487 • Designer/Contract: Strand/$186,360.93 • Contractor/Contract: TBD • Current Phase: Design Contracts • Target Completion: Design, 2026 – Construction, 2028 Project Overview: The Village has applied for and received Highway Safety Improvement Program 90% funding from the Wisconsin Department of Transportation (WisDOT) for complete intersection traffic signal replacement and safety improvements within the intersection of Hampton and Santa Monica. The intersection has experienced a history of severe crashes. Nine crashes have occurred at this intersection in the five-year period from 2019 through 2023, including one involving a pedestrian. Traffic signal poles have also been struck four times as well as the Village median sign struck two times in the past five years. There are many contributing factors to the frequency and severity of the crashes, including the lack of protected left-turning movements, older traffic signal equipment, no signal heads present over the northbound and southbound lanes, and signal poles being in the medians on the north and south legs. For pedestrians, there are no high-visibility crosswalks and the curb ramps are not up to ADA standards. WisDOT HSIP funding was granted based on the high accident rate at this intersection as well as age of current infrastructure and other safety factors. The project scope will include updates to traffic signals, including new poles to provide signal heads with retro-reflective back plates over each approach lane, install new controller/cabinet, install new video vehicle detection, install audible push buttons, install new emergency vehicle preemption, and replace all conduit/wiring/pull boxes. It is also proposed to add left-turn protection to all left-turn movements via new left-turn signal heads. Signal heads with flashing yellow capabilities are requested because they can operate in protected-only mode, as proposed, but offer more flexibility for accommodating future travel demands and incorporating features like adaptive protected phasing for pedestrians. Geometric improvements include pavement repair, friction treatment via concrete grooving, and curb bumpouts (where feasible) with ADA compliant curb ramps and high-visibility crosswalks. The intersection of Hampton and Santa Monica border the Village of Whitefish Bay and the City of Milwaukee municipal boundaries. Seventy-five percent of the intersection is within the Village and twenty-five percent (southwest corner) is within the City of Milwaukee. The Village and the City have a MOU that that agreed to terms of design, construction, maintenance, and cost share. The updated MOU allows for the Village and the City to work together to modernize the intersection and allow both municipalities to cost share the HSIP grant. 6 | P a g e Village staff received final authorization for expenditures from WisDOT to start on the design phase of the intersection improvement project. Village staff drafted and submitted a Request for Proposals (RPF) to qualified design firms on September 30th. RFPs are due on Friday, October 24th and will then be evaluated and ranked prior to making recommendations to the Public Works Committee, Village Board, and WisDOT. Once a firm is approved, design work will kickoff in late 2025 and is expected to continue throughout 2026. The Village Board approved the draft design and engineering services agreement to Strand Associates on February 2nd. The final agreement has been signed by WisDOT allowing for design work to begin. Strand gathered traffic counts in April including the installation of temporary cameras within the intersection. Survey activities occurred the week of April 13 – 17. The design kick-off meeting was on April 17th to further review design goals with the municipal stakeholders (City of Milwaukee, WisDOT, and Village). The Operational Planning Meeting was conducted in May with all necessary stakeholders. A Public Information Meeting occurred on Wednesday, June 24th from 5 – 7pm at the Whitefish Bay Library. Representatives from the Whitefish Bay Department of Public Works and the engineering design consultant were available to discuss the proposed project and address any questions or concerns. Project-related sketches and three concepts were displayed at the meeting. Strand Associates presented the three concepts and public input during the July Public Works Committee meeting Draft concepts were presented to the Village Board on 8/31/26. Board comments and stakeholder feedback will be evaluated to develop final design recommendations. Real estate meetings for temporary limited construction easements will kickoff in October and will continue through 2027. Klode Park Warming House Redevelopment: • Project Budget: $1,500,000 • Designer/Contract: TBD • Contractor/Contract: TBD • Current Phase: Request for Proposals • Target Completion: Design, 2026 – Construction, 2027 Project Overview: On August 7th, 2023, the Village Board and Public Works Committee adopted the 2024 - 2028 Comprehensive Outdoor Recreation Plan (CORP). The CORP created the framework for the Village to develop a strategic plan to optimize outdoor park and recreation spaces which was then integrated into the Village Board’s adopted 2026 – 2031 Capital Improvement Plan (CIP). These guiding policy documents are used to aid in the strategic planning and prioritization of public infrastructure projects. 7 | P a g e As part of the CIP public meetings held in 2025, the Village Board made the request to include $1.5 million into the 2027 budget to support improvements to the Klode Park Warming House. The existing Klode Park warming shelter functions as a year-round facility that includes two single stall restrooms and a small gathering place. The facility is heated to accommodate for winter activities including ice skating when weather allows. Based on the goal to construct the warming house in 2027, there is a need to start design in 2026. Village staff created a Request for Proposals (RFP) with submissions due on March 27th, 2026. After village staff reviews and ranks the RFP submissions, the final recommended design firm proposal will be presented to the Public Works Committee and Village Board in April, 2026. Meetings with key stakeholders occurred with neighbors as well as a Focus Group with representatives attending from the Village Board and Civic Foundation. Two a additional public meetings included a Kids Charrette and an Open House Public Meeting. These meetings helped the design team build the framework on the three concepts based on the vision, goals, challenges, and opportunities for the warming house and band shelter. These concepts were then shared with the public to create a survey to gain additional feedback and opinions to narrow the direction of the proposed new warming house and band shelter/pavilion. The Village Board reviewed public survey comments and feedback to narrow the Klode Park warming house design to one concept. The project concepts will be presented to the Architectural Review Commission on 10/15/26. Once approved, the design team will transition to design development with anticipated construction documents completed by mid-December. Library Boiler Replacement: • Project Budget: $240,000 • Engineer/Bid Assistance Clark Dietz/$31,600 • Contractor: Southport Mechanical, LLC/$199,249 • Current Phase: Construction • Target Completion: Fall, 2026 Project Overview: The Library boilers were installed in 1999 with numerous repairs required over the years, but the system runs inefficiently and is at the end of its useful life. The risk of not replacing the boilers will result in higher expenses for emergency repairs or necessary emergency replacements. A project design kick-off meeting occurred on January 15th to review existing mechanical equipment and controls to start on design scope of the boiler replacement project. A focus will be on energy efficiency with the design and specifications of a new boiler system to continue to reduce energy costs. The project was awarded to Southport Mechanical with contracts anticipated to be completed in early June. 8 | P a g e The boiler replacement project is substantially complete. Boiler startup and training occurred on 9/9/26. Final walkthrough and punch list are planned for later in September. Lead Service Line Replacement Development Plan: • Project Budget: $50,000 • Engineer/Contract: City Water, LLC/$40,500 • Current Phase: Study • Target Completion: 2025/2026 Project Overview: The Village along with all US municipalities are required by the US EPA to submit a Lead Service Line Replacement Plan (LSLRP) in accordance with Lead and Copper Rule (LCR) revisions. On October 30th, 2024, the EPA finalized the Lead and Copper Rule Improvements (LCRI). These updates were shared and presented during the Village’s Open House event held on 12/2/24. Residents can review lead service line information on the Village’s webpage: https://wfbvillage.gov/439/Lead-Service-Line- Replacement-Project City Water was hired by the Village to create a material inventory of water mains, services, and private laterals to comply with the LSLRP deadline of October, 16 2024. The current project scope by City Water will include a development plan for replacements of lead service lines (LSL), assist in development of a customer outreach program, identify potential private funding sources, identify and recommend any ordinance changes, develop standards for replacement/construction, prioritize replacement of LSLs, and develop investigation protocols and procedures in the event of a sample result above the action lead level. The North Shore Water Commission is responsible for the coordination of lead and copper sample collections used for regulatory compliance. In addition, the Commission manages and monitors a corrosion control inhibitor called orthophosphate to reduce the amount of lead and copper that can leach from pipes and plumbing materials owned by member municipalities and their property owners. Over the years, the Commission has participated in a number of research projects to optimize corrosion control. In 2022, the Commission completed its latest corrosion control optimization study and was authorized by WDNR to implement the recommendations from that study. As a result, the Commission increased the level of its corrosion inhibitor from 1 part per million (ppm) to 3 ppm. After the study officially concluded, plant staff monitored water quality, and the monitoring showed, and continues to show, that 3.0 ppm of orthophosphate effectively reduces lead and copper corrosion. The Village continues to be in compliance with all lead and copper levels. Additional details can be reviewed as part of the 2025 Annual Water Quality Report. City Water is contracted to assist the Village with the following consultation services in 2024/2025: 9 | P a g e o Service Line Inventory – Completed (2024 & 2025) https://www.wfbvillage.gov/DocumentCenter/View/3004/Lead-Line-Inventory- o Customer Outreach ▪ Community webpage - https://wfbvillage.gov/439/Lead-Service-Line- Replacement-Project ▪ Utility Policies/standards – Ongoing ▪ Assistance with ordinance changes – Completed. On August 10, 2026 the Village approved Ordinance No. 1929 establishing a private lead service line replacement program and establishing a financing program ▪ How to identify a lead service line –New webpage & Contact Us page (above) ▪ Customer Notification Letters – Completed • Annual lead service line material mailings • Anticipated new sampling procedures o Financial Plan ▪ Private/Public Options – Completed – 10-year loan program adopted by Village Board as part of the service line replacement special charge program. ▪ Lead Service Line Replacement Plan – Completed. Updates will occur annually to determine locations of 1-mile of watermain and LSL replacement areas. o Standards for replacement/construction – PPII & LSL replacements ongoing for 2026. Design for the 2027 watermain & LSL replacements are 90% complete with bidding set for November, 2026. o Sampling ▪ Investigation protocols and procedures – Site monitoring plan for 2026 was approved by the DNR. Test kits are sent out to select residents bi-annually (2x per year). o Final reports Questions regarding the subject of lead service lines can also be emailed at: leadquestions@wfbvillage.gov The DNR has posted a Lead Service Line Replacement Outreach Funding grant for communities to apply for financial support to aid in community outreach and education. The Village of Whitefish Bay and Shorewood have mutually desired goals on community outreach and education. The management team met with the North Shore Health Department to collaborate on a shared full-time dedicated case manager to be a front line representative to assist each Village with outreach initiatives along with GIS/online educational features. This grant was awarded in fall, 2025 with additional funding in approved in 2026. Village staff worked with a student intern paid through UW-Milwaukee to review archive building permits to confirm/update a batch of water utility material records (lead service lines). This assisted with improved accuracy of the Village’s lead service line inventory and aid in future planned water main replacement projects. The next step in the process is to 10 | P a g e evaluate data to prioritize a water main replacement program. Village staff annually evaluate road condition ratings, lead service line inventories, water main break data, and water main age to determine project priority areas. Village staff and the health department specialist are working to develop standard operating procedures and the review of archive documents to ensure that service line identification and record keeping is compliant with EPA/DNR guidelines. This will also assist with building the foundation for GIS recordkeeping and the development of the LSL community dashboard that is planned to rollout in 2026. Village staff along with the NSHD Environmental Specialist have continued to work on integrating the Village’s GIS as the main platform for service line records and inventory. Continuous improvements have been made to the record system to improve the accuracy of historic archives, construction documents, and future replacements. North Shore Water Commission Basin #5 Repair Project • Project Budget $904,109 • Current Phase: Design • Engineer/Contract: SEH/$118,481 • Contactor: J.H. Hassinger, Inc/$1,035,495 • Target Completion: 2026 Project Overview: The Village is part owner of the North Shore Water Commission (NSWC) along with the City of Glendale and Village of Fox Point. The three municipalities share financial responsibilities and oversight of the NSWC based on percentage of water usage rates (Whitefish Bay owns approximately 31.5% share of the NSWC). The NSWC plant operates a water treatment plant (WTP) in Glendale and is generally considered a conventional surface water treatment plant. As part of the treatment processes, there are five (5) below grade flocculation and sedimentation basins. Basins No. 1-3 were built as part of the original plant construction project in 1962 and Basins No. 4 & 5 were built as part of the plant expansion project in 1972. In 2018, NSWC staff identified equipment failures in Basin No. 5 and it was subsequently removed from service. In 2023, NSWC commissioned Baxter & Woodman to prepare a preliminary engineering report (PER) to identify necessary improvements bring the basin back into service. The long term vision for the WTP is to operate Basin No. 5, rehabilitate Basin No. 4, and abandon Basins No. 1-3 based on the current needs of the communities. The NSWC approved the engineering proposal by Short Elliott Hendrickson Inc. (SEH) in the amount of $118,481 for design services for the Basin No. 5 Repair Project. Whitefish Bay’s financial responsibility through the Water Utility will be approximately $35,550 based 11 | P a g e on water utilization rates. Design will continue throughout 2024 with final design anticipated to be completed by spring, 2025. Basin #5 bids were open on 9/30/25 with four bidders submitting for this project. The low bidder was awarded to J.H. Hassinger, Inc. in the amount of $1,035,495. The project is within the Village’s portion of allocated 2025 budget. Due to change orders, supply chain, and custom fabrication, the project completion is now anticipated to be early 2027. Private Property Infiltration & Inflow & Lead Service Line Replacement: • Project Budget: $1,571,955 • Current Phase: Construction • Engineer/Contract: Clark-Dietz/$441,650 • Design Completion: Fall, 2026 • Contractor/Contract: Mid City Corporation • Target Completion: 2026 Project Overview: MMSD has established the Private Property Infiltration and Inflow (PPII) Reduction Program to provide guidelines, requirements, and a funding structure to allow for local municipalities to participate in a joint effort to reduce stormwater from entering into the wastewater collection and treatment utilities. It has been found that during wet weather events, infiltration and inflow (I&I) into privately owned sewer laterals contributes to the risk of sewer overflows. The reduction of clear water flows into the sanitary sewer system has greatly assisted in reducing and eliminating sewer basement backups in a previously identified prioritized area of the Village. The MMSD PPII Program was implemented in 2010 utilizing monies set aside from property tax levy capital budget revenues paid into the MMSD from each of the 28 MMSD municipalities. Those allocated monies could then only be used for clear water removal work on the private side of the sanitary sewer system. From 2017-2019, the Village was able to complete 303 private property sanitary sewer lateral linings under this program out of the 407 applicants. As part of the annual PPII program, the Village has worked with MMSD representatives in 2024 to realign best practices with the construction methods used to manage private property laterals. Due to MMSD’s concerns of Cure in Place Pipe (CIPP) construction methods, the Village and MMSD agreed that CIPP will not be an accepted construction activity for future projects. The Village approved the use of the 2024 - 2025 PPII funding to design for full private sanitary lateral replacements based on existing data of high I&I areas within the Village. The Village was awarded funding resources to educate residents of the PPII program, develop design/specifications, and cost estimates for a total of 70 homes to have their lateral replaced. The project area will continue to focus on Priority Area #1 located on the southern section of the Village’s municipal boundary as shown on the WWPF Metersheds. There are over 200 residents that are within this area that would qualify for the program of which, 28 properties have signed up to participate with the new program. 12 | P a g e A Public Information Meeting (PIM) occurred on Wednesday, June 11th. Eligible properties (108 within Priority Area #1) had until June 27th, 2025 to sign a Right of Entry (ROE) agreement showing interest in the program. The Village received a total of 42 ROE applications with the goal of receiving 70 participants. Televising of the sanitary sewer laterals has been completed with the 42 properties to qualify these residents for the program and will transition these properties to final design and construction documents. The Village applied for MMSD competitive funding on 9/2 to financially support the construction of all 42 properties in 2026. MMSD approved the final funding agreement to support 33 of the 42 properties to participate in the PPII/LSL program. A lottery system was used to qualify the 33 property owners. 23 properties have been completed with an additional 9 properties scheduled. The target and anticipated goal is to complete 32 properties during the 2026 construction season. Village staff applied for additional MMSD funding on 9/8/26 for the 2027 PPII program. If awarded, the Agreement will be presented to the Village Board for approval. Roadway Rehabilitation Program: • Project Budget: $ 700,741 • Current Phase: Construction • Engineer/Contract: Clark-Dietz/$6,500 • Contractor/Contract: LaLonde Contractors/$630,095 • Target Completion: 2026 The resurfacing of Devon Street and Bay Ridge Avenue was initially planned to be a standard asphalt mill and overlay project. However, during storm sewer repair in anticipation of the resurfacing program, it was discovered that the asphalt on Devon Street does not have an adequate subbase. The existing road surface was installed directly on soil. A standard mill and overlay project on a modern roadway would typically resurface the road pavement utilizing the support from the existing subsurface. In addition to the lack of proper road subbase, the soil in the project area experiences a notable amount of natural groundwater drainage; Village staff have observed groundwater surfacing through cracks in the pavement. The improper ground water drainage, compiled with the freeze-thaw cycles in Wisconsin’s winter conditions, exacerbates the pavement’s cracking. To provide an adequate drainage route for groundwater, the project must account for the addition of modern drain tile, which will extend the useful life of the road. The project was awarded to LaLonde Contractors to complete the roadway rehabilitation project on Devon and Bay Ridge in 2026. The contractor is required to be substantially complete with the project by November 6th with final completion by November 20th with 45 calendar days to complete from formal notice to proceed. 13 | P a g e Road reconstruction is ongoing with storm utilities completed, pavement removals planned to be completed by 10/9 and pavement scheduled for 10/15 - 10/16. During construction, there will be no thru traffic permissible within the work area. Local residents, businesses, and the JCC were notified of the construction activities, schedule, and instructions how to access their properties. Sanitary Sewer Main Lining: • Project Budget: $ 515,000 • Current Phase: Construction • Engineer/Contract: Clark-Dietz/$33,000 • Contractor/Contract: Visu-Sewer/$247,094.50 • Target Completion: 2026 The Village conveys sanitary sewer through over 37 miles of mainline and 920 manhole structures. This sewer is transported to Milwaukee Metro Sewerage District (MMSD) for treatment via the Milwaukee Interceptor Sewer (MIS). The Village sanitary sewer mainlines, ranging from 8” to 36” in diameter, are routinely televised using a crawler camera which identify needed repairs to sanitary lines typically through cure in place pipe technologies. This is an annual program to ensure the Village owned sanitary sewer mains and manholes are maintained to reduce risk of basement backups to residents. Currently, 64% of the Village’s sanitary mains are lined with 36% unlined. The 2026 project includes a proposed 1.3 miles of 8” pipe to be lined in 2026. This project will combine the borrowed funds from 2025 and 2026 for a larger area of lining since this was not completed in 2025. The Village Board approved the contract to Visu-Sewer during the February 2nd meeting. Contracts have been executed with Visu-Sewer. A preconstruction occurred occur on September 10th with construction anticipated to start in mid-December. Based on available budgets, Village staff has increased the amount of sanitary sewer main lining to occur during this program year. School Zone Safety Improvement Project: • Project Budget: $822,000 • Current Phase: Design • Engineer/Contract: raSmith/$140,030.76 • Design Completion: November 2026 • Contractor/Contract: TBD • Target Completion: 2027 Project Overview: The Village was awarded a WisDOT Transportation Alternatives Program (TAP) grant with the intent of updating the signing as well as implementing 14 | P a g e numerous other safety enhancements for all eight school zones. The goal is to substantially reduce the crash risk for walking or bicycle riding within these high pedestrian traffic areas. The Village received and signed the State/Municipal Agreement (SMA) TAP grant to proceed with implementing the project. The TAP grant will cover up to 80% of design and construction costs for this project. WisDOT has authorized $61,600 in design funding for this project and the Village budgeted $15,400 for the 20% cost share within the 2025 budget. The Public Works Committee and Village Board voted to award the consultant project contract to raSmith to assist with design/engineering of five school zone areas: o Santa Monica & Belle – Bump out/intersection improvements (Richards Elementary School) o Santa Monica & Day - Bump out/intersection improvements (Richards Elementary School) o Beaumont & Santa Monica – Intersection improvements per 2024 Beaumont TADI Traffic Study (St. Monica School) o Ardmore & Hampton – Bump out/intersection improvements (Cumberland Elementary School) The Village hosted a kickoff Operational Planning Meeting with internal stakeholders on 7/31/25 to review project goals and outcomes. A Public Involvement Meeting occurred on October 22nd from 5pm – 7pm at the Whitefish Bay Public Library. The Village and design team compiled feedback from residents on the proposed improvements and shared input with the Public Works Committee. These proposed improvements were further discussed with the Public Works Committee in November to give designers direction on project construction scope. The Consultant has submitted the 90% design for staff review on 9/4/26. The project is on target for design completion with construction still planned for 2027. Short-term traffic cones and delineators were installed on Santa Monica & Belle, Santa Monica & Day, and Ardmore & Hampton. These features will be part of the traffic calming temporary improvement zones that reflect the Bicycle and Pedestrian Safety Study recommendations. These features are planned to be staged until the permanent features are constructed during the 2027 construction season. The public survey will close on 10/16 for the temporary traffic calming features. See attached for public input to date. Sendik’s Re-Development Public Improvements: • Project Budget: $2,764,405 • Current Phase: Bidding • Engineer/Contract: Clark Dietz/$422,100 • Contractor/Contract: TBD 15 | P a g e • Target Completion: 2027 Project Overview: On October 6, 2025, the Village Board approved Ordinance No. 1918 to rezone the necessary parcels to a Planned Development District (PDD) for the construction and funding requirements for the Sendik’s Redevelopment project. In addition to the proposed private redevelopment, there are a number of public improvements as part of the project scope aimed at addressing utility improvements, traffic, and pedestrian safety. The Village’s engineering services contractor, Clark Dietz alongside village staff presented these proposed improvements during the August Village Board meeting as well as final design recommendations approved by the Village Board on September 15th, 2025. Clark Dietz, with assistance of village staff and the Sendik’s team have worked to develop construction documents and specifications that are now finalized. Sendik’s has integrated these public improvement design documents into a bid package that will be solicited to qualified contractors to perform these activities during the 2026 construction season. Major construction activities are now substantially complete. Contractors are actively working on sidewalk pavers within curb ramps and planned to be completed the week of 10/12/26. Landscaping, pavement markings, and site cleanup efforts are ongoing. The traffic signals for Consaul Pl. and Silver Spring Dr. are planned to be installed in late November. Sidewalk Replacement Program: • Project Budget: $175,000 • Current Phase: Construction • Engineer/Contract: Staff Engineer • Contractor/Contract: Forward Contractors/$90,304 • Target Completion: Fall, 2026 Project Overview: DPW annually rotates within seven quadrants to replace sidewalk panels that are at the end of their expected useful life. Sidewalk improvements include replacement of sidewalks that pose a hazard, terrace grading in areas to improve drainage and reduce icing, and ADA compliant ramp additions. In addition to panel replacement within the proposed project area, residents submitted requests to have DPW staff review the need to replace unsafe sections of sidewalk anywhere within the Village limits. The annual sidewalk program contract was awarded to Forward Contractors. The sidewalk replacement program is substantially complete with final improvements to Klode Park multiuse path and the Police Department sidewalk planned for fall. Storm and Sanitary Sewer Improvement Planning: • Project Budget: $50,000 • Current Phase: Contract Approvals 16 | P a g e • Engineer/Contract: Clark-Dietz/$50,000 • Design Completion: Summer, 2026 Project Overview: The Village recorded 9.2” of rainfall during the storm event on August 9th – 10th which was categorized as a 1,000-year flood event (.01% chance of occurring in any given year). As part of the Village’s response, efforts will be made to evaluate the last event's data, past storm/sanitary studies, historical records, GIS data and research to make stormwater and sanitary sewer improvement recommendations in 2026. After the recommendations are presented and prioritized by the Board, the project scope will transition efforts on project design and engineering in 2027 to determine the financial impact and recommendations for future CIP borrows. Village staff worked with the village engineer to scope the planning efforts to be conducted in 2026 including: • Flow Monitoring/Metering/Bypass Pumping – Standard Operating Procedures • Sanitary and Strom Sewer Performance Evaluation • Relief Sewer Needs Evaluation (Basin 6) • Existing SSO bypass Improvement Recommendations The Clark Dietz project proposal was approved by the Village Board in March, 2026. The Study’s kickoff meeting occurred on April 17th with the project scope anticipated to be completed in four months. The final report and recommendations to be presented to the Village Board. Clark Dietz started to review historic archives and conduct field investigations as part of the report’s scope. Field staff and engineers completed site visits to known storm/sanitary bypass locations to verify measurements on 6/2 & 6/3. Village staff and Clark Dietz met on June 26th to evaluate the data and field reports to start planning for recommendations to be presented to the Village Board. The draft report is under review by Village staff with the final draft report to be presented to the Public Works Committee in October. The draft report will be presented to the Public Works Committee on 10/12/26. Storm Sewer Outfall Rehabilitation Planning: • Project Budget: $400,000 (2026 & 2027 CIP) • Current Phase: Design Contract Review • Engineer/Contract: Ruekert Mielke/$82,801 • Design Completion: Fall, 2026 • Contractor/Contract: TBD • Target Completion: TBD Project Overview: On February 17, 2025, the Village Board approved the contract for Mid City Corporation that includes the review of as-built drawings, inspection of the remaining four Lake 17 | P a g e Michigan outfalls and contiguous manholes, document existing conditions, and complete inspection reports including repair suggestions and cost estimates. In April, 2025, Mid City performed the inspections of all accessible stormwater outfalls that discharge into Lake Michigan with the exception of LM4 that has recently been rehabilitated. As part of the inspections, Mid City has completed their analysis, documentation of findings, recommendations, budget estimates, and project priorities within the report. The final report will be used to guide the Village with future projects and capital budget planning to maintain these critical features. Village staff utilized the Mid City Report’s recommendations to transition to further guide design and engineering for the necessary repairs to Lake Michigan #1 (LM1) outfall as well as safety grate outfall installations. Village staff have evaluated the recommendations with specialized engineers that have experience with unique storm sewer projects in similar size and scope. Ruekert Mielke was awarded the design service agreement by the Village Board. Design and survey activities will continue through spring and summer with anticipated design completion by fall, 2026. This project is funded with the “Storm Sewer Main & Manhole Repair/Lining CIP” budget. Future storm sewer outfall and main repair recommendations will be included within the 2026-2027 CIP as well as future priorities within the next 6-year CIP outlook. Draft reports and recommendations were presented to village staff for review. Final recommendations include Cure in Place Pipe rehabilitation of the LM#1 outfall. Conceptual reports and recommendations were presented to the homeowners on 10/2/26 are directly impacted with construction activities to gain their input prior to presenting final recommendations to the Public Works Committee. Village staff and consultants will start to draft both temporary construction easements and permanent utility easements as part of the project scope. Watermain/LSL Replacement: • Project Budget: $4,610,000 • Current Phase: Design • Engineer/Contract: Clark Dietz/$276,775 • Design Completion: November 2026 • Contractor/Contract: TBD • Target Completion: 2027 Project Overview: The Village is responsible for the management of 47 miles of watermain with 86% of all watermains determined to be 80 years or older. The life cycle of a watermain is 80 - 100 years. There is a need to increase the replacement rate of ageing mains within the next 40 years. As part of this goal, the Village will undergo a minimum of 1-mile of watermain replacement annually which will also replace public and private lead service lines (LSL) within the project area. The watermain and lead service line replacement will allow the Village to comply with EPA's Lead and Copper Rule Improvements (LCRI). 18 | P a g e In addition to the proposed watermain/LSL design/construction activities, storm sewer and sanitary sewer inspections will be completed by village staff and engineers during design to determine if additional repairs and/or improvements should be incorporated within the project scope. This will also assist with managing these project areas holistically to be proactive with necessary utility maintenance. After examining these factors, the Village has approved the 2026-2026 watermain & LSL project areas on N Hollywood Avenue, from E Henry Clay Street to E Hampton Road, and N Shoreland Avenue, from 6135 N Shoreland Ave to E Lakeview Avenue. This project will also include an estimated 145 lead service line replacements. The Village Board approved the design and construction management contract award to Clark-Dietz during the February 2, 2026 meeting. Design is planned through fall, 2026 with construction starting in 2027. Project plans and design were submitted and approved by the DNR. Village staff applied for the Safe Drinking Water Loan Program funding for a low interest loan for the watermain and public service line as well as the lead service line (Public & Private). Bidding is scheduled to occur in November, 2026. Design is currently at 90%. A planned Public Information Meeting occurred on 9/24/26 with residents located within the project area. The overall feedback was positive, and residents were engaged with questions and given feedback and contacts to better serve them during construction. Residents can find project updates under the new watermain/LSL construction webpage: https://storymaps.arcgis.com/stories/b60931c8dd74439f8d9026653b3c184c A new Public facing dashboard was completed for all residents to quickly determine their service line material. Refer to link to the new water service line dashboard: https://v- whitefishbay.maps.arcgis.com/apps/dashboards/30c445a5df784e91920de7d277c38eeb# ID Submission Date Select Demonstration Site Do you believe the improvements at this site make the intersection safer? Do you believe that the yellow traffic calming delineator posts cause cars to slow down? Additional feedback for the pedestrian safety improvements at this intersection How safe did you feel crossing this intersection with the new traffic calming feature? 11403 9/5/2026 5:33 Belle & Santa Monica Yes Yes 9 11419 9/8/2026 13:07 Belle & Santa Monica Yes Yes 7 11420 9/8/2026 13:27 Belle & Santa Monica Yes Yes 8 11421 9/8/2026 13:28 Belle & Santa Monica Yes No While this is a step in the right direction, I really hope the permanent install is better than the one by the HS. That's fairly underwhelming. Also, I would ask that you just go sit for 30 minutes at one of these intersections and observe how few drivers come to a stop. Heck, ask the crossing guards. They'll tell you how awful it is. We should be able to do substantially better by our kids. 4 11426 9/8/2026 14:29 Belle & Santa Monica Yes Yes Has anyone asked kids/disabled people/elderly if this makes them feel safer? Or what might actually make them safer? Not filtering out drivers in this survey really distorts the ability to collect actual bike and pedestrian feedback. Lastly, why are we so slow and cautious about preventing kids from getting killed by drivers? Our kids will have grandkids before we get to all the priority intersections! 7 11428 9/8/2026 14:48 Belle & Santa Monica Yes Yes 8 11429 9/8/2026 14:57 Belle & Santa Monica Yes Yes I having traffic calming measures around the schools are extremely important and helpful. I'd love to see them turned into something more permanent and "prettier," but am happy to see these as is for now. 8 11432 9/8/2026 18:59 Belle & Santa Monica No Undecided These pylons are so distracting and back up traffic as there cannot be a turn lane to go east on belle. 5 11436 9/8/2026 20:00 Belle & Santa Monica Yes Yes 10 11439 9/9/2026 9:06 Belle & Santa Monica Undecided Undecided 5 11442 9/9/2026 9:27 Belle & Santa Monica Undecided Undecided Like the dozens of "surveys" the village has sent before, this one is bogus. None of the previous "surveys" did any good. The village is only interested in wasting peoples' time and givng them the false impression the village cares. This is a dishonest waste of resources. 5 11458 9/11/2026 16:04 No No The narrow road is actually more dangerous. It blocks traffic and causes frustration which then causes people to rush to turn when they can actually move and put pedestrians at risk. Plus large trucks either don't fit or acccidently ride over curbs where pedestrians could get hit. Trucks also risk hitting parked cars. Terrible idea. Good intentions but too many negative unintended consequences. Do not do this and consider removing others in village. 1 11461 9/11/2026 16:16 No No 5 11471 9/13/2026 18:24 Belle & Santa Monica Undecided Undecided The yellow posts probably slow people down when turning. Im not sire they have much effect if you're going straight. 5 11483 9/16/2026 14:56 Belle & Santa Monica Yes Yes Would love to see curb bump outs at this and all other near-school crossings. To not have to physically step into traffic to signal your intent to cross is a massive difference especially with children.. 10 11484 9/16/2026 16:53 Belle & Santa Monica Yes Yes 10 11493 9/19/2026 15:33 Belle & Santa Monica Yes Yes This intersection gets very dangerous once the crossing guards are off duty but kids/families are still crossing (after school activities, Connects etc). Drivers frequently fail to yield to pedestrians or only look at part of the intersection before crossing. 6 11500 9/21/2026 18:24 Belle & Santa Monica No No 5 11518 9/26/2026 12:45 Belle & Santa Monica Yes Yes Some cars don't stop. More WFBPD enforcement please. 7 11523 9/27/2026 13:24 Belle & Santa Monica Yes Yes A better traffic guard at school drop off and pick up time like the person who is at the intersection of day and Lake that person is very effective and well trained. At night, it is not well lit and traffic barely stops. I think it would help if it was better lit. 7 Submission Date Select Demonstration Site Do you believe the improvements at this site make the intersection safer? Do you believe that the yellow traffic calming delineator posts cause cars to slow down? Additional feedback for the pedestrian safety improvements at this intersection How safe did you feel crossing this intersection with the new traffic calming feature? 9/8/2026 13:05 Day & Santa Monica Yes Yes I think it helps the kids to stay in the crosswalk 9 9/8/2026 13:06 Day & Santa Monica Yes Yes 7 9/8/2026 13:48 Day & Santa Monica Yes Yes I live on the 5700 block of Santa Monica and am supportive of this traffic calming intervention. 9 9/8/2026 14:24 Day & Santa Monica Yes Yes The yellow posts, while effective, are an eyesore and look temporarty and flimsy. A more permanent and thoughtful approach is needed with new curb bump- outs and sidewalk approaches. I can only imagine the yellow posts lasting until the first significant snow event. 7 9/8/2026 14:27 Day & Santa Monica Yes Yes 5 9/8/2026 14:28 Day & Santa Monica Yes Yes Has anyone asked kids/disabled people/elderly if this makes them feel safer? Or what might actually make them safer? Not filtering out drivers in this survey really distorts the ability to collect actual bike and pedestrian feedback. Lastly, why are we so slow and cautious about preventing kids from getting killed by drivers? Our kids will have grandkids before we get to all the priority intersections! 7 9/8/2026 15:07 Day & Santa Monica No Yes posts are ugly...put extended cement at each corner like at the high school 5 9/8/2026 18:42 Day & Santa Monica Yes Yes 8 9/8/2026 19:02 Day & Santa Monica No No I dod not see a problem with the intersection before these were installed. They are visually unappealing and cause traffic to back up 4 9/8/2026 20:00 Day & Santa Monica Yes Yes 10 9/9/2026 9:05 Day & Santa Monica Undecided Undecided 5 9/9/2026 9:24 Day & Santa Monica Undecided Undecided This survey is disingenuous. Everyone associated with it should be ashamed of themselves for once again wasting citizens time on a survey which you will ignore. What a disgrace. 5 9/11/2026 12:37 Day & Santa Monica Yes Yes This works because of the stop signs, reminds people to look for pedestrians. Crossing as a pedestrian has been much easier 8 9/11/2026 16:01 Day & Santa Monica No No The narrow road is actually more dangerous. It blocks traffic and causes frustration which then causes people to rush to turn when they can actually move and put pedestrians at risk. Plus large trucks either don't fit or acccidently ride over curbs where pedestrians could get hit. Good intentions but too many negative unintended consequences. Do not do this and remove others in village. 1 9/11/2026 16:15 No Undecided 5 9/12/2026 13:50 Day & Santa Monica Yes Yes Flashing signs, prohibit parking near the intersection to make it more visable, figure out the parking on day as well. So dangerous with people using it as a drop off 8 9/12/2026 14:41 Day & Santa Monica No No The problem is cars now pull up to the yellow post instead of the actual crosswalk making pedestrian crossing less safe. It is not doing any improvement to the intersection. A car stopping appropriately at the intersection is the first step in improvements. 5 9/13/2026 11:36 Day & Santa Monica Undecided Undecided Surveillance camera and enforce existing laws. The question to ask is, do I feel safer crossing this intersection? My answer would be marginally safer. If motorists knew a ticket lot would be coming their way for not coming to a complete stop, it would make for change. Of other note, the addition of these pieces makes it difficult to make a right hand turn onto Belle and Day. I have to turn wider to avoid hitting the barriers and also avoiding the car heading east on either street at the stop sign. Another safety concern is during the winter months when snow is piled along the street and an already narrow road is made narrower. Please restrict parking in one side of the road during these months to ease traffic flow. Drivers have a hard time parking against the curb when is there. 5 9/17/2026 13:28 9/19/2026 7:51 Day & Santa Monica Undecided Yes The posts are not as wide as parked cars so it could be moved and retested for next year before making it permanent. 1) move posts closer to median. For better safety they should be wider than the cars. Ideally it should leave the minimal amount of width between the median and the concrete. 2) Leave more space for bikes to pass through on the outside vs having to merge and get in front of a car. 3) Keep the posts when you make the concrete. 6 9/22/2026 17:08 Day & Santa Monica Yes Yes Prevents drivers from recklessly speeding past traffic at intersections by driving around cars in front of them. 5 9/23/2026 8:02 Day & Santa Monica No No With the amount of foot traffic, cars parked near the intersection and road traffic. The yellow cones only make it feel more congested, and feel like more can go wrong. In my opinion, the bigger issue is parking, it's challenging to see around all of the park cars that make the streets feel tighter. 5 Do you believe the improvements at this site make the intersection safer? Do you believe that the yellow traffic calming delineator posts cause cars to slow down? Additional feedback for the pedestrian safety improvements at this intersection How safe did you feel crossing this intersection with the new traffic calming feature? Yes Yes This is great! I'd like to see the permanent plan, too. I'd like to understand better how this will work in winter with snow. Will the village or school be able to clear the pedestrian routes on the street? (As the only homeowner on this corner, please don't leave it all to me!) 8 Undecided Yes The cones slow everyone down because they are confusing and require thought. I don't think it will be as helpful when permanent structures are put in place because it won't be as confusing anymore. Further, I'm still very concerned about bike safety at this intersection. Bikes going north and south get funneled into the heavy traffic, which then doesn't know how to handle them. Also the kids on bikes going north/south on the east side still don't stop and the cars turning onto or off of Santa Monica still don't see them. (And in fact may be even less likely to notice them than before because of everything else going on.). Further there are two bushes on the medians (one north of Beaumont and one south) and that stupid AT&T fiber box that block the sight lines in a dangerous way. (For example: the bush north of Beaumont is exactly the distance that a car traveling at the speed limit and hidden by the bush will collide with a car turning leŌ from Beaumont onto Santa Monica. In summary I see a small benefit that I think is temporary. 2 Yes Yes 9 No No This area needs electronic flashing signs with crosswalk button. These little yellow sticks do not slow people down and only further distrqct from pedestrians crossing in this area. 3 Yes Yes please keep the calming posts - they are great and allow people to walk safely without cars going around other cards No Yes Very unsafe as a biker, no space between cars and bikers, pedestrians often just dart out. If a car is turning there is no room to maneuver around. Where do bikes go with less room? There are stop signs 1/2 a block north and south which are safer. 1 Yes Yes This is great! I drove past the intersection on Monday evening and my husband said, what is this mess? It really makes it hard to drive around here. Exactly, my love. Exactly. Keep the children and their families safe. I would love to see this near the library. 9 Yes Yes 10 Yes Yes It's so much better thank you!!!! 8 Yes Yes I think more of these need to be established in high traffic areas like Lake Drive and Silver Spring. Cars heading sourth on Lake drive and turning left sometimes recklessly ump over to the right next lane endangering cyclists while trying to turn right onto Silver Spring. 10 No No The safest option would be for pedestrians to follow already existing laws not enter against the right of way, and walk to one of the controlled intersections. 1 Yes Yes The orange temporary cones were too much, but the smaller yellow posts are great. They are not distracting and really bring attention to pedestrian safety. 10 Yes Yes car-centric language with posts cause cars to slow down conƟnues to absolve drivers of responsibility in traffic violence. That said, I've seen drivers slow down and even stop for people crossing. I have never in years seen this happen before here. Also, I frequently make a SB left at Starbucks on my bike, and this arrangement allows me to safely take the lane without an anxious driver trying to get around me. I see we are testing at Starbucks too, let's keep this going! I've talked to numerous people, mostly drivers, who really like these because a) they can see kids crossing better b) feel less worried that their own child will be killed walking to school. That seems like a massive functional, and political win. How often can cities say we spent a trivial amount of money and now parents aren't as worried about their kids dying? The opposition to traffic calming and its offshoot slowly and cautiously rolling out calming needs to be filtered though this lens. 8 E Beaumont Ave and N Santa Monica Blvd Intersection Yes Yes Successful traffic calming as practiced over decades in other countries has both vertical and horizontal components. WFB is scared of traffic calming, as evidenced by these endless surveys. I have honestly lost track of all the surveys I have been part of. Surveys are a time-tested, hackneyed stall tactic to avoid doing anything. Just like not also featuring any vertical traffic calming also represents the deliberate attempt WFB is making to avoid being serious and to avoid getting even one driver upset. If you want cars to slow from 40mph to 30mph, this intersection treatment will help sometimes. Besides not including any vertical treatments (in order to maintain minimal driver attention and high speeds), the center medians are much much too short. Walking southbound on the east side of Santa Monica and crossing Beaumont requires a pedestrian to be aware of careless drivers heading west on Beaumont, while looking for careless drivers heading north on Santa Monica, while being aware that WFB is maintaining a high- speed, low-attention left/east turn for southbound drivers turning east on Beaumont. Pedestrians have to turn their heads backwards to look for these cars. In short, WFB is maintaining maximum speed for southbound drivers turning east onto Beaumont. A similar situation happens if a pedestrian wants to cross Santa Monica on the south side of this intersection. The median is much too short, because WFB wants to maintain high speeds and minimal attention from eastbound drivers turning left/south onto Santa Monica. This emphasis on driver speed and convenience means pedestrians have to look behind them to be aware of cars fast approaching from their rear/right. The south median should be extended north, and the north median should be extended south. As this would require drivers to slow down and pay attention, I have zero confidence that anyone associated with WFB has any interest in doing this. These treatments are mostly about creating the appearance of caring about safety, while the true mission is to keep cars moving fast with minimal attention required from drivers. Extending the medians and adding a vertical component are obvious and proven elsewhere, which is precisely why WFB will never implement them. The true goal is high speeds and driver convenience.When you add enhancements for motor vehicles, you just do it no matter what the cost. With anything related to pedestrians and cyclists, it is a neverending string of stall tacƟcs and half-measures. To avoid all this head turning and to be safe, I will continue to walk across the medians. I would not do this in Spain, Germany, Italy, Belgium, or the Netherlands, because it is not necessary. Even with these new half-measures being rolled out at the slowest imaginable pace, pedestrian safety in WFB will remain 100% the responsibility of the individual pedestrian. 3 No No I've taught all my kids to cross at a controlled intersection. Not that hard to find one stop enabling people to be so entitled Yes Yes These improvements are delightful! I feel like my kids and I are much safer on our walk to school and cars are forced to slow down. I would love to see these made more permanent with concrete bumpouts. I would also love to see them at more intersections up and down. Santa Monica! :) 8 No No 1 Yes Yes Potentially additional signage or lights during school start and dismissal times. 5 E Beaumont Ave and N Santa Monica Blvd Intersection Undecided Yes I wanted to share some feedback regarding the current traffic and pedestrian situaƟon during morning drop-offs at St. Monica. First, I want to say that the new crossing cones across Santa Monica Blvd are a great addition they've made a noticeable improvement in pedestrian visibility and safety. My kids have aƩended St. Monica for several years now, and in earlier years, drop-off was smooth and relaƟvely stress-free. However, ever since the school shifted its start time for the 2024-2025 school year to align more closely with Richard's, mornings have become significantly more congested and stressful for all families and was frankly quite inconsiderate of the families at both schools, when we had operated on staggered start times for decades before this. The boƩlenecks created by cars trying to enter and exit the drop-off line are now extreme. On a positive note, the new crossing guard at Lakeview and Santa Monica (the one with the whistle) is doing a fantastic job managing both pedestrian and vehicle flow. He strikes a great balance between safety and keeping traffic moving, which is not easy in that area. Unfortunately, the new Vice Principal stationed at the Beaumont crosswalk seems to be unintentionally contributing to the congestion. He often stops traffic for pedestrians who are still quite far from the crosswalk sometimes 15 feet or more when 2-3 cars could have safely passed through. This causes a backup all the way to the 4-way stop at Lake and Santa Monica, bringing things to a standsƟll. Additionally, St. Monica has recently implemented a new policy prohibiting families from crossing Santa Monica closer to the Starbucks side, even if that's where they are parked. Families are now being asked to cross twice first across Beaumont and then across Santa Monica. In practice, this seems more dangerous and burdensome, especially for parents with young children. Just this week, I saw a mom with a toddler, a baby on her hip, and a backpack forced to cross the street four times due to this policy. It's hard to imagine how that's safer than one careful crossing. Also, the new cones placed in front of the school while well-intentioned have created issues. They now block the spot where the bus used to park, forcing the bus to maneuver into the already-crowded parent drop-off line. This, in turn, blocks the far-right lane and prevents cars from pulling forward and exiting the drop-off line, especially for those intending to turn right onto Silver Spring. While I understand the Vice Principal's goal is to prioritize pedestrian safety, the current approach feels more rigid than practical. A few days ago, I even mentioned to him that he could let a car pass since we were still far away and walking slowly, and he firmly said, They need to learn how to wait. While I understand the principle of pedestrian right-of-way, there needs to be a more balanced, flexible approach to help relieve the gridlock. In my opinion, the simplest and most effective solution would be for St. Monica to return to a start time that does't overlap so closely with Richard's. This one change could dramaƟcally reduce the congesƟon and improve safety for everyone. Thank you for taking the time to read this and consider the feedback. I know keeping our children safe is the top priority, and I hope some of these insights are helpful as the team continues working on improving the situation. 5 Yes Yes I encourage you to examine the intersection of Santa Monica and the alley behind Starbucks. Turning onto Santa Monica from the alley is perilous, due to the obstruction of vision by parked vehicles. 8 Yes Yes The narrowing of the roadway makes drivers more cautious during busy school drop off and pickup times. 8 Yes Yes 7 Yes Yes Please make permanent with concrete bumpouts. Please do this all the way along Santa Monica on the way to Richards. Please include Lexington and Birch intersections south of Silver Spring. 10 Yes Yes 10 Undecided Undecided Must be a better way. Looks unsightly. 5 No No I think it makes it more difficult to make turns onto or off of Santa Monica. I also don't think people speed through that area and if they did before, this is not going to deter them. It actually makes it more unsafe in my opinion for both drivers and pedestrians. In order to turn onto Santa Monica you now have to pull way out into the street and already I've had several near misses with cars coming up Santa Monica. Also, it is going to be difficult for that area to be plowed in the winter. That is going to make it even more dangerous when trying to turn or trying to cross the street. 1 Yes Yes 10 Yes The posts add visual clutter and confusion for drivers and pedestrians. There is a lot to see and watch out for. With people crossing in every direction and cones to navigate, drivers are confused. Sometimes a Santa Monica teacher will act as an informal crossing guard (without stop sign or vest to add to confusion). The posts also get in the way for bicyclists going down Santa Monica and force an unsafe merge with traffic. I believe it would be better to add a beacon at one of the two east-west legs of the intersection and prioritize crossing there. Get a crossing guard. I have mixed thoughts about permanent bump outs - they would need to accommodate bicyclists that use the street. 5 Yes Yes What will happen when snow comes? 8 No No None. 1 Yes Yes My kids walk home from school through this route and I love it. 8 E Beaumont Ave and N Santa Monica Blvd Intersection Yes Yes Please make permanent with concrete sidewalk extension. I would love to see this happen to all crosswalks on Lake drive from Silver Spring to School Rd. 9 Yes Yes 8 No No The yellow cones are quite distracting. I drive this every morning to take my son to school and feel like there cones clutter the street and are not beneficial. A crossing guard would better serve the area. 5 Yes Yes Love it, I walk my kids (ages 8, 6 and 4) across the street here every day to go to school at St. Monica's. I really love the way this slows down traffic. Well done WFB! 9 Yes Yes I've seen these installed at heavy traffic corners in Chicago (Wellington and Ashland, and Six corners area) and the city painted the additional pavement area that the cones block off to provide (1) a brighter, more fun environment and (2) further indication that those bump outs exist. Something to consider especially as iits next to a school. 7 Yes Yes Something was needed to slow cars down especially going south. So many were focused on stop light and getting through the green light before it changed that they would speed up. Thank you. Yes Yes 8 No Undecided I think that the yellow traffic calming delineator posts on the west side of Santa Monica by St. Monica school are helpful in keeping the area clear of parking and pulling out into traffic after drop offs. I am still undecided about the same posts as they cross Santa Monica west to east and vice versa - it seems to make the space narrower and more difficult when cars are turning east onto Beaumont from traveling south on Santa Monica. It is difficult that there is a person helping with traffic. I live in the 5700 block of Santa Monica and frequent this intersection. 4 No Undecided As a bicyclist going through this intersection today I definitely felt LESS SAFE. The cones are like an obstacle course on my bike. It made me feel at risk for hitting them and falling or being forced into the center of traffic with the cars. 1 No Undecided I think having crosswalks with flashing lights was needed. There are too many yellow posts. It's quite confusing with all of them. I have seen confused pedestrians and motorists. The lighted crosswalk was a good addition. The posts are confusing and look ridiculous! 7 Yes Yes This appears to be a relatively inexpensive, yet effective, method of increasing pedestrian safety at busy intersections. The delineator posts choke down vehicle traffic, but still allows bikes to pass through without the need for the bikes to merge into the vehicle traffic flow -- which happens with concrete bump outs. This makes the yellow delineator posts somewhat "bike friendly." 8 Undecided Yes The barriers to help slow down traffic. Currently more challenging because of construction dumpster on east side of Santa Monica by Starbucks. I have a concern regarding the schools traffic guard (I assume he is a teacher). He is hard to see; does not wear a safety vest for visibility . He doesn't alternate cars and kids frequently enough. This means cars are backing up to the corner of SM and SS (that is a very short block, with an alley way entrance) and perhaps beyond. Perhaps this intersection needs to have a trained crossing guard along with the traffic calming measures??? 6 Yes Yes 2 Yes Yes The posts should be placed in such a way to make a bike lane protected from the traffic. Right now the posts are mostly in a good spot but could probably be optimized to both traffic calm for shorter crosswalks but also accommodate separation from cars for families on bikes. Ideally this could be extended North to Devon or even School rd. and all the way South to the oak leaf trail. If you put it on one side you could make a 2 way bike lane so that there's still parking on one side of the street. 6 Yes Yes This intersection is particularly problematic in the mornings during school drop-offs. The traffic calming posts ensure that cars stay in a single lane and don't cut off at the turns. It would also help to have a crossing guard at this intersection during school drop off hours. 8 No No The yellow cones are distracting and leaves one to struggle turning at this intersection 5 E Beaumont Ave and N Santa Monica Blvd Intersection Yes No Please formally build out this intersection with permanent concrete extensions and traffic calming measures 3 The traffic calming delineators improve safety by causing cars to slow down, but I would like to see an RRFB at this intersection to improve pedestrian safety even further. 5 I wanted to share some feedback regarding the current traffic and pedestrian situaƟon during morning drop-offs at St. Monica. First, I want to acknowledge that the new crossing cones placed across Santa Monica Blvd are a great addition. They have made a noticeable improvement in pedestrian visibility and safety when families are crossing the street. My kids have attended St. Monica for several years now, and in previous years, drop-off was super easy and incredibly smooth. We had a well-funcƟoning system that worked safely and efficiently for everyone. Unfortunately, since the school shifted its start time for the 2024-2025 school year to align more closely with Richard's, mornings have become a daily ordeal. Matching our schedule with Richard's has created significant congesƟon, and now with the Vice Principal acƟng as a self-appointed crossing guard, the problem has mulƟplied by ten. For example, just this morning, I found myself completely stuck in the drop-off line for 6-7 minutes with no way to exit. There was already a long line of cars waiting to get past the Beaumont crosswalk, where the Vice Principal was holding up traffic. I didn't have to be at work immediately, so I decided to wait it out, but it turned into complete gridlock. It's incredibly frustrating to see that these well-intentioned safety measures are actually creating unsafe conditions. In my rearview mirror, I watched two parents, clearly late and exasperated, let their kids out of their cars in the middle of the intersection at Lakeview and Santa Monica because the backup wasn't moving at all. That's not safe or sustainable, and it's happening because the traffic flow has been so badly compromised. On a positive note, the crossing guard at Lakeview and Santa Monica (the one with the whistle) is outstanding. He manages both pedestrian and vehicle flow efficiently and safely, keeping traffic moving while ensuring children cross securely. Unfortunately, the Vice Principal stationed at the Beaumont crosswalk is unintentionally creating the opposite effect. He frequently stops traffic for pedestrians who are still quite far from the crosswalk, sometimes 10-15 feet away from the opposite side of the boulevard, when several cars could safely pass. This brings traffic to a halt all the way back to the 4-way stop at Lakeview and Santa Monica. He also isn't wearing an orange safety vest, which seems like a liability issue given that he's direcƟng traffic without proper visibility or training. Additionally, while the cones placed across Santa Monica Blvd for crossing are working well and do improve pedestrian safety, the cones running parallel to the school along the west side of Santa Monica Blvd are creating new problems. These cones prevent cars from pulling forward and smoothly exiting the drop-off line especially for vehicles turning right onto Silver Spring. They also block the space where the bus used to park, forcing it into the parent drop-off line and further clogging the right lane. In previous years, cars were able to use that lane to ease out safely and keep traffic moving efficiently. While I understand the Vice Principal's goal is to prioritize pedestrian safety, the current approach feels overly rigid and disconnected from the realities of traffic flow. When I once suggested that he could allow a car through since we were still far away, he replied, They need to learn how to wait. While I respect the principle of caution, there has to be a balance, especially when the current gridlock is encouraging unsafe behavior from frustrated parents. Please know that I have reached out to the school directly about many issues in the past and received no response. The Vice Principal seems to genuinely believe his current method is a good idea. Because of this, I am asking the Whitefish Bay Police Department to please come observe the situation at drop-off for a few days and see firsthand what's happening. It would be extremely helpful for WFB PD to offer St. Monica a more effective and safer plan. It truly is affecting hundreds of parents and students not only at St. Monica, but also Richards and the community in general. If the Vice Principal wishes to continue assisting as a crossing guard, he could take a cue from the professional guard on Lakeview, alternating between allowing cars and pedestrians to move through in an organized rhythm to relieve the congestion. This balanced approach would keep everyone safer and dramatically improve the flow of traffic. In my opinion, the most effective long-term step would still be for St. Monica to return to a start time that doesn't overlap so closely with Richard's. That one change alone would dramaƟcally ease congesƟon and improve both safety and sanity for everyone involved. Thank you for taking the time to read this and for your continued commitment to keeping our children safe. I hope this feedback helps shed light on how the current system is affecting families and where small adjustments could make a big difference. YesNo E Beaumont Ave and N Santa Monica Blvd Intersection Submission Date Select Demonstration Site Do you believe the improvements at this site make the intersection safer? Do you believe that the yellow traffic calming delineator posts cause cars to slow down? Additional feedback for the pedestrian safety improvements at this intersection How safe did you feel crossing this intersection with the new traffic calming feature? 9/8/2026 14:32 Hampton & Ardmore Yes Yes It's exasperating that we're experimenting with a thing that's been known for decades to work, as if we're the first to ever do it. Narrowing streets is proven to slow drivers, narrow the streets as much as physically possible if safety for kids is important. Starts to feel like making this take as long as possible is the point. 7 9/9/2026 9:06 Hampton & Ardmore Undecided Undecided 5 9/9/2026 10:03 Hampton & Ardmore Undecided Undecided As mentioned in the book, "Killed By a Traffic Engineer," a phony "survey" is a hackneyed way for unctuous municipal leaders to procrastinate. This fake "survey" is no different from all the other "surveys" in years past. These "demonstrations" and "surveys" are a facade. Using bogus surveys to avoid meaningful traffic calming is a cliche in Whitefish Bay alone. 5 9/9/2026 18:14 Hampton & Ardmore Yes Yes 6 9/11/2026 16:05 Hampton & Ardmore No No The narrow road is actually more dangerous. It blocks traffic and causes frustration which then causes people to rush to turn when they can actually move and put pedestrians at risk. Plus large trucks either don't fit or acccidently ride over curbs where pedestrians could get hit. Good intentions but too many negative unintended consequences. Do not do this and remove others in village. 1 9/11/2026 16:18 Hampton & Ardmore Undecided No 5