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21-1098
RESSOLUTION NO. 21-1098 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF MENIFEE, CALIFORNIA, ADOPTING A CITYWIDE MASTER DRAINAGE PLAN WHEREAS, prior to the incorporation of the City of Menifee, Riverside County Flood Control and Water Conservation District ("RCFC&WCD") developed Master Drainage Plans and Area Drainage Plans, which encompass north eastern portion of the City; and WHEREAS, the City has experienced rapid residential and commercial growth in the past decade, which is accelerating the transformation of land usage and topography of the City; and WHEREAS, the City operates and maintains local storm drain facilities consisting of storm drain pipelines ranging from twelve (12) inches up to forty-eight (48) inches in diameter, culvert boxes under City roadways, open channels, and other drainage systems. RCFC&WCD operates and maintains regional facilities which are generally storm drain pipes measuring thirty-six (36) inches in diameter and larger; and WHEREAS, in order to meet current and future development needs, the City needed a comprehensive Master Drainage Plan for the entire City; and WHEREAS, on or about July 3, 2019, the Engineering Department issued a Request for Proposals ("RFP") for professional engineering services to prepare a Citywide Master Drainage Plan. Following a comprehensive evaluation of all proposals and interview of the top two firms, City staff selected Rick Engineering as the recommended firm for this work; and WHEREAS, this City Council awarded the agreement for the development of the Citywide Master Drainage Plan to Rick Engineering on September 18, 2019, for a not -to - exceed amount of $439,310. In February 2020, the City Council approved an amendment to the agreement with Rick Engineering in the amount of $43,910 for additional services resulting from deficiencies in existing data at the time of RFP issuance; and WHEREAS, Rick Engineering worked on developing the report which entailed exhaustive research into records of existing drainage facilities throughout the City; and WHEREAS, in March 2021, Rick Engineering finalized and submitted a Master Drainage Plan Report to City staff; and WHEREAS, the Master Drainage Plan Report lists Capital Improvement Projects and Land Development Projects in order of priority that would provide the most health and safety to City residents and businesses; and 2671/031858-0001 17104251.1 all/02/21 RESSOLUTION NO. 21- A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF MENIFEE, CALIFORNIA, ADOPTING A CITYWIDE MASTER DRAINAGE PLAN WHEREAS, prior to the incorporation of the City of Menifee, Riverside County Flood Control and Water Conservation District ("RCFC&WCD") developed Master Drainage Plans and Area Drainage Plans, which encompass north eastern portion of the City; and WHEREAS, the City has experienced rapid residential and commercial growth in the past decade, which is accelerating the transformation of land usage and topography of the City; and WHEREAS, the City operates and maintains local storm drain facilities consisting of storm drain pipelines ranging from twelve (12) inches up to forty-eight (48) inches in diameter, culvert boxes under City roadways, open channels, and other drainage systems. RCFC&WCD operates and maintains regional facilities which are generally storm drain pipes measuring thirty-six (36) inches in diameter and larger; and WHEREAS, in order to meet current and future development needs, the City needed a comprehensive Master Drainage Plan for the entire City; and WHEREAS, on or about July 3, 2019, the Engineering Department issued a Request for Proposals ("RFP") for professional engineering services to prepare a Citywide Master Drainage Plan. Following a comprehensive evaluation of all proposals and interview of the top two firms, City staff selected Rick Engineering as the recommended firm for this work; and WHEREAS, this City Council awarded the agreement for the development of the Citywide Master Drainage Plan to Rick Engineering on September 18, 2019, for a not -to - exceed amount of $439,310. In February 2020, the City Council approved an amendment to the agreement with Rick Engineering in the amount of $43,910 for additional services resulting from deficiencies in existing data at the time of RFP issuance; and WHEREAS, Rick Engineering worked on developing the report which entailed exhaustive research into records of existing drainage facilities throughout the City; and WHEREAS, in March 2021, Rick Engineering finalized and submitted a Master Drainage Plan Report to City staff; and WHEREAS, the Master Drainage Plan Report lists Capital Improvement Projects and Land Development Projects in order of priority that would provide the most health and safety to City residents and businesses; and 2671/031858-0001 17104251A a10/27/21 WHEREAS, the Master Drainage Plan Report serves as a blueprint that would provide a cohesive development of the City's storm water management infrastructure into the future; and WHEREAS, while the Master Drainage Plan Report recommends improvements based on current conditions, storm water management is a dynamic endeavor, and the Master Drainage Plan Report should be treated as a living document that would require updates to address the changing City landscape. NOW, THEREFORE, the City Council of the City of Menifee, California, does hereby ordain as follows: Section 1. The above recitals are true and correct and are incorporate herein. Section 2. The proposed City of Menifee Master Drainage Plan, attached hereto as Exhibit A, is approved and adopted. Section 3. The Director of Public Works, or designee, is authorized and directed to exercise discretion to authorize reasonable deviations from the City of Menifee Master Drainage Plan upon receipt of a sufficient showing from the person or entity requesting the deviation(s). Section 4. The adoption of this Resolution is categorically exempt from the requirements of the California Environmental Quality Act ("CEQA") in accordance with Section 15262 of Title 14 of the California Code of Regulations, as it consists only of the preparation of a feasibility or planning study for possible future actions which this City Council has not, approved, adopted, or funded. Section 5. If any section, subsection, sentence, clause, or phrase of this Resolution is for any reason held to be invalid or unconstitutional by the decision of any court of competent jurisdiction, such decision shall not affect the validity of the remaining portions of this Resolution, and each and every section, subsection, sentence, clause, or phrase not declared invalid or unconstitutional, without regard to whether any portion of the Resolution would be subsequently declared invalid or unconstitutional. Section 6. This Resolution shall become effective upon its adoption. Section 7. The City Clerk of the City of Menifee shall certify to the adoption of this Resolution. 2671/031858-0001 17104251 1 a]0/27/21 -2- APPROVED AND ADOPTED THIS 3 DAY OF NOVEMBER 2021. v` Bill Zimmer Van, Mayor ATTEST: A. Manwaring, Approved as to form: 2671/031858-0001 17104251.1 a10/27/21 City of Menifee Master Drainage Plan March 31, 2021 Presented to City of Menifee Department of Public Works 29844 Haun Road Menifee, California 92586 MENIFEE Presented By Rick Engineering Company 5620 Friars Road San Diego, California 92110 P: 1-619-291-0707 F: 1-619-291-4165 rickengineering.com n BH:AT CS:jg:k:files/Report/19053-A.004 Executive Summary A ' BACKGROUND MENIFEE k:vr,3N�riuK{tL`{7�ENANY Menifee is the second fastest growing city in Riverside County and seventh fastest growing City in all of California, making this an opportune time to proactively assess the city's infrastructure to plan for future development. The Master Drainage Plan (MDP) significantly advances the City's storm water management goals by analyzing existing storm water conveyance system deficiencies and providing required dimensions as well as a list of Capital Improvements Projects (CIPs) to influence a five-year (5) CIP. EXISTING AND PROPOSED MODEL RESULTS The City's GIS storm water infrastructure inventory was compiled, corrected, and populated with critical modeling and asset management attributes, ensuring a horizontally and vertically connected system from inlets to the City outfalls. The corrected inventory was then developed into a high resolution 1D/2D integrated H&H PCSWMM model and run using the 2-, 10-, and 100-year storm events providing surface and subsurface drainage patterns, flowrates, and deficiencies. The proposed model analyzed the City under general plan land use conditions and results influenced recommendations to: 1. Globally upsize deficient systems 2. Propose new improvements to existing development flooding areas 3. Provide hydrologic data and rough order of magnitude sizing for future development areas IMPROVEMENT COSTS AND PRIORITIZATION The top twenty-four (24) projects were developed into Fact Sheets. Opinions of probable cost are provided for each of the subprojects. These projects are discussed within the report and Fact Sheets can be found in Appendix D of the MDP. CONCLUSION The GIS storm drain inventory developed during this study can greatly assist how the City goes about land development, stormwater planning, and CIP projects. With a comprehensive storm drain inventory now readily available in a user-friendly and city -tailored web application, the City can rapidly assess areas of interest. Plans referenced in the inventory's data are available in the document management system (DMS) accessible through the web application. User-friendly tools within the web application allow the City to delineate upstream of existing infrastructure and/or downstream to the outfalls of the basins. As the city expands, the data can advance with it. The effort put into developing the GIS storm drain inventory based off readily available data provides a foundation for the City to continue the effort of verifying data through new references or field staff verification. As the City develops and grows, the web-app and information it contains will grow with it. Edits can be made to reflect new development, new flood complaints, and other information vital to the City. The results of this project are a holistic database with required conveyance pipe sizes and twenty-four (24) recommended projects and two hundred seventy-three (273) subprojects that provide rough order of magnitude sizing for channels, storm drain, and culverts. These subprojects vary in cost from $11,000 to $79,000. This MDP summarizes the results and recommendations and presents them within the City of Menifee Master Drainage Plan Web Mapping Application (http5-.//maps.rickengineering.com/menifee/dms ). Contents 1.0 INTRODUCTION.........................................................................................................................................5 1.1 Regulatory Framework................................................................................................................................7 1.1.1 Drainage Infrastructure Requirements............................................................................................7 2.0 HIGH RESOLUTION GEOSPATIAL DATA......................................................................................................8 2.1 Raw Geospatial Data...................................................................................................................................8 2.2 Development of GIS Inventory ....................................................................................................................9 2.2.1 Desktop Analyses.............................................................................................................................9 2.3 Revised Geospatial Data...........................................................................................................................10 3.0 DRAINAGE ASSESSMENT.........................................................................................................................11 3.1 Drainage Patterns.................................................................................................., .............................11 3.1.1 Subcatchment Delineations...........................................................................................................12 3.1.2 Surface Conveyance......................................................................................................................15 3.2 Existing Condition.....................................................................................................................................15 3.2.1 Existing Condition Model Methodology........................................................................................15 3.2.2 Existing Condition Results..............................................................................................................16 3.3 Proposed Condition..................................................................................................................................18 3.3.1 Proposed Condition Model Methodology .....................................................................................18 3.3.2 Proposed Condition Results...........................................................................................................18 4.0 RECOMMENDED IMPROVEMENTS...........................................................................................................21 4.1 Drainage Recommendations.....................................................................................................................21 4.1.1 Storm Drain Recommendations....................................................................................................21 4.2 Regional Locations of Interest..................................................................................................................22 4.3 Individual Improvement Costs..................................................................................................................23 4.3.1 Selection Criteria...........................................................................................................................23 4.3.2 Results...........................................................................................................................................23 5.0 CONCLUSIONS.........................................................................................................................................27 6.0 REFERENCES............................................................................................................................................28 1 BH:AT CS:jg:k:fi1es/Report/19053-A.004 Tables Table 2-1: Geospatial Data Inventory ........................................................................................................................8 Table2-2: Existing Data.............................................................................................................................................9 Table 2-3: Revised Existing Storm Drain Inventory ............................................ :.... .................... :............................ 10 Table 3-1: Subwatershed System Summary Table..................................................................................................14 Table 3-2: Existing Condition Storm Drain Conveyance Capacity Summary ............................::...........:..................16 Table 3-3: Existing Condition 2-D Cell Peak Storage Volume 24-HR Storm Events..................................................17 Table 3-4: Proposed Condition Storm Drain Conveyance Capacity Summary .........................................................19 Table 3-5: Proposed Condition 2-1) Cell Peak Storage Volume 24-HR Storm Events................................................2C Table 4-1: Global Recommendation Results............................................................................................................24 Table4-2: Top 24 Proposed Projects.......................................................................................................................2E Figures Figure1-1: MDP Framework......................................................................................................................................6 Figure 3-1: Drainage Areas of Existing Condition....................................................................................................12 Figure 3-2: Major Subwatershed Drainage Areas....................................................................................................13 Figure 3-3: Existing Condition Storm Drain Conveyance Capacity'.........................................................................17 Figure 3-4: Proposed Condition Storm Drain Conveyance Capacity'......................................................................19 Appendices A. H&H Backup B. GIS Dataset Exhibits C. Inundation Maps D. Proposed Conditions Fact Sheets E. Costs and Prioritization 2 BH:AT CS:jg:k:files/Report/19053-A.004 Acronyms/Abbreviations cfs cubic feet per second DEM digital elevation model ft foot,feet GIS geographic information system GPLU General Plan Land Use H&H hydrology and hydraulics LF linear foot, linear feet LiDAR Light Detection and Ranging LOS Level of Service MDP Master Drainage Plan NOAA National Oceanic and Atmospheric Administration NWP nationwide permits PS&E Plans, Specifications, and Estimates RCB reinforced concrete box RCFC&WCD Riverside County Flood Control and Water Conservation District RCP reinforced concrete pipe ROW right-of-way SSURGO Soil Survey Geographic Database SWMM Storm Water Management Model WPCP Water Pollution Control Plan WSE water surface elevation 3 BH:AT CS:jg:k:files/Report/19053-A.004 Limitations: The City of Menifee Master Drainage Plan is a comprehensive plan for existing and future drainage needs within the City of Menifee. This report has been prepared for master planning purposes only, as a guide for engineers, planners, developers, and City staff. The methods used and outlined within this MDP were selected for these purposes and differ from the final design requirements for drainage infrastructure outlined by RCFC&WCD. Detailed engineering calculations and investigations should be prepared for the implementation of any of the facilities outlined in this study. In addition, coordination with adjacent municipalities or state agencies may be required to coordinate drainage improvement efforts that cross jurisdictional boundaries. 4 BH:AT CS:jg:k:files/Report/19053-A.004 1.0 Introduction Menifee is the seventh fastest growing city in California and while the city is growing it is an opportune time to proactively assess the city's infrastructure to plan for future development (City of Menifee 2019). This Master Drainage Plan (MDP) has been prepared for the City of Menifee (City) to significantly advance the City's storm water management goals by analyzing existing storm water conveyance system deficiencies and providing required dimensions as well as a list of potential Capital Improvement Projects (CIPs). The City is responsible for collaborating with Riverside County Flood Control and Water Conservation District (RCFC&WCD) to manage the public storm drain system within the City limits to provide adequate level of service to help protect the public from excessive surface flooding conditions.' The City is primarily responsible for the local drainage systems, less than or equal to thirty-six (36) inches in diameter with few exceptions and RCFC&WCD is primarily responsible for the backbone drainage systems thirty-nine (39) inches and larger. To this end, the need for a comprehensive and high -resolution hydrologic and hydraulic (H&H) analysis to evaluate the existing storm water conveyance system level of service citywide was identified. The City and RCFC&WCD has undergone multiple studies to address the known "hot spots" and known deficiencies of the City as well as identify storm drain infrastructure. The intent of this project is to connect and compile the City's storm drain infrastructure and provide a holistic understanding of the City's storm water infrastructure allowing the City to prioritize their efforts. The past studies of the 2006 Homeland Master Drainage Plan and 2006 Romoland Master Drainage Plan predominantly investigated the area north of Highway 74 and proposed the projects now known as Line A and Line B. The 1996 Salt Creek Master Drainage Plan analyzes the stretch of Salt Creek East of the City and ends its study near the intersection of Olive Ave and Lindenberger Road. This new MDP study builds upon the past work by holistically analyzing both the City and RCFC&WCD conveyance infrastructure citywide from the upstream inlets to the confluence with major FEMA mapped channels. The MDP study area limit is approximately 63.8-square miles in area. Most of the City is within the Santa Ana hydrologic unit (HUC 180702) and draining west to the San Jacinto River. Some areas in the southwest part of the City drains south as part of the Santa Margarita hydrologic unit (HUC 180703). The first, and arguably most critical, component in the MDP framework is the data collection regarding the existing storm drain infrastructure and drainage conditions, including the development of a comprehensive Geographic Information System (GIS) inventory of structure and conveyance features within the study area. The second process in the MDP framework is modeling the existing drainage condition to establish a baseline and identify existing drainage issues within the study area. The third process includes modeling the drainage condition with the City's general plan of zoning used in the 2016 General Plan Land Use (GPLU). Results from the analysis of the general plan land use drainage conditions can then be used to review locations with potentially problematic drainage patterns and assist in informing solutions including areas for new development. The final process is grouping proposed improvements into bundled projects to provide the City with recommended sizes or rough order of magnitude sizes based off contributing area and inflows into areas marked for development perthe GPLU. A total of twenty-four (24) bundled projects were identified as part of this MDP. These bundled projects have been prioritized and opinions of probable costs have been developed and provided in easy -to -reference fact 1 The level of service is defined by the 1978 RCFC hydrology manual as containing the 100-year storm event within the right-of-way and 10-year storm within the top of curb. 5 BH:AT CS:jg:k:files/Report/19053-A.004 sheets for each project. The total cost for the twenty-four (24) projects is $114,580,000. The unbundled deficient facilities have also been identified and provided with recommended pipe size and an opinion of probable construction cost. The total cost for the unbundled infrastructure is roughly $30,000,000. The MDP along with the associated GIS data set, web tool, and spreadsheets will provide a highly detailed drainage improvement plan that will allow the City to easily assess and implement improvements for the City's current flooding issues and those brought on by future development. This MDP summarizes the recommendations and presents them within the City of Menifee Master Drainage Plan Web Mapping Application (https://maps,rickengingg[ n .cam menifee). Figure 1-1: MDP Framework Develop GIS Storm Water Infrastructure Database Existing Drainage Model Identify Deficient Drainage Infrastructure Recommended Improvement Locations —Regional Flood Control/Water Quality Locations Project Bundling r7Cost Estimates & Prioritization BH:AT CSJg:k:files/Report/19053-A.004 1.1 Regulatory Framework While the focus of this MDP is on drainage infrastructure improvements, this plan has been developed with the understanding that this is only one of the regulatory drivers for storm water. This MDP has been developed in a mannerthat allows it to be a tool to advance the City's storm water infrastructure management, and water quality goals in future efforts. 1.1.1 Drainage Infrastructure Requirements The City of Menifee maintains certain regulatory standards for storm water improvements as stipulated in the April 1978 Riverside County Flood Control and Water Conservation District Hydrology Manual. One of the study's objectives was to assess the existing drainage infrastructure to determine the current Level of Service (LOS) relative to the County's policies for drainage design. Per the Hydrology Manual the 10-year flood shall be contained within the top of curbs and the 100-year flood shall be contained within street right of way (ROW) limits. Based on the results of the existing condition models and conversations with City staff, a combination of the 10- year and 100-year storm events was selected as the desired LOS for the recommendations of this study. The proposed improvements provide an improved system compared to the existing condition with the goal to have capacity in the pipes contain the more frequent 10-year storm event that routinely affects residents with major culverts and channels being sized to convey the 100-year storm event. Additionally, based on the 1978 Riverside County Flood Control and Water Conservation District Hydrology Manual, the storm water conveyance system shall be designed so that the combination of storm drain system capacity and overflow (streets and gutter) will be able to carry the 100-year frequency storm. Therefore, this MDP modeled the 10-year storm events to assess LOS as well as analyzed the 100-year to assess street conveyance. 7 MAT CS:jg:k:files/Report/19053-A.004 2.0 High Resolution Geospatial Data A high -resolution geospatial dataset is essential to perform detailed hydrologic and hydraulic drainage (and water quality, when applicable) analyses. Geospatial data necessary for these modeling efforts include: an accurate topographic representation of the study area, ground cover/land use information, and existing storm drain inventory. While evaluating the data initially collected, it was determined the data was not connected and did not accurately reflect the field conditions and/or did not align spatially when compared against the aerial imagery of the study area. A very substantial effort to digitize and compile the data from various sources, primarily as-builts and plans, into one comprehensive dataset was undertaken. Much focus during this effort was to connect the data, ensure a correct spatial representation of the storm drain infrastructure, and collect any missing information. This revised dataset will also be useful for any future projects that the City or other entities undertake within the study area. 2.1 Raw Geospatial Data Rick Engineering Company (RICK) used several data sets in addition to the original data from the City for this MDP. All utilized data sets are summarized in Table 2-1with their associated version dates. DEM Aerial Imagery Topography Storm Drain Network Files (Drain Conveyance, Drain Structures) Land Use — Existing Land Use General Plan Hydrologic Soil Groups (SSURGO) Parcel Layer Floodplain Layers Municipal Boundaries Structures (i.e. — Buildings) Imagery Table 2-1: Geospatial Data Inventory 2018, Downloaded May 7, 2020 1 USGS 2019 1 NearMap 2018 1 USGS September 7, 2018 City of Menifee 1 2016 City of Menifee, SCAG 2016 City of Menifee June 15, 2020 1 SSURGO dataset, Web Soil Survey, USGS ` TLMA April 7, 2016 Federal Emergency Management Agency TLMA January 1, 2020 Bing 2020 NearMap BH:AT CS:jg:k:fles/Report/19053-A.004 The imagery used in the study went through multiple iterations based on more accurate data being available. Initially, the imagery provided by the City was used for reference but much of it was in grayscale, low -resolution and not detailed enough for this level of study in most areas. Imagery from Riverside dated January 2006 was used next as it provided a more detailed picture. However, the 2020 NearMap Imagery is the final imagery used as it is the highest resolution out of the previous sources and it includes some of the developed areas the others do not have. The topology contour and DEM files also went through multiple iterations. Initially two -foot (2) contours provided by the City and twenty -foot (20) contours from the County of Riverside were referenced during the project. The two -foot (2) contours did not have the recent grading for the newer developments and the twenty -foot (20) contours did not provide enough detail. The USGS 2018 DEM with two -foot (2) contours provided the most accurate depiction when compared to the imagery and existing condition. The structures downloaded from the Bing Open Street map were incorporated into the DEM to provide obstructions in the modeling. Though not all of the structures in the city are available in the Bing data, this dataset in combination with flood complaint areas provided by the City and visual assessments of the models were all useful in the city-wide assessment of drainage. 2.2 Development of GIS Inventory The development of a comprehensive GIS storm drain inventory was required to model the existing conditions of the City. The completeness of the storm drain inventory data was critical in ensuring the effectiveness and practicality of subsequent modeling analyses. RICK was tasked with developing the City's storm drain inventory to accurately reflect the current existing condition of the study area, to the extent feasible at the time of the data collection and compilation effort was performed. For the purposes of preparing an MDP, the storm drain data necessary for this study consists of the horizontal layout of the existing storm drain system, size and material of conduits, and flowline elevations. This information is anticipated to change rapidly as the City continues to experience significant development throughout the City, and should be updated periodically to keep an up to date representation of the Citywide GIS storm drain conveyance system. 2.2.1 Desktop Analyses Desktop analyses involved updating the storm drain structures and conveyance information in the City's existing GIS dataset based on as -built and plan drawings, aerial imagery, and Google Earth observations. The horizontal location of drainage structures in the inventory was corrected to match the aerial imagery. RICK heavily relied on drawings to fill in gaps in the data. For structures in which depth measurements were not accessible on site and survey or as -built drawing data was not available, engineering judgment was used to assign an invert elevation based on upstream and downstream drainage connections and labeled as assumed inverts. A Digital Elevation Model (DEM) was utilized to update rim elevations for drainage structures not previously identified in the received data. Google Earth and Street View were used to update the location and type of each inlet and drainage structure. Table 2-2: Existing Data Inventory Number Length (mi) 1,283 124.30 _ Junctions 2,001 Detention Basins 13 9 MAT CS:jg:k:files/Report/19053-A.004 2.3 Revised Geospatial Data The main objective of the GIS storm drain data revisions was to ensure that a complete and accurate representation of the existing drainage system was reflected on the GIS shapefiles. The revisions incorporated into the GIS shapefiles were provided back to the City for use outside of this MDP. Table 2-3 provides a summary of the extensive changes to the original storm drain inventory received from the City. The existing inventory was updated for storm drains. The inventory was also updated to add missing drainage structures such as inlets, pipe segments, cleanouts, and outlets. Facilities were updated through referencing as - built data as well as through Google Earth and Google Street observations conducted via desktop analysis. Many of the existing storm drain pipe segments had to be split in order to include drainage structures and laterals. Most connecting pipes were not included in the existing inventory and the majority of them were added through as - built and drawing plans or by assuming inlets seen through Google Street view connected with the existing inventory. Culverts were added in rural areas to increase the accuracy of flow and flagged to be checked for size in person, when feasible. Detention basins, including water quality basins were included if an as -built identified a basin, or if a basin was clearly identifiable in aerial imagery. As shown, many structures and conveyance segments were added to the inventory via this process. Table 2-3: Revised Existing Storm Drain Inventory Conduits Channels 267 26 Culverts 413 6 Ditches 229 18 Flowlines 985 80 Storm Drains 4,727 110 Sum 6,621 241 Junctions Detention Basins Basin Channel confluence 106 - 392 - Combo Inlet 54 - Connector 979 - Curb Inlet 2,033 - Grate Inlet 104 - Headwall 577 - Inlet 16 - Manhole 1,369 - Other 76 - Outlet Sum 897 - 6,603 - - 103 - 10 BH:AT CS:jg:k:riles/Report/19053-A.004 3.0 Drainage Assessment Drainage assessment was accomplished using an integrated 1-D/2-D hydrologic and hydraulic (H&H) model that combines surface and sub -surface drainage patterns within the study area. One of the many beneficial aspects of integrated 1-D/2-D modeling is the ability to render high -resolution surface inundation and storage attenuation of storm water flow for the duration of a design storm. An existing condition model was prepared, which presented a high -resolution visual rendering of the combined surface and sub -surface drainage patterns within the study area. For the purposes of this study, the 2-year, 10-year, and 100-year storm events were used to evaluate the storm drain infrastructure and inform infrastructure improvements. The subsequent sizing of the deficient infrastructure used both the 10-year and 100-year storm event flows. The 2-year storm event was used to understand the performance of the drainage conveyance system and highlight the areas of nuisance flooding during storms with a higher probability of occurrence. The 50-year storm event was not part of the scope and the effort to assess this event would not have provided information significantly more relevant than what can already be derived from the 10- and 100-year storm event Results. The existing condition H&H models highlighted several areas where the existing drainage infrastructure (i.e., inlets, storm drains, and surface street conveyance) is considered deficient in terms of storm water conveyance during the 10-year and 100-year storm event. These deficiencies include locations with storm water ponding above the curb and extending onto the sidewalk and into private property. The 2-D component of the analysis allowed for the evaluation of the surface storage attenuation that occurs throughout the system, visually depicting the limits of inundation and flooding impacts to existing structures and/or roads, and the benefits that can be realized as a result of storm drain infrastructure improvements. A reasonable objective for future drainage improvements is to reduce flood depths in the streets to the top of curb during the 10-year storm event per the 1978 Riverside County Flood Control and Water Conservation District Hydrology Manual and storm water conveyance would be contained within the ROW during the 100-year storm event. Additional information regarding the specific drainage H&H methodology used in this study can be found in a memo located in Appendix A. This section presents the following: • Overview of the existing drainage patterns (Section 3.1) • Model Setup Methodology (Section 3.2.1) • Modeling Results (Section 3.2.2) 3.1 Drainage Patterns The total drainage area in the study is approximately 63.8 square miles (40,807 acres) and flows in a westerly direction toward the San Jacinto River within the Santa Ana River Watershed. For this study, the Santa Ana River Watershed was subdivided into subwatersheds and modeled with a dual drainage system that connects the 1D storm drain network to 2D surface mesh to analyze subsurface and surface flows as follows: Regional Line A which was modeled from the offsite areas utilizing 1D/2D dual drainage for the remaining system to the outfall of Regional Line A, at the confluence with the San Jacinto River (where the 2018 FEMA Flood Insurance Study WSE's were utilized as the tailwater conditions for the models). 11 BH:AT CS:jg:k:files/Report/19053-A.004 Paloma Wash was modeled utilizing 1D/2D dual drainage models until the outfall at the confluence with Salt Creek (where the FEMA WSE's were utilized as the tailwater conditions for the models). The remaining Salt Creek tributaries within the City were sub divided into smaller subwatersheds and modeled as 1D/2D dual drainage including the FEMA mapped areas up until their confluence with Salt Creek (where the FEMA WSE's were utilized as the tailwater conditions). The remaining area of the City within the Santa Margarita Watershed was modeled using 1D/2D dual drainage within the City and a simplified 1D dual drainage model for the offsite areas entering from outside of the City. These models were extended to a hydraulically appropriate location outside of the City's boundaries and used normal depth outfalls as the tailwater conditions. 3.1.1 Subcatchment Delineations RICK utilized semi -automated delineation tools in GIS and PCSWMM to create initial delineations of subcatchments and flow paths for each inlet and confluence point. After the initial delineation, RICK modified the subcatchment areas during the QA/QC process and ended up with 2,781 subcatchments, as seen in Figure 3-1: Drainage Areas of Existing Condition. Due to the high resolution of the topographic data, the GIS delineation tools were able to generally identify flow paths along curbed roadways, through backyards, and across driveways, establishing an effective baseline for subcatchment delineations. Figure 3-1: Drainage Areas of Existing Condition 12 BH:AT CS:jg:k:files/Report/19053-A.004 Figure 3-2: Major Subwatershed Drainage Areas --= G A These subcatchments were then combined to create eight (8) overall subwatershed systems with outfalls to either FEMA mapped channels or clear outfalls outside of the City. Due to long run times when modeling large areas, the eight (8) basins were partitioned into nineteen (19) total sub -basins by selecting one or multiple outfalls from the original subwatershed and using the upstream area of those outfalls as the sub -basin area. Analysis generally ended at FEMA mapped areas and the thirty-two (32) basins considered as part of subwatershed X totaling in 2,836.5 acres, or 6% of the study area, that contribute directly to FEMA mapped channels and contain no area within the City are not modeled in this effort. The overall subwatersheds are labeled A through H based on their location from west to east and north and south of the Salt Creek channel. Systems A, B, E, and F flow towards the Salt Creek channel with sub -basin B_A including the Paloma Channel. System C flows south toward Murrieta. System E flows toward the San Jacinto River. Systems G and H flow toward the San Jacinto River, near the intersection of the 1-215 and the San Jacinto River. Refer to Table 3-1 for subwatershed name, corresponding sub -basins, and area information. 13 6H:AT CS:jg: k: files/ Report/ 19053 -A. 004 Table 3-1: Subwatershed System Summary Table Subwatershed A Sub -basin 5,270.5 12% A_A 1,898.5 4% A_B 2,019.2 5% A_C 1,352.8 3% B 10,977.5 25% B_A 6,537.9 15% B_B 3,705.3 8% B C 734.3 2% C Cr 3,218.6 7% D D 1,161.5 3% E 1,266.1 3% 2% E_A 667.6 E_B 598.5 1% F 8,225.2 20% F_A 1,968.2 5% F B 3,599.2 8% F—C 817.5 2% F—D 728.3 2% FE 1,112.0 3% G 9,630.8 22% G A 7,015.9 16% G—B 1,327.9 3% G_C 1,287.0 3% H H 1,057.0 2% X X 2,836.5 6% I. -Sum- 41,863.7 ` The delineations were used in conjunction with land use and NRCS soil data to provide the hydrologic parameters necessary for modeling as explained in Appendix A. The existing land use is based on the citywide zoning and the proposed conditions were based off the City's general plan of zoning which was used in the 2016 countywide general plan. Land use exhibits in Appendix A show the difference in land use types between the existing and proposed conditions. Important areas of note are those that are changing from pervious land use types like Agriculture and Vacant to Single Family Residential and Mixed Residential and Commercial . Sun City is an older area of the city that is being developed from Agriculture and Mobile Homes and Trailer Parks parcels to Single Family Residential and Mixed Residential and Commercial. The older area of Quail Valley is staying relatively rural, but the Vacant parcels are going to be developed into Rural Residential and Single Family Residential lots. The development in Romoland is addressed by the 2006 Romoland Master Drainage Plan through the Line A and Line B project recommendations. The land west of the 1-215 spanning from Keller Rd to Salt Creek is developing mostly Agriculture parcels into Mixed Residential and Commercial. 14 BH:AT CS:jg:k:files/Report/19053-A.004 3.1.2 Surface Conveyance An important component of the storm water conveyance system in the Menifee study area is the multitude of natural drainage ways, ditches, channels, and roadway conveyance systems connecting the underground drainage infrastructure throughout the City. The 2-D mesh provides an efficient way of visualizing the extents of the surface conveyance and its potential impacts to existing and future developments and travel ways. Major channels with significant conveyance impact within the study area were specifically modeled as directional mesh with higher resolution 2-D surface to better represent their flow pattern and impacts. Directional mesh represents flow along a specified path like a ditch or channel rather than hexagonal mesh that does not have a defined centerline. Some of the smaller yet significant surface infrastructure was modeled as 1-D conduits with 2- D mesh overlay to determine their capacity and deficiencies more accurately. The 2-D mesh is set to the top of the facility rather than the true surface to allow the 1-D surface facility to be analyzed. Refer to the existing condition maps located in Appendix C for a visual overview of the surface conveyance conditions modeled. 3.2 Existing Condition 3.2.1 Existing Condition Model Methodology The corrected GIS storm drain inventory discussed in section 2.0 was imported into PCSWMM and formed the basis of the 1-D conveyance portion of the study area model. Storm drain networks were visually inspected horizontally with reference to aerial imagery and vertically by viewing the storm drain profiles generated within the program to verify the suitability of the data for modeling purposes. The DEM was used to develop a 2-D model surface to represent storm waterflows in streets, alleys, open channels, and open space areas. This surface was coupled to the 1-D storm drain inventory to match the rim elevations at points of connection to the storm drain conveyance system. The computer modeling approach utilized has the capability to quantify the shallow surface attenuation (aka — detention) occurring in the right-of-way (ROW) and open spaces and its effect on the peak flows entering the storm drain system (peak flow rates entering the system may be attenuated, which may reduce the size of required improvements). While the attenuation occurring in the present time is important in understanding the current condition and its impacts to the drainage infrastructure, this area cannot be guaranteed to remain available during future development and thus future studies should assess the impacts of the removal of this storage volume from the system. Refer to Appendix A for a more detailed description of PCSWMM hydraulic methodology and modeling. 15 BH:AT CS:jg:k:files/Report/19053-A.004 3.2.2 Existing Condition Results Model results were obtained for the 24-hour storms at the 2-, 10-, and 100-year return period from the precipitation data obtained from NOAA Atlas 14 Precipitation Frequency Data Server (PFDS) as discussed in the memo located in Appendix A ofthis report. The 24-hour storm events were judged to be the most pertinent storm events due to the volume of runoff generated and the peak flows generated at the main outfall of each storm drain system. The model results reported below are unique in their own storm event however pipes experiencing flooding will be cumulative through each storm event. If the pipe is over capacity and its upstream junction is surcharging in the 2-year storm event, it will likely also be surcharging in the 100-year storm event. For reference purposes structures were highlighted when they were adjacent to a flooding 2D cell. These highlights might not be a direct correlation to actual flooding but this process helps narrow the focus of the study to potentially problematic areas. The analysis is limited by the large 2-D mesh size and a cell showing flooding in a street could be including a portion of the structure's footprint in its boundaries, highlighting the structure for inundation. Refer to the web -application for a summary of the hydrologic results of the single -storm model simulations at each storm drain outfall modeled within the study area. During the 100-year storm about 24% of the conveyance by length is below or at capacity. Table 3-2 provides an overview of the results observed in the 2-, 10-, and 100-year, 24-hour storm events compared to the surcharging conduits of the storm drain network. Figure 3-3 depicts the lengths and number of pipes in each conveyance capacity category over 100% this is based off of the pipe maximum flow conveyed versus the normal depth capacity of the pipe. Table 3-2: Existing Condition Storm Drain Conveyance Capacity Summary *A pipe is considered surcharging when the Hydraulic Grade Line (HGL) is above the rim elevation at one of the connected junctions. 16 BH:AT CS:jg:k:files/Report/19053-A.004 180,000 .-. 4J160,000 w u IA140,000 W a a120,000 c •2100,000 C 1- 80,000 O 4- 60,000 �O s - 40,000 C J 20,000 0 Figure 3-3: Existing Condition Storm Drain Conveyance Capacity' 2-Year Storm 10-Year Storm 100-Year Storm > 200 0 150 - 200 ■ 100 - 150 1. Conveyance capacity is the max full flow in the pipe compared to the maximum flow the pipe is designed to convey. Undersized storm drain facilities caused a significant amount of storm water to pond on the street surfaces. In many locations water ponds in excess of one (1) foot on the surface at the low points. Table 3-3 provides a summary overview of the peak storm water stored on the 2-D surface and the overall corresponding ponding depth. Refer to the existing condition maps located in Appendix C for a visual representation of the depths and limits of surface inundation within the study area. Table 3-3: Existing Condition 2-D Cell Peak Storage Volume 24-HR Storm Events Ponding100-Year Storm (inches) 0-6 Volume (Ac.-Ft.) 160.16 Volume (Ac.-Ft.) 215.15 Volume (Ac.-Ft.) 312.35 6 - 12 165.07 223.41 396.58 > 12 713.57 1,326.78 2,307.85 Total 1,038.80 1,765.34 3,016.78 17 BH:AT CS:jg:k:riles/Report/19053-A.004 3.3 Proposed Condition 3.3.1 Proposed Condition Model Methodology The proposed condition modeling built upon the baseline established in the existing condition by assessing the city under the proposed GPLU conditions. In many areas rural and open spaces are going to be developed into denser, more impervious spaces or vice versa. Establishing these proposed conditions allows the City to have information such as flows, contributing areas, and rough order of magnitude sizes to reference during development as well as set up an expectation for drainage during development in the coming years. The objectives of the recommended improvements aimed to provide flow and drainage area information to aide in future improvements and provide infrastructure recommendations to areas to reduce inundated structures during the 10-year and 100-year storm events by adding storm drain or upsizing storm drain pipes in the same drainage basin. The recommended improvements, whether they informed future development or improved existing flooding, were then bundled into CIP scale projects, providing drainage solutions for the City and/or future development projects. Improvements were based off of the requirement that the "100-Year flood" shall be contained within the street R/W limits" and that the "10-Year flood shall be contained within the Top of curbs" and if this is not the case, "a storm drain or channel [should be initiated] when either condition is exceeded" per the 1978 Riverside County Flood Control and Water Conservation District Hydrology Manual. The proposed condition results were assessed based on their upstream surcharging junction and if the conduit is over capacity during the 10-year storm. Junctions are considered surcharging if the Hydraulic Grade Line (HGL) is above the rim elevation. To meet these requirements, the results of the proposed condition models were analyzed by assessing storm drain infrastructure that were over capacity with a surcharging upstream node, inundated structures, and changes in land use that increased in imperviousness. 3.3.2 Proposed Condition Results Refer to the web application for a summary of the hydrologic results of the single -storm model simulations at each storm drain outfall modeled within the study area. The 2-, 10-, and 100-year storm events were analyzed and presents a summary of storm drain pipes and if their upstream or downstream junction is surcharging. Table 3-4 is a summary of storm drain pipes' capacities. The combined results from the table and figure inform which facilities need to be upsized. During the 100-year storm about 30% of the conveyance by length is below or at capacity. Table 3-4 provides an overview of the results observed in the 2-, 10-, and 100-year, 24-hour storm events compared to the surcharging conduits of the storm drain network. Figure 3-4 depicts the lengths and number of pipes in each conveyance capacity category over 100% this is based off of the pipe maximum flow conveyed versus the normal depth capacity of the pipe. 18 BH:AT CS:jg:k:files/Report/19053-A.004 Table 3-4: Proposed Condition Storm Drain Conveyance Capacity Summary *A pipe is considered surcharging when the Hydraulic Grade Line (HGL) is above the rim elevation at one of the connected junctions. 200,000 180,000 a, 60,000 a, .0 40,000 120,000 L in 100,000 L 0 80,000 H O 60,000 L C 40,000 J 20,000 0 Figure 3-4: Proposed Condition Storm Drain Conveyance Capacity' 2-Year.Storm 10-1ear Storm 100-Year Storm > 200 150 - 200 100 - 150 1. Conveyance capacity is the max full flow in the pipe compared to the maximum flow the pipe is designed to convey. Undersized storm drain facilities caused a significant amount of storm water to pond on the street surfaces. In many locations water ponds in excess of one (1) foot on the surface at the low points. Table 3-5 provides a summary overview of the peak storm water stored on the 2-1) surface and the overall corresponding ponding depth. Refer to the existing condition maps located in Appendix C for a visual representation of the depths and limits of surface inundation within the study area. 19 BH:AT CS:jg:k:files/Report/19053-A.004 Table 3-5: Proposed Condition 2-D Cell Peak Storage Volume 24-HR Storm Events 0-6 170.08 220.37 300.78 6 - 12 199.18 246.77 389.59 > 12 1,108.98 1,356.73 2,542.66 Total 1,478.25 1,823.87 3,233.02 Facilities that are over capacity and have upstream surcharging nodes are going to cause ponding that is reflected in the 2-D cell table. By cross referencing this data along with highlighted inundated structures and existing RCFC&WCD flood complaints and city road closures, improvements can start to be recommended. 20 BH:AT CS:jg:k:fIes/Report/19053-A.004 4.0 Recommended Improvements 4.1 Drainage Recommendations The following sections present summaries of the various recommendations associated with the drainage infrastructure. 4.1.1 Storm Drain Recommendations Results from these models were evaluated through several aspects to determine an effective balanced approach to decrease the amount of problematic surface ponding, and increase storm drain pipe capacities in the study area. The web-app displays the results for the 2-year, 10-year, and 100-year storm event models, and deficiencies are highlighted within the citywide drainage system as determined through the modeling efforts. A visual observation of the drainage infrastructure displayed on these maps led to the conclusion that the City's drainage deficiencies are not concentrated within one central location, but rather they are distributed throughout various neighborhoods and watersheds. This data is helpful for determination of implementation strategies. As a goal of this study, the results from the Citywide MDP have been leveraged to develop potential Capital Improvement Program (CIP) projects to address the drainage deficiencies where they occur. This was accomplished via a series of steps: • Hydrologic and hydraulic analysis of the backbone storm drain infrastructure throughout the City. • Recommending the addition of storm drain backbone infrastructure in areas where new development is anticipated. • Determining individual priority for the recommended storm drain infrastructure improvements based on hydrologic and hydraulic analysis results and other applicable data. • Grouping individual infrastructure improvements into CIP project bundles based on geographic location. This process led to the development of bundled CIP projects. The CIP projects generally propose the addition of engineered trapezoidal channels and RCP/RCB culverts particularly in areas where new development will occur. Equivalent pipe sizes are also included as an alternative to the channels. In cases where channels do not appear as feasible, only the pipe option is reported. Lastly, in instances where the recommended RCP culverts exceed more than 10 barrels, an RCB alternative is included. Once the recommendations are established, a more detailed opinion of probable cost was determined for each asset of the CIP project. The recommendations made are split into three (3) different categories listed below. Based on conversations with City staff, it was determined that instead of just reducing infrastructure flooding in the existing condition, it would also be valuable to provide information for future development areas. 4.1.1.1 Global Upsizing of Deficient Systems In order to holistically provide recommendations for existing deficient drainage infrastructure, required pipe diameters were assigned to all storm drain infrastructure with an upstream surcharging junction and flowing over capacity in the 10-year storm event. This set of recommendations can be used by City staff as a reference tool to 21 BH:AT CS Jg:k:files/Report/19053-A.004 quickly determine if a proposed development will impact an existing deficient storm drain and what size storm drain will be required. It will also be a useful reference for all CIP projects to determine if an adjacent deficient storm drain should be included in the project. 4.1.1.2 Existing Development Flooding Areas The results of the Global Upsizing of Deficient Systems effort in conjunction with the inundation extents, potentially inundated structures, RCFC&WCD flood complaints, and City provided list of drainage related road closures were used to highlight potential CIP projects throughout the City. Of the city road closures, six (6) out of the nine (9) provided road closures are adjacent to FEMA mapped channels, two (2) of the closures are adjacent to the Line A project, and the final closure labeled as "Garbani Road between Murrieta Road and School Entrance (Menifee Middle School)" is adjacent to a Future Development Flooding Area project. Projects in this category provide recommended improvements to existing overcapacity storm drains to address flooding outside of the ROW, inundated structures, flood complaints, and road closures. 4.1.1.3 Future Development Areas Conversations with City staff indicated that H&H information would be very useful to reference during development in areas that are significantly changing in imperviousness between existing and general plan land use. The results of the modeling were assessed in reference to the GPLU data and parcels were flagged if their land use was changing from something pervious such as Natural or Agriculture to a more impervious state such as Single Family Residential or Commercial, Downtown, Business or Industrial. The entire parcel was flagged as a project and the recommendations were labeled as subprojects. As these areas are not planned out for development yet and the proposed grading is not available, rough order of magnitude inventory sizing is provided based off contributing area, flows in the area, and slopes based off the 2018 DEM. As these areas are rural, existing flow paths were used to estimate the lengths of proposed infrastructure. A flow path would be sized as a single subproject but have recommended dimensions for a channel or a storm drain depending on the developer's preference and potential environmental impacts. If there was an established road, a culvert was sized and recommended as a subproject. 4.2 Regional Locations of Interest Regional Improvement Opportunities that could provide detention or water quality benefits were also identified through visual observation. The size of the contributing drainage areas and land parcel ownership were the major contributing factors for identifying regional opportunities. A conscious effort was made to limit the identification of regional opportunities to parcels owned by the City; however, some locations on private parcels were identified as well in certain circumstances due to constraints in the public ROW, like lack of adequate space. The regional opportunities were also chosen based on their proximity to the outfall of the subwatershed system to maximize the impact of treatment. In total five (5) locations are currently identified as potentially viable regional improvement opportunities. A map of the locations is provided in Appendix B along with the web -application. 22 BH:AT CS:jg:k:flles/Report/19053-A.004 4.3 Individual Improvement Costs Unit prices established for this MDP's opinion of probable costs were based on a review of current similar public works projects within the region and the RCFC 2021 Project Planning Cost information provided by the City. Unit prices for conveyance facilities were developed on a linear -foot basis. Unit prices for structure facilities were developed based on price per structure, relative to the size of the structure. The unit prices were used to calculate the cost of each asset (i.e. channel, storm drain pipe equivalent, and culvert). The storm drain asset costs were calculated as a sum of the total cost of pipe and the number of cleanout structures needed. The culvert asset costs were calculated as a sum of the total cost of pipe or box, energy dissipator lump sum and wingwall costs. Once the asset cost is established, a thirty percent markup is added to account for contingency costs and lump sum items such as mobilization costs, Storm Water Pollution Prevention Plan (SWPPP) and Water Pollution Control Plan (WPCP) preparation, etc. The asset costs plus the thirty percent markup is reported as the total construction cost of the asset. After the construction cost is calculated, a forty percent markup is added to account for the design and permitting portion of the potential project. This is reported as the total cost (PS&E). See Appendix E for the detailed analysis of the costs back up and results. 4.3.1 Selection Criteria Seventy-one (71) projects were assessed and Table 4-2 lists the final recommended twenty-four (24) projects below; their associated fact sheets can be found in Appendix D. The primary reason projects were not included in the final recommendations were that upon closer look at the project site the project was either infeasible or not needed due to hydraulic obstructions not accounted for in the surface model (i.e. walls and cross gutters). The top projects were chosen based on their effectiveness in: ■ Reducing the likelihood of flooding of insurable structures or major roadway corridors. • Providing efficiencies for future development Projects were prioritized based on conversations with City officials who were concerned about known flooding areas or anticipate that certain areas are going to be redeveloped. The aim is to provide storm drain sizing information for these top projects to convey the flows more correctly. Refer to Appendix D for the full list of projects considered with reasons why many projects were not considered top projects. Other recommendations including the RCFC flood complaints and city road closures are flagged and should be noted during development of those areas. 4.3.2 Results 4.3.2.1 Global Upsizing of Deficient Systems After assessing results in the proposed condition, storm drain infrastructure was flagged and globally sized. The conduits and culverts that are sized are highlighted in the web-app. The sizing provides information for deficiencies in the city that were not flagged to be part of larger projects. The value of having these rough order of magnitude sizes is that improvements can be recommended or implemented in conjunction with other projects and needs in their vicinity. Refer to Appendix D for detailed information about the proposed sizing. 23 BH:AT CS:jg:k:files/Report/19053-A.004 Table 4-1: Global Recommendation Results Infrastructure Count of Facilities Sized Culverts 297 RCB 31 RCP 215 Five (5) culverts in the FEMA mapped channels were flagged by the City to size as well. These were not modeled in this study so 100-year FEMA data was used to size these conduits. They are highlighted in the web application. 4.3.2.2 Future Development Areas & Existing Development Flooding Areas The results from assessing future development areas and existing development flooding areas were summarized in fact sheets that can be referenced in Appendix D. The top twenty-four (24) projects are displayed in Table 4-2. Refer to Appendix D for fact sheets related to these more detailed recommended project improvements. The fact sheets provide information for future development and provide recommendations to decrease existing development flooding areas. They are a valuable resource for development as the flows, contributing areas, land use, and rough order of magnitude sizes are combined in a single document. Since modeling is based on 2018 DEM and any construction post 2018 is not accounted for, subsequent updates can be made by clipping in updated topology. Project 41 recommends new storm drain alignments to address inundation and an RCFC flood complaint in Basin A_B near the cross streets of Holland and Bradley. The project provides preliminary alignment and sizes for new storm drain pipes and a rough order of magnitude size for the existing earthen channel. The new alignment reduces flooding in the area, especially reducing flows that cross Holland Rd and inundate structures adjacent to Alta Mira St. and structures adjacent to Murphy Rd. Projects 5, 10, 11, 12, 13, 16, 18, 21, 22, 32, and 67 upsize existing storm drain to improve conveyance in the area. These projects are included in the top project list because there is significant inundation in the ROW. These projects were modeled in PCSWMM and the implementation of the improvements decrease inundation in the proposed condition. The remaining projects provide contributing areas, inflows and outflows to the project, and rough order of magnitude sizes to convey the flow in the proposed condition. The land uses are transitioning from less pervious states such as Natural or Agriculture to more impervious uses such as Commercial, Downtown, Business or Industrial. Projects 58, 59, 60, 61, and 62 are part of or upstream of the area to be developed to create a downtown. These projects provide channel sizes as well as storm drain sizes for the same reach in a project. Culvert alternatives are also provided to include both multiple barrel storm drain pipes and equivalent RCB culverts. An additional level of refinement should be incorporated in subsequent studies to create actual alignments and infrastructure types and sizes appropriate for those alignments. The costs displayed in Appendix D and E are preliminary costs based on the rough order of magnitude sizing. Once the selected projects were bundled, they were prioritized to aid in the selection of projects that would have the greatest impacts to public safety and ease of implementation. The projects were scored on a scale of zero (0) 24 BH:AT CS:jg:k:files/Report/19053-A.004 to one hundred (100) possible points with the higher scores representing the highest priority projects. The projects are summarized below with their opinion of probable construction costs and prioritization scores. The prioritization matrix along with the summary table of project scores can be found in Appendix E. the selected projects ranged in scores from forty (40) to one hundred (100). 25 BH:AT CS:&k:riles/Report/19053-A.004 Table 4-2: Top 24 Proposed Projects Project Name CIP Projects Craig and Hawthorn Prioritization Project ID Cost Score 13 $ 9,810,000 70 Dorval and Gifhorn 11 $ 3,740,000 22 $ 1,700,000 65 Holland and Bell Mountain 85 La Piedra and Spring Deep 21 $ 3,590,000 75 Lazy Creek and Murrieta 10 $ 2,710,000 85 McCall and Encanto 5 $ 6,610,000 90 Murrieta and Craig Murrieta and Garbani Murrieta Rd at Salt Creek Newport and Antelope 12 $ 18,810,000 100 67 $ 810,000 45 68 $ 1,520,000 50 32 $ 1,310,000 70 Potomac and Piping Rock 18 $ 4,870,000 70 Sun City Channel Crossings 70 $ 950,000 50 Lazy Creek and Sun Country 71 $ 21,620,000 50 Normandy at Salt Creek 69 $ 2,220,000 50 Subtotal $ 80,270,000.00 Land Development Projects Chambers and Murrieta 63 $ 1,110,000 95 Paloma Valley Channel Upstream Improvements 1 58 $ 7,290,000 70 Paloma Valley Channel Upstream Improvements 2 59 $ 7,300,000 55 Paloma Valley Channel Upstream Improvements 3 60 $ 2,010,000 100 Paloma Valley Channel Upstream Improvements 4 61 $ 3,180,000 65 Paloma Valley Channel Upstream Improvements 5 62 $ 2,340,000 65 $ 23,230,000.00 , Subtotal Projects on Private Property Anna and Holland 56 $ 2,800,000 40 Evans and Wickerd 57 $ 440,000 95 Holland and Bradley 41 $ 7,400,000 90 Murrieta and Thorton 54 $ 440,000 95 Subtotal $ 11,080,000 Total of the Top 24 Project $ 114,580,000 26 MAT CS:jg:k:f1es/Report/19053-A.004 5.0 Conclusions Menifee is the second fastest growing city in Riverside County and seventh fastest growing in all of California (City of Menifee 2019). This study gives the City a fully connected storm drain system and drainage results in existing and general plan land use conditions. The fact sheets produced from recommendations based off the modeling results will aide City staff with future development and the interactive web-app's user-friendly interface will be useful for City staff to reference. Edits can be made to reflect new development, new flood complaints, and other information helpful to the City. As the City develops and grows, the web-app and information it contains can evolve as well. The GIS storm drain inventory developed during this study can greatly assist how the City goes about land development, stormwater planning, and CIP projects. With a comprehensive storm drain inventory now readily available in a user-friendly and city -tailored web application (and associated GIS geodatabase), the City can rapidly assess areas of interest. Plans referenced in the inventory's data are available in the document management system (DMS) accessible through the web application. User-friendly tools within the web application allow the City to delineate upstream of existing infrastructure and/or downstream to the outfalls of the basins. As the city expands, the data can advance with it. Much effort went into the development of this GIS storm drain inventory based off readily available data. This provides a foundation for the City to continue the effort of verifying data through new references or field staff verification. The modeling results highlight existing deficiencies city-wide and provide visual representation of inundation extents. The visual extents of inundation can be a powerful tool for understanding hydrologic and hydraulic conditions throughout the city and visually highlight potential impacts to structures and future development areas. The modeling results provide the basis for a stormwater CIP and can be updated to include new infrastructure. The models were developed in the SWMM environment for a number of H&H-related reasons, as well as the software's ability to be utilized for other storm water related goals including water quality and trash related objectives. The result of this project is a holistic database with required conveyance pipe sizes and twenty-four (24) fact sheets with associate opinions of probable construction costs to inform and guide a five-year (5) CIP. These recommendations include the following: • Global Upsizing of Deficient Systems Existing Development Flooding Areas • Future Development Areas The three (3) types of recommendations address existing deficiencies, propose new alignments, and provide hydrologic information and rough order or magnitude infrastructure sizing and opinions of probable construction costs for future development. The twenty-four (24) recommended projects and two hundred forty-four (244) subprojects that provide rough order of magnitude sizing for channels, storm drain, and culverts. 27 BH:AT CS Jg: k:f les/Report/19053-A.004 6.0 References Chow, V. T. (1959). Open -channel hydraulics. New York: McGraw-Hill. City of Menifee. (2019, May 6). Menifee reported as second fastest growing City in Riverside County [News release]. Retrieved from htt s: cit ofinenifee.u5 ArchiveCenter ViewFile Item 2587#:-:text=%E2%80%9CWe/`20are%20 roud%2Dto% 20he,are%20flockin %20to%20the%20City,%E2%80%9D NOAA (National Oceanic and Atmospheric Administration). 2011. Precipitation Frequency Atlas of the United States, Volume 6, Version 2, Precipitation Frequency Data Server (PFDS). NOAA Atlas 14. Revised 2014. Accessed June 2020. https://hdsc.nws.noaa.gov/hdsc/pfds/pfds map cont.html Riverside County. March28, 2006. Homeland/Romoland Area Drainage Plan. Riverside, CA: Riverside County Board of Supervisors. Riverside County Flood Control and Water Conservation District, April 1978. Hydrology Manual. Riverside County Flood Control and Water Conservation District. March 2006. Romoland Master Drainage Plan. Riverside, CA: Warren D. Williams. 28 BH:AT CS:jg:k:files/Report/19053-A.004 A. H& H Backup BH:AT CS:jg:k:files/Report/19053-A.004 1.0 Hydrologic Methodology and Modeling 1.1 Rainfall Point precipitation data for the City of Menifee study area was obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 Precipitation Frequency Data Server (PFDS) (NOAA 2011). The City of Menifee currently defaults to the RCFC&WCD hydrologic methodology as outlined in the April 1978 San Diego County Hydrology Manual. The NOAA data is used because it has more recent data and has a longer record. The inventory will be site specific intensity rather than using the Countywide equation. Table 1-1: City of Menifee local 24-Hour NOAA precipitation depth (inches) Menifee Study Area 33.6909 -117.1849 2.05 3.29 5.36 Sun City 33.7153 -117.1903 2.03 3.25 5.32 Winchester 33.7069 -117.0900 2.15 3.51 5.63 Source: NOAA 2011. Notes in. = inches; Lat. = latitude; Long. = longitude. 1.1.1 Rainfall Pattern Setting up a storm simulation in EPA's Storm Water Management Model (SWMM) requires a hyetograph to distribute rainfall across the subcatchments over the storm duration. The Nested storm distribution based on USACE's guidance, Hydrologic Analysis ofOngaged Watersheds Using HEC-1 was selected for the study (USACE 1982). The nested storm provides the peak intensities necessary to assess drainage infrastructure at the inlet scale (up to 5-minute rainfall intensities) while preserving the total volume of runoff generated from the storm duration. 1.1.2 Rainfall Hyetograph Development To develop the unit intensity duration relationship for the City of Menifee study area, NOAA precipitation depth data from the two rain gages and centroid near the study area were obtained for the 2-, 10-, and 100-year, 24-hour storm events. Rainfall data obtained from the NOAA PFDS was used to generate an updated intensity -duration relationship for use within the City of Menifee study area. The 100-year precipitation depth data from these rain gages, and the City of Menifee study area is shown in Figure 1-1 (NOAA 2011). 6 ,z 5 a s c 4 c @ 3 M 41 ii 2 v a` 1 0P 0 100-Year 24-Hour Precipitation NOAA Atlas 14 - Menifee, CA 200 400 600 800 1000 1200 1400 1600 Time (min) Figure 1-1: 100-year, 24-hour precipitation depth Centroid if -Sun City Winchester The rainfall intensity -duration data from NOAA were reviewed, and the resulting rainfall intensity -duration rainfall relationships were plotted for comparison (NOAA 2011). The results showed that the rainfall intensity -duration relationship yielded parallel lines for most gages, and the precipitation data for the study area was reasonably consistent with the 3 rain gages (Figure 1-2). 10 0.1 5 100-Year 24-Hour Intensity -Duration NOAA Atlas 14 - Menifee, CA 50 Time (min) 500 —*—Centroid —W-Sun City Figure 1-2. 100-year intensity -duration relationship. Winchester Since the intensities plotted showed similar patterns for all three gages and the data for the City of Menifee area was reasonably consistent with the rain gages, it was determined that the rainfall data aggregated for the study area would be appropriate for modeling purposes. With this conclusion, centroids for each of the eight basins in the study had their own set up data and therefore, their own hyetograph. A map of the centroids of the eight (8) basins is provided at the end of this memo. The precipitation was entered in 5- minute increments. Precipitation depths at certain durations were obtained directly from NOAA Atlas 14 as seen in the rainfall data following this memo. Precipitation depths bounded by the given values was determined by logarithmic interpolation at 5-minute increments resulting in a nested center distributed hyetograph, as seen in Figure 1-33, 5.00 4.50 4.00 Si.50 r 23.00 v c2.50 0 t.00 -91.50 0 a`1.00 X50 ~0.00 100-Year, 24 Hour Storm Event Precipitation For Menifee. CA 4:00 8:00 12:00 16:00 20:00 Time (HH:MM) Figure 1-3: 100-year, 24-hour intensity hyetograph 1.2 Hydrologic Modeling 0.45 0.40 0.35N m 0.3(fu 0.25c 0 0.20 a .Q 0.155 0.1OIL 0.05C 0.00d 24:00 c The developed hyetographs were imported into PCSWMM as a DAT file with 5-minute time steps. Both the existing and proposed condition H&H models utilized the data from the hyetographs to generate the runoff hydrographs for each subcatchment. Refer to Section 2.0 of this memo for more information regarding the hydraulic analysis methodology and modeling approach. PCSWMM uses EPA's SWMM Version 5 (SWMM5) engine, which uses the nonlinear reservoir modeling methodology to estimate the rainfall -runoff relationship for a subarea. Nonlinear reservoir modeling uses a combination of mass conservation and the Manning Equation to determine the volumetric flow rate from a subcatchment. SWMM5 requires several parameters to calibrate each subcatchment. The parameters include area (in acres), characteristic width of the subcatchment, slope, percent impervious, Manning's "n" values for pervious and impervious overland surfaces, depression storage for pervious and impervious surfaces, percent of impervious area with no depression storage, and infiltration parameters. The Green-Ampt Method was used to estimate infiltration potential, which requires the following parameters: soil capillary suction head, soil saturated hydraulic conductivity, and initial moisture deficit (i.e., the difference between soil porosity and initial moisture content). This method was chosen over the others because it considers variable water content conditions. Each subcatchment is connected via a conveyance node and link network (e.g., inlets and pipes), which routes runoff generated towards the storm drain system outfall. Refer to Section 2.0 for more information regarding the hydraulic analysis methodology and modeling procedures. The overland Manning's "n" values are: 0.012 for impervious cover, and 0.10 for pervious cover. These values are further documented in Table 3-5 of the Storm Water Management Model Reference Manual Volume I - Hydrology (2016). The land cover feature class was used to determine the percent impervious for each subcatchment based on assigned impervious percentages to each land use. The land use shapes were intersected with the inlet drainage area delineations to perform an area -weighting analysis of the average impervious cover. Refer to Appendix B for a map which documents the land uses throughout the study area and the assigned impervious percentage for each land use. Soil parameters were obtained using appendix G of the City of San Diego's Storm Water Standards Manual (2018). The distribution of hydrologic soil groups within the City of Menifee study area is based on the USA Soils Hydrologic Group ArcGIS feature class for National Resources Conservation Service hydrologic soil groups (refer to appendix B for an exhibit documenting the mapped NRCS hydrologic soil groups within the study area). 1.2.1 Criteria Comparison For informational purposes, a comparison of hydrologic methodologies was conducted by calculating the hydrologic results using RCFC&WCD methodologies both with the standard hydrology manual rainfall data and with the updated NOAA Atlas 14 rainfall data (an accepted RCFC&WCD method). The calculations were completed for a large basin (Basin D) using the synthetic unit hydrograph method, and the rational method on three small basins: Urban Inlet, Backbone, and Rural Inlet. The results of the comparison can be seen below in Table 1-2. Table 1-2: Hydrologic Methodologies Comparison Results ID Basin D Method PCSMM 10-year 475 00 1,140 1,161 0.4 00 1.0 Hydrology Manual 306 600 1,161 0.26 .52 Nested HEC-HMS 869 1,619 1,161 0.7 1.4 ID:40024 PCSWMM 4 8 3.4 1.2 2A Urban Inlet Hydrology Manual 6 9 3.4 1.7 2.7 NOAA Atlas 14 5 9 3A 1.4 2.5 ID:40068 PCSWMM 68 132 52.2 1.3 2.5 Backbone Hydrology Manual 84 130 52.3 1.6 2.5 NOAA Atlas 14 66 120 52.3 1.3 2.3 ID:40047 PCSWMM 27 68 57.2 0.5 1.2 Rural Inlet Hydrology Manual 78 126 57.1 1.4 2.2 NOAA Atlas 14 61 119 57.1 1.1 2.1 2.0 Hydraulic Methodology and Modeling 2.1 Flow Routing The PCSWMM platform uses SWMM5 to perform hydraulic calculations and presents the same flow routing options. Flow routing is governed by the equations of continuity, mass, and momentum —also known as the St. Venant Flow equations —with flexibility offered to the modeler regarding the complexity of the terms considered in the equations. The program allows the modeler to select from the Steady Flow, Kinematic Wave, and Dynamic Wave routing options. The Manning normal depth equation is used in all routing options to relate flow depth, flow rate, and surface friction. Steady Flow routing was judged to be inappropriate for modeling this study area as it does not actually represent flow routing per a defined time step during the simulation. It is the simplest computation method that translates the inflow hydrographs directly downstream without any change in shape and simply uses the normal depth equations to relate flow rates, depths, and cross -sectional areas of the conveyance network. This method does not represent any backwater effects or pressurized flow, and does not take into account the user -defined computational time steps during the storm simulation. Kinematic Wave routing was not selected for this study as it was incompatible with the 2-D analysis. It employs a simplified form of the momentum equation but does not take into account all of the equation's terms. This routing method does not account for any backwater effects or pressurized flow. Dynamic Wave routing was the option selected for all analyses performed in this study. The purpose of this study was to produce a model that would most closely relate the actual conditions of the dynamic relationship between surface and subsurface conveyance, and potential flooding concerns. This routing option considers all terms of the St. Venant Flow equations and presents the most theoretically correct results accounting for backwater effects, pressurized flow, flow attenuation, and reversal of flow. The caveat in selecting this routing option, however, was maintaining numerical stability in the model by using extremely small computational time steps that resulted in significant simulation times for 2-D analyses. The time steps must be small enough to analyze the short conduits in the model so the computational time steps were based on the shortest conduit and checked through a simplified Courant equation. 2.2 Conveyance Material and Manning's Roughness Coefficients In PCSWMM, the Manning roughness values are associated with a conveyance material database. Each channel, pipe, and conduit in the 1-D portion of the model must have a material code assigned to it; in that way, the resistance to flow and energy losses along the conduit length can be calculated. Table 2-1 lists the material types and the associated Manning's "n" value assigned to each material code in the models. The Manning's conduit roughness values were assigned based on table 3-4 of the Urban Drainage Design Manua/ (Federal Highway Administration, 2009). Manning's overland "n" values for subcatchment routing were selected using the Storm Water Management Mode/ Reference Manua/ Volume I - Hydroiogyas reference (Rossman 2016). Table 2-1. Conveyance material abbreviations and Manning's roughness coefficients CMP 0.024 Corrugated Metal Pipe PVC 0.013 Polyvinyl Chloride RCP 0.013 Reinforced Concrete Pipe 2.3 Storm Water Inlet Modeling The revised data for the existing storm water conveyance system includes 2,391 inlet or catch basin structures for the collection of surface runoff from streets, ditches, swales, and overland flow. Undersized storm water inlets can limit the efficiency of the existing conveyance infrastructure to collect and convey runoff during storm events; however, detailed sizes of each inlet and type are needed to do so. For the purposes of this MDP study, the model assumes the approach flow can enter the inlet, and the potential restriction for conveyance is being modeled based on the size of the outgoing pipe, and required head to allow conveyance in the pipe. If the pipe is a limiting factor, then the portion of storm water flows exceeding the capacity of the outgoing pipe (from each inlet) is bypassed along the surface via street conveyance in the 2-D models. 2.4 Coupled 1-D/2-D Modefl The development of the 1-D hydraulic model includes the pipe/open channel drainage network for all pipes 18 inches and larger. Pertinent pipes having less than 18-inch diameters also were included in the model if they were considered part of the primary backbone storm drain systems. Key hydraulic structures such as culverts, outfalls, and pipes also were included in the 1-D model, as were hydraulic structures that control the flow entering or discharging from the primary system. The surface storage and conveyance represented by the streets and other surfaces are accounted for in the 2-D hydraulic model of the City of Menifee study area. The 2-D model was generated from an array of mesh (or grids) with a 10-30-ft resolution to represent the surface conveyance. A 10-ft resolution directional mesh was used to define the drainage patterns of streets and roads, and a 30-ft resolution hexagonal mesh was applied globally to the remaining sections of the study area. The mesh was developed from a high - resolution DEM data set by sampling elevation data at points with a 10-ft or 30-ft spatial resolution and was used to preserve the preferential flow paths and street conveyance that are part of the overall storm water conveyance system. The two systems were coupled together at points where exchange of storm water between the surface conveyance system and the engineered storm water conveyance system could occur —typically at storm drain inlets, headwalls, and outlet structures. The models were linked between nodes in the 1-D minor system (subsurface) and the 2-D major system (surface). The coupled models were then run and solved simultaneously, representing the storm water conveyance and storage on the street and in the storm water collection and conveyance system. The coupling of the 1-D and 2-D models allowed for bidirectional exchange of volume between the 2-D surface conveyance system and the engineered 1-D storm water system. By coupling the models together and solving the hydraulics simultaneously, the dynamic exchange of runoff between the surface flow and storm water conveyance system facilities is described. The coupled 1-D/2-D model was executed using the runoff hydrographs resulting from NOAA rainfalls for the 2-, 10-, and 100-year storm events based on existing land uses to assess the current system's deficiencies. A GIS exhibit of the surface DEM used to perform the 2-D analysis for the study area is provided in Appendix B. City Centroid Data 5.00 5.00 4.50 4.00 3.50 c c 3.00 0 1 2.50 _ya 9 2.00 a 0 1 50 f 1 00 0.50 0 00 600 500 400 c c 0 300 _a IL IL T9 200 0 I- 1 00 000 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For City Centrold-Menifee 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For City Centroid—Menifee 160 3.00 2.50 a 2.00 c c 1.50 c e 1.00 a —Total Precipitation (Inches) c +Intensity (inches/hour) 0.50 000 400 800 12:00 16:00 20:00 24:00 Time IMAM) 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For City Centroid--Menifee Basin A Centroid Data 500 500 4 50 400 3 50 3 00 e 0 M 2 50 _a 200 r 150 100 050 000 5 O( 4 5( 4 0( d 3.5( t =30( c 0 2 5( a 2.0( 0. 0 1.5( 1.0( 0.5( 001 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin A—Menifee 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin A--Menifee 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin A—Menifee ---7 3.00 500 450 400 3.50 a= Y 300 c 2.50 m c 2.00 c t Total Pretlpitatlon (inches( 11 50 c +Intenslry /h (Inchesour( 1 00 050 000 24:00 Basin B Centroid data 500 450 400 3 50 c =300 c 0 F n 250 n 200 9 r 1 50 1 00 050 000 500 4.50 400 3 50 3 00 0 0 a 9250 n 3 2200 9 f 1 50 1 00 050 000 Boo 450 400 a 350 c e -300 0 0 2.50 _ya C 2.00 a p 1 50 1 00 050 0.00 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin B--Menifee 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin B—Menifee 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin B--Menifee 4:00 8:00 12:00 Time (HH:MM) 5.0 4.50 4.00 3.50 = 3.00 u e 2.50 ra 2.00 C c n (inches) Total Precipitation q ¢ +Intensity (Inches/hour) 1.00 0.50 000 16:00 2000 24:00 Basin C Centroid Data 500 450 400 350 3 00 c O 260 yn a 200 9 F 1 50 1 00 050 000 500 450 400 S 350 3 00 c 0 a 250 'n IL 200 A r 1 50 1 00 0.50 000 500 460 400 9 350 e �300 e 0 re 260 a 3 a 200 0 1 50 1 00 0.60 0.00 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin C--Menlfee 1.60 1 40 1.20 t 1.00 c 0.80 m 0.60 I c ff7l.t.-Ityy l Predpltatbn (Inches) 0.40 (inches/h—r) 0.20 0.00 4:00 8:00 12:00 16:00 20:00 24:00 Time (HH:MM) 10-Year,24 Hour Storm Event Rainfall Intensity Hyetograph For Basin C—Menlfee 3.00 4:00 8:00 12:00 16:00 20:00 Time (HH:MM) 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin C--Menlfee 4:00 8:00 12:00 16A0 20:00 Time (HH!MM) 2.50 0 2.00 I u c 1.509 c 1.00 0.50 0.00 24:00 6, OD 450 400 350= 300 c 2.60 c 200 z 1 50 _c a1O' 100 050 0.00 24:00 Basin D Centroid Data 5110 r 450 400 350 3 00 c 0 250 n 200 A F t 50 1 00 050 000 5 00 4 eD a DD g 35U 5 —` 3 oD 0 19 2 5D a a 20D 1.50 1 OD 0 5D 0 00 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin D--Menlfee 20:00 Time IMAM) ID -Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin D--Menifee 400 800 1200 16:00 2000 Timc MIA MM) 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin D—Menifee 160 1.40 1.20 — � I 0 1.00 u c 0.60 0.60 c 04012 0.20 0.00 24:00 a 2 50 0.t%1 2400 0 VU 450 4.00 3.50 0 3.00 u C 2.50 c 2.00 e 1.50_ 1.00 0.50 0.00 )0 Basin E Centroid Data 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin E--Menifee 500 460 400 $ 3,50 c 3 00 0 260 2.00 1 50 1.00 0.50 0.00 4:00 8:00 12:00 16:00 20:00 Time IMAM) 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin E—Menifee 5.00 4.50 400 3 50 3 00 c O 7 SO a 200 IL 1 50 100 050 0.00 4:00 8:00 12:00 1600 20:00 Time (M M:MM) 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin E--Menifee 500 450 400 350 c 3 00 c A 250 a 200 IL H 1 50 1 00 050 000 160 1 40 120 V 3 1 00 c 080 i 060 040 ode 020 0.00 24:00 i 3.00 2.50 0 00 24:00 Basin F Centroid Data 500 4.50 4.00 3.50 t e c 300 c 0 2.50 n 2.00 IL c 1 50 1.00 0.50 0.00 5.00 4.60 4.00 3.50 -c 3.00 c e s 2.50 a 3 200 F 1-50 1.00 0 50 0.00 5-00 4.50 4.00 0 3-50 c 3.00 c a 2.50 a 3 2.00 a 0 1.60 1.00 0.50 0.00 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin F--Menifee 400 B:00 12:00 16:00 20:00 Time IHH:MM) 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin F--Menifee 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin F--Menifee 4:00 8100 12:00 16:00 20:00 Ttme IMAM) 1.40 1.20 ? 2 100 1 0.20 0-00 24:00 6.00 4.50 4.00 t 3.50 = ar 3.00 e 2.50 Z w e 2.00 1,50 e a`f 1.tl0 0.50 0.00 24:00 Basin G Centroid Data 5.00 4.50 4.00 $ 3.50 c 3.00 c 0 2.50 _ya C 2.00 a 0 1.50 1 00 050 000 5.00 450 400 $ 3 50 c =300 c 0 250 a a 200 0 1 50 1 00 0.50 000 5.00 4,50 4.00 L 3.50 c 3.00 O 02.50 a u t? 2.00 6 0 1.50 t- 1.00 0.50 0-00 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin G—Menifee inn 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin G—Menifee 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin G—Menifee 4:00 B:oo 12:00 16:00 2000 Time (HH:MM) 5.00 4,50 4.00 y 3.50 = 3,00 u e c 2.00 c 1 50 1.00 0.50 0.00 24:00 Basin H Centroid Data 2-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin H—Menifee 500 450 400 ffi 3 50 �300 c 0 250 n 200 1 50 1 00 050 000 500 4.50 400 a 3 50 c =300 250 _a 200 a 1.50 100 050 000 6.00 4.50 4-00 350 =300 e 0 250 _ya C 200 M1 I O 150 100 0.50 000 4:00 8100 12:00 16:00 20:00 Time (HH:MM) 10-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin H--Menifee 4:00 8:00 12:00 16:00 20:00 100-Year, 24 Hour Storm Event Rainfall Intensity Hyetograph For Basin H--Menifee 4:00 800 12:00 16:00 2000 Time (HH:MM) 1.80 1.40 1.20 _ I x 1.00 c 0.80 e 0.60 — 0.40 0.20 000 24:00 3.00 2.50 a 0 2.00 a L u c 1.50 Z w 1.00 m a10' 0.50 0.00 24:00 500 450 4.00 350 = c 2.50 c ggc 2.00 E 150 e w 0: 100 050 0.00 24:00 The 100-Year flood shall be contained within street R/W limits. The 10-Year flood shall be contained within the Top of curbs. Initiate a storm drain or channel when either condition is exceeded. W Z W J H Z W J W � � 3 N W W W Uj N HI N I TYPICAL I FREE BOARD 1111 s 1 DWELLING 1 UNIT PAD UNDERGROUND l STORM DRAIN OPEN CHANNEL NOTES* Protection criteria shown are the Districts typical minimum requirments. Special conditions, or other authorities may require stricter Controls;ie; for reasons of traffic or pedestrian safety, maintenance problems behind curbs, etc., lower maximum depths of flow in streets may be required.Also see Riv. Co. Ord. No. 460. R C F C fkW C C FLOOD PROTECTION HYDROLOGY J\/IANUAL CRITERIA PLATE A-2 Legend * Centroids Basins A 8 C D E F H City of Menifee Municipal Boundary •.i �• icurce'Esri, Maxar, G-oeve arthsear Geog,apnics CUES/Airous JS, JSDA US-=_ A —GRID, iGV ano •• •• GIS Use, �:ommunity MENIFEE "'11- Basin Centroid Map City of Menifee Master Drainage Plan J-19053A B. 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N P �y K > = 3 'E a ' x c N d O O N p` Q p aa�a�a�aaaaa a��aaaaa ra � W j LL w o' m � E � O � a Q o c � c $R t Y V fA O O ♦♦44+ 0 o 3: o l7 v 2 O o - o t Y 1 O :S V 8 Nis o m 0 - E � o - ❑ �' '� Ci R .^�� 'O LS � N � Yin' & � 5 4 C. v e Ll Z T e 5 E v C e Ix u LU Ul I0 N :J Y Y n n Y x o v r o' v - - - c r LL tu W E _ m _ - E o or o • ': - t3 3 T V V m O n i • i'rr v Y� 5 ti • � � _ y � '� E � c MEND -� V �l • LL O • too 0 e w�. :� � tip. •�=7 0 �� i+ 1 e i o— 1, V s ■ F A c a v a _T � CC � kk ■■ �( ■■, k xx kk G1 gg c gg qq 9R=aR2:z m n c v a s O �ra �r wit D WE a,v8R7=#=RA ffi CR$S ASS cc 0 t fs v w w N a z� 0 0 c5 p Mx �t y a a 0 3. ' f wb r`r 1 i?..-. a� 1. �. i . d • _ ..i, E. Costs and Prioritization BH:AT CS:jg:k:files/ReporVl9053-A.004 January 30, 2021 DATE RCFC & WCD 2021 xx - yy - zz PROJECT NUMBER PROJECT NAME CONSTRUCTION COST $ 0 PLUS 22% LUMP SUM ITEMS + 0 PLUS 12% CONTINGENCY + 0 SUBTOTAL = 0 ENV. MITIGATION COSTS + 0 PLUS 25% ENG & ADMIN + 0 PLUS 3% MSHCP MITIGATION FEE + 0 None RIGHT-OF-WAY + 0 DATE OF R/W ESTIMATE TOTAL $ 0 ADDITIONAL INFORMATION PROJECT RESPONSIBLE LENGTH SECTION + ENGR. INT. PROJECT TYPE: ❑ Flood Control ❑ Water Conservation ❑ Water Quality Enhancement ❑ Ground Water Recharge ❑ Other (e g Special Study, Multi Use/ Recreational, etc.): PROJECT DESCRIPTION: RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT 2021 PROJECT PLANNING COSTS PROJECT DESCRIPTION ITEM UNIT QUANTITY CRITERIA 2021 COST TOTAL TRAP. CHANNEL EXCAVATION CY b > 8 $6.60 b 5 8 $9.20 RCB & RECT. CHAN. EXCAVATION CY b > 12 $8.00 b 5 12 $12.10 COMPACTED FILL CY _ EXC > FILL $7 00 EXC < FILL $14.00 STRUCTURE BACKFILL CY $10.40 TRAP CHANNEL CONCRETE CY b > 8' $380.00 b 5 8 $480.00 R.C.B. CONCRETE (INCLUDING STEEL) CY L > 150 L < 150 $720.00 $860.00 RECT. CHAN. CONC. (INCLUDING STEEL) CY L > 150 L < 150 $440.00 $615.00 CUTOFF WALL (2- TYP.) LF $13.50 SUBDRAIN LF 6 < b 5 16 $15 00 b > 16 $25 00 FENCING (6-TYP.) LF $21.30 CATCH BASINS LF $560.00 MANHOLES (PIPE) EA _ _ FOR MAINLINE $6,200.00 FOR JUNCTION $9,500.00 :MANHOLES (RCB) EA $2,100.00 HOT MIX ASPHALT (HMA) TYPE A' SF $3.55 COARSE AGGREGATE FOR .ACCESS ROADS 3" THICK) SF $0.59 ROCK SLOPE PROTECTION CONC.-ROCK SLOPE PROTECTIONS CY2 $80.00 $150.00 STORM DRAINS SEE STORM DRAIN COST SHEET SLAB BRIDGES LBS SEE BRIDGE . REBAR $1.10 CY COST SHEET i CONCRETE $540.00 MISCELLANEOUS COSTS SEE MISCELLANEOUS COST SHEET DAM & BASIN COSTS SEE DAM & BASIN COST SHEET 1. No.4 bars at 18 inches 2. 1 9 tons/cy 3. Includes 4' HMA & 8" A.B 4. Use 75% for large installations (>1000cy) 5. Use 125% of rock slope protection to determine concreted -rock quantity 6. i e Mobilization, Water Control, etc 7. Connector pipe, etc. 8. Cell typically only used for ADP Updates. CONSTRUCTION COST $0 LUMP SUM ITEMS (22%)' $0 CONTINGENCIES (12%)' $0 SUBTOTAL $0 ENG & ADMIN. (25%); MSHCP MITIGATION FEE: (3%) ? ❑� ON FOR YES $0 AS -BUILT COSTS' $0 rev 1011/2019 ENV MITIGATION COSTS (LS) $0 R/W (FROM R/W SHEET) $0 R/W (FROM DAM & BASIN SHEET) $0 NAME & DATE TOTAL $0 01/30/21 PROJECT DESCRIPTION: STORM DRAIN COSTS FOR: WESTERN DISTRICT MISCELLANEOUS COSTS 0 C C m o a - m Y > � U O w c a) -v C C O O � � LL N ] N J 7 N lL O > X U L O w v j LL _ L m LL L d U 0 0 L OI � J U7 a -O O N O U a w c C m L L U LL O J v rn U Q c° m to U o co Q O CE Z N U1 c c f0 � H LL L U CO LL J Q O ~ Q k F- C O f0 oI EO O N LL O C2 1 LL2 f2 N1�2 W N N R w w � m � « ■ ■ � cn � F- P: 2 « � 0 m Q � N O M H W LLB N U W M� W W a 0 IL Q a 0 U) 0 U W H O O 00 00 00 O x W w F O O O O O O J U OU t s v v v i H Zv ZO EA Ul &J O ~ W U Q~ O O O O O O � � � Efl ER ffl b9 Efl d4 m m I Q IFIO-I-'I'-I0-I0-1 J of w O U Luz a z 0 m a m m m `a U= U U i7ia m m0 wm o � a i22 a at t t aai j a u m ID M N N N J rw T - M - N - 10 z LL = U LU LL LU Q z w CM N z .� a w w iq H a a w 2 _ a V w 2 2 a 2�C7 N a 'O = 2 z V " J 0 W z + N f, co coU W + + O Lu w w C7 U Uw a OU O LL 2 z II U + a z " v iw�aQ 11 w0JU(n H U O w W a 11 Z m J + LL W w 0 O z z 0 ~ < f ~ 2 a c=i N O U 2 II 0 Q J a w z ~ =U` z O 0 z 0 z U w < w 2 U �v a LLLLLL N O 9 z � d O O LL n - U) cn o of 2 2 J Ln a C7 a W W w 0 Q V ? 2 H x A 1%i ixi M W c� 0 m W H Oz QW a' O ui W m D� U LL z O O W U (D W O Z j Q U II I a m MI r N X U) 0 LO 0 0)LO rn v m � M N O Qj aj m LO0Lnor�Ln m LOui'tIT Cl) M 000000 F- k O_HLOLO--00 L W M CO I- a0 2 O 0 � 0 a LO co r- w z a a U OLOOCO W' F- N CV M M W N N Cl)J U RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT 2021 DAM/BASIN COST ESTIMATE FORM DAM/BASIN NAME: ITEM UNIT QUANTITY CRITERIA 2021 COST TOTAL EXCAVATION (Off -site Disposal) CY $12.00 EXCAVATION (Used on site) CY $6.00 EMBANKMENT CY Compacted Fill Unit Cost $7.00 SPILLWAY CONCRETE 2 CY Use Lower RCB Unit Cost $720 ROCK (SPILLWAY) U/S SIDE 3 D/S SIDE 4 CONCRETED ROCK CY $80.00 CY $80.00 CY $150.00 ROCK MISC. CY $80.00 CONCRETED ROCK MISC. CY $150.00 OUTLET PIPE DIAMETER IN LF RCP unit cost w/o AC = LENGTH 1 5 x RCP unit cost w/o AC = DEBRIS OUTLET STRUCTURE EA 500 x unit cost of RCP outlet pipe OUTLET STRUCTURE EA 30 x RCP unit cost COARSE AGGREGATE FOR ACCESS ROADS (3" THICK) SF $0.59 FENCING (6' TYP) LF , $21.30 f SUBTOTAL LUMP SUM ITEMS (22%)5 $0 $0 CONTINGENCIES (12%)6 ENG & ADMIN. (25%) MITIGATION (3%) ? ❑ ON FOR YES SUBTOTAL (AS -BUILT) rev 10/1/2019 SUBTOTAL R/W AC. COST/AC lac. $0 NAME & DATE TOTAL $0 1 /30/21 1. If dam, add 50% for precompaction, filter, subdrain, etc. 2. Assume rectangular section; slab t = 12'; walls t = 9" 3. U/S side: quantity = ((spillway width + 20') x 50' x 2')/27 4. D/S side, grouted: quantity = (spillway width x 40' x 3')/27 D/S of concreted -rock slope protection: quantity = (spillway width x 80' x 4')/27 5. Mobilization, Water Control, etc. 6. Connector pipe, etc. RCP STORM DRAIN COSTS WESTERN RIVERSIDE COUNTY (West of 1-10 and SR-79) 2021 INSIDE DIA. (INCHES) PIPE ($/FT.) IN PLACE ($/FT.)' W/O HMAz W/HMA3 18 24 30 36 $65 $103 $117 $129 $144 $150 $167 $177 $196 $80 $90 $105 42 $130 $215 $236 48 $150 $248 $271 $288 $312 54 $175 60 $250 $378 $404 66 $300 $444 $472 72 $340 $501 $531 $653 $686 $722 $756 $846 $882 78 $475 $525 84 90 $630 96 $650 $886 $924 102 $670 $927 $967 $979 $1,020 $1,038 $1,082 108 $700 114 $737 1. IN PLACE COSTS ASSUME: $12.10 per C.Y. PIPE EXCAVATION $10.40 per C.Y. PIPE BACKFILL $48.49 per C.Y. AGGREGATE BASE $43.00 per C.Y. BEDDING $92.00 per C.Y. CLSM $98.19 per TON HMA (144 Ibs/cu.ft of HMA) TRENCH DEPTH = PIPE OUTER DIA. + 5' COVER + 4" BI TRENCH WIDTH = PIPE OUTER DIA. + 2' PIPE COST INCLUDES TRANSPORTATION COSTS 2. W/O HMA PAVING & BASE INCLUDES COST OF EXCAVATION, 4" BEDDING MATERIAL, CLSM, AND BACKFILL 3. W/ HMA PAVING & BASE INCLUDES COST OF EXCAVATION, 4" RCP STORM DRAIN COSTS EASTERN RIVERSIDE COUNTY (East of 1-10 and SR-79) 2021 INSIDE DIA. (IN) PIPE ($/FT.) IN PLACE ($/FT.)' W/O HMA2 W/HMA3 18 $78 $96 $108 $116 $130 $145 $160 $168 $185 $198 $217 24 30 36 $126 42 $156 $241 $262 48 $180 $278 $301 $323 $347 54 $210 60 $300 $428 $454 66 $360 $504 $532 72 $408 $569 $599 $748 Q'0' $827 $861 $972 $1,008 78 $570 $630 84 90 $756 96 $780 $1,016 $1,054 102 $804 108 $840 114 $884 $1,061 $1,101 $1,119 $1,160 $1,186 $1,229 1. IN PLACE COSTS ASSUME: $12.10 per C.Y. PIPE EXCAVATION $10.40 per C.Y. PIPE BACKFILL $48.49 per C.Y. AGGREGATE BASE $43.00 per C.Y. BEDDING $92.00 per C.Y. CLSM $98.19 per TON HMA (144 Ibs/cu.ft of HMA) TRENCH DEPTH = PIPE OUTER DIA. + 5' COVER + 4" BI TRENCH WIDTH = PIPE OUTER DIA. + 2' PIPE COST INCLUDES TRANSPORTATION COSTS 2. W/O HMA PAVING & BASE INCLUDES COST OF EXCAVATION, 4" BEDDING MATERIAL, CLSM, AND BACKFILL 3. W/ HMA PAVING & BASE INCLUDES COST OF EXCAVATION, 4" RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT - PROJECT PLANNING R/W COSTS - PROJECT: DATE: (�) Raw R/W Costs (Land Value A) = $/acre Total Area required = acres Total R/W Raw Costs = $0 (2) Number of vacant parcels = 0 x $5,000 = $0 Number of occupied parcels = 0 x $10,000 = $0 Total Parcels Affected = 0 Total Parcels Costs = $0 (3) Total acreage of Improved parcels = ({ i�j significantly impacted by the project = acres l }} Improvement ratio R (decimal) = 20% coefficient— 0.3 Land Value A (per acre) = $00 Improvement value l (per acre) = L ,11-11dil Value of Improved Land (peracre) = NO Total Value of Damaged Property= $0 Total Damages Costs (25%. Total Improvement value) = $0 (4) Number of Houses for Buyout = houses Cost per Home = $500,000 Total Relocation/Buyout Costs = $0 Grand Total RIW Costs = $0 1. ITEM 1. Enter the raw cost per acre and the total acres needed to complete the project. 2. ITEM 2. Enter the number of vacant and occupied parcels that are involved in the project. The sum of the two should total all of the parcels affected. Item 2 will calculate how much it costs to complete negotiations with the owners of the parcels. 3. ITEM 3. Enter total acres of all parcels significantly impacted by the proj ect. However, the engineer needs assess that the project may enhance the property owner by allowing him/her to develop and use the land that less developable due to flood hazard before the construction. These enhancements will offset damages for these parcels. Item 3 will compute the total damages by using the Improvement Ratio R. The ratio can be found in the Win2Data database (See item b below). a) The improvement ratio R is the percentage of the improvement value to the total assessed value of land and improvements. b) The improvement ratio R (Impry %) can be obtained from the summary spreadsheet -like table after the search was done. The Impry % field can be dragged and dropped from the "Drag/Drop Fields" button to the table. 4. ITEM 4. Enter the number of houses that are to be bought and/or relocated. Also, enter the average value per home (also use Win2Data to help with this). This item will calculate the total relocation/buyout costs. NOTE: There is an example R/W estimate in the planning files A-14.4 for San Jacinto "DP Line E (can be found in the "Black Hole area" in the blue binder Titled "Planning Cost Sheets Revisions 1994-2002", just before the 1999-2000 tab). 19053A Menifee MDP 3/30/2021 EttiC7SN[:fiKSNC; C:� ���;•.-.•: Summary Table for Pronosed Proiects--City of Menifee MDP Project Name CIP Projects Project ID Cost Prioritization Score Craig and Hawthorn 13 $ 9,810,000 70 Dorval and Gifhorn 11 $ 3,740,000 65 Holland and Bell Mountain 22 $ 1,700,000 85 La Piedra and Spring Deep 21 $ 3,590,000 75 Lazy Creek and Murrieta 10 $ 2,710,000 85 McCall and Encanto 5 $ 6,610,000 90 Murrieta and Craig 12 $ 18,810,000 100 Murrieta and Garbani 67 $ 810,000 45 Murrieta Rd at Salt Creek 68 $ 1,520,000 50 Newport and Antelope 32 $ 1,310,000 70 Potomac and Piping Rock 18 $ 4,870,000 70 Sun City Channel Crossings 70 $ 950,000 50 Lazy Creek and Sun Country 71 $ 21,620,000 50 Normandy at Salt Creek 69 $ 2,220,000 50 Subtotal $ 80,270,000.00 Land Development Projects Chambers and Murrieta 63 $ 1,110,000 95 Paloma Valley Channel Upstream Improvements 1 58 $ 7,290,000 70 Paloma Valley Channel Upstream Improvements 2 59 $ 7,300,000 55 Paloma Valley Channel Upstream Improvements 3 60 $ 2,010,000 100 Paloma Valley Channel Upstream Improvements 4 61 $ 3,180,000 65 Paloma Valley Channel Upstream Improvements 5 62 $ 2,340,000 65 ,Subtotal $ 23,230,000.00 Projects on Private Property Anna and Holland 56 $ 2,800,000 40 Evans and Wickerd 57 $ 440,000 95 Holland and Bradley 41 $ 7,400,000 90 Murrieta and Thorton 54 $ 440,000 95 Subtotal $ 11,080,000 Total of the 24 Project $ 114,580,000 \\cp.rickeng.com\projects\WMP\19053A_MenifeeMDP\WaterResources\Costs\CostSumm.xlsx 1 of 1 C n m .-1 n m v lD ID o lD 00 N l0 Vl a n 7 m m .-I V •N in •o 'm O V •M .-1 V O O O .�1 N N O Vl E Vi m v .i m m n m a .-I ry m m N •N 'In � �L •N a Iq ry y .i n N M .y N O m lD N 00 V l0 .-I Vl .-I N m Vl .-I 41 o O o Ol LD N O Ol �D Vl r1 �D ri DD V W N O H :a, 'O n 'T 'O iN in 'O •N .i .-I .i V. m '00 �m M H N n Vl m T Vl n lO .-I m 00 oo T V n n N m M f.l n OC V1 N V1 o V1 N to o Cl tt) n V1 W M M V1 �N •a N M O V im O O .i T O 00 00 iD n V 00 Vl Ol .-I O W LD n R M 01 .--I T r1 Vl .-1 Vt N n O Vl V V Vl Ot Vl V N �/1 n O Ol a Ci o 01 VI Vl N M1O •M a 'VI .n V 'rl 'O c-I •D0 c-I a O a �Ch m .O 'N � c .+1 00 H Vl m .--I m �D N O w M H Vl N N m .i pp .-I •N .-I .-I .-I .-I C L 7 C •V} •VT •VT •N N VF 'V? 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Y W Y 01 Y N Y 01 Y O1 U U U> U U u U T> N N 19053A Menifee MDP 3/31/2021 City of Menifee MDP Prioritization Criteria —Flood Control (Drainage) Facilities Rating Criteria Max. Score Subcriteria Score Public Safety 85 Land Use Impacts (General Plan) (0 to 15) Adjacent to High -Priority Land Use 15 Adjacent to Developed Land Use 10 Adjacent to Vacant Land Use 0 Conveyance Characteristics (0 to 45) Potential Impacts to Existing Structures Impacted Structures in Vicinity: >10 45 Impacted Structures in Vicinity: >5 and <10 30 Impacted Structures in Vicinity: >0 and <5 15 Within Major Roads (0 to 10) Flooding History — RCFC& WCD Flood Hot Spots (0 to 15) Ease of Implementation 15 Projects within Existing City Ownership, Right -of -Way, or Easement 15 Projects Located on Unimproved Property[Vacant 10 Total 100 \\cp.rickeng.com\projects\WMP\19053A—MenifeeMDP\WaterResources\Prioritization\Menifee—MDP—Prioritizat ion.xlsx 1 of 1 MENIF'EE STATE OF CALIFORNIA ) COUNTY OF RIVERSIDE ) ss CITY OF MENIFEE ) I, Sarah A. Manwaring, City Clerk of the City of Menifee, do hereby certify that the foregoing Resolution No. 21-1098 was duly adopted by the City Council of the City of Menifee at a meeting thereof held on the 3rd day of November 2021 by the following vote: Ayes: Deines, Liesemeyer, Sobek, Zimmerman Noes: None Absent: Karwin Abstain: None S rah A. M n ring, "CityCler