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Comprehensive Drainage Evaluation and Storm Sewer Recommendations 11/1/2024
architects engineers pl ENGINEERING REPORT COMPREHENSIVE DRAINAGE EVALUATION AND STORM SEWER RECOMMENDATIONS Town of Mamaroneck Engineering Department Mamaroneck, New York H2M Project No. MMNK 23-01 November 2024 Prepared for: Town of Mamaroneck Engineering Department 740 West Boston Post Road Mamaroneck, New York 10543 Prepared by: H2M architects + engineers 1133 Westchester Avenue, Ste N-210 White Plains, NY 10605 ,, ,_.,. t°a f. '''. A- 7,,,,, .. , , ,,". ,,, li„,,.. / .... t., , ,, ,.., ,.\ ,i,i \ :,- *vim,r!L')F %+`'-' • �a kfla ts��.{r- h2m.com ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.01 Project Study Locations 2 1.02 Project Approach 2 2.0 MAPPING OF EXISTING DRAINAGE SYSTEM & DATA COLLECTION 3 2.01 CCTV Inspection 3 2.02 Soil Data 4 2.03 Rainfall Data 4 2.04 FEMA FIRMette Maps 4 2.05 Westchester County and Town of Mamaroneck Data 4 2.06 Field Investigation 5 2.07 Resident Input- Experiences & Observations 5 3.0 WATERSHED DEVELOPMENT & ANALYSIS 6 3.01 Hydrologic Model Methodology 6 3.02 Hydrologic Model Inputs & Results 7 4.0 HYDRAULIC MODELING & REVIEW OF FINDINGS 9 4.01 Existing Hydraulic Model Methodology 9 4.02 Existing Hydraulic Model Results 10 5.0 FINAL RECOMMENDATIONS & CONCEPTUAL DESIGN 13 5.01 Concept Design and Cost Opinions 13 5.02 Project Prioritization 25 APPENDICES ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT El H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK *Appendix A through M to include the following for each Subbasin focus area: Hydraflow Hydrograph Report, existing watershed map, existing condition hydraulic model output, proposed condition hydraulic model output, concept design figure, cost opinion and FEMA FIRMette map. APPENDIX A Subbasin 1 — Fenimore Road Culvert APPENDIX B Subbasin 2 —Colonial Ave & Homer Ave, Glenn Road and Echo Lane & Maplewood Street APPENDIX C Subbasin 3—7 Country Road APPENDIX D Subbasin 4— Fenimore Road Stone Drainage Channel APPENDIX E Subbasin 5— Madison Ave &5th Ave APPENDIX F Subbasin 6— Bonnie Way APPENDIX G Subbasin 7—Cabot Road & Myrtle Boulevard APPENDIX H Subbasin 8— Kolbert Drive APPENDIX I Subbasin 9— Premium River Road APPENDIX J Subbasin 10— Hommocks Road APPENDIX K Subbasin 11 — Rockland Ave APPENDIX L Subbasin 12— Nancy Lane & Palmer Ave APPENDIX M Subbasin 13—Old White Plains Road APPENDIX N Supplemental Information— NOAA Rainfall Report, Web Soil Survey Report, Mamaroneck Flood Prone Focus Areas APPENDIX 0 Additional Resident Drainage Observations TABLES TABLE 1.1 Existing Flood Prone Areas and Grouped Subbasins TABLE 2.1 24-hour Precipitation Depth Estimates TABLE 3.1 Runoff Curve Numbers TABLE 3.2 Hydrologic Model Inputs TABLE 3.3 Subbasin Peak Runoff Flow Rates TABLE 3.4 Subbasin Peak Runoff Volumes TABLE 5.1 Project Priority Designations ii ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 1.0 EXECUTIVE SUMMARY The Town of Mamaroneck's (Town's) storm sewer system serves the community as a critical component of the Town's infrastructure. In response to the recent observed increase in frequency of significant rainfall events, the Town has undertaken a comprehensive investigation and assessment of its drainage network. As development has occurred over the past century, aged infrastructure is no longer able to meet the capacity demand generated by increased impervious area. During high-intensity rainfall events, undersized systems are prone to surcharges, which may result in inundated roadways and lost ability to convey surface runoff collected from surrounding properties. Flooding created during these extreme events poses serious risk of damage to both Town and privately owned property as well as the broader welfare of the community. By collecting data on system components and condition, greater understanding of the Town's storm sewer capacities and maintenance needs was identified, as well as the factors that impact known locations of flooding. Potential infrastructure improvement alternatives were assessed to provide recommendations for future capital improvements with the intention to reduce the frequency and extent of flooding at these locations. The recommendations provided from this evaluation project are intended to guide the Town of Mamaroneck's pursuit of storm sewer improvements as part of its long-term capital plan. As such, the Town has contracted H2M Architects + Engineers (H2M) to perform a Town-wide evaluation of its storm sewer network focused on the identification of potential defects that limit flow capacity. The Town of Mamaroneck has identified flood prone areas through residential complaints in conjunction with visual inspection upon the aftermath of large storm events. The evaluation involved CCTV inspection of selected pipe segments adjacent and within the flood prone areas identified by the Town. Inspection reports were prepared by National Water Main Cleaning Company (NWMCC) with review and oversight provided by H2M. Additionally, the evaluation included a hydrologic and hydraulic drainage analysis of the existing storm sewer network located at the flood prone areas within the Town's boundaries. The Town included 15 flood prone areas to be studied within the original RFP dated March 17, 2023, and revised Marh 29, 2023. An additional two flood prone areas were added to the project scope at the end of January 2024. Upon discussions with the Town as the project progressed into the early phases, it was agreed that one of the flood prone areas, a culvert located under Griffen Avenue, would be broken out as a separate study as this location is on the border of the Town of Mamaroneck and the Village of Scarsdale. The Village of Scarsdale agreed to take on a portion of the cost to study this location, which led to this location being removed from this drainage evaluation. Therefore,there is a total of 16 flood prone areas included in this study. H2M performed the drainage evaluation and storm sewer improvement recommendations in a total of three phases. The first phase consisted of compiling all relevant existing information related to the Town's storm sewer network as well as collecting new data on the existing network in which no public information was available. As part of this phase, H2M gathered available data from the United States Department of Agriculture (USDA), National Oceanic and Atmospheric Administration (NOAA), Federal Emergency Management Agency (FEMA), and Westchester County Geohub. The first phase of the project also included the CCTV inspection of selected pipe segments within the Town identified flood prone area. The inspection reports provided information that was vital to the project, and each pipe segment was assigned a defect rating following the NASSCO Pipeline Assessment Certification Program. During this phase, field visits were completed, and each location was visually inspected. Topographic survey was performed for locations where there was missing data within the existing information previously gathered. Lastly, as part of phase one, public stakeholder input related to historic flooding observations, as solicited by the Town, was compiled by H2M. The second phase of the drainage evaluation consisted of compiling the existing information gathered in phase one to build accurate models for existing condition hydrologic and hydraulic models. The existing condition hydrologic and hydraulic modeling and analysis were conducted utilizing the United States Soil Conservation Service (SCS) method to calculated peak runoff rates for various storm frequencies. The hydrology models were developed utilizing the Hydraflow Hydrographs Extension for Autodesk Civil 3D while the hydraulic models were developed utilizing Autodesk Storm and Sanitary Analysis. At two of the flood prone areas, Hydraflow Express Extension was used for hydraulic modeling. Drainage systems were evaluated for the 10-, 25-, and 100-year storm recurrence intervals for a 24-hour storm. The final and third phase of the drainage evaluation consisted of developing potential drainage improvements 1 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK and alternatives to reduce the frequency and severity of flooding within the Town identified flood prone areas. The proposed concept improvements largely focused on modifications to the Town storm networks and included but are not limited to increasing the amount of surface inlets, increasing the flow capacity of existing pipe segments, upsizing culverts, increasing open channel width and modifying the layout of the existing storm sewer network. As part of this phase, cost opinions were applied to the concept improvements at each of the flood prone areas to assist the Town in identifying which projects they would like to pursue in the future. 1.01 Project Study Locations As mentioned in Section 1.01, 15 individual flood prone areas were identified by the Town for study and analysis at the project kick off meeting. Two additional locations were added to the project scope in January 2024, while one location was removed from the original 15 flood prone areas. The total number of locations included in this study is therefore 16. Upon review of the 16 flood prone areas, it was determined that certain areas were within the same drainage subbasin for the purpose of system flow modeling and were therefore grouped together and analyzed as one location. Of the 16 flood prone areas, it was determined that there were 13 total subbasins that would encompass the 16 flood prone areas. The 13 subbasin areas, which include the grouped locations, can be found in Table 1.1 below. #of Town Subbasin # Subbasin Name Identified Flood Prone Areas 1 Fenimore Road Culvert 1 2 Colonial Ave & Homer Ave, Glenn Road and 3 Echo Lane & Maplewood Street 3 7 Country Road 1 4 Fenimore Road Stone Drainage Channel 1 5 Madison Ave &5th Ave 1 6 Bonnie Way 1 7 Cabot Road & Myrtle Boulevard 2 8 Kolbert Drive 1 9 Premium River Road 1 10 Hommocks Road 1 11 Rockland Ave 1 12 Nancy Lane & Palmer Ave 1 13 Old White Plains Road 1 Table 1.1 —Existing Flood Prone Areas and Grouped Subbasins 1.02 Project Approach The focus of the Comprehensive Drainage Evaluation & Storm Sewer Improvement Recommendations is to provide the Town of Mamaroneck with concept plans and cost opinions that will reduce the frequency and severity of flooding in the Town identified flood prone areas. The project included four tasks that were completed in three phases. 1.02.1 Phase 1 Phase 1 of the study consisted of Task 1 — Mapping of Existing Drainage System & Data Collection. Throughout this phase, H2M worked to collect all relevant data that could assist in the modeling and analysis of the existing 2 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK storm sewer networks. H2M subcontracted NWMCC, who performed CCTV inspections on the existing systems in which they were able to highlight deficient pipe segments,while also providing pipe size and structure locations that were not previously identified within the Town's GIS database. H2M worked to compile all the existing information regarding the Town's storm sewer network, performed site visits and completed topographic surveys at multiple locations. 1.02.2 Phase 2 Phase 2 of the study consisted of Tasks 2 &3 which are highlighted in section 1.02. Under this phase,the existing information compiled in Task 1 was used to develop functioning existing condition hydrologic and hydraulic models. The models allowed H2M to analyze the existing storm sewer networks within the 13 subbasins and highlight system deficiencies. 1.02.3 Phase 3 Phase 3 of the study consisted of developing conceptual drainage improvements that will improve the existing area's drainage system. The conceptual drainage improvements were based on the results of existing modeling performed under Tasks 2 &3 and were evaluated through a proposed condition model.Also, as part of this phase, concept figures were prepared in addition to cost opinions for the improvements suggested at each of the 13 subbasin locations. 2.0 MAPPING OF EXISTING DRAINAGE SYSTEM & DATA COLLECTION A portion of Task 1 of the drainage evaluation consisted of mapping of the existing drainage system. In order to complete this Task, H2M contracted NWMCC to perform CCTV inspection on existing segments of storm piping. H2M reviewed the existing storm maps provided by the Town of Mamaroneck to develop the CCTV inspection scope that NWMCC was to perform. Task 1 of the drainage evaluation also called for the collection of relevant data that is intended to support the assessment of the existing storm sewer systems. Information was therefore gathered from several public sources including United States Department of Agriculture (USDA), National Oceanic Atmospheric Administration (NOAA), Federal Emergency Management Agency (FEMA), and the Westchester County Geo Hub. Record mapping of the existing storm sewer network were also obtained from the Town. 2.01 CCTV Inspection 2.01.1 Scope Upon reviewing the existing, available drainage maps provided by the Town of Mamaroneck, as well as review of the Town of Mamaroneck Storm Sewer GIS database, H2M developed the CCTV inspection scope for each of the 13 subbasin areas. H2M contracted National Water Main Cleaning Company to perform this work. The total amount of CCTV inspection performed was approximately 16,500 linear feet. Work for this portion of the project began in mid-December and concluded in min-January. Due to the cold weather during the initial round of CCTV inspection, it was determined that heavy cleaning would not be included in NWMCC's scope and that only CCTV inspection would be performed at that time. The project team agreed to delay inspection of the pipe segments that required heavy cleaning until September 2024 to avoid issues related to storing equipment in a cold environment. 2.01.2 Results The results of the CCTV inspection were compiled in a series of five reports which were provided to H2M from NWMCC.Within the reports, deficiencies in pipe segments were inventoried using NASSCO Pipeline Assessment Certification Program (PACP). Upon review of the inspection reports, H2M highlighted the segments of deficient piping and identified which segments of piping would require heavy cleaning. H2M prepared the scope for the pipe segments that would require heavy cleaning and NWMCC is on track to complete this work in September 2024. The inspection reports prepared by NWMCC will be provided to the Town upon completion of the project, 3 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK and the NASSCO pipe rating will be added to the Town's GIS database as an attribute for each pipe that was inspected. 2.02 Soil Data The soil data and classification that was used throughout the drainage evaluation was taken from the USDA Natural Resources Conservation (NRCS) Web Soil Survey. The hydrologic soil group within the subbasin areas were assigned based on soil types. These soil types were then used to develop a composite CN(Curve Number) value for each Subbasin location. The Town of Mamaroneck mostly consists of Type B and Type D class soils. Type B soils have moderate infiltration rates while Type D soils have very low infiltrations rates, resulting in high surface runoff. Approximately 30% of the Town's soils either were not rated or no rating was available. Soil types with no rating available that were located within the Subbasin areas were assigned to Type D soil in order to design for the worst-case scenario. In some situations, soils can reflect more than one soil class. For example, if a soil has the classification of A/D, the first letter would apply to dry conditions and the second letter would apply to wet conditions. In each of these scenarios, the second letter was used as the soil classification to model the worst-case (wet conditions) scenario. The full Web Soil Survey report can be found in Appendix N. 2.03 Rainfall Data In order to complete the existing and proposed modeling, the rainfall data to be used in the analysis had to be established. The design storms that were used to evaluate the existing storm sewer network were acquired from NOAA Atlas 14, Volume 10, Version 3. The peak times are computed using the SCS 24-hour Type III distribution as recommended by the New York State Stormwater Management Design Manual (2015). Table 2.1 below shows the rainfall depth estimated during a 24-hour storm event for the different design storms. 10-year 25-year 100-year 5.27 inches 6.42 inches 8.19 inches Table 2.1 —24-hour Precipitation Depth Estimates According to the New York State Stormwater Management Design Manual (2015), most channels and storm drains in New York are designed with sufficient capacity to safely pass the peak discharge from the 10-year design storm. The proposed improvements laid out later in Section 5.0 of the report aimed to take a more conservative approach and used the 25-year storm event as the basis for conceptual design. 2.04 FEMA FIRMette Maps FEMA floodplain maps were compiled for each subbasin location and consist of the flood insurance rate maps (FIRM). All 13 of the FEMA FIRMette maps can be found in the Appendices associated with the 13 subbasin locations. The mapping reveals that a total of 4 of the 13 locations are within or adjacent to areas classified as Zone AE, indicated areas determined to be within the 100-year floodplain or that have a 1% chance of flooding in any given year. The 4 subbasin within Zone AE are: Subbasin 1 — Fenimore Road Culvert, Subbasin 6 — Bonnie Way, Subbasin 9— Premium River Road and Subbasin 10— Hommocks Road. 2.05 Westchester County and Town of Mamaroneck Data 2.05.1 Westchester County Geo Hub The Westchester County Geo Hub provided various pieces of information that were exported into a useable AutoCAD file and incorporated into the concept design figures and were used during the analysis phases. Building footprints, roadways, property lines and 2-foot contours were all obtained from the Westchester County Geo Hub. 4 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 2.05.2 Town of Mamaroneck The Town of Mamaroneck provided H2M with various pieces of existing information that proved vital in an effort to build accurate existing condition models. The Town provided access to their GIS database which contained information on catch basin and manhole locations, drainage pipe layout and sizes, outfall locations and existing detention systems. In addition, The Town provided two sources of historical mapping of the existing storm sewer network throughout the Town. The first set of maps that were obtained consisted of a sewer system evaluation survey completed by O'Brien & Gere (dated April 1985) for the Westchester County Department of Environmental Facilities. These maps consisted of a complete existing condition survey of the entire storm sewer network within the Town of Mamaroneck. Invert information was provided at the majority of the manhole locations which was then used to complete the existing condition hydraulic analysis. Pipe sizes were also included which allowed H2M to limit the survey effort required in most of the subbasin locations. It should be noted that these maps used various datums based on old design drawings and Town specific datums. H2M used best engineering judgment to gauge the accuracy of these maps based on comparison of updated survey information and made adjustments where necessary. The second set of drainage maps identified pipe sizes and layout in certain locations where no other information could be obtained. Utilizing pieces of information from both of the existing sets of drainage maps allowed the existing condition models to be built. Lastly, the Town of Mamaroneck provided background information on the flood prone areas that were identified in the original RFP. Each location was then discussed at the project kick-off meeting, and additional information was conveyed on the nature of each flood prone area which proved to be beneficial in understanding the deficiencies at each subbasin. 2.06 Field Investigation Although the Town and County's geodata provided a great deal of existing information that was utilized to build the existing models, there still remained gaps that had to be filled. While filling those gaps would allow for a comprehensive and complete model to be built with maximum confidence, it did not appear feasible given the project schedule and the amount of effort and investment that would be required. For this drainage evaluation, H2M developed a targeted approach to collect select pieces of information within certain subbasin locations that would provide the greatest value for the modeling efforts. After reviewing each piece of existing information, H2M determined that solutions could be developed for the majority of the subbasin areas, and that topographic survey would only be required at 3 of the 13 locations. 2.07 Resident Input- Experiences & Observations As part of this project, the Town of Mamaroneck sought public input regarding historical flood observations and personal experiences. The Town began to promote this initiative online to solicit information from the public starting in mid-January 2024. A temporary email account was set up where residents could forward their experiences where they could provide input on historic flooding locations. The period in which the Town accepted emails ended on March 16, 2024. H2M reviewed the resident's input and documented which observations were related to the subbasins already in the drainage evaluation.The remainder of the observations were then grouped into new subbasins for future analysis, or they were identified as standalone locations. In total, there were 72 new observations that were submitted to the Town email address. Of those 72 submissions, 38 were associated or adjacent to the subbasin areas already established in this drainage evaluation. The remaining 34 locations were then grouped into new, future subbasin locations for potential study at a later date. Of the 34 remaining observations, 28 were grouped into 10 new subbasin areas with the remaining 6 observations as standalone areas. Observation of flood prone areas will be added to the Town's GIS database. 5 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 3.0 WATERSHED DEVELOPMENT & ANALYSIS Task 2 of the drainage evaluation involved completing a hydrologic analysis of the 13 Subbasin areas within the project scope. Upon completion of Task 1 and the mapping of the existing drainage systems, H2M utilized the topographic data from the Westchester County Geo Hub to determine general watershed boundaries for components of each of the drainage systems. Along with field reconnaissance, the topographic data was supplemented with other available mapping to refine the watershed boundaries which enabled the development of time of concentration and land uses. All of this information was necessary for this evaluation as the United States Soil Conservation Service (SCS) method was used to calculate peak runoff rates from various storm frequencies. The 10-, 25-, and 100-year storm events were analyzed as part of this evaluation. Existing watershed maps for all Subbasin areas can be found in each Subbasin area's respective Appendix (A-M). 3.01 Hydrologic Model Methodology There are three vital pieces of information that are required to calculate runoff quantities for each of the Subbasin areas. The first is the curve number (CN) values which are developed by analyzing the existing land use or landscape description of the Subbasin area. The second value is the time of concentration (TC), which is defined as the time required for water falling on the most remote point of a drainage basin to reach the outlet where remoteness relates to time of travel rather than distance. The last piece of information is the rainfall design storms, which were obtained during Task 1 and are shown in Table 2.1. 3.01.1 Curve Number (CN) Values As noted above, the CN values are important quantities to develop in order to perform a watershed analysis. The major factors that determine the CN are the hydrologic soil group (HSG), cover type and hydrologic condition. Soils are classified into four HSG's (A, B, C and D)according to their minimum infiltration rate. The USDA Natural Resources Conservation (NRCS) Web Soil Survey was used to create soil maps for each of the Subbasin areas and was used to develop the soil classification necessary to calculate CN values. The soil maps were then imported into AutoCAD so various soil types and land uses could be traced and quantified. Table 3.1 below provides an overview of the soil type and land uses that are present throughout the Town, and which were used in the development of the CN value for each Subbasin. CN calculations for each Subbasin area can be found in the Hydraflow Hydrology Reports, which are located within each Subbasin area's respective Appendix(A-M). Cover Type and Curve Numbers for Hydrologic Soil Group Hydrologic Condition A B C D Open Space Poor Condition 68 79 86 89 Fair Condition 49 69 79 84 Good Condition 39 61 74 80 Woods Poor Condition 45 66 77 83 Fair Condition 36 60 73 79 Good Condition 30 55 70 77 Impervious Areas 98 98 98 98 Table 3.1 —Runoff Curve Numbers 6 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 3.01.2 Time of Concentration (TC) As the SCS Unit Hydrograph method was selected to perform the runoff calculations, the time of concentration was calculated as per the TR-55 manual for each of the Subbasin areas. Flow paths were developed based off the 2-foot contours obtained from the Westchester County Geo Hub and were developed for each Subbasin area. To calculate the time of concentration, the flow path was classified as sheet flow (first 150 feet of flow path), shallow concentrated flow (surface flow after 150 feet) and channel flow. Most of the flow paths required a combination of the different classifications. Time of concentration calculations for each Subbasin area can be found in the Hydraflow Hydrograph Reports, which are located within each Subbasin area's respective Appendix (A-M). 3.01.3 Rainfall The existing condition models were run using the rainfall data and design storms as shown in Table 2.1. As noted above, the 10-year, 25-year and 100-year design storms were used to analyze the peak runoff rates and runoff volume for each of the Subbasin areas. Rainfall depths that were obtained from NOAA Atlas 14 as well as the NRCS Type III distribution were used in the modeling effort. All storms have been modeled over a 24-hour distribution. 3.02 Hydrologic Model Inputs & Results The hydrologic modeling for each Subbasin area was developed using Hydraflow Hydrographs Extension for Autodesk Civil 3D. Hydraflow Hydrographs Extension computes SCS runoff hydrographs by convoluting rainfall hyetograph through a unit hydrograph. The Hydraflow Hydrograph Reports for each Subbasin area are located within each Subbasin area's respective Appendix (A-M). 3.02.1 Model Inputs The model inputs, as described in section 3.01, were calculated and added into the modeling software. Table 3.2 below provides a summary of the drainage area, time of concentration and CN value for each of the Subbasin areas. Time of Subbasin # Subbasin Name Area (Acres) Concentration CN Value (Minutes) 1 Fenimore Road Culvert 250.74 47.8 69 Colonial Ave & Homer Ave, 2 Glenn Road and Echo Lane & 112.91 23.6 86 Maplewood Street 3 7 Country Road 59.97 22.9 63 4 Fenimore Road Stone Drainage 38.57 20.2 66 Channel 5 Madison Ave &5th Ave 155.87 28.1 80 6 Bonnie Way 58.87 59.6 73 7 Cabot Road & Myrtle Boulevard 180.55 28 87 8 Kolbert Drive 211.28 61.7 70 9 Premium River Road 36.4 35 77 10 Hommocks Road 469.87 39.5 87 11 Rockland Ave 4.75 14.5 83 12 Nancy Lane & Palmer Ave 27.16 24.1 85 7 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 13 Old White Plains Road 26.49 21.2 82 Table 3.2-Hydrologic Model Inputs 3.02.2 Model Results Table 3.3 below summarizes the peak runoff flow rate at each design storm for the 13 Subbasin areas. Subbasin # Subbasin Name 10-Year(CFS) 25-Year(CFS) 100-Year(CFS) 1 Fenimore Road Culvert 217.09 311.69 466.38 Colonial Ave & Homer Ave, 2 Glenn Road and Echo Lane & 304.69 390.1 521.27 Maplewood Street 3 7 Country Road 73.17 111.13 174.91 4 Fenimore Road Stone Drainage 58.58 86.2 131.89 Channel 5 Madison Ave &5th Ave 346.25 458.85 634.01 6 Bonnie Way 69.89 97.17 140.93 7 Cabot Road & Myrtle Boulevard 482.01 613.92 816.35 8 Kolbert Drive 219.19 311.89 462.64 9 Premium River Road 67.04 90.56 127.52 10 Hommocks Road 1070.15 1364.39 1815.01 11 Rockland Ave 14.85 19.31 26.19 12 Nancy Lane & Palmer Ave 73.18 64.2 126.56 13 Old White Plains Road 70.31 32.03 125.7 Table 3.3-Subbasin Peak Runoff Flow Rates Table 3.4 below summarizes the total runoff volume at each design storm for the 13 Subbasin area. Subbasin # Subbasin Name 10-Year(CU-FT) 25-Year(CU-FT) 100-Year(CU- FT) 1 Fenimore Road Culvert 1,967,525 2,778,423 4,117,530 Colonial Ave & Homer Ave, 2 Glenn Road and Echo Lane & 1,536,491 1,989,713 2,691,410 Maplewood Street 3 7 Country Road 363,004 533,900 823,854 4 Fenimore Road Stone Drainage 267,981 385,828 582,967 Channel 5 Madison Ave &5th Ave 1,757,789 2,337,734 3,259,437 6 Bonnie Way 532,976 735,169 1,063,929 7 Cabot Road & Myrtle Boulevard 2,486,667 3,200,901 4,316,450 8 Kolbert Drive 1,722,746 2,417,979 3,561,419 9 Premium River Road 376,632 508,493 719,978 10 Hommocks Road 6,519,326 8,391,850 11,316,490 11 Rockland Ave 58,959 77,294 106,197 8 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT EA I H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 12 Nancy Lane & Palmer Ave 356,743 463,376 630,654 13 Old White Plains Road 322,478 424,759 586,414 Table 3.4—Subbasin Peak Runoff Volumes 4.0 HYDRAULIC MODELING & REVIEW OF FINDINGS Task 3 of the drainage evaluation required a hydraulic analysis of the existing storm sewer networks within the 13 Subbasin areas. Information gathered during Tasks 1 and 2 was analyzed and reviewed to determine the approach for the existing condition hydraulic modeling. Autodesk Storm and Sanitary Analysis (SSA)models were prepared for the storm networks within the project area using the SCS TR-55 computation method. Given the nature of the drainage issue throughout the Town, the hydrodynamic link routing method was used during the analysis. Hydrodynamic routing solves the complete St. Venant equations throughout the drainage network and includes modeling of backwater effects, flow reversal, surcharging, looped connections, pressure flow, tidal outfalls, and interconnected ponds. Storm networks were analyzed for the 10-, 25-, and 100-year design storms using a SCS Type III 24-hour storm distribution. Flooding has been quantified as any surcharge above the surface inlet grade elevation. Findings for each Subbasin area will be summarized in the sections below and deficiencies within the storm sewer networks will be classified as: limited infrastructure, insufficient infrastructure capacity, private property issues, issues beyond Town limits, or other. Existing condition hydraulic model outputs, which depict flooded nodes and surcharged piping, are located within each Subbasin area's respective Appendix(A-M). 4.01 Existing Hydraulic Model Methodology The methodology that was implemented to estimate peak runoff rates and peak volumes was the same methodology that was used in hydrologic modeling as both models used the same SCS TR-55 calculation method. The major difference between the two models is that the hydrology model only required one hydrograph for each Subbasin area. For the hydraulic modeling, a new hydrograph had to be developed for each surface inlet within the Subbasin area. As we evaluated each drainage system, it did not seem practical, in certain areas, to invest the time modeling small diameter trunk lines that were located miles upstream of the original complaint locations. As such, detailed modeling of the downstream systems (where the complaint location was reported) provided a general understanding of upstream surcharge potential. Guidelines were developed for how to account for these upstream systems and are included in the existing condition models. As mentioned above, a new hydrograph had to be developed for each surface inlet within the Subbasin areas. For the methodology used in developing the CN value, time of concentration, and rainfall data to generate peak runoff rates and volumes, refer to Section 3.01. Information obtained in Task 1 was used to develop the existing condition storm networks that were to be analyzed. A combination of the Mamaroneck provided storm system maps and the GIS database was used to locate and model the storm structures and piping within the Subbasin areas. Some of the limitations of the existing information from Task 1 included missing or unconnected pipes & structures, missing invert and top of frame elevations of existing structures, and lack of pipe material or size. Best engineering judgment was used to fill in the gaps of the existing data. Assumptions had to be made where existing information was unavailable or could not be confirmed. The rim elevations of the drainage structures were assumed to match the Westchester County 2-foot contours. The invert elevations of the main trunk lines that were modeled were assumed to match the storm maps provided by the Town of Mamaroneck and prepared by O'Brien & Gere (dated April 1985). As multiple datums were referenced in the 1985 maps, each invert elevation was reviewed for general accuracy and modifications were made using best engineering judgment where necessary based on ground elevations. The catch basin and manholes used within the SSA model where input as the default size as no size information was available. 9 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 4.02 Existing Hydraulic Model Results All existing condition hydraulic modeling outputs can be found in each Subbasin area's respective Appendix (A- M). The following sections will highlight the findings from the existing condition hydraulic modeling within each Subbasin. A deficiency classification (limited infrastructure, insufficient infrastructure capacity, private property issues, issues beyond Town limits, or other) has also been assigned for each Subbasin. 4.02.1 Subbasin 1 — Fenimore Road Culvert The design point of this subbasin is the culvert that runs perpendicular underneath Fenimore Road and lies adjacent to Glencoe Pass. The goal of the analysis in this location was to determine the capacity of the existing culvert. Topographic survey completed by H2M revealed that the culvert had a 30" diameter, had a length of approximately 47' and a slope of 1.91%. The existing condition modeling revealed that the culvert could convey a maximum of 42.50 cfs before overtopping onto Fenimore Road. The existing capacity of the Fenimore Road culvert cannot convey even the 10-year design storm,which has a peak runoff discharge rate of 217.09 as shown in Table 3.3. The deficiency classification for this subbasin area is insufficient infrastructure capacity. 4.02.2 Subbasin 2 —Colonial & Homer Ave, Glenn Road and Echo Lane & Maplewood Street Upon the initial review of the various flood prone areas, it was apparent that Colonial & Homer, Glenn Road, and Echo Lane & Maplewood Street were a part of the same storm network, and the locations were close enough where it made sense to analyze as one subbasin. The design point for this location is the drainage structure on Bryson Ave, which is just downstream of where the Colonial Ave storm network combines with the Glenn Road storm network. Echo Lane & Maplewood Street is located upstream of the trunk line in Glenn Road. The existing condition hydraulic model revealed that the storm network is not currently able to convey the 10-year storm event, with flooded structures shown on Murray Ave, Colonial Ave and Glenn Road. The storm network upstream of both Murray Ave and Glenn Road also revealed surcharged piping and additional flooded structures. There appears to be low points at the back of the properties between Murray Ave and North Chatsworth Ave that would appear to contribute to the flooding issues. The deficiency classification for this subbasin area is insufficient infrastructure capacity and private property issues. 4.02.3 Subbasin 3—7 Country Road The subbasin area for this location is the watershed that contributes runoff to an existing detention pond located in the front yard of 7 Country Road. According to the documents provided within the RFP, as well as discussions with the Town, the 36" outlet pipe from the detention pond has become damaged and hydraulically insufficient. The CCTV inspection performed by NWMCC revealed several deficiencies within this pipe segment.Additionally, the existing outlet pipe is located close to existing foundation walls on the property.The existing modeling exposed that the existing outlet pipe could pass a 10-year storm event but could not covey a 25-year design storm without overtopping the detention pond. The deficiency classification for this subbasin area is a combination of insufficient infrastructure capacity and private property issues. 4.02.4 Subbasin 4— Fenimore Road Stone Drainage Channel The design point for this subbasin area is where a stone lined drainage channel, that runs adjacent to Fenimore Road, enters a closed drainage system. The closed drainage system consists of multiple segments of single and dual 24" pipe segments. As part of the analysis in this location, the stone lined drainage channel and the closed drainage system was modeled. It was found that the stream channel was undersized and could not convey a 10- year storm event. The SSA model prepared for the closed drainage system demonstrated flooded structures and surcharged piping during the 10-year design storm. The deficiency classification for this subbasin area is insufficient infrastructure capacity. 4.02.5 Subbasin 5—Madison Ave &5th Ave The intersection of Madison Ave &5th Ave is located within a low point of a significant watershed area that drains towards it from the north. Multiple trunklines run down New Jefferson Street, Myrtle Boulevard and Madison Ave and meet at this intersection. The trunkline that accepts the upstream flow and runs down 5th Ave is a 31" x 60" 10 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK concrete box culverts. The storm networks upstream of the 5th Ave trunk located within the streets listed above are in most cases much smaller. The existing condition modeled revealed that almost every catch basin located within Madison Ave became surcharged when the 10-year design storm was analyzed. Upstream structures within New Jefferson Street, as well as structures downstream of Madison & 5th located on Lester Place became surcharged during the 10-year design storm. The 31" x 60" concrete was also shown to be surcharged from the existing condition modeling. The system within 5th Ave combines with a City of New Rochelle system at the intersection with Valley Place, and flow from the City system is beyond control of the Town. As there appears to be enough surface inlets at the intersection of Madison Ave&5th Ave,the deficiency classification for this subbasin area is insufficient infrastructure capacity and issues beyond Town limits. 4.02.6 Subbasin 6—Bonnie Way The Bonnie Way subbasin was analyzed in two, separate parts. The first component of the subbasin analysis involved the existing storm network within the Bonnie Way neighborhood.The second component of the subbasin analysis involved the open channel that runs parallel to properties on the north side of Bonnie Way. The existing condition modeling that was done on the storm network showed multiple flooded structures at the intersection of Bonnie Way and Addee Circle during the 10-year storm event. Additional structures were shown to have become surcharged at the same intersection, as well as at the intersection of Bonnie Way and Briar Close Road during the 25- and 100-year storm events. The deficiency classification for this component of the subbasin area is insufficient infrastructure capacity. The second component of the Bonnie Way subbasin area is the open channel that runs behind properties on the North side of Bonnie way. The channel begins at an outfall of Sheldrake Lake and eventually crosses underneath Weaver Street after passing by the properties along Bonnie Way. H2M completed topographic survey in this location, and it showed that the open channel had a slope of less than 0.25%. It became apparent that the channel was undersized and modifications to increase the capacity of the channel are required. As this channel is located in a FEMA floodplain, and any modifications to the channel would alter the floodplain, improvements were not explored at this time. If the Town desires to engage FEMA in the future, it is recommended that the existing channel be widened to increase the capacity, or that a berm be installed between the open channel and the properties along Bonnie Way. The deficiency classification for this component of the subbasin area is a combination of private property issues, issues beyond Town limits, and other. 4.02.7 Subbasin 7—Cabot Road & Myrtle Boulevard This subbasin area was the second subbasin that involved the combination of multiple locations. Myrtle Boulevard lies upstream of Cabot Road and is a part of the same storm network, and it was determined that it would be analyzed as one subbasin area. The design point for this location was chosen to be the outlet pipe of the storm network, which is a dual segment of piping that runs underneath the New England Thruway.. Modifications to the piping that runs underneath the Thruway may prove difficult. This storm network receives a significant watershed as the design point is the end of the network. Subbasin 2 contributes to this watershed and is located a few thousand feet upstream of the Subbasin 7 design point. Runoff from Weaver Street, which is a County Road and has limited surface inlets, also contributes to this subbasin. The existing condition hydraulic model indicated that the existing trunkline within Myrtle Boulevard is undersized and is surcharged during the 10-year storm event, which causes flooded structures within Myrtle Boulevard. The existing modeling also indicated that the existing structures at the bottom of Thompson Street, as well as the structures within the parking lot adjacent to Cabot Road are surcharged during the 10-year design storm. The deficiency classification for this subbasin area is a combination of limited infrastructure, insufficient infrastructure capacity and issues beyond Town Limits. 4.02.8 Subbasin 8—Kolbert Drive The design point for this subbasin area was the location in which the most downstream catch basin located within Kolbert Drive discharges into the existing stream channel. The stream starts adjacent to Adrian Circle and runs along the eastern shoulder of Kolbert Drive. The Town maintains this open channel through an existing drainage easement.This subbasin area includes approximately 14 catch basins that are apart of 6 separate storm networks 11 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK that each discharge into the adjacent stream at different locations.The existing condition hydraulic model revealed that the majority of the inlet structures located within Kolbert Ave became flooded when the 10-year design storm was analyzed, including the two catch basins located in front of the properties that reported the drainage issue. The deficiency classification for this subbasin area is a combination of limited infrastructure and insufficient infrastructure capacity. Further evaluation of the existing stream channel cross section (which was not included in this study)would be required to determine if capacity upgrades are needed to the private culverts located within Kolbert Drive. 4.02.9 Subbasin 9— Premium River Road The subbasin area for Premium River Road includes the storm network upstream of the outfall location into Premium River. The storm network receives flow from Moran Place, Chester Place, Dillon Road and Pryer Manor Road. The outlet structure at the outfall location is tidally influenced, which causes backups within the upstream networks. The closest upstream inlet structures to the outlet structure are located at the intersection of Pryer Manor Road and Pheasant run, which is an extremely flat section of road and is at the low point of the subbasin area. The existing condition model has shown that the structures at this intersection, as well as additional structures located upstream on Manor Road, become flooded during a 10-year storm event. There also appears to have been an attempt to building a detention pond located behind a few of the properties along Manor Road and it is unclear if it is functioning properly. The deficiency classification for this subbasin area is a combination of private property issues, insufficient infrastructure capacity and issues beyond Town limits. 4.02.10 Subbasin 10— Hommocks Road The design point of the Hommocks Road Subbasin is an outfall into the Long Island Sound that is located behind Hommocks Road School. There appears to be three separate storm sewer networks that outfall into the Sound at this location, all of which are tidally influenced. The first storm network is the largest of the three and begins adjacent to the New England Thruway. This storm network was evaluated, and it revealed extensive flooding at the intersection of Hommocks Road and West Boston Post Road when the 10-year design storm was analyzed. There is significant runoff from Weaver Street that flows overland to the intersection of Hommocks Road and West Boston Post Road. Weaver Street has limited surface inlets that prevent efficient runoff capture and burdens the infrastructure at the intersection. The deficiency classification for this component of the subbasin area is a combination of limited infrastructure, insufficient infrastructure capacity and issues beyond Town Limits. The second storm network within this subbasin area consists of a pipe segment of a few hundred feet that connects a pond within the Hampshire Country Club and the outfall location at the Sound. There are two adjacent catch basins that tie into this line. Existing condition modeling revealed that this pipe segment is surcharged during a 10-year design storm, and the adjacent catch basins are flooded. The deficiency classification for this component of the subbasin area is a combination of issues beyond Town limits, limited infrastructure and insufficient infrastructure capacity. The third storm network within this subbasin is a 72" pipe that connects a pond that is located southwest of Hommocks School and the outfall location at the Sound. The existing condition model has shown that this segment appears to be properly sized to convey the design storms. 4.02.11 Subbasin 11 — Rockland Ave The storm sewer network associated with the Rockland Ave subbasin area is what is considered to be a "bubbler basin". Bubbler basins do not have connections to closed drainage systems that will eventually discharge into open watercourses. The bubbler basins simply move water from one catch basin to another, with the most downstream catch basin overflowing onto the roadway surface as there is no outlet pipe. The existing condition modeling revealed flooding at various catch basins within the storm network during the 10-year storm event, notably the most downstream structure. The deficiency classification for this subbasin area is a combination of limited infrastructure and insufficient infrastructure capacity. 12 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK 4.02.12 Subbasin 12 — Nancy Lane & Palmer Ave The Nancy Lane & Palmer Ave subbasin area consists of the storm network upstream of the manhole located adjacent to 1116 Palmer Ave. This includes the stormwater infrastructure within Palmer Ave, Nancy Lane, Garit Lane and Blossom Terrace. The existing condition modeling indicated that various structures within Garit Lane, at the intersection of Nancy Lane & Palmer Ave, and along Palmer Ave on the opposite side of Weaver Street, are flooded and cannot convey the flow produced by a 10-year design storm. The deficiency classification for this subbasin area is insufficient infrastructure capacity. 4.02.13 Subbasin 13—Old White Plains Road The storm network associated with the Old White Plains Road subbasin area receives runoff from Gate House Lane, Carol Lane from the east, runoff from Winged Foot Golf Club from the west, and runoff from within Old White Plains Road from the North. The storm network discharges at an outfall location in a wooded area within Saxon Woods. There are various low points on the roadway surfaces of Gate House Lane that negatively impact surface runoff. The existing condition hydraulic modeling has shown that structures at the intersection of Gate House Lane and Carol Lane, structures within Gate House Lane and structures on Old White Plains Road are all surcharged during the 10-year design storm. The deficiency classification for this subbasin area is a combination of limited infrastructure and insufficient infrastructure capacity. 5.0 FINAL RECOMMENDATIONS & CONCEPTUAL DESIGN Task 4 of the drainage evaluation includes the development of conceptual design improvements within each subbasin study area. The existing condition modeling completed under Task 2 &3 served as the basis of design for the proposed conceptual improvements. The existing condition models were modified to ensure the design storms could be conveyed under the proposed condition scenarios. Each concept improvement illustrated in Section 5.01 includes a description of the proposed improvement as well as an associated cost opinion. The concept solutions that are proposed include adding surface inlets, upsizing storm sewer pipes, culvert replacement, modification to stream channel geometry and adding flap gates to tidally influenced piping. Each concept improvement was designed to significantly reduce the frequency and severity of flooding that occurs during the 25-year design storm. 5.01 Concept Design and Cost Opinions Each improvement has a concept figure and detailed cost opinion associated with it, which can be found in each subbasin area's respective Appendix (A-M). It should be noted that the proposed improvements shown on the concept drawings are at a schematic level. The layout of the storm infrastructure will need to be finalized and evaluated in more detail as the projects progress into a detailed design phase. 13 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 1 —Fenimore Road Culvert Drainage Issue: Insufficient Infrastructure Capacity Concept Drawing Location: Appendix A, Drawing 1.5 Proposed Improvements: Flood Mitigation: - Increase the existing culvert capacity that runs Subbasin 1 receives a larges watershed to the perpendicularly underneath Fenimore Road north. This includes a portion of the Village of from a 30" concrete pipe to (2) 36" x 102" Scarsdale on the opposite side of Griffen Ave, a concrete box culverts. portion of Winged Foot Golf Club and various - Install wing walls on the inlet side of the culvert neighborhoods adjacent to the golf course. The to aid in hydraulic performance. existing culvert cannot handle the peak discharge rates that the design storms generate as the Town has reported that roadway repeatedly overtops. The proposed culvert improvement will provide a higher level of conveyance and eliminate the issues with roadway overtopping Downstream Impact: Subbasin 1 flows underneath Fenimore Road and combines with a stream that flows from the northwest. A few hundred feet after the two stream channels combine, there is a bridge that passes underneath Winding Brook Road. This improvement is simply upgrading the Fenimore Road culvert capacity and no changes to the watershed area were made to the downstream bridge on Winding Brook Road. Therefore, it is not anticipated that the upgrades to the Fenimore Road culvert would negatively impact the bridge on Winding Brook Road. Concept Construction Cost Opinion: $447,100 14 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 2—Colonial Ave & Homer Ave, Glenn Road, and Echo Lane & Maplewood Street Drainage Issue: Insufficient Infrastructure Capacity & Concept Drawing Location: Appendix B.5 Private Property Issues Proposed Improvements: Flood Mitigation: - Increase the existing 24" pipe capacity from The storm network upstream of the design point on Homer Ave to the intersection of Bryson Street Bryson Lane collects runoff from a large watershed and Murray Ave, approximately 720'. Upgrades in excess of 100 acres. The neighborhoods within to include 460' of 48" pipe, 180' of 42" pipe and this subbasin are fully developed, and there is not 80' of 36" pipe. Replace 12 catch basins in kind much green space where surface runoff could get and install 2 new catch basins. captured or slowed down. The existing storm - Increase the existing 18" pipe capacity from the network is old and not currently sized to convey intersection of Forest Avenue and North runoff from large design storms. The proposed Chatsworth Avenue to the intersection of improvements to the existing storm network Bryson Street and Murray Ave, approximately capacity will alleviate the flooding within Murray 930'. Upgrades to include 650' of 36" pipe, 230' Ave. The improvements will also eliminate the of 30" pipe and 50' of 27" pipe. Replace 9 catch ponding within Glenn Road by the intersection of basins in kind and install 1 new catch basin. Murray Ave, with only a few upstream structures - Install a new 27" main, approximately 450', shown to overflow. These structures are located at along Murray Ave towards Forest Ave and higher points, and any overflowing will be able to connect to the proposed piping at the trickle down to the next structure. intersection of Murray Ave and Bryson Street and install 4 catch basins. - Increase the existing 15" pipe capacity within Colonial Ave, approximately 310'. Upgrade 15" pipe to 24". Replace 5 catch basins in kind. - Install new 18" main in Colonial Ave northwest of the intersection of Colonial Ave and Daymon Terrace, approximately 650'. Install 4 new catch basins. - Increase the existing 36" pipe capacity from the design point in Byron Lane to the intersection of Glenn Road and North Chatsworth Ave, approximately 970'. Upgrades to include 560' of 72" pipe, 370' of 60" pipe and 40' of 54" pipe. Replace 13 catch basins in kind and install 1 new catch basin. - Increase the existing 24" pipe capacity from the intersection of Glenn Road and North Chatsworth Ave to the intersection of Fern Road and Valley Road, approximately 670'. Upgrades to include 250' of 42" pipe and 420' of 36" pipe. Replace 5 catch basins in kind and install 1 new catch basin. - Increase existing pipe capacity from the intersection of North Chatsworth Ave to Fern Road to 24", approximately 200'. Replace 1 catch basin in kind and install 1 new catch basin. - Increase the existing 15" pipe capacity from the intersection of Glenn Road and Rockingstone Ave, approximately 950'. Upgrades to include 500' of 42" pipe and 450' of 36" pipe. 15 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK - Increase the existing 12" pipe capacity from the corner of Glenn Road and Maplewood Street to the beginning of the system on Echo Lane, approximately 630'. Upgrades to include 350' of 27" pipe, 150' of 24" pipe and 130' of 18" pipe. Install 1 new catch basin in Maplewood Street and connect to the proposed line with a 160' section of 18" pipe. Residual Flooding: Multiple layouts, configurations and pipe sizes were looked at within the storm network of the subbasin area. Even after modeling the design point at a lower elevation to obtain more pitch on the upstream piping, some residual flooding still persisted. This minor flooding is associated with a few catch basins located on Glenn Road between North Chatworth Ave and Valley Road. Per the proposed condition modeling, these structures will flood for approximately 10-20 minutes before the ponding subsides. Downstream Impact: When looking at various layouts and pipe sizing to mitigate the flooding in this location, it became clear that the invert elevation at the design point on Bryson Lane would need to be lowered. This invert had to be lowered in order to keep the hydraulic grade line (HGL) below the grade elevation. Without lowering this structure, the proposed modeling continually showed flooding within Murray Ave, Colonial Ave, Homer Ave and Glenn Road. Downstream of the design point on Bryson is a 36"storm main that connects to another subbasin area included in this study, Cabot Road and Myrtle Boulevard. Due to the fact that the structure on Bryson will need to be lowered, and that the proposed piping has been upsized to 72", the entire length of the existing 36" pipe between the subbasin study areas will need to be removed and replaced with a 72" pipe. The approximate length of this replacement is 2100'. The proposed flows from this subbasin area were incorporated into the downstream subbasin (Cabot Road and Myrtle Boulevard) study area. Concept Construction Cost Opinion: $12,387,300 Local Improvements: The scale of the full improvements proposed in this location may not be feasible to accomplish for a variety of factors. In lieu of the full improvement, the following smaller upgrades can be made to be completed as separate projects to provide some level of flood mitigation within this subbasin. It should be noted that although the local improvements will provide a certain level of flood mitigation, they will not fully convey a 25-year storm event. - Increase the existing 24" pipe capacity to 36" from Homer Ave to the intersection of Bryson Street and Murray Ave, approximately 720'. Re-pitch new piping to achieve the maximum slope possible. Install additional catch basins along this run of piping to assist in surface capture. - Increase the existing 18" pipe capacity to 27" from the intersection of Forest Avenue and North Chatsworth Avenue to the intersection of Bryson Street and Murray Ave, approximately 930'. Install additional catch basins along this run of piping to assist in surface capture. - Increase the existing 15" pipe capacity to 24" within Colonial Ave, approximately 310'. - Install a new 27" main, approximately 450', along Murray Ave towards Forest Ave and connect to the proposed piping at the intersection of Murray Ave and Bryson Street and install 4 catch basins. - There is a section of piping within Glenn Road that has a negative pitch. Install new 36" pipe within Glenn Road at proper line and grade from the connection point to the Colonial system at Homer Ave to the intersection of Glenn Road and North Chatsworth Ave. - Concept Construction Cost Opinion for Local Improvements: $2,100,000 16 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 3—7 Country Road Drainage Issue: Insufficient Infrastructure Capacity & Concept Drawing Location: Appendix C.5 Private Property Issues Proposed Improvements: Flood Mitigation: - Install 3 new catch basins at the intersection of Hurricane Ida caused severe damage to the Country Road and Country Lane. Connect catch surrounding property of 7 Country Road due to basins to the existing detention pond in front of 7 a pipe joint failure in the outlet pipe of the Country Road via approximately 170' of 18" pipe. existing detention basin. The existing condition - Plug the existing outlet pipe and abandon in place. modeling revealed that the existing pipe was - Provide a new detention pond outlet location and re- undersized and could not convey a storm of route a new 36" x 48" concrete box culvert outlet Ida's intensity. This improvement will be able to pipe around the property at 7 Country Lane, convey the 25-year storm event without approximately 175'. New outfall location to match overtopping the detention pond and will existing. An easement will be necessary for the eliminate the concern of future erosion due to proposed relocation. the pipe joint failure on the existing outlet pipe. The improvement will also increase the surface capture on Country Road and will provide relief from the separate storm systems located down grade. Downstream Impact: The storm sewer network downstream of the detention pond outlets into a large wetland area behind the properties along Country Road. The improvement in this location has not changed the watershed area that contributes to the wetland area, and no adverse downstream impacts are anticipated due to this improvement. Concept Construction Cost Opinion: $544,600 Subbasin 4— Fenimore Road Stone Drainage Channel Drainage Issue: Insufficient Infrastructure Capacity Concept Drawing Location: Appendix D.5 Proposed Improvements: Flood Mitigation: - Modify the dimensions of the existing stone lined The existing stone drainage channel that runs drainage channel to a 4-foot wide bottom with 3-foot parallel to Fenimore Road receives surface side walls, approximately 1,200'. runoff from Winged Foot Golf Course to the - Increase the existing 24"dual pipe capacity from the north, as well as runoff from the Fenimore road beginning of the closed system at 829 Fenimore that is collected via catch basins that outlet into Road to the end of the closed system across the the open channel. The stone lined channel has street from 810 Fenimore Road, approximately 820'. been reported to overtop and undermine the Upgrades to include 335' of 24" x 72" concrete box adjacent Fenimore Road which requires culvert, 310' of 24" x 60" concrete box culvert and temporary road closure and repairs. This 175' of 24" x 48" concrete box culvert. improvement will increase the hydraulic - (Optional): Install additional catch basins along performance of the channel and allow it to Fenimore Road to assist in surface runoff within the convey the large design storm events. The roadway. improvement to the closed system downstream of the open channel will be able to convey the large design storms and discharge into a wetland area away from private property and out of the Town right-of-way. Downstream Impact: No adverse downstream impacts are anticipated. The closed system discharges into a wetland behind the properties on Country Road. The upgrades are only meant to increase pipe capacity and will not change to total volume that contributes to the discharge point. Concept Construction Cost Opinion: $2,359,500 17 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 5— Madison Ave & 5th Ave Drainage Issue: Insufficient Infrastructure Capacity Concept Drawing Location: Appendix E.5 Proposed Improvements: Flood Mitigation: - The proposed improvements in this location are The intersection of Madison Ave and 5th Ave focused on increasing the pipe capacity within receives flow from a significant storm network Madison Ave. The proposed pipe capacity increase and watershed from the north. The intersection include: is surrounded by steep hills to the north and - 345' of 36" x 48" concrete box culvert west, which contributes to the ponding issues at - 360' of 30" x 48" concrete box culvert the low point at the intersection. Improvements - 260' of 24" x 48" concrete box culvert were focused on increasing the pipe capacity on - 1,270' of 24" pipe Madison Ave as this seemed to have the best - 800' of 18" pipe results when the proposed modeling was completed. Increasing the downstream capacity of the 31" x 60" concrete culvert did not appear to have a significant impact on upstream flooding. It is recommended that the Town work with the City of New Rochelle if the concrete culvert and downstream piping is to be increased in size as downstream conditions are not known. Increasing the pipe capacity within Madison significantly reduces the amount of surface flooding in the proposed condition. There is no adjacent Town-owned land where any meaningful detention could be installed, so detention was not explored at this time. Residual Flooding: After reviewing multiple layouts, configurations and pipe sizes, some residual flooding is still present at the intersection of Madison and 5th as a result of this improvement. Future Studies and Analysis: The existing 31" x 60" box culvert that begins at the intersection of Madison Ave and 5th Ave runs down the middle of 5th Ave before turning south towards the New England Thruway. From the existing storm maps, the culvert appears to increase in size to 8' before passing underneath the Thruway. The location where the existing piping crosses underneath the Thruway, and where it connects to an existing system on the other side of the Thruway, is unknown. CCTV inspection could not be performed on this section of piping as the water level within the pipe made inspection impossible. Future study should be done on the 8' culvert to determine the exact layout and discharge location on the other side of the Thruway. Downstream Impact: Impacts downstream could not be determined at this time as the Town storm system connects with the City of New Rochelle's system. Information on the City's system, and information on the piping under the Thruway, is required to determine the impacts downstream. Concept Construction Cost Opinion: $4,767,700 18 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 6— Bonnie Way Drainage Issue: Insufficient Infrastructure Capacity, private property issues, issues beyond Town Limits and Concept Drawing Location: Appendix F.5 other Proposed Improvements: Flood Mitigation: - Install new piping within Bonnie Way from the The storm network within Subbasin 6 receives existing concrete box at Leatherstocking Trail to the flow from Leatherstocking trail from the south intersection of Bonnie Way and Addee Circle, that travels through the storm network within approximately 290'. Upgrades include 40' of 30" Bonnie Way and discharges to the open pipe, 105' of 27" pipe and 145' of 24" pipe. channel behind the houses on Bonnie Way. The - Install 180'of 24"pipe within Addee Circle, replacing existing condition modeling revealed that the the existing 12" pipe, approximately 180'. Replace 2 intersection of Bonnie Way and Addee circle catch basins in kind and install 2 new catch basins. floods during the design storm event. The - Install 195' of 36" pipe between the intersection of proposed improvement increases the pipe Bonnie Way and Addee Circle to the outfall location capacity of the existing network within Bonnie at the stream behind the properties on Bonnie Way. Way and eliminates the flooding in this location. - Install 330' of 18-24" piping between the midpoint of The open channel north of Bonnie Way receives Briar Close Road to the proposed 36" pipe on the majority of its flow from Sheldrake Lake. Bonnie Way. Replace 4 catch basins in kind and Flood mitigation cannot be estimated at this install 4 new catch basins. time as further information is needed on the lake bathymetry and storage capacity of the lake. The water surface elevation at each design storm is also unknown, which would be necessary to determine general peak flow rates at each of the design storms. Future Studies and Analysis: The open drainage channel located behind the properties on Bonnie Way was originally part of the project scope. After reviewing the FEMA FIRMette maps, it became clear that improvements in this area would not be straightforward. The open channel is in a floodplain and any modifications to the channel, or topography around the channel, would therefore modify the existing floodplain. Any modifications to an existing floodplain require a level of effort and coordination between multiple agencies that was not part of the original scope. Therefore, no improvements to the channel have been proposed at this time. It should be noted that the suggested improvements would include widening the channel, modifying the channel layout, or installing a berm on the side of the channel closest to the properties on Bonnie Way. Downstream Impact: No adverse impacts are anticipated as a result of the pipe capacity increases that are part of the proposed improvement. It is anticipated that the upgraded storm network will collect the surface runoff and discharge into the open channel well before the channel receives additional flow from the Lake's outlet control structure. Concept Construction Cost Opinion: $2,299,400 19 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 7—Cabot Road & Myrtle Boulevard Drainage Issue: Lack of Infrastructure and Insufficient Concept Drawing Location: Appendix G.5 Infrastructure Capacity Proposed Improvements: Flood Mitigation: - Increase the existing 48"-54" pipe capacity from the The design point of this subbasin is the last manhole adjacent to 1 Edgewood Ave to the structure before the network crosses manhole structure just before the New England underneath the New England Thruway. The Thruway, approximately 1,915'. Upgrades to include entire storm network upstream of this location is 1,380' of 72" pipe and 535' of 48"x 96"concrete box a part of this watershed and contributes runoff culvert. Replace 11 catch basins in kind and install to the system within Myrtle and Cabot. The 10 new catch basins. watershed area is just over 180 acres. The - Install new 24" storm main to extend along Cabot existing stormwater infrastructure is undersized Road, approximately 300'. Install 6 new catch to handle large design storms, and there is a basins within Cabot Road. lack of surface inlets within Weaver Street, as - Increase the existing 12"-15" pipe capacity within well as in Cabot Road which is adjacent to the the public parking lot adjacent to Cabot Road to 24", design point. The proposed improvements approximately 460'. eliminate almost all of the local ponding that - Install new 24" storm piping along Laurel Ave, occurs on Myrtle Boulevard, Thompson Street approximately 240'. Replace 2 catch basins in kind and Cabot Road. The improvements within and install 2 new catch basins. Weaver Street will alleviate the burden on the - Increase the existing 24" pipe capacity from the catch basins at the intersection of Myrtle, which intersection of Weaver Street and Myrtle Boulevard are shown to all overflow under the existing to the new 72"main located within Myrtle Boulevard, conditions. approximately 350'. Replace 4 catch basins in kind and install 3 new catch basins. - Replace 6 catch basins in kind and install 2 new catch basins at the intersection of Weaver Street and Myrtle Boulevard. Connect to the new system in Myrtle Boulevard with 24" pipe. - (Optional): Install 24"main within Weaver Street and upstream of the intersection of Myrtle Boulevard. Install catch basins to capture surface runoff before encountering the low point at the intersection. Residual Flooding: Multiple layouts, configurations and pipe sizes were looked at within the storm network of the subbasin area. After modeling a variety of different scenarios, all of the localized flooding was able to be mitigated except for 2 catch basins at a low point within Myrtle Boulevard, as well as one catch basin at the bottom of Thompson Ave. Future Studies and Analysis: If the improvement in this subbasin moves forward into detailed design, the feasibility of regrading localized low points within Myrtle Boulevard and Thompson Street should be evaluated. Downstream Impact: Further evaluation of resulting flows through the Village of Larchmont will need to be completed as part of design development. Concept Construction Cost Opinion: $5,315,700 20 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 8—Kolbert Drive Drainage Issue: Lack of Infrastructure and Insufficient Concept Drawing Location: Appendix H.5 Infrastructure Capacity Proposed Improvements: Flood Mitigation: - There are a total of 6 outalls that discharge into the The nature of the issue in this subbasin area existing stream that runs parallel along Kolbert had to deal with a private property connection to Drive.All 6 storm networks that are connected to the Town storm infrastructure. After the existing outalls have proposed improvements that include condition model was analyzed, it became expanded infrastructure. apparent that the storm network within Kolbert - Install 7 new catch basins along Kolbert Drive Drive was undersized to handle large design - Increase the capacity of the existing piping within storms. Several pipes were revealed to be Kolbert Drive. Upgrades include 515' of 15" pipe, clogged from the Task 1 CCTV inspection and 430' of 18" pipe, and 75' of 60" pipe. will be cleaned as a result. The proposed - Raise the elevation of the existing outfall pipes. improvement includes additional surface inlets Several pipes are submerged under normal non- which will assist in surface runoff capture and storm flow levels. alleviate the existing basins within the - Although improvements to the private culverts along neighborhood. It should be noted that although the eastern shoulder of Kolbert Drive were not the piping improvements will mitigate surface included in this study, the culverts do appear to flooding on the Town roads, the impact these impact the ability of flow to remain within the channel improvements will have on the adjacent stream banks. Improvements to the private culverts will channel remains unknown. These impacts will need to be analyzed as part of a design need to be analyzed as part of a design development phase. development phase. Downstream Impact: The 6 outalls within Kolbert Drive discharge to an existing stream that runs parallel to the roadway. The Kolbert Drive neighborhood is a small percentage of the runoff that contributes to this stream. There are no anticipated downstream impacts related to these improvements. Concept Construction Cost Opinion: $1,043,100 21 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 9— Premium River Road Drainage Issue: Lack of Infrastructure, Insufficient Concept Drawing Location: Appendix 1.5 Infrastructure Capacity and Private Property Issues Proposed Improvements: Flood Mitigation: - Increase the existing 12-24" storm piping between This area of concern is located at a low point of the outfall location at Premium River and the an existing storm network that outlets directly intersection of Pryer Manor Road and Dogwood into an open watercourse which is tidally Place, approximately 1,280'. Upgrades include 750' influenced. A large area from the northeast of 24" x 48" concrete box culvert, 135' of 18" x 48" drains via a closed drainage system down a concrete box culvert, 135' of 15"x 36" concrete box steep hill towards the low point at the culvert and 230' of 12" x 36" concrete box culvert. intersection of Dillon Road and Pryer Manor Replace 7 catch basins in kind and install 3 new Road. The existing storm network is undersized catch basins. and cannot convey the flow that results from - Re-route storm network within Moran Place, large storm events. The proposed improvement Chester Place and Dillon Road to a new outlet will improve the system capacity and reduce location at the intersection of Locust Terrace and flooding at the low spots on Pryer Manor Road Edgewater Place. Install approximately 545' of 18" and Dillon Road. The proposed pipes are pipe and 240' of 24" pipe. Replace 7 catch basins in oversized and at minimal slope, which can act kind. as a means of detention when the system - Install a flap gate on the pipe that outlets into becomes tidally influenced. Premium River. Future Studies and Analysis: The outlet location into Premium River could not be accessed in person. Assumptions had to be made on the invert and exact location of the existing outlet based on topography and information that could be pulled from existing maps. The outlet pipe could not be accessed for CCTV inspection as it was submerged at the time of field work. Further study should be done on the outlet pipe into Premium River to progress this improvement to a detailed design. There appears to be an existing detention pond behind 23 Pryer Manor Road.After review the topography in this location, it is unclear if the detention pond is functional. Additional study should be done on the existing detention pond to determine if there are negative impacts on private property as a result of the function of the pond. Downstream Impact: There are no anticipated adverse downstream impacts as a result of the proposed improvement as this section of storm piping outlets directly to an open watercourse and is located only a few thousand feet from the Long Island Sound. Concept Construction Cost Opinion: $3,520,000 22 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 10— Hommocks Road Drainage Issue: Lack of Infrastructure, Insufficient Concept Drawing Location: Appendix J.5 Infrastructure Capacity and Issues Beyond Town Limits Proposed Improvements: Flood Mitigation: - Increase existing 18" pipe capacity within West Subbasin 10 is a large watershed located at the Boston Post Road from the intersection of West end of an extensive pipe network. The entire Boston Post Road and Weaver Street to the network at the intersection of Hommocks Road intersection of West Boston Post Road and and West Boston Post Road is undersized. The Rockridge Road, approximately 530'. Upgrades to concept design includes installing a large include 125' of 24" pipe, 225' of 36" pipe and 180' of concrete box culvert that will help convey the 48"x 96" concrete box culvert. flow from the vast pipe network upstream. The - Increase existing pipe capacity from the intersection installation of new catch basins on Hommocks of West Boston Post Road and Weaver Street to the Road will assist in surface capture, as there is outfall location at the Sound, approximately 1,900'. currently one existing structure on New pipe size to be 48"x 96" concrete box culvert. approximately 800' of roadway in front of the - Install 8 new catch basins at the low points within school.The existing 72"pipe behind Hommocks Hommocks Road. Connect catch basins to new 48" School has been revealed to be broken and x 96" box culvert via 24" pipes. collapsed. Replacing this pipe in kind will - (Optional): Install new 24" storm piping within restore the hydraulic capacity and is sized Weaver Street. Install 6 new catch basins within the appropriately to handle the large design storms. street to assist in surface capture before water It appears that the existing 72" pipe combined runoff hits the intersection of West Boston Post with the existing 48" behind Hommocks School. Road. It is suggested to separate these lines in the - Install new 36" drainage line between the catch proposed condition as these pipes carry water basins at the intersection Hommocks Road and from 2 separate watersheds and should be Eagle Knolls Road and the new 48" x 96" concrete routed to the Sound separate systems. box culvert on the opposite side of the soccer fields. - Replace the existing 72" pipe located behind Hommocks School in kind. Future Studies and Analysis: It is unclear how the existing piping operates between the pond located within Hampshire Country Club and the outlet location at the Sound. There appears to be a segment of pipe with flap gates that connect these two bodies of water. The on street catch basins are currently tied into this line. Further in-depth studies in coordination with Hampshire Country Club should be done to understand the pipe networks and watercourses within golf course and how this affect the downstream hydraulics. Downstream Impact: There are no anticipated adverse downstream impacts as a result of this improvement. This section of storm network is at the end of a closed system and outlets directly to the Sound. . Concept Construction Cost Opinion: $11,366,900 23 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 11 — Rockland Ave Drainage Issue: Lack of Infrastructure and Insufficient Concept Drawing Location: Appendix K.5 Infrastructure Capacity Proposed Improvements: Flood Mitigation: - Increase existing pipe capacity within Rockland Ave The existing storm network within Rockland Ave to 18", approximately 760'. Connect to existing consisted of 6 catch basins connected via a catch basin located downgrade at the corner of closed pipe network. The catch basin that is Baldwin Place and Rockland Ave. Replace 4 catch located furthest down grade has no outlet pipe basins in kind and install 4 new catch basins. and overflows onto the roadway during storm events. This system is referred to as a "bubbler basin."The proposed improvement will increase the number of surface inlets on Rockland Ave, and will connect the storm network to system that crosses underneath the Thruway. Downstream Impact: There are no anticipated downstream impacts as a result of this improvement. The system that the proposed improvement will tie into discharges into the Sheldrake River just a few hundred feet downstream. The flow added to this system is insignificant compared to the flow the Sheldrake River conveys on a daily basis. Concept Construction Cost Opinion: $613,500 Subbasin 12—Nancy Lane & Palmer Ave Drainage Issue: Insufficient Infrastructure Capacity Concept Drawing Location: Appendix L.5 Proposed Improvements: Flood Mitigation: - Increase the existing 15"-24" pipe capacity from the The storm network within the subbasin area is intersection of Nancy Lane and Palmer Ave to the located at the beginning of the Hommocks Road intersection of Burton Road and Palmer Ave, network that is referenced in Subbasin 10. approximately 825'. Upgrades to include 570' of 24" There are long segments of piping within this pipe, 105' of 30" pipe and 150' of 36" pipe. Replace network that are between 12"-15" which are 4 catch basins in kind and install 2 new catch basins. incapable of conveying roadway runoff of a - Increase the existing 12"-18" pipe capacity from the watershed of this size. There also appears to be intersection of Nancy Land and Palmer Ave to the a diversion manhole at the intersection of intersection of Hawthorne Road and Palmer Ave, Weaver Street and Palmer Ave, where the approximately 1,175'. Upgrades to include 265' of network splits into two segments and run 30" pipe, 200' of 27" pipe, 520' of 24" pipe and 190' parallel down Palmer Ave on opposite sides of of 18" pipe. Replace 9 catch basins in kind and the road. The proposed improvement aims to install 5 new catch basins. modify this layout to one single line down - Increase the existing 24" capacity to 42" from the Palmer Ave. The improvements will increase intersection of Nancy Lane and Palmer Ave to the the system capacity and surface runoff capture. downstream structure where the Howell Ave network ties in, approximately 415. - Install a new section of 24" pipe down Garit Lane and install 2 new catch basins. Downstream Impact: The downstream piping of this subbasin consists of a few thousand feet of pipe between 30"-36" until the network meets another design area included in this study, Subbasin 10 — Hommocks Road. As the proposed improvement in this location requires a 42" pipe to convey a 25-year design storm, it is suggested that the entire run of pipe between the Subbasin 12 design point and the beginning of Subbasin 10 be increased from 30"-36"to 42", approximately 1,250'. Concept Construction Cost Opinion: $3,804,000 24 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin 13—Old White Plains Road Drainage Issue: Lack of Infrastructure and Insufficient Concept Drawing Location: Appendix M.5 Infrastructure Capacity Proposed Improvements: Flood Mitigation: - Increase the existing pipe capacity from the The intersection of Old White Plains Road and intersection of Old White Plains Road and Gate Gate House Lane is prone to roadway ponding House Lane to the intersection of Carol Lane and as a result of localized low spots. The existing Gate House Lane, approximately 415'. Upgrades to infrastructure is also under capacity. The include 165' of 24" pipe, 200' of 21" pipe and 50' of proposed improvements will increase the 18" pipe. Replace 6 catch basins in kind and install capacity of the existing piping, as well as adding 2 new catch basins. catch basins at the localized low points within - Increase the existing 24" pipe capacity within Old the system. White Plains Road from the intersection of Old White Plains Road and Gate House Lane to the outlet location adjacent to 1147 Old White Plains Road, approximately 875'. Upgrades to include 460' of 48" pipe, 230' of 36" pipe and 185' of 24" pipe. Replace 3 catch basins in kind and install 5 new catch basins. Downstream Impact: There are no adverse downstream impacts as a result of the proposed improvement. The section of the storm network is at the end of the system, and discharges into a large, wooded wetland. The watershed contributing to the outlet location remains unchanged, and the improvement will only help convey the surface water to the outlet more efficiently. It would not increase the volume of water that ultimately discharges at the outlet location. Concept Construction Cost Opinion: $1,544,800 5.02 Project Prioritization Part of the project scope includes providing a priority list of the recommended improvements based upon ability to mitigate flood conditions with consideration for construction cost and improved resiliency for Town and private owned property. Other factors that were considered in developing the priority designations include outside agency approvals, property control, ease of construction, project sequencing, required permitting, whether further study &analysis is necessary, downstream impacts, grant assistance and the need for an inter-municipal agreement. The projects shown below in Table 5.1 have been assigned a priority designation A, B or C,with an"A"designation being the highest priority. Projects with designation "A' have generally low costs, limited permitting requirements, do not require improvements downstream to occur first and do not require cooperation with other municipalities. Projects with designation "B" have moderate cost levels, may require improvements downstream to occur first, may include cooperation with other municipalities and have scope that is moderately larger than designation "A". Projects with designation "C" have generally high costs, require downstream improvements to occur first and the project scope will have significant impact on the community during construction. It should be noted that assigned ratings are not intended to represent the relative importance of flood mitigation to any location; nor reflect the intended order of which the Town may choose to pursue each recommendation as part of its ongoing capital plan. The town may elect to implement portions of a location's project recommendations to provide some measure of flood mitigation (not to the 25-year design event) in phases. These evaluations will be dependent upon fiscal capacity and engineering judgement. 25 ENGINEERING REPORT TOWN OF MAMARONECK ENGINEERING DEPARTMENT H2M PROJECT NO.: MMNK 23-01 MAMARONECK, NEW YORK Subbasin # Subbasin Name Cost Opinion Priority Designation 1 Fenimore Road Culvert $447,100 A 2 Colonial Ave & Homer Ave, Glenn Road, $12,387,300 C and Echo Lane & Maplewood Street 3 7 Country Road $544,600 A 4 Fenimore Road Stone Drainage Channel $2,359,500 B 5 Madison Ave &5th Ave $4,767,700 B 6 Bonnie Way $2,299,400 B 7 Cabot Road & Myrtle Boulevard $5,315,700 C 8 Kolbert Drive $1,043,100 A 9 Premium River Road $3,520,000 B 10 Hommocks Road $11,366,900 B 11 Rockland Ave $613,500 A 12 Nancy Lane & Palmer Ave $3,804,000 C 13 Old White Plains Road $1,544,800 A Table 5.1 —Project Priority Designations 26 H2M architects +engineers 1133 Westchester Ave., Ste N-210, White Plains, NY 10605 tel 914.358.5623 fax 914.358.5624 www.h2m.com Appendix A - Fenimore Road Culvert A.1 - Existing Watershed Map A.2 - Hydraflow Hydrograph Report A.3 - Existing Hydraulic Model Output A.4 - Proposed Hydraulic Model Output A.5 - Concept Figure A.6 - Cost Opinion A.7 - FEMA FIRMette Map Z LL o c.� N 55�� �pw � • ❑0 23 c9 fir" 0� O \,,,,,.,, _, ,, ,,c>.: 0 LL (� p p O w w W1 w W w e i , p O — LLLL ° ' ' a o o ,LrLI ❑ 0 ID D0 g� 0, Q p 0a a�ih° a o 1 as � �7 O� �\4� a E (53,;'631:::'.2, ,, Vim• 0 </ qo ❑ C. � o>o f� �C> � C3o Q n . 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' r... : 0 0 0,___„„ „,, , , , 0: , >,, - e' -,. ,—/'-- . ,,0 J -bZOZ`OZ 6eW:uo palloid wdsZ:6-bZOZ`OZ AEA:paili,peVy lsei Emp Jenlnp peob aJO.w,ued-6 uise94n51Z rseJ\P'3 g0\saoo-uopl4NV3-WI3-ZO\sluau;anmdwI;ameg i.uolg 8 uopenlen3 a8euieJ0 vpaume.LeW-IOSZNNWW\lryoauoJewen to amon NNWW\X Hydraflow Table of Contents 1 _Fenimore Road Culvert.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Fenimore Road Culvert 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Fenimore Road Culvert 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Fenimore Road Culvert 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Fenimore Road Culvert EJ Legend Hvd. Origin Description 1 SCS Runoff Fenimore Road Culvert Project: 1 - Fenimore Road Culvert.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 217.09 311.69 466.38 Fenimore Road Culvert Proj. file: 1 - Fenimore Road Culvert.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 217.09 1 774 1,967,525 Fenimore Road Culvert 1 - Fenimore Road Culvert.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Fenimore Road Culvert Hydrograph type = SCS Runoff Peak discharge = 217.09 cfs Storm frequency = 10 yrs Time to peak = 774 min Time interval = 1 min Hyd. volume = 1,967,525 cuft Drainage area = 250.740 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 77.20 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(24.300 x 98)+(99.990 x 61)+(20.430 x 77)+(38.400 x 55)+(14.830 x 80)+(52.790 x 74)]/250.740 Fenimore Road Culvert Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 240.00 240.00 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 - -- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Fenimore Road Culvert Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 3.43 0.00 Land slope (%) = 1.30 0.00 0.00 Travel Time (min) = 59.34 + 0.00 + 0.00 = 59.34 Shallow Concentrated Flow Flow length (ft) = 510.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 5.27 + 0.00 + 0.00 = 5.27 Channel Flow X sectional flow area (sqft) = 10.00 21.00 21.00 Wetted perimeter(ft) = 6.50 10.00 10.00 Channel slope (%) = 1.00 1.00 1.00 Manning's n-value = 0.026 0.030 0.015 Velocity (ft/s) =7.65 8.16 16.33 Flow length (ft) ({0})560.0 4500.0 2180.0 Travel Time (min) = 1.22 + 9.19 + 2.22 = 12.63 Total Travel Time, Tc 77.20 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 311.69 1 773 2,778,423 Fenimore Road Culvert 1 - Fenimore Road Culvert.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Fenimore Road Culvert Hydrograph type = SCS Runoff Peak discharge = 311.69 cfs Storm frequency = 25 yrs Time to peak = 773 min Time interval = 1 min Hyd. volume = 2,778,423 cuft Drainage area = 250.740 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 77.20 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(24.300 x 98)+(99.990 x 61)+(20.430 x 77)+(38.400 x 55)+(14.830 x 80)+(52.790 x 74)]/250.740 Fenimore Road Culvert Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 320.00 - 320.00 I' 280.00 280.00 240.00 240.00 200.00 I 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 466.38 1 771 4,117,530 Fenimore Road Culvert 1 - Fenimore Road Culvert.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Fenimore Road Culvert Hydrograph type = SCS Runoff Peak discharge = 466.38 cfs Storm frequency = 100 yrs Time to peak = 771 min Time interval = 1 min Hyd. volume = 4,117,530 cuft Drainage area = 250.740 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 77.20 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(24.300 x 98)+(99.990 x 61)+(20.430 x 77)+(38.400 x 55)+(14.830 x 80)+(52.790 x 74)]/250.740 Fenimore Road Culvert Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 490.00 I I 490.00 420.00 • 420.00 350.00 350.00 280.00 - 280.00 210.00 210.00 140.00 140.00 )t' NN4*4 — 70.00 70.00 0.00 - Ii I ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc. Tuesday, May 21 2024 Fenimore Road Culvert - Existing Condition Maximum Capacity Invert Elev Dn (ft) = 89.40 Calculations Pipe Length (ft) = 47.00 Qmin (cfs) = 42.50 Slope (%) = 1.91 Qmax (cfs) = 42.50 Invert Elev Up (ft) = 90.30 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 30.0 Shape = Circular Highlighted Span (in) = 30.0 Qtotal (cfs) = 42.50 No. Barrels = 1 Qpipe (cfs) = 42.43 n-Value = 0.013 Qovertop (cfs) = 0.07 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.89 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.35 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 91.74 HGL Up (ft) = 92.48 Embankment Hw Elev (ft) = 94.92 Top Elevation (ft) = 94.91 Hw/D (ft) = 1.85 Top Width (ft) = 46.00 Flow Regime = Inlet Control Crest Width (ft) = 40.00 Elev(ft) Fenimore Road Culvert.Existing Condition Maximum Capacity n:,c=r.to Iftj 95.00 Inlet co to) 4.70 94.00 3.70 ::: - _ 1.70 91.00 0.70 90.00 -0.30 89.00 -1.30 88.00 -2.30 0 5 10 15 20 25 30 36 40 46 60 56 60 65 70 Circule,Culvert ROL Embank Reach(R) Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc. Friday, May 24 2024 Fenimore Road Culvert - Proposed Condition (10-year Storm) Invert Elev Dn (ft) = 89.40 Calculations Pipe Length (ft) = 47.00 Qmin (cfs) = 217.09 Slope (%) = 1.91 Qmax (cfs) = 217.09 Invert Elev Up (ft) = 90.30 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 36.0 Shape = Box Highlighted Span (in) = 102.0 Qtotal (cfs) = 217.09 No. Barrels = 2 Qpipe (cfs) = 217.09 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Flared Wingwalls Veloc Dn (ft/s) = 5.41 Culvert Entrance = 30D to 75D wingwall flares Veloc Up (ft/s) = 7.44 Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 HGL Dn (ft) = 91.76 HGL Up (ft) = 92.02 Embankment Hw Elev (ft) = 93.04 Top Elevation (ft) = 94.91 Hw/D (ft) = 0.91 Top Width (ft) = 46.00 Flow Regime = Inlet Control Crest Width (ft) = 40.00 Elea al Fenimore Road Culvert- Proposed Condition (10-year Storm) Hw Depth(ft) 95.0D 4.70 94.00 3.70 93.0D nlcteentrel 2.70 92.00 1.70 - - 91.00 0.70 90.0D -0.30 89.0D -1.30 88.00 -2.30 0 5 23 25 30 35 40 45 50 55 60 65 70 Box CLI•;_c HGL Embank Reach(ft) Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc. Friday, May 24 2024 Fenimore Road Culvert - Proposed Condition (25-year Storm) Invert Elev Dn (ft) = 89.40 Calculations Pipe Length (ft) = 47.00 Qmin (cfs) = 311.69 Slope (%) = 1.91 Qmax (cfs) = 311.69 Invert Elev Up (ft) = 90.30 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 36.0 Shape = Box Highlighted Span (in) = 102.0 Qtotal (cfs) = 311.69 No. Barrels = 2 Qpipe (cfs) = 311.69 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Flared Wingwalls Veloc Dn (ft/s) = 7.07 Culvert Entrance = 30D to 75D wingwall flares Veloc Up (ft/s) = 8.39 Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 HGL Dn (ft) = 91.99 HGL Up (ft) = 92.48 Embankment Hw Elev (ft) = 94.00 Top Elevation (ft) = 94.91 Hw/D (ft) = 1.23 Top Width (ft) = 46.00 Flow Regime = Inlet Control Crest Width (ft) = 40.00 Elea al Fenimore Road Culvert- Proposed Condition (25-year Storm) Hw Depth(ft) 95.DD 4.70 94.0D fiJelv.,,{.of 3.70 r 93.0D 2.70 92.00 - 4 1.70 91.00 0.70 90.0D -0.30 89.0D -1.30 MOD -2.30 0 15 23 25 30 35 40 45 50 55 60 65 70 Box CLI•;=r; HGL Embank Reach(ft) ®oo , Noo m E 1 w w w w : : : : Y u N d m Q II I 03 m c Q % W �OP9 O c E U Fes. \ O c 3 r m U - Ili" / / - gr SSVd 3O3N310 I/ / N i. a to 11 / C j/ O .(// III iii t as 0 _ p / / / � fA a 16 / // // /// // ///j .V J / 12 / Ce 2 / / / / \ / . '4o unp:uo p8Uold web£:8-t o '40 unp:payipoI lseq bu p/uanlna peon a ouiued-L.uiseggns-£>Isell£selginia go\saoa-uo3laaV3-WIB-ZO\sluawaeadwl/amas u/ols g uogenlen3 eSnuiw4>IaeuaeweW-i.0£Z)INWW\h'oeuoaeweW 70 usol)XNWWVX Date:June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK Fenimore Road Culvert Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.( LS 4% Added below Traffic Control LF 1000 $ 15.00 $ 15,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA $ 6,000.00 $ - Remove and Replace Standard Catch Basin with Frame&Grate EA $ 8,000.00 $ - Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA $ 6,000.00 $ - Remove and Replace Standard Drainage Manhole with Frame&Grate EA $ 7,000.00 $ - Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF $ 175.00 $ - 18"HDPE Pipe LF $ 200.00 $ - 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF $ 230.00 $ - 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF $ 315.00 $ - 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipe' LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipe' LF $ 450.00 $ - 21"RCP Pipet LF $ 500.00 $ - 24"RCP Pipe' LF $ 500.00 $ - 30"RCP Pipe LF $ 750.00 $ - 36"RCP Pipe' LF $ 800.00 $ - 42"RCP Pipe LF $ 1,000.00 $ - 48"RCP Pipe' LF $ 1,000.00 $ - 36"X 102"3-Sided Culvert LF 90 $ 2,000.00 $ 180,000.00 Concrete Endwalls LF 40 $ 500.00 $ 20,000.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap Channel Protection SY 200 $ 100.00 $ 20,000.00 Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 150.00 $ 200.00 $ 30,000.00 Sawcut Pavement LF 180.00 $ 8.00 $ 1,440.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20": LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA $ 500.00 $ - Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF 300 $ 20.00 $ 6,000.00 Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 262.50 $ 120.00 $ 31,500.00 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS 1 $ 75,000.00 $ 75,000.00 Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 100.00 $ 60.00 $ 6,000.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Remove and Replace Stone Site Wall LS 1 $ 40,000.00 $ 40,000.00 Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 429,900 Mobilization(4%) $ 17,200 Total $ 447,100 0 N 'L N w C v ,0' 0 c o 0 0 • N o re O G Q 0 f6 N ,0' o X N c N a N Q} i 0 N f6 £ N O. c E O J LL ' N N'O- 0 0 N N U _ z O O C E t i N N t t E 'a > 16 0 G O N R w 0 . -- Q 0 f'r Y y as S f6 W � t0' N O r O C _ 'ODi Q O O 2 3 3 `� tp N J 'O N 0 as m co, t C 0 0 3 0 C 0 w 4 C -0'O C 0 = y E «O' N O C f6• O C N 3 N E' ' 'o UO O 0 E.o 03 W O O6 O E - 0 0 O K > m O O` CrN C C O X 2 LT Q C C C O N'O C 0 E 2 Q O N O 'r0 N- O.N LL 0 2 LL w O N Q N _O 0 'O .O -0 0 3 o O J y p.'O « 0 'O.t+V O E m O W N R 8 0 0 0 ,l 3 LT- N 11-1 O C N O t > 0 0 0 j . 16 0 0 0 'O fN6 T LWL C r T at+w 12 I" OLL O t 3 C C C C N N N L.T. 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I c 11111 0 — 4 • rn 176= y In - 1 = 4 # Or y4 R p 44, 0.0 co 4141161411114k si Q. lli 4. 4 2 . ...„:, _, ID AK Sr . . r. �. o m o * :i. rli: CO 7-4:r 6- c) -...,.,.," r,-.." 4co 4p .,,,,, . i‘, Urg l lG P cr, (lids,Iii 0 0 J ,_. d H r 0'a' o 1— 4 /11..1.ki ''. .0, N a q CO ir lip411A111111141111 7:3 , , r' ' ) • :.--• pi ie_j i--N' '..- n '4**_ , 1 ____>) c� sa8► $ Raver'iea . ■ in Z m r 11 o C vtit N F' o CO rn Z 0 Appendix B - Colonial Ave & Homer Ave, Glenn Road, Echo Lane & Maplewood Street B.1 - Existing Watershed Map B.2 - Hydraflow Hydrograph Report B.3 - Existing Hydraulic Model Output B.4 - Proposed Hydraulic Model Output B.5 - Concept Figure B.6 - Cost Opinion B.7 - FEMA FIRMette Map v a V < v �Ij ❑ l 2 ffv Co,, �OV ~ 0O S.)GJ o° p (5o?� voo ?\Qoo \.OSo O i .' iC, C 0 o ( w q -z 1 LL 00z\\ o � vNo0 =0 0 O � O�� O � O 9,0 O " O C',0 ; ,,� oQ Oa o \ O '0.,,,, .�aDQ oog Qo �dQ / lvp �� � ; oa'ci3- ,/) d �oU /+ k. QGa � O� G°O.o( ��. 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D Qo 0ao \ o O p\ G [i 0 , :. .� . . a oo , o ,B o\ 0' d , 0 < � aad O 1�C ccy QG$ C r ten _ � ��� � �� ., 4.a � aQ0n IZ'0Z field:uo Pellold od50:6-0Z0Z'0Z kIN:P.00011.1 oop'pooaldeINguual0 1ei,ugo3-Z,Ise94ns1Z 0se1VIN3501s°°o-uopl4NV3-WI3-ZO\sluau;anmd0I,emas i.u°IS8 uogen1en3 e0eul0O v°aumeu,011-10SZNNWI0oau000 to aool)NNWW6X Hydraflow Table of Contents 2-Colonial Glenn Maplewood.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Colonial, Glenn & Maplewood 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Colonial, Glenn & Maplewood 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Colonial, Glenn & Maplewood 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Colonial,Glenn&Maplewood Legend Hvd. Origin Description 1 SCS Runoff Colonial, Glenn&Maplewood Project: 2- Colonial Glenn Maplewood.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 304.69 390.10 521.27 Colonial,Glenn&Maplewood Proj. file: 2- Colonial Glenn Maplewood.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 304.69 1 738 1,536,491 Colonial,Glenn&Maplewood 2- Colonial Glenn Maplewood.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Colonial, Glenn & Maplewood Hydrograph type = SCS Runoff Peak discharge = 304.69 cfs Storm frequency = 10 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 1,536,491 cuft Drainage area = 112.910 ac Curve number = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.30 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(45.050 x 98)+(41.970 x 80)+(25.890 x 77)]/112.910 Colonial, Glenn & Maplewood Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 320.00 I I I 320.00 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 - 120.00 80.00 80.00 40.00 40.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Colonial, Glenn & Maplewood Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 21.74 + 0.00 + 0.00 = 21.74 Shallow Concentrated Flow Flow length (ft) = 150.00 115.00 0.00 Watercourse slope (%) = 15.00 7.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =6.25 5.38 0.00 Travel Time (min) = 0.40 + 0.36 + 0.00 = 0.76 Channel Flow X sectional flow area (sqft) = 0.79 3.14 0.00 Wetted perimeter(ft) = 1.57 3.14 0.00 Channel slope (%) = 1.00 1.00 0.00 Manning's n-value = 0.012 0.012 0.015 Velocity (ft/s) =7.80 12.42 0.00 Flow length (ft) ({0})1400.0 580.0 0.0 Travel Time (min) = 2.99 + 0.78 + 0.00 = 3.77 Total Travel Time, Tc 26.30 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 390.10 1 738 1,986,713 Colonial,Glenn&Maplewood 2- Colonial Glenn Maplewood.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Colonial, Glenn & Maplewood Hydrograph type = SCS Runoff Peak discharge = 390.10 cfs Storm frequency = 25 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 1,986,713 cuft Drainage area = 112.910 ac Curve number = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.30 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(45.050 x 98)+(41.970 x 80)+(25.890 x 77)]/112.910 Colonial, Glenn & Maplewood Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 420.00 420.00 360.00 360.00 300.00 300.00 240.00 - 240.00 180.00 180.00 120.00 120.00 60.00 60.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 521.27 1 737 2,691,410 Colonial,Glenn&Maplewood 2- Colonial Glenn Maplewood.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Colonial, Glenn & Maplewood Hydrograph type = SCS Runoff Peak discharge = 521.27 cfs Storm frequency = 100 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 2,691,410 cuft Drainage area = 112.910 ac Curve number = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.30 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(45.050 x 98)+(41.970 x 80)+(25.890 x 77)]/112.910 Colonial, Glenn & Maplewood Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 560.00 560.00 480.00 480.00 400.00 400.00 320.00 - 320.00 240.00 240.00 160.00 160.00 80.00 80.00 0.00 - - Z 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 � w O �' 6 O O O ool . � '<- >' Q d ' ), ° p p 42' aa,I 2> 000O ° i � Li r L0O6 QJ2 oO� OO4OOOOM ,� i. o ,. 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St C e��� a les:uo'Deltoid ue/Z 6-bZOZ'40 or:pal, 11,poJ ISSEI 5M'D'poonneldeW'uuaISlemolo3-zuiseggns-C>Isel\C selginip g0\s000-uo3\aOV3-WIB-ZO\slueuaeadulaamas i,uc198 uogenlen3 a6eul,W4>Iaauaetum-IOCZ)INWWIh'oeuoteueiry to uool)NNowx Date: June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK Colonial Ave&Homer Ave,Glen Road,Echo Lane&Maplewood Street Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF 8000 $ 15.00 $ 120,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 13 $ 6,000.00 $ 78,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 54 $ 8,000.00 $ 432,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 13 $ 6,000.00 $ 78,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 22 $ 7,000.00 $ 154,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA 6 $ 8,000.00 $ 48,000.00 Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Remove Standard Drainage Manhole,Replace With Oversize Manhole EA 16 $ 10,000.00 $ 160,000.00 12"HDPE Pipe LF 165 $ 175.00 $ 28,875.00 15"HDPE Pipe LF 250 $ 175.00 $ 43,750.00 18"HDPE Pipe LF 2130 $ 200.00 $ 426,000.00 21"HDPE Pipe LF 10 $ 215.00 $ 2,150.00 24"HDPE Pipe LF 730 $ 230.00 $ 167,900.00 27"HDPE Pipe LF 690 $ 240.00 $ 165,600.00 30"HDPE Pipe LF 230 $ 250.00 $ 57,500.00 36"HDPE Pipe LF 1740 $ 315.00 $ 548,100.00 42"HDPE Pipe LF 940 $ 410.00 $ 385,400.00 48"HDPE Pipe LF 460 $ 530.00 $ 243,800.00 12"RCP Pipe 2 LF $ 300.00 $ - 15"RCP Pipe 2 LF $ 450.00 $ - 18"RCP Pipe 2 LF $ 450.00 $ - 21"RCP Pipe 2 LF $ 500.00 $ - 24"RCP Pipe 2 LF $ 500.00 $ - 27"RCP Pipe 2 LF $ 500.00 $ - 30"RCP Pipe 2 LF $ 750.00 $ - 36"RCP Pipe 2 LF $ 800.00 $ - 42"RCP Pipe 2 LF $ 1,000.00 $ - 48"RCP Pipe 2 LF $ 1,000.00 $ - 54"RCP Pipe 2 LF 25 $ 1,000.00 $ 25,000.00 60"RCP Pipe 2 LF 375 $ 1,000.00 $ 375,000.00 72"RCP Pipe 2 LF 565 $ 1,000.00 $ 565,000.00 72"RCP Pipe 2 (Between Subbasin 2 and Subbasin 7) LF 2400 $ 1,000.00 $ 2,400,000.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 11740.02 $ 200.00 $ 2,348,004.63 Sawcut Pavement LF 16620.00 $ 8.00 $ 132,960.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20") LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20") LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 70 $ 500.00 $ 35,000.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 23618.69 $ 120.00 $ 2,834,242.59 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 860.00 $ 60.00 $ 51,600.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 11,910,800 Mobilization(4%) $ 476,500 Total $ 12,387,300 0 N W tjd N w O ^ .0+ °) 1- rtc w o N N O Q Q 0 0 N r o X N c N a N Q} - i N N c 1,1 co £ N O. .2 R O - LL N'a- a 0 N N U Z --__ O O C E N N.c-c E -a > R 0 O.O E N b0taw 0 W CO Q n3 r�' S 0 I 3 To U.U. 0 0 .2 0 0.0• O C _ 'OD i Q O 0 S 3 3 5 w J a Ln a m w s c co 0 3 d c f6 w a. 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'` it ram .`• o. t S Rs'' o 4 T it Co s J $110' A CIO , ► 4114N#44444/41 4, O ' fin _ �' � 4111 i ,..,_ iIms>.-, t_..dn,ib•i „a.l..i. 1 LL O r *0iiiir,..\, w O W r;lflr!L!!uuP!1 .1I _* ti rl t Fro 4:up EP- lir 0 Olt ill 1. - ** a ' '. r < IP it I 41 4. _ Itii . ib 7, it. N ; .• a• 0 CO . $11 441 ..., 0 2 IF 111111rTIA '441111IT r* •CI3 4 Ihilletiorrir ILL 4-1 di" d . ti, illr 1 II 0 .4 M wilfr, . 0 AII*41 1111P4'111 1- \*Ii"..: it 110 ' 41° * ikr 4 . 141;itlif iii ... v. Li_ '',1 -1,, 44 . 11111 C13 11114 o Er-,-. ' hi,i . . * • • �` t .0‘.2 111_, 1,00' . F. .....-i , ji lis o 0 1 R a Appendix C - 7 Country Road C.1 - Existing Watershed Map C.2 - Hydraflow Hydrograph Report C.3 - N/A C.4 - Proposed Hydraulic Model Output C.5 - Concept Figure C.6 - Cost Opinion C.7 - FEMA FIRMette Map —....zir : w 00 ❑o 0 � ° ow " " ; 0 W OW . LL r �o��q El ° O z� rm p aio A400 �6a WWW• 0 � _( .' 0 . >'0' ' '''''.(./ c/ Q ° Oo � w� °' .9 ° Ki' 0 ° A ao �Qaeo o w aE C> � .00 R ove ? ° o 0003 . , O 3 . 'o /3o, % o0 27 > ,0 y - / 0' 64' * C2 I;F o 0 Q �t,, ,. , i °ha 3 °. ° o ' /- , , ‘ )' /- Ti UUv `` Gam/ �/ � -, I".\I I V, ( c N o \ ' ' i 1 2 , ' ) ,//) 'c) 1 ' '/.6 , , r , 0 ' i ' ' § / . 0 0 o C a °° r1 �o Q wd9£:6-bZOZ'OZ Reyy:uo Pallold od50:L-bZ0Z'2 AM:Pa4!PoW Isel 6Mp'pe0Z1 A4,00 L-£,I5e94n51Z re1Wn0501s000-003\00V0-VA-Z0\sluau;enmdWI,eMas,,Jolggu0!W0!en3 e6eu!.0vuaume.1)1-10£ZNNNIVOoeumewe11N 10..1)NNWW6X Hydraflow Table of Contents 3-7 Country Road.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, 7 Country Road 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, 7 Country Road 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, 7 Country Road 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -7 Country Road Legend Hvd. Origin Description 1 SCS Runoff 7 Country Road Project: 3- 7 Country Road.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 73.17 111.13 174.91 7 Country Road Proj. file: 3- 7 Country Road.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 73.17 1 738 363,004 7 Country Road 3- 7 Country Road.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 7 Country Road Hydrograph type = SCS Runoff Peak discharge = 73.17 cfs Storm frequency = 10 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 363,004 cuft Drainage area = 59.970 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.85 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.320 x 98)+(21.140 x 55)+(31.510 x 61)]/59.970 7 Country Road Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 80.00 _ I I 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 7 Country Road Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 14.45 + 0.00 + 0.00 = 14.45 Shallow Concentrated Flow Flow length (ft) = 1250.00 0.00 0.00 Watercourse slope (%) = 4.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.23 0.00 0.00 Travel Time (min) = 6.46 + 0.00 + 0.00 = 6.46 Channel Flow X sectional flow area (sqft) = 10.00 0.79 0.00 Wetted perimeter(ft) = 7.00 1.57 0.00 Channel slope (%) = 1.50 5.50 0.00 Manning's n-value = 0.026 0.012 0.015 Velocity (ft/s) =8.91 18.30 0.00 Flow length (ft) ({0})700.0 700.0 0.0 Travel Time (min) = 1.31 + 0.64 + 0.00 = 1.95 Total Travel Time, Tc 22.85 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 111.13 1 737 533,900 7 Country Road 3- 7 Country Road.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 7 Country Road Hydrograph type = SCS Runoff Peak discharge = 111.13 cfs Storm frequency = 25 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 533,900 cuft Drainage area = 59.970 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.85 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.320 x 98)+(21.140 x 55)+(31.510 x 61)]/59.970 7 Country Road Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 120.00 120.00 1- 100.00 100.00 80.00 - 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 174.91 1 736 823,854 7 Country Road 3- 7 Country Road.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 7 Country Road Hydrograph type = SCS Runoff Peak discharge = 174.91 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 823,854 cuft Drainage area = 59.970 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.85 min Total precip. = 8.19 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.320 x 98)+(21.140 x 55)+(31.510 x 61)]/59.970 7 Country Road Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 180.00 180.00 160.00 160.00 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydraflow Table of Contents 3-7 Country Road-proposed.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/23/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, 7 Country Road 4 TR-55 Tc Worksheet 5 Hydrograph No. 2, Reservoir, Detention Pond 6 Pond Report - 7 Country Lane 7 25 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, 7 Country Road 9 Hydrograph No. 2, Reservoir, Detention Pond 10 IDF Report 11 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -7 Country Road -Detention Pond Legend Hyd. Origin Description 1 SCS Runoff 7 Country Road 2 Reservoir Detention Pond Project: 3- 7 Country Road-proposed.gpw Thursday, 05/23/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 73.17 111.13 7 Country Road 2 Reservoir 1 73.02 110.47 Detention Pond Proj. file: 3- 7 Country Road-proposed.gpw Thursday, 05/23/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 73.17 1 738 363,004 7 Country Road 2 Reservoir 73.02 1 739 363,004 1 46.10 3,871 Detention Pond 3- 7 Country Road-proposed.gpw Return Period: 10 Year Thursday, 05/23/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/23/2024 Hyd. No. 1 7 Country Road Hydrograph type = SCS Runoff Peak discharge = 73.17 cfs Storm frequency = 10 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 363,004 cuft Drainage area = 59.970 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.90 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.320 x 98)+(21.140 x 55)+(31.510 x 61)]/59.970 7 Country Road Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 80.00 _ I I 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 7 Country Road Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 14.45 + 0.00 + 0.00 = 14.45 Shallow Concentrated Flow Flow length (ft) = 1250.00 0.00 0.00 Watercourse slope (%) = 4.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.23 0.00 0.00 Travel Time (min) = 6.46 + 0.00 + 0.00 = 6.46 Channel Flow X sectional flow area (sqft) = 10.00 0.79 0.00 Wetted perimeter(ft) = 7.00 1.57 0.00 Channel slope (%) = 1.50 5.50 0.00 Manning's n-value = 0.026 0.012 0.015 Velocity (ft/s) =8.91 18.30 0.00 Flow length (ft) ({0})700.0 700.0 0.0 Travel Time (min) = 1.31 + 0.64 + 0.00 = 1.95 Total Travel Time, Tc 22.90 min 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/23/2024 Hyd. No. 2 Detention Pond Hydrograph type = Reservoir Peak discharge = 73.02 cfs Storm frequency = 10 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 363,004 cuft Inflow hyd. No. = 1 - 7 Country Road Max. Elevation = 46.10 ft Reservoir name = 7 Country Lane Max. Storage = 3,871 cuft Storage Indication method used. Detention Pond Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 80.00 80.00 70.00 $ 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 2 Hyd No. 1 ILLL_1111 Total storage used = 3,871 cuft Pond Report 7 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/23/2024 Pond No. 1 - 7 Country Lane Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=43.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 43.00 1,250 0 0 1.00 44.00 1,250 1,250 1,250 2.00 45.00 1,250 1,250 2,500 3.00 46.00 1,250 1,250 3,750 4.00 47.00 1,250 1,250 5,000 5.00 48.00 1,250 1,250 6,249 6.00 49.00 1,250 1,250 7,499 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 36.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00 Span(in) = 48.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 43.00 0.00 0.00 0.00 Weir Type = --- --- --- --- Length(ft) = 150.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 8.50 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 6.00 49.00 5.00 48.00 4.00 47.00 3.00 46.00 2.00 45.00 1.00 44.00 0.00 43.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 Total Q Discharge(cfs) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 111.13 1 737 533,900 7 Country Road 2 Reservoir 110.47 1 738 533,899 1 48.16 6,444 Detention Pond 3- 7 Country Road-proposed.gpw Return Period: 25 Year Thursday, 05/23/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/23/2024 Hyd. No. 1 7 Country Road Hydrograph type = SCS Runoff Peak discharge = 111.13 cfs Storm frequency = 25 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 533,900 cuft Drainage area = 59.970 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.90 min Total precip. = 6.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.320 x 98)+(21.140 x 55)+(31.510 x 61)]/59.970 7 Country Road Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 120.00 120.00 1- 100.00 100.00 80.00 - 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/23/2024 Hyd. No. 2 Detention Pond Hydrograph type = Reservoir Peak discharge = 110.47 cfs Storm frequency = 25 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 533,899 cuft Inflow hyd. No. = 1 - 7 Country Road Max. Elevation = 48.16 ft Reservoir name = 7 Country Lane Max. Storage = 6,444 cuft Storage Indication method used. Detention Pond Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 2 Hyd No. 1 ILLL_I I I I Total storage used = 6,444 cuft 11 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/23/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E., N 2ID .Ez Vw inifi : �L VY 0 N d 2,, 76 Q m 0:17c Q co m£U 4- 6> Q C cE'A" d Q 3~ 2, 1— N c U � b ,., ,.;,,, ,., .„ ,.,./3 E., ,.. .,, .,,, p, r dyy'4�4N�oJ I i� I 1011111"--N10 / a` M G c03N4Ry wag) P N (jr. g E,§ ,S 0 0 .. / Eo M CD 0 04, / ----,- ,- I ( 1 £-bZOZ'£Z6eV:uo policed wd8 y£-PCOZ'£Z beI:pemoLlseq Onlppeod tilunoa-2 wseggns-£>Isel\£sselgi 3g0\sooa-uoaaavo-WIB-ZO\sluaweewdwlJeMes uuols 2 uopenlen3 ebeuiwa>Ioeuwewoh-l0£ZNNWW\hoeuoaewen Jo upon 2N01W6X Date: June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK 7 Country Road Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF $ 15.00 $ - Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 3 $ 6,000.00 $ 18,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA $ 8,000.00 $ - Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA 1 $ 15,000.00 $ 15,000.00 Install New Standard Drainage Manhole with Frame&Grate EA 2 $ 6,000.00 $ 12,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA $ 7,000.00 $ - Install New Oversized Drainage Manhole with Frame&Grate EA 2 $ 8,000.00 $ 16,000.00 Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF $ 175.00 $ - 18"HDPE Pipe LF 155 $ 200.00 $ 31,000.00 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF $ 230.00 $ - 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF $ 315.00 $ - 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipet LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipet LF $ 450.00 $ - 21"RCP Pipet LF $ 500.00 $ - 24"RCP Pipet LF $ 500.00 $ - 30"RCP Pipet LF $ 750.00 $ - 36"RCP Pipet LF $ 800.00 $ - 42"RCP Pipet LF $ 1,000.00 $ - 48"RCP Pipet LF $ 1,000.00 $ - 36"X 48"Concrete Box Culvert LF 175 $ 1,650.00 $ 288,750.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 132.75 $ 200.00 $ 26,550.93 Sawcut Pavement LF 310.00 $ 8.00 $ 2,480.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20") LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20") LF 20 $ 300.00 $ 6,000.00 Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA $ 500.00 $ - Stabilized Construction Entrance SY $ 35.00 $ - Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 531.46 $ 120.00 $ 63,775.46 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Modification to Existing Detention Pond LS 1 $ 20,000.00 $ 20,000.00 Landscaping Turf Restoration SY 400.00 $ 60.00 $ 24,000.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 523,600 Mobilization(4%) $ 21,000 Total $ 544,600 0 it 1- re hOv o : 111 _v r a '51 a N QmN £ N m fl!JU a O G oo y wN 12 O) -aN O N N c a3 caaQLL > - 3 m N z a3 c E iN m N.c t E 'o > Na, U Eco oo a a L. 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I n5 cu Z � t a ihi = 0 Appendix D - Fenimore Stone Drainage Channel D.1 - Existing Watershed Map D.2 - Hydraflow Hydrograph Report D.3 - Existing Hydraulic Model Output D.4 - Proposed Hydraulic Model Output D.5 - Concept Figure D.6 - Cost Opinion D.7 - FEMA FIRMette Map O V a � o\ ! o . _ ov oh a �!Thu o V O <Z LL 0 w o , , Z�� _ i O LL.O ,E w w w o f LL z 3r. . °� poi o ° AaE o � , boa a i8 .20 a s r 0 0 .off oO �N, .. 'ram f '�r`i^/?•' o'� �/ j • I ' ji . �� . � 'Pj . � y a r 0' of o II �� 0 ` ,. I I o o Q l 1° o . E 1 o o ' . � a . 1 e 'c) ,,, ,, g , ,.. 1 - lii 1:--) .-- /--- -D ' , Tu o :, . .. , ` O o f a , ,..3, L � ry �.• ;;).' o �� . <4 I> .71a o o 12� _ � LL o Q frZa o 0 o' .�� 0 Q / � � a a o o �o o r � o o //limb o oC o c, o - o2 ri-io0 0 I o —goo � � a 'e Am:uo peuoId.udBZ'.6-p?,e`az beW:pa\npoN Ise1 BMp'Iaaaeyo awls peod an.w,uad-p uise94nsz rise1dinp go a—,,oalaavo-Nls-do\sluau;anmdwI leMes LAOIS 8 uopenien3 26Ellpa v1102u..Len-IOSZNNWN\lryoauoJewen to ao ol)NNWW:x Hydraflow Table of Contents 4-Fenimore Road Stone Drainage Channel.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Fenimore Road Stone Drainage Channel 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Fenimore Road Stone Drainage Channel 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Fenimore Road Stone Drainage Channel 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Fenimore Road Stone Drainage Channel Legend Hvd. Origin Description 1 SCS Runoff Fenimore Road Stone Drainage Channel Project: 4- Fenimore Road Stone Drainage Channel.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 58.58 86.20 131.89 Fenimore Road Stone Drainage Chan Proj. file: 4- Fenimore Road Stone Drainage Channel.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 58.58 1 735 267,981 Fenimore Road Stone Drainage Chan 4- Fenimore Road Stone Drainage Channel.gturn Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Fenimore Road Stone Drainage Channel Hydrograph type = SCS Runoff Peak discharge = 58.58 cfs Storm frequency = 10 yrs Time to peak = 735 min Time interval = 1 min Hyd. volume = 267,981 cuft Drainage area = 38.570 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 20.20 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.300 x 98)+(18.710 x 61)+(12.560 x 55)]/38.570 Fenimore Road Stone Drainage Channel Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 60.00 60.00 50.00 - 50.00 40.00 - 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Fenimore Road Stone Drainage Channel Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 5.00 0.00 0.00 Travel Time (min) = 13.21 + 0.00 + 0.00 = 13.21 Shallow Concentrated Flow Flow length (ft) = 1000.00 0.00 0.00 Watercourse slope (%) = 3.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.79 0.00 0.00 Travel Time (min) = 5.96 + 0.00 + 0.00 = 5.96 Channel Flow X sectional flow area (sqft) = 0.79 10.00 0.00 Wetted perimeter(ft) = 1.57 7.00 0.00 Channel slope (%) = 4.50 5.00 0.00 Manning's n-value = 0.012 0.015 0.015 Velocity (ft/s) =16.55 28.21 0.00 Flow length (ft) ({0})500.0 870.0 0.0 Travel Time (min) = 0.50 + 0.51 + 0.00 = 1.02 Total Travel Time, Tc 20.20 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 86.20 1 734 385,828 Fenimore Road Stone Drainage Chan 4- Fenimore Road Stone Drainage Channel.gturn Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Fenimore Road Stone Drainage Channel Hydrograph type = SCS Runoff Peak discharge = 86.20 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 1 min Hyd. volume = 385,828 cuft Drainage area = 38.570 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 20.20 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.300 x 98)+(18.710 x 61)+(12.560 x 55)]/38.570 Fenimore Road Stone Drainage Channel Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 90.00 90.00 80.00 80.00 70.00 70.00 c 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 131.89 1 734 582,967 Fenimore Road Stone Drainage Chan 4- Fenimore Road Stone Drainage Channel.gturn Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Fenimore Road Stone Drainage Channel Hydrograph type = SCS Runoff Peak discharge = 131.89 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 1 min Hyd. volume = 582,967 cuft Drainage area = 38.570 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 20.20 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(7.300 x 98)+(18.710 x 61)+(12.560 x 55)]/38.570 Fenimore Road Stone Drainage Channel Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 140.00 140.00 120.00 • 120.00 100.00 100.00 80.00 - 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 1 • ♦t Q ♦� v 7 J U X L i M 4) Q) Q C ap C0 C /,/�� Ob L U \ 7 Obi Q LT � � i L c2 �NO00 7 J H Z U1 (n /7'-'77:<;;'° C:J ,C:sj Zi'l \ dL9 0 4 a 0 < U `�* 0 U _o Q., o d c 0 C C ro •, 0 V d L 0 0 E ( 0 I U z „0 5 \�nVf} u)V a.) (13 ‘% LU O 0 o L0) 6 ` Z 6 V ' ). V i'_/? it \� �' (�/jam'/t<J 0 `/(^/1, V / r=, Q c-sC 6 .4 g. 2 rn ,e, 1 0 4 �./ U ' c),,,,, m h ///� \ \ Q/ 1 0 0 1 • ♦t Q ♦� v 7 U X L i M 4) Q) 01 COa p (0 � /,/�� Ob 2 _Cu U \ 7 Obi Q LT � 2 i L �NOOO c2 J H U1 (n )//'- ° 0 <0 ca ,c:sj zi-i \ ,_0 fl 4 a 0 ` U `�* 0 U _o N a a c il 0 C C 0 ro •, V d L r o 0 C I U Z 4, o ' �Z\�nVf} a.) (13 % LiJ ce N d 0 E N N 0 c LL ' ). x i/l) it 0 ' ' 0 c\i / r=, Q D I c:C 6 1 2 \`` fl , 0 4 �./ U ' c),,,,, m h ///� \ \ Q/ 1 0 0 1 • ♦t Q ♦� v 7 U Q M i L 4) Q) W s_ s_ „ '0/01 a p s0 CO /,/�� Ob c2 LT � � i L „N�o3 7 7 J H U1 (n */ 7:6. 0 40 C:2 [:,,j Zi-7 \.. dL9 fl 4 a 0 < O K a • N . . 0 0 L 0C I s Z O O 0 U ` L U) i Cl) CD. ro-0 0 % 0 cc d � L \.3 0 i\ E LU) 6 ` Z 6 V x c:L� V ‘,1) it 0 0 c\i ' r:, Q D u .c:c 6 N 2 fl h En g c '0 , ///��\ \ Q / 1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc. Tuesday, May 21 2024 Fenimore Road Stone Drainage Channel - Existing Maximum Capacity Rectangular Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 2.00 Total Depth (ft) = 2.00 Q (cfs) = 42.45 Area (sqft) = 4.00 Invert Elev (ft) = 84.00 Velocity (ft/s) = 10.61 Slope (%) = 5.48 Wetted Perim (ft) = 6.00 N-Value = 0.025 Crit Depth, Yc (ft) = 2.00 Top Width (ft) = 2.00 Calculations EGL (ft) = 3.75 Compute by: Known Q Known Q (cfs) = 42.45 Elev (ft) Section Depth (ft) 87.00 3.00 86.50 2.50 86.00 2.00 85.50 1.50 85.00 1.00 84.50 0.50 84.00 0.00 83.50 -0.50 0 .5 1 1.5 2 2.5 3 Reach (ft) 4. 0 Q ��' vx U [ �1 N i V�j O. i t d 0 -o a /v 0 01 41 C > �bQ /� Y v 2 4.,u U u Q J b dsN of V p D 1 `� Q J H z Ul (n j\ :', QQ / ` C y 1W `\I Zl cQ Q I Q o 00 0 '< >.' , e,3c ' ,,, u 0 Q., Q E U Q a01 Eil G 0 U Q, . . f� o Q E 0 r W E � IQ r 'co, O o w � ° fl o O � ce d a oa) 0' o ‹ 0E c a) LL Q x Q t Q fl O D ID Q Q N 2 fl IS 0 , V C�t�}, y L,�,,,/ W a Q m o h N i,---,-- ,_ 0 0 a ♦+4 as v U / O. /d t 0 -o o a � v 17 CO , '0 2 N U U ! 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Tuesday, May 21 2024 Fenimore Road Stone Drainage Channel - Proposed (10-year Storm) Rectangular Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 1.26 Total Depth (ft) = 3.00 Q (cfs) = 58.58 Area (sqft) = 5.04 Invert Elev (ft) = 84.00 Velocity (ft/s) = 11.62 Slope (%) = 5.48 Wetted Perim (ft) = 6.52 N-Value = 0.025 Crit Depth, Yc (ft) = 1.89 Top Width (ft) = 4.00 Calculations EGL (ft) = 3.36 Compute by: Known Q Known Q (cfs) = 58.58 Elev (ft) Section Depth (ft) 88.00 4.00 87.00 3.00 86.00 2.00 - v 85.00 1.00 84.00 0.00 83.00 -1.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc. Tuesday, May 21 2024 Fenimore Road Stone Drainage Channel - Proposed (25-year Storm) Rectangular Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 1.66 Total Depth (ft) = 3.00 Q (cfs) = 86.20 Area (sqft) = 6.64 Invert Elev (ft) = 84.00 Velocity (ft/s) = 12.98 Slope (%) = 5.48 Wetted Perim (ft) = 7.32 N-Value = 0.025 Crit Depth, Yc (ft) = 2.44 Top Width (ft) = 4.00 Calculations EGL (ft) = 4.28 Compute by: Known Q Known Q (cfs) = 86.20 Elev (ft) Section Depth (ft) 88.00 4.00 87.00 3.00 86.00 2.00 v 85.00 1.00 84.00 0.00 83.00 -1.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc. Tuesday, May 21 2024 Fenimore Road Stone Drainage Channel - Proposed (100-year Storm) Rectangular Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 2.28 Total Depth (ft) = 3.00 Q (cfs) = 131.89 Area (sqft) = 9.12 Invert Elev (ft) = 84.00 Velocity (ft/s) = 14.46 Slope (%) = 5.48 Wetted Perim (ft) = 8.56 N-Value = 0.025 Crit Depth, Yc (ft) = 3.00 Top Width (ft) = 4.00 Calculations EGL (ft) = 5.53 Compute by: Known Q Known Q (cfs) = 131.89 Elev (ft) Section Depth (ft) 88.00 4.00 87.00 3.00 86.00 2.00 85.00 1.00 84.00 0.00 83.00 -1.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Reach (ft) m ®oo goo CV 2 zso musses 335 — _ __ r 3NnuoliV '' b jf—, / w w w w : : : : V 2 s E U m P a o / \. 2 Q E U z Q !ili it --- - g le' mo,. _ 1—/ UN fitrJ / Z 6 'zi'' 6'' /\ / , z- / n C E N O a E a m 0 a 0 a` 72 co s U c 0 y a et c a N p_ la p _a E = c u_ in er Z Q ce ,Li/II! z, 6eW:uo peoold w0OZ Z-b2OZ'£Z 6eV:pe pooh lseq 6Mp'!auuega auo1S mimed-p wseggnS-£oisel\£sselgieia go\soon-uo3\aava-WIB-ZO\sluaweeadwl JeMeS wio1S uoeeele03 a6euiea4>Iaeuaew0W-10£ZNNWW\I>I'oauoaeweV Jo unwl)NNWW\X f. 72 ®ooMoo / 5 7i i:0: ; : ; : �Ln y v� 5 _v „„, . ..„ 9r / 0 A'f, g O m c o e. / 4- G''U $ sa / o c Ems" c,,r 7 / q �N i/ O a g N C g N N Q ,„4, / CL Q 1, a O a O / . / . a` TA'c C CO U /4' O N s a S O s 60 /o o---- 0" N LO HO FIN 0 3 e et v \------ 49 P . /: M1IATCH LINE SEE SUBBASIN 4.5.t 76 Aeh:uo peuold wpozz-bZOZ'£Z 6eV:paippoV lseq 6mp'lauueg3 auols aaouivad-p u!seggns-£>Isell£5selgi50 go\soon-uoaamo-W18-Zo\sluawaeadwl James uJOJS uogenleA3 ebeuna>loeuaewe auaeue o Amon W-60£ZNNWN111>I'o W1NNWW6X Date:June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK Fenimore Road Stone Drainage Channel Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.( LS 4% Added below Traffic Control LF 1900 $ 15.00 $ 28,500.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA $ 6,000.00 $ - Remove and Replace Standard Catch Basin with Frame&Grate EA $ 8,000.00 $ - Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA 1 $ 5,000.00 $ 5,000.00 Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA $ 6,000.00 $ - Remove and Replace Standard Drainage Manhole with Frame&Grate EA $ 7,000.00 $ - Install New Oversized Drainage Manhole with Frame&Grate EA 7 $ 8,000.00 $ 56,000.00 Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF $ 175.00 $ - 18"HDPE Pipe LF $ 200.00 $ - 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF $ 230.00 $ - 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF $ 315.00 $ - 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipet LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipet LF $ 450.00 $ - 21"RCP Pipet LF $ 500.00 $ - 24"RCP Pipe LF $ 500.00 $ - 30"RCP Pipe LF $ 750.00 $ - 36"RCP Pipe LF $ 800.00 $ - 42"RCP Pipe LF $ 1,000.00 $ - 48"RCP Pipe LF $ 1,000.00 $ - 24"X 48"Concrete Box Culvert LF 170 $ 1,650.00 $ 280,500.00 24"X 60"Concrete Box Culvert LF 315 $ 1,650.00 $ 519,750.00 24"X 72"Concrete Box Culvert LF 335 $ 1,650.00 $ 552,750.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA 1 $ 6,000.00 $ 6,000.00 Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 400.00 $ 200.00 $ 80,000.00 Sawcut Pavement LF 150.00 $ 8.00 $ 1,200.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20": LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA $ 500.00 $ - Stabilized Construction Entrance SY $ 35.00 $ - Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 1512.49 $ 120.00 $ 181,498.61 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Modification to Existing Stream Channel LF 1115 $ 500.00 $ 557,500.00 Landscaping Turf Restoration SY $ 60.00 $ - Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 2,268,700 Mobilization(4%) $ 90,800 Total $ 2,359,500 . 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R co 5 IN LL I 4 ,D o 0 r TN 0 °o "- Ln v N CO v Appendix E - Madison Ave & 5th Ave E.1 - Existing Watershed Map E.2 - Hydraflow Hydrograph Report E.3 - Existing Hydraulic Model Output E.4 - Proposed Hydraulic Model Output E.5 - Concept Figure E.6 - Cost Opinion E.7 - FEMA FIRMette Map ' �b i q ' Oao m U0 o4o �Qo o - � dC a% ) a W b adG o ` 0 , b , a E� '� yo o -VI W O m 8 °of / C>� p' G� u �2 W M N o O . 0 6<9 0 � ° , oo v QO qoo � oQ�0� o\ , :I') w a v o66 o Q 0� QGQ � 'QO \ � O 0O °'�Qo 0 DO Q 40c� - nQ 0� goof 00 - O°L ° o( Ooc,, D0Q0 � - - �eo,,a0so Q ,8�b o Q 9-Q4 0\o o ° � o `7 11 16Q0 . p Q 0 a�0 0 ° �0o � J a °ooa �� J oo � , �O0c �ov 0000 � s�o d ,Jo '3$YO�; �00\o 0; ' Q - p p , Q 80a d pQ ° p o v O p .� o Q ., 00 V, ' C96 0QFp� a o` 33 g ak „ � o o 0o �d em�p o op o ° 0' 00 ° ' �E ao H G0 p d-o,0- �1pdo- O a Q 0 °ecQ0 . 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J c, o .0 �o� Ql , � o� o/d q4o O _ 5 O i C7 a a a ap C? � � IU£Z-t OU'OZ ReJ:uo pallold wd££Z-UUOU'OZ Few:pe!j poI lseq 6Mp'a^U gig'8 uosipepg-g uiseggns\Z gsel\I!AD g0\sooa-uoo\aaVa-WI8-d0\sluawanadwl camas i,ucig g uogenleng eUeu wa goeuaewew-60c3NWW\Ig'oeuoaeweq Jo uool)NNWW6X Hydraflow Table of Contents 5-Madison Ave&5th Ave.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Madison Ave & 5th Ave 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Madison Ave & 5th Ave 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Madison Ave & 5th Ave 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Madison Ave&5th Ave Legend Hvd. Origin Description 1 SCS Runoff Madison Ave&5th Ave Project: 5- Madison Ave &5th Ave.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 346.25 458.85 634.01 Madison Ave&5th Ave Proj. file: 5- Madison Ave &5th Ave.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 346.25 1 739 1,757,789 Madison Ave&5th Ave 5- Madison Ave &5th Ave.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Madison Ave & 5th Ave Hydrograph type = SCS Runoff Peak discharge = 346.25 cfs Storm frequency = 10 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 1,757,789 cuft Drainage area = 155.870 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.10 min Total precip. = 5.27 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(52.690 x 98)+(13.080 x 55)+(30.040 x 61)+(10.000 x 77)+(50.060 x 80)]/155.870 Madison Ave & 5th Ave Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 350.00 350.00 300.00 300.00 250.00 250.00 200.00 200.00 150.00 150.00 100.00 100.00 50.00 50.00 0.00 -�® 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Madison Ave & 5th Ave Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 24.39 + 0.00 + 0.00 = 24.39 Shallow Concentrated Flow Flow length (ft) = 75.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77 Channel Flow X sectional flow area (sqft) = 7.06 0.00 0.00 Wetted perimeter(ft) = 4.71 0.00 0.00 Channel slope (%) = 1.00 0.00 0.00 Manning's n-value = 0.013 0.012 0.015 Velocity (ft/s) =15.03 0.00 0.00 Flow length (ft) ({0})2600.0 0.0 0.0 Travel Time (min) = 2.88 + 0.00 + 0.00 = 2.88 Total Travel Time, Tc 28.10 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 458.85 1 739 2,337,734 Madison Ave&5th Ave 5- Madison Ave &5th Ave.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Madison Ave & 5th Ave Hydrograph type = SCS Runoff Peak discharge = 458.85 cfs Storm frequency = 25 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 2,337,734 cuft Drainage area = 155.870 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.10 min Total precip. = 6.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(52.690 x 98)+(13.080 x 55)+(30.040 x 61)+(10.000 x 77)+(50.060 x 80)]/155.870 Madison Ave & 5th Ave Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 490.00 490.00 420.00 • 420.00 350.00 350.00 280.00 - 280.00 j ..... _ 210.00 210.00 140.00 140.00 70.00 70.00 0.00 - "N 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 634.01 1 739 3,259,437 Madison Ave&5th Ave 5- Madison Ave &5th Ave.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Madison Ave & 5th Ave Hydrograph type = SCS Runoff Peak discharge = 634.01 cfs Storm frequency = 100 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 3,259,437 cuft Drainage area = 155.870 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.10 min Total precip. = 8.19 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(52.690 x 98)+(13.080 x 55)+(30.040 x 61)+(10.000 x 77)+(50.060 x 80)]/155.870 Madison Ave & 5th Ave Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 720.00 720.00 630.00 630.00 540.00 540.00 450.00 450.00 360.00 360.00 270.00 270.00 180.00 180.00 90.00 90.00 0.00 - — I I Z 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n O • v /7 U a] L O. d (1) - 41100/ ,D m Q co M a) H °a l tit* /y a-, p ayeHos \ Z O . I fr ` _o o FL ♦ � N�oNiHs H \•• Z ` w\\� CO_ X No ` *v Lu ''\ \N. 0 \\.\ \ ttior",. (... 1 `'0 / . ,:. V L y O \` I 7'''''.5 N a g oo '''''''' ,�� ' ;\ v L a # ., C r _C _C \ \ (1) 4-' ,— U L) 7 3 '' // HSb 44. N. `\ ` �� you ``. \, s, ,, ,. kir .6, o V / Ao4i: Z o CI 0 \\: U o >C co fa ...,.-.:_, f"%\ V. 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K :gCe O Q -. ry Oni'4 O ,,O `O O O O e O � r O o0r'''''' 41‘.. 00 00 � O /� '40 unp:uo pallold weg 6-fa)Z'40 unp:payipoIN lseq 6uup'any qjg p any uosipepN-g u!seggns-£>Isel\£selginia go\saoa-uo3\aaya-68-zo\sluawanadwl camas wiols 6 uogenlen3 e6euiwa laauaeweW-0£ZNNWW\I>I'oeuoaeweW Jo unwl)NNWW6X ®oo , moo .. = v ; a ' Y - , = Epp= o ry ;'.g F_ o E U I r I ,4 A \ L r E Q 4 `3 1 7 ,Z,A -' N7 I J I d e s \ Q w i \ m m\ to p *...— / in LC) CI yIa \ < I v --- -.141,11M-- \-_-_J L ,-.; a ry* '40 unr:uo pauold weg:6-taz,v0 unp:payipoIN lseq 6uup'amy gjq'8 any uosipepN-g u!seggns-£>Isel\£selginia go\soon-uo3\aaya-68-zo\sluawaeadwl camas wiols 6 uogenleu3 e6euiwa loauaeweint 0£ZNNiniy0i'oeuoaeweI Jo unwl)NNWW6X Date:June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK Madison Ave&5th Ave Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.( LS 4% Added below Traffic Control LF 2600 $ 15.00 $ 39,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 4 $ 6,000.00 $ 24,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 27 $ 8,000.00 $ 216,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 9 $ 6,000.00 $ 54,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 18 $ 7,000.00 $ 126,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Remove Standard Drainage Manhole,Replace With Oversize Manhole EA $ 10,000.00 $ - 12"HDPE Pipe LF 210 $ 175.00 $ 36,750.00 15"HDPE Pipe LF 110 $ 175.00 $ 19,250.00 18"HDPE Pipe LF 780 $ 200.00 $ 156,000.00 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF 1500 $ 230.00 $ 345,000.00 27"HDPE Pipe LF $ 240.00 $ - 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF $ 315.00 $ - 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipet LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipet LF $ 450.00 $ - 21"RCP Pipe LF $ 500.00 $ - 24"RCP Pipe' LF $ 500.00 $ - 27"RCP Pipe LF $ 500.00 $ - 30"RCP Pipe LF $ 750.00 $ - 36"RCP Pipe LF $ 800.00 $ - 42"RCP Pipe LF $ 1,000.00 $ - 48"RCP Pipe LF $ 1,000.00 $ - 54"RCP Pipe LF $ 1,000.00 $ - 60"RCP Pipe LF $ 1,000.00 $ - 72"RCP Pipe LF $ 1,000.00 $ - 24"x 48"Concrete Box Culvert LF 460 $ 1,650.00 $ 759,000.00 30"x 48"Concrete Box Culvert LF 340 $ 1,650.00 $ 561,000.00 36"x 48"Concrete Box Culvert LF 435 $ 1,650.00 $ 717,750.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 3728.29 $ 200.00 $ 745,658.33 Sawcut Pavement LF 5200.00 $ 8.00 $ 41,600.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20"; LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 31 $ 500.00 $ 15,500.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 5593.78 $ 120.00 $ 671,253.19 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 860.00 $ 60.00 $ 51,600.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 4,584,300 Mobilization(4%) $ 183,400 Total $ 4,767,700 0 d m m v o v .°' °� w N 0 O Q Q O CO O N r o k N U H z E N b0 La.2 N W m Q co r'�' s N I 3 n3 w co C 0 2 Ul o.O• O O _ 'OD i Q o 0 2 3 3 m J a ul 2 co w s c m N 3 'c f6 w 4 Q C'O C � . ‹ S r N O C of O C 'iLO 3 N E F w'O UO O 0 y E to l6 W O O N _O _ N N O • > O O 0 1N O . 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N Z z ' . 4 It r Appendix F - Bonnie Way F.1 - Existing Watershed Map F.2 - Hydraflow Hydrograph Report F.3 - Existing Hydraulic Model Output F.4 - Proposed Hydraulic Model Output F.5 - Concept Figure F.6 - Cost Opinion F.7 - FEMA FIRMette Map 02 J A 'C:). •0 - Z; 0 P Q !.� d< v o`er. .v a a 3 �O> a 0 o o S za m d C q 1 , -/�, /�- omaa �s� Q�� �q c .► Q C l Q U 'qo %, .r-,-: ,, „ -',,3' \ 0,k--, g m ® , coL rt Q E I �: 4 Q a o a Q q o ` = =Ea ( , a ' c-,, ° Ate-- ' ' 3 c'J ,' �. ' }.� a, 0 * fir o CJ °>/ ,�.' .r_ ` .. : � , 0` q 0 qua, -40 \_... .. u 1 , q 5 q = d ih ` L I 0 m cn m E: r ffz] L 'U 0 i: ' ' , - At / '( . \'‹\- o Ell Ell r Lj' a, o 4 ,0 _ U Q- ' 01 '. 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Ovlaaume.M-IOSZNNWW\lryoe,o,eweW to aM01 MAW\:X Hydraflow Table of Contents 6-Bonnie Way.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Bonnie Way 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Bonnie Way 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Bonnie Way 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Bonnie Way Legend Hvd. Origin Description 1 SCS Runoff Bonnie Way Project: 6- Bonnie Way.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 69.89 97.17 140.93 Bonnie Way Proj. file: 6- Bonnie Way.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 69.89 1 762 532,976 Bonnie Way 6- Bonnie Way.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Bonnie Way Hydrograph type = SCS Runoff Peak discharge = 69.89 cfs Storm frequency = 10 yrs Time to peak = 762 min Time interval = 1 min Hyd. volume = 532,976 cuft Drainage area = 58.870 ac Curve number = 73* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 59.60 min Total precip. = 5.27 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(12.400 x 98)+(9.800 x 61)+(17.000 x 55)+(12.000 x 80)+(7.670 x 77)]/58.870 Bonnie Way Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 70.00 r 70.00 60.00 • 60.00 50.00 50.00 40.00 - 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Bonnie Way Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 49.95 + 0.00 + 0.00 = 49.95 Shallow Concentrated Flow Flow length (ft) = 900.00 0.00 0.00 Watercourse slope (%) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.61 0.00 0.00 Travel Time (min) = 9.30 + 0.00 + 0.00 = 9.30 Channel Flow X sectional flow area (sqft) = 0.79 0.00 0.00 Wetted perimeter(ft) = 0.50 0.00 0.00 Channel slope (%) = 1.50 0.00 0.00 Manning's n-value = 0.012 0.015 0.015 Velocity (ft/s) =20.58 0.00 0.00 Flow length (ft) ({0})470.0 0.0 0.0 Travel Time (min) = 0.38 + 0.00 + 0.00 = 0.38 Total Travel Time, Tc 59.60 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 97.17 1 761 735,169 Bonnie Way 6- Bonnie Way.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Bonnie Way Hydrograph type = SCS Runoff Peak discharge = 97.17 cfs Storm frequency = 25 yrs Time to peak = 761 min Time interval = 1 min Hyd. volume = 735,169 cuft Drainage area = 58.870 ac Curve number = 73* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 59.60 min Total precip. = 6.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(12.400 x 98)+(9.800 x 61)+(17.000 x 55)+(12.000 x 80)+(7.670 x 77)]/58.870 Bonnie Way Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 100.00 100.00 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 140.93 1 760 1,063,929 Bonnie Way 6- Bonnie Way.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Bonnie Way Hydrograph type = SCS Runoff Peak discharge = 140.93 cfs Storm frequency = 100 yrs Time to peak = 760 min Time interval = 1 min Hyd. volume = 1,063,929 cuft Drainage area = 58.870 ac Curve number = 73* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 59.60 min Total precip. = 8.19 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(12.400 x 98)+(9.800 x 61)+(17.000 x 55)+(12.000 x 80)+(7.670 x 77)]/58.870 Bonnie Way Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 160.00 160.00 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 - 60.00 40.00 40.00 20.00 i 20.00 0.00 - - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l v D +-. u (I) L Q a iii -0 -0 a) a, , . Nip Eli C o ns a, a..+ L L L CP, a) C L L \ . J H Z (n (n Vw `` ��+` BRIAR GLOSS ROAD z IT_ ICJ ,Z: , ' :), x o ��� ,• t 0 J� OBONNIE WAY coa. x a) ��\ w r ``�� �� 0 PP' , ...\:.,` 0 ILII 6 & at J NN44„ iik„ L LI Fir 1 .% a m . h Y N aN 0 5 a l I a) ai � rn 2' C o RI rU Nip, Eli � .+ L L L ' a) C L L _ 7 7 J H Z (n (n `` ��+` BRIAR GLOSS ROAD I s . z x i o o E 1E1) 'C ' 'C ' , t\. J� if") o O N,N. \ BONNIE WAY r'iCOa. x Li-) E-----1 0 r A'%. 444#04k z N. N‘ ppP ILII 6 & at Q N \\ L ,i__1 Fir 1 .% a m I l I a) ai c rn 01 C o (U rU L L L 0i a) C L L ro D D J H Z (n (n ‘11111111g Eli \ ` ��+` BRIAR GLOSS ROAD ` I s . \ ICI) 'C ' 'C ' Xo ; o ���� t o O / BONNIE WAY N f6CD x CV Z © N-N. \ o N. P `;�� `\ Oy. ppP I LI I 6 & at 0* Q L :__1 � _.,,, N. r -,- a m I L__r ® O 1 • v a U u (I) - Q L a cn 13 D a) a) a, rn c o r a, C L L Apo E2\ a) ,-, a+ E ro L L J I Z V) V) \`` BRIAR CLOSE ROAD \�/\ /` a -, \ iii N 0 • ' \\4 ,...., , z '\' . .0#* \� H 0 *C-4V 1 „ :1411111 * al �ti !ip / / 0 fp / / V a p E % / '- - BONNIE WAY Ili L U O O ` / `� �� A �� a iiir , ‘,. 1 -,,. , / I \ , 1111 i 01‘. / i r I ''. ill �� \° m h a c m E 0 h Y a g— L--r ® O 1 • v U u (L) s- Q L a cn D D a) a) a) rn c o no ro C L * . . pia \--ETA a+. a) n3 L L _ l` ` 3 7 \``` BRIAR CLOSE ROAD + 100 N 0 4 l zsl *&, , \ .... 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L.-1,,w cZ ben:uo pauold weLb l l-bLOZ'£Z Fen:pappon lseq 6mp.AeM aiuuos-9 uiseggns-£9sel\£ S?_L PO co\s000-uo3\aa93-WI8-Zo\sluawe wdwl Jews wioiS g uogenleA3 e6euiw4>loeuoiewen-l0£ZNNWn\(vpeuoaewen Jo uool)XNWW6X Date:June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK Bonnie Way Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF 800 $ 15.00 $ 12,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 7 $ 6,000.00 $ 42,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 11 $ 8,000.00 $ 88,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 9 $ 6,000.00 $ 54,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA $ 7,000.00 $ - Install New Oversized Drainage Manhole with Frame&Grate EA 2 $ 8,000.00 $ 16,000.00 Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Remove Standard Drainage Manhole,Replace With Oversize Manhole EA 1 $ 10,000.00 $ 10,000.00 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF $ 175.00 $ - 18"HDPE Pipe LF 630 $ 200.00 $ 126,000.00 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF 375 $ 230.00 $ 86,250.00 27"HDPE Pipe LF 100 $ 240.00 $ 24,000.00 30"HDPE Pipe LF 50 $ 250.00 $ 12,500.00 36"HDPE Pipe LF 180 $ 315.00 $ 56,700.00 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipe' LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipe' LF $ 450.00 $ - 21"RCP Pipe LF $ 500.00 $ - 24"RCP Pipe' LF $ 500.00 $ - 30"RCP Pipe LF $ 750.00 $ - 36"RCP Pipe' LF $ 800.00 $ - 42"RCP Pipe LF $ 1,000.00 $ - 48"RCP Pipe' LF $ 1,000.00 $ - Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA 1 $ 6,000.00 $ 6,000.00 Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 1213.29 $ 200.00 $ 242,657.41 Sawcut Pavement LF 2670.00 $ 8.00 $ 21,360.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20"; LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 30 $ 500.00 $ 15,000.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 1792.68 $ 120.00 $ 215,121.30 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 860.00 $ 60.00 $ 51,600.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 1,084,100 Mobilization(4%) $ 43,400 Total $ 1,127,500 0 N UN w C v .`CI N 6' w o 6) N O Q Q N lO N r o X N c N a N Q) - i N N c l0 £ y O. a E O J LL N N'O- 3 N N N • U _ z O O c E= i N N _ > 16 6) a•O E 0 tol6w 2 {Y m Q f6•r'•r _ Y N S 3 O W 0.c G N 3 r O c _ 6D i Q O o 5 ; 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I 411144 O_ O it m " -inn m F • A in • bA-0 • :1114 • J v- N lib fig' p Appendix G - Cabot Road & Myrtle Boulevard G.1 - Existing Watershed Map G.2 - Hydraflow Hydrograph Report G.3 - Existing Hydraulic Model Output G.4 - Proposed Hydraulic Model Output G.5 - Concept Figure G.6 - Cost Opinion G.7 - FEMA FIRMette Map ) �a a o ro )a a o 3❑ O0 o . , ••• o�' ae �ti �� ° O ° °` o (J 0 o ` e p p a p � yO ° 100 Q 0 ` c - a °� �°‘ ?4•0 d00 �,8 200Q°oO °° � r �G 0o 2 A aa� � ` o , • Q v E • Q°Q �:0 3 '% 'Q6' r? c.fo 'Q 0o o o0 o bo o oQ210, O°° no Q CQ � ,� °E . . a33C � 00, � �/% o 4#dQ ' ioQ �Ql\, dl / 4 �� , � ,>„ o 4Qd � 0 • *. c ,,,,<', -.—Ys) 0 . 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D O K) p �° 000 o Q 'o�pG- a � a 0C � -� p oQO6 oQ DD11° .(6. a 0 q� � °Q, � a ,V Q a s dQ m000 baC o�go0 �o °0od 0�o ��o4 a Q �b o0 3 wd£6 1-4ZOZ'O?Aen:uo paugd wdgO:L-tzaz oZ ben Pa9!Pon poi 6,up aIPAVN 2loge3-L J seqqnsz Sse1V!no goAs000-uo3Aaav3-W!3-ZoAsluau;anmdu!Jes es i,uolg 2 uogen!en3 a oo o p oisuume.aeW-,G£?NNWWVIryoe,01eueW to urnol)NNWW6X Hydraflow Table of Contents 7-Cabot&Myrtle.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Cabot Road & Myrtle Boulevard 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Cabot Road & Myrtle Boulevard 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Cabot Road & Myrtle Boulevard 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Cabot Road&Myrtle Boulevard Legend Hvd. Origin Description 1 SCS Runoff Cabot Road&Myrtle Boulevard Project: 7- Cabot& Myrtle.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 482.01 613.92 816.35 Cabot Road&Myrtle Boulevard Proj. file: 7- Cabot& Myrtle.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 482.01 1 739 2,486,667 Cabot Road&Myrtle Boulevard 7- Cabot& Myrtle.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Cabot Road & Myrtle Boulevard Hydrograph type = SCS Runoff Peak discharge = 482.01 cfs Storm frequency = 10 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 2,486,667 cuft Drainage area = 180.550 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.00 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(72.040 x 98)+(84.800 x 80)+(23.710 x 77)]/180.550 Cabot Road & Myrtle Boulevard Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 490.00 490.00 420.00 • 420.00 350.00 350.00 280.00 - 280.00 210.00 210.00 140.00 140.00 70.00 70.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Cabot Road & Myrtle Boulevard Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 5.00 0.00 0.00 Travel Time (min) = 19.89 + 0.00 + 0.00 = 19.89 Shallow Concentrated Flow Flow length (ft) = 150.00 115.00 0.00 Watercourse slope (%) = 15.00 7.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =6.25 5.38 0.00 Travel Time (min) = 0.40 + 0.36 + 0.00 = 0.76 Channel Flow X sectional flow area (sqft) = 0.79 3.14 4.91 Wetted perimeter(ft) = 1.57 3.14 3.93 Channel slope (%) = 1.00 1.00 2.00 Manning's n-value = 0.012 0.012 0.012 Velocity (ft/s) =7.80 12.42 20.39 Flow length (ft) ({0})1400.0 580.0 4400.0 Travel Time (min) = 2.99 + 0.78 + 3.60 = 7.36 Total Travel Time, Tc 28.00 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 613.92 1 739 3,200,901 Cabot Road&Myrtle Boulevard 7- Cabot& Myrtle.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Cabot Road & Myrtle Boulevard Hydrograph type = SCS Runoff Peak discharge = 613.92 cfs Storm frequency = 25 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 3,200,901 cuft Drainage area = 180.550 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.00 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(72.040 x 98)+(84.800 x 80)+(23.710 x 77)]/180.550 Cabot Road & Myrtle Boulevard Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 630.00 630.00 540.00 540.00 450.00 450.00 360.00 - 360.00 270.00 270.00 180.00 180.00 90.00 90.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 816.35 1 738 4,316,450 Cabot Road&Myrtle Boulevard 7- Cabot& Myrtle.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Cabot Road & Myrtle Boulevard Hydrograph type = SCS Runoff Peak discharge = 816.35 cfs Storm frequency = 100 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 4,316,450 cuft Drainage area = 180.550 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 28.00 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(72.040 x 98)+(84.800 x 80)+(23.710 x 77)]/180.550 Cabot Road & Myrtle Boulevard Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 819.00 819.00 702.00 702.00 585.00 585.00 468.00 - - 468.00 351.00 351.00 234.00 234.00 117.00 117.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '� v L 4 Y U v 2 Q Y d ) , i� v a) J/4\ -. p (0 t0 /� c a a) - L L / (/\) V <NN) 00 ' '/\ 4 � \ 0 \\2 .vim% O0 f 0 � . Q, `\ 000 00 0 -- �� 0°IT_ (6 \ n 0 z r,_ , \ ' - P.,0 ' .0 E ca N' . ,•;e Z c}n <2 > % 00 Cl) I- E S, • �� ' >' �. \/<> w o fa 0 \ I tft <>/ - o 0 o. 5. /\\ • C ,n, \) u 0,V<> aa`,,„ l\/may$,0 0 14 O a 0 0 0 °a, V ,1v '\.' 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I 0 w £ f, LLi i r _ I � N ,,,CH LINE 1(i' SEE SIIBBASIN]51� J ma E I 11 $ 41 U ZOZ'£Z AeJ uo penoid we/9:01-bZOZ`£ZAeyy:palppom MN BMp'aISAI goge3-KL uiseggng-g>Ise11£selginio g0\sooa-uop\Qrdyo-WIS-ZO\sluewaAwdwl Lamas 5,1015 55 uogenlen3 a eul,wa>loauaeweW-60£ZNNWWI(mseuoaeweI to uono1)NNV X Date: June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK CABOT ROAD&MYRTLE BOULEVARD Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF 2500 $ 15.00 $ 37,500.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 25 $ 6,000.00 $ 150,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 27 $ 8,000.00 $ 216,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 11 $ 6,000.00 $ 66,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 4 $ 7,000.00 $ 28,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA 17 $ 8,000.00 $ 136,000.00 Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF 40 $ 175.00 $ 7,000.00 18"HDPE Pipe LF 955 $ 200.00 $ 191,000.00 21"HDPE Pipe LF 100 $ 215.00 $ 21,500.00 24"HDPE Pipe LF 1310 $ 230.00 $ 301,300.00 30"HDPE Pipe LF 250 $ 250.00 $ 62,500.00 36"HDPE Pipe LF 100 $ 315.00 $ 31,500.00 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipet LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipet LF $ 450.00 $ - 21"RCP Pipet LF $ 500.00 $ - 24"RCP Pipet LF $ 500.00 $ - 30"RCP Pipet LF $ 750.00 $ - 36"RCP Pipet LF $ 800.00 $ - 42"RCP Pipet LF $ 1,000.00 $ - 48"RCP Pipet LF $ 1,000.00 $ - 72"RCP Pipe LF 1400 $ 1,000.00 $ 1,400,000.00 48"X 96"Concrete Box Culvert LF 530 $ 1,000.00 $ 530,000.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 2488.40 $ 200.00 $ 497,680.56 Sawcut Pavement LF 5510.00 $ 8.00 $ 44,080.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20") LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20") LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 67 $ 500.00 $ 33,500.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 10522.81 $ 120.00 $ 1,262,737.50 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 1500.00 $ 60.00 $ 90,000.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 5,111,200 Mobilization(4%) $ 204,500 Total $ 5,315,700 0 N ToN w p v " °) c o 4 NN£ a O a owo c IL } N) m N N m N N cs OO a E LT)z OQ LL , 3 4) N N • U Em miNm N t > m N _ OO Cm w b. 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J L.W m 2 H LL 1p O : . z M '^ N < 0110H6, ,,,. II, Illib AC 4 4 op • PLI C OP 491, ,11,)jr.• LI y h 4 U -; Nit- . ,,, / lit It 44111,14 >, r # t ,. _` *_ , co Q. co bp 1 0 k I,. r II< .06 i '* t. `� a) m . . 41/Kik . -II" t r CD ri. . Q Lt E a�' Q^ da)it ill ',X1' a' 0 Jr! .j ll W. ' • 1— 11PLO . (75 / ii, r 1140 < IIIP ON . C 1460, ►. _ o -05 4,,,,, . ,,,,,. i, ... i % ,..., ,,...... ..., ., .„„,, . . il- o fa LL , "I. ‘, : A:fer....1S": cpatr) lilt 4 .$0* 4114.1 III .0440,0 , .11. il *ow. . ‘ . ,.-44 .. 1 Nmr J` 0 Appendix H - Kolbert Drive H.1 - Existing Watershed Map H.2 - Hydraflow Hydrograph Report H.3 - Existing Hydraulic Model Output H.4 - Proposed Hydraulic Model Output H.5 - Concept Figure H.6 - Cost Opinion H.7 - FEMA FIRMette Map p _ o fo () �. QO LL o ma gf s0�oae�000 L : : ; r D —Q ry m c Wo a m . 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A � Q a ; ' - 0 . .a: 0D LI a , o , OVo� o aq A � 0 � o ` J c O' - t° bd 6 , , C ° oo ' t°y� ', D cow 2d 2. 3 C , O \--• s:, , 0 cy '& a o Z 0 � a . .''' `' Q o 0 ,04 \ Cil �b�. 0 D \Q 0 Q �7o Cl ��pc, Qpaq\v03�7 a o , o ° ra Q o % � Q a tz, CIoq(QQ �g �, 6 06\�q��c a � Q oQO � � e ' � 0 ' 0V2 Qd� , 5 „ p to ( 0 0 0cP. 4, flC3 � � 'c, 'C) \ 0 62 Q 0 Q a � 4A0v0 Q Co oDa Q a o ooa a oa b 0 0 q S� ao d .� oo q Q a aQ 0 d U cc ,cccc O C c % ,cz, 0 b CC-�� 6a O FS O� � �Q�o �� � � U oSa oad U d �..� 00�000 C o 0- AV Ell 0 0 r�P oo❑ OQp' ' 1` a CCpr0 �� �\d ... CZ 6g wdbbZ-bZOZ`OZ 6eW:uo peod wd00:z-bZOZ`OZ Awl:paippom lsei OMp'anua paglo>-g uiseggns\Z gsel0inip g0\sooa-uoo\aovo-WIs-ZO\sluaweAwdwl as°S viols g uogenleng a0eu wa>IoauaeweW-60sZNNWW\(qoeuaewen Jo uool)NNJNVJ Hydraflow Table of Contents 8-KolbertDrive.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Kolbert Drive 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Kolbert Drive 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Kolbert Drive 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Kolbert Drive Wf Legend Hvd. Origin Description 1 SCS Runoff Kolbert Drive Project: 8- Kolbert Drive.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 219.19 311.89 462.64 Kolbert Drive Proj. file: 8- Kolbert Drive.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 219.19 1 764 1,722,746 Kolbert Drive 8- Kolbert Drive.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Kolbert Drive Hydrograph type = SCS Runoff Peak discharge = 219.19 cfs Storm frequency = 10 yrs Time to peak = 764 min Time interval = 1 min Hyd. volume = 1,722,746 cuft Drainage area = 211.280 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 61.70 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(20.000 x 98)+(52.790 x 74)+(82.850 x 61)+(20.430 x 77)+(14.830 x 80)+(20.380 x 55)]/211.280 Kolbert Drive Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 240.00 240.00 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00j i[\+' -'*••••...,— 90.00 60.00 60.00 30.00 30.00 0.00 - 1 1 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Kolbert Drive Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 42.47 + 0.00 + 0.00 = 42.47 Shallow Concentrated Flow Flow length (ft) = 1050.00 0.00 0.00 Watercourse slope (%) = 1.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.98 0.00 0.00 Travel Time (min) = 8.86 + 0.00 + 0.00 = 8.86 Channel Flow X sectional flow area (sqft) = 10.00 21.00 0.00 Wetted perimeter(ft) = 6.50 10.00 0.00 Channel slope (%) = 1.00 1.00 0.00 Manning's n-value = 0.026 0.030 0.015 Velocity (ft/s) =7.65 8.16 0.00 Flow length (ft) ({0})560.0 4500.0 0.0 Travel Time (min) = 1.22 + 9.19 + 0.00 = 10.41 Total Travel Time, Tc 61.70 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 311.89 1 762 2,417,979 Kolbert Drive 8- Kolbert Drive.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Kolbert Drive Hydrograph type = SCS Runoff Peak discharge = 311.89 cfs Storm frequency = 25 yrs Time to peak = 762 min Time interval = 1 min Hyd. volume = 2,417,979 cuft Drainage area = 211.280 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 61.70 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(20.000 x 98)+(52.790 x 74)+(82.850 x 61)+(20.430 x 77)+(14.830 x 80)+(20.380 x 55)]/211.280 Kolbert Drive Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 320.00 320.00 280.00 280.00 240.00 � 240.00� 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 462.64 1 761 3,561,419 Kolbert Drive 8- Kolbert Drive.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Kolbert Drive Hydrograph type = SCS Runoff Peak discharge = 462.64 cfs Storm frequency = 100 yrs Time to peak = 761 min Time interval = 1 min Hyd. volume = 3,561,419 cuft Drainage area = 211.280 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 61.70 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(20.000 x 98)+(52.790 x 74)+(82.850 x 61)+(20.430 x 77)+(14.830 x 80)+(20.380 x 55)]/211.280 Kolbert Drive Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 490.00 490.00 1 420.00 • 420.00 350.00 350.00 1 280.00 - 280.00 210.00 210.00 140.00 140.00 70.00 70.00 0.00 I ._, — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ool • v D V (1) D Ea cn 73 a.) ai CD rn 01 -0 o RI ro C L L L Cr, a) C L L J Z (n CO Z aN Z o \ O d. q V 0 .E \ x P O L 1 (n Lri3 x o o>'e i ,-1 ,%,,, .N.,.. ":„ '' o \. . , Os 41‘ * . µE �c'pO SPUj ( 4 Q>> c h a c o GFP u) �Jeoo a 0 Q ool • v D Y U a) D Q Y a (n D D a) ai rn 01 C ID o (3 'U 0 a) C L L D D H Z (n (n \ Cii X Z _O.. xiii001111111111111111111111111110 p aN Z d V N Z O L to H � t u)�( 03 a)_0 x W 1 Cf-i C 0 ti H c h a o III ol • v D a-. 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LS 4% Added below Traffic Control LF 1650 $ 15.00 $ 24,750.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 8 $ 6,000.00 $ 48,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 14 $ 8,000.00 $ 112,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 10 $ 6,000.00 $ 60,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA $ 7,000.00 $ - Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF 800 $ 175.00 $ 140,000.00 18"HDPE Pipe LF 450 $ 200.00 $ 90,000.00 21"HDPE Pipe LF 75 $ 215.00 $ 16,125.00 24"HDPE Pipe LF 40 $ 230.00 $ 9,200.00 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF $ 315.00 $ - 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipe' LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipe' LF $ 450.00 $ - 21"RCP Pipet LF $ 500.00 $ - 24"RCP Pipe' LF $ 500.00 $ - 30"RCP Pipe LF $ 750.00 $ - 36"RCP Pipe' LF $ 800.00 $ - 42"RCP Pipe LF $ 1,000.00 $ - 48"RCP Pipe' LF $ 1,000.00 $ - Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA 6 $ 4,000.00 $ 24,000.00 Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 1149.69 $ 200.00 $ 229,937.50 Sawcut Pavement LF 2730.00 $ 8.00 $ 21,840.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20"; LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 22 $ 500.00 $ 11,000.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 1489.48 $ 120.00 $ 178,737.15 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 540.00 $ 60.00 $ 32,400.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 1,002,900 Mobilization(4%) $ 40,200 Total $ 1,043,100 . 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N Pik ii- N cn Alit Ithr ., J lab q,..'... A,. "IA LLvia o • r O /3 r ��JyrJ y D otkiiite . '.-,,,,,. .014 vie 4, 1 a...I 1,1/4 ._, . _,.... .`,..''.,. NA., k t , S N kb # CD JIINIIL Niiiii°11-.111. ii- . '` r z %Ili. Siepo° ' o * o -I-0 NI Impgip• oN N 4. Appendix I - Premium River Road 1.1 - Existing Watershed Map 1.2 - Hydraflow Hydrograph Report 1.3 - Existing Hydraulic Model Output 1.4 - Proposed Hydraulic Model Output 1.5 - Concept Figure 1.6 - Cost Opinion 1.7 - FEMA FIRMette Map ■ 0 0 W2 a_, T3 n oLL V' D o VV / 7! V o 0 W O w w w E 0_J O ' N ' .1 a a 0_LL 0 cST. 5 w� £ OB2 mE a a� oJiO wok F O , oe;. 27 46 o a o� & /,„__,0 r %* 0 „0 , „e3 0 0 �- Es I� I 82 O I I. L I L v _0 o 1 ih �o , 0 0���, o�Q\ �� oO o Cli oO2 em s 0 x ei 0�o � � ` s, d 8O Q 0 , w '\%'.5k7 0 r li c° C:::3 0 0 0rf O e op 9,D aD l!ti D % „ °0 'd o�� Q 0 . x • O a , 0 0 �� 75,,,..a 0./ re Q , 0 oQ ,•��:°° 0 Oa O � 0 00�0' 0 q� 0 0 0 1i n O O O O ( < ° 0� 0 Q 0o p Q Oa 0o a o 0 �� 0 � 0 Off° °u �O 0 0 0 0 G' 0 \ > do 0 0 6:l-4ZOZ bd dey6:uo Pellald.'d90:6-„„.0d AqN:Pe!i!PoIN 1se1 6.14.d,anrd wm,-uaid-6 uise94n51Z r,se16V!3 g01sao0-uo014NVO-WI3-d0\sluau;anmd W l,emag i.uo{g 8 uogenIen3 e6eulw0 vlaaum..11-{OSZNNWI0oaumeweIN{o umol)NNWW6X Hydraflow Table of Contents 9-Premium River Road.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Premium River Road 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Premium River Road 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Premium River Road 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Premium River Road Legend Hvd. Origin Description 1 SCS Runoff Premium River Road Project: 9- Premium River Road.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 67.04 90.56 127.52 Premium River Road Proj. file: 9- Premium River Road.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 67.04 1 744 376,632 Premium River Road 9- Premium River Road.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Premium River Road Hydrograph type = SCS Runoff Peak discharge = 67.04 cfs Storm frequency = 10 yrs Time to peak = 744 min Time interval = 1 min Hyd. volume = 376,632 cuft Drainage area = 36.400 ac Curve number = 77* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 5.27 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(9.500 x 98)+(7.800 x 77)+(5.000 x 55)+(8.000 x 80)+(6.100 x 61)]/36.400 Premium River Road Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 70.00 70.00 b 60.00 • 60.00 50.00 50.00 40.00 - 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Premium River Road Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 21.74 + 0.00 + 0.00 = 21.74 Shallow Concentrated Flow Flow length (ft) = 585.00 520.00 0.00 Watercourse slope (%) = 0.50 1.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.14 2.03 0.00 Travel Time (min) = 8.55 + 4.26 + 0.00 = 12.81 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter(ft) = 3.14 0.00 0.00 Channel slope (%) = 1.00 0.00 0.00 Manning's n-value = 0.012 0.015 0.015 Velocity (ft/s) =12.42 0.00 0.00 Flow length (ft) ({0})355.0 0.0 0.0 Travel Time (min) = 0.48 + 0.00 + 0.00 = 0.48 Total Travel Time, Tc 35.00 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 90.56 1 744 508,493 Premium River Road 9- Premium River Road.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Premium River Road Hydrograph type = SCS Runoff Peak discharge = 90.56 cfs Storm frequency = 25 yrs Time to peak = 744 min Time interval = 1 min Hyd. volume = 508,493 cuft Drainage area = 36.400 ac Curve number = 77* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 6.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(9.500 x 98)+(7.800 x 77)+(5.000 x 55)+(8.000 x 80)+(6.100 x 61)]/36.400 Premium River Road Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 100.00 100.00 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 in 0.00 - I - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 127.52 1 744 719,978 Premium River Road 9- Premium River Road.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Premium River Road Hydrograph type = SCS Runoff Peak discharge = 127.52 cfs Storm frequency = 100 yrs Time to peak = 744 min Time interval = 1 min Hyd. volume = 719,978 cuft Drainage area = 36.400 ac Curve number = 77* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 8.19 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(9.500 x 98)+(7.800 x 77)+(5.000 x 55)+(8.000 x 80)+(6.100 x 61)]/36.400 Premium River Road Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 140.00 140.00 120.00 • 120.00 100.00 100.00 80.00 - 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 v� oo1 . '73 C 'a ill' a 41 0 ai rn rn "a O co no c L t 7 7 61 J S cn V) <::::7 \ ,_ ., Q:7 b1Nesb,, / \/ sty L ` �\ 3Obld 00041O0p N 0▪o 2 d ,--I ` 0 �\ a• � o z E � ` w— - `�, 0 Sc_ U 0 � � Cl)i ',... Q W LIi ,,,,\,:NN 7 JO ' 1/- I o „.._ ,.... 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LS 4% Added below Traffic Control LF 1700 $ 15.00 $ 25,500.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 3 $ 6,000.00 $ 18,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 14 $ 8,000.00 $ 112,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 5 $ 6,000.00 $ 30,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 8 $ 7,000.00 $ 56,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF 180 $ 175.00 $ 31,500.00 18"HDPE Pipe LF 570 $ 200.00 $ 114,000.00 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF 245 $ 230.00 $ 56,350.00 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF $ 315.00 $ - 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipet LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipet LF $ 450.00 $ - 21"RCP Pipe' LF $ 500.00 $ - 24"RCP Pipe' LF $ 500.00 $ - 30"RCP Pipe' LF $ 750.00 $ - 36"RCP Pipe' LF $ 800.00 $ - 42"RCP Pipe' LF $ 1,000.00 $ - 48"RCP Pipe' LF $ 1,000.00 $ - 12"X 36"Concrete Box Culvert LF 260 $ 1,650.00 $ 429,000.00 15"X 36"Concrete Box Culvert LF 135 $ 1,650.00 $ 222,750.00 18"X 48"Concrete Box Culvert LF 140 $ 1,650.00 $ 231,000.00 24"X 48"Concrete Box Culvert LF 750 $ 1,650.00 $1,237,500.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA 1 $ 30,000.00 $ 30,000.00 Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA 1 $ 6,000.00 $ 6,000.00 Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 1431.47 $ 200.00 $ 286,294.44 Sawcut Pavement LF 3060.00 $ 8.00 $ 24,480.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20") LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20") LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 17 $ 500.00 $ 8,500.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 3177.26 $ 120.00 $ 381,271.39 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 1325.00 $ 60.00 $ 79,500.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 3,384,600 Mobilization(4%) $ 135,400 Total $ 3,520,000 N y 3 td d � d m N (c ,m O R II O oN >. :z O c HL ii Ra fil wy3N�ON 2p CIWI! 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Origin Description 1 SCS Runoff Hommocks Road Project: 10- Hommocks Road.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 1070.15 1364.39 1815.01 Hommocks Road Proj. file: 10- Hommocks Road.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1070.15 1 747 6,519,326 Hommocks Road 10- Hommocks Road.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Hommocks Road Hydrograph type = SCS Runoff Peak discharge = 1070.15 cfs Storm frequency = 10 yrs Time to peak = 747 min Time interval = 1 min Hyd. volume = 6,519,326 cuft Drainage area = 469.870 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 39.50 min Total precip. = 5.27 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(213.790 x 98)+(182.670 x 80)+(47.210 x 77)+(20.300 x 60)+(5.900 x 55)]/469.870 Hommocks Road Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 1071.00 1071.00 918.00 918.00 765.00 765.00 612.00 - 612.00 459.00 459.00 306.00 306.00 153.00 153.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Hommocks Road Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 5.00 0.00 0.00 Travel Time (min) = 19.89 + 0.00 + 0.00 = 19.89 Shallow Concentrated Flow Flow length (ft) = 150.00 115.00 730.00 Watercourse slope (%) = 15.00 7.00 1.00 Surface description = Unpaved Paved Unpaved Average velocity (ft/s) =6.25 5.38 1.61 Travel Time (min) = 0.40 + 0.36 + 7.54 = 8.30 Channel Flow X sectional flow area (sqft) = 0.79 3.14 4.91 Wetted perimeter(ft) = 1.57 3.14 3.93 Channel slope (%) = 1.00 1.00 2.00 Manning's n-value = 0.012 0.012 0.012 Velocity (ft/s) =7.80 12.42 20.39 Flow length (ft) ({0})1400.0 580.0 9200.0 Travel Time (min) = 2.99 + 0.78 + 7.52 = 11.29 Total Travel Time, Tc 39.50 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1364.39 1 746 8,391,850 Hommocks Road 10- Hommocks Road.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Hommocks Road Hydrograph type = SCS Runoff Peak discharge = 1364.39 cfs Storm frequency = 25 yrs Time to peak = 746 min Time interval = 1 min Hyd. volume = 8,391,850 cuft Drainage area = 469.870 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 39.50 min Total precip. = 6.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(213.790 x 98)+(182.670 x 80)+(47.210 x 77)+(20.300 x 60)+(5.900 x 55)]/469.870 Hommocks Road Q (cfs) Hyd. No. 1 --25 Year Q (cfs) 1365.00 1365.00 1170.00 1170.00 975.00 975.00 780.00 - 780.00 585.00 585.00 390.00 390.00 195.00 195.00 0.00 - — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1815.01 1 746 11,316,490 Hommocks Road 10- Hommocks Road.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Hommocks Road Hydrograph type = SCS Runoff Peak discharge = 1815.01 cfs Storm frequency = 100 yrs Time to peak = 746 min Time interval = 1 min Hyd. volume = 11,316,490 cuft Drainage area = 469.870 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 39.50 min Total precip. = 8.19 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(213.790 x 98)+(182.670 x 80)+(47.210 x 77)+(20.300 x 60)+(5.900 x 55)]/469.870 Hommocks Road Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 1820.00 1820.00 1560.00 1560.00 1300.00 1300.00 1040.00 1040.00 780.00 780.00 520.00 520.00 260.00K_ 260.00 0.00 - I I I — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ool • \\\ D U Q L d iii a) v \ N m Q1 Q U U r _c U U Q 0� Z 4 41111tSz..... FL o o c�f . L �v O a-a �! Z 0 , O o >- E 0\� C� X O = `N 1 W \ "%b., N4Illpp s,.. / \ ill ,, :\, 0 ,'' '. / ,,,(rk:7, ,,:, 7 \./7 . ,,,., _,, ,A. ...... ..,.. ,,, 4\ -:-..."- . , -,.„,,. ..... • ,..., / \ ',.r'% 1 t ,\,D, II' 6 /\.c . .c;., ) r.... ,.Nt .4 g. 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O AP* il „ , \ , , 400 .fr______Th__ _ . , o, ,oz AeJ UO pallold wd6FE-tzoz 7,AeW pagipon Iseq 68,p'peoa s>IoowuoH-0f uiseggns-E 6se11£selginia go\soon-uo3laava-NIIB-Zo\sluawaewdwl lames uio{S g uogenleA3 a eU w4>laauwewea-mZNNAM>I'oeuoaeueIa 10 umoi)mom X Date:June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK HOMMOCKS ROAD Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF 2000 $ 15.00 $ 30,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 16 $ 6,000.00 $ 96,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 12 $ 8,000.00 $ 96,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 19 $ 6,000.00 $ 114,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 12 $ 7,000.00 $ 84,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF 10 $ 175.00 $ 1,750.00 15"HDPE Pipe LF 10 $ 175.00 $ 1,750.00 18"HDPE Pipe LF 545 $ 200.00 $ 109,000.00 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF 1645 $ 230.00 $ 378,350.00 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF 770 $ 315.00 $ 242,550.00 42"HDPE Pipe LF 240 $ 410.00 $ 98,400.00 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipe2 LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipet LF $ 450.00 $ - 21"RCP Pipet LF $ 500.00 $ - 24"RCP Pipet LF $ 500.00 $ - 30"RCP Pipet LF $ 750.00 $ - 36"RCP Pipe' LF $ 800.00 $ - 42"RCP Pipet LF $ 1,000.00 $ - 48"RCP Pipe' LF $ 1,000.00 $ - 72"RCP Pipe3 LF 1445 $ 1,000.00 $ 1,445,000.00 48"X 96"Concrete Box Culvert LF 2100 $ 2,200.00 $ 4,620,000.00 Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA 1 $ 6,000.00 $ 6,000.00 Flared End Section,Reinforced Concrete Class V,greater than 48"diameter EA 1 $ 6,000.00 $ 6,000.00 Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structure! EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 4452.78 $ 200.00 $ 890,555.56 Sawcut Pavement LF 13530.00 $ 8.00 $ 108,240.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20"; LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 47 $ 500.00 $ 23,500.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 16712.06 $ 120.00 $ 2,005,446.81 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 9470.00 $ 60.00 $ 568,200.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 10,929,700 Mobilization(4%) $ 437,200 Total $ 11,366,900 0 N '0 N w p v .R' 0 fa o c o 0 N O a o re a a) f6 N o o X N UU f6N N U _N R f6 w a) W -- a CO r'r' Y 0 = 3 fa wu. a o 2 N a r 0 0 _ W).- Z 0 a O O = 3 3 `� R N J "O N O m co, 1E C fa m 3 d E. co w fl a -0'O - j 0 Ft 2 N O C fa R C N 3 fa E~ N'o UO O a) E p f6 Cu O O fa _O E _ m 0 O • > 0 p` N O C O X 2 LL a C O C O N'O C ' 0 E a N R w N;� a N LL ' c E w O N a P. _O m 'O .O .p O 3 o O J y G'O o « a) '6 r O E R O cc w N N 0 0 a) 0 e'l a 'L N W 0 C N 0 .C7. 0 R 0 j a R R R O a C .L LWL C S > «w - -o 0 L 3 0 C 0 C N N N - O p - 'O Ln 1a > E 'r0 N-o o >a..' 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JN L. dQ =O p L-"p� fa � fo 3 �«n L- da) c � L.N U'2 1- LL O z M op .14 _ lilif...,\cl- 0 Ln scZ 7 Q Q fti Ng Co W • Z 4 s _ '.0 n rf re) rr m no fla � Q.00aW , _/ i - CO 5 O tiCe r � W O0- Li � I Ou OI LL • -I r $ I QTS.— .410 \ a.' 4: J 4tl - .14 �� t h1W_ CO . IIP it -,, )* p ,II �. - a . t474• oi Lc, N - . 0,,,,. a s-',. lit,' „...,„ CDI t ii W ift—+ r+^ j' • _ _ 4` O ,,k 4,,.. u_ro . I 0. ' . • N...1 .40:,--0014 I, „_d,lf-dik— - - . 4, 9 . ,,,, iirl_ii) 4 # lik , _ .... O f . ti in }� v lM r Q k N CO . t w f , Zn i , , 'iT Appendix K - Rockland Avenue K.1 - Existing Watershed Map K.2 - Hydraflow Hydrograph Report K.3 - Existing Hydraulic Model Output K.4 - Proposed Hydraulic Model Output K.5 - Concept Figure K.6 - Cost Opinion K.7 - FEMA FIRMette Map w20>LzL �� // //_v/�// y'J LLo 0 O>,zE,, Q O 9 0 * . o cC u. M r11 n z> „° V�/ O Q H w w w v f Q O o O ❑ yry 2oao 54 4- 2 E a s (— C E \ 6'o ao 0 ^ a 3 c III „ i ,„ 7 ii ..,, �O by \ do _ FP❑ Es ` ,. 3J,,,d y , F N,yhJ w< I I ct 4 ' „ta -� r 3 �, , T N RI c to c2 1 i ass I ♦ 0 ♦♦' 6 r T ! j g...�� : C:i7 551 o 55 55, 40 All ��� „a 0 0 x 0 ,, Nk. 1. on g I I wd64:1-bZOZ'0Z kW uo Pellold wd90:1-17ZO7,'0ZAeW:Pa4!PoN11se1 sn^P'a^V PeIPOJ-66 u!sa94ns1Z>1..LI!3 g01.0-opl4NVO-WI3-ZO\sluau;anmdwl,aMeS i.uo158 u0gen1en3 e2.! 0vaaume.111-60SZNNWW\lryoaumeweW to amol)NNWW\X Hydraflow Table of Contents 11 -RocklandAve.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Rockland Ave 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Rockland Ave 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Rockland Ave 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Rockland Ave Legend Hvd. Origin Description 1 SCS Runoff Rockland Ave Project: 11 - Rockland Ave.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 14.85 19.31 26.19 Rockland Ave Proj. file: 11 - Rockland Ave.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 14.85 1 730 58,959 Rockland Ave 11 - Rockland Ave.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Rockland Ave Hydrograph type = SCS Runoff Peak discharge = 14.85 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 58,959 cuft Drainage area = 4.750 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.50 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.150 x 98)+(0.700 x 80)+(2.900 x 77)]/4.750 Rockland Ave Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 15.00 15.00 12.00 1 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Rockland Ave Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 13.00 0.00 0.00 Travel Time (min) = 13.57 + 0.00 + 0.00 = 13.57 Shallow Concentrated Flow Flow length (ft) = 254.00 0.00 0.00 Watercourse slope (%) = 14.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =6.04 0.00 0.00 Travel Time (min) = 0.70 + 0.00 + 0.00 = 0.70 Channel Flow X sectional flow area (sqft) = 0.79 0.00 0.00 Wetted perimeter(ft) = 1.57 0.00 0.00 Channel slope (%) = 4.50 0.00 0.00 Manning's n-value = 0.012 0.015 0.015 Velocity (ft/s) =16.55 0.00 0.00 Flow length (ft) ({0})240.0 0.0 0.0 Travel Time (min) = 0.24 + 0.00 + 0.00 = 0.24 Total Travel Time, Tc 14.50 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 19.31 1 730 77,294 Rockland Ave 11 - Rockland Ave.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Rockland Ave Hydrograph type = SCS Runoff Peak discharge = 19.31 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 77,294 cuft Drainage area = 4.750 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.50 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.150 x 98)+(0.700 x 80)+(2.900 x 77)]/4.750 Rockland Ave Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 - 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - A — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 26.19 1 730 106,197 Rockland Ave 11 - Rockland Ave.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Rockland Ave Hydrograph type = SCS Runoff Peak discharge = 26.19 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 106,197 cuft Drainage area = 4.750 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.50 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.150 x 98)+(0.700 x 80)+(2.900 x 77)]/4.750 Rockland Ave Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 - 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 �.► 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N ",,,„, „ 7 7 U N 7 Q i d t N U1 O1 Q1 C cll a..+ - L L N m L 7 7 1 J H z Ul (n 7 N. x yy'NOSb o t Z FL 0 ED c �� 0• 0 �7 `� 0 r`o O o°� `` z -0 ce co © N ` ? w Iof N,, ,,,N 1 1 N Q>> C m U h C m E 2. Y N aN 0 Q N ",,,„, „ 7 7 U N 7 Q i d N U1 O1 Q1 C a..+ L U N m L 7 7 1 J H z Ul (n 7 \ x yy'NOSb O Z FL 0 E� �� 0 • c 0 �7 �+ 0 z -0 N ` \ co e Ili ofN ,z,N 1f 1 1 m Q a c m U h C m E 2. Y N aN 0 Q N ",,,„,O'b8 7 7 U N 7 Q i d N U1 O1 Q1 C a.+ L U N m L 7 1 J H z Ul (n \ x N N. Ny�NOSe _o t Z d 0 l aa' • z o / �� OU c L0L) �\ z ce o ` s ` co © X 0 w iiie N,, ,,,N 1f 1 1 `, a a m U h C m E 0 h Y N aN 0 a v J ,Q7 U N 7 Q L Y d dI 0) N c L L 7 7 J . Z C l (1) .0b74 ,4 p7 Q \`Ny _O \ ., O d 7 L E RS 4) .Nb>NpS� j FLQ Z ED f 0 O 03 ,Q\ Q root ��" O Qo (2222), I. i\ a 1 f g q 5 Y O K C h I v J ,Q7 U a) 7 Q L Y d dI aJ c L L 7 7 J . Z C l (1) .0b74 ,4 p7 Q 1,14..N., \y _O \ ., O d 7 L E 4) .Nb>NpS� jci FL Z ED I' 0 O 03 ,Q\ Q o co Qo LfI N a (2222), 1. i\ a 1 f g q 5 Y O K C h I I Y d ti ti 4) Q) a) Q Q o) N c L L 7 7 H Z U1 (n ..0b74 ,4 p7 Q \` ! \y a-.i \ , z 0 7 d 4 Q ci r6 N Nb,A,o tj Z 0 0 03 v) Øc:;I7 w/^ L O P�' V! ��a�ru \� O 0 ,(22,22), I. a E— i\ .0,.‘ 1 f g l q 5 Y O K C h a c m E 0 h Y N N a 0 5 a m a E 1 ®oo , moo N2. Y Y 0 d m� Oq a o E w \ 2 E UG O le i_ c u r O 11 /// 0 ,qm 'Od r O�J 45, 0 a E ,.,/, '''I *b a ,vosy H, 51 '''''''''''.11,....„,,,,,,„,,,,,,,_ ,8 — / oo���o , < 2 � o oPms '/® in �° cc 4 I -I ' 4/N IX a lik N"... \ `,3 vu a a a J Y ____( c, ozi -„oz'ZZ 6eV:uo pellold we£b:6-P707'ZZ 6eV:Rpm lse7 6Mp'any puel>looa-17 uiseggns-£>Isel\£7seldin 3 go\sooa-uoa\aayolNlB-msluawanwdwl Jamas UJo1S 8 uogenlen3 a6euieJa>IoeuaeweW-l07NNWW\(v,aauoaewev to uool)NNWWGX Date: June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK ROCKLAND AVE Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF 800 $ 15.00 $ 12,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 4 $ 6,000.00 $ 24,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 4 $ 8,000.00 $ 32,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 5 $ 6,000.00 $ 30,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 1 $ 7,000.00 $ 7,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF 120 $ 175.00 $ 21,000.00 18"HDPE Pipe LF 775 $ 200.00 $ 155,000.00 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF $ 230.00 $ - 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF $ 315.00 $ - 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipet LF $ 300.00 $ - 15"RCP Pipe' LF $ 450.00 $ - 18"RCP Pipet LF $ 450.00 $ - 21"RCP Pipe' LF $ 500.00 $ - 24"RCP Pipet LF $ 500.00 $ - 30"RCP Pipe' LF $ 750.00 $ - 36"RCP Pipet LF $ 800.00 $ - 42"RCP Pipe' LF $ 1,000.00 $ - 48"RCP Pipet LF $ 1,000.00 $ - Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 762.94 $ 200.00 $ 152,587.96 Sawcut Pavement LF 1790.00 $ 8.00 $ 14,320.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20") LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20") LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 8 $ 500.00 $ 4,000.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 1008.99 $ 120.00 $ 121,078.70 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 200.00 $ 60.00 $ 12,000.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 589,900 Mobilization(4%) $ 23,600 Total $ 613,500 N 'L N w ° v " a) cre; 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N m i '� = m _• —474 .4*. 14' .‹Lii3N111134,, 1'.- 1' Et 4111° . . 141,-.... .,,,..,...,‘„,.."4- ..,..,... iiri 0 -- ilafttn 9.1 '41:11/11L ....."........... ..,.a2 t '.- feC" .,'.-"--. ill. LL !=- $ s . 29F -V 111111ii,ellilliftwill'''."----:44.1 `l o >% •„. Is AI 8 AG; — J F o I • _ 1, ___„, _ 0 . 1._ . ,.... It iel* ' CO 4 P Puy '4,r- 1.1P 01 Pell* g ,101 . , N r t ii ' s get o_ , -0 411k 0 t woo Ed _ - ...-_,, , # r - . ,,.. e. 0 LL o 0 u4.'I4 i J k Gelan 1 I1 4:-1' H4, # w ' —.zA(C0_ra$O -PizL,,.n,_iII W i i 4 ...).,?., `"... . 4°1.‘W it, vii..r..P il..li.'d. air 0 414-• 4 6% -„,:1i1ik.(, Z ii "' N ' 14 _ •- (Z - ' _ " r Appendix K - Rockland Avenue K.1 - Existing Watershed Map K.2 - Hydraflow Hydrograph Report K.3 - Existing Hydraulic Model Output K.4 - Proposed Hydraulic Model Output K.5 - Concept Figure K.6 - Cost Opinion K.7 - FEMA FIRMette Map v/ I I I \ v z/ Q ❑❑ ❑ - 14 1 . c VVV � ii LLD �n ID LE----LD ❑ ill o Z m ` n J ❑ - ❑ w a [1 — a. 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E: _ Eis...z-..] r Qc\ ' ill ;OZ'OZAow:uo Pallald.d£0:6-1,Z0Z'OZ A j:Pa4!POW 1.1 6.V.V1a-led'Eaue1 A..N-Z6u!sa94n51Z>1.111!np g01s000-u00143VO-INI3-ZO\sluau;anmdW1,emag i.u0158110!Wn1en3 e15.!.0 vl0aum..111-VOCDINWWllryozu0 N10..1)NNWW\:X Hydraflow Table of Contents 12-Nancy Lane.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Nancy Lane & Palmer Ave 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Nancy Lane & Palmer Ave 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Nancy Lane & Palmer Ave 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Nancy Lane&Palmer Ave Legend Hvd. Origin Description 1 SCS Runoff Nancy Lane&Palmer Ave Project: 12- Nancy Lane.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 73.18 94.20 126.56 Nancy Lane&Palmer Ave Proj. file: 12- Nancy Lane.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 73.18 1 737 356,743 Nancy Lane&Palmer Ave 12- Nancy Lane.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Nancy Lane & Palmer Ave Hydrograph type = SCS Runoff Peak discharge = 73.18 cfs Storm frequency = 10 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 356,743 cuft Drainage area = 27.160 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.10 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(8.120 x 98)+(15.650 x 80)+(3.390 x 77)]/27.160 Nancy Lane & Palmer Ave Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 - 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Nancy Lane & Palmer Ave Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 21.74 + 0.00 + 0.00 = 21.74 Shallow Concentrated Flow Flow length (ft) = 240.00 70.00 0.00 Watercourse slope (%) = 5.00 3.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.61 3.52 0.00 Travel Time (min) = 1.11 + 0.33 + 0.00 = 1.44 Channel Flow X sectional flow area (sqft) = 0.79 0.00 0.00 Wetted perimeter(ft) = 0.50 0.00 0.00 Channel slope (%) = 1.00 0.00 0.00 Manning's n-value = 0.013 0.100 0.015 Velocity (ft/s) =15.51 0.00 0.00 Flow length (ft) ({0})890.0 0.0 0.0 Travel Time (min) = 0.96 + 0.00 + 0.00 = 0.96 Total Travel Time, Tc 24.10 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 94.20 1 736 463,376 Nancy Lane&Palmer Ave 12- Nancy Lane.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Nancy Lane & Palmer Ave Hydrograph type = SCS Runoff Peak discharge = 94.20 cfs Storm frequency = 25 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 463,376 cuft Drainage area = 27.160 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.10 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(8.120 x 98)+(15.650 x 80)+(3.390 x 77)]/27.160 Nancy Lane & Palmer Ave Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 100.00 100.00 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00L. 30.00 20.00 20.00 10.00 10.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 126.56 1 736 630,654 Nancy Lane&Palmer Ave 12- Nancy Lane.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Nancy Lane & Palmer Ave Hydrograph type = SCS Runoff Peak discharge = 126.56 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 630,654 cuft Drainage area = 27.160 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 24.10 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(8.120 x 98)+(15.650 x 80)+(3.390 x 77)]/27.160 Nancy Lane & Palmer Ave Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 140.00 140.00 120.00 • ' 120.00 100.00 100.00 80.00 - 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t. ® O • N L U N 7 Q L o DD <7, � cr C + L V J C L L s- J H � (n (n `` ,, {7. ,e ,,,,,, ..... , 0> ,,,, n, ) 0 \ , \_,..:„„,\ N 0 o O Q 1 0:---'-(t, 00 . o . 3(jz ,,(// 4 z o E E �` x0 o ra(( O L ��^77 V z c � . O z 0 =� A.k # i - N, , O o .0. , /,„,ts ,,,,),\„ , ,,,, ,VO I (><:), 1, N P o ,. �� 9 o r O ) / h �\M\jOO O 4 `v/ a V a E / ` V Q vv \r\3 0 U o o � L r0 �, 0, 01 iNitri. 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J T Ill ., \ L:i BF 1 - MP_LINE �^\\\ BEE BUBBNSIN — 47 - � \^ 1_e____JI [I) ,,1 1 Fiji a>_\___ 133211S 213AV3M a WEAVER 9TREEj e � zr hi -bzoz'zz AeI:uo pallold wdgFzl-bzOZ'zZAeyy:pailpopy lseq 6Mp'aueq AoueN-zL.u!seggnS-£1Sely£se1gini3 go\sao4-uo3\aOy3-WIB-zO\sluawaeadwl JeMeS wio1S UogenleA3 a euiwa goauaeweW-l0£zNNWW\ly'oeuoaewepyto unwl)NNv X — N 3Nb'I ADNtlN �I --_0 ' �I ®oo .00 o q 1 , c., 2 WIIIIII PA www = = = = n - w El ❑ v dsV I v I ❑0 . � i 'z3 �n1a _ — _ 2 °sI I—_-1 2 � _ ❑ I 11 n m ao ILe—J ❑ GEU"Fo I 9 ' , L E N ❑ 2 04 E, II u aI III I v� L—_J �'m"� = III e WEAVR91REE1 os 133N1S113Atl3M I I ❑❑ i . .F-- i ❑ 1 r III `1 YI o a i e ss w 1 a N a ai 4' O ❑ 1 O N O. a .g f` D-sl C c I J 0 J 7755 )57. Z I 2❑ L❑ �n z 41101 ❑ E--, , . gl ❑ 1_ N Z ❑ IL— g 1------\_ 1.4k1/4I 0 ❑❑ lam a ❑ Im ❑ o❑ ❑ j I, 1 ` a1 H �, ❑ , bOZ`ZZ AeW:uo pellold wd8l:Z6-I,ZN`7 Aen:pailpopy lseq 6Mp'aueq AoueN-ZLuiseggns-g>Isell£selgin0g0\sooa-uo3\aaya-WIB-Zo\sluawanadwl Lamas IJJOiS uogenlen3 a6euiwa>loeuweweW-60£ZNNIARO'oeuoaeweI to uMol)NNv X Date:June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK NANCY LANE&PALMER AVE Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF 2000 $ 15.00 $ 30,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 10 $ 6,000.00 $ 60,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 19 $ 8,000.00 $ 152,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 16 $ 6,000.00 $ 96,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 3 $ 7,000.00 $ 21,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF 55 $ 175.00 $ 9,625.00 15"HDPE Pipe LF 415 $ 175.00 $ 72,625.00 18"HDPE Pipe LF 500 $ 200.00 $ 100,000.00 21"HDPE Pipe LF $ 215.00 $ - 24"HDPE Pipe LF 1300 $ 230.00 $ 299,000.00 27"HDPE Pipe LF 215 $ 240.00 $ 51,600.00 30"HDPE Pipe LF 385 $ 250.00 $ 96,250.00 36"HDPE Pipe LF 150 $ 315.00 $ 47,250.00 42"HDPE Pipe LF 410 $ 410.00 $ 168,100.00 42"HDPE Pipe(Between Subbasin 10 and Subbasin 12) LF 1225 $ 410.00 $ 502,250.00 48"HDPE Pipe LF $ 530.00 $ - 12"RCP Pipe' LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipe' LF $ 450.00 $ - 21"RCP Pipe LF $ 500.00 $ - 24"RCP Pipe' LF $ 500.00 $ - 30"RCP Pipe LF $ 750.00 $ - 36"RCP Pipe' LF $ 800.00 $ - 42"RCP Pipe LF $ 1,000.00 $ - 48"RCP Pipe' LF $ 1,000.00 $ - Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA $ 6,000.00 $ - Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 4535.31 $ 200.00 $ 907,062.50 Sawcut Pavement LF 9310.00 $ 8.00 $ 74,480.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20"; LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 30 $ 500.00 $ 15,000.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 7347.74 $ 120.00 $ 881,728.36 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 1145.00 $ 60.00 $ 68,700.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 3,657,600 Mobilization(4%) $ 146,400 Total $ 3,804,000 0 L w .O+ aN ' N p a 'c w o £ F- O Q O o X c D N a ) 'CA' m y .. 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E rip. %A' co . , al N Appendix M - Old White Plains Road M.1 - Existing Watershed Map M.2 - Hydraflow Hydrograph Report M.3 - Existing Hydraulic Model Output M.4 - Proposed Hydraulic Model Output M.5 - Concept Figure M.6 - Cost Opinion M.7 - FEMA FIRMette Map V- / Q Q Q a0 W O O V.,- mw < c/Nc n EC/ \ Q <� / Q Z WttW ../0' WO i LL ~OaUr o, n 0 W � \ OW ^ " tt z a o w � o N a a' Q £ Q aTp9 Oqa t. Q o a � 1 * D ,_ r,,,,, y 3a33 1 rLi Q o Q QQ C3 ,Cin 1 � o . Q 6 11. ° ° Li .,F Q Qom♦ / S�Vf' Q ra ` Q -sf1 r .ems ^ '�= + L En s- ?� m ♦ at o s t 0 re lie / V ci v I Q p w --.a3 aoo ., yo • • i/ o\ z QCe ci QQ o eleop, O -17Z0Z'OZ deal:..Pellgd Wdb0:l-17ZOZ'OZ heW:Pe1llIPoll lse-1 6mppe01 Ea!Id el!IM PIO-El uIE.IOlS1Z r,Ee10!np g0\sao7uo014NVO-INIEI-ZO\sluawanmdwl,eMaS cuo1S E uolenlen3 e6EP 0voaumemeW-l0EZNNWW\lryoaumeweW to 000l)NNWW\X Hydraflow Table of Contents 13-Old White Plains Road.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Old White Plains Road 4 TR-55 Tc Worksheet 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, Old White Plains Road 7 100 - Year Summary Report 8 Hydrograph Reports 9 Hydrograph No. 1, SCS Runoff, Old White Plains Road 9 IDF Report 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 -Old White Plains Road ED Legend Hvd. Origin Description 1 SCS Runoff Old White Plains Road Project: 13- Old White Plains Road.gpw Monday, 05/20/2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 70.31 92.03 125.70 Old White Plains Road Proj. file: 13- Old White Plains Road.gpw Monday, 05/20/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 70.31 1 735 322,478 Old White Plains Road 13- Old White Plains Road.gpw Return Period: 10 Year Monday, 05/20/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Old White Plains Road Hydrograph type = SCS Runoff Peak discharge = 70.31 cfs Storm frequency = 10 yrs Time to peak = 735 min Time interval = 1 min Hyd. volume = 322,478 cuft Drainage area = 26.490 ac Curve number = 82* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 5.27 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(4.120 x 98)+(1.740 x 74)+(15.140 x 80)+(5.490 x 77)]/26.490 Old White Plains Road Q (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 - 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Old White Plains Road Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.43 0.00 0.00 Land slope (%) = 8.00 0.00 0.00 Travel Time (min) = 16.48 + 0.00 + 0.00 = 16.48 Shallow Concentrated Flow Flow length (ft) = 830.00 0.00 0.00 Watercourse slope (%) = 4.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.42 0.00 0.00 Travel Time (min) = 4.04 + 0.00 + 0.00 = 4.04 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter(ft) = 3.14 0.00 0.00 Channel slope (%) = 1.00 0.00 0.00 Manning's n-value = 0.013 0.030 0.015 Velocity (ft/s) =11.46 0.00 0.00 Flow length (ft) ({0})460.0 0.0 0.0 Travel Time (min) = 0.67 + 0.00 + 0.00 = 0.67 Total Travel Time, Tc 21.20 min 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 92.03 1 734 424,759 Old White Plains Road 13- Old White Plains Road.gpw Return Period: 25 Year Monday, 05/20/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Old White Plains Road Hydrograph type = SCS Runoff Peak discharge = 92.03 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 1 min Hyd. volume = 424,759 cuft Drainage area = 26.490 ac Curve number = 82* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 6.42 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(4.120 x 98)+(1.740 x 74)+(15.140 x 80)+(5.490 x 77)]/26.490 Old White Plains Road Q (cfs) Hyd. No. 1 --25 Year 0 (cfs) 100.00 100.00 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 125.70 1 734 586,414 Old White Plains Road 13- Old White Plains Road.gpw Return Period: 100 Year Monday, 05/20/2024 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Hyd. No. 1 Old White Plains Road Hydrograph type = SCS Runoff Peak discharge = 125.70 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 1 min Hyd. volume = 586,414 cuft Drainage area = 26.490 ac Curve number = 82* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 8.19 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(4.120 x 98)+(1.740 x 74)+(15.140 x 80)+(5.490 x 77)]/26.490 Old White Plains Road Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 140.00 140.00 120.00 • 120.00 100.00 100.00 80.00 - 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,05/20/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.79 3.43 0.00 4.44 5.27 6.42 7.31 8.19 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a) 7 J--U U N 7 lZ i d ( 4) U) 01 Ql -0 O (0 CO C a L L 0) N C L L 7 7 J H Z (./1 (n 5 > 0 lc) ',,, 1 `�s O �oyre 0 0� T ��`v��Jry H fp ` /� CI E a:$ rstigoitn cz:, La U o _ ? S '<z/\\ %.* 0 r� Z 03 , 0 , w , t.„... - , \\\t, _N 'c) V zimsorr t'IO �.• .• 0 \ S',N \ \ \\ (:), <( ), 12 td ) 0 a) 0 ,t m E 2. 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Y Sr` V N S Q m c Q C W .22 A d 4_ G a U q O i It 4 zsi O zsio `3~ 99, U U. 4. a 0s, o g '<'.b. cp ok-' *' , eai /\ C N � b i O E0. a 01 a a k a" se' a` VS L .,r po4 4 ,r acoa \ $, ,r, 1 OE 1110 x .yb pLpN/ / CF.y m 2. o o r —, \ Ul el 'T^ 091 V Z OIX 0 00 az ep ,61 t AeI:uo peuold we6£ll-bOZ'ZZAen:paippoh lseq 6Mp'peod weld al!gm PIO-£L uiseggns-£>Isel\£sse1Vini0 go\s000-uo3\OOVO-wig-ZO\sluewaeadwl camas IJOIS g uogenler,3 a6euiw0>IoauaeweW-l0£ZNNWW\(v,aauoaeweO Jo uool)mom X Date:June 2024 Project: MMNK 2301 COST OPINION Comprehensive Drainage Evaluation and Storm Sewer Improvement Recommendations TOWN OF MAMARONECK OLD WHITE PLAINS ROAD Improvement Item Description Unit Quantity Unit Price Total Mobilization/Demobilization(4%Max.) LS 4% Added below Traffic Control LF 1200 $ 15.00 $ 18,000.00 Storm Drainage&Related Construction Install New Standard Catch Basin with Frame&Grate EA 9 $ 6,000.00 $ 54,000.00 Remove and Replace Standard Catch Basin with Frame&Grate EA 9 $ 8,000.00 $ 72,000.00 Install New Oversized Catch Basin with Frame&Grate EA $ 8,000.00 $ - Remove and Replace Oversized Catch Basin with Frame&Grate EA $ 10,000.00 $ - Install New Field Inlet with Frame&Grate EA $ 5,000.00 $ - Remove and Replace Field Inlet with Frame&Grate EA $ 7,000.00 $ - Install New Outlet Structure EA $ 15,000.00 $ - Install New Standard Drainage Manhole with Frame&Grate EA 11 $ 6,000.00 $ 66,000.00 Remove and Replace Standard Drainage Manhole with Frame&Grate EA 1 $ 7,000.00 $ 7,000.00 Install New Oversized Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - Install New Dog House Drainage Manhole with Frame&Grate EA $ 8,000.00 $ - 12"HDPE Pipe LF $ 175.00 $ - 15"HDPE Pipe LF $ 175.00 $ - 18"HDPE Pipe LF 350 $ 200.00 $ 70,000.00 21"HDPE Pipe LF 205 $ 215.00 $ 44,075.00 24"HDPE Pipe LF 390 $ 230.00 $ 89,700.00 30"HDPE Pipe LF $ 250.00 $ - 36"HDPE Pipe LF 255 $ 315.00 $ 80,325.00 42"HDPE Pipe LF $ 410.00 $ - 48"HDPE Pipe LF 460 $ 530.00 $ 243,800.00 12"RCP Pipe' LF $ 300.00 $ - 15"RCP Pipet LF $ 450.00 $ - 18"RCP Pipe' LF $ 450.00 $ - 21"RCP Pipet LF $ 500.00 $ - 24"RCP Pipe' LF $ 500.00 $ - 30"RCP Pipe LF $ 750.00 $ - 36"RCP Pipe' LF $ 800.00 $ - 42"RCP Pipe LF $ 1,000.00 $ - 48"RCP Pipe' LF $ 1,000.00 $ - Pipe Removal LF $ 20.00 $ - 12"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,800.00 $ - 15"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 1,900.00 $ - 18"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 21"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,000.00 $ - 24"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 30"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,300.00 $ - 36"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 42"Flap Gate,Light Duty,such as"Agri Drain"Flap Gate EA $ 2,500.00 $ - 12"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 4,100.00 $ - 15"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 6,600.00 $ - 18"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 7,700.00 $ - 21"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 8,400.00 $ - 24"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 10,600.00 $ - 30"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 15,000.00 $ - 36"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 17,000.00 $ - 42"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 19,000.00 $ - 48"Heavy Duty Check Valve,such as TF-1 Tideflex EA $ 30,000.00 $ - Concrete Headwall-Piping up to 30"Diameter EA $ 10,000.00 $ - Concrete Headwall-Piping 30"-48"diameter EA $ 15,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 30"diameter EA $ 4,000.00 $ - Flared End Section,Reinforced Concrete Class V,up to 48"diameter EA 1 $ 6,000.00 $ 6,000.00 Rip-Rap CY $ 300.00 $ - Underdrain Pipe,4"-6"Diameter LF $ 50.00 $ - Remove Debris from Closed Drainage System LF $ 55.00 $ - Remove Debris from Stormwater Drainage Structures EA $ 400.00 $ - Roadways and Parking Areas Full Depth Pavement Restoration SY 1635.87 $ 200.00 $ 327,173.61 Sawcut Pavement LF 3320.00 $ 8.00 $ 26,560.00 Install New Concrete Vertical Curb(6 X 8"X 20") LF $ 70.00 $ - Remove and Replace Concrete Vertical Curb(6 X 8"X 20"; LF $ 95.00 $ - Remove and Replace Granite Vertical Curb(6 X 8"X 20"; LF $ 300.00 $ - Bituminous asphalt curb/berm LF $ 40.00 $ - Remove and Replace Concrete Sidewalk,4"thick SY $ 225.00 $ - Remove and Replace Concrete Apron,6"thick SY $ 250.00 $ - Pavement Striping LF $ 3.00 $ - Reset Paver Driveway SY $ 150.00 $ - DWS at ADA ramp(at new concrete location) SF $ 100.00 $ - Erosion And Sediment Control Inlet Protection EA 18 $ 500.00 $ 9,000.00 Stabilized Construction Entrance SY 140 $ 35.00 $ 4,900.00 Silt Fence LF $ 20.00 $ - Seed&Mulch,Temporary Stabilization SY $ 20.00 $ - Turf Reinforcement Matt SY $ 40.00 $ - Earth Work Unclassified Excavation&Disposal CY 2721.01 $ 120.00 $ 326,521.18 Clearing&Grubbing SY $ 15.00 $ - Bypass Pumping and/or Dewatering LS By Subconsultant Import Structural Fill CY $ 40.00 $ - Temporary Construction Fence LF $ 15.00 $ - Rock Excavation and Removal CY $ 450.00 $ - Tree Removal,with stump EA $ 6,000.00 $ - Landscaping Turf Restoration SY 670.00 $ 60.00 $ 40,200.00 Install New Tree EA $ 1,000.00 $ - Miscellaneous Site Work Remove and Replace 6'High Chain link fence LF $ 150.00 $ - Guide Rail LF $ 200.00 $ - Reset Sign EA $ 400.00 $ - Install New Stormwater Sign EA $ 2,500.00 $ - Construction Cost $ 1,485,300 Mobilization(4%) $ 59,500 Total $ 1,544,800 0 I- w " a)NnopN C a Qc 5., o U £ F- Z k I ! 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O Appendix N - Supplemental Information N.1 - NOAA Rainfall Report N.2 - Web Soil Survey Report N.3 - Mamaroneck Flood Prone Focus Areas 5/20/24,3:18 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 10,Version 3 �e°` *Location name: Mamaroneck, New York, USA* it'''�+ I V 1 Latitude:40.9511°, Longitude: -73.7305° none Elevation:44 ft** t'• *source:ESRI Maps *% I '"" **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica,Sandra Pavlovic,Michael St.Laurent,Carl Trypaluk,Dale Unruh,Ortan Wilhite NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.365 0.428 0.531 0.617 0.735 0.825 0.916 1.01 1.15 1.25 (0.278-0.477) (0.326-0.560) (0.403-0.697) (0.466-0.812) (0.538-0.996) (0.593-1.13) (0.640-1.29) (0.678-1.46) (0.742-1.69) (0.792-1.88) 10-min 0.518 0.607 0.753 0.874 1.04 1.17 1.30 1.44 1.62 1.77 (0.394-0.676) (0.462-0.794) (0.571-0.987) (0.660-1.15) (0.762-1.41) (0.840-1.61) (0.906-1.83) (0.962-2.07) (1.05-2.40) (1.12-2.66) 15-min 0.609 0.714 0.886 1.03 1.22 1.37 1.53 1.69 1.91 2.09 (0.464-0.796) (0.543-0.934) (0.672-1.16) (0.776-1.35) (0.897-1.66) (0.986-1.89) (1.07-2.15) (1.13-2.43) (1.24-2.82) (1.32-3.13) 30-min 0.845 0.992 1.23 1.43 1.70 1.92 2.13 2.35 2.66 2.90 (0.643-1.10) (0.754-1.30) (0.934-1.62) (1.08-1.88) (1.25-2.31) (1.38-2.63) (1.48-3.00) (1.58-3.38) (1.72-3.92) (1.83-4.34) 60-min 1.08 1.27 1.58 1.83 2.18 2.45 2.73 3.02 3.40 3.71 (0.823-1.41) (0.965-1.66) (1.20-2.07) (1.38-2.41) (1.60-2.96) (1.76-3.37) (1.90-3.84) (2.02-4.34) (2.20-5.02) (2.35-5.56) 2-hr 1.46 1.71 2.11 2.45 2.91 3.26 3.62 3.99 4.49 4.88 (1.12-1.90) (1.30-2.22) (1.61-2.76) (1.85-3.20) (2.14-3.92) (2.35-4.45) (2.53-5.06) (2.68-5.70) (2.92-6.59) (3.10-7.28) 3-hr 1.70 1.99 2.46 2.85 3.39 3.80 4.22 4.67 5.27 5.74 (1.30-2.20) (1.52-2.58) (1.88-3.20) (2.17-3.73) (2.50-4.56) (2.75-5.18) (2.97-5.90) (3.14-6.65) (3.43-7.70) (3.65-8.52) 6-hr 2.10 2.48 3.10 3.61 4.32 4.86 5.41 6.02 6.88 7.58 (1.62-2.71) (1.91-3.20) (2.38-4.01) (2.76-4.70) (3.20-5.79) (3.53-6.60) (3.83-7.55) (4.07-8.53) (4.49-10.0) (4.83-11.2) 12-hr 2.46 2.95 3.76 4.43 5.35 6.04 6.77 7.61 8.84 9.87 (1.90-3.16) (2.28-3.80) (2.90-4.84) (3.40-5.73) (3.99-7.15) (4.42-8.20) (4.84-9.46) (5.15-10.7) (5.78-12.8) (6.32-14.5) 24-hr 2.81 3.42 4.43 5.27 6.42 7.27 8.19 9.29 10.9 12.4 (2.18-3.59) (2.66-4.38) (3.43-5.68) (4.06-6.78) (4.81-8.56) (5.36-9.86) (5.91-11.5) (6.31-13.0) (7.18-15.7) (7.93-18.0) 2-day 3.21 3.94 5.14 6.13 7.50 8.52 9.62 10.9 13.0 14.7 (2.50-4.08) (3.08-5.02) (4.00-6.56) (4.75-7.86) (5.66-9.97) (6.32-11.5) (6.98-13.4) (7.46-15.2) (8.53-18.5) (9.47-21.3) 3-day 3.53 4.32 5.62 6.70 8.19 9.28 10.5 11.9 14.1 16.0 (2.76-4.48) (3.38-5.49) (4.39-7.16) (5.20-8.56) (6.19-10.8) (6.90-12.5) (7.61-14.5) (8.14-16.5) (9.29-20.0) (10.3-23.0) 10.3-23.0) 4-day 3.81 4.64 6.00 7.13 8.69 9.84 11.1 12.6 14.9 16.8 (2.99-4.82) (3.64-5.88) (4.69-7.63) (5.54-9.10) (6.58-11.5) (7.32-13.2) (8.06-15.3) (8.61-17.4) (9.80-21.0) (10.8-24.1) 7-day 4.53 5.43 6.89 8.10 9.76 11.0 12.3 13.9 16.2 18.2 (3.57-5.72) (4.27-6.85) (5.40-8.72) (6.32-10.3) (7.41-12.8) (8.20-14.7) (8.97-16.9) (9.54-19.1) (10.7-22.8) (11.8-25.9) 10-day 5.20 6.13 7.65 8.91 10.6 12.0 13.3 14.9 17.2 19.1 (4.11-6.55) (4.84-7.72) (6.02-9.66) (6.97-11.3) (8.09-13.9) (8.91-15.8) (9.67-18.1) (10.2-20.4) (11.4-24.1) (12.4-27.1) 20-day 7.18 8.20 9.87 11.3 13.2 14.6 16.1 17.7 19.8 21.5 (5.70-8.99) (6.50-10.3) (7.80-12.4) (8.84-14.2) (10.0-17.0) (10.9-19.1) (11.6-21.5) (12.2-24.1) (13.2-27.6) (14.0-30.4) 30-day 8.83 9.93 11.7 13.2 15.2 16.8 18.4 20.0 22.1 23.6 (7.03-11.0) (7.89-12.4) (9.28-14.7) (10.4-16.6) (11.6-19.6) (12.6-21.9) (13.3-24.4) (13.9-27.1) (14.7-30.6) (15.4-33.2) 45-day 10.9 12.1 14.0 15.7 17.9 19.6 21.3 22.9 25.0 26.4 (8.70-13.6) (9.64-15.1) (11.2-17.5) (12.4-19.6) (13.7-22.9) (14.6-25.3) (15.4-28.0) (15.9-30.9) (16.7-34.4) (17.2-37.0) 60-day 12.7 13.9 16.0 17.7 20.1 22.0 23.8 25.4 27.5 28.9 (10.1-15.7) (11.1-17.3) (12.7-20.0) (14.0-22.2) (15.4-25.6) (16.4-28.3) (17.1-31.1) (17.7-34.2) (18.4-37.8) (18.9-40.3) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAAAtlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?Iat=40.9511&Ion=-73.7305&data=depth&units=english&series=pds 1/4 5/20/24,3:18 PM Precipitation Frequency Data Server PDS-based depth-duration-frequency (DDF) curves Latitude:40_91511°, Longitude: -73.7305° 30 Average recurrence interval 25 (years) e — 1 t 20 2 a — 5 w — 10 o 15 — 25 'a - 11Q 10 100 - J — 200 E 5 — 500 -= — 100C 0 - -c -c L s no ro no ro ra no ra re r6 E E C E E N ,b r5 4 -o n to 'a -o -o -0 "-' d un m 6 Duration N A r``' ' r: o N 6 a 'i N rn ,t 30 — — 25 c t Duration oel 5-rrlm — 2-day 15a. iiippopm— — t0Hrlrn — 3-day o '47. 15-min — 4-day — 30-min — 7-day 10 — 60-min — 10-day a — 2-nr — 20-day 5 S= -- , — 3-hr — 30-day 6-1r — 45-day 0 _1 — — 12-hr — 60-day I I I i " " — 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 10,Version 3 Created(GMT):Mon play 20 19:1e:01 2024 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?Iat=40.9511&Ion=-73.7305&data=depth&units=english&series=pds 2/4 5/20/24,3:18 PM Precipitation Frequency Data Server - -*: .Rye, 1 ., Harrison _. .,,_. . --, ,.-• • — Milton . . ,..-.F 7)411)atoned( astehester ,1 1 '. .-.:, -.:- 7.- ', .Larchtr orit_ III 3km ...-'-'-•1--11 2mi '. ....4. -,.- Large scale terrain p s3. 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Reading • Trenton 181 100km oms River 60mi ' Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=40.9511&Ion=-73.7305&data=depth&units=english&series=pds 4/4 Hydrologic Soil Group—Westchester County,New York (Mamaroneck Soil Map) 601000 602000 603000 604000 605000 606000 607000 40°58 57"N I 1.1 1 40°58'57"N 0 , CuD 1.' .. .- UID' - u R ^ _...... - NdA ii, L; Sh 4 _p_ ,,, ere _ ,,,Efi .... _ ...._ PliBitliB ilB " AR,dIAWPE41110‘.D QV. Or104-1r'stio,A,14usrrit \,er, CsD fiir- 110 Diti U eillie •floklatifeiiD b ere eteT apill, Pt ,iiit eg AlielimpAs....._uw,1 ung Alik„I i,13 Akit jr 1! 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(CI `'...'•':i01. 4 4 „A., - - .,.: . , . ..:-.;,...72- -- -' -1010, - '7',..'.' . 1 40°54'15"N 40°54'15"N 601())0 602000 60305 604000 605000 606000 607000 8 8 Map Scale:1:42,400 if printed on A portrait(8.5"x 11")sheet p Meters 8 N 0 500 1000 2000 3000 rc" Feet 000 0 12 Map projec'don:Web Mercator Comer coordinalEs:WGS84 Edge dcs:UTM Zone 18N WGS84 USDN Natural Resources Web Soil Survey 5/20/2024 -dim. Conservation Service National Cooperative Soil Survey Page 1 of 5 j \ 0 ® G c \ / CO £ , 5 e a E a) » f � c ) ) \ { » s } { 2 ] � [ f CS N o E \ E 3 a 0e 7 - 0 \ / - : • } 3 /= . E 2 22E Z co $ / $ % / & m \ % a) U) p = � \ \ ° � } / � k � / ° o5 2 = ; = k 2 \ / \ / jG (/ / / /6 \ k t ` \ cc = 0 \ : \ / ] = 8 y ® 0_ 0_ { / O \ G ) ( } 7 •4 ° m \ E E e k2 LL , 0 G t2co - 2 » / m -c E ± , ; * a52 »/ [ ± \ Cl) & c � E * CL \ \ \ . ƒ \ § ƒ �k \ \ ) 2 % \ ) ) sU) 0 2 2 ƒ 5 } = ® R « -co- _o \ - ) - « 2222 ey 4 , \ 3 ) g ƒ / = E 2 Sao / \a . e \ � .. {f 45E ® _ ] 75 & / \ /ƒ § { \ \ 2 = call / \ 2 ~ / ƒ 5 \ a = f / 22 • = : / / � § ® 0 / \ 0 ou \ > > \\ ƒr 00 \ = c = ! my 4- ' , / - 0 ; 4 @G = o &ƒ/ ) 5 27 = > 7 © ƒ\ a) E0E cc 3 § 0 ; om _ o - - 0 = 0 , - co E \ H - EE0) 0 2 &5 < Q & % _ / _ - 0 - & 87 § z \ / _ « 2 »s \ 3 \ 5 ® 3y \ C - / \ _ o { k » � � 07 k r ` \ ` \ 2 / 4 ) C / 0) c / / & a) » \ Cl) y o a 0 ) | z | ) / Co § \ � < / ❑ k Z O El El O ( / ILLI \ En O 2 m W _ _ CL — _ \ 0 co 2 E / \ / 0 @ @ \ \ c @ \ } c e < _ < * co Co o o = z � < * co -Co- o o = z = < < co Ca- w £ = a . / f \ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ .3 } j : : } - \ O O o o ( \ < co 22 \ \ co 0 zo \1 Hydrologic Soil Group-Westchester County, New York Mamaroneck Soil Map Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Ce Catden muck,0 to 2 B/D 8.4 0.1% percent slopes ChB Charlton fine sandy B 128.7 1.3% loam,3 to 8 percent slopes ChC Charlton fine sandy B 11.7 0.1% loam,8 to 15 percent slopes ChE Charlton loam,25 to 35 B 5.3 0.1% percent slopes CIB Charlton fine sandy B 3.6 0.0% loam,3 to 8 percent slopes,very stony CID Charlton loam, 15 to 25 B 0.1 0.0% percent slopes,very stony CrC Charlton-Chatfield B 890.2 9.1% complex,0 to 15 percent slopes,very rocky CsD Chatfield-Charlton B 203.6 2.1% complex, 15 to 35 percent slopes,very rocky CtC Chatfield-Hollis-Rock B 298.5 3.0% outcrop complex,0 to 15 percent slopes CuD Chatfield-Hollis-Rock D 137.9 1.4% outcrop complex, 15 to 35 percent slopes Ff Fluvaquents-Udifluvents A/D 33.3 0.3% complex,frequently flooded Ip Ipswich mucky peat,0 to A/D 22.2 0.2% 2 percent slopes,very frequently flooded LcA Leicester loam,0 to 3 A/D 4.2 0.0% percent slopes,stony LcB Leicester loam,3 to 8 A/D 41.7 0.4% percent slopes,stony NcA Natchaug muck,0 to 2 B/D 4.4 0.0% percent slopes NdA Natchaug and Catden B/D 7.5 0.1% mucks,ponded,0 to 2 percent slopes usDn Natural Resources Web Soil Survey 5/20/2024 Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group-Westchester County, New York Mamaroneck Soil Map Map unit symbol Map unit name Rating Acres in AOI Percent of AOI PnB Paxton fine sandy loam, C 131.8 1.3% 3 to 8 percent slopes PnC Paxton fine sandy loam, C 14.5 0.1% 8 to 15 percent slopes RdA Ridgebury complex,0 to D 8.4 0.1 3 percent slopes RdB Ridgebury complex,3 to D 40.9 0.4% 8 percent slopes RhB Riverhead loam,3 to 8 A 1.5 0.0% percent slopes Sh Sun loam C/D 3.8 0.0% SuB Sutton loam, 3 to 8 B/D 51.4 0.5% percent slopes Ub Udorthents,smoothed B 238.7 2.4% Uc Udorthents,wet ND 352.5 3.6% substratum UdB Unadilla silt loam,2 to 6 B 4.1 0.0% percent slopes Uf Urban land 804.7 8.2% UhB Urban land-Charlton D 300.6 3.1% complex,3 to 8 percent slopes UhC Urban land-Charlton B 53.2 0.5% complex,8 to 15 percent slopes UIC Urban land-Charlton- 2,644.2 27.0% Chatfield complex, rolling,very rocky UID Urban land-Charlton- 225.1 2.3% Chatfield complex, hilly,very rocky UmC Urban land-Chatfield- 292.9 3.0% Rock outcrop complex,rolling UpB Urban land-Paxton D 1,020.3 10.4% complex,3 to 8 percent slopes UpC Urban land-Paxton D 295.0 3.0% complex,8 to 15 percent slopes UpD Urban land-Paxton D 9.9 0.1% complex, 15 to 25 percent slopes UrB Urban land-Ridgebury D 62.0 0.6% complex,0 to 8 percent slopes UwB Urban land-Woodbridge D 360.5 3.7% complex,3 to 8 percent slopes Uson Natural Resources Web Soil Survey 5/20/2024 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group—Westchester County, New York Mamaroneck Soil Map Map unit symbol Map unit name Rating Acres in AOI Percent of AOI W Water 974.0 9.9% WdA Woodbridge loam,0 to 3 C/D 11.5 0.1% percent slopes WdB Woodbridge loam,3 to 8 C/D 96.9 1.0% percent slopes Totals for Area of Interest 9,800.3 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher usD\ Natural Resources Web Soil Survey 5/20/2024 Conservation Service National Cooperative Soil Survey Page 5 of 5 Flood Prone Areas Identified by the Town of Mamaroneck # LOCATION ISSUE/CONCERN COMMENTARY Repeated flood issue following intense rainfall,requires prolonged road closure until Water subsides. Winding Brook Drive X Undersized drain culvert under Damage to roadway pavement and stone headwall during Ida.Previously submitted for NYSDOT Bridge 1 Fenimore Road Fenimore Road NY and WC Flood Mitigation program grants e,ry lhOr• :LI 924 •fit °ry'h 8 71 reT 1 7 2 o R ._ A-. .� '..a. 867 4 , !.• 5 ". . Abe Alp ...dig. Repeated flooding at intersection of Murray Avenue and Colonial Avenue Drainage Easement- Undersized pipe segment through causing property damage to residential dwellings. Easement drain segment was previously proposed 2 Colonial Avenue to for replacement as part of 2007 WC Drainage Improvements project on Murray Avenue. Funding for easement. Homer Avenue drainage study planned in 2022 Town capital budget • ..2QSJrif . 16 . ► ! \c„,,,,,r titi • An a GOB° 14 + 12 _` 3' - ' 9i "1 . r 10 12 10 ," 15 17 8 S _t 11 10 , ;. . i. �- 6 59 18, , �" Severe erosion and property damage incurred to#7 Country Road during Drainage Easement-7 Pipe segment is hydraullically Hurricane Ida due to joint failure. Opportunity for relocation and enlargementof pipe would better 3 g inefficient,located too close pipepp y g p p Country Road protect property and improve conveyance capacity to residential structure 10 fir', b liqg • 1't'", ..4 21 /i �.;.-r Imay, . . lk 817 4 7 6 . 5 813 , _ .�� 811 o2 43 p. �c .k 1 '....,:--------------„,.., ,d Stone lined drainage channel located under the Fenimore Road base has insuffienct access for Unmapped stone drainage channel - 4 Fenimore Road maintenance/inspection.No record mapping or condition evaluation is available. Undermining of repeat roadway damage Fenimore Road encountered during Ida requiring temporary closure and significant repairs Unknown location along Fenimore Road Drainage facilities collect a significant watershed area from uphill Chatsworth/Rockingstone Avenue. S Madison Avenue at Fifth Undersized drainage facilities create Repeat property damage to surrounding commericial properties from historic storms.Drainage enters Avenue flooding on high traffic roadway into larger Pine Brook Culvert in the area of#615 Fifth Avenue • 4. y 't• * 93` - �- t' s r • --"may_ ,47 ... 630 /1.---No„......... Open channel watercourse through 6 Open Channel-Bonnie rear of Bonnie Way properties causes Town drainage pipe from Bonnie Way discharges to open channel.Flood damage to surrounding Way residential properties has been reported flooding be/ 10 14 580 rl 14 20 12 10 2 G , 7 28 9 $ 17 32 30 19 22 6 19 -0•••'"---- 21 1 10 r' 2 /2t 23 q 2 3 17 % 18 % .____r• g E b 25 4 6� • 1 5 „r::c0P 6 l� L 27 15 9 8 8 11 y 29 - T i I Drainage Easement- Undersized drainage facilities enter 7 Repreat flooding caused damage to surrounding residential properties Cabot Road culvert crossing under 1-95. N. 0 9 / 130 °boa 137/\ 132 6 0 93 Sr J�� 95 v 134 1 99 8 136 A. / 4' 3 10 � D //�� �. 101 11 12 % ' Cs. 103 -.6o, 15 1 105 4 6 19/ 107 ' "• 3 8 CC. .. • 4, ' :4 10 5 NN129119 Undersized roadway culvert creates 8 Griffen Avenue X Carriage flooding during itense rainfall. Maintenance responsibility shared with Village of Scarsdale basin upon Municipal Boundary House Lane Requires road closure 11, '263 • 11 259 •i- N v, .. i 30 • df 255 �•v• Pya ÷o 26 4 t®e.-: a� 4k 4 %, a 29 f / 241 /--^,ice: : ._ 27 Undersized drain culvert creates 1-2 residential homes impacted. Pipe outlet to brook on Kolbert Avenue is submerged(tailwater 9 10/12 Kolbert Avenue minor flooding on residential condition)during normal non-storm flow level property 1 eR iiiiti 5 1 9 1 3 11 a 1/014044110141 � 8 o• o� ' # .r* • 0 10 13 ..v ,,6+t y _ - ; �", -: f r :� �. . � A. 12 15 Undersized drainage facilities create Repeat flooding causes minor damage to surrounding residential properties. Prolonged roadway closure 10 Dillon Road X Premium tidally influenced flooding-Road during coastal storms impedes emergency response,has required evacuation of shore front property River Road Closure to properties along Sound areas frontage 5-17'r 17 •Mr•)r 7 I 1/2 19 5 3 ' 21 23 1 7 f 3 r4 -,. 39 11111110 14 16 38 39 A _ 69 - 52 7 45/9 1 ,_ .54 -, 49 ' F2 Q 18 ce% '. 1 53 34 32 d ll 3 / . 60 Undersized drainage faciliies create Repeat flooding limits access to waterfront residential properties and Hommocks Middle School/High Hommocks Road-Weaver tidally influenced flooding-Road 11 School.Impedes emergency response,has required evacuation of shore front property areas Street Closure to properties along Sound ftonage 134© 7 +ro�3 5 2 •b� t •Q.- 'hOck� ] ti rEv I . 1333 aa8 3 n t-lir la, you nosksGi +�i.:irl: f z �. ,�z-116 istr„" „tip, . il t 1375 A,.n,, - �' ` +q,� 45 0 1lN ',� 1385 lAttik'N.ti7 140 \\\\\\ % / `,.. \909i9iii9419N911:3 F. €a 115 M 435 ii AllIE 12 Glenn Road Undersized drainage facilities create Residential property damage reported to Town during Hurricane Ida. Drainage line connectes to roadway flooding,property damage the storm drain network on Murray Avenue "`., 211 1 p 3 256• it 4 127 190 77 63 • 74 120 209 1 . 188 4 o '� 21 .--`ate 125 ::: I!118A . 6837121 B 116 242 6 41 197 12• 22 - 119 • 26 f 114 f 10 '� 240 34 15 57 117 112 185 6 238 19 [5 20 42 61 51 58 44 °• 16 46 6/ •0,4 110 2 1 230. 11 yQ f2 47 0`. 52 Sp L4. 57 59 181 6 224 ' k • 4e� 8 43 8 109 j . .Gionn Rd `. 1 Ry s¢5� 4 48 z 2 39 107 104 2 54 • 44 , 1.23 35 7 p- 55 165 164' 214 42 33 36 • c 100 163 210 105 / ,%.t-' 49 219 29 32 98 40 161 208 25 95 8 4 . 101 ! _ -. 96 . 41 34 Drainage Easement-25 Undersized pipe segment through Property damage reported to Town during intense rainfall events in 2018/2019.Connects to Murray 13 Echo Lane-29 Maplewood easement causes flooding to Avenue drain network through Maplewood Street St adjoining residential properties 98 O. TV 161 % 4 ow '41 34 _ _ .,. . ,... ._96 IV 16 i 0.4Clitifts ' �41040 i 2 2 94 04 37 i ., 29 4.- " 1 411 4 ' C 17 23 25 • . ,,u � „1. 14] t. 'C1 y. 15 / .c 35 -, 9 -,! !Ai mil- k 41i a, in i2 /' oho •' / t + ' ' f14 a .. - l . j' tbr . ,w,f 3 • s � ' r Undersizing piping of Town ttrunk" Issue observed during Hurricane Ida and June 2022 intense rainfall. Poor condition of drainage 14 Myrtle Blvd-W.of storm sewer limits flow causing collection structures on Weaver Street burdens Town catch basins on Myrtle Weaver St. flooding on roadway and downhill property 684itto, ,. - • • 4 ,,, , _ _ . ' 'II . . , \ . _ . ,• i ......,-. _., ,•... 4,1 __ , - , 1 _ 40, 8 « z1 a 10 o 12 4 79 n bO 9 .• --^i# 1 14 77 a 52 16 i1 73 4ri 18 1 e 15 B 46 63 Z? , 22 `�,e'y\ 1 . - 55 - . Storm drain network terminates at 15 IFO#811 Rockland Ave "bubbler basin"-releases water to No connection to Village Storm Sewer on Rockland Avenue/Baldwin Avenue exists roadway surface 813' . / r i,.� • I.. - - . • is * 298 \ 1 -S.'811 g 2 L a 300 �iv 807 10 • na 5 10 --��c, 199 1 The Town has (2) additional locations that we would like to add into the project scope for field investigations as described below. Nancy Lane X Palmer Avenue — Storm sewer segments on the North side of Palmer Ave cross Palmer between Nancy & Garit Lane and enter a drain culvert through the adjoining property owned my Mamaroneck Union Free School District I. Highway Dap + -I s + tuition with Web AppBuilder for ArcGlS • s or oordinat �' l Igg c *L71; "' ` s 1 API' 8 Nancy L� ` fSGa , v • I 5 '"--„,"0-, x iQ I l a n cy L n F' .. r ►Q TcwnMamaroneckBoundary ... .a 014 n Fire_Hydrants .., = - `I.- -. L, 5 n ' ! + 1 r�a I I Street_Slgns ... ,.. Y�c . 11 F Stop Signs ... +r S'Nancy Ln . -' I"El Streets is. ' " • / ., PCs 4r.. 11, • ►El Mamaroneck Manholes ... '. * .crir IN ► Mcmaroneck_Mains ... , ' { ►ei Stormwater ..• r :4 ;. , 411r � e 4 144 Wear St r ^., �,� 'ti t • fey 5. /1•: . illit2S, --, F- - ' .\ e • -jam CIS _ * - �..54 4'` 1' - , 1 �; k r s eft l y easier St 4' "% i + PalmerA • • ,- PalrnerAv y kf G._3. i ,4iiiiii, • 2 Old White Plains Road — Storm sewer segment starting at Old White Plains Road X Wagon Wheel Road through its outfall south of the 1147 Old White Plains Road property. Numerous reports of flooding near the intersection of Gate House Lane and Old White Plains Road have been fielded by the Town during recent severe storms. �y .. -` Ee Ln r, :r= .i b,. r k ``-r... '' Ji 'lim M r e ains 3.1 �e �5,1 ' '[larbouraie li s�y w Ling Ord Uuhite Plains Rd ~, "s r 4 4. 7 _ ti ti 1} �•' z ' D hlarbourne Ur o d r rh is ulains'SV 11 1163 Old White Plains d , Jr— , Y'`` Ei Gate House j r Ir = ".V a Carol Ln `. '� '' '� - I • H �..i ) y., ti: } L7LL a • 'ains Rd - O A. _. - " inti ord•White Plains Rd b - — . \ ,, , ,i. _ •-. . ' LLn 7 w i 11 1 r .' Carol f'.. Ca � Ln Cart •' • 115 2 c White Plains Rd F • r -kite Plains Rd i -- 0 _ • \ " ,cial orddWlhice Plains Rd •,< , \\ 1 e m IP i ' - 4 . flit , ". n. el flagnet Cir 6 Caroler fi r i- t 2ti 111031 Ord White Plains Rd It".,,, i5 liagne i Cir \ 4. - - - 03 Carol! r;' f p et „' +] 4d While PlainsRd r i \ ti aro 0 . White Plains lid 1147 0 + White Plains Rd r 3 Appendix 0 0.1 - Additional Resident Drainage Observations Address Related Drainage Study Subbasin New Observation Grouping 871 Fenimore Road Subbasin 1-Fenimore Road Culvert N/A Colonial Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A Colonial Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Streel N/A Murray Ave/Colonial Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Streel N/A Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Streel N/A Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Streel N/A 14 Colonial Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 211 Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 188 Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 257 Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 197 Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 194 Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 2 Bryson Street Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 243 Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 251 Murray Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 16 Colonial Ave Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A Glenn Road Subbasin 2-Colonial&Homer Ave,Glenn Road,and Echo Lane&Maplewood Street N/A 5 Leatherstocking Lane Subbasin 3-7 Country Road N/A 110 N Chatsworth Subbasin 5-Madison Ave&5th Ave N/A Madison&5th Subbasin 5-Madison Ave&5th Ave N/A Madison&5th Subbasin 5-Madison Ave&5th Ave N/A 258 Madison Street Subbasin 5-Madison Ave&5th Ave N/A Madison&5th Subbasin 5-Madison Ave&5th Ave N/A 133 North Chatsworth Subbasin 5-Madison Ave&5th Ave N/A 136 North Chatsworth Drive Subbasin 5-Madison Ave&5th Ave N/A 93 Madison Avenue Subbasin 5-Madison Ave&5th Ave N/A Madison&5th Subbasin 5-Madison Ave&5th Ave N/A Bonnie Way Open Channel Subbasin 6-Bonnie Way N/A 28 Bonnie Way Subbasin 6-Bonnie Way N/A 20 Bonnie Way Subbasin 6-Bonnie Way N/A 10 Bonnie Way Subbasin 6-Bonnie Way N/A 44 Myrtle Boulevard Subbasin 7-Cabot Road&Myrtle Boulevard N/A Fenimore,Griffen Ave,Kolbert Subbasin 8-Kolbert Drive N/A Pryer Manor Subbasin 9-Premium River Road N/A 2 Nancy Lane Subbasin 12-Nancy Lane&Griffen Ave N/A Gate House Lane X Old White Plains Subbasin 13-Old White Plains Road N/A 2 Gate House Lane Subbasin 13-Old White Plains Road N/A 1153 Old White Plains Road Subbasin 13-Old White Plains Road N/A 21 Sheldrake Avenue N/A 1 710 Forest Ave N/A 1 39 Sheldrake Avenue N/A 1 707 Forest Ave N/A 1 14 Rockland Ave N/A 2 2 Caroll Place N/A 2 18 Orsini Drive N/A 3 6 Dimitri Place N/A 3 100 E Brookside Drive N/A 4 East Brookside Drive N/A 4 Brook near East Brookside Drive N/A 4 2 Valley Stream Road N/A 4 65 W.Brookside Drive N/A 4 26 Stoneyside Drive N/A 5 8 Stoneyside Drive N/A 5 Stoneyside X Ellsworth N/A 5 26 Marboune Drive N/A 6 24 Marboune Drive N/A 6 20 Wagon Wheel Road N/A 6 12 Hugenot Drive N/A 7 NormandyX Huguenot N/A 7 862 Fenimore Road N/A $ 867 Fenimore Road N/A $ 1 Lakeside Drive N/A 9 7 Lakeside N/A 9 Duck Pond N/A 9 3 Jason Lane N/A 10 14Jason Lane N/A 10 Fenimore Road X Country Road/Baldwin N/A 11 South Ridge Road X Mohegan N/A 12 138 Harmon Drive N/A 13 67 Edgewood Ave N/A 14 15 South Drive N/A 15 10 York Road N/A 16