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Drainage Analysis 12-29-23 STORMWATER DRAINAGE REPORT AND MANAGEMENT PLAN for Mixed Use Building 81 Maple Street Florence, MA Prepared for Gaurang Patel 94 Maple Street Florence, Massachusetts Prepared by T Reynolds Engineering 152 Maplewood Terrace Florence, MA 01062 (413) 387-8078 Fax (413) 727-3477 e-mail: terry@treynoldsengineering.com December, 2023 T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 Page 2 of 7 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com TABLE OF CONTENTS Project Summary ............................................................................................................................. 3 Project Description .......................................................................................................................... 3 Soil Conditions................................................................................................................................ 3  Method of Drainage Analysis ......................................................................................................... 5  Model Results ................................................................................................................................. 6  Long-Term Stormwater Maintenance Program .............................................................................. 7  FIGURES Figure 1: Locus of Project Area ...................................................................................................... 4  TABLES Table 1: Rainfall Runoff Results .................................................................................................... 6 APPENDICES Appendix A: Pre-Construction and Post-Construction Drainage Area Plans Appendix B: Soils Report Appendix C: Hydrologic Analyses Appendix D: Point Precipitation Frequency Estimate T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 Page 3 of 7 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Project Summary T Reynolds Engineering(TRE) has been retained by Gaurang Patel to analyze and perform stormwater flow calculations for the pre-development conditions and proposed post-development conditions for the property located at 81 Maple Street in Florence, MA. The purpose of this analysis is to determine the 2, 10, and 100-year peak flow rates and quantities for pre-construction condition and post-construction conditions with stormwater management improvements and show that the stormwater management system has been designed to be in general accordance with the City of Northampton Stormwater Management requirements. Project Description The project site consists of generally flat terrain located on Maple Street near the corner of Maple and Main Street (see Locus Figure 1). The site is currently partially developed consisting of a 3,744 SF± commercial building located on the corner frontage with a paved parking area accessed off of both Main Street and Maple Street. The proposed improvements consist of construction of a new 63,7'x67.7' building that will utilize the existing parking in the rear of the site. Stormwater improvements consist of a subsurface stormwater infiltration system for the new building. Soil Conditions Review of the Natural Resource Conservation Service (NRCS), Soil Survey Manual of Hampshire County, Massachusetts, Central Part, indicates soils located within the area of concern are considered to be 253A, Hinckley loamy sand. (see soil map, Appendix B). Soil borings were performed to determine if actual soil conditions were suitable for subsurface retention. Based on the results of the soil investigation, subsurface infiltration was determined to be a viable option. T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 Page 4 of 7 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com FIGURE 1: LOCUS OF PROJECT AREA (MassMapper) SITE LOCATION T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 Page 5 of 7 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Method of Drainage Analysis The program HydroCAD was utilized to perform stormwater modeling for this project. HydroCAD uses the NRCS method of analysis TR-20. The TR-20 method is a widely accepted, standard engineering practice within the civil engineering profession. The NRCS method of hydrology analysis utilizes the drainage area, hydraulic length, terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. The model analyzes an area approximately 24,926 SF contributing stormwater runoff flows to the perimeter of the property. Pre-developed conditions are based on assumed conditions prior to the demolition of the eastern building. TRR modeled the 2, 10, and 100-year statistical rain events for the existing and proposed condition. The total rainfall per a 24-hour period for the 2, 10, and 100-year statistical rain events are 3.87-inches, 6.24-inches, and 11.40-inches respectively (see Pre and Post Construction Drainage Area Plans, Appendix A). Limitations The stormwater analysis was performed in accordance with standard civil engineering practice and relies on information provided by other parties as well as published information. Potential runoff analysis was limited to areas within the bounds of property owned and areas immediately adjacent and interpreted to drain toward the site of concern. No flow monitoring or inspection of the City of Northampton’s existing storm sewer system was performed. It shall also be understood that the NRCS Method of drainage analyses was originally formulated to assist with the development of farmland and crop production. Although the NRCS method has become one of the standard methods of hydrologic analysis within civil engineering community, it may be conservative for use on very small areas of modern development and provide runoff results that are greater than actual conditions. T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 Page 6 of 7 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Model Results The following tables summarize the results of the drainage analysis using HydroCad. One design point was used to show the pre and post construction stormwater flows expected on-site for the 2, 10 and 100-year storm events. The design point is representative of stormwater flows that are collected in the City storm sewer system located on Trumbull Road Street and Gothic Street. Table 1: Rainfall Runoff Results Stormwater Discharges into the City Stormwater System Pre-Construction Peak Discharge (cfs) Post- Construction Peak Discharge (cfs) 2-Year Storm Event 1.22 1.14 10-year Storm Event 2.36 2.33 100-year Storm Event 4.82 4.64 As can be seen from the above results, stormwater runoff from the 2, 10 and 100-year storm events will not be increased from the pre-construction conditions to the post construction condition. Short-Term Erosion Control Maintenance  The contractor or subcontractor will be responsible for implementing all erosion and sediment controls.  The on-site contractor will inspect all sediment and erosion controls periodically and after each significant rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor.  Sediment shall be removed from behind barriers if greater than 6-inches deep or as needed.  Damaged or deteriorated items will be repaired immediately after identification.  The underside of filter socks should be kept in close contact with the earth and reset or provided with mulch or stone filter as necessary.  The underside of hay bales should be kept in close contact with the earth and reset as necessary.  Sediment that is collected in drainage structures or within sediment controls shall be disposed of properly and, if on site, shall not be placed in an area subject to erosion.  Erosion control structures shall remain in place until all disturbed earth has been securely stabilized. After removal of structures, disturbed areas shall be re-graded and stabilized as necessary. The sedimentation and erosion control plan is included in project plan set. T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 Page 7 of 7 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Long-Term Stormwater Maintenance Program The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described.  Operation and maintenance of stormwater management system will be the responsibility of the Owner or owners of the property.  Inspect and clean as needed all sediment removal devices (i.e. catch basins) four times a year to remove accumulated sand, sediment, and floatable products or as needed based on use.  CDS Water Quality Unit maintenance Initial Operation - Check the condition of the unit after every runoff event for the first 30 days. The visual inspection should ascertain that the unit is functioning properly (no blockages or obstructions to inlet and/or separation screen), measuring the amount of solid materials that have accumulated in the sump, the amount of fine sediment accumulated behind the screen, and determining the amount floating trash and debris in the separation chamber. This can be done with a calibrated “dip stick” so that the depth of deposition can be tracked. Schedules for inspections and cleanout should be based on storm events and pollutant accumulation. Ongoing Operation - During the rainfall season, the unit should be inspected at least once every 30 days. The floatables should be removed and the sump cleaned when the sump is 50% full. If floatables accumulate more rapidly than the settleable solids, the floatables should be removed using a vactor truck or dip net before the layer thickness exceeds one to two feet. Cleanout of the CDS unit at the end of a rainfall season is recommended.  CULTEC Sub-surface Basins The CULTEC system may be equipped with inspection ports located on the inlet row. The inspection ports are circular cast boxes placed in a rectangular concrete collar. When the lid is removed, a 6-inch (150 mm) pipe with a screw-in plug will be exposed. Remove the plug. This will provide access to the CULTEC Chamber row below. From the surface, through this access, the sediment may be measured at this location. A stadia rod may be used to measure the depth of sediment if any in this row. CCTV inspection of this row can be deployed through this access port to determine if any sediment has accumulated in the inlet row. If significant sediment is observed to be accumulating in the chamber, the pretreatment devised is not performing as designed and should be inspected. If ponding is observed in the chambers occurring 72 hours after a storm, the basin is not performing as designed and maintenance, repair or reconstruction of the chamber system is required. Sub-surface systems should be inspected in accordance with manufacturers recommended maintenance guidelines and after significant storm events of two years or greater.  Paved areas will be swept, at a minimum, two times per year in the months of May and October.  All sediments and hydrocarbons should be properly handled and disposed, in accordance with local, state and federal guidelines and regulations outside any drainage facilities or resource areas, including buffer zone to the resource area T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix A: Pre-Construction and Post-Construction Drainage Area Plans MAIN S T R E E T (ROUT E 9 )MAPLE STREETCivil EngineersPlanning, Design, and Permitting Services ph: 413 387-8078 fax: 413 727-3477email: terry@treynoldsengineering.comwww.treynoldsengineering.com 152 Maplewood TerraceFlorence, MA 01062 T Reynolds Engineering DATE: PREPARED FOR: DATE: SCALE: OF REVISIONS: UNAUTHORIZED ALTERATION OFTHIS DOCUMENT IS A VIOLATION OFMASSACHUSETTS STATE LAW SHEET NO. PROJECT NO: DRAWING: 12/29/23 1" = 10' 1 2Existing Conditions DrainageArea PlanMaple Street Multi Use Building81 Maple StreetFlorence, MA 01062Gaurang Patel 94 Maple Street Florence, MA 01062 Eng Plan.dwg 22-1002 MAIN S T R E E T (ROUT E 9 )MAPLE STREET27 8278 Civil EngineersPlanning, Design, and Permitting Services ph: 413 387-8078 fax: 413 727-3477email: terry@treynoldsengineering.comwww.treynoldsengineering.com 152 Maplewood TerraceFlorence, MA 01062 T Reynolds Engineering DATE: PREPARED FOR: DATE: SCALE: OF REVISIONS: UNAUTHORIZED ALTERATION OFTHIS DOCUMENT IS A VIOLATION OFMASSACHUSETTS STATE LAW SHEET NO. PROJECT NO: DRAWING: 12/29/23 1" = 10' 2 2Proposed Drainage Area PlanMaple Street Multi Use Building81 Maple StreetFlorence, MA 01062Gaurang Patel 94 Maple Street Florence, MA 01062 Eng Plan.dwg 22-1002 T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix B: Soils Report United StatesDepartment ofAgriculture A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants Custom Soil Resource Report forHampshire County, Massachusetts, Central PartNaturalResourcesConservationService December 29, 2023 PrefaceSoil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 ContentsPreface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................12 Map Unit Descriptions........................................................................................12 Hampshire County, Massachusetts, Central Part...........................................14 253A—Hinckley loamy sand, 0 to 3 percent slopes....................................14 References............................................................................................................16 4 How Soil Surveys Are MadeSoil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research.The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately.Custom Soil Resource Report 7 Soil MapThe soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource ReportSoil Map 4689550468956046895704689580468959046896004689610468962046896304689640468965046896604689670468968046895504689560468957046895804689590468960046896104689620468963046896404689650468966046896704689680691770 691780 691790 691800 691810 691820 691830 691840 691850 691860 691870 691770 691780 691790 691800 691810 691820 691830 691840 691850 691860 691870 42° 20' 8'' N 72° 40' 20'' W42° 20' 8'' N72° 40' 15'' W42° 20' 4'' N 72° 40' 20'' W42° 20' 4'' N 72° 40' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 30 60 120 180 Feet 0 10 20 40 60 Meters Map Scale: 1:685 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 18, Sep 10, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 29, 2013—Oct 16, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report 10 MAP LEGEND MAP INFORMATION imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 11 Map Unit LegendMap Unit Symbol Map Unit Name Acres in AOI Percent of AOI253AHinckley loamy sand, 0 to 3 percent slopes 2.1 100.0%Totals for Area of Interest 2.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report 12 An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities.Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement.Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 13 Hampshire County, Massachusetts, Central Part253A—Hinckley loamy sand, 0 to 3 percent slopesMap Unit SettingNational map unit symbol: 2svm7Elevation: 0 to 1,420 feetMean annual precipitation: 36 to 71 inchesMean annual air temperature: 39 to 55 degrees FFrost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Hinckley and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform:Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 8 inches: loamy sand Bw1 - 8 to 11 inches: gravelly loamy sand Bw2 - 11 to 16 inches: gravelly loamy sand BC - 16 to 19 inches: very gravelly loamy sand C - 19 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 14 Minor ComponentsWindsorPercent of map unit:5 percentLandform:Outwash deltas, kame terraces, outwash terracesLandform position (three-dimensional):TreadDown-slope shape:Concave, convex, linearAcross-slope shape:Convex, linear, concaveHydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Outwash deltas, outwash terraces, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Sudbury Percent of map unit:4 percent Landform:Outwash deltas, outwash terraces, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Walpole Percent of map unit:1 percent Landform:Deltas, depressions, outwash terraces, depressions, outwash plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, talf, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 15 ReferencesAmerican Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 17 T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix C: Hydrologic Analyses 1S 2S 3S 100 Main Building 4S 5S 4R Southern Boundary 5R Maple Street 10R Overall Runoff 5P Dry Well 7PCB PCB1 8PCB PDMH2 9PCB WQU Routing Diagram for Pre-DevelopmentPrepared by T Reynolds Engineering, Printed 12/29/2023 HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCArea Listing (all nodes)Area(sq-ft)CN Description(subcatchment-numbers)7,526 39 >75% Grass cover, Good, HSG A (1S, 2S, 4S, 5S)13,656 98 Paved parking, HSG A (1S, 2S, 4S, 5S) 3,744 98 Roofs, HSG A (3S) 24,926 80 TOTAL AREA Type III 24-hr 2-Year Event Rainfall=3.87"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTime span=5.00-72.00 hrs, dt=0.05 hrs, 1341 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind methodRunoff Area=1,339 sf 31.14% Impervious Runoff Depth>1.13"Subcatchment 1S: Tc=6.0 min CN=WQ Runoff=0.04 cfs 126 cfRunoff Area=1,419 sf 5.21% Impervious Runoff Depth>0.22"Subcatchment 2S: Tc=6.0 min CN=WQ Runoff=0.01 cfs 26 cf Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>3.56"Subcatchment 3S: 100 Main Building Tc=6.0 min CN=98 Runoff=0.32 cfs 1,110 cf Runoff Area=10,059 sf 92.09% Impervious Runoff Depth>3.28"Subcatchment 4S: Tc=6.0 min CN=WQ Runoff=0.78 cfs 2,748 cf Runoff Area=8,365 sf 46.65% Impervious Runoff Depth>1.68"Subcatchment 5S: Tc=6.0 min CN=WQ Runoff=0.33 cfs 1,169 cf Inflow=0.01 cfs 26 cfReach 4R: Southern Boundary Outflow=0.01 cfs 26 cf Inflow=1.21 cfs 4,203 cfReach 5R: Maple Street Outflow=1.21 cfs 4,203 cf Inflow=1.22 cfs 4,229 cfReach 10R: Overall Runoff Outflow=1.22 cfs 4,229 cf Peak Elev=273.34' Storage=265 cf Inflow=0.32 cfs 1,110 cfPond 5P: Dry Well Discarded=0.04 cfs 949 cf Primary=0.29 cfs 160 cf Outflow=0.33 cfs 1,110 cf Peak Elev=273.00' Inflow=0.90 cfs 2,908 cfPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=0.90 cfs 2,908 cf Peak Elev=272.47' Inflow=0.90 cfs 2,908 cfPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=0.90 cfs 2,908 cf Peak Elev=271.99' Inflow=1.18 cfs 4,077 cfPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=1.18 cfs 4,077 cf Total Runoff Area = 24,926 sf Runoff Volume = 5,178 cf Average Runoff Depth = 2.49" 30.19% Pervious = 7,526 sf 69.81% Impervious = 17,400 sf Type III 24-hr 2-Year Event Rainfall=3.87"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Subcatchment 1S: Runoff = 0.04 cfs @ 12.09 hrs, Volume= 126 cf, Depth> 1.13"Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrsType III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 417 98 Paved parking, HSG A 922 39 >75% Grass cover, Good, HSG A 1,339 Weighted Average 922 39 68.86% Pervious Area 417 98 31.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.01 cfs @ 12.09 hrs, Volume= 26 cf, Depth> 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 1,345 39 >75% Grass cover, Good, HSG A 74 98 Paved parking, HSG A 1,419 Weighted Average 1,345 39 94.79% Pervious Area 74 98 5.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: 100 Main Building Runoff = 0.32 cfs @ 12.09 hrs, Volume= 1,110 cf, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 98 100.00% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.87"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.78 cfs @ 12.09 hrs, Volume= 2,748 cf, Depth> 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 9,263 98 Paved parking, HSG A 796 39 >75% Grass cover, Good, HSG A 10,059 Weighted Average 796 39 7.91% Pervious Area 9,263 98 92.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.33 cfs @ 12.09 hrs, Volume= 1,169 cf, Depth> 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 3,902 98 Paved parking, HSG A 4,463 39 >75% Grass cover, Good, HSG A 8,365 Weighted Average 4,463 39 53.35% Pervious Area 3,902 98 46.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Southern Boundary Inflow Area = 1,419 sf, 5.21% Impervious, Inflow Depth > 0.22" for 2-Year Event event Inflow = 0.01 cfs @ 12.09 hrs, Volume= 26 cf Outflow = 0.01 cfs @ 12.09 hrs, Volume= 26 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Reach 5R: Maple StreetInflow Area = 23,507 sf, 73.71% Impervious, Inflow Depth > 2.15" for 2-Year Event eventInflow = 1.21 cfs @ 12.13 hrs, Volume= 4,203 cfOutflow = 1.21 cfs @ 12.13 hrs, Volume= 4,203 cf, Atten= 0%, Lag= 0.0 minRouting by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Overall Runoff Inflow Area = 24,926 sf, 69.81% Impervious, Inflow Depth > 2.04" for 2-Year Event event Inflow = 1.22 cfs @ 12.13 hrs, Volume= 4,229 cf Outflow = 1.22 cfs @ 12.13 hrs, Volume= 4,229 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 3,744 sf,100.00% Impervious, Inflow Depth > 3.56" for 2-Year Event event Inflow = 0.32 cfs @ 12.09 hrs, Volume= 1,110 cf Outflow = 0.33 cfs @ 12.16 hrs, Volume= 1,110 cf, Atten= 0%, Lag= 4.3 min Discarded = 0.04 cfs @ 12.16 hrs, Volume= 949 cf Primary = 0.29 cfs @ 12.16 hrs, Volume= 160 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.34' @ 12.16 hrs Surf.Area= 64 sf Storage= 265 cf Flood Elev= 276.90' Surf.Area= 64 sf Storage= 385 cf Plug-Flow detention time= 45.7 min calculated for 1,109 cf (100% of inflow) Center-of-Mass det. time= 45.5 min ( 809.9 - 764.4 ) Volume Invert Avail.Storage Storage Description #1 269.50' 302 cf 8.00'D x 6.00'H Vertical Cone/Cylinder Inside #2 #2 267.50' 83 cf 9.00'D x 8.00'H Vertical Cone/Cylinder 509 cf Overall - 302 cf Embedded = 207 cf x 40.0% Voids 385 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 267.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.16 hrs HW=273.30' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.25 cfs @ 12.16 hrs HW=273.31' (Free Discharge) 2=Culvert (Barrel Controls 0.25 cfs @ 2.33 fps) Type III 24-hr 2-Year Event Rainfall=3.87"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Pond 7P: PCB1Inflow Area = 13,803 sf, 94.23% Impervious, Inflow Depth > 2.53" for 2-Year Event eventInflow = 0.90 cfs @ 12.14 hrs, Volume= 2,908 cfOutflow = 0.90 cfs @ 12.14 hrs, Volume= 2,908 cf, Atten= 0%, Lag= 0.0 minPrimary = 0.90 cfs @ 12.14 hrs, Volume= 2,908 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.00' @ 12.14 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.87 cfs @ 12.14 hrs HW=272.98' (Free Discharge) 1=Culvert (Barrel Controls 0.87 cfs @ 3.38 fps) Summary for Pond 8P: PDMH2 Inflow Area = 13,803 sf, 94.23% Impervious, Inflow Depth > 2.53" for 2-Year Event event Inflow = 0.90 cfs @ 12.14 hrs, Volume= 2,908 cf Outflow = 0.90 cfs @ 12.14 hrs, Volume= 2,908 cf, Atten= 0%, Lag= 0.0 min Primary = 0.90 cfs @ 12.14 hrs, Volume= 2,908 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.47' @ 12.14 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.87 cfs @ 12.14 hrs HW=272.45' (Free Discharge) 1=Culvert (Barrel Controls 0.87 cfs @ 3.34 fps) Summary for Pond 9P: WQU Inflow Area = 22,168 sf, 76.28% Impervious, Inflow Depth > 2.21" for 2-Year Event event Inflow = 1.18 cfs @ 12.13 hrs, Volume= 4,077 cf Outflow = 1.18 cfs @ 12.13 hrs, Volume= 4,077 cf, Atten= 0%, Lag= 0.0 min Primary = 1.18 cfs @ 12.13 hrs, Volume= 4,077 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 271.99' @ 12.13 hrs Flood Elev= 278.50' Type III 24-hr 2-Year Event Rainfall=3.87"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCDevice Routing Invert Outlet Devices#1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.13 cfs @ 12.13 hrs HW=271.97' (Free Discharge)1=Culvert (Barrel Controls 1.13 cfs @ 3.59 fps) Type III 24-hr 10-Year Event Rainfall=6.24"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTime span=5.00-72.00 hrs, dt=0.05 hrs, 1341 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind methodRunoff Area=1,339 sf 31.14% Impervious Runoff Depth>2.17"Subcatchment 1S: Tc=6.0 min CN=WQ Runoff=0.06 cfs 242 cfRunoff Area=1,419 sf 5.21% Impervious Runoff Depth>0.79"Subcatchment 2S: Tc=6.0 min CN=WQ Runoff=0.01 cfs 94 cf Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>5.82"Subcatchment 3S: 100 Main Building Tc=6.0 min CN=98 Runoff=0.51 cfs 1,816 cf Runoff Area=10,059 sf 92.09% Impervious Runoff Depth>5.40"Subcatchment 4S: Tc=6.0 min CN=WQ Runoff=1.27 cfs 4,527 cf Runoff Area=8,365 sf 46.65% Impervious Runoff Depth>2.99"Subcatchment 5S: Tc=6.0 min CN=WQ Runoff=0.54 cfs 2,085 cf Inflow=0.01 cfs 94 cfReach 4R: Southern Boundary Outflow=0.01 cfs 94 cf Inflow=2.35 cfs 7,395 cfReach 5R: Maple Street Outflow=2.35 cfs 7,395 cf Inflow=2.36 cfs 7,489 cfReach 10R: Overall Runoff Outflow=2.36 cfs 7,489 cf Peak Elev=273.45' Storage=271 cf Inflow=0.51 cfs 1,816 cfPond 5P: Dry Well Discarded=0.04 cfs 1,275 cf Primary=0.48 cfs 541 cf Outflow=0.52 cfs 1,816 cf Peak Elev=274.14' Inflow=1.74 cfs 5,068 cfPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=1.74 cfs 5,068 cf Peak Elev=273.54' Inflow=1.74 cfs 5,068 cfPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=1.74 cfs 5,068 cf Peak Elev=272.29' Inflow=2.29 cfs 7,153 cfPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=2.29 cfs 7,153 cf Total Runoff Area = 24,926 sf Runoff Volume = 8,764 cf Average Runoff Depth = 4.22" 30.19% Pervious = 7,526 sf 69.81% Impervious = 17,400 sf Type III 24-hr 10-Year Event Rainfall=6.24"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Subcatchment 1S: Runoff = 0.06 cfs @ 12.09 hrs, Volume= 242 cf, Depth> 2.17"Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrsType III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 417 98 Paved parking, HSG A 922 39 >75% Grass cover, Good, HSG A 1,339 Weighted Average 922 39 68.86% Pervious Area 417 98 31.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.01 cfs @ 12.13 hrs, Volume= 94 cf, Depth> 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 1,345 39 >75% Grass cover, Good, HSG A 74 98 Paved parking, HSG A 1,419 Weighted Average 1,345 39 94.79% Pervious Area 74 98 5.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: 100 Main Building Runoff = 0.51 cfs @ 12.09 hrs, Volume= 1,816 cf, Depth> 5.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 98 100.00% Impervious Area Type III 24-hr 10-Year Event Rainfall=6.24"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 1.27 cfs @ 12.09 hrs, Volume= 4,527 cf, Depth> 5.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 9,263 98 Paved parking, HSG A 796 39 >75% Grass cover, Good, HSG A 10,059 Weighted Average 796 39 7.91% Pervious Area 9,263 98 92.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.54 cfs @ 12.09 hrs, Volume= 2,085 cf, Depth> 2.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 3,902 98 Paved parking, HSG A 4,463 39 >75% Grass cover, Good, HSG A 8,365 Weighted Average 4,463 39 53.35% Pervious Area 3,902 98 46.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Southern Boundary Inflow Area = 1,419 sf, 5.21% Impervious, Inflow Depth > 0.79" for 10-Year Event event Inflow = 0.01 cfs @ 12.13 hrs, Volume= 94 cf Outflow = 0.01 cfs @ 12.13 hrs, Volume= 94 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Reach 5R: Maple StreetInflow Area = 23,507 sf, 73.71% Impervious, Inflow Depth > 3.78" for 10-Year Event eventInflow = 2.35 cfs @ 12.09 hrs, Volume= 7,395 cfOutflow = 2.35 cfs @ 12.09 hrs, Volume= 7,395 cf, Atten= 0%, Lag= 0.0 minRouting by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Overall Runoff Inflow Area = 24,926 sf, 69.81% Impervious, Inflow Depth > 3.61" for 10-Year Event event Inflow = 2.36 cfs @ 12.09 hrs, Volume= 7,489 cf Outflow = 2.36 cfs @ 12.09 hrs, Volume= 7,489 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 3,744 sf,100.00% Impervious, Inflow Depth > 5.82" for 10-Year Event event Inflow = 0.51 cfs @ 12.09 hrs, Volume= 1,816 cf Outflow = 0.52 cfs @ 12.10 hrs, Volume= 1,816 cf, Atten= 0%, Lag= 0.7 min Discarded = 0.04 cfs @ 12.10 hrs, Volume= 1,275 cf Primary = 0.48 cfs @ 12.10 hrs, Volume= 541 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.45' @ 12.10 hrs Surf.Area= 64 sf Storage= 271 cf Flood Elev= 276.90' Surf.Area= 64 sf Storage= 385 cf Plug-Flow detention time= 42.4 min calculated for 1,814 cf (100% of inflow) Center-of-Mass det. time= 42.1 min ( 803.4 - 761.3 ) Volume Invert Avail.Storage Storage Description #1 269.50' 302 cf 8.00'D x 6.00'H Vertical Cone/Cylinder Inside #2 #2 267.50' 83 cf 9.00'D x 8.00'H Vertical Cone/Cylinder 509 cf Overall - 302 cf Embedded = 207 cf x 40.0% Voids 385 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 267.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.10 hrs HW=273.45' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.47 cfs @ 12.10 hrs HW=273.45' (Free Discharge) 2=Culvert (Barrel Controls 0.47 cfs @ 2.66 fps) Type III 24-hr 10-Year Event Rainfall=6.24"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Pond 7P: PCB1Inflow Area = 13,803 sf, 94.23% Impervious, Inflow Depth > 4.41" for 10-Year Event eventInflow = 1.74 cfs @ 12.09 hrs, Volume= 5,068 cfOutflow = 1.74 cfs @ 12.09 hrs, Volume= 5,068 cf, Atten= 0%, Lag= 0.0 minPrimary = 1.74 cfs @ 12.09 hrs, Volume= 5,068 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 274.14' @ 12.09 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.70 cfs @ 12.09 hrs HW=274.08' (Free Discharge) 1=Culvert (Barrel Controls 1.70 cfs @ 4.88 fps) Summary for Pond 8P: PDMH2 Inflow Area = 13,803 sf, 94.23% Impervious, Inflow Depth > 4.41" for 10-Year Event event Inflow = 1.74 cfs @ 12.09 hrs, Volume= 5,068 cf Outflow = 1.74 cfs @ 12.09 hrs, Volume= 5,068 cf, Atten= 0%, Lag= 0.0 min Primary = 1.74 cfs @ 12.09 hrs, Volume= 5,068 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.54' @ 12.09 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.70 cfs @ 12.09 hrs HW=273.48' (Free Discharge) 1=Culvert (Barrel Controls 1.70 cfs @ 4.88 fps) Summary for Pond 9P: WQU Inflow Area = 22,168 sf, 76.28% Impervious, Inflow Depth > 3.87" for 10-Year Event event Inflow = 2.29 cfs @ 12.09 hrs, Volume= 7,153 cf Outflow = 2.29 cfs @ 12.09 hrs, Volume= 7,153 cf, Atten= 0%, Lag= 0.0 min Primary = 2.29 cfs @ 12.09 hrs, Volume= 7,153 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.29' @ 12.09 hrs Flood Elev= 278.50' Type III 24-hr 10-Year Event Rainfall=6.24"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCDevice Routing Invert Outlet Devices#1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.23 cfs @ 12.09 hrs HW=272.27' (Free Discharge)1=Culvert (Barrel Controls 2.23 cfs @ 4.14 fps) Type III 24-hr 100-Year Event Rainfall=11.40"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTime span=5.00-72.00 hrs, dt=0.05 hrs, 1341 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind methodRunoff Area=1,339 sf 31.14% Impervious Runoff Depth>5.31"Subcatchment 1S: Tc=6.0 min CN=WQ Runoff=0.17 cfs 592 cfRunoff Area=1,419 sf 5.21% Impervious Runoff Depth>3.27"Subcatchment 2S: Tc=6.0 min CN=WQ Runoff=0.11 cfs 387 cf Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>10.72"Subcatchment 3S: 100 Main Building Tc=6.0 min CN=98 Runoff=0.94 cfs 3,346 cf Runoff Area=10,059 sf 92.09% Impervious Runoff Depth>10.10"Subcatchment 4S: Tc=6.0 min CN=WQ Runoff=2.38 cfs 8,467 cf Runoff Area=8,365 sf 46.65% Impervious Runoff Depth>6.53"Subcatchment 5S: Tc=6.0 min CN=WQ Runoff=1.28 cfs 4,551 cf Inflow=0.11 cfs 387 cfReach 4R: Southern Boundary Outflow=0.11 cfs 387 cf Inflow=4.71 cfs 15,162 cfReach 5R: Maple Street Outflow=4.71 cfs 15,162 cf Inflow=4.82 cfs 15,548 cfReach 10R: Overall Runoff Outflow=4.82 cfs 15,548 cf Peak Elev=273.69' Storage=284 cf Inflow=0.94 cfs 3,346 cfPond 5P: Dry Well Discarded=0.04 cfs 1,795 cf Primary=0.90 cfs 1,551 cf Outflow=0.94 cfs 3,346 cf Peak Elev=278.17' Inflow=3.27 cfs 10,018 cfPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=3.27 cfs 10,018 cf Peak Elev=277.23' Inflow=3.27 cfs 10,018 cfPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=3.27 cfs 10,018 cf Peak Elev=273.58' Inflow=4.55 cfs 14,569 cfPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=4.55 cfs 14,569 cf Total Runoff Area = 24,926 sf Runoff Volume = 17,343 cf Average Runoff Depth = 8.35" 30.19% Pervious = 7,526 sf 69.81% Impervious = 17,400 sf Type III 24-hr 100-Year Event Rainfall=11.40"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Subcatchment 1S: Runoff = 0.17 cfs @ 12.09 hrs, Volume= 592 cf, Depth> 5.31"Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrsType III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 417 98 Paved parking, HSG A 922 39 >75% Grass cover, Good, HSG A 1,339 Weighted Average 922 39 68.86% Pervious Area 417 98 31.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.11 cfs @ 12.10 hrs, Volume= 387 cf, Depth> 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 1,345 39 >75% Grass cover, Good, HSG A 74 98 Paved parking, HSG A 1,419 Weighted Average 1,345 39 94.79% Pervious Area 74 98 5.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: 100 Main Building Runoff = 0.94 cfs @ 12.09 hrs, Volume= 3,346 cf, Depth>10.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 98 100.00% Impervious Area Type III 24-hr 100-Year Event Rainfall=11.40"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 2.38 cfs @ 12.09 hrs, Volume= 8,467 cf, Depth>10.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 9,263 98 Paved parking, HSG A 796 39 >75% Grass cover, Good, HSG A 10,059 Weighted Average 796 39 7.91% Pervious Area 9,263 98 92.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 1.28 cfs @ 12.09 hrs, Volume= 4,551 cf, Depth> 6.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 3,902 98 Paved parking, HSG A 4,463 39 >75% Grass cover, Good, HSG A 8,365 Weighted Average 4,463 39 53.35% Pervious Area 3,902 98 46.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 4R: Southern Boundary Inflow Area = 1,419 sf, 5.21% Impervious, Inflow Depth > 3.27" for 100-Year Event event Inflow = 0.11 cfs @ 12.10 hrs, Volume= 387 cf Outflow = 0.11 cfs @ 12.10 hrs, Volume= 387 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Reach 5R: Maple StreetInflow Area = 23,507 sf, 73.71% Impervious, Inflow Depth > 7.74" for 100-Year Event eventInflow = 4.71 cfs @ 12.09 hrs, Volume= 15,162 cfOutflow = 4.71 cfs @ 12.09 hrs, Volume= 15,162 cf, Atten= 0%, Lag= 0.0 minRouting by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Overall Runoff Inflow Area = 24,926 sf, 69.81% Impervious, Inflow Depth > 7.49" for 100-Year Event event Inflow = 4.82 cfs @ 12.09 hrs, Volume= 15,548 cf Outflow = 4.82 cfs @ 12.09 hrs, Volume= 15,548 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 3,744 sf,100.00% Impervious, Inflow Depth > 10.72" for 100-Year Event event Inflow = 0.94 cfs @ 12.09 hrs, Volume= 3,346 cf Outflow = 0.94 cfs @ 12.10 hrs, Volume= 3,346 cf, Atten= 0%, Lag= 0.6 min Discarded = 0.04 cfs @ 12.10 hrs, Volume= 1,795 cf Primary = 0.90 cfs @ 12.10 hrs, Volume= 1,551 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.69' @ 12.10 hrs Surf.Area= 64 sf Storage= 284 cf Flood Elev= 276.90' Surf.Area= 64 sf Storage= 385 cf Plug-Flow detention time= 39.7 min calculated for 3,345 cf (100% of inflow) Center-of-Mass det. time= 39.4 min ( 798.8 - 759.4 ) Volume Invert Avail.Storage Storage Description #1 269.50' 302 cf 8.00'D x 6.00'H Vertical Cone/Cylinder Inside #2 #2 267.50' 83 cf 9.00'D x 8.00'H Vertical Cone/Cylinder 509 cf Overall - 302 cf Embedded = 207 cf x 40.0% Voids 385 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 267.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.10 hrs HW=273.68' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.89 cfs @ 12.10 hrs HW=273.68' (Free Discharge) 2=Culvert (Barrel Controls 0.89 cfs @ 3.08 fps) Type III 24-hr 100-Year Event Rainfall=11.40"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Pond 7P: PCB1Inflow Area = 13,803 sf, 94.23% Impervious, Inflow Depth > 8.71" for 100-Year Event eventInflow = 3.27 cfs @ 12.09 hrs, Volume= 10,018 cfOutflow = 3.27 cfs @ 12.09 hrs, Volume= 10,018 cf, Atten= 0%, Lag= 0.0 minPrimary = 3.27 cfs @ 12.09 hrs, Volume= 10,018 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 278.17' @ 12.09 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.20 cfs @ 12.09 hrs HW=277.93' (Free Discharge) 1=Culvert (Barrel Controls 3.20 cfs @ 9.16 fps) Summary for Pond 8P: PDMH2 Inflow Area = 13,803 sf, 94.23% Impervious, Inflow Depth > 8.71" for 100-Year Event event Inflow = 3.27 cfs @ 12.09 hrs, Volume= 10,018 cf Outflow = 3.27 cfs @ 12.09 hrs, Volume= 10,018 cf, Atten= 0%, Lag= 0.0 min Primary = 3.27 cfs @ 12.09 hrs, Volume= 10,018 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 277.23' @ 12.09 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.20 cfs @ 12.09 hrs HW=277.00' (Free Discharge) 1=Culvert (Barrel Controls 3.20 cfs @ 9.16 fps) Summary for Pond 9P: WQU Inflow Area = 22,168 sf, 76.28% Impervious, Inflow Depth > 7.89" for 100-Year Event event Inflow = 4.55 cfs @ 12.09 hrs, Volume= 14,569 cf Outflow = 4.55 cfs @ 12.09 hrs, Volume= 14,569 cf, Atten= 0%, Lag= 0.0 min Primary = 4.55 cfs @ 12.09 hrs, Volume= 14,569 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.58' @ 12.09 hrs Flood Elev= 278.50' Type III 24-hr 100-Year Event Rainfall=11.40"Pre-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCDevice Routing Invert Outlet Devices#1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=4.45 cfs @ 12.09 hrs HW=273.51' (Free Discharge)1=Culvert (Barrel Controls 4.45 cfs @ 5.66 fps) 1S 2S 3S100 Main Building 4S5S 6S 81 Maple Building 4R Southern Boundary 5R Maple Street 10R Overall Runoff 5P Dry Well 6P Sub-Surface Infiltration 7PCB PCB1 8PCB PDMH2 9PCB WQU Routing Diagram for Post-DevelopmentPrepared by T Reynolds Engineering, Printed 12/29/2023 HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCArea Listing (all nodes)Area(sq-ft)CN Description(subcatchment-numbers)2,852 39 >75% Grass cover, Good, HSG A (1S, 2S, 4S, 5S)13,606 98 Paved parking, HSG A (1S, 2S, 4S, 5S) 8,468 98 Roofs, HSG A (3S, 6S) 24,926 91 TOTAL AREA Type III 24-hr 2-Year Event Rainfall=3.87"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTime span=5.00-72.00 hrs, dt=0.05 hrs, 1341 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind methodRunoff Area=1,212 sf 34.41% Impervious Runoff Depth>1.25"Subcatchment 1S: Tc=6.0 min CN=WQ Runoff=0.04 cfs 126 cfRunoff Area=1,197 sf 6.18% Impervious Runoff Depth>0.25"Subcatchment 2S: Tc=6.0 min CN=WQ Runoff=0.01 cfs 25 cf Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>3.56"Subcatchment 3S: 100 Main Building Tc=6.0 min CN=98 Runoff=0.32 cfs 1,110 cf Runoff Area=9,843 sf 94.82% Impervious Runoff Depth>3.37"Subcatchment 4S: Tc=6.0 min CN=WQ Runoff=0.79 cfs 2,768 cf Runoff Area=4,206 sf 89.92% Impervious Runoff Depth>3.20"Subcatchment 5S: Tc=6.0 min CN=WQ Runoff=0.32 cfs 1,122 cf Runoff Area=4,724 sf 100.00% Impervious Runoff Depth>3.56"Subcatchment 6S: 81 Maple Building Tc=6.0 min CN=98 Runoff=0.40 cfs 1,400 cf Inflow=0.01 cfs 25 cfReach 4R: Southern Boundary Outflow=0.01 cfs 25 cf Inflow=1.14 cfs 4,169 cfReach 5R: Maple Street Outflow=1.14 cfs 4,169 cf Inflow=1.14 cfs 4,194 cfReach 10R: Overall Runoff Outflow=1.14 cfs 4,194 cf Peak Elev=273.31' Storage=263 cf Inflow=0.32 cfs 1,110 cfPond 5P: Dry Well Discarded=0.04 cfs 949 cf Primary=0.23 cfs 154 cf Outflow=0.27 cfs 1,103 cf Peak Elev=273.21' Storage=0.007 af Inflow=0.40 cfs 1,400 cfPond 6P: Sub-Surface Infiltration Discarded=0.09 cfs 1,399 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 1,399 cf Peak Elev=272.97' Inflow=0.85 cfs 2,921 cfPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=0.85 cfs 2,921 cf Peak Elev=272.44' Inflow=0.85 cfs 2,921 cfPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=0.85 cfs 2,921 cf Peak Elev=271.96' Inflow=1.10 cfs 4,043 cfPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=1.10 cfs 4,043 cf Total Runoff Area = 24,926 sf Runoff Volume = 6,550 cf Average Runoff Depth = 3.15" 11.44% Pervious = 2,852 sf 88.56% Impervious = 22,074 sf Type III 24-hr 2-Year Event Rainfall=3.87"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Subcatchment 1S: Runoff = 0.04 cfs @ 12.09 hrs, Volume= 126 cf, Depth> 1.25"Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrsType III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 417 98 Paved parking, HSG A 795 39 >75% Grass cover, Good, HSG A 1,212 Weighted Average 795 39 65.59% Pervious Area 417 98 34.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.01 cfs @ 12.09 hrs, Volume= 25 cf, Depth> 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 1,123 39 >75% Grass cover, Good, HSG A 74 98 Paved parking, HSG A 1,197 Weighted Average 1,123 39 93.82% Pervious Area 74 98 6.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: 100 Main Building Runoff = 0.32 cfs @ 12.09 hrs, Volume= 1,110 cf, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 98 100.00% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.87"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.79 cfs @ 12.09 hrs, Volume= 2,768 cf, Depth> 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 9,333 98 Paved parking, HSG A 510 39 >75% Grass cover, Good, HSG A 9,843 Weighted Average 510 39 5.18% Pervious Area 9,333 98 94.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.32 cfs @ 12.09 hrs, Volume= 1,122 cf, Depth> 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Area (sf) CN Description 3,782 98 Paved parking, HSG A 424 39 >75% Grass cover, Good, HSG A 4,206 Weighted Average 424 39 10.08% Pervious Area 3,782 98 89.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: 81 Maple Building Runoff = 0.40 cfs @ 12.09 hrs, Volume= 1,400 cf, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.87" Type III 24-hr 2-Year Event Rainfall=3.87"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCArea (sf) CN Description4,724 98 Roofs, HSG A4,724 98 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Reach 4R: Southern Boundary Inflow Area = 1,197 sf, 6.18% Impervious, Inflow Depth > 0.25" for 2-Year Event event Inflow = 0.01 cfs @ 12.09 hrs, Volume= 25 cf Outflow = 0.01 cfs @ 12.09 hrs, Volume= 25 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 23,729 sf, 92.71% Impervious, Inflow Depth > 2.11" for 2-Year Event event Inflow = 1.14 cfs @ 12.11 hrs, Volume= 4,169 cf Outflow = 1.14 cfs @ 12.11 hrs, Volume= 4,169 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Overall Runoff Inflow Area = 24,926 sf, 88.56% Impervious, Inflow Depth > 2.02" for 2-Year Event event Inflow = 1.14 cfs @ 12.11 hrs, Volume= 4,194 cf Outflow = 1.14 cfs @ 12.11 hrs, Volume= 4,194 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 3,744 sf,100.00% Impervious, Inflow Depth > 3.56" for 2-Year Event event Inflow = 0.32 cfs @ 12.09 hrs, Volume= 1,110 cf Outflow = 0.27 cfs @ 12.16 hrs, Volume= 1,103 cf, Atten= 13%, Lag= 4.6 min Discarded = 0.04 cfs @ 12.17 hrs, Volume= 949 cf Primary = 0.23 cfs @ 12.16 hrs, Volume= 154 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 273.31' @ 12.17 hrs Surf.Area= 64 sf Storage= 263 cf Flood Elev= 276.90' Surf.Area= 64 sf Storage= 385 cf Plug-Flow detention time= 50.4 min calculated for 1,103 cf (99% of inflow) Center-of-Mass det. time= 46.1 min ( 810.5 - 764.4 ) Type III 24-hr 2-Year Event Rainfall=3.87"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCVolume Invert Avail.Storage Storage Description#1 269.50' 302 cf 8.00'D x 6.00'H Vertical Cone/Cylinder Inside #2#2 267.50' 83 cf 9.00'D x 8.00'H Vertical Cone/Cylinder509 cf Overall - 302 cf Embedded = 207 cf x 40.0% Voids385 cf Total Available StorageDevice Routing Invert Outlet Devices #1 Discarded 267.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.17 hrs HW=273.27' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.20 cfs @ 12.16 hrs HW=273.27' (Free Discharge) 2=Culvert (Barrel Controls 0.20 cfs @ 2.22 fps) Summary for Pond 6P: Sub-Surface Infiltration Inflow Area = 4,724 sf,100.00% Impervious, Inflow Depth > 3.56" for 2-Year Event event Inflow = 0.40 cfs @ 12.09 hrs, Volume= 1,400 cf Outflow = 0.09 cfs @ 12.49 hrs, Volume= 1,399 cf, Atten= 78%, Lag= 24.1 min Discarded = 0.09 cfs @ 12.49 hrs, Volume= 1,399 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 273.21' @ 12.49 hrs Surf.Area= 0.010 ac Storage= 0.007 af Flood Elev= 277.90' Surf.Area= 0.010 ac Storage= 0.015 af Plug-Flow detention time= 19.9 min calculated for 1,399 cf (100% of inflow) Center-of-Mass det. time= 19.3 min ( 783.7 - 764.4 ) Volume Invert Avail.Storage Storage Description #1A 272.00' 0.007 af 14.75'W x 28.32'L x 2.71'H Field A 0.026 af Overall - 0.008 af Embedded = 0.018 af x 40.0% Voids #2A 272.50' 0.008 af Cultec R-180 x 16 Inside #1 Effective Size= 33.6"W x 20.0"H => 3.44 sf x 6.33'L = 21.8 cf Overall Size= 36.0"W x 20.5"H x 7.33'L with 1.00' Overlap Row Length Adjustment= +1.00' x 3.44 sf x 4 rows 0.015 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 272.00'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 260.00' #2 Primary 275.50'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Type III 24-hr 2-Year Event Rainfall=3.87"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCInlet / Outlet Invert= 275.50' / 275.20' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.09 cfs @ 12.49 hrs HW=273.21' (Free Discharge)1=Exfiltration ( Controls 0.09 cfs)Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=272.00' (Free Discharge)2=Culvert ( Controls 0.00 cfs) Summary for Pond 7P: PCB1 Inflow Area = 13,587 sf, 96.25% Impervious, Inflow Depth > 2.58" for 2-Year Event event Inflow = 0.85 cfs @ 12.13 hrs, Volume= 2,921 cf Outflow = 0.85 cfs @ 12.13 hrs, Volume= 2,921 cf, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.13 hrs, Volume= 2,921 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.97' @ 12.13 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.82 cfs @ 12.13 hrs HW=272.96' (Free Discharge) 1=Culvert (Barrel Controls 0.82 cfs @ 3.35 fps) Summary for Pond 8P: PDMH2 Inflow Area = 18,311 sf, 97.21% Impervious, Inflow Depth > 1.91" for 2-Year Event event Inflow = 0.85 cfs @ 12.13 hrs, Volume= 2,921 cf Outflow = 0.85 cfs @ 12.13 hrs, Volume= 2,921 cf, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.13 hrs, Volume= 2,921 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.44' @ 12.13 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.82 cfs @ 12.13 hrs HW=272.43' (Free Discharge) 1=Culvert (Barrel Controls 0.82 cfs @ 3.30 fps) Type III 24-hr 2-Year Event Rainfall=3.87"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Pond 9P: WQUInflow Area = 22,517 sf, 95.85% Impervious, Inflow Depth > 2.15" for 2-Year Event eventInflow = 1.10 cfs @ 12.12 hrs, Volume= 4,043 cfOutflow = 1.10 cfs @ 12.12 hrs, Volume= 4,043 cf, Atten= 0%, Lag= 0.0 minPrimary = 1.10 cfs @ 12.12 hrs, Volume= 4,043 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 271.96' @ 12.12 hrs Flood Elev= 278.50' Device Routing Invert Outlet Devices #1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.09 cfs @ 12.12 hrs HW=271.96' (Free Discharge) 1=Culvert (Barrel Controls 1.09 cfs @ 3.56 fps) Type III 24-hr 10-Year Event Rainfall=6.24"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTime span=5.00-72.00 hrs, dt=0.05 hrs, 1341 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind methodRunoff Area=1,212 sf 34.41% Impervious Runoff Depth>2.34"Subcatchment 1S: Tc=6.0 min CN=WQ Runoff=0.06 cfs 236 cfRunoff Area=1,197 sf 6.18% Impervious Runoff Depth>0.84"Subcatchment 2S: Tc=6.0 min CN=WQ Runoff=0.01 cfs 84 cf Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>5.82"Subcatchment 3S: 100 Main Building Tc=6.0 min CN=98 Runoff=0.51 cfs 1,816 cf Runoff Area=9,843 sf 94.82% Impervious Runoff Depth>5.55"Subcatchment 4S: Tc=6.0 min CN=WQ Runoff=1.28 cfs 4,549 cf Runoff Area=4,206 sf 89.92% Impervious Runoff Depth>5.29"Subcatchment 5S: Tc=6.0 min CN=WQ Runoff=0.52 cfs 1,853 cf Runoff Area=4,724 sf 100.00% Impervious Runoff Depth>5.82"Subcatchment 6S: 81 Maple Building Tc=6.0 min CN=98 Runoff=0.65 cfs 2,291 cf Inflow=0.01 cfs 84 cfReach 4R: Southern Boundary Outflow=0.01 cfs 84 cf Inflow=2.32 cfs 7,186 cfReach 5R: Maple Street Outflow=2.32 cfs 7,186 cf Inflow=2.33 cfs 7,270 cfReach 10R: Overall Runoff Outflow=2.33 cfs 7,270 cf Peak Elev=273.44' Storage=270 cf Inflow=0.51 cfs 1,816 cfPond 5P: Dry Well Discarded=0.04 cfs 1,275 cf Primary=0.46 cfs 543 cf Outflow=0.50 cfs 1,818 cf Peak Elev=275.58' Storage=0.015 af Inflow=0.65 cfs 2,291 cfPond 6P: Sub-Surface Infiltration Discarded=0.10 cfs 2,290 cf Primary=0.02 cfs 4 cf Outflow=0.13 cfs 2,294 cf Peak Elev=274.14' Inflow=1.74 cfs 5,092 cfPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=1.74 cfs 5,092 cf Peak Elev=273.53' Inflow=1.74 cfs 5,097 cfPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=1.74 cfs 5,097 cf Peak Elev=272.28' Inflow=2.26 cfs 6,949 cfPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=2.26 cfs 6,949 cf Total Runoff Area = 24,926 sf Runoff Volume = 10,830 cf Average Runoff Depth = 5.21" 11.44% Pervious = 2,852 sf 88.56% Impervious = 22,074 sf Type III 24-hr 10-Year Event Rainfall=6.24"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Subcatchment 1S: Runoff = 0.06 cfs @ 12.09 hrs, Volume= 236 cf, Depth> 2.34"Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrsType III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 417 98 Paved parking, HSG A 795 39 >75% Grass cover, Good, HSG A 1,212 Weighted Average 795 39 65.59% Pervious Area 417 98 34.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.01 cfs @ 12.12 hrs, Volume= 84 cf, Depth> 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 1,123 39 >75% Grass cover, Good, HSG A 74 98 Paved parking, HSG A 1,197 Weighted Average 1,123 39 93.82% Pervious Area 74 98 6.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: 100 Main Building Runoff = 0.51 cfs @ 12.09 hrs, Volume= 1,816 cf, Depth> 5.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 98 100.00% Impervious Area Type III 24-hr 10-Year Event Rainfall=6.24"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 1.28 cfs @ 12.09 hrs, Volume= 4,549 cf, Depth> 5.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 9,333 98 Paved parking, HSG A 510 39 >75% Grass cover, Good, HSG A 9,843 Weighted Average 510 39 5.18% Pervious Area 9,333 98 94.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.52 cfs @ 12.09 hrs, Volume= 1,853 cf, Depth> 5.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Area (sf) CN Description 3,782 98 Paved parking, HSG A 424 39 >75% Grass cover, Good, HSG A 4,206 Weighted Average 424 39 10.08% Pervious Area 3,782 98 89.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: 81 Maple Building Runoff = 0.65 cfs @ 12.09 hrs, Volume= 2,291 cf, Depth> 5.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=6.24" Type III 24-hr 10-Year Event Rainfall=6.24"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCArea (sf) CN Description4,724 98 Roofs, HSG A4,724 98 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Reach 4R: Southern Boundary Inflow Area = 1,197 sf, 6.18% Impervious, Inflow Depth > 0.84" for 10-Year Event event Inflow = 0.01 cfs @ 12.12 hrs, Volume= 84 cf Outflow = 0.01 cfs @ 12.12 hrs, Volume= 84 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 23,729 sf, 92.71% Impervious, Inflow Depth > 3.63" for 10-Year Event event Inflow = 2.32 cfs @ 12.09 hrs, Volume= 7,186 cf Outflow = 2.32 cfs @ 12.09 hrs, Volume= 7,186 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Overall Runoff Inflow Area = 24,926 sf, 88.56% Impervious, Inflow Depth > 3.50" for 10-Year Event event Inflow = 2.33 cfs @ 12.09 hrs, Volume= 7,270 cf Outflow = 2.33 cfs @ 12.09 hrs, Volume= 7,270 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 3,744 sf,100.00% Impervious, Inflow Depth > 5.82" for 10-Year Event event Inflow = 0.51 cfs @ 12.09 hrs, Volume= 1,816 cf Outflow = 0.50 cfs @ 12.09 hrs, Volume= 1,818 cf, Atten= 2%, Lag= 0.5 min Discarded = 0.04 cfs @ 12.09 hrs, Volume= 1,275 cf Primary = 0.46 cfs @ 12.09 hrs, Volume= 543 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 273.44' @ 12.09 hrs Surf.Area= 64 sf Storage= 270 cf Flood Elev= 276.90' Surf.Area= 64 sf Storage= 385 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 42.0 min ( 803.3 - 761.3 ) Type III 24-hr 10-Year Event Rainfall=6.24"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCVolume Invert Avail.Storage Storage Description#1 269.50' 302 cf 8.00'D x 6.00'H Vertical Cone/Cylinder Inside #2#2 267.50' 83 cf 9.00'D x 8.00'H Vertical Cone/Cylinder509 cf Overall - 302 cf Embedded = 207 cf x 40.0% Voids385 cf Total Available StorageDevice Routing Invert Outlet Devices #1 Discarded 267.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.09 hrs HW=273.44' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.45 cfs @ 12.09 hrs HW=273.44' (Free Discharge) 2=Culvert (Barrel Controls 0.45 cfs @ 2.64 fps) Summary for Pond 6P: Sub-Surface Infiltration Inflow Area = 4,724 sf,100.00% Impervious, Inflow Depth > 5.82" for 10-Year Event event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 2,291 cf Outflow = 0.13 cfs @ 12.55 hrs, Volume= 2,294 cf, Atten= 80%, Lag= 27.8 min Discarded = 0.10 cfs @ 12.55 hrs, Volume= 2,290 cf Primary = 0.02 cfs @ 12.55 hrs, Volume= 4 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 275.58' @ 12.55 hrs Surf.Area= 0.010 ac Storage= 0.015 af Flood Elev= 277.90' Surf.Area= 0.010 ac Storage= 0.015 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 43.0 min ( 804.2 - 761.3 ) Volume Invert Avail.Storage Storage Description #1A 272.00' 0.007 af 14.75'W x 28.32'L x 2.71'H Field A 0.026 af Overall - 0.008 af Embedded = 0.018 af x 40.0% Voids #2A 272.50' 0.008 af Cultec R-180 x 16 Inside #1 Effective Size= 33.6"W x 20.0"H => 3.44 sf x 6.33'L = 21.8 cf Overall Size= 36.0"W x 20.5"H x 7.33'L with 1.00' Overlap Row Length Adjustment= +1.00' x 3.44 sf x 4 rows 0.015 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 272.00'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 260.00' #2 Primary 275.50'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Type III 24-hr 10-Year Event Rainfall=6.24"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCInlet / Outlet Invert= 275.50' / 275.20' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.10 cfs @ 12.55 hrs HW=275.57' (Free Discharge)1=Exfiltration ( Controls 0.10 cfs)Primary OutFlow Max=0.02 cfs @ 12.55 hrs HW=275.58' (Free Discharge)2=Culvert (Inlet Controls 0.02 cfs @ 0.74 fps) Summary for Pond 7P: PCB1 Inflow Area = 13,587 sf, 96.25% Impervious, Inflow Depth > 4.50" for 10-Year Event event Inflow = 1.74 cfs @ 12.09 hrs, Volume= 5,092 cf Outflow = 1.74 cfs @ 12.09 hrs, Volume= 5,092 cf, Atten= 0%, Lag= 0.0 min Primary = 1.74 cfs @ 12.09 hrs, Volume= 5,092 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 274.14' @ 12.09 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.70 cfs @ 12.09 hrs HW=274.07' (Free Discharge) 1=Culvert (Barrel Controls 1.70 cfs @ 4.87 fps) Summary for Pond 8P: PDMH2 Inflow Area = 18,311 sf, 97.21% Impervious, Inflow Depth > 3.34" for 10-Year Event event Inflow = 1.74 cfs @ 12.09 hrs, Volume= 5,097 cf Outflow = 1.74 cfs @ 12.09 hrs, Volume= 5,097 cf, Atten= 0%, Lag= 0.0 min Primary = 1.74 cfs @ 12.09 hrs, Volume= 5,097 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.53' @ 12.09 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.70 cfs @ 12.09 hrs HW=273.47' (Free Discharge) 1=Culvert (Barrel Controls 1.70 cfs @ 4.87 fps) Type III 24-hr 10-Year Event Rainfall=6.24"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Pond 9P: WQUInflow Area = 22,517 sf, 95.85% Impervious, Inflow Depth > 3.70" for 10-Year Event eventInflow = 2.26 cfs @ 12.09 hrs, Volume= 6,949 cfOutflow = 2.26 cfs @ 12.09 hrs, Volume= 6,949 cf, Atten= 0%, Lag= 0.0 minPrimary = 2.26 cfs @ 12.09 hrs, Volume= 6,949 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 272.28' @ 12.09 hrs Flood Elev= 278.50' Device Routing Invert Outlet Devices #1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.20 cfs @ 12.09 hrs HW=272.27' (Free Discharge) 1=Culvert (Barrel Controls 2.20 cfs @ 4.13 fps) Type III 24-hr 100-Year Event Rainfall=11.40"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTime span=5.00-72.00 hrs, dt=0.05 hrs, 1341 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind methodRunoff Area=1,212 sf 34.41% Impervious Runoff Depth>5.57"Subcatchment 1S: Tc=6.0 min CN=WQ Runoff=0.16 cfs 562 cfRunoff Area=1,197 sf 6.18% Impervious Runoff Depth>3.35"Subcatchment 2S: Tc=6.0 min CN=WQ Runoff=0.09 cfs 334 cf Runoff Area=3,744 sf 100.00% Impervious Runoff Depth>10.72"Subcatchment 3S: 100 Main Building Tc=6.0 min CN=98 Runoff=0.94 cfs 3,346 cf Runoff Area=9,843 sf 94.82% Impervious Runoff Depth>10.32"Subcatchment 4S: Tc=6.0 min CN=WQ Runoff=2.38 cfs 8,462 cf Runoff Area=4,206 sf 89.92% Impervious Runoff Depth>9.93"Subcatchment 5S: Tc=6.0 min CN=WQ Runoff=0.98 cfs 3,481 cf Runoff Area=4,724 sf 100.00% Impervious Runoff Depth>10.72"Subcatchment 6S: 81 Maple Building Tc=6.0 min CN=98 Runoff=1.19 cfs 4,221 cf Inflow=0.09 cfs 334 cfReach 4R: Southern Boundary Outflow=0.09 cfs 334 cf Inflow=4.54 cfs 14,101 cfReach 5R: Maple Street Outflow=4.54 cfs 14,101 cf Inflow=4.64 cfs 14,435 cfReach 10R: Overall Runoff Outflow=4.64 cfs 14,435 cf Peak Elev=273.68' Storage=283 cf Inflow=0.94 cfs 3,346 cfPond 5P: Dry Well Discarded=0.04 cfs 1,794 cf Primary=0.88 cfs 1,550 cf Outflow=0.92 cfs 3,345 cf Peak Elev=275.82' Storage=0.015 af Inflow=1.19 cfs 4,221 cfPond 6P: Sub-Surface Infiltration Discarded=0.11 cfs 3,303 cf Primary=0.15 cfs 46 cf Outflow=0.26 cfs 3,349 cf Peak Elev=278.11' Inflow=3.26 cfs 10,012 cfPond 7P: PCB1 8.0" Round Culvert n=0.013 L=48.8' S=0.0100 '/' Outflow=3.26 cfs 10,012 cf Peak Elev=277.66' Inflow=3.41 cfs 10,058 cfPond 8P: PDMH2 8.0" Round Culvert n=0.013 L=42.3' S=0.0099 '/' Outflow=3.41 cfs 10,058 cf Peak Elev=273.45' Inflow=4.39 cfs 13,539 cfPond 9P: WQU 12.0" Round Culvert n=0.013 L=61.4' S=0.0099 '/' Outflow=4.39 cfs 13,539 cf Total Runoff Area = 24,926 sf Runoff Volume = 20,406 cf Average Runoff Depth = 9.82" 11.44% Pervious = 2,852 sf 88.56% Impervious = 22,074 sf Type III 24-hr 100-Year Event Rainfall=11.40"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Subcatchment 1S: Runoff = 0.16 cfs @ 12.09 hrs, Volume= 562 cf, Depth> 5.57"Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrsType III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 417 98 Paved parking, HSG A 795 39 >75% Grass cover, Good, HSG A 1,212 Weighted Average 795 39 65.59% Pervious Area 417 98 34.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: Runoff = 0.09 cfs @ 12.10 hrs, Volume= 334 cf, Depth> 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 1,123 39 >75% Grass cover, Good, HSG A 74 98 Paved parking, HSG A 1,197 Weighted Average 1,123 39 93.82% Pervious Area 74 98 6.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: 100 Main Building Runoff = 0.94 cfs @ 12.09 hrs, Volume= 3,346 cf, Depth>10.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 3,744 98 Roofs, HSG A 3,744 98 100.00% Impervious Area Type III 24-hr 100-Year Event Rainfall=11.40"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 2.38 cfs @ 12.09 hrs, Volume= 8,462 cf, Depth>10.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 9,333 98 Paved parking, HSG A 510 39 >75% Grass cover, Good, HSG A 9,843 Weighted Average 510 39 5.18% Pervious Area 9,333 98 94.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.98 cfs @ 12.09 hrs, Volume= 3,481 cf, Depth> 9.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Area (sf) CN Description 3,782 98 Paved parking, HSG A 424 39 >75% Grass cover, Good, HSG A 4,206 Weighted Average 424 39 10.08% Pervious Area 3,782 98 89.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: 81 Maple Building Runoff = 1.19 cfs @ 12.09 hrs, Volume= 4,221 cf, Depth>10.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=11.40" Type III 24-hr 100-Year Event Rainfall=11.40"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCArea (sf) CN Description4,724 98 Roofs, HSG A4,724 98 100.00% Impervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Summary for Reach 4R: Southern Boundary Inflow Area = 1,197 sf, 6.18% Impervious, Inflow Depth > 3.35" for 100-Year Event event Inflow = 0.09 cfs @ 12.10 hrs, Volume= 334 cf Outflow = 0.09 cfs @ 12.10 hrs, Volume= 334 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Maple Street Inflow Area = 23,729 sf, 92.71% Impervious, Inflow Depth > 7.13" for 100-Year Event event Inflow = 4.54 cfs @ 12.09 hrs, Volume= 14,101 cf Outflow = 4.54 cfs @ 12.09 hrs, Volume= 14,101 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Overall Runoff Inflow Area = 24,926 sf, 88.56% Impervious, Inflow Depth > 6.95" for 100-Year Event event Inflow = 4.64 cfs @ 12.09 hrs, Volume= 14,435 cf Outflow = 4.64 cfs @ 12.09 hrs, Volume= 14,435 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: Dry Well Inflow Area = 3,744 sf,100.00% Impervious, Inflow Depth > 10.72" for 100-Year Event event Inflow = 0.94 cfs @ 12.09 hrs, Volume= 3,346 cf Outflow = 0.92 cfs @ 12.09 hrs, Volume= 3,345 cf, Atten= 2%, Lag= 0.4 min Discarded = 0.04 cfs @ 12.09 hrs, Volume= 1,794 cf Primary = 0.88 cfs @ 12.09 hrs, Volume= 1,550 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 273.68' @ 12.09 hrs Surf.Area= 64 sf Storage= 283 cf Flood Elev= 276.90' Surf.Area= 64 sf Storage= 385 cf Plug-Flow detention time= 39.9 min calculated for 3,342 cf (100% of inflow) Center-of-Mass det. time= 39.5 min ( 798.9 - 759.4 ) Type III 24-hr 100-Year Event Rainfall=11.40"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 21HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCVolume Invert Avail.Storage Storage Description#1 269.50' 302 cf 8.00'D x 6.00'H Vertical Cone/Cylinder Inside #2#2 267.50' 83 cf 9.00'D x 8.00'H Vertical Cone/Cylinder509 cf Overall - 302 cf Embedded = 207 cf x 40.0% Voids385 cf Total Available StorageDevice Routing Invert Outlet Devices #1 Discarded 267.50'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 265.00' Phase-In= 0.01' #2 Primary 273.00'8.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 273.00' / 272.90' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.04 cfs @ 12.09 hrs HW=273.67' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.87 cfs @ 12.09 hrs HW=273.67' (Free Discharge) 2=Culvert (Barrel Controls 0.87 cfs @ 3.07 fps) Summary for Pond 6P: Sub-Surface Infiltration Inflow Area = 4,724 sf,100.00% Impervious, Inflow Depth > 10.72" for 100-Year Event event Inflow = 1.19 cfs @ 12.09 hrs, Volume= 4,221 cf Outflow = 0.26 cfs @ 12.09 hrs, Volume= 3,349 cf, Atten= 78%, Lag= 0.3 min Discarded = 0.11 cfs @ 12.08 hrs, Volume= 3,303 cf Primary = 0.15 cfs @ 12.09 hrs, Volume= 46 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 275.82' @ 12.08 hrs Surf.Area= 0.010 ac Storage= 0.015 af Flood Elev= 277.90' Surf.Area= 0.010 ac Storage= 0.015 af Plug-Flow detention time= 129.1 min calculated for 3,346 cf (79% of inflow) Center-of-Mass det. time= 52.9 min ( 812.3 - 759.4 ) Volume Invert Avail.Storage Storage Description #1A 272.00' 0.007 af 14.75'W x 28.32'L x 2.71'H Field A 0.026 af Overall - 0.008 af Embedded = 0.018 af x 40.0% Voids #2A 272.50' 0.008 af Cultec R-180 x 16 Inside #1 Effective Size= 33.6"W x 20.0"H => 3.44 sf x 6.33'L = 21.8 cf Overall Size= 36.0"W x 20.5"H x 7.33'L with 1.00' Overlap Row Length Adjustment= +1.00' x 3.44 sf x 4 rows 0.015 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 272.00'8.340 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 260.00' #2 Primary 275.50'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Type III 24-hr 100-Year Event Rainfall=11.40"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 22HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCInlet / Outlet Invert= 275.50' / 275.20' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.11 cfs @ 12.08 hrs HW=275.68' (Free Discharge)1=Exfiltration ( Controls 0.11 cfs)Primary OutFlow Max=0.14 cfs @ 12.09 hrs HW=275.70' (Free Discharge)2=Culvert (Inlet Controls 0.14 cfs @ 1.20 fps) Summary for Pond 7P: PCB1 Inflow Area = 13,587 sf, 96.25% Impervious, Inflow Depth > 8.84" for 100-Year Event event Inflow = 3.26 cfs @ 12.09 hrs, Volume= 10,012 cf Outflow = 3.26 cfs @ 12.09 hrs, Volume= 10,012 cf, Atten= 0%, Lag= 0.0 min Primary = 3.26 cfs @ 12.09 hrs, Volume= 10,012 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 278.11' @ 12.09 hrs Flood Elev= 276.80' Device Routing Invert Outlet Devices #1 Primary 272.37'8.0" Round Culvert L= 48.8' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 272.37' / 271.88' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.18 cfs @ 12.09 hrs HW=277.86' (Free Discharge) 1=Culvert (Barrel Controls 3.18 cfs @ 9.10 fps) Summary for Pond 8P: PDMH2 Inflow Area = 18,311 sf, 97.21% Impervious, Inflow Depth > 6.59" for 100-Year Event event Inflow = 3.41 cfs @ 12.09 hrs, Volume= 10,058 cf Outflow = 3.41 cfs @ 12.09 hrs, Volume= 10,058 cf, Atten= 0%, Lag= 0.0 min Primary = 3.41 cfs @ 12.09 hrs, Volume= 10,058 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 277.66' @ 12.09 hrs Flood Elev= 278.90' Device Routing Invert Outlet Devices #1 Primary 271.83'8.0" Round Culvert L= 42.3' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.83' / 271.41' S= 0.0099 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.32 cfs @ 12.09 hrs HW=277.37' (Free Discharge) 1=Culvert (Barrel Controls 3.32 cfs @ 9.50 fps) Type III 24-hr 100-Year Event Rainfall=11.40"Post-Development Printed 12/29/2023Prepared by T Reynolds Engineering Page 23HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLCSummary for Pond 9P: WQUInflow Area = 22,517 sf, 95.85% Impervious, Inflow Depth > 7.22" for 100-Year Event eventInflow = 4.39 cfs @ 12.09 hrs, Volume= 13,539 cfOutflow = 4.39 cfs @ 12.09 hrs, Volume= 13,539 cf, Atten= 0%, Lag= 0.0 minPrimary = 4.39 cfs @ 12.09 hrs, Volume= 13,539 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 273.45' @ 12.09 hrs Flood Elev= 278.50' Device Routing Invert Outlet Devices #1 Primary 271.41'12.0" Round Culvert L= 61.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 271.41' / 270.80' S= 0.0099 '/' Cc= 0.900 n= 0.013 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=4.27 cfs @ 12.09 hrs HW=273.37' (Free Discharge) 1=Culvert (Barrel Controls 4.27 cfs @ 5.43 fps) T Reynolds Engineering Stormwater Drainage Report Civil Engineering Design and Land Planning Services 12/29/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix D: Point Precipitation Frequency Estimate NOAA Atlas 14, Volume 10, Version 3Location name: Florence, Massachusetts, USA*Latitude: 42.335°, Longitude: -72.6717°Elevation: 279 ft*** source: ESRI Maps** source: USGSPOINT PRECIPITATION FREQUENCY ESTIMATESSanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan WilhiteNOAA, National Weather Service, Silver Spring, MarylandPF_tabular | PF_graphical | Maps_&_aerialsPF tabularPDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1DurationAverage recurrence interval (years)1 2 5 10 25 50 100 200 500 1000 5-min 0.326 (0.251‑0.420) 0.386 (0.296‑0.498) 0.484 (0.370‑0.626) 0.565 (0.430‑0.735) 0.677 (0.500‑0.919) 0.762 (0.552‑1.06) 0.849 (0.597‑1.22) 0.944 (0.633‑1.40) 1.08 (0.697‑1.65) 1.18 (0.749‑1.85) 10-min 0.462 (0.355‑0.595) 0.547 (0.420‑0.705) 0.685 (0.525‑0.888) 0.800 (0.609‑1.04) 0.958 (0.708‑1.30) 1.08 (0.781‑1.50) 1.20 (0.846‑1.73) 1.34 (0.898‑1.98) 1.53 (0.988‑2.34) 1.68 (1.06‑2.62) 15-min 0.544 (0.418‑0.700) 0.643 (0.494‑0.830) 0.806 (0.617‑1.04) 0.942 (0.717‑1.23) 1.13 (0.833‑1.53) 1.27 (0.918‑1.76) 1.41 (0.995‑2.03) 1.57 (1.06‑2.32) 1.80 (1.16‑2.75) 1.97 (1.25‑3.09) 30-min 0.751 (0.577‑0.967) 0.889 (0.683‑1.15) 1.12 (0.854‑1.44) 1.30 (0.992‑1.70) 1.56 (1.15‑2.12) 1.76 (1.27‑2.44) 1.96 (1.38‑2.82) 2.18 (1.46‑3.22) 2.49 (1.61‑3.81) 2.73 (1.73‑4.28) 60-min 0.958 (0.736‑1.23) 1.14 (0.872‑1.46) 1.42 (1.09‑1.84) 1.66 (1.27‑2.17) 1.99 (1.47‑2.71) 2.24 (1.62‑3.11) 2.50 (1.76‑3.60) 2.78 (1.87‑4.12) 3.18 (2.06‑4.87) 3.49 (2.21‑5.46) 2-hr 1.22 (0.942‑1.56) 1.44 (1.12‑1.84) 1.81 (1.40‑2.32) 2.11 (1.62‑2.73) 2.53 (1.89‑3.43) 2.85 (2.08‑3.94) 3.18 (2.26‑4.58) 3.56 (2.40‑5.24) 4.12 (2.67‑6.28) 4.58 (2.91‑7.13) 3-hr 1.39 (1.08‑1.77) 1.65 (1.28‑2.11) 2.08 (1.61‑2.66) 2.44 (1.88‑3.14) 2.93 (2.19‑3.96) 3.30 (2.42‑4.56) 3.69 (2.64‑5.32) 4.15 (2.80‑6.09) 4.84 (3.15‑7.37) 5.43 (3.45‑8.43) 6-hr 1.72 (1.35‑2.18) 2.08 (1.63‑2.63) 2.66 (2.08‑3.38) 3.14 (2.44‑4.01) 3.80 (2.87‑5.12) 4.29 (3.18‑5.93) 4.83 (3.50‑6.97) 5.49 (3.72‑8.01) 6.50 (4.24‑9.85) 7.38 (4.71‑11.4) 12-hr 2.11 (1.66‑2.64) 2.59 (2.04‑3.25) 3.38 (2.66‑4.26) 4.04 (3.15‑5.12) 4.94 (3.76‑6.62) 5.60 (4.19‑7.71) 6.33 (4.63‑9.14) 7.26 (4.93‑10.5) 8.72 (5.70‑13.1) 9.99 (6.39‑15.4) 24-hr 2.48 (1.98‑3.09) 3.10 (2.46‑3.87) 4.11 (3.25‑5.15) 4.95 (3.90‑6.24) 6.11 (4.68‑8.15) 6.95 (5.23‑9.54) 7.89 (5.82‑11.4) 9.10 (6.20‑13.2) 11.0 (7.24‑16.6) 12.8 (8.19‑19.5) 2-day 2.84 (2.27‑3.51) 3.57 (2.86‑4.42) 4.77 (3.80‑5.92) 5.76 (4.56‑7.20) 7.13 (5.50‑9.47) 8.12 (6.16‑11.1) 9.24 (6.87‑13.3) 10.7 (7.33‑15.4) 13.1 (8.63‑19.6) 15.2 (9.81‑23.2) 3-day 3.10 (2.49‑3.81) 3.90 (3.13‑4.80) 5.20 (4.16‑6.43) 6.28 (5.00‑7.82) 7.77 (6.02‑10.3) 8.85 (6.74‑12.1) 10.1 (7.52‑14.5) 11.7 (8.02‑16.7) 14.3 (9.45‑21.3) 16.7 (10.8‑25.4) 4-day 3.33 (2.69‑4.09) 4.18 (3.37‑5.13) 5.56 (4.46‑6.85) 6.70 (5.35‑8.32) 8.28 (6.43‑10.9) 9.42 (7.20‑12.8) 10.7 (8.02‑15.4) 12.4 (8.54‑17.8) 15.2 (10.1‑22.6) 17.7 (11.5‑26.9) 7-day 3.98 (3.24‑4.86) 4.92 (3.99‑6.00) 6.45 (5.21‑7.90) 7.72 (6.20‑9.52) 9.46 (7.38‑12.4) 10.7 (8.22‑14.5) 12.2 (9.10‑17.2) 14.0 (9.67‑19.9) 17.0 (11.3‑25.1) 19.6 (12.7‑29.6) 10-day 4.64 (3.78‑5.64) 5.62 (4.58‑6.84) 7.23 (5.86‑8.82) 8.56 (6.90‑10.5) 10.4 (8.12‑13.5) 11.7 (8.99‑15.7) 13.2 (9.88‑18.6) 15.1 (10.5‑21.4) 18.1 (12.0‑26.6) 20.7 (13.4‑31.1) 20-day 6.70 (5.50‑8.07) 7.73 (6.35‑9.33) 9.43 (7.70‑11.4) 10.8 (8.80‑13.2) 12.8 (10.0‑16.4) 14.2 (10.9‑18.7) 15.7 (11.7‑21.6) 17.5 (12.2‑24.7) 20.2 (13.5‑29.6) 22.5 (14.6‑33.6) 30-day 8.41 (6.94‑10.1) 9.48 (7.81‑11.4) 11.2 (9.22‑13.5) 12.7 (10.3‑15.4) 14.7 (11.5‑18.6) 16.2 (12.4‑21.1) 17.8 (13.1‑24.0) 19.5 (13.6‑27.2) 21.9 (14.7‑31.9) 23.8 (15.5‑35.6) 45-day 10.5 (8.70‑12.5) 11.6 (9.63‑13.9) 13.5 (11.1‑16.2) 15.0 (12.3‑18.1) 17.1 (13.5‑21.6) 18.7 (14.4‑24.1) 20.4 (15.0‑27.2) 22.0 (15.5‑30.6) 24.2 (16.3‑35.1) 25.8 (16.9‑38.4) 60-day 12.2 (10.2‑14.5) 13.4 (11.1‑16.0) 15.4 (12.7‑18.4) 17.0 (14.0‑20.5) 19.2 (15.2‑24.1) 21.0 (16.1‑26.9) 22.7 (16.7‑30.1) 24.3 (17.1‑33.7) 26.4 (17.8‑38.1) 27.8 (18.2‑41.3) 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 frequencyestimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates atupper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical